HomeMy WebLinkAboutMONTAVA - PHASE D INFRASTRUCTURE - BDR240010 - SUBMITTAL DOCUMENTS - ROUND 2 - Drainage Related Document
1-1 | Page
Project Development Plan (PDP)
Final Drainage Report
For
Montava Subdivision Phase D Infrastructure
November 6, 2024
submitted to:
City of Fort Collins,
Colorado
748 Whalers Way
November 6, 2024
Mr. Wes Lamarque
City of Fort Collins
Development Review Engineer
700 Wood Street
Fort Collins, CO 80521
Re: Montava Subdivision Phase D
Final Design Drainage Report
Project No. 1230.0005.00
Dear Mr. Lamarque:
TST, Inc. Consulting Engineers (TST) is pleased to submit this Preliminary
Design Drainage Report for the Montava Subdivision Phase D Infrastructure
project to the City of Fort Collins (City) for review and approval.
The purpose of this drainage report is to evaluate the drainage conditions of the
above-referenced proposed Montava Subdivision Phase D Infrastructure
project site. The Fort Collins Stormwater Criteria Manual (referred to as FCSCM).
Please review the attached report and provide any questions or comments at your
earliest convenience. We appreciate the opportunity to be of continued service to
the city and look forward to receiving your comments and moving forward on this
important project.
Sincerely,
TST, INC. CONSULTING ENGINEERS
Bryston Anthony M. Gartner, E.I. Derek A. Patterson, P.E.
BAMG DAP
I hereby attest that this report for the preliminary drainage design for the Montava
Subdivision Phase D Infrastructure 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.
______________________________
Derek A. Patterson
Registered Professional Engineer
State of Colorado No. 48898
748 Whalers Way
Suite 200
Fort Collins, CO 80525
970.226.0557 main
970.226.0204 fax
ideas@tstinc.com
www.tstinc.com
Table of Contents
Final Design Drainage Report
Montava Subdivision Phase D Infrastructure
Page i
1.0 - GENERAL LOCATION AND DESCRIPTION ......................................................... 1
1.1 Project Location and Description ................................................................... 1
1.2 Description of Property ................................................................................... 2
2.0 - DRAINAGE BASINS AND SUB-BASINS .............................................................. 4
2.1 Major Basin Description .................................................................................. 4
2.2 Existing Conditions ......................................................................................... 4
2.3 Proposed Conditions ...................................................................................... 4
3.0 - DRAINAGE DESIGN CRITERIA ............................................................................ 8
3.1 Hydrological and Hydraulic Criteria ............................................................... 8
4.0 - CONCLUSIONS .................................................................................................... 10
5.0 - REFERENCES ...................................................................................................... 12
6.0 - APPENDICES ....................................................................................................... 13
List of Figures
1.1 Vicinity Map ..................................................................................................................... 2
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 1
1.0 - General Location and Description
The purpose of this Preliminary Drainage Report is to present the drainage design for the
Montava Subdivision Phase D Infrastructure (Hereinafter referred to as the “Phase D
Infrastructure”) project site to the City of Fort Collins (hereinafter referred to as the “City”) for
review and approval.
The design objectives for this drainage report are to present:
Hydrologic analysis of the proposed improvements and surrounding off-site areas to
determine the location and magnitude of the site’s storm runoff.
Hydrologic data used to design storm runoff collection and conveyance facilities.
Hydraulic analysis of proposed on-site and existing downstream storm infrastructure to
ensure sufficient conveyance of stormwater runoff to the proposed detention areas.
Detention analysis and design of the proposed stormwater detention areas.
Best Management Practices (BMPs) are used to prevent erosion and sedimentation
before, during, and after construction of the stormwater infrastructure.
Overall storm drainage plan that meets previously approved drainage plans and the
FCSCM.
The drainage system was designed using the Fort Collins Stormwater Criteria Manual
(collectively referred to as FCSCM).
1.1 Project Location and Description
The Phase D Infrastructure project site is located in Section 32 and Section 33, Township 8
North, Range 68 West of the 6th Principal Meridian, within the City of Fort Collins, Larimer
County, Colorado. The proposed site is bounded on the north by farmland, Future Montava
Subdivision phases, and Richards Lake Road. On the east by farmland, and Future Montava
Subdivision phases. On the south by Montava Phase D and Mountain Vista Drive. On the west
by Montava Phase D (assumed to be built before or concurrent with Phase D infrastructure), the
Number 8 Outlet Ditch, and Future Montava Subdivision phases. A vicinity map illustrating the
project location is provided in Figure 1.1.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 2
Figure 1.1: Vicinity Map
1.2 Description of Property
The Phase D Infrastructure project site contains approximately 17 acres and consists of the
streets, roundabout, and a fiddle intersection, and open space. Phase D Infrastructure is
currently zoned as Mixed Density Neighborhood.
According to Flood Insurance Rate Map (FIRM) #08069C0982F eff. 12/19/2006 prepared by the
Federal Emergency Management Agency (FEMA), Phase D Infrastructure is located in
unshaded Zone X. Zone X indicates areas determined to be outside of 500-year or 0.2% annual
chance floodplain, meaning it is not designated as a special flood hazard zone. Copies of the
FEMA maps that apply to Phase D Infrastructure are included in Appendix B.
The types of soils found on the Montava Subdivision Phase D Infrastructure site consist of:
Fort Collins loam (35) – 0 to 3 percent slopes.
Fort Collins loam (36) – 3 to 5 percent slopes.
Satanta loam (95) – 1 to 3 percent slopes.
Satanta Variant clay loam (98) – 0 to 3 percent slopes.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 3
The characteristics of the soil found on the project site include:
Slow to very slow infiltration rate when thoroughly wet.
Slow to very slow rate of water transmission.
Majority of the site has a wind erodibility rating of 5 and 6 (8 being the least susceptible)
These soils consist of the following hydrologic soil groups as defined in the United States
Department of Agriculture (USDA), Web Soil Survey:
Group C – 32.90%.
Group D – 67.10%.
The USDA web soil survey report is included in Appendix C.
The following reports were utilized in the drainage analysis and design of Phase D
Infrastructure.
Montava Master Drainage Study Fort Collins, Colorado, prepared by Martin/Martin, Inc.,
dated January 23, 2019.
Montava Phase D Final Drainage Report, prepared by TST Inc. Consulting Engineers,
dated July 17, 2024.
Hydrologic and hydraulic information was referenced from this report to analyze off-site
areas and conveyance links downstream from Phase D Infrastructure and site.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 4
2.0 - Drainage Basins and Sub-Basins
2.1 Major Basin Description
According to the FCSCM, Phase D Infrastructure is located within the Upper Cooper Slough
Basin. The Upper Cooper Slough Basin stormwater generally flows from north to south which is
ultimately being captured by the Cooper Slough. According to the Montava Master Drainage
Study, Phase D Infrastructure is primarily located in Basin C2, Basin G1, Basin J2, and Basin
K1. According to the Montava Phase D Final Drainage report, Phase D Infrastructure is primarily
in Future 1, Future 2, Future 3, C2-1, C2-2, and GIDDINGS 1. All of Phase D Infrastructure
drains to the south and eventually ends up in the Cooper Slough.
2.2 Existing Conditions
The Phase D Infrastructure site is located in an undeveloped plot of land west of the Anheuser
Busch property and north of Montava Subdivision Phase D. The current land is undeveloped
and used for agricultural purposes. The land currently consists of native grasses, bare ground,
and crops. Phase D Infrastructure is assumed to be built before or concurrently with Phase D
Infrastructure. With Phase D being built before Phase D Infrastructure runoff will sheet flows into
an Interim Swale Pond, designed with Phase D. With Phase D being built concurrently with
Phase D Infrastructure runoff will sheet flow into the Modified Interim Swale Pond, redesigned
with Phase D Infrastructure. In both cases the runoff is captured in the Interim Pond 427, that
discharges south into a proposed swale that outfalls into the existing Anheuser-Busch Pond and
eventually into the Cooper Slough through a siphon designed by others. The major drainage
way that is being utilized for Phase D Infrastructure is the Cooper Slough.
2.3 Proposed Conditions
Phase D Infrastructure is located in Basin C2, Basin G1, Basin J2, and Basin K, outlined in
Montava Master Drainage Plan. The portion of Phase D Infrastructure located in Basin C2 will
generally flow east and south into a Modified Interim Swale Pond. The portion of Phase D
Infrastructure located in Basin G1 will generally flow southwest into various drainage
infrastructure designed with Phase D, and outfalls into Interim Pond 427. The portion of Phase
D Infrastructure located in Basin J2 will generally flow east and discharge into the Modified
Interim Swale Pond. The portion of Phase D Infrastructure in Basin K1 flows south and outfalls
into the existing roadside swale and follows existing drainage patterns to the ultimate outfall of
Cooper Slough. According to Montava Master Drainage Report Phase D Infrastructure will be
detained in Pond 426 (southeast of site). The following basins were delineated for the Montava
Subdivision Phase D Infrastructure site plan, using the Montava Master Drainage Basins:
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 5
Basin C2 (C2-1-C2-17) - is made up of mixed density single family lots, streets, and open
space. Basin C2 is approximately 11.64 acres with a composite imperviousness of
approximately 51.45%. Basin C2 was subdivided into 17 subbasins that have their own
drainage patterns. The subbasins runoff starts from various sources and drains into the Number
8 bypass channel, currently being used as the Interim Swale Pond. All Basin C2 water quality
will be treated in Interim Swale Pond. No LID is being proposed to treat any of the water quality
that is generated in the basin.
Basin G1 (G1-1- G1-3) - is made up of mixed density single family lots and streets. Basin G1 is
approximately 4.76 acres with a composite imperviousness of approximately 72.17%. Basin G1
was subdivided into 3 subbasins that have their own drainage patterns. The subbasins runoff
from various sources and ultimately drains into the Interim Pond 427. All basin G1 water quality
will be treated in Interim Pond 427. No LID is being proposed to treat any of the water quality
that is generated in the basins.
Basin J2 (J2-1) – is made up of street and landscape islands. Basin J2 is approximately 0.61
acres with a composite imperviousness of approximately 71.08%. The basins runoff starts in the
center of the fiddle intersection and sheet flows into an inlet that goes directly into the modified
Interim Swale Pond. All of J2 water quality will be treated in Interim Swale Pond and Interim
Pond 427. No LID is being proposed to treat any of the water quality that is generated in this
basin.
Basin K1 (K1-1 – K1-2) – is made up of street, landscape, and open space. Basin K1 is
approximately 1.41 acres with a composite imperviousness of approximately 69.42%. Basin K1
was subdivided into 2 subbasins that generally drain east and south into a roadside swale and
ultimately into the Cooper Slough. No LID is being proposed to treat any of the water quality that
is generated in this basin.
Future Basin (1-2) – are approximately 8.37 acres with a composite imperviousness of 72.92%.
Future Basin 1 and Future Basin 2 will have future streets, future single-family lots. All future
basins will have to have their own LID treatment when developed. Both Future basins will be
routed to and detained Interim Swale Pond.
Off-Site Basins
Offsite 1- Offsite 1 Basin is approximately 103.45 acres and will not have any improvements
within it. Offsite 1 contains all the undeveloped land that is north of Phase D Infrastructure
between Giddings Road, The number 8 ditch, and Richards Lake Road. All calculations that
involve Offsite 1 will be done with the interim undeveloped condition. In the future when this
basin is developed each separate phase will have a drainage report and ponds that will more
closely match the master drainage plan. The proposed condition will capture all the runoff from
the north into the drainage channel and run it as close to existing conditions and will outfall
south of Mountain Vista drive.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 6
Offsite 2- Offsite 2 Basin is approximately 28.89 acres and will not have any improvements
within it. Offsite 2 contains the undeveloped land that is northeast of Phase D Infrastructure. No
calculations were made using runoff from Offsite 2. Offsite 2 follows existing drainage patterns
where runoff from the basin sheet flows south into a spot near Mountain Vista Drive (inadvertent
detention) and overtops the road in large storm events. In the future when this basin is
developed each phase will have a drainage report and ponds that will attenuate the runoff as
described in the master drainage report.
In the future Phase D Infrastructure may receive some street flows from future filings but no
other flows will be received by the proposed infrastructure. Some flows may be routed under the
infrastructure and directly into the Modified Swale Pond that will ultimately be a large
conveyance channel that will discharge into Pond 426. All other basins will be following the
master drainage plan and will have their own drainage reports that show conformance with the
master drainage plan.
2.4 Low Impact Development (LID)
Per City of Fort Collins criteria, Low Impact Development (LID) features are proposed to treat
50% of the newly developed Single-Family, and 75% of the newly developed Multi-family within
Phase D.
As per City of Fort Collins criteria, LID systems are not allowed to be placed in the public right-
of-way and are generally required to be placed outside of a detention basin area. This project
consists of improvement within the right-of-way and the improvements outside of the right-of-
way are within the detention basin area. Any LID associated with north and south of site will be
handled/ incorporated within the LID systems that make sense with the future phases of
Montave Subdivision. No LID is being proposed within Montava Phase D Infrastructure. Future
Montava Phases will be responsible for the LID treatment from Phase D Infrastructure.
2.5 MDCIA “Four Step Process”
Step 1 – Employe Runoff Reduction Practices
Montava Phase D Infrastructure provides LID treatment for 50% of the single-family
development and 75% of the multifamily development, through various systems. As per City of
Fort Collins criteria, LID systems are not allowed to be placed in the public right-of-way and are
generally required to be placed outside of a detention basin area. This project consists of
improvement within the right-of-way and the improvements outside of the right-of-way are within
the detention basin area. No LID is being proposed within Montava Phase D Infrastructure.
Future Montava Phases will be responsible for the LID treatment from Phase D Infrastructure.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 7
Step 2 – Implement BMPs That Provide a WQCV with Slow Release
The Single-Family and Multi-family development throughout the site is being treated through
traditional water quality control volume extended drainage basins designed to release the water
quality event within a minimum if 40 hours.
Step 3 – Stabilize Streams
Portions of Phase D Infrastructure will be spilling into a temporary swale that will connect Pond
D Infrastructure with Interim Pond 427 and Modified Interim Swale Pond. Phase D Infrastructure
will be spilling into a couple of ponds that will reduce the sediment load to the downstream open
irrigation channel.
Step 4 – Implement Site Specific and Other Source Control BMPs
1. The following practices suggested by City of Fort Collins Criteria will be implemented
throughout the design and construction process:
2. Being a single-family development, trash receptacles will be dispersed throughout the
neighborhood and likely be enclosed containers that minimize concentrated and polluted
runoff from entering the storm sewer system or receiving drainageways prior to being
treated.
3. Phase D Infrastructure of Montava Subdivision does not include a dog park, but any
future dog parks shall be located in areas away from detention basins and educational
opportunities to reinforce pick-up practices for dog owners shall be employed.
4. Phase D Infrastructure of Montava Subdivision does not include any community
gardens, but future community gardens shall be located in areas that are outside of the
detention basins to prevent chemical and sediment loading.
5. Construction Best Management Practices (BMPs) will be employed to locate material
storage away from drainage facilities.
2.6 Variance Requests
No drainage variances are being requested at this time.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 8
3.0 - Drainage Design Criteria
The drainage design presented in this report has been developed in accordance with the
guidelines established by the FCSCM dated December 2018.
Storm system infrastructure including pipes, culverts, inlets, and drainage swales will be sized to
convey the 100-year storm event. In areas of concern, storm system infrastructure will be sized
to handle the 100-year and any additional bypass flow from upstream infrastructure.
3.1 Hydrological and Hydraulic Criteria
Design Rainfall & Runoff Calculation Method
The hydrology of the project site for developed conditions will be evaluated based on the 2-, 10-
and 100-year storm frequencies as dictated within the FCSCM manual. The Rational Method
was used to determine peak runoff rates for each developed basin. Peak storm runoff values
will be used to size on-site drainage facilities including storm culverts, sewers, inlets and
channels for the initial and major design storms as specified in the FCSCM criteria and
standards. Within the criteria and standards, the initial design storm was established as the 2-
year minor storm event and the 100-year storm as the major event.
Inlet Design
All inlets within the project area will be designed to collect and convey the 2-year developed
runoff. In areas where flooding is a concern, inlets were upsized to convey as much of the 100-
year developed runoff as possible. As stated in FCSCM, Inlet Functions, Types and Appropriate
Applications, the standard inlets for use on City of Loveland streets are:
Inlet Type Permitted Use
Type 13 Combination Inlet All street types with 6 inches of vertical curb
Type 13 Inlet with Valley Grate Within roundabout on street with a pan as a curb and gutter
Storm Sewer and Culvert Design
As stated in the FCSCM, the Manning’s roughness coefficient (n) for all storm sewer pipe
capacity calculations shall be 0.013 regardless of pipe material.
The storm sewers and culverts in the project area will be designed in accordance with the
criteria and standards of the FCSCM using a minimum pipe diameter of 15 inches. Where
applicable, storm sewers will be sized to convey the 100-year developed runoff to the existing
detention ponds. Peak runoff for storm sewer design was calculated using the Rational Method
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 9
per the FCSCM. All storm sewers will be sized using the Urban Drainage program, UD-Sewer
2009 Version 1.4.0. All culverts will be sized using the Federal Highway Administration (FHA)
Program, HY-8 Version 7.30. For storm and culvert capacity calculations refer to Appendix G.
Street Capacity
The criteria and standards set forth in the FCSCM will be used to check street capacity for both
the minor (2-year) and major (100-year) storm events. The FCSCM requires that stormwater
overtopping curbs should not occur during the minor storms and the flow spread must meet the
following guidelines for each street designation:
Local, Alley – flow may spread to crown of road.
Collector (without median) - flow spread must leave a minimum of 6 feet (6’) wide
clear travel lane on each side of the centerline.
Arterial (with median) – flow spread must leave a minimum of 12 feet (12’) wide travel
lane in both directions of travel.
Additionally, the following allowable street flow depths were used for the drainage design:
Local, Alley – Minor Storm 0.50-ft depth at gutter, Major Storm 0.50-ft depth at crown
and 1.0-ft at gutter (most restrictive will apply)
Collector - Minor Storm 0.50-ft depth at gutter, Major Storm 0.50-ft depth at crown and
1.0-ft at gutter (most restrictive will apply)
Arterial (without median) - Minor Storm 0.50-ft depth at gutter, Major Storm 0.50-ft
depth at crown and 1.0-ft at gutter (most restrictive will apply)
Arterial (with median) - Minor Storm 0.50-ft depth at gutter, Major Storm not to exceed
bottom of gutter at median and 1.0-ft at gutter (most restrictive will apply)
Swale Design
As defined in Chapter 9 of the Fort Collins Stormwater Criteria Manual, open channels are
utilized to preserve, enhance, and restore stream corridors, used in the design of constructed
channels and swales by use of natural concepts.
Per the FCSCM criteria and standards, all open channels must be designed to carry the major
(100-year) storm runoff. For swales with greater than 100 cfs, one-foot of freeboard will be
provided. For swales with less than or equal to 100 cfs, the depth of the channel must be able to
convey an additional 33% of the 100-year storm flow.
Drainage swales were designed to be grass-lined, triangular channels with 4:1 side-slopes.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 10
Erosion potential in the swales will be analyzed to determine if additional protective measures
are needed within the project area based on Froude number calculations.
Detention Discharge and Storage Calculation
Montava Phase D drains into two separate detention/ water quality ponds. Modified Interim
Swale Pond and Interim Detention Pond 427. All ponds were designed/ checked by a SWMM
model that is being submitted with this report. Modified Interim Swale Pond and Interim Pond
427 are at least two feet higher than groundwater.
The majority of Phase D Infrastructure drains to the Modified Interim Swale Pond. Montava
Phase D proposed an Interim Swale Pond that has an outlet structure west of Giddings Road.
The Modified Swale Pond moves the outlet structure east of Giddings Road. The Modified
Interim Swale Pond discharges west under Giddings Road into a roadside swale along the west
side Giddings Road, and into Interim Pond 427 designed and built with Phase D. Modified
Interim Swale Pond is not part of the Montava Master Drainage Plan. The remainder of Phase D
Infrastructure drains to Interim Pond 427. Interim Pond 427 will outfall to the southeast of
Giddings Road and Mountain Vista Drive into swale that outfalls into the existing Anheuser-
Busch Pond and eventually into the Cooper Slough through a siphon designed by others. In the
ultimate condition Phase D Infrastructure will drain to Pond 426/ Pond 425 ultimately into the
Cooper Slough via various drainage infrastructure.
Erosion and Sediment Control
Montava Phase D Infrastructure has been designed to be in compliance with the City of Fort
Collins Erosion Control Criteria and all Erosion Control Materials will be provided with the Final
Drainage Report. Erosion and sedimentation occurring on-site during construction will be
controlled by the use of temporary Best Management Practices (BMPs – i.e., silt fence, gravel
inlet filters, vehicle tracking control pads, and straw wattle barriers). A separate Stormwater
Management Plan has been provided with this Drainage Report Submittal.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 11
4.0 - Conclusions
This Final Drainage Report has been prepared in accordance with the City of Fort Collins
Stormwater Criteria Manual for a Project Development Plan (PDP) submittal. The PDP plans
have also been prepared to be in compliance with the City’s current drainage criteria.
Phase D Infrastructure has been designed to safely and effectively capture, convey, and
attenuate stormwater runoff in accordance with the FCSCM, Fort Collins Stormwater Criteria
Manual, and Montava Master Drainage Study. The City of Fort Collins criteria required 50% of
the newly single-family development and 75% of the newly developed multifamily development
to be treated by LID. As per City of Fort Collins criteria, LID systems are not allowed to be
placed in the public right-of-way and are generally required to be placed outside of a detention
basin area. This project consists of improvement within the right-of-way and the improvements
outside of the right-of-way are within the detention basin area. No LID is being proposed
Montava phase D infrastructure. Future Montava Phases will be responsible for the LID
treatment from Phase D Infrastructure.
Additionally, areas of future development adjacent to the project area will have to been analyzed
to ensure that adequate facilities will accommodate future development.
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 12
5.0 - References
1. Fort Collins Stormwater Criteria Manual, as adopted by the city of Fort Collins, as
referenced in Section 26-500 of the Code of the City of Fort Collins, December 2018.
2. City of Fort Collins Cooper Slough Alternatives Analysis Update, prepared by Fort
Collins Department of Utilities, prepared by ICON Engineering Inc., October 2017
3. Montava Planned Unit Development Master Drainage Study, by Martin/Martin Inc., dated
January 23, 2019
Montava Subdivision Phase D Infrastructure Final Drainage Report
Page 13
6.0 - Appendices
The following appendices are attached to and made part of this final drainage design report:
APPENDIX A HYDROLOGIC ANALYSIS
APPENDIX B LOW IMPACT DEVELOPMENT (LID) CALCULATIONS
APPENDIX C FEMA FLOOD INSURANCE RATE MAP
APPENDIX D USDA HYDROLOGIC SOIL GROUP MAP
APPENDIX E DRAINAGE PLANS
APPENDIX F STREET CAPCITY AND STORM INLET ANALYSIS
APPENDIX G STORM SEWER AND CULVERT ANALYSIS
APPENDIX H DRAINAGE SWALE ANALYSIS
APPENDIX I DETENTION AND ROUTING ANALYSIS
Appendix A
HYDOLOGIC ANALYSIS
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Preliminary Drainage Report
Duration 2-yr 10-yr 100-yr
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.80
8 2.40 4.10 8.38
9 2.30 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.50 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.30
17 1.75 2.99 6.10
18 1.70 2.90 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.60
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.20
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.40 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.60
30 1.30 2.21 4.52
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2.00 4.08
36 1.15 1.96 4.01
37 1.16 1.93 3.93
38 1.11 1.89 3.87
39 1.09 1.86 3.80
40 1.07 1.83 3.74
41 1.05 1.80 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.60 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.90 1.54 3.14
53 0.89 1.52 3.10
54 0.88 1.50 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.40 2.86
65 0.78 1.32 2.71
70 0.73 1.25 2.59
75 0.70 1.19 2.48
80 0.66 1.14 2.38
85 0.64 1.09 2.29
90 0.61 1.05 2.21
95 0.58 1.01 2.13
100 0.56 0.97 2.06
105 0.54 0.94 2.00
110 0.52 0.91 1.94
115 0.51 0.88 1.88
120 0.49 0.86 1.84
From the City of Fort Collins Storm Drainage Design Criteria and Construction Standards
City of Fort Collins
IDF Curves
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Preliminary Drainage Report
From the Town of Timnath Design Criteria Manual and Construction Specifications
y = 2.567e-0.021x
R² = 0.952
y = 26.332x-0.53
R² = 0.9831
0.00
2.00
4.00
6.00
8.00
10.00
12.00
0 10 20 30 40 50 60 70
Ra
i
n
f
a
l
l
I
n
t
e
n
s
i
t
y
(
i
n
/
h
r
)
Storm Duration (min)
City of Fort Collins IDF Curves
2-yr
10-yr
100-yr
Expon. (2-yr)
Power (100-yr)
MONTAVA SUBDIVISON PHASE D INFRASTRUCTURE Preliminary Drainage Report
High Density 0.85 90
Lawn, Clayey, <2% Slope 0.20 2
Lawn, Clayey, >7% Slope 0.35 2
Lawn, Clayey, 2-7% Slope 0.25 2
Lawn, Sandy, <2% Slope 0.10 2
Lawn, Sandy, >7% Slope 0.20 2
Lawn, Sandy, 2-7% Slope 0.15 2
Low Denisty 0.55 50
Medium Density 0.65 70
Open Lands, Transition 0.20 20
Roofs 0.95 90
Streets: Gravel 0.50 40
Streets: Paved 0.95 100
Streets: Permeable Pavers 0.50 40
Urban Estate 0.30 30
From Table 3-3 of the City of Fort Collins, Stormwater Criteria Manual
Runoff
Coefficient Impervious (%)
City of Fort Collins
Rational Method Runoff Coefficients
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Final Drainage Report
Composite
C C2 C10 C100
Medium Density 0.00 0.65 70
Streets: Paved 0.30 0.95 100
Lawn, Clayey, >7% Slope 0.08 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.16 0.95 100
Lawn, Clayey, >7% Slope 0.03 0.35 2
Medium Density 0.38 0.65 70
Streets: Paved 0.04 0.95 100
Lawn, Clayey, >7% Slope 1.03 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.12 0.95 100
Lawn, Clayey, >7% Slope 0.05 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.12 0.95 100
Lawn, Clayey, >7% Slope 0.05 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.08 0.95 100
Lawn, Sandy, >7% Slope 0.02 0.20 2
Medium Density 0.00 0.65 70
Streets: Paved 0.08 0.95 100
Lawn, Sandy, >7% Slope 0.02 0.20 2
Medium Density 0.00 0.65 70
Streets: Paved 0.69 0.95 100
Lawn, Sandy, >7% Slope 0.27 0.20 2
Medium Density 0.00 0.65 70
Streets: Paved 0.06 0.95 100
Lawn, Clayey, >7% Slope 0.00 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.06 0.95 100
Lawn, Clayey, >7% Slope 0.00 0.35 2
Medium Density 0.32 0.65 70
Streets: Paved 0.05 0.95 100
Lawn, Clayey, >7% Slope 0.76 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.52 0.95 100
Lawn, Clayey, >7% Slope 0.16 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.84 0.95 100
Lawn, Clayey, >7% Slope 0.02 0.35 2
Medium Density 0.21 0.65 70
Streets: Paved 0.02 0.95 100
Lawn, Clayey, >7% Slope 0.48 0.35 2
Medium Density 0.42 0.65 70
Streets: Paved 0.07 0.95 100
Lawn, Clayey, >7% Slope 1.82 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.78 0.95 100
Lawn, Clayey, >7% Slope 0.39 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.96 0.95 100
Lawn, Clayey, >7% Slope 0.18 0.35 2
BASIN C2 TOTAL 11.64 51.45% 0.64 0.64 0.64 0.77
0.940.75C2-16
2.31 17.33%
C2-17 1.14 84.53% 0.86 0.86
1.17 67.33% 0.75 0.75
0.42 0.53
C2-12 0.68
0.94
C2-15 0.42 0.42
0.80
C2-4 0.17 71.18% 0.77 0.77 0.77 0.97
C2-5 0.17 71.18% 0.77 0.77 0.77 0.97
C2-14 0.71 24.87%
Onsite Basin Composite Runoff Coefficients
Basin/ Sub-Basin Area (ac) Attribute
79.37%
Attribute
Area (ac)
Composite Runoff CoefficientsRunoff
Coefficient, C Percent ImperviousImpervious
0.82 0.82 1.000.82C2-1 0.38
0.80 0.80
0.74
80.40%
0.74
0.80
22.52% 0.45 0.45
0.86
0.74
C2-7
100.00%
0.45
C2-8 0.96 72.44%
0.95
C2-2 0.19 84.53% 0.86 0.86
C2-6 0.10
C2-3 1.45
C2-13 0.86 97.72%
C2-10 0.06 100.00%
C2-9 0.06
C2-11 1.13 25.59%
76.94%
1.00
0.81 0.81 1.000.81
1.00
0.46 0.46 0.57
0.95
0.46
0.95
0.940.94
0.95 0.95
0.95
0.46 0.46
1.00
0.56
1.00
0.10 80.40% 0.80 0.80
0.58
0.92
1.00
0.46
1.00
0.86 1.00
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Final Drainage Report
Medium Density 0.72 0.65 70
Streets: Paved 0.77 0.95 100
Lawn, Clayey, >7% Slope 0.35 0.35 2
Medium Density 0.69 0.65 70
Streets: Paved 0.65 0.95 100
Lawn, Clayey, >7% Slope 0.37 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 1.01 0.95 100
Lawn, Clayey, >7% Slope 0.20 0.35 2
BASIN G2 TOTAL 4.76 72.17% 0.75 0.75 0.75 0.92
Medium Density 0.00 0.65 70
Streets: Paved 0.43 0.95 100
Lawn, Clayey, >7% Slope 0.18 0.35 2
BASIN J TOTAL 0.61 71.08% 0.77 0.77 0.77 0.97
Medium Density 0.00 0.65 70
Streets: Paved 0.43 0.95 100
Lawn, Clayey, >7% Slope 0.22 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.54 0.95 100
Lawn, Clayey, >7% Slope 0.22 0.35 2
BASIN K TOTAL 1.41 69.42% 0.76 0.76 0.76 0.95
Medium Density 2.15 0.65 70
Streets: Paved 1.01 0.95 100
Lawn, Clayey, >7% Slope 0.15 0.35 2
Medium Density 2.50 0.65 70
Streets: Paved 2.06 0.95 100
Lawn, Clayey, >7% Slope 0.50 0.35 2
FUTURE TOTAL 8.37 75.72% 0.74 0.74 0.74 0.92
Open Lands, Transition 103.45 0.20 20
Streets: Paved 0.00 0.95 100
Lawn, Clayey, >7% Slope 0.00 0.35 2
Open Lands, Transition 28.89 0.20 20
Streets: Paved 0.00 0.95 100
Lawn, Clayey, >7% Slope 0.00 0.35 2
OFFSITE TOTAL 132.34 20.00% 0.20 0.20 0.20 0.25
Medium Density 0.00 0.65 70
Streets: Paved 1.01 0.95 100
Lawn, Clayey, >7% Slope 1.10 0.35 2
Medium Density 0.00 0.65 70
Streets: Paved 0.70 0.95 100
Lawn, Clayey, >7% Slope 0.76 0.35 2
GIDDINGS TOTAL 3.57 48.94% 0.64 0.64 0.64 0.80
K1-2 0.76 71.63% 0.78 0.78 0.78 0.97
1.00
0.77 0.77
0.75 0.75
GIDDINGS-2 1.46 48.99% 0.64 0.64 0.64 0.80
0.9366.83%0.65
0.64
0.61 71.08% 0.97
1.71 66.69% 0.70 0.70 0.70 0.87
1.84 69.62% 0.72 0.72 0.72 0.90
0.85
G1-2
OFFSITE 1 103.45 20.00% 0.20 0.20
K1-1
0.77J2-1
G1-3 1.21 83.80% 0.85 0.85
GIDDINGS-1 2.11 48.91% 0.64 0.64
0.75
G1-1
0.80
FUTURE 1 3.31 76.07% 0.73 0.73 0.73 0.91
FUTURE 2 5.06 75.49% 0.74 0.74 0.74 0.93
0.25
0.25
0.20
OFFSITE 2 28.89 20.00% 0.20 0.20 0.20
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Final Drainage Report
Frequency Adj. Overland Flow Average Overland Travel Time Channelized Channel Channel Channelized Time Time of Concentration
Runoff Coefficents Length, D Overland Slope Tov Flow Length Slope Velocity Tt Tc = Tov + Tt (min)
C5 (ft) (%) (min) (ft) (%) (ft/s) (min)
C2-1 0.82 25 2 2 285 0.5 1.4 3 5
C2-2 0.86 25 2 2 208 0.5 1.4 2 5
C2-3 0.45 110 10 6 320 0.5 1.4 4 10
C2-4 0.77 25 10 1 210 0.5 1.4 3 5
C2-5 0.77 25 10 1 215 0.5 1.4 3 5
C2-6 0.80 25 2 2 95 0.5 1.4 1 5
C2-7 0.80 25 2 2 95 0.5 1.4 1 5
C2-8 0.74 100 2 5 15 0.5 1.4 0 5
C2-9 0.95 25 2 1 50 0.5 1.4 1 5
C2-10 0.95 25 2 1 50 0.5 1.4 1 5
C2-11 0.46 120 2 10 230 0.5 1.4 3 13
C2-12 0.81 25 2 2 310 0.5 1.4 4 6
C2-13 0.94 25 2 1 305 0.5 1.4 4 5
C2-14 0.46 115 2 10 160 0.5 1.4 2 12
C2-15 0.42 100 2 10 165 0.5 1.4 2 12
C2-16 0.75 35 2 3 450 0.5 1.4 5 8
C2-17 0.86 20 2 2 835 0.5 1.4 10 12
G1-1 0.72 30 2 3 860 0.5 1.4 10 13
G1-2 0.70 40 2 4 920 0.5 1.4 11 15
G1-3 0.85 50 2 3 715 0.5 1.4 9 12
J2-1 0.77 30 2 3 360 0.5 1.4 4 7
K1-1 0.75 30 2 3 360 0.5 1.4 4 7
K1-2 0.00 30 2 9 360 0.5 1.4 4 13
FUTURE 1 0.73 65 2 4 605 0.5 1.4 7 11
FUTURE 2 0.74 65 2 4 605 0.5 1.4 7 11
OFFSITE 1 0.20 300 2 23 1500 2.0 0.7 36 59
OFFSITE 2 0.20 300 2 23 1000 2.0 0.7 24 47
GIDDINGS-1 0.64 35 2 4 1605 0.5 1.4 19 23
GIDDINGS-2 0.64 35 2 4 1235 0.5 1.4 15 19
Basin Time of Concentration
Basin
MONTAVA SUBDIVISION PHASE D INFRASTRUCUTRE Final Drainage Report
Time of
Concentration
2 - year 10 - year 100 - year Tc (min) 2 - Year 10 - Year 100 - Year 2 - Year 10 - Year 100 - Year
C2-1 0.38 0.82 0.82 1.00 5 2.85 4.87 9.95 0.89 1.52 3.78
C2-2 0.19 0.86 0.86 1.00 5 2.85 4.87 9.95 0.46 0.79 1.89
C2-3 1.45 0.45 0.45 0.56 10 2.21 3.78 7.72 1.43 2.44 6.23
C2-4 0.17 0.77 0.77 0.97 5 2.85 4.87 9.95 0.37 0.64 1.64
C2-5 0.17 0.77 0.77 0.97 5 2.85 4.87 9.95 0.37 0.64 1.64
C2-6 0.10 0.80 0.80 1.00 5 2.85 4.87 9.95 0.23 0.39 1.00
C2-7 0.10 0.80 0.80 1.00 5 2.85 4.87 9.95 0.23 0.39 1.00
C2-8 0.96 0.74 0.74 0.92 5 2.85 4.87 9.95 2.02 3.46 8.82
C2-9 0.06 0.95 0.95 1.00 5 2.85 4.87 9.95 0.16 0.28 0.60
C2-10 0.06 0.95 0.95 1.00 5 2.85 4.87 9.95 0.16 0.28 0.60
C2-11 1.13 0.46 0.46 0.58 13 1.98 3.39 6.92 1.03 1.77 4.51
C2-12 0.68 0.81 0.81 1.00 6 2.67 4.56 9.31 1.47 2.51 6.33
C2-13 0.86 0.94 0.94 1.00 5 2.85 4.87 9.95 2.29 3.92 8.56
C2-14 0.71 0.46 0.46 0.57 12 2.05 3.50 7.16 0.66 1.13 2.90
C2-15 2.31 0.42 0.42 0.53 12 2.05 3.50 7.16 2.00 3.42 8.74
C2-16 1.17 0.75 0.75 0.94 8 2.40 4.10 8.38 2.11 3.60 9.19
C2-17 1.14 0.86 0.86 1.00 12 2.05 3.50 7.16 2.00 3.41 8.16
11.64
G1-1 1.84 0.72 0.72 0.90 13 1.98 3.39 6.92 2.62 4.48 11.44
G1-2 1.71 0.70 0.70 0.87 15 1.87 3.19 6.52 2.24 3.81 9.74
G1-3 1.21 0.85 0.85 1.00 12 2.05 3.50 7.16 2.11 3.60 8.66
4.76
J2-1 0.61 0.77 0.77 0.97 7 2.52 4.31 8.80 1.19 2.03 5.19
K1-1 0.65 0.75 0.75 0.93 7 2.52 4.31 8.80 1.22 2.09 5.34
K1-2 0.76 0.78 0.78 0.97 13 1.98 3.39 6.92 1.17 2.00 5.10
FUTURE 1 3.31 0.73 0.73 0.91 11 2.13 3.63 7.42 5.13 8.75 22.35
FUTURE 2 5.06 0.74 0.74 0.93 11 2.13 3.63 7.42 8.00 13.64 34.85
OFFSITE 1 103.45 0.20 0.20 0.25 59 0.83 1.42 2.89 17.17 29.38 74.74
OFFSITE 2 28.89 0.20 0.20 0.25 47 0.96 1.64 3.36 5.55 9.48 24.27
GIDDINGS-1 2.11 0.64 0.64 0.80 23 1.49 2.55 5.20 2.00 3.43 8.74
GIDDINGS-2 1.46 0.64 0.64 0.80 19 1.65 2.82 5.75 1.54 2.63 6.69
Basin Peak Discharge
Rainfall Intensity (in/hr) Peak Discharge (cfs)Basin Basin Area
(ac)
Frequency Adj. Runoff Coefficients
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Final Drainage Report
PROPOSED
IMPERVIOUSNESS
EXISTING
IMPERVIOUSNESS
C2-1 79%30%
C2-2 85%30%
C2-3 23%30%
C2-4 71%30%
C2-5 71%30%
C2-6 80%30%
C2-7 80%30%
C2-8 72%30%
C2-9 100%30%
C2-10 100%30%
C2-11 26%30%
C2-12 77%30%
C2-13 98%30%
C2-14 25%30%
C2-15 17%30%
C2-16 67%30%
C2-17 85%30%
G1-1 70%30%
G1-2 67%30%
G1-3 84%30%
J2-1 71%30%
K1-1 67%30%
K1-2 72%30%
FUTURE 1 76%30%
FUTURE 2 75%30%
OFFSITE 1 20%30%
OFFSITE 2 20%30%
GIDDINGS-1 49%30%
GIDDINGS-2 49%30%
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Final Drainage Report
Time of Concentration
Tc (min) 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year
1 C2-1,C2-2 1.24 5.00 0.38 0.38 0.46 2.85 4.87 9.95 1.36 2.32 5.67
2 C2-4, C2-5 0.34 5.00 0.77 0.77 0.97 2.85 4.87 9.95 0.75 1.28 3.27
3 C2-9, C2-10 0.12 5.00 0.95 0.95 1.00 2.85 4.87 9.95 0.32 0.56 1.19
4 DP-3, 0.25*PORTION OF C2-8 0.36 5.00 0.81 0.81 0.95 2.85 4.87 9.95 0.83 1.42 3.40
5 DP-4, 0.25*PORITON OF C2-8 0.60 5.00 0.78 0.78 0.94 2.85 4.87 9.95 1.34 2.28 5.61
6 DP-5, 0.25*PORTION OF C2-8 0.84 5.00 0.77 0.77 0.93 2.85 4.87 9.95 1.84 3.15 7.81
7 C2-12,C2-13 1.54 6.00 0.88 0.88 1.00 2.67 4.56 9.31 3.62 6.18 14.34
8 C2-17,C2-16 2.31 12.00 0.80 0.80 0.97 2.05 3.50 7.16 3.80 6.48 16.02
9 C2-6, C2-7 0.20 5.00 0.80 0.80 1.00 2.85 4.87 9.95 0.46 0.78 1.99
10 DP-1, C2-3, NO 8 BYPASS 2.69 10.00 0.42 0.42 0.51 2.21 3.78 7.72 2.48 4.24 281.63
11 DP-6, DP-9, DP-10, C2-11, NO 8 BYPASS 4.86 13.00 0.50 0.50 0.62 1.98 3.39 6.92 4.85 8.30 291.86
12 DP-11, C2-14, NO 8 BYPASS, NO 8 BYPASS 5.57 13.00 0.50 0.50 0.61 1.98 3.39 6.92 5.49 9.40 294.65
13 DP-8, DP-12, C2-15, NO 8 BYPASS 10.19 13.00 0.55 0.55 0.68 1.98 3.39 6.92 11.09 18.99 318.58
Attenuation of Peak Discharge
Weighted Runoff Coefficient Rainfall Intensity (in/hr) Peak Discharge (cfs)
Area (acres)Contributing Basins & Design PointsDesign Point
Appendix B
LOW IMPACT DEVELOPMENT
(LID) CALCULATIONS
MONTAVA SUBDIVISION PHASE D INFRASTRUCTURE Final Drainage Report
Basin/ Sub-Basin Total Area (acres)Multi-Family Area (acres)
75% LID TREATED
Single-Family Area
(acres) 50% LID
TREATED
Area Remaining
50% LID TREATED Impervious Area (acres) % Impervious TO BE LID TREATED PERCENT OF
TOTAL SITE
AREA TO BE
TREATED
C2-1 0.38 0.00 0.00 0.38 0.30 79.37%NO 2.06% 0.00
C2-2 0.19 0.00 0.00 0.19 0.16 84.53%NO 1.03% 0.00
C2-3 1.45 0.00 0.38 1.07 0.33 22.52%NO 7.87% 0.00
C2-4 0.17 0.00 0.00 0.17 0.12 71.18%NO 0.92% 0.00
C2-5 0.17 0.00 0.00 0.17 0.12 71.18%NO 0.92% 0.00
C2-6 0.10 0.00 0.00 0.10 0.08 80.40%NO 0.54% 0.00
C2-7 0.10 0.00 0.00 0.10 0.08 80.40%NO 0.54% 0.00
C2-8 0.96 0.00 0.00 0.96 0.70 72.44%NO 5.21% 0.00
C2-9 0.06 0.00 0.00 0.06 0.06 100.00%NO 0.33% 0.00
C2-10 0.06 0.00 0.00 0.06 0.06 100.00%NO 0.33% 0.00
C2-11 1.13 0.00 0.32 0.81 0.29 25.59%NO 6.13% 0.00
C2-12 0.68 0.00 0.00 0.68 0.52 76.94%NO 3.69% 0.00
C2-13 0.86 0.00 0.00 0.86 0.84 97.72%NO 4.67% 0.00
C2-14 0.71 0.00 0.21 0.50 0.18 24.87%NO 3.85% 0.00
C2-15 2.31 0.00 0.42 1.89 0.40 17.33%NO 12.54% 0.00
C2-16 1.17 0.00 0.00 1.17 0.79 67.33%NO 6.35% 0.00
C2-17 1.14 0.00 0.00 1.14 0.96 84.53%NO 6.19%0.00
Total= 11.64 0.00 1.33 10.31 5.99 51.45%63.19%0.00
50.00% 2.99
G1-1 1.84 0.00 0.72 1.12 1.28 69.62%NO 9.99% 0.00
G1-2 1.71 0.00 0.69 1.02 1.14 66.69%NO 9.28% 0.00
G1-3 1.21 0.00 0.00 1.21 1.01 83.80%NO 6.57%0.00
Total= 4.76 0.00 1.41 3.35 3.44 72.17%25.84%0.00
50.00% 1.72
J2-1 0.61 0.00 0.00 0.61 0.43 71.08%NO 3.31%0.00
Total= 0.61 0.00 0.00 0.61 0.43 71.08%3.31%0.00
50.00% 0.22
K1-1 0.65 0.00 0.00 0.65 0.43 66.83%NO 3.53% 0.00
K1-2 0.76 0.00 0.00 0.76 0.54 71.63%NO 4.13%0.00
Total= 1.41 0.00 0.00 1.41 0.98 69.42%7.65%0.00
50.00% 0.49
5.42 0.00
Low Impact Development (LID)
BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED
Total Impervious Area Required to be Treated Using Total Impervious Area to be Treated Using LID
BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED
BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED
BASIN PERCENT TREATMENT REQUIRED IMPERVIOUS AREA REQUIRED TO BE TREATED
Appendix C
FEMA FLOOD INSURANCE
RATE MAP
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 4/4/2024 at 12:17 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°1'42"W 40°37'4"N
105°1'5"W 40°36'37"N
Basemap Imagery Source: USGS National Map 2023
Appendix D
USDA HYDROLOGIC SOIL
GROUP MAP
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, ColoradoNatural
Resources
Conservation
Service
July 24, 2024
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Larimer County Area, Colorado......................................................................13
35—Fort Collins loam, 0 to 3 percent slopes..............................................13
36—Fort Collins loam, 3 to 5 percent slopes..............................................14
95—Satanta loam, 1 to 3 percent slopes....................................................15
98—Satanta Variant clay loam, 0 to 3 percent slopes.................................17
Soil Information for All Uses...............................................................................19
Soil Properties and Qualities..............................................................................19
Soil Qualities and Features.............................................................................19
Hydrologic Soil Group.................................................................................19
References............................................................................................................24
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
44
9
5
8
9
0
44
9
5
9
8
0
44
9
6
0
7
0
44
9
6
1
6
0
44
9
6
2
5
0
44
9
6
3
4
0
44
9
6
4
3
0
44
9
6
5
2
0
44
9
6
6
1
0
44
9
5
8
9
0
44
9
5
9
8
0
44
9
6
0
7
0
44
9
6
1
6
0
44
9
6
2
5
0
44
9
6
3
4
0
44
9
6
4
3
0
44
9
6
5
2
0
44
9
6
6
1
0
497890 497980 498070 498160 498250 498340 498430
497890 497980 498070 498160 498250 498340 498430
40° 37' 14'' N
10
5
°
1
'
3
0
'
'
W
40° 37' 14'' N
10
5
°
1
'
5
'
'
W
40° 36' 49'' N
10
5
°
1
'
3
0
'
'
W
40° 36' 49'' N
10
5
°
1
'
5
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 150 300 600 900
Feet
0 50 100 200 300
Meters
Map Scale: 1:3,780 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 18, Aug 24, 2023
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.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
35 Fort Collins loam, 0 to 3 percent
slopes
6.0 23.6%
36 Fort Collins loam, 3 to 5 percent
slopes
1.9 7.6%
95 Satanta loam, 1 to 3 percent
slopes
0.4 1.7%
98 Satanta Variant clay loam, 0 to
3 percent slopes
17.2 67.1%
Totals for Area of Interest 25.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
Custom Soil Resource Report
11
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Larimer County Area, Colorado
35—Fort Collins loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tlnc
Elevation: 4,020 to 6,730 feet
Mean annual precipitation: 14 to 16 inches
Mean annual air temperature: 46 to 48 degrees F
Frost-free period: 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Fort collins and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fort Collins
Setting
Landform:Interfluves, stream terraces
Landform position (three-dimensional):Interfluve, tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Pleistocene or older alluvium and/or eolian deposits
Typical profile
Ap - 0 to 4 inches: loam
Bt1 - 4 to 9 inches: clay loam
Bt2 - 9 to 16 inches: clay loam
Bk1 - 16 to 29 inches: loam
Bk2 - 29 to 80 inches: loam
Properties and qualities
Slope:0 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:12 percent
Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Custom Soil Resource Report
13
Minor Components
Nunn
Percent of map unit:10 percent
Landform:Stream terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
Vona
Percent of map unit:5 percent
Landform:Interfluves
Landform position (three-dimensional):Interfluve, side slope
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY024CO - Sandy Plains
Hydric soil rating: No
36—Fort Collins loam, 3 to 5 percent slopes
Map Unit Setting
National map unit symbol: 2yqpg
Elevation: 4,800 to 5,900 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Fort collins and similar soils:80 percent
Minor components:20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fort Collins
Setting
Landform:Alluvial fans, terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear, convex
Across-slope shape:Linear
Parent material:Pleistocene or older alluvium and/or eolian deposits
Typical profile
Ap - 0 to 5 inches: loam
Bt1 - 5 to 8 inches: clay loam
Bt2 - 8 to 18 inches: clay loam
Bk1 - 18 to 24 inches: loam
Bk2 - 24 to 80 inches: loam
Custom Soil Resource Report
14
Properties and qualities
Slope:3 to 5 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:12 percent
Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Table mountain
Percent of map unit:15 percent
Landform:Alluvial fans, stream terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY036CO - Overflow
Hydric soil rating: No
Larim
Percent of map unit:5 percent
Landform:Alluvial fans
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY063CO - Gravel Breaks
Hydric soil rating: No
95—Satanta loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2w5f3
Elevation: 3,650 to 5,350 feet
Mean annual precipitation: 12 to 18 inches
Mean annual air temperature: 46 to 54 degrees F
Frost-free period: 115 to 155 days
Farmland classification: Prime farmland if irrigated
Custom Soil Resource Report
15
Map Unit Composition
Satanta and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Satanta
Setting
Landform:Paleoterraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Head slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Eolian sands
Typical profile
Ap - 0 to 9 inches: loam
Bt - 9 to 18 inches: clay loam
C - 18 to 79 inches: loam
Properties and qualities
Slope:1 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20
to 0.60 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:10 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very high (about 12.2 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 4c
Hydrologic Soil Group: C
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit:5 percent
Landform:Terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
Fort collins
Percent of map unit:5 percent
Landform:Alluvial fans
Landform position (two-dimensional):Backslope
Custom Soil Resource Report
16
Landform position (three-dimensional):Head slope
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
98—Satanta Variant clay loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: jpyh
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Satanta variant and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Satanta Variant
Setting
Landform:Terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium
Typical profile
H1 - 0 to 9 inches: clay loam
H2 - 9 to 22 inches: clay loam
H3 - 22 to 60 inches: loam
Properties and qualities
Slope:0 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat poorly drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 24 to 48 inches
Frequency of flooding:Occasional
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Gypsum, maximum content:10 percent
Maximum salinity:Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 8.7 inches)
Custom Soil Resource Report
17
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Ecological site: R067BY036CO - Overflow
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit:5 percent
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
Caruso
Percent of map unit:3 percent
Ecological site:R067BY036CO - Overflow
Hydric soil rating: No
Loveland
Percent of map unit:2 percent
Ecological site:R067BY036CO - Overflow
Hydric soil rating: No
Custom Soil Resource Report
18
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group
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.
19
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.
Custom Soil Resource Report
20
21
Custom Soil Resource Report
Map—Hydrologic Soil Group
44
9
5
8
9
0
44
9
5
9
8
0
44
9
6
0
7
0
44
9
6
1
6
0
44
9
6
2
5
0
44
9
6
3
4
0
44
9
6
4
3
0
44
9
6
5
2
0
44
9
6
6
1
0
44
9
5
8
9
0
44
9
5
9
8
0
44
9
6
0
7
0
44
9
6
1
6
0
44
9
6
2
5
0
44
9
6
3
4
0
44
9
6
4
3
0
44
9
6
5
2
0
44
9
6
6
1
0
497890 497980 498070 498160 498250 498340 498430
497890 497980 498070 498160 498250 498340 498430
40° 37' 14'' N
10
5
°
1
'
3
0
'
'
W
40° 37' 14'' N
10
5
°
1
'
5
'
'
W
40° 36' 49'' N
10
5
°
1
'
3
0
'
'
W
40° 36' 49'' N
10
5
°
1
'
5
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 150 300 600 900
Feet
0 50 100 200 300
Meters
Map Scale: 1:3,780 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 18, Aug 24, 2023
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.
Custom Soil Resource Report
22
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
35 Fort Collins loam, 0 to 3
percent slopes
C 6.0 23.6%
36 Fort Collins loam, 3 to 5
percent slopes
C 1.9 7.6%
95 Satanta loam, 1 to 3
percent slopes
C 0.4 1.7%
98 Satanta Variant clay
loam, 0 to 3 percent
slopes
D 17.2 67.1%
Totals for Area of Interest 25.6 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
23
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
24
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
25
Appendix E
DRAINAGE PLANS
VAU
L
T
VAUL
T
VAUL
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VA
U
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAUL
T
VAU
L
T
VAU
L
T
VAUL
T
VAU
L
T
VAU
L
T
VAUL
T
VAU
L
T
VA
U
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAUL
T
VAUL
T
VAU
L
T
VAU
L
T
VAUL
T
Appendix F
STREET CAPACITY AND
STORM INLET ANALYSIS
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 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 Spread Criterion Qallow =12.6 13.1 cfs
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 2.00 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 8.16 cfs on sheet 'Inlet Management'
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
MAPLE HILL DRIVE
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-1
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 3.8 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-2
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 1.9 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-4
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.4 1.6 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-5
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.4 1.6 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 18.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 16.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.318
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-6
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.2 1.0 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-7
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.2 1.0 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =50.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =3.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =3.0 6.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =6.2 18.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =4.2 16.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.807 0.318
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-8
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =4.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =N/A N/A feet
Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches
Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches
Angle of Throat Theta =N/A N/A degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =2.0 5.3 cfs
Interception with Clogging Qwa =1.0 2.6 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =6.4 7.8 cfs
Interception with Clogging Qoa =3.2 3.9 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =3.3 6.0 cfs
Interception with Clogging Qma =1.7 3.0 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =1.0 2.6 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =N/A N/A cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =10.4 18.7 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.36 0.52 ft
Depth for Curb Opening Weir Equation dCurb =N/A N/A ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.63 0.94
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =1.0 2.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.5 2.2 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Valley Grate
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Valley Grate
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-9
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.2 0.6 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-12
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.50 0.50
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.3 7.0 cfs
Interception with Clogging Qwa =2.6 3.5 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =7.8 8.4 cfs
Interception with Clogging Qoa =3.9 4.2 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.0 7.1 cfs
Interception with Clogging Qma =3.0 3.6 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =2.6 3.5 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.17 0.17
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.4 6.6 cfs
Interception with Clogging Qwa =3.7 5.5 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =5.7 6.0 cfs
Interception with Clogging Qoa =4.7 5.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =4.3 5.4 cfs
Interception with Clogging Qma =3.6 4.5 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.6 4.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =3.00 3.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.1 6.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.5 6.3 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-13
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.50 1.50
Clogging Factor for Multiple Units Clog =0.38 0.38
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.8 8.5 cfs
Interception with Clogging Qwa =3.6 5.3 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =15.5 16.7 cfs
Interception with Clogging Qoa =9.7 10.5 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =8.9 11.1 cfs
Interception with Clogging Qma =5.5 6.9 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 5.3 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.08 0.08
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.8 7.9 cfs
Interception with Clogging Qwa =4.4 7.2 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =11.4 12.0 cfs
Interception with Clogging Qoa =10.4 11.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.4 8.4 cfs
Interception with Clogging Qma =5.8 7.7 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 7.2 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =6.00 6.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.82
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.82
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 10.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.3 8.6 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-16
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.50 1.50
Clogging Factor for Multiple Units Clog =0.38 0.38
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.8 8.5 cfs
Interception with Clogging Qwa =3.6 5.3 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =15.5 16.7 cfs
Interception with Clogging Qoa =9.7 10.5 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =8.9 11.1 cfs
Interception with Clogging Qma =5.5 6.9 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 5.3 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.08 0.08
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.8 7.9 cfs
Interception with Clogging Qwa =4.4 7.2 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =11.4 12.0 cfs
Interception with Clogging Qoa =10.4 11.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.4 8.4 cfs
Interception with Clogging Qma =5.8 7.7 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 7.2 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =6.00 6.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.82
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.82
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 10.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.1 9.2 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =21.0 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 =0.013
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 22.9 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 20.9 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.258
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
MONTAVA PHASE D INFRASTRUCTURE
C2-17
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.50 1.50
Clogging Factor for Multiple Units Clog =0.38 0.38
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =5.8 8.5 cfs
Interception with Clogging Qwa =3.6 5.3 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =15.5 16.7 cfs
Interception with Clogging Qoa =9.7 10.5 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =8.9 11.1 cfs
Interception with Clogging Qma =5.5 6.9 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =3.6 5.3 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.08 0.08
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.8 7.9 cfs
Interception with Clogging Qwa =4.4 7.2 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =11.4 12.0 cfs
Interception with Clogging Qoa =10.4 11.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =6.4 8.4 cfs
Interception with Clogging Qma =5.8 7.7 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =4.4 7.2 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =6.00 6.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 22.9 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 0.9 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.52 0.61 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.71 0.82
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.82
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.6 10.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.0 8.2 cfs
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT/Denver 13 Combination
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Appendix G
STORM SEWER AND CULVERT
DESIGN
ST-01 100-YEAR
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0.00 cfs
Design Flow: 271.00 cfs
Maximum Flow: 500.00 cfs
Table 1 - Summary of Culvert Flows at Crossing: ST-01
Headwater
Elevation (ft)
Total
Discharge
(cfs)
Culvert 1
Discharge
(cfs)
Roadway
Discharge
(cfs)
Iterations
4998.38 0.00 0.00 0.00 1
5000.64 50.00 50.00 0.00 1
5001.74 100.00 100.00 0.00 1
5002.71 150.00 150.00 0.00 1
5003.76 200.00 200.00 0.00 1
5005.88 271.00 271.00 0.00 1
5006.87 300.00 300.00 0.00 1
5008.72 350.00 349.34 0.54 25
5008.89 400.00 353.22 46.61 8
5009.01 450.00 353.86 96.03 6
5009.10 500.00 351.00 148.86 5
5008.71 349.13 349.13 0.00 Overtopping
Culvert Data: Culvert 1
Table 1 - Culvert Summary Table: Culvert 1
Total
Disch
arge
(cfs)
Culve
rt
Disch
arge
(cfs)
Head
water
Elevat
ion
(ft)
Inle
t
Cont
rol
Dep
th
(ft)
Outl
et
Cont
rol
Dep
th
(ft)
Fl
ow
Ty
pe
Nor
mal
Dep
th
(ft)
Criti
cal
Dep
th
(ft)
Out
let
De
pth
(ft)
Tailw
ater
Dept
h (ft)
Outl
et
Velo
city
(ft/s
)
Tailw
ater
Veloc
ity
(ft/s)
0.00
cfs
0.00
cfs
4998.3
8
0.00 0.00
0
0-
NF
0.00 0.00 0.0
0
0.00 0.00 0.00
50.00
cfs
50.00
cfs
5000.6
4
2.05 2.26
4
2-
M2
c
1.73 1.48 1.4
8
1.29 5.93 1.92
100.0
0 cfs
100.0
0 cfs
5001.7
4
3.16 3.35
6
2-
M2
c
2.66 2.12 2.1
2
1.88 7.39 2.36
150.0
0 cfs
150.0
0 cfs
5002.7
1
4.11 4.33
2
7-
M2
c
4.00 2.62 2.6
2
2.33 8.60 2.65
200.0
0 cfs
200.0
0 cfs
5003.7
6
5.20 5.38
3
7-
M2
c
4.00 3.03 3.0
3
2.70 9.79 2.88
271.0
0 cfs
271.0
0 cfs
5005.8
8
7.26 7.50
4
7-
M2
c
4.00 3.47 3.4
7
3.14 11.7
1
3.13
300.0
0 cfs
300.0
0 cfs
5006.8
7
8.30 8.49
1
7-
M2
c
4.00 3.60 3.6
0
3.30 12.6
0
3.22
350.0
0 cfs
349.3
4 cfs
5008.7
2
10.3
4
10.3
31
7-
M2
c
4.00 3.75 3.7
5
3.56 14.2
7
3.36
400.0
0 cfs
353.2
2 cfs
5008.8
9
10.5
1
10.4
87
7-
M2
t
4.00 3.76 3.8
1
3.81 14.3
1
3.48
450.0
0 cfs
353.8
6 cfs
5009.0
1
10.5
4
10.6
26
4-
FFf
4.00 3.76 4.0
0
4.03 14.0
8
3.59
500.0
0 cfs
351.0
0 cfs
5009.1
0
10.4
1
10.7
25
4-
FFf
4.00 3.75 4.0
0
4.24 13.9
7
3.69
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 4998.38 ft,
Outlet Elevation (invert): 4998.08 ft
Culvert Length: 151.14 ft,
Culvert Slope: 0.0020
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4998.38 ft
Outlet Station: 151.14 ft
Outlet Elevation: 4998.08 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 4.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
Tailwater Data for Crossing: ST-01
Table 2 - Downstream Channel Rating Curve (Crossing: ST-01)
Flow (cfs) Water
Surface
Elev (ft)
Velocity
(ft/s)
Depth (ft) Shear (psf) Froude
Number
0.00 4998.08 0.00 0.00 0.00 0.00
50.00 4999.37 1.29 1.92 0.16 0.33
100.00 4999.96 1.88 2.36 0.23 0.35
150.00 5000.41 2.33 2.65 0.29 0.36
200.00 5000.78 2.70 2.88 0.34 0.37
271.00 5001.22 3.14 3.13 0.39 0.38
300.00 5001.38 3.30 3.22 0.41 0.38
350.00 5001.64 3.56 3.36 0.44 0.38
400.00 5001.89 3.81 3.48 0.47 0.39
450.00 5002.11 4.03 3.59 0.50 0.39
500.00 5002.32 4.24 3.69 0.53 0.39
Tailwater Channel Data - ST-01
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 15.00 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0020
Channel Manning's n: 0.0350
Channel Invert Elevation: 4998.08 ft
Roadway Data for Crossing: ST-01
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 200.00 ft
Crest Elevation: 5008.71 ft
Roadway Surface: Paved
Roadway Top Width: 72.00 ft
ST-02 100-YEAR
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0.00 cfs
Design Flow: 281.63 cfs
Maximum Flow: 500.00 cfs
Table 1 - Summary of Culvert Flows at Crossing: ST-02
Headwater
Elevation (ft)
Total
Discharge
(cfs)
Culvert 1
Discharge
(cfs)
Roadway
Discharge
(cfs)
Iterations
4997.48 0.00 0.00 0.00 1
4999.75 50.00 50.00 0.00 1
5000.85 100.00 100.00 0.00 1
5001.86 150.00 150.00 0.00 1
5003.11 200.00 200.00 0.00 1
5004.82 250.00 250.00 0.00 1
5006.02 281.63 281.63 0.00 1
5006.82 350.00 301.19 48.78 8
5006.93 400.00 302.73 97.17 6
5007.02 450.00 301.40 148.49 5
5007.11 500.00 298.33 201.62 5
5006.63 296.24 296.24 0.00 Overtopping
Culvert Data: Culvert 1
Table 1 - Culvert Summary Table: Culvert 1
Total
Disch
arge
(cfs)
Culve
rt
Disch
arge
(cfs)
Head
water
Elevat
ion
(ft)
Inle
t
Cont
rol
Dep
th
(ft)
Outl
et
Cont
rol
Dep
th
(ft)
Fl
ow
Ty
pe
Nor
mal
Dep
th
(ft)
Criti
cal
Dep
th
(ft)
Out
let
De
pth
(ft)
Tailw
ater
Dept
h (ft)
Outl
et
Velo
city
(ft/s
)
Tailw
ater
Veloc
ity
(ft/s)
0.00
cfs
0.00
cfs
4997.4
8
0.00 0.00
0
0-
NF
0.00 0.00 0.0
0
0.00 0.00 0.00
50.00
cfs
50.00
cfs
4999.7
5
2.05 2.26
6
2-
M2
c
1.73 1.48 1.4
8
1.29 5.93 1.92
100.0
0 cfs
100.0
0 cfs
5000.8
5
3.16 3.36
8
2-
M2
c
2.66 2.12 2.1
2
1.88 7.39 2.36
150.0
0 cfs
150.0
0 cfs
5001.8
6
4.11 4.37
7
7-
M2
c
4.00 2.62 2.6
2
2.33 8.60 2.65
200.0
0 cfs
200.0
0 cfs
5003.1
1
5.20 5.63
4
7-
M2
c
4.00 3.03 3.0
3
2.70 9.79 2.88
250.0
0 cfs
250.0
0 cfs
5004.8
2
6.58 7.33
6
7-
M2
c
4.00 3.36 3.3
6
3.02 11.1
0
3.06
281.6
3 cfs
281.6
3 cfs
5006.0
2
7.63 8.54
2
7-
M2
c
4.00 3.52 3.5
2
3.20 12.0
3
3.16
350.0
0 cfs
301.1
9 cfs
5006.8
2
8.35 9.33
9
7-
M2
c
4.00 3.60 3.6
0
3.56 12.6
4
3.36
400.0
0 cfs
302.7
3 cfs
5006.9
3
8.41 9.44
7
7-
M2
t
4.00 3.61 3.8
1
3.81 12.2
7
3.48
450.0
0 cfs
301.4
0 cfs
5007.0
2
8.36 9.54
4
4-
FFf
4.00 3.60 4.0
0
4.03 11.9
9
3.59
500.0
0 cfs
298.3
3 cfs
5007.1
1
8.24 9.63
2
4-
FFf
4.00 3.59 4.0
0
4.24 11.8
7
3.69
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 4997.48 ft,
Outlet Elevation (invert): 4997.00 ft
Culvert Length: 241.69 ft,
Culvert Slope: 0.0020
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4997.48 ft
Outlet Station: 241.69 ft
Outlet Elevation: 4997.00 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 4.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
Tailwater Data for Crossing: ST-02
Table 2 - Downstream Channel Rating Curve (Crossing: ST-02)
Flow (cfs) Water
Surface
Elev (ft)
Velocity
(ft/s)
Depth (ft) Shear (psf) Froude
Number
0.00 4997.00 0.00 0.00 0.00 0.00
50.00 4998.29 1.29 1.92 0.16 0.33
100.00 4998.88 1.88 2.36 0.23 0.35
150.00 4999.33 2.33 2.65 0.29 0.36
200.00 4999.70 2.70 2.88 0.34 0.37
250.00 5000.02 3.02 3.06 0.38 0.37
281.63 5000.20 3.20 3.16 0.40 0.38
350.00 5000.56 3.56 3.36 0.44 0.38
400.00 5000.81 3.81 3.48 0.47 0.39
450.00 5001.03 4.03 3.59 0.50 0.39
500.00 5001.24 4.24 3.69 0.53 0.39
Tailwater Channel Data - ST-02
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 15.00 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0020
Channel Manning's n: 0.0350
Channel Invert Elevation: 4997.00 ft
Roadway Data for Crossing: ST-02
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 200.00 ft
Crest Elevation: 5006.63 ft
Roadway Surface: Paved
Roadway Top Width: 140.00 ft
ST-03 100-YEAR
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0.00 cfs
Design Flow: 291.86 cfs
Maximum Flow: 500.00 cfs
Table 1 - Summary of Culvert Flows at Crossing: ST-03
Headwater
Elevation (ft)
Total
Discharge
(cfs)
Culvert 1
Discharge
(cfs)
Roadway
Discharge
(cfs)
Iterations
4996.65 0.00 0.00 0.00 1
4998.56 50.00 50.00 0.00 1
4999.46 100.00 100.00 0.00 1
5000.26 150.00 150.00 0.00 1
5001.07 200.00 200.00 0.00 1
5002.09 250.00 250.00 0.00 1
5003.12 291.86 291.86 0.00 1
5003.51 350.00 307.50 42.41 10
5003.62 400.00 311.31 88.57 6
5003.71 450.00 312.36 137.51 5
5003.80 500.00 309.60 190.35 5
5003.34 301.04 301.04 0.00 Overtopping
Culvert Data: Culvert 1
Table 1 - Culvert Summary Table: Culvert 1
Total
Disch
arge
(cfs)
Culve
rt
Disch
arge
(cfs)
Head
water
Elevat
ion
(ft)
Inle
t
Cont
rol
Dep
th
(ft)
Outl
et
Cont
rol
Dep
th
(ft)
Fl
ow
Ty
pe
Nor
mal
Dep
th
(ft)
Criti
cal
Dep
th
(ft)
Out
let
De
pth
(ft)
Tailw
ater
Dept
h (ft)
Outl
et
Velo
city
(ft/s
)
Tailw
ater
Veloc
ity
(ft/s)
0.00
cfs
0.00
cfs
4996.6
5
0.00 0.00
0
0-
NF
0.00 0.00 0.0
0
0.00 0.00 0.00
50.00
cfs
50.00
cfs
4998.5
6
1.72 1.90
6
2-
M2
c
1.48 1.25 1.2
5
1.00 5.43 1.73
100.0
0 cfs
100.0
0 cfs
4999.4
6
2.64 2.81
4
2-
M2
c
2.25 1.79 1.7
9
1.48 6.74 2.18
150.0
0 cfs
150.0
0 cfs
5000.2
6
3.42 3.61
0
7-
M2
c
3.50 2.21 2.2
1
1.86 7.81 2.48
200.0
0 cfs
200.0
0 cfs
5001.0
7
4.27 4.41
6
7-
M2
c
3.50 2.56 2.5
6
2.18 8.84 2.72
250.0
0 cfs
250.0
0 cfs
5002.0
9
5.31 5.43
9
7-
M2
c
3.50 2.85 2.8
5
2.47 9.95 2.91
291.8
6 cfs
291.8
6 cfs
5003.1
2
6.37 6.46
6
7-
M2
c
3.50 3.04 3.0
4
2.68 10.9
7
3.05
350.0
0 cfs
307.5
0 cfs
5003.5
1
6.82 6.86
2
7-
M2
c
3.50 3.10 3.1
0
2.96 11.3
8
3.22
400.0
0 cfs
311.3
1 cfs
5003.6
2
6.93 6.97
0
7-
M2
t
3.50 3.11 3.1
7
3.17 11.3
2
3.34
450.0
0 cfs
312.3
6 cfs
5003.7
1
6.96 7.06
5
7-
M2
t
3.50 3.11 3.3
8
3.38 10.9
4
3.46
500.0
0 cfs
309.6
0 cfs
5003.8
0
6.88 7.15
4
4-
FFf
3.50 3.10 3.5
0
3.57 10.7
3
3.57
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 4996.65 ft,
Outlet Elevation (invert): 4996.44 ft
Culvert Length: 106.60 ft,
Culvert Slope: 0.0020
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4996.65 ft
Outlet Station: 106.60 ft
Outlet Elevation: 4996.44 ft
Number of Barrels: 3
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 3.50 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
Tailwater Data for Crossing: ST-03
Table 2 - Downstream Channel Rating Curve (Crossing: ST-03)
Flow (cfs) Water
Surface
Elev (ft)
Velocity
(ft/s)
Depth (ft) Shear (psf) Froude
Number
0.00 4996.44 0.00 0.00 0.00 0.00
50.00 4997.44 1.00 1.73 0.12 0.33
100.00 4997.92 1.48 2.18 0.18 0.34
150.00 4998.30 1.86 2.48 0.23 0.36
200.00 4998.62 2.18 2.72 0.27 0.36
250.00 4998.91 2.47 2.91 0.31 0.37
291.86 4999.12 2.68 3.05 0.33 0.37
350.00 4999.40 2.96 3.22 0.37 0.38
400.00 4999.61 3.17 3.34 0.40 0.38
450.00 4999.82 3.38 3.46 0.42 0.39
500.00 5000.01 3.57 3.57 0.45 0.39
Tailwater Channel Data - ST-03
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 25.00 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0020
Channel Manning's n: 0.0350
Channel Invert Elevation: 4996.44 ft
Roadway Data for Crossing: ST-03
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 200.00 ft
Crest Elevation: 5003.34 ft
Roadway Surface: Paved
Roadway Top Width: 51.00 ft
ST-04
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 5002.12
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-4A 4999.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
4A 5004.23 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-4A 5004.23 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
INLET-
4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.21 Surface Water Present
(Downstream)
DI-4A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.21
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
INLET-4A 77.30 4998.00 0.5 4998.39 0.013 0.03 0.00 CIRCULAR 18.00 in 18.00 in
DI-4A 77.30 4998.00 0.5 4998.39 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
INLET-4A 7.45 4.21 6.74 3.66 6.72 3.67 1.01 Pressurized 2.21 77.30
DI-4A 7.45 4.21 6.74 3.66 6.72 3.67 1.01 Pressurized 2.21 77.30
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
INLET-4A 2.21 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-4A 2.21 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 5002.12
Invert Elev. Downstream Manhole
Losses HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
INLET-4A 4998.00 4998.39 0.00 0.00 5002.12 5002.15 5002.14 0.03 5002.18
DI-4A 4998.00 4998.39 0.01 0.00 5002.16 5002.19 5002.18 0.03 5002.22
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
ST-05 100-YEAR
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0.00 cfs
Design Flow: 318.58 cfs
Maximum Flow: 500.00 cfs
Table 1 - Summary of Culvert Flows at Crossing: ST-05
Headwater
Elevation (ft)
Total
Discharge
(cfs)
Culvert 1
Discharge
(cfs)
Roadway
Discharge
(cfs)
Iterations
4995.00 0.00 0.00 0.00 1
4997.27 50.00 50.00 0.00 1
4998.36 100.00 100.00 0.00 1
4999.36 150.00 150.00 0.00 1
5000.51 200.00 200.00 0.00 1
5002.10 250.00 250.00 0.00 1
5004.66 318.58 318.58 0.00 1
5005.98 350.00 350.00 0.00 1
5006.60 400.00 363.95 35.83 10
5006.72 450.00 366.52 83.32 6
5006.81 500.00 368.64 131.24 5
5006.45 360.55 360.55 0.00 Overtopping
Culvert Data: Culvert 1
Table 1 - Culvert Summary Table: Culvert 1
Total
Disch
arge
(cfs)
Culve
rt
Disch
arge
(cfs)
Head
water
Elevat
ion
(ft)
Inle
t
Cont
rol
Dep
th
(ft)
Outl
et
Cont
rol
Dep
th
(ft)
Fl
ow
Ty
pe
Nor
mal
Dep
th
(ft)
Criti
cal
Dep
th
(ft)
Out
let
De
pth
(ft)
Tailw
ater
Dept
h (ft)
Outl
et
Velo
city
(ft/s
)
Tailw
ater
Veloc
ity
(ft/s)
0.00
cfs
0.00
cfs
4995.0
0
0.00 0.00
0
0-
NF
0.00 0.00 0.0
0
0.00 0.00 0.00
50.00
cfs
50.00
cfs
4997.2
7
2.05 2.26
5
2-
M2
c
1.73 1.48 1.4
8
1.09 5.93 4.87
100.0
0 cfs
100.0
0 cfs
4998.3
6
3.16 3.36
2
2-
M2
c
2.65 2.12 2.1
2
1.53 7.39 5.87
150.0
0 cfs
150.0
0 cfs
4999.3
6
4.11 4.35
6
7-
M2
c
4.00 2.62 2.6
2
1.85 8.60 6.53
200.0
0 cfs
200.0
0 cfs
5000.5
1
5.20 5.51
4
7-
M2
c
4.00 3.03 3.0
3
2.11 9.79 7.03
250.0
0 cfs
250.0
0 cfs
5002.1
0
6.58 7.10
4
7-
M2
c
4.00 3.36 3.3
6
2.34 11.1
0
7.45
318.5
8 cfs
318.5
8 cfs
5004.6
6
9.03 9.66
2
7-
M2
c
4.00 3.66 3.6
6
2.61 13.2
1
7.93
350.0
0 cfs
350.0
0 cfs
5005.9
8
10.3
7
10.9
83
7-
M2
c
4.00 3.75 3.7
5
2.72 14.2
9
8.12
400.0
0 cfs
363.9
5 cfs
5006.6
0
11.0
0
11.6
04
7-
M2
c
4.00 3.78 3.7
8
2.88 14.7
9
8.40
450.0
0 cfs
366.5
2 cfs
5006.7
2
11.1
2
11.7
20
7-
M2
c
4.00 3.79 3.7
9
3.03 14.8
9
8.66
500.0
0 cfs
368.6
4 cfs
5006.8
1
11.2
2
11.8
12
7-
M2
c
4.00 3.79 3.7
9
3.18 14.9
6
8.89
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 4995.00 ft,
Outlet Elevation (invert): 4994.60 ft
Culvert Length: 200.34 ft,
Culvert Slope: 0.0020
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4995.00 ft
Outlet Station: 200.34 ft
Outlet Elevation: 4994.60 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 4.00 ft
Barrel Material:
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall (Ke=0.5)
Inlet Depression: None
Tailwater Data for Crossing: ST-05
Table 2 - Downstream Channel Rating Curve (Crossing: ST-05)
Flow (cfs) Water
Surface
Elev (ft)
Velocity
(ft/s)
Depth (ft) Shear (psf) Froude
Number
0.00 4994.60 0.00 0.00 0.00 0.00
50.00 4995.69 1.09 4.87 1.37 0.99
100.00 4996.13 1.53 5.87 1.91 1.04
150.00 4996.45 1.85 6.53 2.31 1.07
200.00 4996.71 2.11 7.03 2.64 1.09
250.00 4996.94 2.34 7.45 2.92 1.10
318.58 4997.21 2.61 7.93 3.25 1.12
350.00 4997.32 2.72 8.12 3.39 1.13
400.00 4997.48 2.88 8.40 3.60 1.14
450.00 4997.63 3.03 8.66 3.79 1.15
500.00 4997.78 3.18 8.89 3.96 1.15
Tailwater Channel Data - ST-05
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 5.00 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0200
Channel Manning's n: 0.0350
Channel Invert Elevation: 4994.60 ft
Roadway Data for Crossing: ST-05
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 200.00 ft
Crest Elevation: 5006.45 ft
Roadway Surface: Paved
Roadway Top Width: 140.00 ft
ST-06
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 4995.67
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-6A 4995.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
OUTLET-
6A 5003.57 50.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-
OUTLET 5003.57 50.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-6A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
OUTLET-
6A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50.16 Surface Water Present
(Downstream)
DI-
OUTLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50.16
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
OUTLET-6A 167.50 4993.39 0.2 4993.72 0.013 0.03 0.00 CIRCULAR 30.00 in 30.00 in
DI-OUTLET 1.00 4993.72 0.2 4993.72 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
OUTLET-6A 18.39 3.75 30.00 10.22 30.00 10.22 0.00 Pressurized 50.16 167.50
DI-OUTLET 18.39 3.75 30.00 10.22 30.00 10.22 0.00 Pressurized 50.16 1.00
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
OUTLET-6A 50.16 CIRCULAR 30.00 in 30.00 in 48.00 in 48.00 in 30.00 in 30.00 in 4.91
Existing height is smaller
than the suggested height.
Existing width is smaller
than the suggested width.
Exceeds max. Depth/Rise
DI-OUTLET 50.16 CIRCULAR 30.00 in 30.00 in 48.00 in 48.00 in 30.00 in 30.00 in 4.91
Existing height is smaller
than the suggested height.
Existing width is smaller
than the suggested width.
Exceeds max. Depth/Rise
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 4995.67
Invert Elev.
Downstream
Manhole
Losses
HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
OUTLET-
6A 4993.39 4993.72 0.00 0.00 4995.89 4998.38 4997.51 2.49 5000.00
DI-OUTLET 4993.72 4993.72 0.41 0.00 4998.78 4998.80 5000.40 0.01 5000.42
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
ST-08
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 5002.12
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-8A 5000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-8A 5005.46 5.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-8B 5005.46 1.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-INLET-
8B 5005.46 1.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-INELT-
8A 5005.46 3.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-8A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
INLET-8A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.67 Surface Water Present
(Downstream)
INLET-8B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.89
DI-INLET-
8B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.89
DI-INELT-
8A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.78
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
INLET-8A 55.56 5000.01 0.4 5000.23 0.013 0.03 0.00 CIRCULAR 18.00 in 18.00 in
INLET-8B 38.00 5000.23 0.4 5000.38 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in
DI-INLET-8B 1.00 5000.38 0.4 5000.38 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
DI-INELT-8A 1.00 5000.23 0.4 5000.23 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
INLET-8A 6.66 3.77 11.02 5.00 12.76 4.23 0.75 Pressurized 5.67 55.56
INLET-8B 6.66 3.77 6.21 3.49 6.56 3.25 0.90 Pressurized 1.89 38.00
DI-INLET-8B 6.66 3.77 6.21 3.49 6.56 3.25 0.90 Pressurized 1.89 1.00
DI-INELT-8A 6.66 3.77 8.92 4.33 9.71 3.89 0.85 Pressurized 3.78 1.00
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
INLET-8A 5.67 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
INLET-8B 1.89 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-INLET-8B 1.89 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-INELT-8A 3.78 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 5002.12
Invert Elev.
Downstream
Manhole
Losses
HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
INLET-8A 5000.01 5000.23 0.00 0.00 5002.12 5002.28 5002.28 0.16 5002.44
INLET-8B 5000.23 5000.38 0.00 0.00 5002.42 5002.44 5002.44 0.01 5002.45
DI-INLET-
8B 5000.38 5000.38 0.00 0.00 5002.44 5002.44 5002.46 0.00 5002.46
DI-INELT-
8A 5000.23 5000.23 0.02 0.00 5002.39 5002.39 5002.46 0.00 5002.46
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
ST-09
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 5002.12
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-9A 5000.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
9A 5004.49 3.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-9A 5004.49 1.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-9B 5004.49 1.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-9B 5004.49 1.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-9A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
INLET-
9A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.27 Surface Water Present
(Downstream)
DI-9A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.64
INLET-
9B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.64
DI-9B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.64
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
INLET-9A 67.44 4999.18 0.4 4999.45 0.013 0.03 0.00 CIRCULAR 18.00 in 18.00 in
DI-9A 1.00 4999.45 0.4 4999.45 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
INLET-9B 34.00 4999.45 0.4 4999.59 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in
DI-9B 1.00 4999.59 0.4 4999.59 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
INLET-9A 6.66 3.77 8.27 4.13 8.90 3.75 0.87 Pressurized 3.27 67.44
DI-9A 6.66 3.77 5.77 3.35 6.08 3.12 0.90 Pressurized 1.64 1.00
INLET-9B 6.66 3.77 5.77 3.35 6.08 3.12 0.90 Pressurized 1.64 34.00
DI-9B 6.66 3.77 5.77 3.35 6.08 3.12 0.90 Pressurized 1.64 1.00
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
INLET-9A 3.27 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-9A 1.64 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
INLET-9B 1.64 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-9B 1.64 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 5002.12
Invert Elev. Downstream Manhole
Losses HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
INLET-9A 4999.18 4999.45 0.00 0.00 5002.12 5002.19 5002.17 0.07 5002.24
DI-9A 4999.45 4999.45 0.00 0.00 5002.23 5002.23 5002.24 0.00 5002.24
INLET-9B 4999.45 4999.59 0.00 0.00 5002.23 5002.23 5002.24 0.01 5002.25
DI-9B 4999.59 4999.59 0.00 0.00 5002.24 5002.24 5002.25 0.00 5002.25
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
ST-10
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 4999.89
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-10A 4998.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
10A 5002.96 7.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
STMH-
10A 5003.03 5.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
STMH-10B 5003.42 3.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
STMH-10C 5003.73 1.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
10AA 5003.46 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-10AA 5003.46 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
10AB 5003.46 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-10AB 5003.46 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
10BA 5003.17 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-10BA 5003.42 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
10CA 5002.74 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-10CA 5002.74 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-10A 5002.96 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-10A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
INLET-
10A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.81 Surface Water Present
(Downstream)
STMH-
10A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.61
STMH-10B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.40
STMH-10C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.19
INLET-
10AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
DI-10AA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
INLET-
10AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
DI-10AB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
INLET-
10BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.21
DI-10BA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.21
INLET-
10CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.21
DI-10CA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.21
DI-10A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.21
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
INLET-10A 74.80 4997.00 0.4 4997.30 0.013 0.03 0.00 CIRCULAR 18.00 in 18.00 in
STMH-10A 57.93 4997.30 0.4 4997.53 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in
STMH-10B 60.64 4997.53 0.4 4997.77 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in
STMH-10C 42.40 4997.77 0.4 4997.94 0.013 0.35 0.00 CIRCULAR 18.00 in 18.00 in
INLET-10AA 27.00 4997.94 0.4 4998.05 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in
DI-10AA 1.00 4998.05 0.4 4998.05 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in
INLET-10AB 7.00 4997.94 0.4 4997.97 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in
DI-10AB 1.00 4997.97 0.4 4997.97 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
INLET-10BA 28.68 4997.78 0.4 4997.89 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
DI-10BA 1.00 4997.77 0.4 4997.77 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
INLET-10CA 8.16 4997.53 0.4 4997.56 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in
DI-10CA 1.00 4997.56 0.4 4997.56 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
DI-10A 1.00 4997.30 0.4 4997.30 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
INLET-10A 6.66 3.77 18.00 4.42 18.00 4.42 0.00 Pressurized 7.81 74.80
STMH-10A 6.66 3.77 10.96 4.98 12.66 4.23 0.76 Pressurized 5.61 57.93
STMH-10B 6.66 3.77 8.44 4.18 9.11 3.79 0.86 Pressurized 3.40 60.64
STMH-10C 6.66 3.77 4.89 3.06 5.15 2.85 0.91 Pressurized 1.19 42.40
INLET-10AA 6.66 3.77 4.47 2.92 4.71 2.71 0.90 Pressurized 1.00 27.00
DI-10AA 6.66 3.77 4.47 2.92 4.71 2.71 0.90 Pressurized 1.00 1.00
INLET-10AB 6.66 3.77 4.47 2.92 4.71 2.71 0.90 Pressurized 1.00 7.00
DI-10AB 6.66 3.77 4.47 2.92 4.71 2.71 0.90 Pressurized 1.00 1.00
INLET-10BA 6.66 3.77 6.74 3.66 7.14 3.39 0.89 Pressurized 2.21 28.68
DI-10BA 6.66 3.77 6.74 3.66 7.14 3.39 0.89 Pressurized 2.21 1.00
INLET-10CA 6.66 3.77 6.74 3.66 7.14 3.39 0.89 Pressurized 2.21 8.16
DI-10CA 6.66 3.77 6.74 3.66 7.14 3.39 0.89 Pressurized 2.21 1.00
DI-10A 6.66 3.77 6.74 3.66 7.14 3.39 0.89 Pressurized 2.21 1.00
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
INLET-10A 7.81 CIRCULAR 18.00 in 18.00 in 21.00 in 21.00 in 18.00 in 18.00 in 1.77
Existing height is smaller
than the suggested height.
Existing width is smaller
than the suggested width.
Exceeds max. Depth/Rise
STMH-10A 5.61 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
STMH-10B 3.40 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
STMH-10C 1.19 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
INLET-10AA 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-10AA 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
INLET-10AB 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-10AB 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
INLET-10BA 2.21 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-10BA 2.21 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
INLET-10CA 2.21 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-10CA 2.21 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-10A 2.21 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 4999.89
Invert Elev.
Downstream
Manhole
Losses
HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
INLET-10A 4997.00 4997.30 0.00 0.00 4999.89 5000.30 5000.19 0.41 5000.60
STMH-10A 4997.30 4997.53 0.01 0.00 5000.46 5000.62 5000.61 0.16 5000.78
STMH-10B 4997.53 4997.77 0.00 0.00 5000.72 5000.79 5000.78 0.06 5000.84
STMH-10C 4997.77 4997.94 0.00 0.00 5000.84 5000.84 5000.85 0.01 5000.85
INLET-
10AA 4997.94 4998.05 0.01 0.00 5000.85 5000.85 5000.86 0.00 5000.86
DI-10AA 4998.05 4998.05 0.01 0.00 5000.86 5000.86 5000.87 0.00 5000.87
INLET-
10AB 4997.94 4997.97 0.01 0.00 5000.85 5000.85 5000.86 0.00 5000.86
DI-10AB 4997.97 4997.97 0.00 0.00 5000.85 5000.85 5000.86 0.00 5000.86
INLET-
10BA 4997.78 4997.89 0.01 0.00 5000.82 5000.84 5000.85 0.01 5000.86
DI-10BA 4997.77 4997.77 0.01 0.00 5000.84 5000.84 5000.87 0.00 5000.87
INLET-
10CA 4997.53 4997.56 0.03 0.00 5000.78 5000.79 5000.81 0.00 5000.81
DI-10CA 4997.56 4997.56 0.01 0.00 5000.79 5000.79 5000.82 0.00 5000.82
DI-10A 4997.30 4997.30 0.01 0.00 5000.59 5000.59 5000.61 0.00 5000.61
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
ST-11
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 4999.89
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-11A 4998.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
11A 5001.56 14.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
11B 5001.56 8.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-11B 5001.56 8.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-11A 5001.56 6.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-11A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
INLET-
11A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.34 Surface Water Present
(Downstream)
INLET-
11B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.56
DI-11B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.56
DI-11A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.33
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
INLET-11A 58.35 4996.38 0.4 4996.61 0.013 0.03 0.00 CIRCULAR 24.00 in 24.00 in
INLET-11B 38.00 4996.61 0.4 4996.76 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in
DI-11B 38.00 4996.61 0.4 4996.76 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
DI-11A 1.00 4996.61 0.4 4996.61 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
INLET-11A 14.35 4.57 16.37 6.28 19.66 5.21 0.69 Pressurized 14.34 58.35
INLET-11B 14.35 4.57 12.52 5.17 13.35 4.77 0.88 Pressurized 8.56 38.00
DI-11B 14.35 4.57 12.52 5.17 13.35 4.77 0.88 Pressurized 8.56 38.00
DI-11A 14.35 4.57 10.69 4.68 11.16 4.42 0.92 Pressurized 6.33 1.00
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
INLET-11A 14.34 CIRCULAR 24.00 in 24.00 in 27.00 in 27.00 in 24.00 in 24.00 in 3.14
Existing height is smaller
than the suggested height.
Existing width is smaller
than the suggested width.
INLET-11B 8.56 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
DI-11B 8.56 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
DI-11A 6.33 CIRCULAR 24.00 in 24.00 in 18.00 in 18.00 in 24.00 in 24.00 in 3.14
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 4999.89
Invert Elev. Downstream Manhole
Losses HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
INLET-11A 4996.38 4996.61 0.00 0.00 4999.89 5000.12 5000.21 0.23 5000.45
INLET-11B 4996.61 4996.76 0.01 0.00 5000.34 5000.39 5000.45 0.05 5000.51
DI-11B 4996.61 4996.76 0.03 0.00 5000.42 5000.47 5000.54 0.05 5000.59
DI-11A 4996.61 4996.61 0.02 0.00 5000.40 5000.40 5000.46 0.00 5000.46
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
ST-12
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 5000.03
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-12A 4997.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
12A 5001.25 16.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
12B 5001.25 8.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-12B 5001.25 8.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-12A 5001.25 9.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-12A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
INLET-
12A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.02 Surface Water Present
(Downstream)
INLET-
12B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.16
DI-12B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.16
DI-12A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.19
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
INLET-12A 77.73 4995.47 0.4 4995.78 0.013 0.03 0.00 CIRCULAR 24.00 in 24.00 in
INLET-12B 38.00 4995.78 0.4 4995.93 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in
DI-12B 1.00 4995.93 0.4 4995.93 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
DI-12A 1.00 4995.78 0.4 4995.78 0.013 0.25 0.00 CIRCULAR 0.00 in 0.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
INLET-12A 14.35 4.57 24.00 5.10 24.00 5.10 0.00 Pressurized 16.02 77.73
INLET-12B 14.35 4.57 12.21 5.08 12.96 4.71 0.89 Pressurized 8.16 38.00
DI-12B 14.35 4.57 12.21 5.08 12.96 4.71 0.89 Pressurized 8.16 1.00
DI-12A 10.05 4.18 13.53 5.61 15.79 4.74 0.74 Pressurized 9.19 1.00
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
INLET-12A 16.02 CIRCULAR 24.00 in 24.00 in 27.00 in 27.00 in 24.00 in 24.00 in 3.14
Existing height is smaller
than the suggested height.
Existing width is smaller
than the suggested width.
Exceeds max. Depth/Rise
INLET-12B 8.16 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
DI-12B 8.16 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
DI-12A 9.19 CIRCULAR 0.00 in 0.00 in 21.00 in 21.00 in 21.00 in 21.00 in 2.41
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 5000.03
Invert Elev. Downstream Manhole
Losses HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
INLET-12A 4995.47 4995.78 0.00 0.00 5000.03 5000.42 5000.43 0.39 5000.82
INLET-12B 4995.78 4995.93 0.01 0.00 5000.72 5000.77 5000.83 0.05 5000.88
DI-12B 4995.93 4995.93 0.03 0.00 5000.80 5000.80 5000.90 0.00 5000.90
DI-12A 4995.78 4995.78 0.06 0.00 5000.65 5000.65 5000.88 0.00 5000.88
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
ST-13
100-YEAR
Rainfall Parameters
Rainfall Return Period: 100
Backwater Calculations:
Tailwater Elevation (ft): 5000.03
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow
(cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
FES-13A 4999.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
13A 5006.48 1.99 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-
13B 5006.48 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-13B 5006.48 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DI-13A 5006.48 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
FES-13A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
INLET-
13A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.99 Surface Water Present
(Downstream)
INLET-
13B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
DI-13B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
DI-13A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
INLET-13A 108.03 4997.00 0.5 4997.54 0.013 0.03 0.00 CIRCULAR 18.00 in 18.00 in
INLET-13B 34.00 4997.54 0.5 4997.71 0.013 0.05 0.00 CIRCULAR 18.00 in 18.00 in
DI-13B 1.00 4997.71 0.5 4997.71 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
DI-13A 1.00 4997.54 0.5 4997.54 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
INLET-13A 7.45 4.21 6.38 3.55 6.35 3.57 1.01 Pressurized 1.99 108.03
INLET-13B 7.45 4.21 4.47 2.92 4.45 2.94 1.01 Pressurized 1.00 34.00
DI-13B 7.45 4.21 4.47 2.92 4.45 2.94 1.01 Pressurized 1.00 1.00
DI-13A 7.45 4.21 4.47 2.92 4.45 2.94 1.01 Pressurized 1.00 1.00
· A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
· If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
· If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span Area
(ft^2) Comment
INLET-13A 1.99 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
INLET-13B 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-13B 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
DI-13A 1.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
· Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
· Sewer sizes should not decrease downstream.
· All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 5000.03
Invert Elev. Downstream Manhole
Losses HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
INLET-13A 4997.00 4997.54 0.00 0.00 5000.03 5000.07 5000.05 0.04 5000.09
INLET-13B 4997.54 4997.71 0.00 0.00 5000.08 5000.09 5000.09 0.00 5000.09
DI-13B 4997.71 4997.71 0.00 0.00 5000.09 5000.09 5000.09 0.00 5000.09
DI-13A 4997.54 4997.54 0.00 0.00 5000.08 5000.08 5000.09 0.00 5000.09
· Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
· Bend loss = Bend K * V_fi ^ 2/(2*g)
· Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
· Friction loss is always Upstream EGL - Downstream EGL.
Appendix H
DRAINAGE SWALE ANALYSIS
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Nov 5 2024
SWALE A-A
Trapezoidal
Bottom Width (ft) = 3.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 6.00
Invert Elev (ft) = 1.00
Slope (%) = 0.20
N-Value = 0.035
Calculations
Compute by: Known Q
Known Q (cfs) = 50.16
Highlighted
Depth (ft) = 2.28
Q (cfs) = 50.16
Area (sqft) = 22.44
Velocity (ft/s) = 2.24
Wetted Perim (ft) = 17.42
Crit Depth, Yc (ft) = 1.36
Top Width (ft) = 16.68
EGL (ft) = 2.36
0 5 10 15 20 25 30 35 40 45 50
Elev (ft) Depth (ft)Section
0.00 -1.00
1.00 0.00
2.00 1.00
3.00 2.00
4.00 3.00
5.00 4.00
6.00 5.00
7.00 6.00
8.00 7.00
Reach (ft)
Appendix I
DETENTION AND ROUTING
ANYLSIS
[TITLE]
;;Project Title/Notes
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION MODIFIED_HORTON
FLOW_ROUTING DYNWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING YES
SKIP_STEADY_STATE NO
START_DATE 01/28/2024
START_TIME 00:00:00
REPORT_START_DATE 01/28/2024
REPORT_START_TIME 00:00:00
END_DATE 01/31/2024
END_TIME 00:00:00
SWEEP_START 01/31
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:00:30
WET_STEP 00:01:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:01
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION D-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0
DRY_ONLY NO
INPUT FILE
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
FOCO-2YEAR INTENSITY 0:05 1.0 TIMESERIES FOCO-INTESITY-2YR
FOCO-5YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENSITY-5YEAR
FOCO-10YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENSTIY-10YEAR
FOCO-25YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENISTY-25YEAR
FOCO-50YEAR INTENSITY 1:00 1.0 TIMESERIES FOCO-INTENSITY-50YEAR
FOCO-100YEAR INTENSITY 0:05 1.0 TIMESERIES FOCO-INTENSITY-100YEAR
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
STORM-1 FOCO-100YEAR POND-D 21.26 59.11 719.25 0.85 0
STORM-2 FOCO-100YEAR POND-D 10.24 78.24 382.3 1.0 0
STORM-3 FOCO-100YEAR STORM-3-OUTFALL 23.51 77.90 1231.5 0.6 0
STORM-4 FOCO-100YEAR STORM-4-OUTFALL 12.93 80.33 830 0.5 0
OFFSITE-1 FOCO-100YEAR SWALE-POND-1 103.58 20 166.12 1.5 0
FUTURE-2 FOCO-100YEAR SWALE-POND-4 3.31 77.52 285.5 0.5 0
FUTURE-4 FOCO-100YEAR FUTURE-2-OUTFALL 4.52 77.65 219 0.50 0
FUTURE-5 FOCO-100YEAR FUTURE-3-OUTFALL 7.57 77.49 266.23 0.85 0
F-1-BASIN FOCO-100YEAR INLET-1 .51 100 210 1 0
F-2-BASIN FOCO-100YEAR INLET-2 .49 100 220 1 0
G-14-BASIN FOCO-100YEAR INLET-4 0.22 90.67 150 1.0 0
G-13-BASIN FOCO-100YEAR INLET-3 .21 90.67 150 1 0
SWALE-POND-1-BASIN FOCO-100YEAR SWALE-POND-1 3.60 55.46 619 0.2 0
SWALE-POND-2-BASIN FOCO-100YEAR SWALE-POND-2 1.23 30.05 244 0.2 0
SWALE-POND-3-BASIN FOCO-100YEAR SWALE-POND-3 2.25 79.78 536 0.2 0
SWALE-POND-4-BASIN FOCO-100YEAR SWALE-POND-4 4.49 44.59 779 0.2 0
SWALE-POND-5-BASIN FOCO-100YEAR SWALE-POND-5 6.32 74.64 499.5 0.5 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
STORM-1 0.016 0.25 0.1 0.3 1 OUTLET
STORM-2 0.016 0.25 0.1 0.3 1 OUTLET
STORM-3 0.016 0.25 0.1 0.3 1 OUTLET
STORM-4 0.016 0.25 0.1 0.3 1 OUTLET
OFFSITE-1 0.016 0.25 0.1 0.3 1 OUTLET
FUTURE-2 0.016 0.25 0.1 0.3 1 OUTLET
FUTURE-4 0.016 0.25 0.1 0.3 1 OUTLET
FUTURE-5 0.016 0.25 0.1 0.3 1 OUTLET
F-1-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
F-2-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
G-14-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
G-13-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
SWALE-POND-1-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
INPUT FILE
SWALE-POND-2-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
SWALE-POND-3-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
SWALE-POND-4-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
SWALE-POND-5-BASIN 0.016 0.25 0.1 0.3 1 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
STORM-1 0.51 0.5 6.48 7 0 HORTON
STORM-2 0.51 0.5 6.48 7 0 HORTON
STORM-3 0.51 0.5 6.48 7 0 HORTON
STORM-4 0.51 0.5 6.48 7 0 HORTON
OFFSITE-1 0.51 0.5 6.48 7 0 HORTON
FUTURE-2 0.51 0.5 6.48 7 0 HORTON
FUTURE-4 0.51 0.5 6.48 7 0 HORTON
FUTURE-5 0.51 0.5 6.48 7 0 HORTON
F-1-BASIN 0.51 0.5 6.48 7 0 HORTON
F-2-BASIN 0.51 0.5 6.48 7 0 HORTON
G-14-BASIN 0.51 0.5 6.48 7 0 HORTON
G-13-BASIN 0.51 0.5 6.48 7 0 HORTON
SWALE-POND-1-BASIN 0.51 0.5 6.48 7 0 HORTON
SWALE-POND-2-BASIN 0.51 0.5 6.48 7 0 HORTON
SWALE-POND-3-BASIN 0.51 0.5 6.48 7 0 HORTON
SWALE-POND-4-BASIN 0.51 0.5 6.48 7 0 HORTON
SWALE-POND-5-BASIN 0.51 0.5 6.48 7 0 HORTON
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
POND-D-OUTFALL 4996.19 6.31 0 0 0
STORM-3-OUTFALL 4992 0 0 0 0
STORM-4-OUTFALL 4991 0 0 0 0
FUTURE-2-OUTFALL 4991.87 0 0 0 0
FES-2 4991.41 0 0 0 0
INLET-4 4991.58 7.16 0 0 0
INLET-3 4991.71 7.03 0 0 0
SWALEPOND-5-OUTFALL 4993.40 0 0 0 0
POND-427-OUTFALL 4986.92 11 0 0 0
FES-3 4986.69 6. 0 0 0
FUTURE-3-OUTFALL 4989.44 0 0 0 0
INLET-1 4995.28 5.48 0 0 0
INLET-2 4995.06 7.09 0 0 0
FES-1 4995 0 0 0 0
POND-427-INFALL 4989.44 0 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
INPUT FILE
;;-------------- ---------- ---------- ---------------- -------- ----------------
SITE-OUTFALL 4985 FREE NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- --------
POND-D 4999.75 2.25 0 TABULAR POND-D-STAGE-STORAGE 0 0
POND-427 4987 9 0 TABULAR POND-427-STAGE-STORAGE 0 0
SWALE-POND-1 4997.45 8 0 TABULAR SWALE-POND-1 0 0
SWALE-POND-2 4996.65 6 0 TABULAR SWALE-POND-2 0 0
SWALE-POND-3 4996.14 6 0 TABULAR SWALE-POND-3 0 0
SWALE-POND-4 4994.98 6 0 TABULAR SWALE-POND-4 0 0
SWALE-POND-5 4993.75 6.15 0 TABULAR SWALE-POND-5 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
SWALE-B1 SWALEPOND-5-OUTFALL FUTURE-2-OUTFALL 846 .25 0 0 0 0
STORM-2A FUTURE-2-OUTFALL INLET-3 51.39 0.016 0 0 0 0
STORM-2B INLET-3 INLET-4 38.00 0.016 0 0 0 0
STORM-2C INLET-4 FES-2 57.07 0.016 0 0 0 0
SWALE-B2 FES-2 FUTURE-3-OUTFALL 620 .25 0 0 0 0
POND-427-SWALE-B-INFALL FUTURE-3-OUTFALL POND-427 73 0.016 0 0 0 0
SWALE-A2 STORM-3-OUTFALL STORM-4-OUTFALL 562 .25 0 0 0 0
POND-427-OUTFALL1 POND-427-OUTFALL FES-3 30.59 0.016 0 0 0 0
STORM-1A POND-D-OUTFALL INLET-1 41.51 0.016 0 0 0 0
STORM-1B INLET-1 INLET-2 22 0.016 0 0 0 0
STORM-1C INLET-2 FES-1 56.82 0.016 0 0 0 0
SWALE-A1 FES-1 STORM-3-OUTFALL 1090 .25 0 0 0 0
SWALE-A3 STORM-4-OUTFALL POND-427-INFALL 540 .25 0 0 0 0
POND-427-SWALE-A-INFALL POND-427-INFALL POND-427 128 0.016 0 0 0 0
59 FES-3 SITE-OUTFALL 150 0.016 0 0 0 0
SWALE-POND-1-2 SWALE-POND-1 SWALE-POND-2 217 0.016 0 0 0 0
SWALE-POND-2-3 SWALE-POND-2 SWALE-POND-3 109. 0.016 0 0 0 0
SWALE-POND-3-4 SWALE-POND-3 SWALE-POND-4 126 0.016 0 0 0 0
SWALE-POND-4-5 SWALE-POND-4 SWALE-POND-5 185 0.016 0 0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
POND-D-OUTFALL POND-D POND-D-OUTFALL BOTTOM 0 0.65 NO 0
POND-427-OUTFALL POND-427 POND-427-OUTFALL BOTTOM 0 .65 NO 0
3 SWALE-POND-5 SWALEPOND-5-OUTFALL BOTTOM 0 0.65 NO 0
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
INPUT FILE
SWALE-B1 TRAPEZOIDAL 5 5 4 4 1
STORM-2A CIRCULAR 3.5 0 0 0 1
STORM-2B CIRCULAR 3.5 0 0 0 1
STORM-2C CIRCULAR 3.5 0 0 0 1
SWALE-B2 TRAPEZOIDAL 7 5 4 4 1
POND-427-SWALE-B-INFALL CIRCULAR 3 0 0 0 1
SWALE-A2 TRAPEZOIDAL 7 14 4 4 1
POND-427-OUTFALL1 CIRCULAR 1.5 0 0 0 1
STORM-1A CIRCULAR 1.5 0 0 0 1
STORM-1B CIRCULAR 1.5 0 0 0 1
STORM-1C CIRCULAR 3 0 0 0 1
SWALE-A1 TRAPEZOIDAL 5 14 4 4 1
SWALE-A3 TRAPEZOIDAL 8 14 4 4 1
POND-427-SWALE-A-INFALL CIRCULAR 3 0 0 0 1
59 CIRCULAR 1.5 0 0 0 1
SWALE-POND-1-2 CIRCULAR 4.5 0 0 0 2
SWALE-POND-2-3 CIRCULAR 4.5 0 0 0 2
SWALE-POND-3-4 CIRCULAR 4.5 0 0 0 2
SWALE-POND-4-5 CIRCULAR 4.5 0 0 0 2
POND-D-OUTFALL CIRCULAR .97 0 0 0
POND-427-OUTFALL CIRCULAR 1.0595 0 0 0
3 CIRCULAR 3.15 0 0 0
[LOSSES]
;;Link Kentry Kexit Kavg Flap Gate Seepage
;;-------------- ---------- ---------- ---------- ---------- ----------
SWALE-B1 0 0 0 YES 0
STORM-2A 0 0 0 YES 0
STORM-2B 0 0 0 YES 0
STORM-2C 0 0 0 YES 0
SWALE-B2 0 0 0 YES 0
POND-427-SWALE-B-INFALL 0 0 0 YES 0
SWALE-A2 0 0 0 YES 0
STORM-1A 0 0 0 YES 0
STORM-1B 0 0 0 YES 0
STORM-1C 0 0 0 YES 0
SWALE-A1 0 0 0 YES 0
SWALE-A3 0 0 0 YES 0
POND-427-SWALE-A-INFALL 0 0 0 YES 0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
TEST Rating 1 1
TEST 2 1.5
TEST 3 2
;
INPUT FILE
Pond-D-outfall Rating 0 5
Pond-D-outfall 1 5
Pond-D-outfall 2 5
Pond-D-outfall 3 5
;
pond-427-outfall Rating 0 8
pond-427-outfall 1 8
pond-427-outfall 2 8
pond-427-outfall 3 8
pond-427-outfall 4 8
pond-427-outfall 5 8
pond-427-outfall 6 8
pond-427-outfall 7 8
pond-427-outfall 8 8
;
Swale-pond-outfall Rating 0 24
Swale-pond-outfall 1 24
Swale-pond-outfall 2 24
Swale-pond-outfall 3 24
Swale-pond-outfall 4 24
Swale-pond-outfall 5 24
Swale-pond-outfall 6 24
Swale-pond-outfall 7 24
;
POND-D-STAGE-STORAGE Storage 0 172456
POND-D-STAGE-STORAGE 0.25 173026
POND-D-STAGE-STORAGE 1.25 180032
POND-D-STAGE-STORAGE 2.25 187141
;
POND-427-STAGE-STORAGE Storage 0 173
POND-427-STAGE-STORAGE 1 8162
POND-427-STAGE-STORAGE 2 35772
POND-427-STAGE-STORAGE 3 75228
POND-427-STAGE-STORAGE 4 107043
POND-427-STAGE-STORAGE 5 133704
POND-427-STAGE-STORAGE 6 151585
POND-427-STAGE-STORAGE 7 160821
POND-427-STAGE-STORAGE 8 167206
;
SWALEPOND-1-STAGE-STORAGE Storage 0 0
SWALEPOND-1-STAGE-STORAGE .15 474.6161
SWALEPOND-1-STAGE-STORAGE 1.15 12091.335
SWALEPOND-1-STAGE-STORAGE 2.15 17983.3571
SWALEPOND-1-STAGE-STORAGE 3.15 24078.6199
SWALEPOND-1-STAGE-STORAGE 4.15 30385.5131
SWALEPOND-1-STAGE-STORAGE 5.15 37043.4864
SWALEPOND-1-STAGE-STORAGE 6.15 43933.1097
INPUT FILE
;
SWALEPOND-2-STAGE-STORAGE Storage 0 1538.5904
SWALEPOND-2-STAGE-STORAGE 1 9409.0403
SWALEPOND-2-STAGE-STORAGE 2 21486.7414
SWALEPOND-2-STAGE-STORAGE 3 31946.4671
SWALEPOND-2-STAGE-STORAGE 4 42155.5138
SWALEPOND-2-STAGE-STORAGE 5 52675.8441
;
SWALE-POND-5 Storage 0 0
SWALE-POND-5 0.25 182.8832
SWALE-POND-5 1.25 4112.0161
SWALE-POND-5 2.25 9172.5770
SWALE-POND-5 3.25 14328.2136
SWALE-POND-5 4.25 19578.9258
SWALE-POND-5 5.25 24924.7136
;
SWALE-POND-4 Storage 0 0
SWALE-POND-4 0.02 120.7558
SWALE-POND-4 1.02 8739.3651
SWALE-POND-4 2.02 14339.0136
SWALE-POND-4 3.02 20204.5989
SWALE-POND-4 4.02 26298.8785
SWALE-POND-4 5.02 32745.3706
;
SWALE-POND-3 Storage 0 0
SWALE-POND-3 0.15 3300.5790
SWALE-POND-3 1.15 5029.6442
SWALE-POND-3 2.15 6819.8412
SWALE-POND-3 3.15 8669.7479
SWALE-POND-3 4.15 10856.9345
SWALE-POND-3 5.15 13188.5907
;
SWALE-POND-2 Storage 0 0
SWALE-POND-2 0.35 3835.0661
SWALE-POND-2 1.35 5912.8579
SWALE-POND-2 2.35 8200.3794
SWALE-POND-2 3.35 10978.9124
SWALE-POND-2 4.35 14074.3933
SWALE-POND-2 5.35 17457.0631
;
SWALE-POND-1 Storage 0 0
SWALE-POND-1 0.55 4536.1972
SWALE-POND-1 1.55 7766.4514
SWALE-POND-1 2.55 10944.5559
SWALE-POND-1 3.55 14292.3089
SWALE-POND-1 4.55 17812.7018
SWALE-POND-1 5.55 21496.5571
INPUT FILE
SWALE-POND-1 6.55 25347.5761
SWALE-POND-1 7.55 29463.4741
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
FOCO-INTESITY-2YR 5 .29
FOCO-INTESITY-2YR 10 0.33
FOCO-INTESITY-2YR 15 0.38
FOCO-INTESITY-2YR 20 0.64
FOCO-INTESITY-2YR 25 0.81
FOCO-INTESITY-2YR 30 1.57
FOCO-INTESITY-2YR 35 2.85
FOCO-INTESITY-2YR 40 1.18
FOCO-INTESITY-2YR 45 0.71
FOCO-INTESITY-2YR 50 0.42
FOCO-INTESITY-2YR 55 0.35
FOCO-INTESITY-2YR 60 0.30
FOCO-INTESITY-2YR 65 0.20
FOCO-INTESITY-2YR 70 0.19
FOCO-INTESITY-2YR 75 .18
FOCO-INTESITY-2YR 80 .17
FOCO-INTESITY-2YR 85 .17
FOCO-INTESITY-2YR 90 .16
FOCO-INTESITY-2YR 95 .15
FOCO-INTESITY-2YR 100 .15
FOCO-INTESITY-2YR 105 .14
FOCO-INTESITY-2YR 110 .14
FOCO-INTESITY-2YR 115 .13
FOCO-INTESITY-2YR 120 .13
;
FOCO-INTENSITY-5YEAR 5 .4
FOCO-INTENSITY-5YEAR 10 .45
FOCO-INTENSITY-5YEAR 15 .53
FOCO-INTENSITY-5YEAR 20 .89
FOCO-INTENSITY-5YEAR 25 1.13
FOCO-INTENSITY-5YEAR 30 2.19
FOCO-INTENSITY-5YEAR 35 3.97
FOCO-INTENSITY-5YEAR 40 1.64
FOCO-INTENSITY-5YEAR 45 .99
FOCO-INTENSITY-5YEAR 50 .58
FOCO-INTENSITY-5YEAR 55 .49
FOCO-INTENSITY-5YEAR 60 .42
FOCO-INTENSITY-5YEAR 65 .28
FOCO-INTENSITY-5YEAR 70 .27
FOCO-INTENSITY-5YEAR 75 .25
FOCO-INTENSITY-5YEAR 80 .24
INPUT FILE
FOCO-INTENSITY-5YEAR 85 .23
FOCO-INTENSITY-5YEAR 90 .22
FOCO-INTENSITY-5YEAR 95 .21
FOCO-INTENSITY-5YEAR 100 .20
FOCO-INTENSITY-5YEAR 105 .19
FOCO-INTENSITY-5YEAR 110 .19
FOCO-INTENSITY-5YEAR 115 .18
FOCO-INTENSITY-5YEAR 120 .18
;
FOCO-INTENSTIY-10YEAR 5 .49
FOCO-INTENSTIY-10YEAR 10 .56
FOCO-INTENSTIY-10YEAR 15 .65
FOCO-INTENSTIY-10YEAR 20 1.09
FOCO-INTENSTIY-10YEAR 25 1.39
FOCO-INTENSTIY-10YEAR 30 2.69
FOCO-INTENSTIY-10YEAR 35 4.87
FOCO-INTENSTIY-10YEAR 40 2.02
FOCO-INTENSTIY-10YEAR 45 1.21
FOCO-INTENSTIY-10YEAR 50 0.71
FOCO-INTENSTIY-10YEAR 55 0.6
FOCO-INTENSTIY-10YEAR 60 0.52
FOCO-INTENSTIY-10YEAR 65 0.39
FOCO-INTENSTIY-10YEAR 70 0.37
FOCO-INTENSTIY-10YEAR 75 0.35
FOCO-INTENSTIY-10YEAR 80 0.34
FOCO-INTENSTIY-10YEAR 85 0.32
FOCO-INTENSTIY-10YEAR 90 0.31
FOCO-INTENSTIY-10YEAR 95 0.30
FOCO-INTENSTIY-10YEAR 100 0.29
FOCO-INTENSTIY-10YEAR 105 0.28
FOCO-INTENSTIY-10YEAR 110 0.27
FOCO-INTENSTIY-10YEAR 115 0.26
FOCO-INTENSTIY-10YEAR 120 0.25
;
FOCO-INTENISTY-25YEAR 5 0.63
FOCO-INTENISTY-25YEAR 10 0.72
FOCO-INTENISTY-25YEAR 15 0.84
FOCO-INTENISTY-25YEAR 20 1.41
FOCO-INTENISTY-25YEAR 25 1.80
FOCO-INTENISTY-25YEAR 30 3.48
FOCO-INTENISTY-25YEAR 35 6.30
FOCO-INTENISTY-25YEAR 40 2.61
FOCO-INTENISTY-25YEAR 45 1.57
FOCO-INTENISTY-25YEAR 50 .92
FOCO-INTENISTY-25YEAR 55 .77
FOCO-INTENISTY-25YEAR 60 .67
FOCO-INTENISTY-25YEAR 65 .62
INPUT FILE
FOCO-INTENISTY-25YEAR 70 .59
FOCO-INTENISTY-25YEAR 75 .56
FOCO-INTENISTY-25YEAR 80 .54
FOCO-INTENISTY-25YEAR 85 .52
FOCO-INTENISTY-25YEAR 90 .50
FOCO-INTENISTY-25YEAR 95 .48
FOCO-INTENISTY-25YEAR 100 .47
FOCO-INTENISTY-25YEAR 105 .45
FOCO-INTENISTY-25YEAR 110 .44
FOCO-INTENISTY-25YEAR 115 .42
FOCO-INTENISTY-25YEAR 120 .41
;
FOCO-INTENSITY-50YEAR 5 .79
FOCO-INTENSITY-50YEAR 10 .90
FOCO-INTENSITY-50YEAR 15 1.05
FOCO-INTENSITY-50YEAR 20 1.77
FOCO-INTENSITY-50YEAR 25 2.25
FOCO-INTENSITY-50YEAR 30 4.36
FOCO-INTENSITY-50YEAR 35 7.90
FOCO-INTENSITY-50YEAR 40 3.27
FOCO-INTENSITY-50YEAR 45 1.97
FOCO-INTENSITY-50YEAR 50 1.16
FOCO-INTENSITY-50YEAR 55 .97
FOCO-INTENSITY-50YEAR 60 .84
FOCO-INTENSITY-50YEAR 65 .79
FOCO-INTENSITY-50YEAR 70 .75
FOCO-INTENSITY-50YEAR 75 .72
FOCO-INTENSITY-50YEAR 80 .69
FOCO-INTENSITY-50YEAR 85 .66
FOCO-INTENSITY-50YEAR 90 .64
FOCO-INTENSITY-50YEAR 95 .62
FOCO-INTENSITY-50YEAR 100 .60
FOCO-INTENSITY-50YEAR 105 .58
FOCO-INTENSITY-50YEAR 110 .56
FOCO-INTENSITY-50YEAR 115 .54
FOCO-INTENSITY-50YEAR 120 .53
;
FOCO-INTENSITY-100YEAR 0:5 1.00
FOCO-INTENSITY-100YEAR 0:10 1.14
FOCO-INTENSITY-100YEAR 0:15 1.33
FOCO-INTENSITY-100YEAR 0:20 2.23
FOCO-INTENSITY-100YEAR 0:25 2.84
FOCO-INTENSITY-100YEAR 0:30 5.49
FOCO-INTENSITY-100YEAR 0:35 9.95
FOCO-INTENSITY-100YEAR 0:40 4.12
FOCO-INTENSITY-100YEAR 0:45 2.48
FOCO-INTENSITY-100YEAR 0:50 1.46
INPUT FILE
FOCO-INTENSITY-100YEAR 0:55 1.22
FOCO-INTENSITY-100YEAR 1:00 1.06
FOCO-INTENSITY-100YEAR 1:05 1.00
FOCO-INTENSITY-100YEAR 1:10 0.95
FOCO-INTENSITY-100YEAR 1:15 0.91
FOCO-INTENSITY-100YEAR 1:20 0.87
FOCO-INTENSITY-100YEAR 1:25 0.84
FOCO-INTENSITY-100YEAR 1:30 0.81
FOCO-INTENSITY-100YEAR 1:35 0.78
FOCO-INTENSITY-100YEAR 1:40 0.75
FOCO-INTENSITY-100YEAR 1:45 0.73
FOCO-INTENSITY-100YEAR 1:50 0.71
FOCO-INTENSITY-100YEAR 1:55 0.69
FOCO-INTENSITY-100YEAR 2:00 0.67
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -1294.604 -963.776 10360.170 17943.681
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
POND-D-OUTFALL 2997.456 5561.647
STORM-3-OUTFALL 4600.002 3535.707
STORM-4-OUTFALL 5469.314 2510.061
FUTURE-2-OUTFALL 7302.359 3398.180
FES-2 7304.619 3073.942
INLET-4 7304.619 3173.360
INLET-3 7304.619 3277.297
SWALEPOND-5-OUTFALL 7316.431 4908.894
POND-427-OUTFALL 7338.972 263.255
FES-3 7597.008 266.806
FUTURE-3-OUTFALL 7214.442 1637.115
INLET-1 3137.121 5387.665
INLET-2 3277.210 5202.387
FES-1 3437.634 4999.032
POND-427-INFALL 6222.625 1559.252
SITE-OUTFALL 7596.702 -90.783
POND-D 1843.295 6134.385
INPUT FILE
POND-427 6821.400 827.604
SWALE-POND-1 4752.310 7703.312
SWALE-POND-2 5431.035 7074.030
SWALE-POND-3 5979.409 6647.017
SWALE-POND-4 7157.065 5810.972
SWALE-POND-5 7548.118 4889.523
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
SWALE-POND-3-4 6725.557 6058.189
SWALE-POND-4-5 7498.675 5739.054
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
STORM-1 2505.389 6813.875
STORM-1 2486.428 6401.478
STORM-1 2642.854 6415.699
STORM-1 2619.153 6847.056
STORM-1 2837.202 6847.056
STORM-1 2841.942 7126.728
STORM-1 3638.295 7771.394
STORM-1 3747.319 7629.188
STORM-1 3680.956 7581.786
STORM-1 3752.059 7510.683
STORM-1 4017.510 7719.252
STORM-1 3960.628 7785.614
STORM-1 3870.564 7714.512
STORM-1 3685.697 7956.261
STORM-1 4126.534 8273.854
STORM-1 4009.590 8452.130
STORM-1 3948.113 8409.865
STORM-1 3818.422 8558.266
STORM-1 3590.893 8795.275
STORM-1 3368.104 8942.221
STORM-1 3059.991 9193.451
STORM-1 2227.274 9553.697
STORM-1 1585.357 9695.819
STORM-1 1320.341 9719.613
STORM-1 1329.821 6809.135
STORM-2 2500.649 6287.714
STORM-2 2576.492 6188.170
STORM-2 2789.800 5936.940
STORM-2 2723.438 5880.057
STORM-2 2846.683 5742.592
STORM-2 2950.967 5813.695
INPUT FILE
STORM-2 3211.677 5467.660
STORM-2 3434.466 5647.788
STORM-2 3154.795 5951.160
STORM-2 3299.017 6091.726
STORM-2 3384.189 6020.157
STORM-2 3526.735 6104.738
STORM-2 3478.825 6157.380
STORM-2 3728.358 6373.037
STORM-2 3792.899 6298.151
STORM-2 3946.407 6401.478
STORM-2 3870.564 6519.983
STORM-2 4126.534 6709.591
STORM-2 4240.299 6847.056
STORM-2 4320.882 6752.253
STORM-2 4600.554 6979.782
STORM-2 4562.632 7041.404
STORM-2 4652.696 7216.791
STORM-2 4553.152 7340.036
STORM-2 4619.514 7420.620
STORM-2 4030.328 8204.487
STORM-2 3686.587 7956.214
STORM-2 3870.428 7714.738
STORM-2 3960.575 7785.969
STORM-2 4017.618 7718.876
STORM-2 3752.793 7509.913
STORM-2 3680.972 7581.439
STORM-2 3747.178 7629.025
STORM-2 3638.410 7770.896
STORM-2 2841.630 7125.783
STORM-2 2836.955 6846.570
STORM-2 2619.164 6844.203
STORM-2 2642.837 6416.905
STORM-2 2486.428 6401.478
STORM-3 3434.304 5647.747
STORM-3 3155.214 5951.858
STORM-3 3298.943 6090.263
STORM-3 3383.763 6020.024
STORM-3 3525.968 6105.348
STORM-3 3478.566 6157.490
STORM-3 3727.171 6371.806
STORM-3 3793.416 6297.280
STORM-3 3945.426 6403.154
STORM-3 3872.676 6520.525
STORM-3 4116.508 6701.624
STORM-3 4240.791 6843.662
STORM-3 4323.646 6753.704
STORM-3 4604.172 6976.230
INPUT FILE
STORM-3 4563.927 7040.148
STORM-3 4653.885 7215.328
STORM-3 4839.002 7162.411
STORM-3 5147.114 6768.975
STORM-3 5156.594 6588.847
STORM-3 5407.825 6835.337
STORM-3 5554.771 6693.132
STORM-3 5474.187 6617.289
STORM-3 5839.901 6329.875
STORM-3 5952.876 6447.369
STORM-3 6097.483 6341.172
STORM-3 5986.768 6228.198
STORM-3 6540.731 5806.716
STORM-3 6593.494 5726.485
STORM-3 6673.343 5476.882
STORM-3 6611.238 5380.472
STORM-3 5819.843 4801.417
STORM-3 5773.117 4660.646
STORM-3 5710.420 4612.145
STORM-3 5583.845 4593.217
STORM-3 5401.670 4457.769
STORM-3 5189.922 4299.845
STORM-3 5279.826 4199.294
STORM-3 4772.436 3819.810
STORM-3 4872.130 3711.254
STORM-3 4786.859 3640.448
STORM-3 4890.887 3507.879
STORM-3 4791.600 3441.360
STORM-3 3211.755 5467.784
STORM-4 5663.795 2379.557
STORM-4 5804.343 2486.054
STORM-4 5749.118 2559.684
STORM-4 6185.216 2924.679
STORM-4 6422.226 3062.145
STORM-4 6541.681 3126.384
STORM-4 6665.964 3176.097
STORM-4 6786.697 3198.587
STORM-4 6831.675 3311.033
STORM-4 6787.221 3408.179
STORM-4 6706.637 3555.124
STORM-4 6166.255 4209.271
STORM-4 6303.721 4166.609
STORM-4 6844.103 4593.227
STORM-4 7052.671 4313.555
STORM-4 7128.514 4356.217
STORM-4 7123.774 4872.898
STORM-4 7199.617 4972.442
INPUT FILE
STORM-4 6962.608 5071.986
STORM-4 6886.765 5010.363
STORM-4 6611.833 5380.098
STORM-4 5820.221 4801.795
STORM-4 5772.819 4659.589
STORM-4 5711.197 4612.187
STORM-4 5583.212 4593.227
STORM-4 5189.776 4299.335
STORM-4 5279.839 4199.791
STORM-4 4772.639 3820.575
STORM-4 4872.183 3711.551
STORM-4 4786.859 3640.448
STORM-4 4891.144 3507.723
STORM-4 4791.600 3441.360
OFFSITE-1 1236.554 15262.943
OFFSITE-1 7241.179 15243.971
OFFSITE-1 7301.644 7695.401
OFFSITE-1 7104.936 7737.541
OFFSITE-1 6756.974 7439.287
OFFSITE-1 6124.315 6662.021
OFFSITE-1 5827.768 6915.280
OFFSITE-1 5505.245 7161.915
OFFSITE-1 5287.067 7361.121
OFFSITE-1 4850.712 7778.504
OFFSITE-1 4215.151 8594.298
OFFSITE-1 3949.120 8410.350
OFFSITE-1 3798.294 8580.695
OFFSITE-1 3591.869 8795.401
OFFSITE-1 3368.882 8942.087
OFFSITE-1 3061.315 9192.282
OFFSITE-1 2219.586 9549.399
OFFSITE-1 1587.535 9694.672
OFFSITE-1 1321.927 9713.644
FUTURE-2 6406.276 6444.728
FUTURE-2 6581.560 6295.500
FUTURE-2 6913.177 6015.994
FUTURE-2 7069.511 5925.984
FUTURE-2 7313.487 5862.029
FUTURE-2 7300.471 7694.081
FUTURE-2 7211.132 7529.667
FUTURE-2 6946.771 7312.755
FUTURE-2 6273.442 6535.489
FUTURE-4 6702.502 3561.633
FUTURE-4 6434.855 3885.358
FUTURE-4 6167.207 4209.083
FUTURE-4 6303.757 4166.522
FUTURE-4 6843.884 4593.108
INPUT FILE
FUTURE-4 7053.034 4313.532
FUTURE-4 7128.994 4356.093
FUTURE-4 7123.752 4872.980
FUTURE-4 7199.519 4972.231
FUTURE-4 6962.442 5072.374
FUTURE-4 6887.073 5010.011
FUTURE-4 6611.903 5380.647
FUTURE-4 6674.060 5476.671
FUTURE-4 6594.305 5725.195
FUTURE-4 7375.609 5519.333
FUTURE-4 7423.011 3334.104
FUTURE-4 6833.758 3311.895
FUTURE-5 6194.931 2927.682
FUTURE-5 6426.926 3067.352
FUTURE-5 6663.656 3175.065
FUTURE-5 6787.939 3198.738
FUTURE-5 7394.570 3111.315
FUTURE-5 7280.805 1594.453
FUTURE-5 6839.967 1599.194
FUTURE-5 6588.737 1433.287
FUTURE-5 5749.529 2559.600
F-1-BASIN 3157.456 5539.052
F-1-BASIN 2892.001 5321.716
F-1-BASIN 3001.551 5184.311
F-1-BASIN 3269.125 5394.373
F-2-BASIN 3162.166 4989.591
F-2-BASIN 3412.794 5208.903
F-2-BASIN 3270.446 5392.205
F-2-BASIN 3003.543 5182.072
G-14-BASIN 7394.999 3111.224
G-14-BASIN 7416.464 3214.031
G-14-BASIN 6809.789 3252.442
G-14-BASIN 6791.713 3200.474
G-13-BASIN 7414.487 3211.760
G-13-BASIN 7421.265 3330.383
G-13-BASIN 6831.537 3310.048
G-13-BASIN 6810.072 3251.301
SWALE-POND-1-BASIN 4621.353 7419.799
SWALE-POND-1-BASIN 4947.833 7684.768
SWALE-POND-1-BASIN 4850.835 7781.766
SWALE-POND-1-BASIN 4500.697 8224.170
SWALE-POND-1-BASIN 4213.696 8591.830
SWALE-POND-1-BASIN 4010.237 8448.699
SWALE-POND-1-BASIN 4127.049 8273.186
SWALE-POND-1-BASIN 4030.347 8204.282
SWALE-POND-2-BASIN 4553.804 7339.596
SWALE-POND-2-BASIN 4652.749 7215.915
INPUT FILE
SWALE-POND-2-BASIN 4840.520 7161.945
SWALE-POND-2-BASIN 5147.473 6767.290
SWALE-POND-2-BASIN 5156.468 6588.515
SWALE-POND-2-BASIN 5407.204 6835.877
SWALE-POND-2-BASIN 5608.466 7084.364
SWALE-POND-2-BASIN 5506.148 7159.697
SWALE-POND-2-BASIN 4947.335 7684.779
SWALE-POND-2-BASIN 4619.018 7419.427
SWALE-POND-3-BASIN 5555.002 6692.986
SWALE-POND-3-BASIN 5474.142 6618.864
SWALE-POND-3-BASIN 5839.137 6329.114
SWALE-POND-3-BASIN 5950.320 6445.912
SWALE-POND-3-BASIN 6030.126 6395.030
SWALE-POND-3-BASIN 6845.444 7381.377
SWALE-POND-3-BASIN 7299.960 7695.321
SWALE-POND-3-BASIN 7110.188 7737.493
SWALE-POND-3-BASIN 6754.072 7439.949
SWALE-POND-3-BASIN 6124.395 6661.540
SWALE-POND-3-BASIN 5978.397 6786.200
SWALE-POND-3-BASIN 5832.399 6910.860
SWALE-POND-3-BASIN 5608.909 7083.812
SWALE-POND-3-BASIN 5407.881 6836.738
SWALE-POND-4-BASIN 6548.876 5801.322
SWALE-POND-4-BASIN 6596.072 5718.167
SWALE-POND-4-BASIN 7380.427 5506.908
SWALE-POND-4-BASIN 7317.499 5855.260
SWALE-POND-4-BASIN 7077.023 5915.941
SWALE-POND-4-BASIN 6926.445 6001.343
SWALE-POND-4-BASIN 6409.535 6439.593
SWALE-POND-4-BASIN 6273.391 6534.672
SWALE-POND-4-BASIN 6962.194 7328.904
SWALE-POND-4-BASIN 7215.224 7530.391
SWALE-POND-4-BASIN 7297.224 7694.392
SWALE-POND-4-BASIN 6835.679 7373.419
SWALE-POND-4-BASIN 6034.418 6391.757
SWALE-POND-4-BASIN 6108.379 6338.459
SWALE-POND-4-BASIN 5989.265 6223.839
SWALE-POND-5-BASIN 7390.798 4664.780
SWALE-POND-5-BASIN 7759.377 4664.780
SWALE-POND-5-BASIN 7894.223 4826.595
SWALE-POND-5-BASIN 7961.646 5114.267
SWALE-POND-5-BASIN 7867.254 5446.887
SWALE-POND-5-BASIN 7912.203 5914.354
SWALE-POND-5-BASIN 7606.552 6211.015
SWALE-POND-5-BASIN 7309.890 6273.943
SWALE-POND-5-BASIN 7318.880 5855.920
SWALE-POND-5-BASIN 7377.313 5514.310
INPUT FILE
;;Storage Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
POND-D 1843.295 6134.385
POND-427 6821.400 827.604
SWALE-POND-1 4752.310 7703.312
SWALE-POND-2 5431.035 7074.030
SWALE-POND-3 5979.409 6647.017
SWALE-POND-4 7157.065 5810.972
SWALE-POND-5 7548.118 4889.523
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
FOCO-2YEAR 8626.132 17084.251
FOCO-5YEAR 8872.768 17084.251
FOCO-10YEAR 9119.403 17084.251
FOCO-25YEAR 9375.525 17084.251
FOCO-50YEAR 9641.132 17084.251
FOCO-100YEAR 9925.712 17074.765
INPUT FILE
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4)
------------------------------------------------------------
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... MODIFIED_HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 01/28/2024 00:00:00
Ending Date .............. 01/31/2024 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:00:30
Wet Time Step ............ 00:01:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 1.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 63.061 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 27.831 1.619
Surface Runoff ........... 34.457 2.005
Final Storage ............ 0.781 0.045
Continuity Error (%) ..... -0.013
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
100-YEAR OUTPUT
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 34.457 11.228
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 34.332 11.188
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.126 0.041
Continuity Error (%) ..... -0.006
*************************
Highest Continuity Errors
*************************
Node FES-2 (-1.17%)
Node FUTURE-3-OUTFALL (1.02%)
Node SWALEPOND-5-OUTFALL (-1.01%)
***************************
Time-Step Critical Elements
***************************
None
********************************
Highest Flow Instability Indexes
********************************
Link POND-427-OUTFALL1 (3)
Link POND-427-OUTFALL (1)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.47 sec
Average Time Step : 1.00 sec
Maximum Time Step : 1.00 sec
100-YEAR OUTPUT
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
1.000 - 0.871 sec : 98.88 %
0.871 - 0.758 sec : 0.23 %
0.758 - 0.660 sec : 0.19 %
0.660 - 0.574 sec : 0.16 %
0.574 - 0.500 sec : 0.55 %
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
STORM-1 3.67 0.00 0.00 0.79 2.11 0.71 2.82 1.63 105.56 0.768
STORM-2 3.67 0.00 0.00 0.36 2.79 0.44 3.23 0.90 64.20 0.881
STORM-3 3.67 0.00 0.00 0.36 2.78 0.45 3.23 2.06 151.48 0.880
STORM-4 3.67 0.00 0.00 0.31 2.87 0.41 3.28 1.15 88.07 0.894
OFFSITE-1 3.67 0.00 0.00 2.74 0.71 0.20 0.91 2.57 74.84 0.249
FUTURE-2 3.67 0.00 0.00 0.35 2.77 0.48 3.24 0.29 24.10 0.884
FUTURE-4 3.67 0.00 0.00 0.38 2.77 0.44 3.21 0.39 27.32 0.876
FUTURE-5 3.67 0.00 0.00 0.38 2.77 0.44 3.21 0.66 44.73 0.874
F-1-BASIN 3.67 0.00 0.00 0.00 3.57 0.00 3.57 0.05 5.07 0.974
F-2-BASIN 3.67 0.00 0.00 0.00 3.57 0.00 3.57 0.05 4.88 0.974
G-14-BASIN 3.67 0.00 0.00 0.12 3.24 0.22 3.46 0.02 2.19 0.943
G-13-BASIN 3.67 0.00 0.00 0.12 3.24 0.22 3.46 0.02 2.09 0.943
SWALE-POND-1-BASIN 3.67 0.00 0.00 0.74 1.98 0.90 2.88 0.28 22.26 0.784
SWALE-POND-2-BASIN 3.67 0.00 0.00 1.22 1.07 1.34 2.42 0.08 5.20 0.658
SWALE-POND-3-BASIN 3.67 0.00 0.00 0.29 2.85 0.45 3.30 0.20 18.89 0.899
SWALE-POND-4-BASIN 3.67 0.00 0.00 0.95 1.59 1.08 2.67 0.33 23.93 0.729
SWALE-POND-5-BASIN 3.67 0.00 0.00 0.40 2.67 0.53 3.19 0.55 43.89 0.870
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
100-YEAR OUTPUT
---------------------------------------------------------------------------------
POND-D-OUTFALL JUNCTION 0.26 0.68 4996.87 0 02:05 0.68
STORM-3-OUTFALL JUNCTION 0.95 4.26 4996.26 0 00:55 4.26
STORM-4-OUTFALL JUNCTION 1.36 4.61 4995.61 0 00:55 4.61
FUTURE-2-OUTFALL JUNCTION 0.95 4.53 4996.40 0 01:35 4.53
FES-2 JUNCTION 1.15 4.38 4995.79 0 01:26 4.38
INLET-4 JUNCTION 1.07 4.44 4996.02 0 01:30 4.44
INLET-3 JUNCTION 1.01 4.47 4996.18 0 01:33 4.47
SWALEPOND-5-OUTFALL JUNCTION 0.50 4.58 4997.98 0 01:43 4.58
POND-427-OUTFALL JUNCTION 1.06 2.30 4989.22 0 05:51 2.30
FES-3 JUNCTION 0.95 2.02 4988.71 0 05:51 2.02
FUTURE-3-OUTFALL JUNCTION 2.10 5.53 4994.97 0 05:35 5.53
INLET-1 JUNCTION 0.34 1.26 4996.54 0 00:39 1.22
INLET-2 JUNCTION 0.43 1.42 4996.48 0 00:40 1.33
FES-1 JUNCTION 0.38 1.16 4996.16 0 01:07 1.16
POND-427-INFALL JUNCTION 2.14 5.52 4994.96 0 05:55 5.52
SITE-OUTFALL OUTFALL 0.76 1.27 4986.27 0 05:51 1.27
POND-D STORAGE 0.35 1.68 5001.43 0 02:32 1.68
POND-427 STORAGE 3.60 7.95 4994.95 0 05:51 7.95
SWALE-POND-1 STORAGE 0.11 2.12 4999.57 0 01:33 2.12
SWALE-POND-2 STORAGE 0.14 2.89 4999.54 0 01:34 2.89
SWALE-POND-3 STORAGE 0.16 3.39 4999.53 0 01:35 3.39
SWALE-POND-4 STORAGE 0.26 4.55 4999.53 0 01:36 4.55
SWALE-POND-5 STORAGE 0.47 5.74 4999.49 0 01:35 5.74
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
POND-D-OUTFALL JUNCTION 0.00 5.00 0 02:32 0 2.5 0.001
STORM-3-OUTFALL JUNCTION 151.48 153.22 0 00:40 2.06 4.64 -0.320
STORM-4-OUTFALL JUNCTION 88.07 115.87 0 00:40 1.15 5.81 -0.629
FUTURE-2-OUTFALL JUNCTION 27.32 53.62 0 01:34 0.395 4.74 0.944
FES-2 JUNCTION 0.00 55.01 0 01:48 0 4.73 -1.154
INLET-4 JUNCTION 2.19 55.01 0 01:48 0.0207 4.73 -0.001
INLET-3 JUNCTION 2.09 54.86 0 01:48 0.0197 4.71 -0.000
SWALEPOND-5-OUTFALL JUNCTION 0.00 50.16 0 01:27 0 4.3 -0.998
POND-427-OUTFALL JUNCTION 0.00 11.01 0 05:51 0 11.2 0.002
FES-3 JUNCTION 0.00 11.01 0 05:51 0 11.2 -0.001
FUTURE-3-OUTFALL JUNCTION 44.73 62.06 0 01:42 0.659 5.45 1.029
100-YEAR OUTPUT
INLET-1 JUNCTION 5.07 7.51 0 00:40 0.0495 2.55 -0.000
INLET-2 JUNCTION 4.88 12.46 0 00:39 0.0475 2.6 -0.002
FES-1 JUNCTION 0.00 15.51 0 00:39 0 2.6 0.554
POND-427-INFALL JUNCTION 0.00 90.05 0 01:01 0 5.85 0.894
SITE-OUTFALL OUTFALL 0.00 11.01 0 05:51 0 11.2 0.000
POND-D STORAGE 169.76 169.76 0 00:40 2.52 2.52 0.000
POND-427 STORAGE 0.00 113.34 0 00:54 0 11.2 -0.005
SWALE-POND-1 STORAGE 90.76 90.76 0 00:40 2.85 2.85 -0.022
SWALE-POND-2 STORAGE 5.20 89.94 0 00:45 0.0807 2.93 0.014
SWALE-POND-3 STORAGE 18.89 97.24 0 00:44 0.201 3.13 -0.006
SWALE-POND-4 STORAGE 48.03 122.67 0 00:45 0.618 3.75 -0.006
SWALE-POND-5 STORAGE 43.89 113.21 0 00:41 0.548 4.3 0.001
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
INLET-4 JUNCTION 3.65 0.942 2.718
INLET-3 JUNCTION 2.92 0.971 2.559
POND-427-OUTFALL JUNCTION 24.62 0.798 8.702
FES-3 JUNCTION 22.00 0.519 3.981
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft Full Loss Loss 1000 ft Full days hr:min CFS
------------------------------------------------------------------------------------------------
POND-D 60.718 15.1 0.0 0.0 297.936 73.9 0 02:32 5.00
100-YEAR OUTPUT
POND-427 265.631 28.7 0.0 0.0 748.418 80.8 0 05:51 11.01
SWALE-POND-1 0.389 0.3 0.0 0.0 12.316 9.5 0 01:33 86.67
SWALE-POND-2 0.588 0.9 0.0 0.0 17.415 27.8 0 01:34 86.44
SWALE-POND-3 0.751 1.4 0.0 0.0 20.239 39.0 0 01:35 91.03
SWALE-POND-4 2.814 2.3 0.0 0.0 71.191 58.7 0 01:36 78.67
SWALE-POND-5 3.255 3.9 0.0 0.0 72.592 86.0 0 01:35 50.16
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
SITE-OUTFALL 99.62 5.81 11.01 11.187
-----------------------------------------------------------
System 99.62 5.81 11.01 11.187
********************
Link Flow Summary
********************
----------------------------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
----------------------------------------------------------------------------------------------
SWALE-B1 CONDUIT 49.84 0 01:45 0.53 0.81 0.91
STORM-2A CONDUIT 54.71 0 01:48 5.69 1.20 1.00
STORM-2B CONDUIT 54.86 0 01:48 5.70 1.15 1.00
STORM-2C CONDUIT 55.01 0 01:48 5.72 1.23 1.00
SWALE-B2 CONDUIT 55.99 0 01:46 0.72 0.30 0.67
POND-427-SWALE-B-INFALL CONDUIT 54.52 0 01:52 12.20 0.55 1.00
SWALE-A2 CONDUIT 56.56 0 00:55 0.41 0.30 0.63
POND-427-OUTFALL1 CONDUIT 11.01 0 05:51 6.23 1.49 1.00
STORM-1A CONDUIT 5.00 0 02:32 5.20 0.40 0.56
STORM-1B CONDUIT 7.59 0 00:39 5.06 0.89 0.88
STORM-1C CONDUIT 15.51 0 00:39 9.17 0.88 0.38
SWALE-A1 CONDUIT 6.27 0 01:09 0.15 0.06 0.53
SWALE-A3 CONDUIT 90.05 0 01:01 0.86 0.28 0.59
POND-427-SWALE-A-INFALL CONDUIT 73.13 0 00:57 10.57 0.98 1.00
59 CONDUIT 11.01 0 05:51 6.46 1.22 0.92
SWALE-POND-1-2 CONDUIT 86.67 0 00:46 6.58 0.45 0.56
100-YEAR OUTPUT
SWALE-POND-2-3 CONDUIT 86.44 0 00:46 7.00 0.40 0.70
SWALE-POND-3-4 CONDUIT 91.03 0 00:45 5.66 0.30 0.88
SWALE-POND-4-5 CONDUIT 78.67 0 00:46 3.39 0.30 1.00
POND-D-OUTFALL ORIFICE 5.00 0 02:32
POND-427-OUTFALL ORIFICE 11.01 0 05:51
3 ORIFICE 50.16 0 01:27
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
SWALE-B1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.21 0.00
STORM-2A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.02 0.00
STORM-2B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.55 0.00
STORM-2C 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.53 0.00
SWALE-B2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.14 0.00
POND-427-SWALE-B-INFALL 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.42 0.00
SWALE-A2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.41 0.00
POND-427-OUTFALL1 1.00 0.00 0.00 0.00 0.82 0.18 0.00 0.00 0.02 0.00
STORM-1A 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 0.79 0.00
STORM-1B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.60 0.00
STORM-1C 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00
SWALE-A1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.99 0.00
SWALE-A3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.11 0.00
POND-427-SWALE-A-INFALL 1.00 0.00 0.00 0.00 0.68 0.32 0.00 0.00 0.26 0.00
59 1.00 0.00 0.00 0.00 0.49 0.51 0.00 0.00 0.19 0.00
SWALE-POND-1-2 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.94 0.00
SWALE-POND-2-3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00
SWALE-POND-3-4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.94 0.00
SWALE-POND-4-5 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.18 0.00
*************************
Conduit Surcharge Summary
*************************
---------------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------------
100-YEAR OUTPUT
STORM-2A 2.53 2.53 2.92 1.34 1.34
STORM-2B 2.92 2.92 3.65 1.18 1.18
STORM-2C 3.65 3.65 6.04 1.41 1.41
POND-427-SWALE-B-INFALL 27.57 27.57 39.84 0.01 0.01
POND-427-OUTFALL1 22.00 24.62 22.00 37.31 22.00
POND-427-SWALE-A-INFALL 28.05 28.05 39.84 0.01 0.01
59 0.01 22.00 0.01 29.29 0.01
SWALE-POND-3-4 0.01 0.01 0.54 0.01 0.01
SWALE-POND-4-5 0.54 0.54 2.47 0.01 0.01
Analysis begun on: Mon Nov 4 16:07:05 2024
Analysis ended on: Mon Nov 4 16:07:07 2024
Total elapsed time: 00:00:02
100-YEAR OUTPUT