HomeMy WebLinkAboutTIMBER LARK SINGLE-FAMILY DEVELOPMENT - FDP220008 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT FINAL DRAINAGE REPORT
AADT LAND HOLDINGS, LLC
TIMBER LARK RESIDENTIAL
MAY 18, 2022
NORTHERNENGINEERING.COM
970.221.4158
FORT COLLINS
GREELEY
This Drainage Report is consciously provided as a PDF. Please
consider the environment before printing this document in its entirety.
When a hard copy is necessary, we recommend double-sided printing.
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY COVER LETTER
May 18, 2022
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: FINAL DRAINAGE REPORT FOR
TIMBER LARK RESIDENTIAL
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies
the combined Final Plan submittal for the proposed Timber Lark Residential project.
This report has been prepared in accordance with the City of Fort Collins Stormwater Criteria Manual (FCSCM)
and serves to document the stormwater impacts associated with the proposed Timber Lark Residential project.
We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria
contained in the manual. If you should have any questions as you review this report, please feel free to contact
us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
FREDERICK S. WEGERT, PE
Project Engineer
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY TABLE OF CONTENTS
TABLE OF CONTENTS
I. I. GENERAL LOCATION AND DESCRIPTION .......................................................... 1
II. II. DRAINAGE BASINS AND SUB-BASINS ............................................................... 3
III. III. DRAINAGE DESIGN CRITERIA .......................................................................... 4
IV. IV. DRAINAGE FACILITY DESIGN ........................................................................... 7
V. V. CONCLUSIONS ............................................................................................ 10
VI. VI. REFERENCES .............................................................................................. 12
TABLES AND FIGURES
FIGURE 1: VICINITY MAP ............................................................................................................. 1
FIGURE 2: AERIAL PHOTOGRAPH .............................................................................................. 2
FIGURE 3: REGULATORY FLOODPLAINS ................................................................................... 3
FIGURE 4: LOOKING SOUTHWEST ACROSS PROJE CT SITE .................................................... 4
TABLE 1: DETENTION POND SUMMARY .................................................................................. 10
APPENDICES
APPENDIX A – HYDROLOGIC COMPUTATIONS
APPENDIX B – HYDRAULIC COMPUTATIONS
APPENDIX C – DETENTION POND & WATER QUALITY COMPUTATIONS
APPENDIX D – EROSION CONTROL REPORT
APPENDIX E – USDA SOILS REPORT
APPENDIX F – FEMA FIRMETTE
APPENDIX G – EXCERPTS FROM LINDEN PARK DRAINGE REPORT
APPENDIX H – EXCERPTS FROM PARAGON ESTATES DRAINGE REPORT
MAP POCKET
DR1 – DRAINAGE EXHIBIT
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 1 | 11
I. GENERAL LOCATION AND DESCRIPTION
A. LOCATION
Vicinity Map
The Timber Lark Residential project is located in the southeast quarter of Section 7, Township 6
North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State
of Colorado.
The project site (refer to Figure 1) is bordered to the north by Linden Park Subdivision, to the east
by Timberline Road, to the south by agricultural land, and to the west by Great Western Railway .
The surrounding properties are single-family residential to the north, east, and west and
agriculture to the south. The site abuts against Fort Collins City Limits on the north and west
boundaries and along the Timberline Road right-of-way.
The nearest existing major streets to the project are South Timberline Road on the east side of
the project and Trilby Road towards the south.
A 30” storm sewer conveys stormwater from Linden Park south to Fossil Creek across the
property. Fossil Creek is located towards the southwest of the pro ject south of Trilby Road and
west of the Great Western Railway.
B. DESCRIPTION OF PROPERTY
The Timber Lark Residential site comprises of ± 35.17 acres.
Project
Location
Figure 1: Vicinity Map
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 2 | 11
The site is currently used as agriculture.
A subsurface exploration report was completed by Earth Environmental Consultants, Inc. on
June 2, 2020 (EEC Project No. 1202034). At the time this report was written, the site was
undeveloped with established vegetation. According to Earth Environmental Consultants, the
site consist of sandy lean clay soil with bedrock at a depth between 20 to 35 feet.
According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
(http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx),
the site consists primarily of Fort Collins loam and Nunn loam (Hydrologic Soil Group C) and Kim
loam (Hydrologic Soil Group B). The calculations assume a Hydrologic Soil Group of C.
Hydrologic Soil Group C has a slow rate of water absorption and infiltration.
The proposed development will consist of single-family and multi-family residential. Other
proposed improvements include asphalt drive aisles, sidewalks, landscaping, and a
neighborhood park.
The site is currently zoned as Rural Residential (RR-2) in Larimer County. Subdivisions are zoned
Low-Density Mixed -Use District (LMN) to the north and east of the project and Low-Density
Residential District (R-L) to the west. The proposed uses for the project are consistent with Low-
Density Mixed Use District (LMN).
Figure 2: Aerial Photograph
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 3 | 11
Two irrigation laterals, providing water to agricultural land south of the project, cross the site.
Both irrigation laterals will be relocated into pipes and continue to provide irrigation to the
southern neighboring properties.
A 30” storm sewer, from the Linden Park detention facilities, bisects the property in half. The 30”
storm sewer (Linden Park Outfall) was sized to provide an additional capacity of 40 cfs per the
Final Drainage Report for Linden Park P.D.P.. This project proposes to discharge into the Linden
Park Outfall at 10.4 cfs. The Linden Park Outfall discharges into a drainage ditch on the south
side of Trilby Road, and this drainage ditch conveys stormwater around the north and west side
of Paragon Estates ultimately discharging into Fossil Creek.
C. FLOODPLAIN
The subject property is not located in a FEMA or City of Fort Collins regulatory floodplain.
II. DRAINAGE BASINS AND SUB-BASINS
A. MAJOR BASIN DESCRIPTION
Timber Lark Residential is within the City of Fort Collins Fossil Creek major drainage basin.
Specifically, the project site is situated in the eastern third of this major drainage basin towards
Fossil Creek Wetlands Natural Area. The Fossil Creek drainage basin extends along the south end of
Fort Collins, from the foothills across Interstate 25 past County Road 5. It encompasses 32 square
miles in the city of Fort Collins and Larimer County. Historically, the basin consisted of agricultural
land, but the basin has experienced significant development in the recent past. The Fossil Creek
drainage basin generally drains from west to east. Runoff from the major basin drains to Fossil
Creek Reservoir.
B. SUB-BASIN DESCRIPTION
The outfall for the project site is Fossil Creek via the existing 30” storm sewer and the Paragon
Estates Channel along the south side of Trilby Road.
Figure 3: Regulatory Floodplains
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 4 | 11
The existing site can be defined with four (4) sub-basins.
Existing runoff follows the natural topography from the northwest to the southeast across gentle
grades (e.g., 1.00% to 3.00%) with a hill (e.g., 2.00% to 6.00%) in the northwest corner. The site
generally sheet flows from a high point elevation of ±4958 in the northwest corner to the
southeast corner of the site. An existing irrigation lateral flows diagonally north to south in the
eastern third of the site.
The site does not receive notable surface runoff from adjacent properties. However, there is a
30” storm sewer from Linden Park Subdivision that bisects the property. According to the Final
Drainage Report for Linden Park P.D.P, the storm sewer was sized to convey the historic 100-year
release from Linden Park plus an additional 40 cfs for additional development south of Linden
Park. The 30” storm sewer conveys stormwater south towards the Paragon Estates Channel on
the south side of Trilby Road, and the Paragon Estates Channel discharges into Fossil Creek.
III. DRAINAGE DESIGN CRITERIA
A. OPTIONAL REVISIONS
There are no optional provisions outside of the Fort Collins Stormwater Manual (FCSM) and the Mile
High Flood District (MHFD).
B. STORMWATER MANAGEMENT STRATEGY
The overall stormwater management strategy employed with Timber Lark Residential utilizes the
“Four Step Process” to minimize adverse impacts of urbanization on receiving waters. The following
is a description of how the proposed development has incorporated each step.
Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the
stormwater impacts of this development is the site selection itself. By choosing an already
developed site with public storm sewer currently in place, the burden is significantly less than
developing a vacant parcel absent of any infrastructure.
Figure 4: Looking Southwest Across Project Site
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 5 | 11
Timber Lark Residential aims to reduce runoff peaks, volumes and pollutant loads from frequently
occurring storm events (i.e., water quality (i.e., 80th percentile) and 2-year storm events) by
implementing Low Impact Development (LID) strategies. Wherever practical, runoff will be routed
across landscaped areas or through underground chambers. These LID practices reduce the overall
amount of impervious area, while at the same time Minimizing Directly Connected Impervious Areas
(MDCIA). The combined LID/MDCIA techniques will be implemented, where practical, throughout the
development, thereby slowing runoff and increasing opportunities for infiltration.
Step 2 – Implement BMPs that Provide a Water Quality Capture Volume (WQCV) with Slow
Release. The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring
storm events; however, urban development of this intensity will still have s tormwater runoff leaving
the site. The primary water quality treatment will occur in underground chambers and extended
detention pond.
Step 3 – Stabilize Drainageways. As stated in Section II.A, above, the site discharges into Fossil
Creek, however no changes to the channel are proposed with this project. While this step may not
seem applicable to Timber Lark Residential, the proposed project indirectly helps achieve stabilized
drainageways, nonetheless. Once again, site selection has a positive effect on stream stabilization.
By developing with existing stormwater infrastructure, combined with LID and MDCIA strategies, the
likelihood of bed and bank erosion is reduced. Furthermore, this project will pay one -time
stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which
help achieve Citywide drainageway stability.
Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to
industrial and commercial developments.
C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
The subject property is not part of any Overall Development Plan (ODP) drainage study or similar
“development/project” drainage master plan. However, stormwater from Timber Lark
Residential will discharge into conveyance structures established as part of the Linden Park and
Paragon Estates subdivisions.
The site plan is constrained to the north by the Linden Park Subdivision, to the west by the Great
Western Railway, and to the east by Timberline Road. An existing agricultural use borders the
project on the south.
D. HYDROLOGICAL CRITERIA
The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1
of the FCSCM, serve as the source for all hydrologic computations associated with Timber Lark
Residential development. Tabulated data contained in Table 3.4-1 has been utilized for Rational
Method runoff calculations.
The Rational Method has been employed to compute stormwater runoff utilizing coefficients
contained in Tables 3.2-1, 3.2-2, and 3.2-3 of the FCSCM.
The Rational Method will be used to estimate peak developed stormwater runoff from drainage
basins within the developed site for the 2-year, 10-year, and 100-year design storms. Peak runoff
discharges determined using this methodology have been used to check the street capacities,
inlets, swales, and storm drain lines. Detention was calculated utilizing EPA SWMM.
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 6 | 11
Two separate design storms have been utilized to address distinct drainage scenarios. The first
event analyzed is the “Minor” or “Initial” Storm with a 2-year recurrence interval. The second
event considered is the “Major Storm” with a 100-year recurrence interval.
E. HYDRAULIC CRITERIA
The hydraulic analyses of street capacities, inlets, storm drain lines, culverts, and swales were
calculated per the FCSM criteria and provided in the Appendices. The following computer
programs and methods were utilized:
• The storm drain lines were analyzed using the AutoCAD Storm and Sanitary Sewer
Analysis.
• The inlets were analyzed using the Urban Drainage Inlet and proprietary area inlet
spreadsheets.
• Swales and street capacities were analyzed using the Urban Drainage Channels
spreadsheets.
• Sidewalk chases were analyzed using the Hydraflow Express Extension for AutoCAD Civil
3D.
F. FLOODPLAIN REGULATIONS COMPLIANCE
As previously mentioned, this project is not subject to any floodplain regulations.
G. MODIFICATIONS OF CRITERIA
No formal modifications are requested at this time.
H. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA
City Code requires that 100% of runoff from a project site receive some sort of water quality
treatment. This project proposes to provide water quality treatment with underground chambers
and extended detention within the detention pond. The chambers, when constructed per Fort
Collins regulations, are considered an LID treatment method. A weir is located within Manhole A4 to
direct the first initial rush of the storm into the underground chambers. After the initial rush, the
weir is sized to allow the Minor and Major Storms to flow into the proposed detention pond.
Due to the physical constraints associated with a project of this nature and the prohibition of
providing water quality facilities within the public right-of-way, there are some small, narrow areas
around the perimeter of the project that cannot be captured. The uncaptured areas tend to be
narrow strips of grading behind rear lot lines that tie the site back into established offsite grades
along property lines. Every effort is taken to direct as much of these narrow landscaping strips into
the proposed drainage infrastructure, but there will be some small segments of uncaptured parcels.
While these small areas will not receive formal water quality treatment, most areas will still see
some treatment as runoff is directed across through the landscaped areas before reaching the
property line.
I. CONFORMANCE WITH LOW IMPACT DEVELOPMENT (LID)
The project site will conform with the requirement to treat a minimum of 50% of the project site
using a LID technique. LID treatment will be provided by underground chambers. Please see
Appendix C for LID design information, table, and exhibit(s). As shown in the LID table provided in
the appendix, 70% of the proposed site impervious area will receive LID treatment, which exceeds
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 7 | 11
the minimum required. LID/water quality treatment for the remaining site will be provided by
extended detention within the proposed detention pond.
IV. DRAINAGE FACILITY DESIGN
A. GENERAL CONCEPT
The main objective of Timber Lark Residential drainage design is to maintain existing drainage
patterns, while not adversely impacting adjacent properties.
Off-site drainage from Linden Park passes through an existing 30” storm sewer bisecting the
property (Linden Park Outfall).
A list of tables and figures used within this report can be found in the Table of Contents at the
front of the document. The tables and figures are located within the sections to which the
content best applies.
Drainage for the project site has been analyzed using fourteen (14) drainage sub-basins. The
drainage patterns anticipated for the basins are further described below.
Basin A1
Basin A1 is approximately 2.29 acres and consists of the detention pond and surrounding
landscaping areas in the southeast corner of the site. The basin will generally maintain
historic drainage patterns. Runoff from this basin will sheet flow into the onsite detention
pond. The detention pond will provide both detention and water quality in the form of
extended (40-hour) detention for the entire project. The detention pond will discharge
into the Linden Park Outfall.
Basin A2a & A2b
Basins A2a and A2b consist of ten lots immediately west of the detention pond, the south
side of Street B, and the far south stub of Red Willow Drive. Basin A2a is approximately
1.17 acres. Basin A2b is approximately 0.85 acres. The basin will generally maintain
historic drainage patterns from west to east. Runoff from this basin will sheet flow off the
lots into the Street B curb and gutter. The curb and gutter will convey the stormwater east
towards a storm inlet in Street B. A storm sewer will then convey stormwater to
underground chambers in the south half of the park for water quality treatment, and the
100-year storm will continue east to the detention pond in Basin A1. Detention and water
quality for Basin A2 will be provided by the detention pond and underground chambers.
Basin A3a & A3b
Basins A3a and A3b consist of ten lots immediately west of Basin A2, the south side of
Street B, the southeastern quarter of Golden Willow Drive, and the far south stub of
Weeping Willow Drive. Basin A3a is approximately 1.44 acres. Basin A3b is approximately
0.68 acres. The basin will generally maintain historic drainage patterns from west to east.
Runoff from this basin will sheet flow off the lots into the Street B curb and gutter. The
curb and gutter will convey the stormwater east towards a storm inlet in Street B. A storm
sewer will then convey stormwater to underground chambers in the south half of the park
for water quality treatment, and the 100-year storm will continue east to the detention
pond in Basin A1. Detention and water quality for Basin A3 will be provided by the
detention pond and underground chambers.
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 8 | 11
Basin A4a & A4b
Basins A4a and A4b consists of the lots along Red Willow Drive and Alley L, the west half of
Street I, and the northeast quarter of Street B. Basin A4a is approximately 0.36 acres.
Basin A4b is approximately 1.74 acres. The basin will generally maintain historic drainage
patterns from northwest to southeast. Runoff from this basin will sheet flow off the lots
into either Street I or Alley L curb and gutter. The curb and gutter and the alleys will
convey the stormwater south towards an inlet in Street B and ultimately into the
detention pond in Basin A1. Detention and water quality for Basin A4a and A4b will be
provided by the detention pond.
Basin A5
Basin A5 is approximately 6.14 acres and consists of the lots along Street G and Alley K, a
park, Street G, Alley K, Red Willow Drive, and the north half of Street B. The basin will
generally maintain historic drainage patterns from northwest to southeast. Runoff from
this basin will sheet flow off the lots into either the Street G, Street B, Red Willow Drive, or
Alley K curb and gutter. The curb and gutter will convey the stormwater south towards an
inlet in Street B. A storm sewer will then convey stormwater to underground chambers in
the south half of the park for water quality treatment, and the 100 -year storm will
continue east to the detention pond in Basin A1. Detention and water quality for Basin A 5
will be provided by the detention pond and underground chambers.
Basin A6
Basin A6 is approximately 6.09 acres and consists of the lots along Weeping Willow Drive
and Street E, Street E, Weeping Willow Drive south of Street A, and the north half of Street
B. The basin will generally maintain historic drainage patterns from northwest to
southeast. Runoff from this basin will sheet flow off the lots into the Street E or Weeping
Willow Drive curb and gutter. The curb and gutter will convey the stormwater south
towards an inlet in Street B. A storm sewer will then convey stormwater to underground
chambers in the south half of the park for water quality treatment, and the 100 -year storm
will continue east to the detention pond in Basin A1. Detention and water quality for
Basin A6 will be provided by the detention pond and underground chambers.
Basin A7
Basin A7 is approximately 2.91 acres and consists of the lots along Golden Willow Drive.
The basin will generally maintain historic drainage patterns from north to the south.
Runoff from this basin will sheet flow off the lots into the Golden Willow Drive curb and
gutter. The curb and gutter will convey the stormwater south towards an inlet in Street B.
A storm sewer will then convey stormwater to underground chambers in the south half of
the park for water quality treatment, and the 100-year storm will continue east to the
detention pond in Basin A1. Detention and water quality for Basin A7 will be provided by
the detention pond and underground chambers.
Basin A8
Basin A8 is approximately 0.45 acres and consists of the south half of Street A. The basin
will generally maintain historic drainage patterns from west to east. Runoff from this
basin will collect within the curb and gutter, and the curb and gutter will convey the
stormwater east towards an inlet at the intersection of Street A and Red Willow Drive. The
100-year storm will overtop the inlet and continue within the Red Willow Drive curb and
gutter towards an inlet in Basin A5. Both inlets, via storm sewer, will convey drainage into
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 9 | 11
underground chambers in the south half of the park for water quality treatment. The 100-
year storm will continue east to the detention pond in Basin A1. Detention and water
quality for Basin A8 will be provided by the detention pond and underground chambers.
Basin A9
Basin A9 is approximately 3.84 acres and consists of the lots along the Street A and the
north half of Street A. The basin will generally maintain historic drainage patterns from
west to east. Runoff from this basin will sheet flow off the lots into the Street A curb and
gutter. The curb and gutter will convey the stormwater towards an inlet at the
intersection of Street A and Red Willow Drive. A storm sewer will then convey stormwater
to underground chambers in the south half of the park for water quality treatment, and
the 100-year storm will continue east to the detention pond in Basin A1. Detention and
water quality for Basin A9 will be provided by the detention pond and underground
chambers.
Basin A10
Basin A10 is approximately 0.97 acres and consists of the lots along Alleys O and P. The
basin will generally maintain historic drainage patterns from north to south. Runoff from
this basin will sheet flow off the lots into Alleys O and P, and the alleys will convey water to
an inlet south of the basin. A storm sewer will then convey stormwater to the detention
pond in Basin A1. Detention and water quality for Basin A10 will be provided by the
detention pond.
Basin A11
Basin A11 is approximately 0.43 acres and consists of the south half of Street C. The basin
will generally maintain historic drainage patterns from west to east. Runoff from this
basin will collect within the curb and gutter, and the curb and gutter will convey
stormwater east towards an inlet at the east end of Street C. A drainage channel will then
convey stormwater to detention pond in Basin A1. Detention and water quality for Basin
A11 will be provided by the detention pond.
Basin A12a
Basin A12 is approximately 2.32 acres and consists of the lots along Alleys M and N, Street
G, Alley M, Alley N, the south half of Street A, the north half of Street C, and the northeast
quarter of Street I. The basin will generally maintain historic drainage patterns from
northwest to southeast. Runoff from this basin will sheet flow off the lots into either the
Street I curb and gutter or into Alleys M and N. The curb and gutter and the alleys will
convey the stormwater south towards a storm inlet in Street C. A drainage channel will
then convey stormwater to detention pond in Basin A1. Detention and water quality for
Basin A12 will be provided by the detention pond.
Basins A12b, 12c, & 12d
Basins A12b, 12c, and 12d consists of small pockets of landscaping and roof within Basin
12a that flows directly east in Basin A13. Basins A12b, A12c, and A12d are approximately
0.08 acres each. The basins will generally maintain historic drainage patterns from west
to east. Runoff from these basins will sheet flow off the lots into a swale bisecting the
northern third of Basin 12a. The swale will convey stormwater east into a drainage
channel within Basin 13 and ultimately into the detention pond in Basin A1. Detention
and water quality for Basin A12 will be provided by the detention pond.
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 10 | 11
Basin A13
Basin A13 is approximately 1.08 acres and consists of open space south of Street A and
west of Timberline Drive. It’s assumed the eastern third of Basin A13 consist of impervious
asphalt to account for a future cul-de-sac in Street A. The basin will generally drain east to
west via a drainage channel to the detention pond in Basin A1. Detention and water
quality for Basin A13 will be provided by the detention pond.
Basin A14
Basin A14 is approximately 0.39 acres and consists of the south half of Street A. The basin
will generally maintain historic drainage patterns from west to east. Runoff from this
basin will collect within the curb and gutter, and the curb and gutter will convey
stormwater towards an inlet in Street A. A drainage channel in Basin A13 will then convey
stormwater to the detention pond in Basin A1. Detention and water quality for Basin A14
will be provided by the detention pond.
Basin A15
Basin A15 is approximately 1.95 acres and consists of the lots along the north half of Street
A and the north half of Street A. The basin will generally maintain historic drainage
patterns from west to east. Runoff from this basin will collect within the curb and gutter,
and the curb and gutter will convey stormwater towards an inlet in Street A. A drainage
channel in Basin A13 will then convey stormwater to the detention pond in Basin A1.
Detention and water quality for Basin A15 will be provided by the detention pond.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this
report.
B. SPECIFIC DETAILS
The project proposed to release at the 2-year historic release rate of 10.4 cfs per the master
drainage plan for the Fossil Creek Basin. Table 1, below, is a summary of the required and design
volumes for the proposed detention pond.
Detention Pond Summary
Required Water Quality Volume 0.23 ac-ft
Required Detention Volume 5.65 ac-ft
Design Volume 5.88 ac-ft
Release Rate 10.4 cfs
Table 1: Detention Pond Summary
Water quality and LID treatment will be provided by underground chambers and extendend
detention within the detention pond.
Final design details, detailed hydraulic calculations, and construction documentation, will be
provided to the City of Fort Collins for review prior to Final Development Plan approval.
V. CONCLUSIONS
A. COMPLIANCE WITH STANDARDS
The proposed drainage design for the Timber Lark Residential complies with the City of Fort
Collins Stormwater Criteria Manual.
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 11 | 11
The drainage desing proposed with this project will effectively limit potential damage associated
with its stormwater runoff. Timber Lark Residential will detain per the 2-year historic runoff from
the site.
The drainage plan and stormwater measurements proposed with Timber Lark Residential are
compliant with all applicable State and Fedaral regulations.
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY 12 | 11
VI. REFERENCES
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities , November
5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. Final Drainage Report for Linden Park P.D.P., TST, Inc., Fort Collins, Colorado, May 30, 2000.
3. Final Drainage Report for Paragon Estates, TST, Inc., Fort Collins, Colorado, September 12, 1994.
4. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
159, 2018, and referenced in Section 26-500 of the City of Fort Collins Municipal Code.
5. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service,
United States Department of Agriculture.
6. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District,
Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008.
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX A
HYDROLOGIC COMPUTATIONS
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 8
Table 3.4-1. IDF Table for Rational Method
Duration
(min)
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
Duration
(min)
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
5 2.85 4.87 9.95
39 1.09 1.86 3.8
6 2.67 4.56 9.31
40 1.07 1.83 3.74
7 2.52 4.31 8.80
41 1.05 1.80 3.68
8 2.40 4.10 8.38
42 1.04 1.77 3.62
9 2.30 3.93 8.03
43 1.02 1.74 3.56
10 2.21 3.78 7.72
44 1.01 1.72 3.51
11 2.13 3.63 7.42
45 0.99 1.69 3.46
12 2.05 3.50 7.16
46 0.98 1.67 3.41
13 1.98 3.39 6.92
47 0.96 1.64 3.36
14 1.92 3.29 6.71
48 0.95 1.62 3.31
15 1.87 3.19 6.52
49 0.94 1.6 3.27
16 1.81 3.08 6.30
50 0.92 1.58 3.23
17 1.75 2.99 6.10
51 0.91 1.56 3.18
18 1.70 2.90 5.92
52 0.9 1.54 3.14
19 1.65 2.82 5.75
53 0.89 1.52 3.10
20 1.61 2.74 5.60
54 0.88 1.50 3.07
21 1.56 2.67 5.46
55 0.87 1.48 3.03
22 1.53 2.61 5.32
56 0.86 1.47 2.99
23 1.49 2.55 5.20
57 0.85 1.45 2.96
24 1.46 2.49 5.09
58 0.84 1.43 2.92
25 1.43 2.44 4.98
59 0.83 1.42 2.89
26 1.4 2.39 4.87
60 0.82 1.4 2.86
27 1.37 2.34 4.78
65 0.78 1.32 2.71
28 1.34 2.29 4.69
70 0.73 1.25 2.59
29 1.32 2.25 4.60
75 0.70 1.19 2.48
30 1.30 2.21 4.52
80 0.66 1.14 2.38
31 1.27 2.16 4.42
85 0.64 1.09 2.29
32 1.24 2.12 4.33
90 0.61 1.05 2.21
33 1.22 2.08 4.24
95 0.58 1.01 2.13
34 1.19 2.04 4.16
100 0.56 0.97 2.06
35 1.17 2.00 4.08
105 0.54 0.94 2.00
36 1.15 1.96 4.01
110 0.52 0.91 1.94
37 1.16 1.93 3.93
115 0.51 0.88 1.88
38 1.11 1.89 3.87
120 0.49 0.86 1.84
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 9
Figure 3.4-1. Rainfall IDF Curve – Fort Collins
Runoff Coefficient1
Percent
Impervious1
0.95 100%
0.95 90%
0.85 90%
0.55 50%
0.20 2%
0.20 2%
Basin ID Basin Area
(sq.ft.)
Basin Area
(acres)
Asphalt,
Concrete (acres)Rooftop (acres)Residential: High
Density (acres)
Residential: Low
Density (acres)
Undeveloped:
Greenbelts,
Agriculture
(acres)
Lawns, Clayey Soil,
Flat Slope < 2%
(acres)
Percent
Impervious
C2*Cf
Cf = 1.00
C5*Cf
Cf = 1.00
C10*Cf
Cf = 1.00
C100*Cf
Cf = 1.25
H-A1 75,250 1.728 0.000 0.000 0.000 0.000 1.728 0.000 2%0.20 0.20 0.20 0.25
H-A2 903,864 20.750 0.000 0.000 0.000 0.000 20.750 0.000 2%0.20 0.20 0.20 0.25
H-A3 474,765 10.899 0.000 0.000 0.000 0.000 10.899 0.000 2%0.20 0.20 0.20 0.25
H-A4 78,249 1.796 0.000 0.000 0.000 0.000 1.796 0.000 2%0.20 0.20 0.20 0.25
OS1 769,218 17.659 0.000 0.000 0.000 0.000 17.659 0.000 2%0.20 0.20 0.20 0.25
OS2 549,913 12.624 0.000 0.000 0.000 0.000 12.624 0.000 2%0.20 0.20 0.20 0.25
OS3 114,693 2.633 0.000 0.000 0.000 0.000 2.633 0.000 2%0.20 0.20 0.20 0.25
OS4 570,100 13.088 0.000 0.000 0.000 0.000 13.088 0.000 2%0.20 0.20 0.20 0.25
Total 1,532,128 35.173 0.000 0.000 0.000 0.000 35.173 0.000 2%0.20 0.20 0.20 0.25
Lawns and Landscaping:
Combined Basins
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins
Stormwater Manual (FCSM).
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: C
Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2
1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM.
Offsite Basins
EXISTING RUNOFF COEFFICIENT CALCULATIONS
Asphalt, Concrete
Rooftop
Residential: High Density
Residential: Low Density
Timber Lark Residential
F. Wegert
May 18, 2022
Project:
Calculations By:
Date:
Character of Surface
Streets, Parking Lots, Roofs, Alleys, and Drives:
Page 1 of 3
Project:
######Date:
Where: V = Velocity (ft/sec)
n = Roughness Coefficient
R = Hydraulic Radius (feet)
S = Longitudinal Slope, feet/feet
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)
Ti
2-Yr
(min)
Ti
10-Yr
(min)
Ti
100-Yr
(min)
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)Surface Roughness
(n)
Flow
Area3
(sq.ft.)
WP
3
(ft)
Hydraulic
Radius (ft)
Velocity
(ft/s)
Tt
(min)
Max.
Tc
(min)
Comp.
Tc 2-Yr
(min)
Tc
2-Yr
(min)
Comp.
Tc 10-Yr
(min)
Tc
10-Yr
(min)
Comp.
Tc 100-Yr
(min)
Tc
100-Yr
(min)
h-a1 H-A1 298 53.25 44.61 2.90%20.4 20.4 19.2 527 44.61 38.26 1.20%Swale (8:1)0.035 8.00 16.12 0.50 2.93 3.00 14.58 23.37 14.58 23.37 14.58 22.24 14.58
h-a2 H-A2 162 56.31 46.64 5.97%11.8 11.8 11.2 2301 46.64 30.99 0.68%Swale (4:1)0.035 4.00 8.25 0.48 2.17 17.70 23.68 29.51 23.68 29.51 23.68 28.85 23.68
h-a3 H-A3 300 50.31 43.49 2.27%22.2 22.2 20.9 1250 43.49 34.20 0.74%Swale (8:1)0.035 8.00 16.12 0.50 2.30 9.06 18.61 31.23 18.61 31.23 18.61 29.99 18.61
h-a4 H-A4 300 43.32 38.25 1.69%24.5 24.5 23.1 211 38.25 36.48 0.84%Swale (8:1)0.035 8.00 16.12 0.50 2.44 1.44 12.84 25.91 12.84 25.91 12.84 24.55 12.84
os1 OS1 82 144.74 143.00 2.12%11.9 11.9 11.2 1,987 143.00 22.31 6.07%Swale (8:1)0.035 8.00 16.12 0.50 6.58 5.04 21.49 16.90 16.90 16.90 16.90 16.24 16.24
os2 OS2 300 131.72 130.61 0.37%40.6 40.6 38.3 1,141 130.61 95.06 3.12%Swale (8:1)0.035 8.00 16.12 0.50 4.71 4.04 18.01 44.64 18.01 44.64 18.01 42.39 18.01
os3 OS3 231 135.43 126.77 3.75%16.5 16.5 15.6 395 126.77 5.00 30.83%Swale (8:1)0.035 8.00 16.12 0.50 14.82 0.44 13.48 16.91 13.48 16.91 13.48 16.00 13.48
os4 OS4 180 151.38 136.84 8.08%11.3 11.3 10.6 1,371 136.84 95.06 3.05%Swale (8:1)0.035 8.00 16.12 0.50 4.66 4.91 18.62 16.16 16.16 16.16 16.16 15.53 15.53
total Total 162 56.31 46.64 5.97%11.8 11.8 11.2 2301 46.64 30.99 0.68%Swale (4:1)0.035 4.00 8.25 0.48 2.17 17.70 23.68 29.51 23.68 29.51 23.68 28.85 23.68
May 18, 2022
Combined Basins
Design
Point Basin
Overland Flow Channelized Flow Time of Concentration
Offsite Basins
EXISTING TIME OF CONCENTRATION COMPUTATIONS
Overland Flow, Time of Concentration:
Calculations By:
Timber Lark Residential
F. Wegert
Maximum Tc:
Channelized Flow, Velocity:Channelized Flow, Time of Concentration:
(Equation 3.3-2 per Fort Collins
Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿
𝑅ൗ13
𝑉=1.49
𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual)
𝑅𝑐=𝐿
180 +10 (Equation 3.3-5 per Fort Collins Stormwater Manual)
𝑅𝑡=𝐿
𝑉∗60
(Equation 5-5 per Fort Collins Stormwater Manual)
Notes:
1)Add 4900 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
3) Assume a water depth of 6" and a typical curb and gutter per Larimer County
Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a
water depth of 1', fixed side slopes, and a triangular swale section for grass
Page 2 of 3
Tc2 Tc10 Tc100 C2 C10 C100
I2
(in/hr)
I10
(in/hr)
I100
(in/hr)
Q2
(cfs)
Q10
(cfs)
Q100
(cfs)
h-a1 H-A1 1.728 14.58 14.58 14.58 0.20 0.20 0.25 1.90 3.24 6.62 0.7 1.1 2.9
h-a2 H-A2 20.750 23.68 23.68 23.68 0.20 0.20 0.25 1.48 2.52 5.15 6.1 10.5 26.7
h-a3 H-A3 10.899 18.61 18.61 18.61 0.20 0.20 0.25 1.68 2.86 5.84 3.7 6.2 15.9
h-a4 H-A4 1.796 12.84 12.84 12.84 0.20 0.20 0.25 2.02 3.45 7.04 0.7 1.2 3.2
os1 OS1 17.659 16.90 16.90 16.24 0.20 0.20 0.25 1.78 3.04 6.30 6.3 10.7 27.8
os2 OS2 12.624 18.01 18.01 18.01 0.20 0.20 0.25 1.70 2.90 5.92 4.3 7.3 18.7
os3 OS3 2.633 13.48 13.48 13.48 0.20 0.20 0.25 1.98 3.39 6.92 1.0 1.8 4.6
os4 OS4 13.088 16.16 16.16 15.53 0.20 0.20 0.25 1.81 3.08 6.41 4.7 8.1 21.0
total Total 35.173 23.68 23.68 23.68 0.20 0.20 0.25 1.48 2.52 5.15 10.4 17.7 45.2
Combined Basins
EXISTING DIRECT RUNOFF COMPUTATIONS
Intensity Flow
Timber Lark Residential
F. Wegert
May 18, 2022
Project:
Calculations By:
Date:
Rational Equation: Q = CiA (Equation 6-1 per MHFD)
Offsite Basins
Design
Point Basin Area
(acres)
Runoff C
Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual
Tc (Min)
Page 3 of 3
Runoff Coefficient1
Percent
Impervious1 Project:
Location:
0.95 100%Calc. By:
0.95 90%Date:
0.85 90%
0.55 50%
0.20 2%
0.20 2%
Basin ID Basin Area
(sq.ft.)
Basin Area
(acres)
Asphalt, Concrete
(acres)Rooftop (acres)Residential: High
Density (acres)
Residential: Low
Density (acres)
Undeveloped:
Greenbelts,
Agriculture (acres)
Lawns, Clayey Soil,
Flat Slope < 2%
(acres)
Percent
Impervious
C2*Cf
Cf = 1.00
C5*Cf
Cf = 1.00
C10*Cf
Cf = 1.00
C100*Cf
Cf = 1.25
A1 99,598 2.29 0.05 0.07 0.00 0.00 0.00 2.16 7%0.24 0.24 0.24 0.30
A2a 51,022 1.17 0.52 0.00 0.00 0.53 0.00 0.12 68%0.69 0.69 0.69 0.87
A2b 37,108 0.85 0.00 0.00 0.00 0.85 0.00 0.00 50%0.55 0.55 0.55 0.69
A3a 62,798 1.44 0.58 0.00 0.00 0.73 0.00 0.13 66%0.68 0.68 0.68 0.85
A3b 29,409 0.68 0.00 0.00 0.00 0.68 0.00 0.00 50%0.55 0.55 0.55 0.69
A4a 15,784 0.36 0.20 0.06 0.00 0.00 0.00 0.10 70%0.73 0.73 0.73 0.92
A4b 75,585 1.74 0.56 0.00 0.00 1.08 0.00 0.10 63%0.66 0.66 0.66 0.82
A5 267,383 6.14 1.60 0.00 0.00 3.25 0.00 1.28 53%0.58 0.58 0.58 0.73
A6 265,322 6.09 1.29 0.00 0.00 4.14 0.00 0.65 55%0.60 0.60 0.60 0.75
A7 126,680 2.91 0.86 0.00 0.00 1.85 0.00 0.19 62%0.65 0.65 0.65 0.81
A8 19,518 0.45 0.26 0.00 0.00 0.13 0.00 0.06 72%0.73 0.73 0.73 0.92
A9 167,159 3.84 0.95 0.00 0.00 2.22 0.00 0.66 54%0.59 0.59 0.59 0.74
A10 42,378 0.97 0.32 0.39 0.00 0.00 0.00 0.27 69%0.74 0.74 0.74 0.93
A11 18,820 0.43 0.27 0.00 0.00 0.00 0.00 0.16 64%0.67 0.67 0.67 0.84
A12a 94,244 2.16 0.97 0.58 0.00 0.00 0.00 0.61 70%0.74 0.74 0.74 0.92
A12b 3,421 0.08 0.00 0.03 0.00 0.00 0.00 0.05 33%0.47 0.47 0.47 0.58
A12c 3,332 0.08 0.00 0.03 0.00 0.00 0.00 0.05 34%0.47 0.47 0.47 0.59
A12d 3,332 0.08 0.00 0.03 0.00 0.00 0.00 0.05 34%0.47 0.47 0.47 0.59
A13 47,254 1.08 0.17 0.08 0.00 0.00 0.00 0.83 24%0.37 0.37 0.37 0.47
A14 16,981 0.39 0.28 0.01 0.00 0.00 0.00 0.09 76%0.77 0.77 0.77 0.96
A15 84,877 1.95 0.48 0.00 0.00 1.06 0.00 0.42 52%0.57 0.57 0.57 0.72
DEVELOPED RUNOFF COEFFICIENT CALCULATIONS
Asphalt, Concrete
Rooftop
Residential: High Density
Residential: Low Density
Streets, Parking Lots, Roofs, Alleys, and Drives:
Character of Surface:Timber Lark Residential
Fort Collins
F. Wegert
May 18, 2022
Lawns and Landscaping:
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins
Stormwater Manual (FCSM).
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: C
Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2
1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM.
Runoff Coefficient1
Percent
Impervious1 Project:
Location:
0.95 100%Calc. By:
0.95 90%Date:
0.85 90%
0.55 50%
0.20 2%
0.20 2%
Basin ID Basin Area
(sq.ft.)
Basin Area
(acres)
Asphalt, Concrete
(acres)Rooftop (acres)Residential: High
Density (acres)
Residential: Low
Density (acres)
Undeveloped:
Greenbelts,
Agriculture (acres)
Lawns, Clayey Soil,
Flat Slope < 2%
(acres)
Percent
Impervious
C2*Cf
Cf = 1.00
C5*Cf
Cf = 1.00
C10*Cf
Cf = 1.00
C100*Cf
Cf = 1.25
DEVELOPED RUNOFF COEFFICIENT CALCULATIONS
Asphalt, Concrete
Rooftop
Residential: High Density
Residential: Low Density
Streets, Parking Lots, Roofs, Alleys, and Drives:
Character of Surface:Timber Lark Residential
Fort Collins
F. Wegert
May 18, 2022
Lawns and Landscaping:
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins
Stormwater Manual (FCSM).
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: C
Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2
1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM.
OS1 769,244 17.66 0.00 0.00 0.00 0.00 17.66 0.00 2%0.20 0.20 0.20 0.25
OS2 549,913 12.62 0.00 0.00 0.00 0.00 12.62 0.00 2%0.20 0.20 0.20 0.25
OS3 114,693 2.63 0.00 0.00 0.00 0.00 2.63 0.00 2%0.20 0.20 0.20 0.25
OS4 570,100 13.09 0.00 0.00 0.00 0.00 13.09 0.00 2%0.20 0.20 0.20 0.25
UC 1,026,399 23.56 6.07 0.00 0.00 14.40 0.00 3.09 57%0.61 0.61 0.61 0.76
CB-A13 159,197 3.65 0.93 0.18 0.00 1.06 0.00 1.49 45%0.53 0.53 0.53 0.66
WQ1 505,604 11.61 3.30 1.28 0.00 2.13 0.00 4.90 48%0.56 0.56 0.56 0.70
Total 1,532,003 35.17 1.51 0.17 0.00 1.19 0.00 32.30 8%0.25 0.25 0.25 0.31
Offsite Basins4
Combined Basins1,2,3
Notes:
1)Basin UC consist of all basins draining towards the underground chambers (Basins A2, A3, A5, A6, A7, A8, & A9).
2) Basin CB-A13 consists of Basins A12b, A12c, A12d, A13, A14, & A15.
3) Basin WQ1 consist of all basins draining into the detention pond that is not treated by a the underground chambers
(Basins A1, A4a, A4b, A10, A11, A12a, A12b, A12c, A12d, A13, A14, & A15).
4) Basins OS1, OS2, OS3 and OS4 is provided to facilitate the capacity calculations for the Paragon Estates Channel along
the south side of Trilby Road.
#######
Where:
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)
Ti
2-Yr
(min)
Ti
10-Yr
(min)
Ti
100-Yr
(min)
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)Surface n
Flow
Area3
(sq.ft.)
WP3 (ft)R (ft)V
(ft/s)
Tt
(min)
Max.
Tc
(min)
Comp.
Tc 2-Yr
(min)
Tc
2-Yr
(min)
Comp.
Tc 10-Yr
(min)
Tc
10-Yr
(min)
Comp.
Tc 100-
Yr
(min)
Tc
100-Yr
(min)
a1 A1 70 35.22 30.74 6.40%7.23 7.23 6.73 763 30.74 23.00 1.01%Valley Pan 0.02 6.00 10.25 0.59 7.00 1.82 14.63 9.05 9.05 9.05 9.05 8.54 8.54
a2a A2a 60 36.47 34.34 3.55%3.86 3.86 2.21 503 34.34 31.61 0.54%Gutter 0.02 3.61 19.18 0.19 2.40 3.49 13.13 7.34 7.34 7.34 7.34 5.70 5.70
a2b A2b 107 36.47 35.94 0.50%13.45 13.45 10.08 518 35.94 33.54 0.46%Swale (4:1)0.04 4.00 8.25 0.48 1.56 5.52 13.47 18.96 13.47 18.96 13.47 15.60 13.47
a3a A3a 120 43.44 41.04 2.00%6.85 6.85 4.09 606 41.04 33.74 1.20%Gutter 0.02 3.61 19.18 0.19 3.58 2.82 14.03 9.67 9.67 9.67 9.67 6.91 6.91
a3b A3b 74 43.47 41.84 2.20%6.80 6.80 5.10 426 41.84 36.91 1.16%Swale (4:1)0.04 4.00 8.25 0.48 2.47 2.87 12.78 9.67 9.67 9.67 9.67 7.97 7.97
a4a A4a 34 36.99 35.93 3.12%2.73 2.73 1.36 274 35.93 32.33 1.31%Gutter 0.02 3.61 19.18 0.19 3.74 1.22 11.71 3.95 5.00 3.95 5.00 2.58 5.00
a4b A4b 32 40.96 40.18 2.44%3.48 3.48 2.19 470 40.18 32.58 1.62%Gutter 0.02 3.61 19.18 0.19 4.15 1.89 12.79 5.37 5.37 5.37 5.37 4.07 5.00
a5 A5 65 46.46 46.09 0.57%9.43 9.43 6.79 922 46.09 31.58 1.57%Gutter 0.02 3.61 19.18 0.19 4.09 3.75 15.48 13.19 13.19 13.19 13.19 10.54 10.54
a6 A6 212 52.99 44.16 4.17%8.51 8.51 5.98 660 44.16 33.71 1.58%Gutter 0.02 3.61 19.18 0.19 4.11 2.68 14.84 11.19 11.19 11.19 11.19 8.66 8.66
a7 A7 108 51.69 50.03 1.54%7.65 7.65 4.93 722 50.03 37.52 1.73%Gutter 0.02 3.61 19.18 0.19 4.30 2.80 14.61 10.45 10.45 10.45 10.45 7.73 7.73
a8 A8 56 42.87 42.68 0.34%7.35 7.35 3.67 318 42.68 38.57 1.29%Gutter 0.02 3.61 19.18 0.19 3.71 1.43 12.08 8.78 8.78 8.78 8.78 5.10 5.10
a9 A9 120 49.89 47.12 2.31%7.92 7.92 5.64 700 47.12 38.60 1.22%Gutter 0.02 3.61 19.18 0.19 3.60 3.24 14.56 11.16 11.16 11.16 11.16 8.88 8.88
a10 A10 46 37.32 34.85 5.37%2.58 2.58 1.24 246 34.85 32.44 0.98%Gutter 0.02 3.61 19.18 0.19 3.23 1.27 11.62 3.85 5.00 3.85 5.00 2.51 5.00
a11 A11 34 36.99 35.93 3.12%3.18 3.18 1.93 428 35.93 33.40 0.59%Gutter 0.02 3.61 19.18 0.19 2.51 2.84 12.57 6.03 6.03 6.03 6.03 4.77 5.00
a12a A12a 18 41.65 41.14 2.83%2.02 2.02 0.99 719 41.14 33.40 1.08%Gutter 0.02 3.61 19.18 0.19 3.39 3.54 14.09 5.56 5.56 5.56 5.56 4.53 5.00
a12b A12b 23 38.70 36.34 10.26%2.62 2.62 2.14 54 36.34 35.26 2.00%Swale (4:1)0.04 4.00 8.25 0.48 3.72 0.24 10.43 2.86 5.00 2.86 5.00 2.38 5.00
a12c A12c 18 39.66 37.67 11.06%2.24 2.24 1.82 54 37.67 36.59 2.00%Swale (4:1)0.04 4.00 8.25 0.48 3.72 0.24 10.40 2.48 5.00 2.48 5.00 2.07 5.00
a12d A12d 22 39.18 39.03 0.68%6.27 6.27 5.10 56 39.03 37.91 2.00%Swale (4:1)0.04 4.00 8.25 0.48 3.72 0.25 10.43 6.53 6.53 6.53 6.53 5.35 5.35
a13 A13 78 37.74 36.31 1.83%9.80 9.80 8.54 505 36.31 31.23 1.01%Swale (4:1)0.04 4.00 8.25 0.48 2.64 3.19 13.24 12.99 12.99 12.99 12.99 11.73 11.73
a14 A14 24 41.73 41.40 1.37%2.74 2.74 1.16 327 41.40 36.13 1.61%Gutter 0.02 3.61 19.18 0.19 4.14 1.32 11.95 4.05 5.00 4.05 5.00 2.47 5.00
a15 A15 70 43.79 41.99 2.57%6.02 6.02 4.38 450 41.99 36.13 1.30%Gutter 0.02 3.61 19.18 0.19 3.72 2.01 12.89 8.03 8.03 8.03 8.03 6.39 6.39
Notes
S = Longitudinal Slope, feet/feet
R = Hydraulic Radius (feet)
n = Roughness Coefficient
V = Velocity (ft/sec)WP = Wetted Perimeter (ft)
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Location:
Maximum Tc:Overland Flow, Time of Concentration:
Channelized Flow, Velocity:Channelized Flow, Time of Concentration:
Timber Lark Residential
Fort Collins
F. Wegert
May 18, 2022
Project:
Calculations By:
Date:
Design
Point Basin ID
Overland Flow Channelized Flow Time of Concentration
(Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿
𝑅ൗ13
𝑉=1.49
𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual)
𝑅𝑐=𝐿
180 +10 (Equation 3.3-5 per Fort Collins
Stormwater Manual)
𝑅𝑡=𝐿
𝑉∗60
(Equation 5-5 per Fort Collins
1)Add 4900 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
3) Assume a water depth of 6" and a typical curb and gutter per
Larimer County Urban Street Standard Detail 701 for curb and gutter
channelized flow. Assume a water depth of 1', fixed side slopes, and a
triangular swale section for grass channelized flow. Assume a water
depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized
flow in a valley pan.
#######
Where:
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)
Ti
2-Yr
(min)
Ti
10-Yr
(min)
Ti
100-Yr
(min)
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)Surface n
Flow
Area3
(sq.ft.)
WP3 (ft)R (ft)V
(ft/s)
Tt
(min)
Max.
Tc
(min)
Comp.
Tc 2-Yr
(min)
Tc
2-Yr
(min)
Comp.
Tc 10-Yr
(min)
Tc
10-Yr
(min)
Comp.
Tc 100-
Yr
(min)
Tc
100-Yr
(min)
Notes
S = Longitudinal Slope, feet/feet
R = Hydraulic Radius (feet)
n = Roughness Coefficient
V = Velocity (ft/sec)WP = Wetted Perimeter (ft)
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Location:
Maximum Tc:Overland Flow, Time of Concentration:
Channelized Flow, Velocity:Channelized Flow, Time of Concentration:
Timber Lark Residential
Fort Collins
F. Wegert
May 18, 2022
Project:
Calculations By:
Date:
Design
Point Basin ID
Overland Flow Channelized Flow Time of Concentration
(Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿
𝑅ൗ13
𝑉=1.49
𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual)
𝑅𝑐=𝐿
180 +10 (Equation 3.3-5 per Fort Collins
Stormwater Manual)
𝑅𝑡=𝐿
𝑉∗60
(Equation 5-5 per Fort Collins
1)Add 4900 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
3) Assume a water depth of 6" and a typical curb and gutter per
Larimer County Urban Street Standard Detail 701 for curb and gutter
channelized flow. Assume a water depth of 1', fixed side slopes, and a
triangular swale section for grass channelized flow. Assume a water
depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized
flow in a valley pan.
os1 OS1 82 144.74 143.00 2.12%11.86 11.86 11.20 1,987 143.00 22.31 6.07%Swale (8:1)0.04 8.00 16.12 0.50 6.58 5.04 21.49 16.90 16.90 16.90 16.90 16.24 16.24
os2 OS2 300 131.72 130.61 0.37%40.60 40.60 38.35 1,141 130.61 95.06 3.12%Swale (8:1)0.04 8.00 16.12 0.50 4.71 4.04 18.01 44.64 18.01 44.64 18.01 42.39 18.01
os3 OS3 231 135.43 126.77 3.75%16.47 16.47 15.55 395 126.77 105.00 5.51%Swale (8:1)0.04 8.00 16.12 0.50 6.26 1.05 13.48 17.52 13.48 17.52 13.48 16.60 13.48
os4 OS4 180 151.38 136.84 8.08%11.25 11.25 10.63 1,371 136.84 95.06 3.05%Swale (8:1)0.04 8.00 16.12 0.50 4.66 4.91 18.62 16.16 16.16 16.16 16.16 15.53 15.53
uc UC 108 51.69 50.03 1.54%8.30 8.30 5.74 1,562 50.03 34.68 0.98%Gutter 0.02 3.61 19.18 0.19 3.24 8.05 19.28 16.35 16.35 16.35 16.35 13.79 13.79
cb-a13 CB-A13 70 43.79 41.99 2.57%6.53 6.53 5.02 1,100 41.99 34.78 0.66%Gutter 0.02 3.61 19.18 0.19 2.64 6.94 16.50 13.47 13.47 13.47 13.47 11.96 11.96
wq1 WQ1 18 41.65 41.14 2.83%3.03 3.03 2.24 1,579 41.14 32.86 0.52%Gutter 0.02 3.61 19.18 0.19 2.36 11.14 18.87 14.16 14.16 14.16 14.16 13.38 13.38
total Total 70 43.79 41.99 2.57%9.73 9.73 9.03 1,960 41.99 32.86 0.47%Valley Pan 0.02 6.00 10.25 0.59 4.74 6.89 21.28 16.62 16.62 16.62 16.62 15.91 15.91
Combined Basins
Offsite Basins
Tc2 Tc10 Tc100 C2 C10 C100 I2 I10 I100 QWQ Q2 Q10 Q100
a1 A1 2.29 9.1 9.1 8.5 0.2 0.2 0.3 2.3 3.9 8.2 0.6 1.3 2.2 5.7
a2a A2a 1.17 7.3 7.3 5.7 0.7 0.7 0.9 2.5 4.3 9.6 1.0 2.0 3.5 9.8
a2b A2b 0.85 13.5 13.5 13.5 0.6 0.6 0.7 2.0 3.4 6.9 0.5 0.9 1.6 4.1
a3a A3a 1.44 9.7 9.7 6.9 0.7 0.7 0.8 2.3 3.9 9.1 1.1 2.2 3.8 11.1
a3b A3b 0.68 9.7 9.7 8.0 0.6 0.6 0.7 2.3 3.9 8.6 0.4 0.8 1.4 4.0
a4a A4a 0.36 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 0.4 0.8 1.3 3.3
a4b A4b 1.74 5.4 5.4 5.0 0.7 0.7 0.8 2.9 4.9 10.0 1.6 3.3 5.6 14.2
a5 A5 6.14 13.2 13.2 10.5 0.6 0.6 0.7 2.0 3.4 7.6 3.5 7.1 12.1 33.8
a6 A6 6.09 11.2 11.2 8.7 0.6 0.6 0.7 2.1 3.6 8.2 3.9 7.7 13.2 37.3
a7 A7 2.91 10.5 10.5 7.7 0.6 0.6 0.8 2.2 3.8 8.6 2.1 4.1 7.1 20.2
a8 A8 0.45 8.8 8.8 5.1 0.7 0.7 0.9 2.4 4.0 10.0 0.4 0.8 1.3 4.1
a9 A9 3.84 11.2 11.2 8.9 0.6 0.6 0.7 2.1 3.6 8.2 2.4 4.8 8.2 23.2
a10 A10 0.97 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 1.0 2.1 3.5 9.0
a11 A11 0.43 6.0 6.0 5.0 0.7 0.7 0.8 2.7 4.6 10.0 0.4 0.8 1.3 3.6
a12a A12a 2.16 5.6 5.6 5.0 0.7 0.7 0.9 2.8 4.7 10.0 2.2 4.4 7.5 19.9
a12b A12b 0.08 5.0 5.0 5.0 0.5 0.5 0.6 2.9 4.9 10.0 0.1 0.1 0.2 0.5
a12c A12c 0.08 5.0 5.0 5.0 0.5 0.5 0.6 2.9 4.9 10.0 0.1 0.1 0.2 0.4
a12d A12d 0.08 6.5 6.5 5.4 0.5 0.5 0.6 2.6 4.4 10.0 0.0 0.1 0.2 0.4
a13 A13 1.08 13.0 13.0 11.7 0.4 0.4 0.5 2.0 3.4 7.3 0.4 0.8 1.4 3.7
a14 A14 0.39 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.4 0.9 1.5 3.7
a15 A15 1.95 8.0 8.0 6.4 0.6 0.6 0.7 2.4 4.1 9.3 1.3 2.7 4.6 13.0
os1 OS1 17.66 16.9 16.9 16.2 0.2 0.2 0.3 1.8 3.0 6.3 3.1 6.3 10.7 27.8
os2 OS2 12.62 18.0 18.0 18.0 0.2 0.2 0.3 1.7 2.9 5.9 2.1 4.3 7.3 18.7
os3 OS3 2.63 13.5 13.5 13.5 0.2 0.2 0.3 2.0 3.4 6.9 0.5 1.0 1.8 4.6
os4 OS4 13.09 16.2 16.2 15.5 0.2 0.2 0.3 1.8 3.1 6.4 2.4 4.7 8.1 21.0
uc UC 23.56 16.3 16.3 13.8 0.6 0.6 0.8 1.8 3.1 6.8 12.9 25.9 44.1 121.9
cb-a13 CB-A13 3.65 13.5 13.5 12.0 0.5 0.5 0.7 2.0 3.4 7.3 1.9 3.8 6.5 17.6
wq1 WQ1 11.61 14.2 14.2 13.4 0.6 0.6 0.7 1.9 3.3 6.9 6.2 12.5 21.4 56.2
total Total 35.17 16.6 16.6 15.9 0.2 0.2 0.3 1.8 3.0 6.4 7.8 15.5 26.4 69.8
Combined Basins
Offsite Basins
Date:
Fort Collins
Project:
Location:
Calc. By:
Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual
Rational Equation: Q = CiA (Equation 6-1 per MHFD)
DEVELOPED DIRECT RUNOFF COMPUTATIONS
Intensity
Timber Lark Residential
F. Wegert
May 18, 2022
Design
Point Basin Area
(acres)
Runoff CTc (Min)Flow (cfs)
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX B
HYDRAULIC COMPUTATIONS
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
INLET CALCULATIONS
Project #:
Project Name:
Project Loc.:
Design
Flowrate
Upstream
Flowrate
Total
Flowrate
Allowable
Flowrate Overflow Design
Flowrate
Upstream
Flowrate
Total
Flowrate
Allowable
Flowrate Overflow Design
Flowrate
Upstream
Flowrate
Total
Flowrate
Allowable
Flowrate Overflow
Inlet A2 Designed for Basin A4a 5' Type-R 0.80 cfs 0.00 cfs 0.80 cfs 5.40 cfs 0.00 cfs 1.30 cfs 0.00 cfs 1.30 cfs 5.40 cfs 0.00 cfs 3.30 cfs 1.64 cfs 4.94 cfs 10.70 cfs 0.00 cfs
Inlet A3-1 Designed for Basin A4b. Assumes 100-year storm
will overtop towards Inlet A2.10' Type-R 3.30 cfs 0.00 cfs 3.30 cfs 10.50 cfs 0.00 cfs 5.60 cfs 0.00 cfs 5.60 cfs 10.50 cfs 0.00 cfs 14.20 cfs 8.45 cfs 22.65 cfs 22.20 cfs 0.44 cfs
Inlet A4-1S Designed for Basin A2a. Assumes 50% of overtop
from Inlet A4-1N during 100-year storm. During 100-
year storm, will overtop into Inlet A2.
10' Type-R 2.00 cfs 0.00 cfs 2.00 cfs 5.80 cfs 0.00 cfs 3.50 cfs 0.00 cfs 3.50 cfs 5.80 cfs 0.00 cfs 9.80 cfs 14.20 cfs 24.00 cfs 22.80 cfs 1.19 cfs
Inlet A4-2S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 1.43 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 1.43 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 1.43 cfs 0.00 cfs
Inlet A4-3S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 2.15 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 2.15 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 2.15 cfs 0.00 cfs
Inlet A4-4S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 1.49 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 1.49 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 1.49 cfs 0.00 cfs
Inlet A4-5S Designed for 25% of Basin A2b.12" Drain Basin 0.23 cfs 0.00 cfs 0.23 cfs 1.45 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 1.45 cfs 0.00 cfs 1.03 cfs 0.00 cfs 1.03 cfs 1.45 cfs 0.00 cfs
Inlet A4-1N Designed for Basin A5. During 100-year storm, will
overtop towards Inlets A4-1S and A3-1.15' Type-R 7.10 cfs 0.00 cfs 7.10 cfs 13.50 cfs 0.00 cfs 12.10 cfs 0.00 cfs 12.10 cfs 13.50 cfs 0.00 cfs 33.80 cfs 16.09 cfs 49.89 cfs 33.00 cfs 16.89 cfs
Inlet A4-3N Desgined for Basin A8. Assumes 100-year overtops
into Inlet A4-1N.10' Type-R 0.80 cfs 0.00 cfs 0.80 cfs 6.20 cfs 0.00 cfs 1.30 cfs 0.00 cfs 1.30 cfs 6.20 cfs 0.00 cfs 4.10 cfs 4.74 cfs 8.84 cfs 6.20 cfs 2.64 cfs
Inlet A4-4N Designed for 70% of Basin A9. Assumes 100-year
overtops towards Inlet A4-3N.10' Type-R 3.36 cfs 0.00 cfs 3.36 cfs 5.80 cfs 0.00 cfs 5.74 cfs 0.00 cfs 5.74 cfs 5.80 cfs 0.00 cfs 16.24 cfs 0.00 cfs 16.24 cfs 11.50 cfs 4.74 cfs
Inlet A4-5N Designed for 15% of Basin A9 Area Inlet 0.72 cfs 0.00 cfs 0.72 cfs 7.15 cfs 0.00 cfs 1.23 cfs 0.00 cfs 1.23 cfs 7.15 cfs 0.00 cfs 3.48 cfs 0.00 cfs 3.48 cfs 7.15 cfs 0.00 cfs
Inlet A4-6N Designed for 15% of Basin A9 Area Inlet 0.72 cfs 0.00 cfs 0.72 cfs 10.31 cfs 0.00 cfs 1.23 cfs 0.00 cfs 1.23 cfs 10.31 cfs 0.00 cfs 3.48 cfs 0.00 cfs 3.48 cfs 10.31 cfs 0.00 cfs
Inlet A6-1N
Designed for Basin A6. During 100-year storm, will
overtop towards Inlets A6-1S and A4-1N. Inlet sized
for 10-year storm.
15' Type-R 7.70 cfs 0.00 cfs 7.70 cfs 13.50 cfs 0.00 cfs 13.20 cfs 0.00 cfs 13.20 cfs 17.40 cfs 0.00 cfs 37.30 cfs 7.00 cfs 44.30 cfs 17.40 cfs 26.90 cfs
Inlet A6-1S Designed for Basin A3a. Assumes 50% of overtop
from Inlet A6-1N during 100-year storm. During 100-
year storm, will overtop into Inlet A4-1S.
10' Type-R 2.20 cfs 0.00 cfs 2.20 cfs 5.80 cfs 0.00 cfs 3.80 cfs 0.00 cfs 3.80 cfs 5.80 cfs 0.00 cfs 11.10 cfs 13.45 cfs 24.55 cfs 18.80 cfs 5.75 cfs
Inlet A6-2S Designed for 33% of Basin A3b.15" Drain Basin 0.26 cfs 0.00 cfs 0.26 cfs 3.13 cfs 0.00 cfs 0.46 cfs 0.00 cfs 0.46 cfs 3.13 cfs 0.00 cfs 1.32 cfs 0.00 cfs 1.32 cfs 3.13 cfs 0.00 cfs
Inlet A6-3S Designed for 33% of Basin A3b.15" Drain Basin 0.26 cfs 0.00 cfs 0.26 cfs 1.90 cfs 0.00 cfs 0.46 cfs 0.00 cfs 0.46 cfs 1.90 cfs 0.00 cfs 1.32 cfs 0.00 cfs 1.32 cfs 1.90 cfs 0.00 cfs
Inlet A6-4S Designed for 34% of Basin A3b.15" Drain Basin 0.27 cfs 0.00 cfs 0.27 cfs 1.49 cfs 0.00 cfs 0.48 cfs 0.00 cfs 0.48 cfs 1.49 cfs 0.00 cfs 1.36 cfs 0.00 cfs 1.36 cfs 1.49 cfs 0.00 cfs
Inlet A7 Designed for Basin A7 15' Type-R 4.10 cfs 0.00 cfs 4.10 cfs 13.20 cfs 0.00 cfs 7.10 cfs 0.00 cfs 7.10 cfs 13.20 cfs 0.00 cfs 20.20 cfs 0.00 cfs 20.20 cfs 13.20 cfs 7.00 cfs
Inlet C2 Designed for Basin A11 5' Type-R 0.80 cfs 0.00 cfs 0.80 cfs 5.00 cfs 0.00 cfs 1.30 cfs 0.00 cfs 1.30 cfs 5.00 cfs 0.00 cfs 3.60 cfs 0.00 cfs 3.60 cfs 5.00 cfs 0.00 cfs
Inlet C3 Designed for Basin A12a 10' Type-R 4.40 cfs 0.00 cfs 4.40 cfs 9.70 cfs 0.00 cfs 7.50 cfs 0.00 cfs 7.50 cfs 9.70 cfs 0.00 cfs 19.90 cfs 0.00 cfs 19.90 cfs 22.20 cfs 0.00 cfs
Inlet D2 Designed for Basin A14 5' Type-R 0.90 cfs 0.00 cfs 0.90 cfs 3.70 cfs 0.00 cfs 1.50 cfs 0.00 cfs 1.50 cfs 3.70 cfs 0.00 cfs 3.70 cfs 1.24 cfs 4.94 cfs 10.70 cfs 0.00 cfs
Inlet D3 Designed for 60% of Basin A15. Assumes 100-year
will overtop into Inlet D2.5' Type-R 1.62 cfs 0.00 cfs 1.62 cfs 3.30 cfs 0.00 cfs 2.76 cfs 0.00 cfs 2.76 cfs 3.30 cfs 0.00 cfs 7.80 cfs 0.44 cfs 8.24 cfs 7.00 cfs 1.24 cfs
Inlet D4 Designed for 40% of Basin A15. Assumes 100-year
will overtop sidewalk into Inlet D3.Area Inlet 1.08 cfs 0.00 cfs 1.08 cfs 4.76 cfs 0.00 cfs 1.84 cfs 0.00 cfs 1.84 cfs 4.76 cfs 0.00 cfs 5.20 cfs 0.00 cfs 5.20 cfs 4.76 cfs 0.44 cfs
Inlet E2 Designed for Basin A10 10' Type-R 2.10 cfs 0.00 cfs 2.10 cfs 6.70 cfs 0.00 cfs 3.50 cfs 0.00 cfs 3.50 cfs 6.70 cfs 0.00 cfs 9.00 cfs 0.00 cfs 9.00 cfs 11.50 cfs 0.00 cfs
Inlet F2 Designed for Basin A12b 12" Drain Basin 0.10 cfs 0.00 cfs 0.10 cfs 1.59 cfs 0.00 cfs 0.20 cfs 0.00 cfs 0.20 cfs 1.59 cfs 0.00 cfs 0.50 cfs 0.00 cfs 0.50 cfs 1.59 cfs 0.00 cfs
Inlet F3 Designed for Basin A12c 12" Drain Basin 0.10 cfs 0.00 cfs 0.10 cfs 0.98 cfs 0.00 cfs 0.20 cfs 0.00 cfs 0.20 cfs 0.98 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 0.98 cfs 0.00 cfs
Inlet F4 Designed for Basin A12d 12" Drain Basin 0.10 cfs 0.00 cfs 0.10 cfs 0.42 cfs 0.00 cfs 0.20 cfs 0.00 cfs 0.20 cfs 0.42 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.40 cfs 0.42 cfs 0.00 cfs
Inlet F5 Designed for 3% of Basin A12a.12" Drain Basin 0.13 cfs 0.00 cfs 0.13 cfs 2.57 cfs 0.00 cfs 0.23 cfs 0.00 cfs 0.23 cfs 2.57 cfs 0.00 cfs 0.60 cfs 0.00 cfs 0.60 cfs 2.57 cfs 0.00 cfs
Outlet B2 Outlet for Detention Pond Pond Outlet
698-004
Timber Lark Residential
Fort Collins, Colorado
Basins / Design Notes
10-Year
INLET CAPACITIES SUMMARY
Pond Outlets
Design flow per detention pond outlet orifice calculation.
Inlet Type
Inlet and Area Drain Capacities
2-Year 100-Year
Project #:
Project Name:
Project Loc.:
698-004
Timber Lark Residential
Fort Collins, Colorado
INLET CAPACITIES SUMMARY
Notes:
1) Assumed a depth of 0.75 feet at the flowline (depth to top back of sidewalk) to calcualte allowable
flowrate for Inlet A4-1S & A4-1N. Inlet A4-1N will overtop the crown of Street B towards Inlet A4-1S during
the 100-Year Storm.
2) Inlet A4-8N will overtop the crown of Street A towards Inlet A4-7N during the 100-Year Storm. Allowable
flowrate for Inlet A4-7N is calculate from a weir equation for overtopping the road.
3) Inlet A6 will overtop the crown of Street B towards Inlet A6-1B during the 100-Year Storm. Allowable
flowrate for Inlet A6 is calculated from a weir equation for overtopping the road.
4) Assumed a depth of 0.65 feet at the flowline (depth to top back of sidewalk) to calculate allowable
flowrate for Inlet A6-1B during 100-Year Storm. Inlet A6-1B will overtop towards the east in the curb and
gutter.
5) Assumed a depth of 0.75 feet at the flowline (depth to top back of sidewalk) to calculate allowable
flowrate for Inlet C3 during 100-Year Storm.
6) Inlet D3 will overtop the crown of Street A towards Inlet D2 during the 100-Year Storm. Allowable flowrate
for Inlet D3 is calculated from a weir equation for overtopping the road.
7) Assumed a depth of 0.73 feet at the flowline (depth to top back of sidewalk) to calculate allowable
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A2
MHFD-Inlet_v5.01.xlsm, Inlet A2 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.58 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 4.9 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet A2 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A3-1
MHFD-Inlet_v5.01.xlsm, Inlet A3-1 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.58 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =10.5 22.2 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =3.3 22.7 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet A3-1 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =1.17 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 =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A4-1S
MHFD-Inlet_v5.01.xlsm, Inlet A4-1S 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.28 0.65 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.85
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 22.8 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.8 27.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet A4-1S 5/16/2022, 8:57 AM
Inlet Name:Inlet A4-2S Project:
10-Year Design Flow (cfs)0.40 Location:
100-Year Design Flow (cfs)1.03 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,933.54
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,933.54 0.00 0.00 0.00
0.10 4,933.64 0.15 0.67 0.15
0.13 4,933.67 0.22 0.76 0.22 2-Year Storm
0.20 4,933.74 0.42 0.94 0.42 10-Year Storm
0.30 4,933.84 0.77 1.16 0.77
0.37 4,933.91 1.06 1.28 1.06 100-Year Storm
0.40 4,933.94 1.19 1.33 1.19
0.46 4,934.00 1.47 1.43 1.43 South Property Line
0.50 4,934.04 1.67 1.49 1.49
0.60 4,934.14 2.19 1.63 1.63
0.80 4,934.34 3.37 1.89 1.89
0.90 4,934.44 4.02 2.00 2.00
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 12" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet A4-3S Project:
10-Year Design Flow (cfs)0.40 Location:
100-Year Design Flow (cfs)1.03 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,932.96
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,932.96 0.00 0.00 0.00
0.10 4,933.06 0.15 0.67 0.15
0.13 4,933.09 0.22 0.76 0.22 2-Year Storm
0.20 4,933.16 0.42 0.94 0.42 10-Year Storm
0.30 4,933.26 0.77 1.16 0.77
0.37 4,933.33 1.06 1.28 1.06 100-Year Storm
0.40 4,933.36 1.19 1.33 1.19
0.50 4,933.46 1.67 1.49 1.49
0.60 4,933.56 2.19 1.63 1.63
0.70 4,933.66 2.76 1.77 1.77
0.90 4,933.86 4.02 2.00 2.00
1.04 4,934.00 5.00 2.15 2.15 South Property Line
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
Depth vs. Flow
Nyloplast 12" Dome
698-004
Timber Lark Residential
F. Wegert
Reduction Factor:
0.00
1.00
2.00
3.00
4.00
5.00
6.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet A4-4S Project:
10-Year Design Flow (cfs)0.40 Location:
100-Year Design Flow (cfs)1.03 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,933.84
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,933.84 0.00 0.00 0.00
0.10 4,933.94 0.15 0.67 0.15
0.13 4,933.97 0.22 0.76 0.22 2-Year Storm
0.20 4,934.04 0.42 0.94 0.42 10-Year Storm
0.30 4,934.14 0.77 1.16 0.77
0.37 4,934.21 1.06 1.28 1.06 100-Year Storm
0.40 4,934.24 1.19 1.33 1.19
0.50 4,934.34 1.67 1.49 1.49 Overflow to the east
0.60 4,934.44 2.19 1.63 1.63
0.70 4,934.54 2.76 1.77 1.77
0.80 4,934.64 3.37 1.89 1.89
0.96 4,934.80 4.43 2.07 2.07 South Property Line
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 12" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
5.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet A4-5S Project:
10-Year Design Flow (cfs)0.40 Location:
100-Year Design Flow (cfs)1.03 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,934.53
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,934.53 0.00 0.00 0.00
0.10 4,934.63 0.15 0.67 0.15
0.13 4,934.66 0.22 0.76 0.22 2-Year Storm
0.20 4,934.73 0.42 0.94 0.42 10-Year Storm
0.30 4,934.83 0.77 1.16 0.77
0.37 4,934.90 1.06 1.28 1.06 100-Year Storm
0.40 4,934.93 1.19 1.33 1.19
0.47 4,935.00 1.52 1.45 1.45 Overflow to the east
0.50 4,935.03 1.67 1.49 1.49
0.60 4,935.13 2.19 1.63 1.63
0.70 4,935.23 2.76 1.77 1.77
0.87 4,935.40 3.82 1.97 1.97 South Property Line
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 12" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A4-1N
MHFD-Inlet_v5.01.xlsm, Inlet A4-1N 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =3 3
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.58 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.93
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =13.5 33.0 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =7.1 49.9 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet A4-1N 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =7.5 101.7 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A4-3N
MHFD-Inlet_v5.01.xlsm, Inlet A4-3N 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No =2 2
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q =0.8 6.2 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 2.6 cfs
Capture Percentage = Qa/Qo =C% =100 71 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
MHFD-Inlet_v5.01.xlsm, Inlet A4-3N 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =1.17 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 =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A4-4N
MHFD-Inlet_v5.01.xlsm, Inlet A4-4N 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.28 0.40 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.57
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 0.93
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 11.5 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =3.4 16.2 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet A4-4N 5/16/2022, 8:57 AM
Inlet Name:Inlet A4-5N Project:
10-Year Design Flow (cfs)1.23 Location:
100-Year Design Flow (cfs)3.48 Calc. By:
Type of Grate:2.67
Length of Grate (ft):1.98 4,938.41
Width of Grate (ft):1.35 0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,938.41 0.00 0.00 0.00
0.10 4,938.51 0.32 2.27 0.32
0.17 4,938.58 0.70 2.96 0.70 2-Year Storm
0.20 4,938.61 0.89 3.21 0.89
0.25 4,938.66 1.25 3.59 1.25 10-Year Storm
0.30 4,938.71 1.64 3.93 1.64
0.40 4,938.81 2.53 4.54 2.53
0.50 4,938.91 3.53 5.08 3.53 100-Year Storm
0.60 4,939.01 4.64 5.56 4.64
0.70 4,939.11 5.85 6.01 5.85
0.80 4,939.21 7.15 6.42 6.42
0.99 4,939.40 9.84 7.15 7.15 Top Back of Sidewalk
Depth vs. Flow
Fort Collins Area Inlet
698-004
Timber Lark Residential
F. Wegert
Reduction Factor:
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
0.00
2.00
4.00
6.00
8.00
10.00
12.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet A4-6N Project:
10-Year Design Flow (cfs)1.23 Location:
100-Year Design Flow (cfs)3.48 Calc. By:
Type of Grate:2.67
Length of Grate (ft):1.98 4,937.14
Width of Grate (ft):1.35 0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,937.14 0.00 0.00 0.00
0.10 4,937.24 0.32 2.27 0.32
0.17 4,937.31 0.70 2.96 0.70 2-Year Storm
0.20 4,937.34 0.89 3.21 0.89
0.25 4,937.39 1.25 3.59 1.25 10-Year Storm
0.30 4,937.44 1.64 3.93 1.64
0.40 4,937.54 2.53 4.54 2.53
0.50 4,937.64 3.53 5.08 3.53 100-Year Storm
0.75 4,937.89 6.49 6.22 6.49
1.00 4,938.14 9.99 7.18 7.18
1.50 4,938.64 18.35 8.80 8.80
2.06 4,939.20 29.54 10.31 10.31 Top Back of Sidewalk
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
Depth vs. Flow
Fabricated
698-004
Timber Lark Residential
F. Wegert
Reduction Factor:
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
0.00 0.50 1.00 1.50 2.00 2.50Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet 6-1N
MHFD-Inlet_v5.01.xlsm, Inlet 6-1N 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =3 3
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.6 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.38 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.62
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 0.82
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =13.5 17.4 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =7.7 44.3 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet 6-1N 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =1.17 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 =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A6-1S
MHFD-Inlet_v5.01.xlsm, Inlet A6-1S 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 7.6 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.28 0.54 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.42 0.72
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.83 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 18.8 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.2 24.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet A6-1S 5/16/2022, 8:57 AM
Inlet Name:Inlet A6-2S Project:
10-Year Design Flow (cfs)0.46 Location:
100-Year Design Flow (cfs)1.32 Calc. By:
Type of Grate:1.23
Diameter of Grate (ft):1.25 4,936.90
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,936.90 0.00 0.00 0.00
0.10 4,937.00 0.19 1.04 0.19
0.13 4,937.03 0.28 1.19 0.28 2-Year Storm
0.18 4,937.08 0.45 1.40 0.45 10-Year Storm
0.20 4,937.10 0.53 1.47 0.53
0.30 4,937.20 0.97 1.81 0.97
0.37 4,937.27 1.33 2.01 1.33 100-Year Storm
0.40 4,937.30 1.49 2.09 1.49
0.50 4,937.40 2.08 2.33 2.08
0.60 4,937.50 2.74 2.55 2.55
0.70 4,937.60 3.45 2.76 2.76
0.90 4,937.80 5.03 3.13 3.13 South Property Line
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 15" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
1.00
2.00
3.00
4.00
5.00
6.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross-
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet A6-3S Project:
10-Year Design Flow (cfs)0.46 Location:
100-Year Design Flow (cfs)1.32 Calc. By:
Type of Grate:1.23
Diameter of Grate (ft):1.25 4,938.53
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,938.53 0.00 0.00 0.00
0.10 4,938.63 0.19 1.04 0.19
0.13 4,938.66 0.28 1.19 0.28 2-Year Storm
0.18 4,938.71 0.45 1.40 0.45 10-Year Storm
0.20 4,938.73 0.53 1.47 0.53
0.30 4,938.83 0.97 1.81 0.97
0.37 4,938.90 1.33 2.01 1.33 100-Year Storm
0.40 4,938.93 1.49 2.09 1.49
0.47 4,939.00 1.90 2.26 1.90 Overflow to the east
0.60 4,939.13 2.74 2.55 2.55
0.80 4,939.33 4.21 2.95 2.95
1.07 4,939.60 6.52 3.41 3.41 South Property Line
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
Depth vs. Flow
Nyloplast 15" Dome
698-004
Timber Lark Residential
F. Wegert
Reduction Factor:
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross-
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet A6-4S Project:
10-Year Design Flow (cfs)0.48 Location:
100-Year Design Flow (cfs)1.36 Calc. By:
Type of Grate:1.23
Diameter of Grate (ft):1.25 4,939.80
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,939.80 0.00 0.00 0.00
0.10 4,939.90 0.19 1.04 0.19
0.13 4,939.93 0.28 1.19 0.28 2-Year Storm
0.19 4,939.99 0.49 1.44 0.49 10-Year Storm
0.20 4,940.00 0.53 1.47 0.53
0.30 4,940.10 0.97 1.81 0.97
0.37 4,940.17 1.33 2.01 1.33 100-Year Storm
0.40 4,940.20 1.49 2.09 1.49 Overflow to the east
0.50 4,940.30 2.08 2.33 2.08
0.60 4,940.40 2.74 2.55 2.55
0.80 4,940.60 4.21 2.95 2.95 South Property Line
0.90 4,940.70 5.03 3.13 3.13
Input Parameters
Nyloplast 15" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
0.00
1.00
2.00
3.00
4.00
5.00
6.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross-
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.016 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =13.5 181.4 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet A7
MHFD-Inlet_v5.01.xlsm, Inlet A7 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No =3 3
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q =4.1 13.2 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 7.0 cfs
Capture Percentage = Qa/Qo =C% =100 65 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
MHFD-Inlet_v5.01.xlsm, Inlet A7 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 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 =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet C2
MHFD-Inlet_v5.01.xlsm, Inlet C2 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 5.8 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.75 0.75
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.0 5.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 3.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet C2 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 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 =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet C3
MHFD-Inlet_v5.01.xlsm, Inlet C3 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.32 0.58 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.55 0.85
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.92 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =9.7 22.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =4.4 19.9 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet C3 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet D2
MHFD-Inlet_v5.01.xlsm, Inlet D2 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.26 0.58 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 4.9 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet D2 5/16/2022, 8:57 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =14.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =1.17 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 =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet D3
MHFD-Inlet_v5.01.xlsm, Inlet D3 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =4.5 6.6 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.28 0.45 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.85
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.3 7.0 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =1.6 8.2 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet D3 5/16/2022, 8:57 AM
Inlet Name:Inlet D4 Project:
10-Year Design Flow (cfs)1.84 Location:
100-Year Design Flow (cfs)5.20 Calc. By:
Type of Grate:2.67
Length of Grate (ft):1.98 4,936.15
Width of Grate (ft):1.35 0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,936.15 0.00 0.00 0.00
0.20 4,936.35 0.89 3.21 0.89
0.23 4,936.38 1.10 3.44 1.10 2-Year Storm
0.33 4,936.48 1.89 4.13 1.89 10-Year Storm
0.40 4,936.55 2.53 4.54 2.53
0.61 4,936.76 4.76 5.61 4.76 Top Back of Sidewalk
0.65 4,936.80 5.24 5.79 5.24 100-Year Storm
0.80 4,936.95 7.15 6.42 6.42
1.00 4,937.15 9.99 7.18 7.18
1.25 4,937.40 13.96 8.03 8.03
1.50 4,937.65 18.35 8.80 8.80
1.75 4,937.90 23.13 9.50 9.50
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
Depth vs. Flow
Fort Collins Area Inlet
698-004
Timber Lark Residential
F. Wegert
Reduction Factor:
0.00
5.00
10.00
15.00
20.00
25.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =5.0 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 =0.012
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =18.6 ft
Gutter Width W =1.17 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 =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.6 18.6 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 6.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Timberlark
Inlet E2
MHFD-Inlet_v5.01.xlsm, Inlet E2 5/16/2022, 8:57 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =4.8 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.30 0.40 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.45 0.57
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.85 0.93
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.7 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.1 9.0 cfs
Warning 5: The width of unit is greater than the gutter width.
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
MHFD-Inlet_v5.01.xlsm, Inlet E2 5/16/2022, 8:57 AM
Inlet Name:Inlet F2 Project:
10-Year Design Flow (cfs)0.20 Location:
100-Year Design Flow (cfs)0.50 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,934.43
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,934.43 0.00 0.00 0.00
0.08 4,934.51 0.11 0.60 0.11 2-Year Storm
0.10 4,934.53 0.15 0.67 0.15
0.13 4,934.56 0.22 0.76 0.22 10-Year Storm
0.20 4,934.63 0.42 0.94 0.42
0.23 4,934.66 0.52 1.01 0.52 100-Year Storm
0.30 4,934.73 0.77 1.16 0.77
0.39 4,934.82 1.15 1.32 1.15
0.50 4,934.93 1.67 1.49 1.49
0.57 4,935.00 2.03 1.59 1.59 Top back of walk
0.60 4,935.03 2.19 1.63 1.63
0.70 4,935.13 2.76 1.77 1.77
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 12" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet F3 Project:
10-Year Design Flow (cfs)0.20 Location:
100-Year Design Flow (cfs)0.40 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,936.65
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,936.65 0.00 0.00 0.00
0.08 4,936.73 0.11 0.60 0.11 2-Year Storm
0.10 4,936.75 0.15 0.67 0.15
0.13 4,936.78 0.22 0.76 0.22 10-Year Storm
0.20 4,936.85 0.42 0.94 0.42 100-Year Storm
0.23 4,936.88 0.52 1.01 0.52
0.30 4,936.95 0.77 1.16 0.77
0.35 4,937.00 0.98 1.25 0.98 Edge of driveway
0.46 4,937.11 1.47 1.43 1.43
0.53 4,937.18 1.82 1.54 1.54
0.56 4,937.21 1.97 1.58 1.58
0.66 4,937.31 2.53 1.71 1.71
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 12" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet F4 Project:
10-Year Design Flow (cfs)0.20 Location:
100-Year Design Flow (cfs)0.40 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,937.84
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,937.84 0.00 0.00 0.00
0.08 4,937.92 0.11 0.60 0.11 2-Year Storm
0.10 4,937.94 0.15 0.67 0.15
0.13 4,937.97 0.22 0.76 0.22 10-Year Storm
0.20 4,938.04 0.42 0.94 0.42 100-Year Storm
0.23 4,938.07 0.52 1.01 0.52
0.30 4,938.14 0.77 1.16 0.77
0.39 4,938.23 1.15 1.32 1.15
0.50 4,938.34 1.67 1.49 1.49
0.57 4,938.41 2.03 1.59 1.59
0.60 4,938.44 2.19 1.63 1.63
0.70 4,938.54 2.76 1.77 1.77
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 12" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
0.50
1.00
1.50
2.00
2.50
3.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet F5 Project:
10-Year Design Flow (cfs)0.23 Location:
100-Year Design Flow (cfs)0.60 Calc. By:
Type of Grate:0.79
Diameter of Grate (ft):1.00 4,936.72
0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,936.72 0.00 0.00 0.00
0.09 4,936.81 0.13 0.63 0.13 2-Year Storm
0.10 4,936.82 0.15 0.67 0.15
0.14 4,936.86 0.25 0.79 0.25 10-Year Storm
0.20 4,936.92 0.42 0.94 0.42
0.26 4,936.98 0.62 1.08 0.62 100-Year Storm
0.30 4,937.02 0.77 1.16 0.77
0.50 4,937.22 1.67 1.49 1.49
0.75 4,937.47 3.06 1.83 1.83
1.00 4,937.72 4.71 2.11 2.11
1.25 4,937.97 6.59 2.36 2.36
1.48 4,938.20 8.48 2.57 2.57 Edge of driveway
Depth vs. Flow
AREA INLET PERFORMANCE CURVE
698-004
Timber Lark Residential
F. Wegert
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Nyloplast 12" Dome Open Area of Grate (ft2):
Rim Elevation (ft):
Reduction Factor:
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60Discharge (cfs)Stage (ft)
Stage -Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = π * Dia. of grate
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following
equation:
* where A equals the open area of teh inlet grate
* where H corresponds to the depth of water above the centroid of the cross -
sectional area (A).
𝑃=3.0𝑃𝐻1.5
𝑃=0.67𝐴(2𝑔𝐻)0.5
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
STORM SEWER CALCULATIONS (WATER QUALITY FLOW RATE)
Project Description
698-004_Storm_WQ-Year.SPF
Project Options
CFS
Elevation
Rational
User-Defined
Hydrodynamic
YES
NO
Analysis Options
00:00:00 0:00:00
00:00:00 0:00:00
00:00:00 0:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Number of Elements
Qty
0
0
43
37
6
0
0
0
37
0
37
0
0
0
0
0
0
Rainfall Details
2 year(s)
Antecedent Dry Days .................................................................
File Name ..................................................................................
Flow Units .................................................................................
Elevation Type ...........................................................................
Hydrology Method .....................................................................
Time of Concentration (TOC) Method ........................................
Link Routing Method .................................................................
Enable Overflow Ponding at Nodes ............................................
Skip Steady State Analysis Time Periods .....................................
Start Analysis On ........................................................................
End Analysis On .........................................................................
Start Reporting On .....................................................................
Storage Nodes ...................................................................
Runoff (Dry Weather) Time Step ................................................
Runoff (Wet Weather) Time Step ...............................................
Reporting Time Step ..................................................................
Routing Time Step .....................................................................
Rain Gages .................................................................................
Subbasins...................................................................................
Nodes.........................................................................................
Junctions ...........................................................................
Outfalls ..............................................................................
Flow Diversions ..................................................................
Inlets .................................................................................
Outlets ...............................................................................
Pollutants ..................................................................................
Land Uses ..................................................................................
Return Period.............................................................................
Links...........................................................................................
Channels ............................................................................
Pipes ..................................................................................
Pumps ...............................................................................
Orifices ..............................................................................
Weirs .................................................................................
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)
1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 2.80 4930.56 0.00 4.27 0 00:00 0.00 0.00
2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 1.90 4930.08 0.00 2.59 0 00:00 0.00 0.00
3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 17.40 4926.22 0.00 7.17 0 00:00 0.00 0.00
4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 1.65 4928.70 0.00 4.78 0 00:00 0.00 0.00
5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 6.35 4930.52 0.00 3.17 0 00:00 0.00 0.00
6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 1.60 4929.97 0.00 3.76 0 00:00 0.00 0.00
7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 0.60 4930.33 0.00 3.14 0 00:00 0.00 0.00
8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 2.80 4930.92 0.00 6.31 0 00:00 0.00 0.00
9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 0.48 4930.60 0.00 2.30 0 00:00 0.00 0.00
10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 2.40 4931.03 0.00 6.23 0 00:00 0.00 0.00
11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 0.36 4931.09 0.00 2.57 0 00:00 0.00 0.00
12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 0.72 4931.16 0.00 7.25 0 00:00 0.00 0.00
13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 0.24 4931.59 0.00 2.38 0 00:00 0.00 0.00
14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 0.36 4931.68 0.00 5.47 0 00:00 0.00 0.00
15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 0.12 4932.09 0.00 2.29 0 00:00 0.00 0.00
16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 3.85 4933.91 0.00 4.14 0 00:00 0.00 0.00
17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 1.50 4933.82 0.00 4.27 0 00:00 0.00 0.00
18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 0.40 4934.29 0.00 2.63 0 00:00 0.00 0.00
19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 0.27 4935.35 0.00 3.14 0 00:00 0.00 0.00
20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 0.14 4936.38 0.00 2.29 0 00:00 0.00 0.00
21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 2.05 4934.94 0.00 4.65 0 00:00 0.00 0.00
22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 4.51 4929.21 0.00 4.19 0 00:00 0.00 0.00
23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 4.45 4929.45 0.00 3.95 0 00:00 0.00 0.00
24 Inlet_D2 Junction 4931.67 4936.07 4931.67 4936.07 0.00 1.80 4932.23 0.00 3.84 0 00:00 0.00 0.00
25 Inlet_D3 Junction 4931.82 4936.10 4931.82 4936.10 0.00 1.35 4932.34 0.00 3.77 0 00:00 0.00 0.00
26 Inlet_D4 Junction 4932.72 4936.15 4932.72 4936.15 0.00 0.54 4933.06 0.00 3.09 0 00:00 0.00 0.00
27 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 1.05 4927.70 0.00 5.57 0 00:00 0.00 0.00
28 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 0.22 4930.62 0.00 5.79 0 00:00 0.00 0.00
29 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 0.17 4932.14 0.00 4.52 0 00:00 0.00 0.00
30 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 0.12 4933.58 0.00 4.26 0 00:00 0.00 0.00
31 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.07 4934.98 0.00 1.74 0 00:00 0.00 0.00
32 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 5.09 4926.93 2.13 0.00 0 00:00 0.00 0.00
33 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 17.00 4927.63 0.00 6.08 0 00:00 0.00 0.00
34 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 15.35 4929.72 0.00 4.21 0 00:00 0.00 0.00
35 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 7.40 4931.40 0.00 6.05 0 00:00 0.00 0.00
36 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 7.40 4932.87 0.00 5.41 0 00:00 0.00 0.00
37 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 3.57 4934.22 0.00 5.61 0 00:00 0.00 0.00
38 FES_A1 Outfall 4922.60 17.40 4923.34
39 FES_C2 Outfall 4928.19 4.51 4928.85
40 FES_D1 Outfall 4931.50 1.80 4931.96
41 FES_E1 Outfall 4924.90 1.07 4925.14
42 FES_F1 Outfall 4930.21 0.22 4930.41
43 STMH_B1 Outfall 4922.40 5.26 4923.90
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)
1 Pipe_A1 Pipe Inlet_A2 FES_A1 63.55 4925.33 4922.60 4.2900 42.000 0.0150 17.40 180.55 0.10 10.27 0.81 0.23 0.00 Calculated
2 Pipe_A2 Pipe STMH_A3 Inlet_A2 33.03 4926.64 4925.33 3.9800 42.000 0.0150 17.00 174.05 0.10 8.16 0.94 0.27 0.00 Calculated
3 Pipe_A3 Pipe STMH_A4 STMH_A3 233.86 4928.31 4927.14 0.5000 36.000 0.0150 15.35 40.87 0.38 5.09 1.33 0.44 0.00 Calculated
4 Pipe_A3-1 Pipe Inlet_A3-1 STMH_A3 5.00 4928.24 4928.14 2.0000 24.000 0.0150 1.65 27.73 0.06 3.79 0.39 0.20 0.00 Calculated
5 Pipe_A4 Pipe STMH_A5 STMH_A4 374.43 4930.57 4928.31 0.6000 36.000 0.0150 7.40 44.88 0.16 3.72 1.11 0.37 0.00 Calculated
6 Pipe_A4-1N Pipe Inlet_A4-1N STMH_A4 4.99 4929.34 4929.31 0.5000 24.000 0.0150 6.35 13.86 0.46 3.87 1.03 0.52 0.00 Calculated
7 Pipe_A4-1S Pipe Inlet_A4-1S STMH_A4 25.01 4929.44 4929.31 0.5000 24.000 0.0150 1.60 13.86 0.12 2.74 0.48 0.24 0.00 Calculated
8 Pipe_A4-2N Pipe Basin_A4-2N Inlet_A4-1N 28.89 4929.40 4929.34 0.2000 24.000 0.0150 2.80 8.77 0.32 2.51 1.17 0.59 0.00 Calculated
9 Pipe_A4-2S Pipe Inlet_A4-2S Inlet_A4-1S 111.30 4930.00 4929.44 0.5000 15.000 0.0150 0.60 3.96 0.15 1.62 0.43 0.34 0.00 Calculated
10 Pipe_A4-3N Pipe Inlet_A4-3N Basin_A4-2N 371.75 4930.14 4929.40 0.2000 24.000 0.0150 2.80 8.77 0.32 1.95 0.97 0.49 0.00 Calculated
11 Pipe_A4-3S Pipe Inlet_A4-3S Inlet_A4-2S 57.75 4930.29 4930.00 0.5000 15.000 0.0150 0.48 3.96 0.12 1.94 0.32 0.26 0.00 Calculated
12 Pipe_A4-4N Pipe Inlet_A4-4N Inlet_A4-3N 27.98 4930.28 4930.14 0.5000 24.000 0.0150 2.40 13.86 0.17 3.99 0.76 0.38 0.00 Calculated
13 Pipe_A4-4S Pipe Inlet_A4-4S Inlet_A4-3S 110.00 4930.84 4930.29 0.5000 15.000 0.0150 0.36 3.96 0.09 1.74 0.28 0.23 0.00 Calculated
14 Pipe_A4-5N Pipe Inlet_A4-5N Inlet_A4-4N 108.00 4930.82 4930.28 0.5000 18.000 0.0150 0.72 6.44 0.11 1.30 0.54 0.36 0.00 Calculated
15 Pipe_A4-5S Pipe Inlet_A4-5S Inlet_A4-4S 110.00 4931.39 4930.84 0.5000 15.000 0.0150 0.24 3.96 0.06 1.61 0.23 0.19 0.00 Calculated
16 Pipe_A4-6N Pipe Inlet_A4-6N Inlet_A4-5N 122.89 4931.43 4930.82 0.5000 18.000 0.0150 0.36 6.44 0.06 1.81 0.29 0.19 0.00 Calculated
17 Pipe_A4-6S Pipe Inlet_A4-6S Inlet_A4-5S 110.00 4931.94 4931.39 0.5000 15.000 0.0150 0.12 3.96 0.03 1.28 0.18 0.14 0.00 Calculated
18 Pipe_A5 Pipe STMH_A6 STMH_A5 275.21 4931.96 4930.57 0.5000 36.000 0.0150 7.40 41.01 0.18 5.17 0.87 0.29 0.00 Calculated
19 Pipe_A6 Pipe STMH_A7 STMH_A6 262.46 4933.79 4931.96 0.7000 36.000 0.0150 2.05 48.36 0.04 2.11 0.67 0.22 0.00 Calculated
20 Pipe_A6-1N Pipe Inlet_A6-1N STMH_A6 5.00 4933.06 4932.96 2.0000 24.000 0.0120 3.85 34.66 0.11 4.33 0.65 0.33 0.00 Calculated
21 Pipe_A6-1S Pipe Inlet_A6-1S STMH_A6 25.00 4933.46 4932.96 2.0000 24.000 0.0150 1.50 27.73 0.05 4.21 0.34 0.17 0.00 Calculated
22 Pipe_A6-2S Pipe Inlet_A6-2S Inlet_A6-1S 111.38 4934.02 4933.46 0.5000 15.000 0.0150 0.40 3.96 0.10 1.64 0.32 0.25 0.00 Calculated
23 Pipe_A6-3S Pipe Inlet_A6-3S Inlet_A6-2S 170.25 4935.14 4934.02 0.6600 15.000 0.0150 0.27 4.55 0.06 1.72 0.24 0.19 0.00 Calculated
24 Pipe_A6-4S Pipe Inlet_A6-4S Inlet_A6-3S 165.00 4936.23 4935.14 0.6600 15.000 0.0150 0.14 4.54 0.03 1.57 0.18 0.14 0.00 Calculated
25 Pipe_A7 Pipe Inlet_A8 STMH_A7 5.00 4933.82 4933.79 0.4200 24.000 0.0150 3.57 12.77 0.28 5.74 0.50 0.30 0.00 Calculated
26 Pipe_B1 Pipe Outlet_B2 STMH_B1 66.00 4922.55 4922.40 0.2300 18.000 0.0150 5.26 4.34 1.21 2.98 1.50 1.00 1439.00 SURCHARGED
27 Pipe_C1 Pipe Inlet_C2 FES_C2 47.96 4928.43 4928.19 0.5000 36.000 0.0150 4.51 40.87 0.11 3.46 0.72 0.24 0.00 Calculated
28 Pipe_C2 Pipe Inlet_C3 Inlet_C2 36.00 4928.61 4928.43 0.5000 30.000 0.0150 4.11 25.14 0.16 3.95 0.81 0.32 0.00 Calculated
29 Pipe_C3 Pipe FES_C4 Inlet_C3 36.03 4929.73 4928.61 3.1000 30.000 0.0150 2.25 62.56 0.04 3.21 0.57 0.23 0.00 Calculated
30 Pipe_D1 Pipe Inlet_D2 FES_D1 34.53 4931.67 4931.50 0.5000 24.000 0.0150 1.80 13.86 0.13 2.86 0.51 0.25 0.00 Calculated
31 Pipe_D2 Pipe Inlet_D3 Inlet_D2 30.00 4931.82 4931.67 0.5000 24.000 0.0150 1.35 13.86 0.10 2.27 0.53 0.27 0.00 Calculated
32 Pipe_D3 Pipe Inlet_D4 Inlet_D3 28.51 4932.72 4932.57 0.5000 15.000 0.0150 0.54 3.96 0.14 2.22 0.32 0.25 0.00 Calculated
33 Pipe_E1 Pipe Inlet_E2 FES_E1 42.43 4927.45 4924.90 6.0000 15.000 0.0150 1.07 13.71 0.08 6.30 0.24 0.20 0.00 Calculated
34 Pipe_F1 Pipe Inlet_F2 FES_F1 39.42 4930.41 4930.21 0.5000 15.000 0.0150 0.22 3.96 0.06 1.65 0.21 0.17 0.00 Calculated
35 Pipe_F2 Pipe Inlet_F3 Inlet_F2 113.00 4932.00 4930.41 1.4100 15.000 0.0150 0.17 6.64 0.03 1.70 0.18 0.14 0.00 Calculated
36 Pipe_F3 Pipe Inlet_F4 Inlet_F3 98.25 4933.47 4932.00 1.4900 15.000 0.0150 0.12 6.84 0.02 1.94 0.13 0.10 0.00 Calculated
37 Pipe_F4 Pipe Inlet_F5 Inlet_F4 109.00 4934.89 4933.47 1.3100 15.000 0.0150 0.07 6.40 0.01 1.66 0.10 0.08 0.00 Calculated
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)
1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 0.00
2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 0.00
3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 0.00
4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 0.00
5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 0.00
6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 0.00
7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 0.00
8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 0.00
9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 0.00
10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 0.00
11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 0.00
12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 0.00
13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 0.00
14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 0.00
15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 0.00
16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 0.00
17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 0.00
18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 0.00
19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 0.00
20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 0.00
21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 0.00
22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 0.00
23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 0.00
24 Inlet_D2 4931.67 4936.07 4.40 4931.67 0.00 4936.07 0.00 0.00 0.00
25 Inlet_D3 4931.82 4936.10 4.28 4931.82 0.00 4936.10 0.00 0.00 0.00
26 Inlet_D4 4932.72 4936.15 3.44 4932.72 0.00 4936.15 0.00 0.00 0.00
27 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 0.00
28 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 0.00
29 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 0.00
30 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 0.00
31 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 0.00
32 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 0.00
33 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 0.00
34 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 0.00
35 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 0.00
36 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 0.00
37 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 Basin_A4-2N 2.80 0.00 4930.56 1.16 0.00 4.27 4930.56 1.16 0 08:06 0 00:00 0.00 0.00
2 FES_C4 1.90 1.90 4930.08 0.35 0.00 2.59 4930.03 0.30 0 00:00 0 00:00 0.00 0.00
3 Inlet_A2 17.40 0.40 4926.22 0.89 0.00 7.17 4926.22 0.89 0 07:15 0 00:00 0.00 0.00
4 Inlet_A3-1 1.65 1.65 4928.70 0.46 0.00 4.78 4928.70 0.46 0 00:00 0 00:00 0.00 0.00
5 Inlet_A4-1N 6.35 3.55 4930.52 1.18 0.00 3.17 4930.52 1.18 0 01:56 0 00:00 0.00 0.00
6 Inlet_A4-1S 1.60 1.00 4929.97 0.53 0.00 3.76 4929.97 0.53 0 02:30 0 00:00 0.00 0.00
7 Inlet_A4-2S 0.60 0.12 4930.33 0.33 0.00 3.14 4930.32 0.32 0 10:25 0 00:00 0.00 0.00
8 Inlet_A4-3N 2.80 0.40 4930.92 0.78 0.00 6.31 4930.92 0.78 0 02:51 0 00:00 0.00 0.00
9 Inlet_A4-3S 0.48 0.12 4930.60 0.31 0.00 2.30 4930.59 0.30 0 08:50 0 00:00 0.00 0.00
10 Inlet_A4-4N 2.40 1.68 4931.03 0.75 0.00 6.23 4931.03 0.75 0 05:37 0 00:00 0.00 0.00
11 Inlet_A4-4S 0.36 0.12 4931.09 0.25 0.00 2.57 4931.09 0.25 0 00:49 0 00:00 0.00 0.00
12 Inlet_A4-5N 0.72 0.36 4931.16 0.34 0.00 7.25 4931.16 0.34 0 00:17 0 00:00 0.00 0.00
13 Inlet_A4-5S 0.24 0.12 4931.59 0.20 0.00 2.38 4931.59 0.20 0 00:23 0 00:00 0.00 0.00
14 Inlet_A4-6N 0.36 0.36 4931.68 0.25 0.00 5.47 4931.68 0.25 0 00:01 0 00:00 0.00 0.00
15 Inlet_A4-6S 0.12 0.12 4932.09 0.15 0.00 2.29 4932.09 0.15 0 00:19 0 00:00 0.00 0.00
16 Inlet_A6-1N 3.85 3.85 4933.91 0.85 0.00 4.14 4933.91 0.85 0 00:01 0 00:00 0.00 0.00
17 Inlet_A6-1S 1.50 1.10 4933.82 0.36 0.00 4.27 4933.82 0.36 0 01:08 0 00:00 0.00 0.00
18 Inlet_A6-2S 0.40 0.13 4934.29 0.27 0.00 2.63 4934.28 0.26 0 00:35 0 00:00 0.00 0.00
19 Inlet_A6-3S 0.27 0.13 4935.35 0.21 0.00 3.14 4935.35 0.21 0 00:28 0 00:00 0.00 0.00
20 Inlet_A6-4S 0.14 0.14 4936.38 0.15 0.00 2.29 4936.38 0.15 0 00:18 0 00:00 0.00 0.00
21 Inlet_A8 2.05 2.05 4934.94 1.13 0.00 4.65 4934.39 0.58 0 00:00 0 00:00 0.00 0.00
22 Inlet_C2 4.51 0.40 4929.21 0.78 0.00 4.19 4929.21 0.78 0 00:01 0 00:00 0.00 0.00
23 Inlet_C3 4.45 2.20 4929.45 0.84 0.00 3.95 4929.45 0.84 0 00:01 0 00:00 0.00 0.00
24 Inlet_D2 1.80 0.45 4932.23 0.56 0.00 3.84 4932.23 0.56 0 00:02 0 00:00 0.00 0.00
25 Inlet_D3 1.35 0.81 4932.34 0.52 0.00 3.77 4932.34 0.52 0 00:02 0 00:00 0.00 0.00
26 Inlet_D4 0.54 0.54 4933.06 0.34 0.00 3.09 4933.06 0.34 0 00:01 0 00:00 0.00 0.00
27 Inlet_E2 1.05 1.05 4927.70 0.25 0.00 5.57 4927.70 0.25 0 00:00 0 00:00 0.00 0.00
28 Inlet_F2 0.22 0.05 4930.62 0.21 0.00 5.79 4930.62 0.21 0 04:15 0 00:00 0.00 0.00
29 Inlet_F3 0.17 0.05 4932.14 0.14 0.00 4.52 4932.14 0.14 0 00:36 0 00:00 0.00 0.00
30 Inlet_F4 0.12 0.05 4933.58 0.11 0.00 4.26 4933.58 0.11 0 00:26 0 00:00 0.00 0.00
31 Inlet_F5 0.07 0.07 4934.98 0.09 0.00 1.74 4934.98 0.09 0 00:13 0 00:00 0.00 0.00
32 Outlet_B2 5.09 5.09 4926.93 4.38 2.13 0.00 4924.23 1.68 0 00:00 0 00:00 0.00 0.00
33 STMH_A3 17.00 0.00 4927.63 0.99 0.00 6.08 4927.63 0.99 0 08:23 0 00:00 0.00 0.00
34 STMH_A4 15.35 0.00 4929.72 1.41 0.00 4.21 4929.72 1.41 0 00:37 0 00:00 0.00 0.00
35 STMH_A5 7.40 0.00 4931.40 0.83 0.00 6.05 4931.39 0.82 0 00:31 0 00:00 0.00 0.00
36 STMH_A6 7.40 0.00 4932.87 0.91 0.00 5.41 4932.87 0.91 0 00:31 0 00:00 0.00 0.00
37 STMH_A7 3.57 0.00 4934.22 0.43 0.00 5.61 4934.21 0.42 0 00:17 0 00:00 0.00 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)
1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
30 Pipe_D1 34.53 4931.67 0.00 4931.50 0.00 0.17 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
31 Pipe_D2 30.00 4931.82 0.00 4931.67 0.00 0.15 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
32 Pipe_D3 28.51 4932.72 0.00 4932.57 0.75 0.14 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
33 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
34 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
35 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
36 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
37 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Pipe_A1 17.40 0 13:15 180.55 0.10 10.27 0.10 0.81 0.23 0.00 Calculated
2 Pipe_A2 17.00 0 16:56 174.05 0.10 8.16 0.07 0.94 0.27 0.00 Calculated
3 Pipe_A3 15.35 0 12:08 40.87 0.38 5.09 0.77 1.33 0.44 0.00 Calculated
4 Pipe_A3-1 1.65 0 00:00 27.73 0.06 3.79 0.02 0.39 0.20 0.00 Calculated
5 Pipe_A4 7.40 0 00:31 44.88 0.16 3.72 1.68 1.11 0.37 0.00 Calculated
6 Pipe_A4-1N 6.35 0 19:21 13.86 0.46 3.87 0.02 1.03 0.52 0.00 Calculated
7 Pipe_A4-1S 1.60 0 16:37 13.86 0.12 2.74 0.15 0.48 0.24 0.00 Calculated
8 Pipe_A4-2N 2.80 0 09:38 8.77 0.32 2.51 0.19 1.17 0.59 0.00 Calculated
9 Pipe_A4-2S 0.60 0 02:30 3.96 0.15 1.62 1.15 0.43 0.34 0.00 Calculated
10 Pipe_A4-3N 2.80 0 01:03 8.77 0.32 1.95 3.18 0.97 0.49 0.00 Calculated
11 Pipe_A4-3S 0.48 0 12:14 3.96 0.12 1.94 0.50 0.32 0.26 0.00 Calculated
12 Pipe_A4-4N 2.40 0 10:14 13.86 0.17 3.99 0.12 0.76 0.38 0.00 Calculated
13 Pipe_A4-4S 0.36 0 00:38 3.96 0.09 1.74 1.05 0.28 0.23 0.00 Calculated
14 Pipe_A4-5N 0.72 0 00:17 6.44 0.11 1.30 1.38 0.54 0.36 0.00 Calculated
15 Pipe_A4-5S 0.24 0 00:22 3.96 0.06 1.61 1.14 0.23 0.19 0.00 Calculated
16 Pipe_A4-6N 0.36 0 00:01 6.44 0.06 1.81 1.13 0.29 0.19 0.00 Calculated
17 Pipe_A4-6S 0.12 0 00:18 3.96 0.03 1.28 1.43 0.18 0.14 0.00 Calculated
18 Pipe_A5 7.40 0 00:31 41.01 0.18 5.17 0.89 0.87 0.29 0.00 Calculated
19 Pipe_A6 2.05 0 00:16 48.36 0.04 2.11 2.07 0.67 0.22 0.00 Calculated
20 Pipe_A6-1N 3.85 0 00:01 34.66 0.11 4.33 0.02 0.65 0.33 0.00 Calculated
21 Pipe_A6-1S 1.50 0 00:33 27.73 0.05 4.21 0.10 0.34 0.17 0.00 Calculated
22 Pipe_A6-2S 0.40 0 00:30 3.96 0.10 1.64 1.13 0.32 0.25 0.00 Calculated
23 Pipe_A6-3S 0.27 0 00:28 4.55 0.06 1.72 1.65 0.24 0.19 0.00 Calculated
24 Pipe_A6-4S 0.14 0 00:18 4.54 0.03 1.57 1.75 0.18 0.14 0.00 Calculated
25 Pipe_A7 3.57 0 00:00 12.77 0.28 5.74 0.01 0.50 0.30 0.00 Calculated
26 Pipe_B1 5.26 0 00:00 4.34 1.21 2.98 0.37 1.50 1.00 1439.00 SURCHARGED
27 Pipe_C1 4.51 0 00:01 40.87 0.11 3.46 0.23 0.72 0.24 0.00 Calculated
28 Pipe_C2 4.11 0 00:01 25.14 0.16 3.95 0.15 0.81 0.32 0.00 Calculated
29 Pipe_C3 2.25 0 00:00 62.56 0.04 3.21 0.19 0.57 0.23 0.00 Calculated
30 Pipe_D1 1.80 0 00:02 13.86 0.13 2.86 0.20 0.51 0.25 0.00 Calculated
31 Pipe_D2 1.35 0 00:01 13.86 0.10 2.27 0.22 0.53 0.27 0.00 Calculated
32 Pipe_D3 0.54 0 00:01 3.96 0.14 2.22 0.21 0.32 0.25 0.00 Calculated
33 Pipe_E1 1.07 0 00:00 13.71 0.08 6.30 0.11 0.24 0.20 0.00 Calculated
34 Pipe_F1 0.22 0 04:02 3.96 0.06 1.65 0.40 0.21 0.17 0.00 Calculated
35 Pipe_F2 0.17 0 00:20 6.64 0.03 1.70 1.11 0.18 0.14 0.00 Calculated
36 Pipe_F3 0.12 0 00:18 6.84 0.02 1.94 0.84 0.13 0.10 0.00 Calculated
37 Pipe_F4 0.07 0 00:13 6.40 0.01 1.66 1.09 0.10 0.08 0.00 Calculated
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
STORM SEWER CALCULATIONS (10-YEAR)
Project Description
698-004_Storm_10-Year.SPF
Project Options
CFS
Elevation
Rational
User-Defined
Hydrodynamic
YES
NO
Analysis Options
00:00:00 0:00:00
00:00:00 0:00:00
00:00:00 0:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Number of Elements
Qty
0
0
43
37
6
0
0
0
37
0
37
0
0
0
0
0
0
Rainfall Details
2 year(s)
Antecedent Dry Days .................................................................
File Name ..................................................................................
Flow Units .................................................................................
Elevation Type ...........................................................................
Hydrology Method .....................................................................
Time of Concentration (TOC) Method ........................................
Link Routing Method .................................................................
Enable Overflow Ponding at Nodes ............................................
Skip Steady State Analysis Time Periods .....................................
Start Analysis On ........................................................................
End Analysis On .........................................................................
Start Reporting On .....................................................................
Storage Nodes ...................................................................
Runoff (Dry Weather) Time Step ................................................
Runoff (Wet Weather) Time Step ...............................................
Reporting Time Step ..................................................................
Routing Time Step .....................................................................
Rain Gages .................................................................................
Subbasins...................................................................................
Nodes.........................................................................................
Junctions ...........................................................................
Outfalls ..............................................................................
Flow Diversions ..................................................................
Inlets .................................................................................
Outlets ...............................................................................
Pollutants ..................................................................................
Land Uses ..................................................................................
Return Period.............................................................................
Links...........................................................................................
Channels ............................................................................
Pipes ..................................................................................
Pumps ...............................................................................
Orifices ..............................................................................
Weirs .................................................................................
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)
1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 10.17 4933.98 0.00 0.86 0 00:00 0.00 0.00
2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 6.50 4930.49 0.00 2.19 0 00:00 0.00 0.00
3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 59.50 4927.29 0.00 6.11 0 00:00 0.00 0.00
4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 5.60 4929.21 0.00 4.27 0 00:00 0.00 0.00
5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 22.29 4933.69 0.00 0.00 0 00:04 0.00 0.00
6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 5.50 4933.73 0.00 0.00 0 00:04 0.00 0.00
7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 2.09 4933.47 0.00 0.00 0 00:04 0.00 0.00
8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 9.92 4937.02 0.00 0.20 0 00:00 0.00 0.00
9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 3.66 4932.89 0.00 0.00 0 00:04 0.00 0.00
10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 8.50 4937.26 0.00 0.00 0 00:03 0.00 0.00
11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 2.61 4933.66 0.00 0.00 0 00:04 0.00 0.00
12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 2.77 4938.29 0.00 0.12 0 00:00 0.00 0.00
13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 1.97 4933.97 0.00 0.00 0 00:08 0.00 0.00
14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 2.73 4939.20 2.06 0.00 0 00:03 0.00 0.00
15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 0.54 4932.92 0.00 1.46 0 00:00 0.00 0.00
16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 13.20 4935.08 0.00 2.97 0 00:00 0.00 0.00
17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 5.20 4934.27 0.00 3.82 0 00:00 0.00 0.00
18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 1.40 4934.53 0.00 2.38 0 00:00 0.00 0.00
19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 0.94 4935.53 0.00 2.96 0 00:00 0.00 0.00
20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 0.48 4936.50 0.00 2.16 0 00:00 0.00 0.00
21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 7.10 4939.59 0.00 0.00 0 00:00 0.00 0.00
22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 16.10 4929.99 0.00 3.41 0 00:00 0.00 0.00
23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 15.47 4930.40 0.00 3.01 0 00:00 0.00 0.00
24 Inlet_D2 Junction 4931.67 4936.07 4931.67 4936.07 0.00 6.11 4932.78 0.00 3.29 0 00:00 0.00 0.00
25 Inlet_D3 Junction 4931.82 4936.10 4931.82 4936.10 0.00 4.60 4932.93 0.00 3.17 0 00:00 0.00 0.00
26 Inlet_D4 Junction 4932.72 4936.15 4932.72 4936.15 0.00 1.84 4933.40 0.00 2.75 0 00:00 0.00 0.00
27 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 3.50 4928.00 0.00 5.28 0 00:00 0.00 0.00
28 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 0.83 4930.85 0.00 5.57 0 00:00 0.00 0.00
29 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 0.63 4932.26 0.00 4.39 0 00:00 0.00 0.00
30 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 0.43 4933.68 0.00 4.16 0 00:00 0.00 0.00
31 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.23 4935.05 0.00 1.67 0 00:00 0.00 0.00
32 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 10.40 4931.00 6.20 0.00 0 00:00 0.00 0.00
33 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 58.20 4928.90 0.00 4.81 0 00:00 0.00 0.00
34 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 52.60 4933.25 0.00 0.68 0 00:00 0.00 0.00
35 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 25.53 4933.32 0.00 4.12 0 00:00 0.00 0.00
36 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 25.50 4934.02 0.00 4.26 0 00:00 0.00 0.00
37 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 10.35 4934.57 0.00 5.26 0 00:00 0.00 0.00
38 FES_A1 Outfall 4922.60 59.50 4923.99
39 FES_C2 Outfall 4928.19 15.34 4929.44
40 FES_D1 Outfall 4931.50 6.10 4932.37
41 FES_E1 Outfall 4924.90 3.83 4925.35
42 FES_F1 Outfall 4930.21 0.83 4930.60
43 STMH_B1 Outfall 4922.40 10.40 4923.90
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)
1 Pipe_A1 Pipe Inlet_A2 FES_A1 63.55 4925.33 4922.60 4.2900 42.000 0.0150 59.50 180.55 0.33 13.13 1.67 0.48 0.00 Calculated
2 Pipe_A2 Pipe STMH_A3 Inlet_A2 33.03 4926.64 4925.33 3.9800 42.000 0.0150 58.20 174.05 0.33 9.61 2.11 0.60 0.00 Calculated
3 Pipe_A3 Pipe STMH_A4 STMH_A3 233.86 4928.31 4927.14 0.5000 36.000 0.0150 52.60 40.87 1.29 7.90 2.68 0.89 0.00 > CAPACITY
4 Pipe_A3-1 Pipe Inlet_A3-1 STMH_A3 5.00 4928.24 4928.14 2.0000 24.000 0.0150 5.68 27.73 0.20 5.21 0.86 0.43 0.00 Calculated
5 Pipe_A4 Pipe STMH_A5 STMH_A4 374.43 4930.57 4928.31 0.6000 36.000 0.0150 25.50 44.88 0.57 4.94 2.88 0.96 0.00 Calculated
6 Pipe_A4-1N Pipe Inlet_A4-1N STMH_A4 4.99 4929.34 4929.31 0.5000 24.000 0.0150 22.31 13.86 1.61 7.18 2.00 1.00 1436.00 SURCHARGED
7 Pipe_A4-1S Pipe Inlet_A4-1S STMH_A4 25.01 4929.44 4929.31 0.5000 24.000 0.0150 5.50 13.86 0.40 3.64 2.00 1.00 1436.00 SURCHARGED
8 Pipe_A4-2N Pipe Basin_A4-2N Inlet_A4-1N 28.89 4929.40 4929.34 0.2000 24.000 0.0150 10.19 8.77 1.16 4.63 2.00 1.00 1438.00 SURCHARGED
9 Pipe_A4-2S Pipe Inlet_A4-2S Inlet_A4-1S 111.30 4930.00 4929.44 0.5000 15.000 0.0150 2.00 3.96 0.51 1.81 1.25 1.00 1436.00 SURCHARGED
10 Pipe_A4-3N Pipe Inlet_A4-3N Basin_A4-2N 371.75 4930.14 4929.40 0.2000 24.000 0.0150 10.17 8.77 1.16 3.24 2.00 1.00 1437.00 SURCHARGED
11 Pipe_A4-3S Pipe Inlet_A4-3S Inlet_A4-2S 57.75 4930.29 4930.00 0.5000 15.000 0.0150 2.08 3.96 0.53 2.40 1.25 1.00 1436.00 SURCHARGED
12 Pipe_A4-4N Pipe Inlet_A4-4N Inlet_A4-3N 27.98 4930.28 4930.14 0.5000 24.000 0.0150 8.62 13.86 0.62 5.68 2.00 1.00 1437.00 SURCHARGED
13 Pipe_A4-4S Pipe Inlet_A4-4S Inlet_A4-3S 110.00 4930.84 4930.29 0.5000 15.000 0.0150 1.41 3.96 0.36 2.36 1.25 1.00 1434.00 SURCHARGED
14 Pipe_A4-5N Pipe Inlet_A4-5N Inlet_A4-4N 108.00 4930.82 4930.28 0.5000 18.000 0.0150 2.76 6.44 0.43 1.56 1.50 1.00 1437.00 SURCHARGED
15 Pipe_A4-5S Pipe Inlet_A4-5S Inlet_A4-4S 110.00 4931.39 4930.84 0.5000 15.000 0.0150 1.17 3.96 0.30 2.21 1.25 1.00 1432.00 SURCHARGED
16 Pipe_A4-6N Pipe Inlet_A4-6N Inlet_A4-5N 122.89 4931.43 4930.82 0.5000 18.000 0.0150 1.54 6.44 0.24 2.29 1.50 1.00 1436.00 SURCHARGED
17 Pipe_A4-6S Pipe Inlet_A4-6S Inlet_A4-5S 110.00 4931.94 4931.39 0.5000 15.000 0.0150 0.52 3.96 0.13 1.82 1.12 0.89 0.00 Calculated
18 Pipe_A5 Pipe STMH_A6 STMH_A5 275.21 4931.96 4930.57 0.5000 36.000 0.0150 25.53 41.01 0.62 7.28 2.41 0.80 0.00 Calculated
19 Pipe_A6 Pipe STMH_A7 STMH_A6 262.46 4933.79 4931.96 0.7000 36.000 0.0150 7.10 48.36 0.15 3.07 1.42 0.47 0.00 Calculated
20 Pipe_A6-1N Pipe Inlet_A6-1N STMH_A6 5.00 4933.06 4932.96 2.0000 24.000 0.0120 13.20 34.66 0.38 5.50 1.53 0.77 0.00 Calculated
21 Pipe_A6-1S Pipe Inlet_A6-1S STMH_A6 25.00 4933.46 4932.96 2.0000 24.000 0.0150 5.20 27.73 0.19 5.30 0.94 0.47 0.00 Calculated
22 Pipe_A6-2S Pipe Inlet_A6-2S Inlet_A6-1S 111.38 4934.02 4933.46 0.5000 15.000 0.0150 1.40 3.96 0.35 2.15 0.66 0.53 0.00 Calculated
23 Pipe_A6-3S Pipe Inlet_A6-3S Inlet_A6-2S 170.25 4935.14 4934.02 0.6600 15.000 0.0150 0.94 4.55 0.21 2.52 0.45 0.36 0.00 Calculated
24 Pipe_A6-4S Pipe Inlet_A6-4S Inlet_A6-3S 165.00 4936.23 4935.14 0.6600 15.000 0.0150 0.48 4.54 0.11 2.20 0.33 0.26 0.00 Calculated
25 Pipe_A7 Pipe Inlet_A8 STMH_A7 5.00 4933.82 4933.79 0.4200 24.000 0.0150 10.35 12.77 0.81 7.61 0.94 0.54 0.00 Calculated
26 Pipe_B1 Pipe Outlet_B2 STMH_B1 66.00 4922.55 4922.40 0.2300 18.000 0.0150 10.40 4.34 2.40 5.89 1.50 1.00 1440.00 SURCHARGED
27 Pipe_C1 Pipe Inlet_C2 FES_C2 47.96 4928.43 4928.19 0.5000 36.000 0.0150 15.34 40.87 0.38 4.74 1.40 0.47 0.00 Calculated
28 Pipe_C2 Pipe Inlet_C3 Inlet_C2 36.00 4928.61 4928.43 0.5000 30.000 0.0150 14.80 25.14 0.59 5.59 1.66 0.67 0.00 Calculated
29 Pipe_C3 Pipe FES_C4 Inlet_C3 36.03 4929.73 4928.61 3.1000 30.000 0.0150 7.97 62.56 0.13 4.04 1.20 0.48 0.00 Calculated
30 Pipe_D1 Pipe Inlet_D2 FES_D1 34.53 4931.67 4931.50 0.5000 24.000 0.0150 6.10 13.86 0.44 3.94 0.99 0.49 0.00 Calculated
31 Pipe_D2 Pipe Inlet_D3 Inlet_D2 30.00 4931.82 4931.67 0.5000 24.000 0.0150 4.61 13.86 0.33 3.10 1.11 0.55 0.00 Calculated
32 Pipe_D3 Pipe Inlet_D4 Inlet_D3 28.51 4932.72 4932.57 0.5000 15.000 0.0150 1.84 3.96 0.47 3.08 0.61 0.49 0.00 Calculated
33 Pipe_E1 Pipe Inlet_E2 FES_E1 42.43 4927.45 4924.90 6.0000 15.000 0.0150 3.83 13.71 0.28 8.67 0.47 0.40 0.00 Calculated
34 Pipe_F1 Pipe Inlet_F2 FES_F1 39.42 4930.41 4930.21 0.5000 15.000 0.0150 0.83 3.96 0.21 2.36 0.41 0.33 0.00 Calculated
35 Pipe_F2 Pipe Inlet_F3 Inlet_F2 113.00 4932.00 4930.41 1.4100 15.000 0.0150 0.63 6.64 0.09 2.40 0.35 0.28 0.00 Calculated
36 Pipe_F3 Pipe Inlet_F4 Inlet_F3 98.25 4933.47 4932.00 1.4900 15.000 0.0150 0.43 6.84 0.06 2.77 0.24 0.19 0.00 Calculated
37 Pipe_F4 Pipe Inlet_F5 Inlet_F4 109.00 4934.89 4933.47 1.3100 15.000 0.0150 0.23 6.40 0.04 2.25 0.19 0.15 0.00 Calculated
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)
1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 41.29
2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 5.35
3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 54.80
4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 38.79
5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 28.22
6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 27.43
7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 26.66
8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 61.00
9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 16.27
10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 59.71
11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 18.92
12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 73.08
13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 15.96
14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 50.51
15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 14.25
16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 35.90
17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 31.65
18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 19.72
19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 25.11
20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 14.25
21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 45.36
22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 23.63
23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 27.47
24 Inlet_D2 4931.67 4936.07 4.40 4931.67 0.00 4936.07 0.00 0.00 28.76
25 Inlet_D3 4931.82 4936.10 4.28 4931.82 0.00 4936.10 0.00 0.00 27.37
26 Inlet_D4 4932.72 4936.15 3.44 4932.72 0.00 4936.15 0.00 0.00 26.23
27 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 54.93
28 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 57.00
29 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 40.85
30 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 37.44
31 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 6.93
32 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 9.00
33 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 42.79
34 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 31.31
35 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 46.49
36 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 39.90
37 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 36.41
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 Basin_A4-2N 10.17 0.00 4933.98 4.58 0.00 0.86 4933.49 4.09 0 00:04 0 00:00 0.00 0.00
2 FES_C4 6.50 6.50 4930.49 0.76 0.00 2.19 4930.35 0.62 0 00:00 0 00:00 0.00 0.00
3 Inlet_A2 59.50 1.30 4927.29 1.96 0.00 6.11 4927.28 1.95 0 16:57 0 00:00 0.00 0.00
4 Inlet_A3-1 5.60 5.60 4929.21 0.97 0.00 4.27 4929.21 0.97 0 05:31 0 00:00 0.00 0.00
5 Inlet_A4-1N 22.29 12.10 4933.69 4.35 0.00 0.00 4933.28 3.94 0 00:04 0 00:04 0.00 0.00
6 Inlet_A4-1S 5.50 3.50 4933.73 4.29 0.00 0.00 4932.56 3.12 0 00:04 0 00:04 0.00 0.00
7 Inlet_A4-2S 2.09 0.40 4933.47 3.47 0.00 0.00 4932.74 2.74 0 00:04 0 00:04 0.00 0.00
8 Inlet_A4-3N 9.92 1.30 4937.02 6.88 0.00 0.20 4934.51 4.37 0 00:03 0 00:00 0.00 0.00
9 Inlet_A4-3S 3.66 0.40 4932.89 2.60 0.00 0.00 4932.81 2.52 0 00:04 0 00:04 0.00 0.00
10 Inlet_A4-4N 8.50 5.74 4937.26 6.98 0.00 0.00 4934.66 4.38 0 00:03 0 00:03 0.00 0.00
11 Inlet_A4-4S 2.61 0.40 4933.66 2.82 0.00 0.00 4932.88 2.04 0 00:04 0 00:04 0.00 0.00
12 Inlet_A4-5N 2.77 1.23 4938.29 7.47 0.00 0.12 4934.77 3.95 0 00:03 0 00:00 0.00 0.00
13 Inlet_A4-5S 1.97 0.40 4933.97 2.58 0.00 0.00 4932.91 1.52 0 00:08 0 00:08 0.00 0.00
14 Inlet_A4-6N 2.73 1.23 4939.20 7.77 2.06 0.00 4934.80 3.37 0 00:03 0 00:03 0.00 0.00
15 Inlet_A4-6S 0.54 0.40 4932.92 0.98 0.00 1.46 4932.92 0.98 0 08:04 0 00:00 0.00 0.00
16 Inlet_A6-1N 13.20 13.20 4935.08 2.02 0.00 2.97 4935.08 2.02 0 00:00 0 00:00 0.00 0.00
17 Inlet_A6-1S 5.20 3.80 4934.27 0.81 0.00 3.82 4934.27 0.81 0 05:22 0 00:00 0.00 0.00
18 Inlet_A6-2S 1.40 0.46 4934.53 0.51 0.00 2.38 4934.53 0.51 0 00:21 0 00:00 0.00 0.00
19 Inlet_A6-3S 0.94 0.46 4935.53 0.39 0.00 2.96 4935.53 0.39 0 00:44 0 00:00 0.00 0.00
20 Inlet_A6-4S 0.48 0.48 4936.50 0.27 0.00 2.16 4936.50 0.27 0 00:11 0 00:00 0.00 0.00
21 Inlet_A8 7.10 7.10 4939.59 5.78 0.00 0.00 4934.91 1.10 0 00:00 0 00:00 0.00 0.00
22 Inlet_C2 16.10 1.30 4929.99 1.56 0.00 3.41 4929.99 1.56 0 00:01 0 00:00 0.00 0.00
23 Inlet_C3 15.47 7.50 4930.40 1.79 0.00 3.01 4930.39 1.78 0 00:01 0 00:00 0.00 0.00
24 Inlet_D2 6.11 1.50 4932.78 1.11 0.00 3.29 4932.78 1.11 0 00:01 0 00:00 0.00 0.00
25 Inlet_D3 4.60 2.76 4932.93 1.11 0.00 3.17 4932.93 1.11 0 00:01 0 00:00 0.00 0.00
26 Inlet_D4 1.84 1.84 4933.40 0.68 0.00 2.75 4933.40 0.68 0 00:00 0 00:00 0.00 0.00
27 Inlet_E2 3.50 3.50 4928.00 0.55 0.00 5.28 4927.95 0.50 0 00:00 0 00:00 0.00 0.00
28 Inlet_F2 0.83 0.20 4930.85 0.44 0.00 5.57 4930.84 0.43 0 00:59 0 00:00 0.00 0.00
29 Inlet_F3 0.63 0.20 4932.26 0.26 0.00 4.39 4932.26 0.26 0 00:37 0 00:00 0.00 0.00
30 Inlet_F4 0.43 0.20 4933.68 0.21 0.00 4.16 4933.68 0.21 0 00:14 0 00:00 0.00 0.00
31 Inlet_F5 0.23 0.23 4935.05 0.16 0.00 1.67 4935.05 0.16 0 00:09 0 00:00 0.00 0.00
32 Outlet_B2 10.40 10.40 4931.00 8.45 6.20 0.00 4925.30 2.75 0 00:00 0 00:00 0.00 0.00
33 STMH_A3 58.20 0.00 4928.90 2.26 0.00 4.81 4928.90 2.26 0 13:12 0 00:00 0.00 0.00
34 STMH_A4 52.60 0.00 4933.25 4.94 0.00 0.68 4932.49 4.18 0 00:04 0 00:00 0.00 0.00
35 STMH_A5 25.53 0.00 4933.32 2.75 0.00 4.12 4933.32 2.75 0 12:15 0 00:00 0.00 0.00
36 STMH_A6 25.50 0.00 4934.02 2.06 0.00 4.26 4934.02 2.06 0 23:45 0 00:00 0.00 0.00
37 STMH_A7 10.35 0.00 4934.57 0.78 0.00 5.26 4934.57 0.78 0 00:22 0 00:00 0.00 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)
1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
30 Pipe_D1 34.53 4931.67 0.00 4931.50 0.00 0.17 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
31 Pipe_D2 30.00 4931.82 0.00 4931.67 0.00 0.15 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
32 Pipe_D3 28.51 4932.72 0.00 4932.57 0.75 0.14 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
33 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
34 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
35 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
36 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
37 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Pipe_A1 59.50 0 02:48 180.55 0.33 13.13 0.08 1.67 0.48 0.00 Calculated
2 Pipe_A2 58.20 0 14:50 174.05 0.33 9.61 0.06 2.11 0.60 0.00 Calculated
3 Pipe_A3 52.60 0 07:20 40.87 1.29 7.90 0.49 2.68 0.89 0.00 > CAPACITY
4 Pipe_A3-1 5.68 0 00:00 27.73 0.20 5.21 0.02 0.86 0.43 0.00 Calculated
5 Pipe_A4 25.50 0 10:51 44.88 0.57 4.94 1.26 2.88 0.96 0.00 Calculated
6 Pipe_A4-1N 22.31 0 00:03 13.86 1.61 7.18 0.01 2.00 1.00 1436.00 SURCHARGED
7 Pipe_A4-1S 5.50 0 14:10 13.86 0.40 3.64 0.11 2.00 1.00 1436.00 SURCHARGED
8 Pipe_A4-2N 10.19 0 00:03 8.77 1.16 4.63 0.10 2.00 1.00 1438.00 SURCHARGED
9 Pipe_A4-2S 2.00 0 12:23 3.96 0.51 1.81 1.02 1.25 1.00 1436.00 SURCHARGED
10 Pipe_A4-3N 10.17 0 00:03 8.77 1.16 3.24 1.91 2.00 1.00 1437.00 SURCHARGED
11 Pipe_A4-3S 2.08 0 00:04 3.96 0.53 2.40 0.40 1.25 1.00 1436.00 SURCHARGED
12 Pipe_A4-4N 8.62 0 00:03 13.86 0.62 5.68 0.08 2.00 1.00 1437.00 SURCHARGED
13 Pipe_A4-4S 1.41 0 00:04 3.96 0.36 2.36 0.78 1.25 1.00 1434.00 SURCHARGED
14 Pipe_A4-5N 2.76 0 00:03 6.44 0.43 1.56 1.15 1.50 1.00 1437.00 SURCHARGED
15 Pipe_A4-5S 1.17 0 00:05 3.96 0.30 2.21 0.83 1.25 1.00 1432.00 SURCHARGED
16 Pipe_A4-6N 1.54 0 00:03 6.44 0.24 2.29 0.89 1.50 1.00 1436.00 SURCHARGED
17 Pipe_A4-6S 0.52 0 00:07 3.96 0.13 1.82 1.01 1.12 0.89 0.00 Calculated
18 Pipe_A5 25.53 0 00:06 41.01 0.62 7.28 0.63 2.41 0.80 0.00 Calculated
19 Pipe_A6 7.10 0 00:11 48.36 0.15 3.07 1.42 1.42 0.47 0.00 Calculated
20 Pipe_A6-1N 13.20 0 00:00 34.66 0.38 5.50 0.02 1.53 0.77 0.00 Calculated
21 Pipe_A6-1S 5.20 0 11:07 27.73 0.19 5.30 0.08 0.94 0.47 0.00 Calculated
22 Pipe_A6-2S 1.40 0 00:21 3.96 0.35 2.15 0.86 0.66 0.53 0.00 Calculated
23 Pipe_A6-3S 0.94 0 00:43 4.55 0.21 2.52 1.13 0.45 0.36 0.00 Calculated
24 Pipe_A6-4S 0.48 0 00:11 4.54 0.11 2.20 1.25 0.33 0.26 0.00 Calculated
25 Pipe_A7 10.35 0 00:00 12.77 0.81 7.61 0.01 0.94 0.54 0.00 Calculated
26 Pipe_B1 10.40 0 00:00 4.34 2.40 5.89 0.19 1.50 1.00 1440.00 SURCHARGED
27 Pipe_C1 15.34 0 00:01 40.87 0.38 4.74 0.17 1.40 0.47 0.00 Calculated
28 Pipe_C2 14.80 0 00:00 25.14 0.59 5.59 0.11 1.66 0.67 0.00 Calculated
29 Pipe_C3 7.97 0 00:00 62.56 0.13 4.04 0.15 1.20 0.48 0.00 Calculated
30 Pipe_D1 6.10 0 00:01 13.86 0.44 3.94 0.15 0.99 0.49 0.00 Calculated
31 Pipe_D2 4.61 0 00:01 13.86 0.33 3.10 0.16 1.11 0.55 0.00 Calculated
32 Pipe_D3 1.84 0 00:00 3.96 0.47 3.08 0.15 0.61 0.49 0.00 Calculated
33 Pipe_E1 3.83 0 00:00 13.71 0.28 8.67 0.08 0.47 0.40 0.00 Calculated
34 Pipe_F1 0.83 0 01:13 3.96 0.21 2.36 0.28 0.41 0.33 0.00 Calculated
35 Pipe_F2 0.63 0 00:31 6.64 0.09 2.40 0.78 0.35 0.28 0.00 Calculated
36 Pipe_F3 0.43 0 00:13 6.84 0.06 2.77 0.59 0.24 0.19 0.00 Calculated
37 Pipe_F4 0.23 0 00:08 6.40 0.04 2.25 0.81 0.19 0.15 0.00 Calculated
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
STORM SEWER CALCULATIONS (100-YEAR)
Project Description
698-004_Storm_100-Year.SPF
Project Options
CFS
Elevation
Rational
User-Defined
Hydrodynamic
YES
NO
Analysis Options
00:00:00 0:00:00
00:00:00 0:00:00
00:00:00 0:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Number of Elements
Qty
0
0
43
37
6
0
0
0
37
0
37
0
0
0
0
0
0
Rainfall Details
2 year(s)
Antecedent Dry Days .................................................................
File Name ..................................................................................
Flow Units .................................................................................
Elevation Type ...........................................................................
Hydrology Method .....................................................................
Time of Concentration (TOC) Method ........................................
Link Routing Method .................................................................
Enable Overflow Ponding at Nodes ............................................
Skip Steady State Analysis Time Periods .....................................
Start Analysis On ........................................................................
End Analysis On .........................................................................
Start Reporting On .....................................................................
Storage Nodes ...................................................................
Runoff (Dry Weather) Time Step ................................................
Runoff (Wet Weather) Time Step ...............................................
Reporting Time Step ..................................................................
Routing Time Step .....................................................................
Rain Gages .................................................................................
Subbasins...................................................................................
Nodes.........................................................................................
Junctions ...........................................................................
Outfalls ..............................................................................
Flow Diversions ..................................................................
Inlets .................................................................................
Outlets ...............................................................................
Pollutants ..................................................................................
Land Uses ..................................................................................
Return Period.............................................................................
Links...........................................................................................
Channels ............................................................................
Pipes ..................................................................................
Pumps ...............................................................................
Orifices ..............................................................................
Weirs .................................................................................
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)
1 Basin_A4-2N Junction 4929.40 4934.84 4929.40 4934.84 0.00 21.18 4934.84 0.00 0.00 0 00:00 0.01 0.00
2 FES_C4 Junction 4929.73 4932.67 4929.73 4933.40 0.00 17.60 4933.40 0.73 0.00 0 00:00 0.00 0.00
3 Inlet_A2 Junction 4925.33 4933.40 4925.33 4933.40 0.00 88.10 4927.95 0.00 5.44 0 00:00 0.00 0.00
4 Inlet_A3-1 Junction 4928.24 4933.48 4928.24 4933.48 0.00 22.20 4931.23 0.00 2.25 0 00:00 0.00 0.00
5 Inlet_A4-1N Junction 4929.34 4933.69 4929.34 4933.69 0.00 48.73 4933.69 0.00 0.00 0 00:04 909.45 1439.00
6 Inlet_A4-1S Junction 4929.44 4933.73 4929.44 4933.73 0.00 23.74 4933.73 0.00 0.00 0 00:05 235.60 1438.00
7 Inlet_A4-2S Junction 4930.00 4933.47 4930.00 4933.47 0.00 5.64 4933.47 0.00 0.00 0 00:00 0.00 0.00
8 Inlet_A4-3N Junction 4930.14 4937.22 4930.14 4937.22 0.00 21.67 4937.22 0.00 0.00 0 00:00 0.02 0.00
9 Inlet_A4-3S Junction 4930.29 4932.89 4930.29 4932.89 0.00 8.06 4932.89 0.00 0.00 0 00:02 191.58 1439.00
10 Inlet_A4-4N Junction 4930.28 4937.26 4930.28 4937.26 0.00 18.47 4937.26 0.00 0.00 0 00:01 212.46 1439.00
11 Inlet_A4-4S Junction 4930.84 4933.66 4930.84 4933.66 0.00 5.71 4933.66 0.00 0.00 0 00:01 0.01 0.00
12 Inlet_A4-5N Junction 4930.82 4938.41 4930.82 4939.40 0.00 7.53 4939.40 0.99 0.00 0 00:00 0.00 0.00
13 Inlet_A4-5S Junction 4931.39 4933.97 4931.39 4933.97 0.00 4.55 4933.97 0.00 0.00 0 00:01 0.00 0.00
14 Inlet_A4-6N Junction 4931.43 4937.14 4931.43 4939.20 0.00 6.82 4939.20 2.06 0.00 0 00:00 0.02 0.00
15 Inlet_A4-6S Junction 4931.94 4934.38 4931.94 4934.38 0.00 3.06 4934.38 0.00 0.00 0 00:01 0.01 0.00
16 Inlet_A6-1N Junction 4933.06 4938.05 4933.06 4938.05 0.00 17.40 4938.05 0.00 0.00 0 00:01 75.66 1438.00
17 Inlet_A6-1S Junction 4933.46 4938.09 4933.46 4938.09 0.00 21.37 4938.09 0.00 0.00 0 00:02 15.01 1438.00
18 Inlet_A6-2S Junction 4934.02 4936.91 4934.02 4936.91 0.00 9.12 4936.91 0.00 0.00 0 00:02 215.78 1438.00
19 Inlet_A6-3S Junction 4935.14 4938.49 4935.14 4938.49 0.00 4.17 4938.49 0.00 0.00 0 00:01 0.00 0.00
20 Inlet_A6-4S Junction 4936.23 4938.67 4936.23 4938.67 0.00 1.49 4938.67 0.00 0.00 0 00:02 0.00 0.00
21 Inlet_A8 Junction 4933.82 4939.59 4933.82 4939.59 0.00 13.20 4939.59 0.00 0.00 0 00:02 0.02 0.00
22 Inlet_C2 Junction 4928.43 4933.40 4928.43 4933.40 0.00 41.17 4931.44 0.00 1.96 0 00:00 0.00 0.00
23 Inlet_C3 Junction 4928.61 4933.40 4928.61 4933.40 0.00 38.73 4933.40 0.00 0.00 0 00:00 0.00 0.00
24 Inlet_D2 Junction 4931.67 4936.07 4931.67 4936.07 0.00 16.80 4934.75 0.00 1.32 0 00:00 0.00 0.00
25 Inlet_D3 Junction 4931.82 4936.10 4931.82 4936.10 0.00 12.01 4935.16 0.00 0.94 0 00:00 0.00 0.00
26 Inlet_D4 Junction 4932.72 4936.15 4932.72 4936.15 0.00 4.76 4935.48 0.00 0.67 0 00:00 0.00 0.00
27 Inlet_E2 Junction 4927.45 4933.27 4927.45 4933.27 0.00 9.00 4928.61 0.00 4.66 0 00:00 0.00 0.00
28 Inlet_F2 Junction 4930.41 4936.41 4930.41 4936.41 0.00 1.90 4931.12 0.00 5.29 0 00:00 0.00 0.00
29 Inlet_F3 Junction 4932.00 4936.65 4932.00 4936.65 0.00 1.41 4932.39 0.00 4.26 0 00:00 0.00 0.00
30 Inlet_F4 Junction 4933.47 4937.84 4933.47 4937.84 0.00 1.02 4933.80 0.00 4.04 0 00:00 0.00 0.00
31 Inlet_F5 Junction 4934.89 4936.72 4934.89 4936.72 0.00 0.60 4935.16 0.00 1.56 0 00:00 0.00 0.00
32 Outlet_B2 Junction 4922.55 4924.80 4922.55 4931.00 0.00 10.40 4931.00 6.20 0.00 0 00:00 0.00 0.00
33 STMH_A3 Junction 4926.64 4933.71 4926.64 4933.71 0.00 83.16 4929.70 0.00 4.01 0 00:00 0.00 0.00
34 STMH_A4 Junction 4928.31 4933.92 4928.31 4933.92 0.00 73.05 4933.92 0.00 0.00 0 00:01 0.01 0.00
35 STMH_A5 Junction 4930.57 4937.45 4930.57 4937.45 0.00 48.23 4937.45 0.00 0.00 0 00:01 0.05 0.00
36 STMH_A6 Junction 4931.96 4938.28 4931.96 4938.28 0.00 50.12 4938.28 0.00 0.00 0 00:01 0.00 0.00
37 STMH_A7 Junction 4933.79 4939.83 4933.79 4939.83 0.00 16.65 4939.83 0.00 0.00 0 00:02 0.00 0.00
38 FES_A1 Outfall 4922.60 88.10 4924.33
39 FES_C2 Outfall 4928.19 41.27 4930.28
40 FES_D1 Outfall 4931.50 16.99 4932.98
41 FES_E1 Outfall 4924.90 9.92 4925.69
42 FES_F1 Outfall 4930.21 1.90 4930.82
43 STMH_B1 Outfall 4922.40 10.40 4923.90
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)
1 Pipe_A1 Pipe Inlet_A2 FES_A1 63.55 4925.33 4922.60 4.2900 42.000 0.0150 88.10 180.55 0.49 14.03 2.17 0.62 0.00 Calculated
2 Pipe_A2 Pipe STMH_A3 Inlet_A2 33.03 4926.64 4925.33 3.9800 42.000 0.0150 83.16 174.05 0.48 9.95 2.84 0.81 0.00 Calculated
3 Pipe_A3 Pipe STMH_A4 STMH_A3 233.86 4928.31 4927.14 0.5000 36.000 0.0150 60.96 40.87 1.49 8.92 2.78 0.93 0.00 > CAPACITY
4 Pipe_A3-1 Pipe Inlet_A3-1 STMH_A3 5.00 4928.24 4928.14 2.0000 24.000 0.0150 22.25 27.73 0.80 7.91 1.78 0.89 0.00 Calculated
5 Pipe_A4 Pipe STMH_A5 STMH_A4 374.43 4930.57 4928.31 0.6000 36.000 0.0150 40.50 44.88 0.90 5.73 3.00 1.00 1438.00 SURCHARGED
6 Pipe_A4-1N Pipe Inlet_A4-1N STMH_A4 4.99 4929.34 4929.31 0.5000 24.000 0.0150 37.36 13.86 2.69 11.89 2.00 1.00 1439.00 SURCHARGED
7 Pipe_A4-1S Pipe Inlet_A4-1S STMH_A4 25.01 4929.44 4929.31 0.5000 24.000 0.0150 23.74 13.86 1.71 7.59 2.00 1.00 1439.00 SURCHARGED
8 Pipe_A4-2N Pipe Basin_A4-2N Inlet_A4-1N 28.89 4929.40 4929.34 0.2000 24.000 0.0150 16.31 8.77 1.86 6.76 2.00 1.00 1439.00 SURCHARGED
9 Pipe_A4-2S Pipe Inlet_A4-2S Inlet_A4-1S 111.30 4930.00 4929.44 0.5000 15.000 0.0150 4.42 3.96 1.12 3.78 1.25 1.00 1439.00 SURCHARGED
10 Pipe_A4-3N Pipe Inlet_A4-3N Basin_A4-2N 371.75 4930.14 4929.40 0.2000 24.000 0.0150 15.73 8.77 1.79 5.01 2.00 1.00 1439.00 SURCHARGED
11 Pipe_A4-3S Pipe Inlet_A4-3S Inlet_A4-2S 57.75 4930.29 4930.00 0.5000 15.000 0.0150 3.94 3.96 1.00 3.85 1.25 1.00 1439.00 SURCHARGED
12 Pipe_A4-4N Pipe Inlet_A4-4N Inlet_A4-3N 27.98 4930.28 4930.14 0.5000 24.000 0.0150 15.47 13.86 1.12 6.19 2.00 1.00 1439.00 SURCHARGED
13 Pipe_A4-4S Pipe Inlet_A4-4S Inlet_A4-3S 110.00 4930.84 4930.29 0.5000 15.000 0.0150 3.11 3.96 0.79 2.60 1.25 1.00 1439.00 SURCHARGED
14 Pipe_A4-5N Pipe Inlet_A4-5N Inlet_A4-4N 108.00 4930.82 4930.28 0.5000 18.000 0.0150 6.97 6.44 1.08 3.94 1.50 1.00 1439.00 SURCHARGED
15 Pipe_A4-5S Pipe Inlet_A4-5S Inlet_A4-4S 110.00 4931.39 4930.84 0.5000 15.000 0.0150 2.52 3.96 0.64 2.43 1.25 1.00 1438.00 SURCHARGED
16 Pipe_A4-6N Pipe Inlet_A4-6N Inlet_A4-5N 122.89 4931.43 4930.82 0.5000 18.000 0.0150 3.65 6.44 0.57 2.74 1.50 1.00 1439.00 SURCHARGED
17 Pipe_A4-6S Pipe Inlet_A4-6S Inlet_A4-5S 110.00 4931.94 4931.39 0.5000 15.000 0.0150 2.03 3.96 0.51 2.33 1.25 1.00 1438.00 SURCHARGED
18 Pipe_A5 Pipe STMH_A6 STMH_A5 275.21 4931.96 4930.57 0.5000 36.000 0.0150 48.23 41.01 1.18 9.00 3.00 1.00 1438.00 SURCHARGED
19 Pipe_A6 Pipe STMH_A7 STMH_A6 262.46 4933.79 4931.96 0.7000 36.000 0.0150 14.20 48.36 0.29 3.47 3.00 1.00 1438.00 SURCHARGED
20 Pipe_A6-1N Pipe Inlet_A6-1N STMH_A6 5.00 4933.06 4932.96 2.0000 24.000 0.0120 18.38 34.66 0.53 7.02 2.00 1.00 1439.00 SURCHARGED
21 Pipe_A6-1S Pipe Inlet_A6-1S STMH_A6 25.00 4933.46 4932.96 2.0000 24.000 0.0150 21.35 27.73 0.77 7.45 2.00 1.00 1439.00 SURCHARGED
22 Pipe_A6-2S Pipe Inlet_A6-2S Inlet_A6-1S 111.38 4934.02 4933.46 0.5000 15.000 0.0150 5.08 3.96 1.28 4.14 1.25 1.00 1439.00 SURCHARGED
23 Pipe_A6-3S Pipe Inlet_A6-3S Inlet_A6-2S 170.25 4935.14 4934.02 0.6600 15.000 0.0150 2.77 4.55 0.61 2.26 1.25 1.00 1438.00 SURCHARGED
24 Pipe_A6-4S Pipe Inlet_A6-4S Inlet_A6-3S 165.00 4936.23 4935.14 0.6600 15.000 0.0150 1.45 4.54 0.32 2.93 1.25 1.00 1437.00 SURCHARGED
25 Pipe_A7 Pipe Inlet_A8 STMH_A7 5.00 4933.82 4933.79 0.4200 24.000 0.0150 14.94 12.77 1.17 8.39 2.00 1.00 1438.00 SURCHARGED
26 Pipe_B1 Pipe Outlet_B2 STMH_B1 66.00 4922.55 4922.40 0.2300 18.000 0.0150 10.40 4.34 2.40 5.89 1.50 1.00 1440.00 SURCHARGED
27 Pipe_C1 Pipe Inlet_C2 FES_C2 47.96 4928.43 4928.19 0.5000 36.000 0.0150 41.27 40.87 1.01 6.46 2.54 0.85 0.00 > CAPACITY
28 Pipe_C2 Pipe Inlet_C3 Inlet_C2 36.00 4928.61 4928.43 0.5000 30.000 0.0150 37.57 25.14 1.49 8.34 2.50 1.00 1440.00 SURCHARGED
29 Pipe_C3 Pipe FES_C4 Inlet_C3 36.03 4929.73 4928.61 3.1000 30.000 0.0150 18.83 62.56 0.30 4.70 2.50 1.00 1440.00 SURCHARGED
30 Pipe_D1 Pipe Inlet_D2 FES_D1 34.53 4931.67 4931.50 0.5000 24.000 0.0150 16.99 13.86 1.23 5.85 1.74 0.87 0.00 > CAPACITY
31 Pipe_D2 Pipe Inlet_D3 Inlet_D2 30.00 4931.82 4931.67 0.5000 24.000 0.0150 11.86 13.86 0.86 3.78 2.00 1.00 1440.00 SURCHARGED
32 Pipe_D3 Pipe Inlet_D4 Inlet_D3 28.51 4932.72 4932.57 0.5000 15.000 0.0150 5.01 3.96 1.27 4.42 1.25 1.00 1440.00 SURCHARGED
33 Pipe_E1 Pipe Inlet_E2 FES_E1 42.43 4927.45 4924.90 6.0000 15.000 0.0150 9.92 13.71 0.72 10.29 0.86 0.77 0.00 Calculated
34 Pipe_F1 Pipe Inlet_F2 FES_F1 39.42 4930.41 4930.21 0.5000 15.000 0.0150 1.90 3.96 0.48 2.89 0.66 0.53 0.00 Calculated
35 Pipe_F2 Pipe Inlet_F3 Inlet_F2 113.00 4932.00 4930.41 1.4100 15.000 0.0150 1.40 6.64 0.21 2.94 0.55 0.44 0.00 Calculated
36 Pipe_F3 Pipe Inlet_F4 Inlet_F3 98.25 4933.47 4932.00 1.4900 15.000 0.0150 1.01 6.84 0.15 3.58 0.36 0.29 0.00 Calculated
37 Pipe_F4 Pipe Inlet_F5 Inlet_F4 109.00 4934.89 4933.47 1.3100 15.000 0.0150 0.62 6.40 0.10 3.10 0.29 0.24 0.00 Calculated
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)
1 Basin_A4-2N 4929.40 4934.84 5.44 4929.40 0.00 4934.84 0.00 0.00 41.29
2 FES_C4 4929.73 4932.67 2.95 4929.73 0.00 4933.40 0.73 0.00 5.35
3 Inlet_A2 4925.33 4933.40 8.07 4925.33 0.00 4933.40 0.00 0.00 54.80
4 Inlet_A3-1 4928.24 4933.48 5.23 4928.24 0.00 4933.48 0.00 0.00 38.79
5 Inlet_A4-1N 4929.34 4933.69 4.35 4929.34 0.00 4933.69 0.00 0.00 28.22
6 Inlet_A4-1S 4929.44 4933.73 4.29 4929.44 0.00 4933.73 0.00 0.00 27.43
7 Inlet_A4-2S 4930.00 4933.47 3.47 4930.00 0.00 4933.47 0.00 0.00 26.66
8 Inlet_A4-3N 4930.14 4937.22 7.08 4930.14 0.00 4937.22 0.00 0.00 61.00
9 Inlet_A4-3S 4930.29 4932.89 2.61 4930.29 0.00 4932.89 0.00 0.00 16.27
10 Inlet_A4-4N 4930.28 4937.26 6.98 4930.28 0.00 4937.26 0.00 0.00 59.71
11 Inlet_A4-4S 4930.84 4933.66 2.83 4930.84 0.00 4933.66 0.00 0.00 18.92
12 Inlet_A4-5N 4930.82 4938.41 7.59 4930.82 0.00 4939.40 0.99 0.00 73.08
13 Inlet_A4-5S 4931.39 4933.97 2.58 4931.39 0.00 4933.97 0.00 0.00 15.96
14 Inlet_A4-6N 4931.43 4937.14 5.71 4931.43 0.00 4939.20 2.06 0.00 50.51
15 Inlet_A4-6S 4931.94 4934.38 2.44 4931.94 0.00 4934.38 0.00 0.00 14.25
16 Inlet_A6-1N 4933.06 4938.05 4.99 4933.06 0.00 4938.05 0.00 0.00 35.90
17 Inlet_A6-1S 4933.46 4938.09 4.64 4933.46 0.00 4938.09 0.00 0.00 31.65
18 Inlet_A6-2S 4934.02 4936.91 2.89 4934.02 0.00 4936.91 0.00 0.00 19.72
19 Inlet_A6-3S 4935.14 4938.49 3.34 4935.14 0.00 4938.49 0.00 0.00 25.11
20 Inlet_A6-4S 4936.23 4938.67 2.44 4936.23 0.00 4938.67 0.00 0.00 14.25
21 Inlet_A8 4933.82 4939.59 5.78 4933.82 0.00 4939.59 0.00 0.00 45.36
22 Inlet_C2 4928.43 4933.40 4.97 4928.43 0.00 4933.40 0.00 0.00 23.63
23 Inlet_C3 4928.61 4933.40 4.79 4928.61 0.00 4933.40 0.00 0.00 27.47
24 Inlet_D2 4931.67 4936.07 4.40 4931.67 0.00 4936.07 0.00 0.00 28.76
25 Inlet_D3 4931.82 4936.10 4.28 4931.82 0.00 4936.10 0.00 0.00 27.37
26 Inlet_D4 4932.72 4936.15 3.44 4932.72 0.00 4936.15 0.00 0.00 26.23
27 Inlet_E2 4927.45 4933.27 5.83 4927.45 0.00 4933.27 0.00 0.00 54.93
28 Inlet_F2 4930.41 4936.41 6.00 4930.41 0.00 4936.41 0.00 0.00 57.00
29 Inlet_F3 4932.00 4936.65 4.65 4932.00 0.00 4936.65 0.00 0.00 40.85
30 Inlet_F4 4933.47 4937.84 4.37 4933.47 0.00 4937.84 0.00 0.00 37.44
31 Inlet_F5 4934.89 4936.72 1.83 4934.89 0.00 4936.72 0.00 0.00 6.93
32 Outlet_B2 4922.55 4924.80 2.25 4922.55 0.00 4931.00 6.20 0.00 9.00
33 STMH_A3 4926.64 4933.71 7.07 4926.64 0.00 4933.71 0.00 0.00 42.79
34 STMH_A4 4928.31 4933.92 5.61 4928.31 0.00 4933.92 0.00 0.00 31.31
35 STMH_A5 4930.57 4937.45 6.87 4930.57 0.00 4937.45 0.00 0.00 46.49
36 STMH_A6 4931.96 4938.28 6.33 4931.96 0.00 4938.28 0.00 0.00 39.90
37 STMH_A7 4933.79 4939.83 6.03 4933.79 0.00 4939.83 0.00 0.00 36.41
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 Basin_A4-2N 21.18 0.00 4934.84 5.44 0.00 0.00 4934.26 4.86 0 00:00 0 00:00 0.01 0.00
2 FES_C4 17.60 17.60 4933.40 3.67 0.73 0.00 4933.01 3.28 0 00:00 0 00:00 0.00 0.00
3 Inlet_A2 88.10 4.94 4927.95 2.62 0.00 5.44 4927.95 2.62 0 00:06 0 00:00 0.00 0.00
4 Inlet_A3-1 22.20 22.20 4931.23 2.99 0.00 2.25 4930.71 2.47 0 00:00 0 00:00 0.00 0.00
5 Inlet_A4-1N 48.73 33.00 4933.69 4.35 0.00 0.00 4933.69 4.35 0 00:00 0 00:04 909.45 1439.00
6 Inlet_A4-1S 23.74 22.80 4933.73 4.29 0.00 0.00 4933.72 4.28 0 00:00 0 00:05 235.60 1438.00
7 Inlet_A4-2S 5.64 1.03 4933.47 3.47 0.00 0.00 4933.34 3.34 0 00:00 0 00:00 0.00 0.00
8 Inlet_A4-3N 21.67 6.20 4937.22 7.08 0.00 0.00 4937.04 6.90 0 00:00 0 00:00 0.02 0.00
9 Inlet_A4-3S 8.06 1.03 4932.89 2.60 0.00 0.00 4932.89 2.60 0 00:00 0 00:02 191.58 1439.00
10 Inlet_A4-4N 18.47 11.50 4937.26 6.98 0.00 0.00 4937.25 6.97 0 00:00 0 00:01 212.46 1439.00
11 Inlet_A4-4S 5.71 1.03 4933.66 2.82 0.00 0.00 4933.32 2.48 0 00:01 0 00:01 0.01 0.00
12 Inlet_A4-5N 7.53 3.48 4939.40 8.58 0.99 0.00 4938.12 7.30 0 00:00 0 00:00 0.00 0.00
13 Inlet_A4-5S 4.55 1.03 4933.97 2.58 0.00 0.00 4933.52 2.13 0 00:01 0 00:01 0.00 0.00
14 Inlet_A4-6N 6.82 3.48 4939.20 7.77 2.06 0.00 4938.36 6.93 0 00:00 0 00:00 0.02 0.00
15 Inlet_A4-6S 3.06 1.03 4934.38 2.44 0.00 0.00 4933.56 1.62 0 00:01 0 00:01 0.01 0.00
16 Inlet_A6-1N 17.40 17.40 4938.05 4.99 0.00 0.00 4938.04 4.98 0 00:01 0 00:01 75.66 1438.00
17 Inlet_A6-1S 21.37 18.80 4938.09 4.63 0.00 0.00 4938.09 4.63 0 00:01 0 00:02 15.01 1438.00
18 Inlet_A6-2S 9.12 1.32 4936.91 2.89 0.00 0.00 4936.91 2.89 0 00:00 0 00:02 215.78 1438.00
19 Inlet_A6-3S 4.17 1.32 4938.49 3.35 0.00 0.00 4937.37 2.23 0 00:01 0 00:01 0.00 0.00
20 Inlet_A6-4S 1.49 1.36 4938.67 2.44 0.00 0.00 4937.49 1.26 0 00:02 0 00:02 0.00 0.00
21 Inlet_A8 13.20 13.20 4939.59 5.78 0.00 0.00 4938.20 4.39 0 00:00 0 00:02 0.02 0.00
22 Inlet_C2 41.17 3.60 4931.44 3.01 0.00 1.96 4931.42 2.99 0 00:00 0 00:00 0.00 0.00
23 Inlet_C3 38.73 19.90 4933.40 4.79 0.00 0.00 4932.72 4.11 0 00:00 0 00:00 0.00 0.00
24 Inlet_D2 16.80 4.94 4934.75 3.08 0.00 1.32 4933.88 2.21 0 00:00 0 00:00 0.00 0.00
25 Inlet_D3 12.01 7.00 4935.16 3.34 0.00 0.94 4934.20 2.38 0 00:00 0 00:00 0.00 0.00
26 Inlet_D4 4.76 4.76 4935.48 2.76 0.00 0.67 4934.64 1.92 0 00:00 0 00:00 0.00 0.00
27 Inlet_E2 9.00 9.00 4928.61 1.16 0.00 4.66 4928.42 0.97 0 00:00 0 00:00 0.00 0.00
28 Inlet_F2 1.90 0.50 4931.12 0.71 0.00 5.29 4931.12 0.71 0 00:16 0 00:00 0.00 0.00
29 Inlet_F3 1.41 0.40 4932.39 0.39 0.00 4.26 4932.39 0.39 0 00:03 0 00:00 0.00 0.00
30 Inlet_F4 1.02 0.40 4933.80 0.33 0.00 4.04 4933.79 0.32 0 00:01 0 00:00 0.00 0.00
31 Inlet_F5 0.60 0.60 4935.16 0.27 0.00 1.56 4935.15 0.26 0 00:00 0 00:00 0.00 0.00
32 Outlet_B2 10.40 10.40 4931.00 8.45 6.20 0.00 4925.30 2.75 0 00:00 0 00:00 0.00 0.00
33 STMH_A3 83.16 0.00 4929.70 3.06 0.00 4.01 4929.70 3.06 0 00:06 0 00:00 0.00 0.00
34 STMH_A4 73.05 0.00 4933.92 5.61 0.00 0.00 4933.50 5.19 0 00:01 0 00:01 0.01 0.00
35 STMH_A5 48.23 0.00 4937.45 6.88 0.00 0.00 4935.85 5.28 0 00:01 0 00:01 0.05 0.00
36 STMH_A6 50.12 0.00 4938.28 6.32 0.00 0.00 4937.71 5.75 0 00:01 0 00:01 0.00 0.00
37 STMH_A7 16.65 0.00 4939.83 6.04 0.00 0.00 4937.90 4.11 0 00:02 0 00:02 0.00 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)
1 Pipe_A1 63.55 4925.33 0.00 4922.60 0.00 2.72 4.2900 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Pipe_A2 33.03 4926.64 0.00 4925.33 0.00 1.32 3.9800 CIRCULAR 42.000 42.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe_A3 233.86 4928.31 0.00 4927.14 0.50 1.17 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe_A3-1 5.00 4928.24 0.00 4928.14 1.50 0.10 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe_A4 374.43 4930.57 0.00 4928.31 0.00 2.26 0.6000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
6 Pipe_A4-1N 4.99 4929.34 0.00 4929.31 1.00 0.02 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
7 Pipe_A4-1S 25.01 4929.44 0.00 4929.31 1.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
8 Pipe_A4-2N 28.89 4929.40 0.00 4929.34 0.00 0.06 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
9 Pipe_A4-2S 111.30 4930.00 0.00 4929.44 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
10 Pipe_A4-3N 371.75 4930.14 0.00 4929.40 0.00 0.74 0.2000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
11 Pipe_A4-3S 57.75 4930.29 0.00 4930.00 0.00 0.29 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
12 Pipe_A4-4N 27.98 4930.28 0.00 4930.14 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
13 Pipe_A4-4S 110.00 4930.84 0.00 4930.29 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
14 Pipe_A4-5N 108.00 4930.82 0.00 4930.28 0.00 0.54 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
15 Pipe_A4-5S 110.00 4931.39 0.00 4930.84 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
16 Pipe_A4-6N 122.89 4931.43 0.00 4930.82 0.00 0.61 0.5000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
17 Pipe_A4-6S 110.00 4931.94 0.00 4931.39 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
18 Pipe_A5 275.21 4931.96 0.00 4930.57 0.00 1.39 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
19 Pipe_A6 262.46 4933.79 0.00 4931.96 0.00 1.84 0.7000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
20 Pipe_A6-1N 5.00 4933.06 0.00 4932.96 1.00 0.10 2.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
21 Pipe_A6-1S 25.00 4933.46 0.00 4932.96 1.00 0.50 2.0000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
22 Pipe_A6-2S 111.38 4934.02 0.00 4933.46 0.00 0.56 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
23 Pipe_A6-3S 170.25 4935.14 0.00 4934.02 0.00 1.13 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
24 Pipe_A6-4S 165.00 4936.23 0.00 4935.14 0.00 1.09 0.6600 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
25 Pipe_A7 5.00 4933.82 0.00 4933.79 0.00 0.02 0.4200 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
26 Pipe_B1 66.00 4922.55 0.00 4922.40 0.00 0.15 0.2300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
27 Pipe_C1 47.96 4928.43 0.00 4928.19 0.00 0.24 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
28 Pipe_C2 36.00 4928.61 0.00 4928.43 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
29 Pipe_C3 36.03 4929.73 0.00 4928.61 0.00 1.12 3.1000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
30 Pipe_D1 34.53 4931.67 0.00 4931.50 0.00 0.17 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
31 Pipe_D2 30.00 4931.82 0.00 4931.67 0.00 0.15 0.5000 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
32 Pipe_D3 28.51 4932.72 0.00 4932.57 0.75 0.14 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
33 Pipe_E1 42.43 4927.45 0.00 4924.90 0.00 2.55 6.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
34 Pipe_F1 39.42 4930.41 0.00 4930.21 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
35 Pipe_F2 113.00 4932.00 0.00 4930.41 0.00 1.59 1.4100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
36 Pipe_F3 98.25 4933.47 0.00 4932.00 0.00 1.47 1.4900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
37 Pipe_F4 109.00 4934.89 0.00 4933.47 0.00 1.42 1.3100 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 Pipe_A1 88.10 0 00:06 180.55 0.49 14.03 0.08 2.17 0.62 0.00 Calculated
2 Pipe_A2 83.16 0 00:06 174.05 0.48 9.95 0.06 2.84 0.81 0.00 Calculated
3 Pipe_A3 60.96 0 00:05 40.87 1.49 8.92 0.44 2.78 0.93 0.00 > CAPACITY
4 Pipe_A3-1 22.25 0 00:00 27.73 0.80 7.91 0.01 1.78 0.89 0.00 Calculated
5 Pipe_A4 40.50 0 00:05 44.88 0.90 5.73 1.09 3.00 1.00 1438.00 SURCHARGED
6 Pipe_A4-1N 37.36 0 00:01 13.86 2.69 11.89 0.01 2.00 1.00 1439.00 SURCHARGED
7 Pipe_A4-1S 23.74 0 00:01 13.86 1.71 7.59 0.05 2.00 1.00 1439.00 SURCHARGED
8 Pipe_A4-2N 16.31 0 00:00 8.77 1.86 6.76 0.07 2.00 1.00 1439.00 SURCHARGED
9 Pipe_A4-2S 4.42 0 00:00 3.96 1.12 3.78 0.49 1.25 1.00 1439.00 SURCHARGED
10 Pipe_A4-3N 15.73 0 00:02 8.77 1.79 5.01 1.24 2.00 1.00 1439.00 SURCHARGED
11 Pipe_A4-3S 3.94 0 00:02 3.96 1.00 3.85 0.25 1.25 1.00 1439.00 SURCHARGED
12 Pipe_A4-4N 15.47 0 00:00 13.86 1.12 6.19 0.08 2.00 1.00 1439.00 SURCHARGED
13 Pipe_A4-4S 3.11 0 00:02 3.96 0.79 2.60 0.71 1.25 1.00 1439.00 SURCHARGED
14 Pipe_A4-5N 6.97 0 00:01 6.44 1.08 3.94 0.46 1.50 1.00 1439.00 SURCHARGED
15 Pipe_A4-5S 2.52 0 00:01 3.96 0.64 2.43 0.75 1.25 1.00 1438.00 SURCHARGED
16 Pipe_A4-6N 3.65 0 00:00 6.44 0.57 2.74 0.75 1.50 1.00 1439.00 SURCHARGED
17 Pipe_A4-6S 2.03 0 00:01 3.96 0.51 2.33 0.79 1.25 1.00 1438.00 SURCHARGED
18 Pipe_A5 48.23 0 00:01 41.01 1.18 9.00 0.51 3.00 1.00 1438.00 SURCHARGED
19 Pipe_A6 14.20 0 00:02 48.36 0.29 3.47 1.26 3.00 1.00 1438.00 SURCHARGED
20 Pipe_A6-1N 18.38 0 00:01 34.66 0.53 7.02 0.01 2.00 1.00 1439.00 SURCHARGED
21 Pipe_A6-1S 21.35 0 00:01 27.73 0.77 7.45 0.06 2.00 1.00 1439.00 SURCHARGED
22 Pipe_A6-2S 5.08 0 00:06 3.96 1.28 4.14 0.45 1.25 1.00 1439.00 SURCHARGED
23 Pipe_A6-3S 2.77 0 00:02 4.55 0.61 2.26 1.26 1.25 1.00 1438.00 SURCHARGED
24 Pipe_A6-4S 1.45 0 00:02 4.54 0.32 2.93 0.94 1.25 1.00 1437.00 SURCHARGED
25 Pipe_A7 14.94 0 00:00 12.77 1.17 8.39 0.01 2.00 1.00 1438.00 SURCHARGED
26 Pipe_B1 10.40 0 00:00 4.34 2.40 5.89 0.19 1.50 1.00 1440.00 SURCHARGED
27 Pipe_C1 41.27 0 00:00 40.87 1.01 6.46 0.12 2.54 0.85 0.00 > CAPACITY
28 Pipe_C2 37.57 0 00:00 25.14 1.49 8.34 0.07 2.50 1.00 1440.00 SURCHARGED
29 Pipe_C3 18.83 0 00:00 62.56 0.30 4.70 0.13 2.50 1.00 1440.00 SURCHARGED
30 Pipe_D1 16.99 0 00:00 13.86 1.23 5.85 0.10 1.74 0.87 0.00 > CAPACITY
31 Pipe_D2 11.86 0 00:00 13.86 0.86 3.78 0.13 2.00 1.00 1440.00 SURCHARGED
32 Pipe_D3 5.01 0 00:00 3.96 1.27 4.42 0.11 1.25 1.00 1440.00 SURCHARGED
33 Pipe_E1 9.92 0 00:00 13.71 0.72 10.29 0.07 0.86 0.77 0.00 Calculated
34 Pipe_F1 1.90 0 01:45 3.96 0.48 2.89 0.23 0.66 0.53 0.00 Calculated
35 Pipe_F2 1.40 0 00:03 6.64 0.21 2.94 0.64 0.55 0.44 0.00 Calculated
36 Pipe_F3 1.01 0 00:02 6.84 0.15 3.58 0.46 0.36 0.29 0.00 Calculated
37 Pipe_F4 0.62 0 00:01 6.40 0.10 3.10 0.59 0.29 0.24 0.00 Calculated
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
RIP RAP CALCULATIONS
Circular
D or Da,
Pipe
Diameter
(ft)
H or Ha,
Culvert
Height
(ft)
W,
Culvert
Width
(ft)
Yt/D Q/D1.5 Q/D2.5 Yt/H Q/WH0.5
Storm Sewer A 88.10 3.50 1.73 0.49 13.45 3.84 N/A N/A 6.00 3.84 14.68 29.92 Type L 30.00 14.00 1.50
Storm Sewer C 41.27 3.00 2.09 0.70 7.94 2.65 N/A N/A 6.50 2.65 13.76 23.28 Type L 24.00 12.00 1.50
Storm Sewer D 16.99 2.00 1.48 0.74 6.01 3.00 N/A N/A 6.50 3.00 4.25 5.65 Type L 6.00 8.00 1.50
Storm Sewer E 9.92 1.25 0.79 0.63 7.10 5.68 N/A N/A 3.50 5.68 1.65 2.95 Type L 3.75 5.00 1.50
Storm Sewer F 1.90 1.25 0.61 0.49 1.36 1.09 N/A N/A 6.50 1.09 0.32 -4.75 Type L 3.75 5.00 1.50
OUTPUT
Spec
Length
of
Riprap
(ft)
Box Culvert
CALCULATIONS FOR RIPRAP PROTECTION AT PIPE OUTLETS
Circular
Pipe
(Figure MD-21)
Rectangular
Pipe
(Figure MD-22)Spec
Width
of
Riprap
(ft)
2*d50,
Depth
of
Riprap
(ft)
for L/2
Froude
Parameter
Q/D2.5
Max 6.0
or
Q/WH1.5
Max 8.0
Riprap
Type
(From
Figure
MD-21 or
MD-22)
By: Frederick S. Wegert
CALCULATE
Date: 05/18/2022
Project: 698-004
Urban Drainage
pg MD-107
L=
1/(2tanq)*
[At/Yt)-W]
(ft)
INPUT
Storm
Line/Culvert
Label
Design
Discharge
(cfs)
Expansion
Factor
1/(2tanq)
(From
Figure
MD-23 or
MD-24)
Yt,
Tailwater
Depth
(ft)
Culvert Parameters
At=Q/V (ft)
DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE
7.0 PROTECTION DOWNSTREAM OF PIPE OUTLETS
This section is intended to address the use of riprap for erosion protection downstream of conduit and
culvert outlets that are in-line with major drainageway channels. Inadequate protection at conduit and
culvert outlets has long been a major problem. The designer should refer to Section 4.4 for additional
information on major drainage applications utilizing riprap. In addition, the criteria and guidance in
Section 4.4 may be useful in design of erosion protection for conduit outlets. The reader is referred to
Section 7.0 of the HYDRAULIC STRUCTURES chapter of this Manual for information on rundowns, and
to Section 3.0 of the HYDRAULIC STRUCTURES chapter for additional discussion on culvert outfall
protection.
Scour resulting from highly turbulent, rapidly decelerating flow is a common problem at conduit outlets.
The riprap protection design protocol is suggested for conduit and culvert outlet Froude numbers up to
2.5 (i.e., Froude parameters Q/d02.5 or Q/WH1.5 up to 14 ft0.5/sec) where the channel and conduit slopes are
parallel with the channel gradient and the conduit outlet invert is flush with the riprap channel protection.
Here, Q is the discharge in cfs, d0 is the diameter of a circular conduit in feet and W and H are the width
and height, respectively, of a rectangular conduit in feet.
7.1 Configuration of Riprap Protection
Figure MD-25 illustrates typical riprap protection of culverts and major drainageway conduit outlets. The
additional thickness of the riprap just downstream from the outlet is to assure protection from flow
conditions that might precipitate rock movement in this region.
7.2 Required Rock Size
The required rock size may be selected from Figure MD-21 for circular conduits and from Figure MD-22
for rectangular conduits. Figure MD-21 is valid for Q/Dc2.5 of 6 or less and Figure MD-22 is valid for
Q/WH1.5 of 8.0 or less. The parameters in these two figures are:
1. Q/D1.5 or Q/WH0.5 in which Q is the design discharge in cfs, Dc is the diameter of a circular conduit
in feet, and W and H are the width and height of a rectangular conduit in feet.
2. Yt/Dc or Yt/H in which Yt is the tailwater depth in feet, Dc is the diameter of a circular conduit in feet,
and H is the height of a rectangular conduit in feet. In cases where Yt is unknown or a hydraulic
jump is suspected downstream of the outlet, use Yt/Dt = Yt/H = 0.40 when using Figures MD-21
and MD-22.
Rev. 04/2008 MD-103
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE
Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/D2.5 ≤ 6.0
Rev. 04/2008 MD-107
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE
Figure MD-23—Expansion Factor for Circular Conduits
Rev. 04/2008 MD-109
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE
Table MD-7—Classification and Gradation of Ordinary Riprap
Riprap Designation
% Smaller Than Given
Size by Weight
Intermediate Rock
Dimensions (inches) d50 (inches)*
Type VL 70-100
50-70
35-50
2-10
12
9
6
2
6**
Type L 70-100
50-70
35-50
2-10
15
12
9
3
9**
Type M 70-100
50-70
35-50
2-10
21
18
12
4
12**
Type H 70-100
50-70
35-50
2-10
30
24
18
6
18
Type VH 70-100
50-70
35-50
2-10
42
33
24
9
24
* d50 = mean particle size (intermediate dimension) by weight.
** Mix VL, L and M riprap with 35% topsoil (by volume) and bury it with 4 to 6 inches of topsoil, all
vibration compacted, and revegetate.
Basic requirements for riprap stone are as follows:
• Rock shall be hard, durable, angular in shape, and free from cracks, overburden, shale, and organic
matter.
• Neither breadth nor thickness of a single stone should be less than one-third its length, and rounded
stone should be avoided.
• The rock should sustain a loss of not more than 40% after 500 revolutions in an abrasion test (Los
Angeles machine⎯ASTM C-535-69) and should sustain a loss of not more than 10% after 12 cycles
of freezing and thawing (AASHTO test 103 for ledge rock procedure A).
• Rock having a minimum specific gravity of 2.65 is preferred; however, in no case should rock have a
specific gravity less than 2.50.
4.4.1.2 Grouted Boulders
Table MD-8 provides the classification and size requirements for boulders. When grouted boulders are
used, they provide a relatively impervious channel lining which is less subject to vandalism than ordinary
riprap. Grouted boulders require less routine maintenance by reducing silt and trash accumulation and
Rev. 04/2008 MD-61
Urban Drainage and Flood Control District
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
LID WEIR IN MANHOLE STMH A4
Project Number:Pond No:
Project Name:Calc. By:
Project Location:
Q=3.3LH1.5
Length (L)=5.00 ft
Weir Elev. =4,929.81 ft 4,933.90 ft
Depth Above Crest -
H (ft)
Elevation
(ft)
Freeboard
(ft)
Flow
(cfs)
0.00 4,929.81 4.09 0.00
0.25 4,930.06 3.84 2.06
0.75 4,930.56 3.34 10.72
1.25 4,931.06 2.84 23.06
1.50 4,931.31 2.59 30.31
1.51 4,931.32 2.58 30.62
2.00 4,931.81 2.09 46.67
2.17 4,931.98 1.92 52.74
2.50 4,932.31 1.59 65.22
3.00 4,932.81 1.09 85.74
3.50 4,933.31 0.59 108.04
4.00 4,933.81 0.09 132.00
4.09 4,933.90 0.00 136.48
Q2 = 30.64 cfs Q10 = 52.60 cfs
LID Weir in Manhole A4
Input Parameters:
Top of Pond Elev. =
Depth vs. Flow:
Governing Equations:
This equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is
small compared to the length of weir. Reference 1) Hydrologic Analysis and Design, Richard H McCuen, Prentice Hall,
1989. Pg.549.
Timnath, Colorado
* where Q is flow rate in CFS
* where L is the crest length of the weir (FT)
* where H is the height of flow over the crest (FT)
Notes
SHARP-CRESTED WEIR
698-004 STMH A4
Kitchel Lake F. Wegert
2-Year Storm
10-Year Storm
Rim of Manhole
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX C
DETENTION POND & WATER QUALITY
COMPUTATIONS
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
STAGE STORAGE & WATER QUALITY CALCULATIONS
Project:
Date:
Pond No.:
4,922.60 5.65 ac. ft.
4,924.77 4,930.91
0.23 ac. ft.0.23 ac. ft.
4,931.00 4,924.77
4,932.00 2.17 ft.
1.09 ft.10.40 cfs
Max. Elev.Min. Elev.cu. ft.acre ft cu. ft.acre ft
4,922.60 N/A 0.00 0.00 0.00 0.00 0.00 0.00
4,923.00 4,922.60 397.73 0.40 159.09 0.00 159.09 0.00
4,923.50 4,923.00 1,951.22 0.50 587.24 0.01 746.33 0.02
4,924.00 4,923.50 5,477.40 0.50 1,857.15 0.04 2,603.48 0.06
4,924.50 4,924.00 10,599.31 0.50 4,019.18 0.09 6,622.66 0.15
4,925.00 4,924.50 15,640.30 0.50 6,559.90 0.15 13,182.56 0.30
4,925.50 4,925.00 22,067.53 0.50 9,426.96 0.22 22,609.52 0.52
4,926.00 4,925.50 27,824.60 0.50 12,473.03 0.29 35,082.56 0.81
4,926.50 4,926.00 31,383.60 0.50 14,802.05 0.34 49,884.61 1.15
4,927.00 4,926.50 34,655.70 0.50 16,509.82 0.38 66,394.43 1.52
4,927.50 4,927.00 38,029.25 0.50 18,171.24 0.42 84,565.67 1.94
4,928.00 4,927.50 41,555.20 0.50 19,896.11 0.46 104,461.78 2.40
4,928.50 4,928.00 45,180.37 0.50 21,683.89 0.50 126,145.67 2.90
4,929.00 4,928.50 48,834.67 0.50 23,503.76 0.54 149,649.43 3.44
4,929.50 4,929.00 52,532.94 0.50 25,341.90 0.58 174,991.33 4.02
4,930.00 4,929.50 56,279.39 0.50 27,203.08 0.62 202,194.42 4.64
4,930.50 4,930.00 60,076.17 0.50 29,088.89 0.67 231,283.31 5.31
4,931.00 4,930.50 63,919.14 0.50 30,998.83 0.71 262,282.14 6.02
4,931.50 4,931.00 67,812.54 0.50 32,932.92 0.76 295,215.06 6.78
4,932.00 4,931.50 71,760.57 0.50 34,893.28 0.80 330,108.34 7.58
STAGE STORAGE CURVE
Contour Contour
Surface Area
(ft2)
Depth (ft)
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
698-004
Timnath, Colorado
F. Wegert
Elev at Design Volume:
Timber Lark Residential
May 18, 2022
Pond Outlet and Volume Data
Elev at WQ Volume:
Freeboard:
Detention Pond
Project Number:
Project Location:
Calculations By:
Outlet Elevation1:Design Volume:
Detention Pond
Volume at Grate:
Grate Elevation2:
Spillway Elev.:
Water Quality Volume:
Water Quality Depth3:
Design 100-Yr Release:
Notes: 1) Outlet Elevation is "Elev. A" on pond outlet structure detail.
2) Grate elevation is "Elev. B" on pond outlet structure detail.
3) Water Quality Depth is "Dwq" on pond outlet structure detail.
Crest of Pond Elev.:
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project:
Calc. By:
Date:
11.61 <-- INPUT from impervious calcs
48%<-- INPUT from impervious calcs
0.48 <-- CALCULATED
40 hours <-- from FCSM Figure 5.4-1
1.00 <-- from FCSM Figure 5.4-1
0.20 <-- MHFD Vol. 3 Equation 3-1
0.23 <-- FCSCM Equation 7-2
10,158 <-- Calculated from above
2.17 <-- INPUT from stage-storage table
0.64 <-- CALCULATED from Equation EDB-3
dia (in) =5/8
number of columns=2.00
number of rows =3.00
number of holes =6.00
Area Per Row =0.61
Total Outlet Area (in2) =1.84 <-- CALCULATED from total number of holes
WQCV (watershed inches) =
WATER QUALITY POND DESIGN CALCULATIONS
Water Quality for Detention Pond
Timber Lark Residential
F. Wegert
May 18, 2022
Required Storage & Outlet Works
Basin Area (acres) =
Basin Percent Imperviousness =
Basin Imperviousness Ratio =
Drain Time =
Drain Time Coefficient =
WQCV (ac-ft) =
WQ Depth (ft) =
Area Required Per Row, a (in2) =
Circular Perforation Sizing
WQCV (cu. ft.) =
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project:
Calc. By:
Date:
23.56 <-- INPUT from impervious calcs
57%<-- INPUT from impervious calcs
0.57 <-- CALCULATED
12 hours <-- from FCSM Figure 5.4-1
0.80 <-- from FCSM Figure 5.4-1
0.18 <-- MHFD Vol. 3 Equation 3-1
0.43 <-- FCSCM Equation 7-2
18,596 <-- Calculated from above
WQCV (watershed inches) =
WATER QUALITY POND DESIGN CALCULATIONS
Underground Chambers
Timber Lark Residential
F. Wegert
May 18, 2022
Required Storage & Outlet Works
Basin Area (acres) =
Basin Percent Imperviousness =
Basin Imperviousness Ratio =
Drain Time =
Drain Time Coefficient =
Water quality outlet structure determined by LID calculations.
WQCV (ac-ft) =
WQCV (cu. ft.) =
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project Number:Pond No:
Project Name:Calc. By:
Project Location:
* where L is the crest length of the weir (FT)
Valid if 0.1<H/L<0.8
Length (L)=75.00 ft 4,922.60 ft
Spillway Elev. =4,931.00 ft 4,932.00 ft
Depth Above Crest -
H (ft)
Elevation
(ft)
Freeboard
(ft)H/(H+P)C
Flow
(cfs)Notes
0.00 4,931.00 1.00 0.00 0.87 0.00
0.10 4,931.10 0.90 0.01 0.86 6.32
0.20 4,931.20 0.80 0.02 0.86 17.85
0.30 4,931.30 0.70 0.03 0.86 32.74
0.40 4,931.40 0.60 0.05 0.86 50.34
0.50 4,931.50 0.50 0.06 0.86 70.28 <- Q100
0.60 4,931.60 0.40 0.07 0.86 92.31
0.70 4,931.70 0.30 0.08 0.86 116.26
0.76 4,931.76 0.24 0.08 0.86 131.49
0.80 4,931.80 0.20 0.09 0.86 141.99
0.90 4,931.90 0.10 0.10 0.86 169.39
1.00 4,932.00 0.00 0.11 0.86 198.39 <- Top of Pond
BROAD-CRESTED WEIR (Spillway)
698-004 Detention Pond
Timber Lark Residential F. Wegert
Q2 = 15.5 cfs, Q10 = 26.4 cfs, Q100 = 69.8 cfs
Detention Pond
Input Parameters:
Upsteam Invert Elev. =
Top of Pond Elev. =
Depth vs. Flow:
Governing Equations:
If the weir is long in the direction of flow so that the flow leaves the weir in essentially a horizontal direction, the weir is
a broad-crested weir. Reference 1) "Hydraulic Engineering, Roberson, Cassidy & Chaudhry., John Wiley & Sons, 1995, pg
212)"
Q=0.385CL√2g H3/2
Fort Collins, Colorado
* where Q is flow rate in CFS
* where C is ratio of actual discharge to theoretical discharge.
A value of C can be obtained from Figure 4-36 of Reference 1.
* where H is the height of flow over the crest (FT)
* where P is the vertical distance from weir crest to
pond\channel invert (FT)
0.85
0.9
0.95
1
1.05
0 0.2 0.4 0.6 0.8 1C
H/(H+P)
Broad-Crested Weir Coefficient (C)
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
LID CALCULATIONS
UDFOHYDHYD CECHYDLID
SDELEC
ELEC ELECBRKREVAULTF.O.FOELECBRKREDSDSELECBRKREEEHYDFESXXXXXXXXXXXXXXXXFOFOXXX X X X XXXXXXXXXXOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUSTSTSTSTSTOUTLETSTRUCTUREMANHOLE WITH FLOWCONTROL WEIRDETENTION PONDSTREET ASTREET ASTREET ASTREET BSTREET BSTREET I
ALLEY M
ALLEY N
ALLEY O
ALLEY P
GOLDEN WILLOW DRIVE
STREET CSTREET EWEEPING WILLOW DRIVE
STREET G
ALLEY K
RED WILLOW DRIVE
ALLEY L
CORONA AVENUESTREET BTTTTTTT2.29 ac.A10.36 ac.A4a6.14 ac.A56.09 ac.A61.44 ac.A3a3.84 ac.A90.45 ac.A81.95 ac.A152.32 ac.A12a0.97 ac.A100.43 ac.A111.08 ac.A132.91 ac.A70.39 ac.A141.74A4b1.17 ac.A2a0.08 ac.A12d0.08 ac.A12c0.08 ac.A12b0.85 ac.A2b0.68 ac.A3bSTORMTECHCHAMBERSNORTHPROPOSED STORM SEWERPROPERTY BOUNDARYPROPOSED INLETADESIGN POINTDRAINAGE BASIN LABELDRAINAGE BASIN BOUNDARYALEGEND:AREA TREATED BY STORMTECH CHAMBERSAREA TREATED BY EXTENDED DETENTIONLID Summary per BasinLID IDAreaWeighted %ImperviousTreatment TypeRequiredVolume (cu. ft.)Total ImperviousArea (sq. ft.)Sq. Ft.AcresLID 11,026,39923.5657%Stormtech18,596580,700Total1,026,39923.5618,596580,700LID Site SummaryTotal Site Area1,532,003sq. ft.Total Impervious Area with LID Treatment580,700sq. ft.Total Impervious Area without LID Treatment244,633sq. ft.Total Impervious Area825,333sq. ft.50% Requried Minium Area to be Treated412,667sq. ft.75% Requried Minium Area to be Treated619,000cu. ft.Total Treated Area580,700sq. ft.Percent Impervious Treated by LID70%LID Summary per BasinBasinIDAreaPercentImperviousLID IDTreatmentTypeTotalImperviousArea (sq. ft.)Sq. Ft.AcresA199,5987%7%n/an/a7,080A2a51,02268%68%LID 1Stormtech34,465A2b37,10850%50%LID 1Stormtech18,554A3a62,79866%66%LID 1Stormtech41,275A3b29,40950%50%LID 1Stormtech14,705A4a15,78470%70%n/an/a11,068A4b75,58563%63%n/an/a47,767A5267,38353%53%LID 1Stormtech141,843A6265,32255%55%LID 1Stormtech147,143A7126,68062%62%LID 1Stormtech78,129A819,51872%72%LID 1Stormtech14,135A9167,15954%54%LID 1Stormtech90,451A1042,37869%69%n/an/a29,256A1118,82064%64%n/an/a12,024A12a94,24470%70%n/an/a65,731A12b3,42133%33%n/an/a1,133A12c3,33234%34%n/an/a1,124A12d3,33234%34%n/an/a1,124A1347,25424%24%n/an/a11,333A1416,98176%76%n/an/a12,867A1584,87752%52%n/an/a44,126LID EXHIBITFORT COLLINS, COTIMBER LARK RESIDENTIALENGINEERNGIEHTRONRN5.18.2022P:\698-004\DRAINAGE\LID\LID SUMMARY\698-004_LID.DWG( IN FEET )01 INCH = 150 FEET150150
Project Number:Project:
Project Location:
Calculations By:Date:
Sq. Ft.Acres
A1 99,598 2.29 7%n/a n/a 0 7,080
A2a 51,022 1.17 68%LID 1 Stormtech 18,596 34,465
A2b 37,108 0.85 50%LID 1 Stormtech 18,596 18,554
A3a 62,798 1.44 66%LID 1 Stormtech 18,596 41,275
A3b 29,409 0.68 50%LID 1 Stormtech 18,596 14,705
A4a 15,784 0.36 70%n/a n/a 0 11,068
A4b 75,585 1.74 63%n/a n/a 0 47,767
A5 267,383 6.14 53%LID 1 Stormtech 18,596 141,843
A6 265,322 6.09 55%LID 1 Stormtech 18,596 147,143
A7 126,680 2.91 62%LID 1 Stormtech 18,596 78,129
A8 19,518 0.45 72%LID 1 Stormtech 18,596 14,135
A9 167,159 3.84 54%LID 1 Stormtech 18,596 90,451
A10 42,378 0.97 69%n/a n/a 0 29,256
A11 18,820 0.43 64%n/a n/a 0 12,024
A12a 94,244 2.16 70%n/a n/a 0 65,731
A12b 3,421 0.08 33%n/a n/a 0 1,133
A12c 3,332 0.08 34%n/a n/a 0 1,124
A12d 3,332 0.08 34%n/a n/a 0 1,124
A13 47,254 1.08 24%n/a n/a 0 11,333
A14 16,981 0.39 76%n/a n/a 0 12,867
A15 84,877 1.95 52%n/a n/a 0 44,126
Total 1,532,003 35.17 825,333
Sq. Ft.Acres
LID 1 1,026,399 23.56 57%UC Stormtech 18,596 580,700
Total 1,026,399 23.56 18,596 580,700
1,532,003 ft2
580,700 ft3
244,633 ft2
825,333 ft2
412,667 ft2
619,000 ft3
580,700 ft2
70%
Total Impervious Area
50% Requried Minium Area to be Treated
75% Requried Minium Area to be Treated
Total Treated Area
LID Site Summary
Total Site Area
Total Impervious Area with LID Treatment
Total Impervious Area without LID Treatment
Weighted %
Impervious
LID Summary per LID Structure
.
Impervious
Area (ft2)Subbasin ID Treatment TypeLID ID Required
Volume (ft3)
Percent Impervious Treated by LID
LID SUMMARY
AreaBasin ID Treatment TypePercent
Impervious LID ID
Timber Lark
May 18, 2022
698-004
Fort Collins, Colorado
F. Wegert
Total
Impervious
Area (ft2)
Treatment
Volume (ft3)
LID Summary per Basin
Area
Date:May 18, 2021
Total Required
WQ Volume InFlow WQ
Individual
Chamber
Release Ratea
Individual
Chamber
Volumeb
Depth of Base
Aggregate
Individual
Installed
Chamber
Volumec
Minimum
Release Ratee
Required
Chamber
Volume by FAA
Method
Provided
Release Ratee
Provided
Chamber
Volumef
Total Installed
Chamber
Volumeg
(cf)(cfs)(cfs)(cfs)(in)(cfs)(cfs)(cf)(cfs)(cf)(cf)
1 18,596 12.90 MC-3500 0.038 109.90 9"175.00 107 4.02 19,883 114 115 4.32 12,638.50 20,125.00
Chamber Configuration Water Quality Summary
Project:
Project Location:
Calculations By:
Description.:
Timberlark
Fort Collins, Colorado
F. Wegert
Underground Chambers in Park
g. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
f. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
e. Release rate per chamber times number of chambers.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
Vault ID Chamber Type
Minimum
Number of
Chambersd
Number of
Chambers per
FAA
Provided
Number of
Chambers
Note: "Chamber Volume" refers to the open volume within the vaults. "Installed Chamber Volume" refers to the total volume provided, including the surrounding aggregates.
5/12/2022 P:\698-004\Drainage\LID\698-004_Chamber Summary.xlsx
Date:05/18/22
Pond No.:
A1
WQ
1.00
23.56 acres Quantity Detention 19883 ft3
4.32 cfs
Time Time
Ft.Collins
WQ
Intensity
QWQ
Inflow
(Runoff)
Volume
Outflow
(Release)
Volume
Storage
Detention
Volume
(mins)(secs)(in/hr)(cfs)(ft3)(ft3)(ft3)
5 300 1.43 33.6 10072 1296 8776
10 600 1.11 26.0 15620 2592 13028
15 900 0.94 22.0 19826 3888 15938
20 1200 0.81 19.0 22759 5184 17575
25 1500 0.72 16.8 25268 6480 18788
30 1800 0.65 15.3 27565 7776 19789
35 2100 0.59 13.8 28943 9072 19871
40 2400 0.54 12.6 30251 10368 19883
45 2700 0.50 11.7 31488 11664 19824
50 3000 0.46 10.8 32513 12960 19553
55 3300 0.44 10.2 33820 14256 19564
60 3600 0.41 9.7 34775 15552 19223
65 3900 0.39 9.1 35375 16848 18527
70 4200 0.37 8.6 36117 18144 17973
75 4500 0.35 8.1 36577 19440 17137
80 4800 0.33 7.8 37319 20736 16583
85 5100 0.32 7.4 37849 22032 15817
90 5400 0.31 7.2 38803 23328 15475
95 5700 0.29 6.8 38945 24624 14321
100 6000 0.28 6.6 39581 25920 13661
105 6300 0.27 6.4 40076 27216 12860
110 6600 0.26 6.1 40429 28512 11917
115 6900 0.26 6.0 41454 29808 11646
120 7200 0.25 5.8 41560 31104 10456
Detention Pond Calculation | FAA Method
Project:
Project Location:
Calculations By:
Timber Lark Residential
Fort Collins, Colorado
F. Wegert
Stormtech Chambers Infiltration Rate
Area (A)=
Max Release Rate =
Developed "C" =
Input Variables Results
Design Point Required Detention Volume
Design Storm
P:\698-004\Drainage\LID\698-004_FAA_Chambers.xlsx\
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
SWMM INPUT DATA
[TITLE]
Project Title/Notes
[OPTIONS]
Option ................................. Value
FLOW_UNITS ...................... CFS
INFILTRATION ..................... HORTON
FLOW_ROUTING ................ KINWAVE
LINK_OFFSETS .................... DEPTH
MIN_SLOPE ........................ 0
ALLOW_PONDING .............. NO
SKIP_STEADY_STATE .......... NO
START_DATE ....................... 03/15/2016
START_TIME ....................... 00:00:00
REPORT_START_DATE ....... 03/15/2016
REPORT_START_TIME ........ 00:00:00
END_DATE .......................... 03/20/2016
END_TIME .......................... 00:00:00
SWEEP_START .................... 01/01
SWEEP_END ....................... 12/31
DRY_DAYS ........................... 0
REPORT_STEP ..................... 00:05:00
WET_STEP .......................... 00:05:00
DRY_STEP ........................... 01:00:00
ROUTING_STEP .................. 0:00:15
RULE_STEP ......................... 00:00:00
INERTIAL_DAMPING .......... PARTIAL
NORMAL_FLOW_LIMITED . BOTH
FORCE_MAIN_EQUATION . H-W
VARIABLE_STEP .................. 0.75
LENGTHENING_STEP.......... 0
MIN_SURFAREA ................. 12.557
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 .......................... 0.0
DRY_ONLY .......................... NO
[RAINGAGES]
Name Format Interval SCF Source
-------------- --------- ------ ------ ------------------------------------------------------------------
FORTCOLLINS INTENSITY 0:05 1.0 TIMESERIES 100-YR
[SUBCATCHMENTS]
Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------------------------------------------
UC FORTCOLLINS Pond-1 23.56 57 657 0.98 0
WQ1 FORTCOLLINS Pond-1 11.61 48 320 0.52 0
[SUBAREAS]
Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
-------------- ---------- ---------- ---------- ---------- ---------- ---------- -----------------------------------------------------
UC0 .016 .25 .1 .3 1 OUTLET
WQ1 .016 .25 .1 .3 1 OUTLET
[INFILTRATION]
Subcatchment Param1 Param2 Param3 Param4 Param5
-------------- ---------- ---------- ---------- ---------- --------------------------------------------------
UC .51 0.5 6.48 6.48 0
WQ1 51 0.5 6.48 6.48 0
[OUTFALLS]
Name Elevation Type Stage Data Gated Route To
-------------- ---------- ---------- ---------------- -------- --------------------------------------
OUT-1 4922.40 FREE NO
[STORAGE]
Name Elev MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD
-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------------------------------- -------- --------
POND-1 4923 8.50 0 TABULAR Pond_1 0 0
[OUTLETS]
Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated
-------------- ---------------------------------------------- ---------------- ---------- --------------- ---------------- ---------- --------
Pond_Outlet POND-1 OUT-1 0 TABULAR/DEPTH Pond_Outlet NO
[CURVES]
Name Type X-Value Y-Value
-------------- ----------------------- ---------- ----------
Pond_Outlet Rating 0 0
Pond_Outlet 2.26 10.4
Pond_1 Storage 0 0
Pond_1 0.40 398
Pond_1 0.90 1951
Pond_1 1.4 5477
Pond_1 1.9 10599
Pond_1 2.4 15640
Pond_1 2.9 22068
Pond_1 3.4 27825
Pond_1 3.9 31384
Pond_1 4.4 34656
Pond_1 4.9 38029
Pond_1 5.4 41555
Pond_1 5.9 45180
Pond_1 6.4 48835
Pond_1 7.4 56279
Pond_1 7.9 60076
Pond_1 8.4 63919
Pond_1 8.9 67813
Pond_1 9.4 71761
[TIMESERIES]
Name Date Time Value
-------------- ---------- ---------- ----------
100-YR 0:05 1
100-YR 0:10 1.14
100-YR 0:15 1.33
100-YR 0:20 2.23
100-YR 0:25 2.84
100-YR 0:30 5.49
100-YR 0:35 9.95
100-YR 0:40 4.12
100-YR 0:45 2.48
100-YR 0:50 1.46
100-YR 0:55 1.22
100-YR 1:00 1.06
100-YR 1:05 1
100-YR 1:10 .95
100-YR 1:15 .91
100-YR 1:20 .87
100-YR 1:25 .84
100-YR 1:30 .81
100-YR 1:35 .78
100-YR 1:40 .75
100-YR 1:45 .73
100-YR 1:50 .71
100-YR 1:55 .69
100-YR 2:00 .67
5-YR 0:05 .4
5-YR 0:10 .45
5-YR 0:15 .53
5-YR 0:20 .89
5-YR 0:25 1.13
5-YR 0:30 2.19
5-YR 0:35 3.97
5-YR 0:40 1.64
5-YR 0:45 .99
5-YR 0:50 .58
5-YR 0:55 .49
5-YR 1:00 .42
5-YR 1:05 .28
5-YR 1:10 .27
5-YR 1:15 .25
5-YR 1:20 .24
5-YR 1:25 .23
5-YR 1:30 .22
5-YR 1:35 .21
5-YR 1:40 .20
5-YR 1:45 .19
5-YR 1:50 .19
5-YR 1:55 .18
5-YR 2:00 .18
10-YR 0:05 .49
10-YR 0:10 .56
10-YR 0:15 .65
10-YR 0:20 1.09
10-YR 0:25 1.39
10-YR 0:30 2.69
10-YR 0:35 4.87
10-YR 0:40 2.02
10-YR 0:45 1.21
10-YR 0:50 .71
10-YR 0:55 .6
10-YR 1:00 .52
10-YR 1:05 .39
10-YR 1:10 .37
10-YR 1:15 .35
10-YR 1:20 .34
10-YR 1:25 .32
10-YR 1:30 .31
10-YR 1:35 .3
10-YR 1:40 .29
10-YR 1:45 .28
10-YR 1:50 .27
10-YR 1:55 .26
10-YR 2:00 .25
50-YR 0:05 .79
50-YR 0:10 .9
50-YR 0:15 1.05
50-YR 0:20 1.77
50-YR 0:25 2.25
50-YR 0:30 4.36
50-YR 0:35 7.9
50-YR 0:40 3.27
50-YR 0:45 1.97
50-YR 0:50 1.16
50-YR 0:55 .97
50-YR 1:00 .84
50-YR 1:05 .79
50-YR 1:10 .75
50-YR 1:15 .72
50-YR 1:20 .69
50-YR 1:25 .66
50-YR 1:30 .64
50-YR 1:35 .62
50-YR 1:40 .6
50-YR 1:45 .58
50-YR 1:50 .56
50-YR 1:55 .54
50-YR 2:00 .53
[REPORT]
Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -4312.977 0.000 14312.977 10000.000
Units None
[COORDINATES]
Node X-Coord Y-Coord
-------------- ------------------ --------------------------------
OUT-1 6243.184 2486.369
POND-1 6243.184 3009.815
[VERTICES]
Link X-Coord Y-Coord
-------------- ------------------ --------------------------------
[Polygons]
Subcatchment X-Coord Y-Coord
-------------- ------------------ --------------------------------
UC 4756.137 4560.403
UC 5038.726 4578.634
UC 5038.726 4350.740
UC 4728.790 4341.624
UC 4728.790 4578.634
WQ1 7946.197 4751.744
WQ1 7946.197 4522.816
WQ1 7675.645 4522.816
WQ1 7686.051 4741.338
[SYMBOLS]
Gage X-Coord Y-Coord
-------------- ------------------ --------------------------------
FORTCOLLINS 2050.164 6802.072
[BACKDROP]
FILE "P:\698-004\Drainage\Modeling\Final\Site Map.png"
DIMENSIONS -4312.977 1856.870 14312.977 8143.130
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
SWMM OUTPUT DATA
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ............. YES
RDII ............................... NO
Snowmelt ..................... NO
Groundwater ................ NO
Flow Routing ................ YES
Ponding Allowed .......... NO
Water Quality ............... NO
Infiltration Method ...... HORTON
Flow Routing Method .. KINWAVE
Starting Date ................ 03/15/2016 00:00:00
Ending Date .................. 03/20/2016 00:00:00
Antecedent Dry Days ... 0.0
Report Time Step ......... 00:05:00
Wet Time Step.............. 00:05:00
Dry Time Step ............... 01:00:00
Routing Time Step ........ 15.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation............................. 10.754 3.669
Evaporation Loss ............................... 0.000 0.000
Infiltration Loss.................................. 2.840 0.969
Surface Runoff ................................... 7.796 2.660
Final Storage ...................................... 0.157 0.054
Continuity Error (%) .......................... 0.361
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ......................... 0.000 0.000
Wet Weather Inflow ....................... 7.796 2.540
Groundwater Inflow ........................ 0.000 0.000
RDII Inflow ....................................... 0.000 0.000
External Inflow ................................ 0.000 0.000
External Outflow ............................. 7.796 2.540
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 ........................ 0.000 0.000
Continuity Error (%) ........................ 0.001
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step ......................... 15.00 sec
Average Time Step ............................ 15.00 sec
Maximum Time Step ......................... 15.00 sec
Percent in Steady State .................... 0.00
Average Iterations per Step .............. 1.00
Percent Not Converging ................... 0.00
***************************
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
-----------------------------------------------------------------------------------------------------------------------------------------
UC 3.67 0.00 0.00 0.87 2.05 0.71 2.76 1.77 109.35 0.752
WQ1 3.67 0.00 0.00 1.18 1.72 0.73 2.46 0.77 42.72 0.669
******************
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
-----------------------------------------------------------------------------------------------------------------------------------
OUT-1 OUTFALL 0.00 0.00 4922.40 0 00:00 0.00
POND-1 STORAGE 0.45 8.15 4931.15 0 02:22 8.15
*******************
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
---------------------------------------------------------------------------------------------------------------------------------------------
OUT-1 OUTFALL 0.00 10.40 0 00:32 0 2.54 0.000
POND-1 STORAGE 152.07 152.07 0 00:40 2.54 2.54 0.001
*********************
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 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
----------------------------------------------------------------------------------------------------------------------------------------------
POND-1 10.477 4 0 0 246.305 92 0 02:22 10.40
***********************
Outfall Loading Summary
***********************
----------------------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------------------
OUT-1 22.04 3.57 10.40 2.540
-----------------------------------------------------------------------
System 22.04 3.57 10.40 2.540
********************
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
--------------------------------------------------------------------------------------------------------------------------------
Pond_Outlet DUMMY 10.40 0 00:32
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Wed May 4 16:31:04 2022
Analysis ended on: Wed May 4 16:31:04 2022
Total elapsed time: < 1 sec
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX D
EROSION CONTROL REPORT
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY EROSION CONTROL REPORT
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the
final construction drawings. It should be noted; however, any such Erosion and Sediment Control Plan serves
only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or
different BMPs from those included may be necessary during construction, or as required by the authorities
having jurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and
followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to
site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or
modified in conjunction with construction activities. It is imperative to appropriately reflect the current site
conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during
construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3,
Chapter 7 – Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing and/or
wattles along the disturbed perimeter, gutter protection in the adjacent roadways , and inlet protection at
existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures,
designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor.
Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final Utility Plans will also
contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In
addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the
applicable requirements outlined in any existing Development Agreement(s) of record, as well as the
Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the
Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the
Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater
Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor
shall develop a comprehensive Storm Water Management Plan (SWMP) pursuant to CDPHE requirements and
guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance
of construction BMPs.
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX E
USDA SOILS REPORT
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, Colorado
South Timberline Residential
Natural
Resources
Conservation
Service
April 27, 2021
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
36—Fort Collins loam, 3 to 5 percent slopes..............................................13
37—Fort Collins loam, 5 to 9 percent slopes..............................................14
55—Kim loam, 5 to 9 percent slopes..........................................................15
74—Nunn clay loam, 1 to 3 percent slopes.................................................17
Soil Information for All Uses...............................................................................19
Soil Properties and Qualities..............................................................................19
Soil Erosion Factors........................................................................................19
K Factor, Whole Soil....................................................................................19
Soil Qualities and Features.............................................................................22
Hydrologic Soil Group.................................................................................22
References............................................................................................................27
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
44827004482790448288044829704483060448315044832404482700448279044828804482970448306044831504483240495870 495960 496050 496140 496230 496320 496410 496500 496590 496680
495870 495960 496050 496140 496230 496320 496410 496500 496590 496680
40° 30' 0'' N 105° 2' 57'' W40° 30' 0'' N105° 2' 18'' W40° 29' 41'' N
105° 2' 57'' W40° 29' 41'' N
105° 2' 18'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,150 if printed on A landscape (11" x 8.5") 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 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
36 Fort Collins loam, 3 to 5 percent
slopes
13.9 34.6%
37 Fort Collins loam, 5 to 9 percent
slopes
1.8 4.4%
55 Kim loam, 5 to 9 percent slopes 1.5 3.7%
74 Nunn clay loam, 1 to 3 percent
slopes
23.2 57.4%
Totals for Area of Interest 40.4 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
Custom Soil Resource Report
11
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
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
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 capacity: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
Custom Soil Resource Report
13
Minor Components
Table mountain
Percent of map unit:15 percent
Landform:Stream terraces, alluvial fans
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
37—Fort Collins loam, 5 to 9 percent slopes
Map Unit Setting
National map unit symbol: 2yqpj
Elevation: 4,800 to 5,500 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Farmland of statewide importance
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:5 to 9 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:12 percent
Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Available water capacity:High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 6e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Larim
Percent of map unit:15 percent
Landform:Alluvial fans
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY063CO - Gravel Breaks
Hydric soil rating: No
Table mountain
Percent of map unit:5 percent
Landform:Stream terraces, alluvial fans
Landform position (three-dimensional):Riser
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY036CO - Overflow
Hydric soil rating: No
55—Kim loam, 5 to 9 percent slopes
Map Unit Setting
National map unit symbol: jpwz
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: Farmland of local importance
Custom Soil Resource Report
15
Map Unit Composition
Kim and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Kim
Setting
Landform:Fans
Landform position (three-dimensional):Base slope, side slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
H1 - 0 to 7 inches: loam
H2 - 7 to 60 inches: loam, clay loam, sandy clay loam
H2 - 7 to 60 inches:
H2 - 7 to 60 inches:
Properties and qualities
Slope:5 to 9 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water capacity:Very high (about 26.5 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Ecological site: R067XY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Thedalund
Percent of map unit:10 percent
Hydric soil rating: No
Stoneham
Percent of map unit:5 percent
Hydric soil rating: No
Custom Soil Resource Report
16
74—Nunn clay loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tlpl
Elevation: 3,900 to 5,840 feet
Mean annual precipitation: 13 to 17 inches
Mean annual air temperature: 50 to 54 degrees F
Frost-free period: 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform:Terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Pleistocene aged alluvium and/or eolian deposits
Typical profile
Ap - 0 to 9 inches: clay loam
Bt - 9 to 13 inches: clay loam
Btk - 13 to 25 inches: clay loam
Bk1 - 25 to 38 inches: clay loam
Bk2 - 38 to 80 inches: clay loam
Properties and qualities
Slope:1 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:7 percent
Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:0.5
Available water capacity:High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Custom Soil Resource Report
17
Ecological site: R067BY042CO - Clayey Plains
Hydric soil rating: No
Minor Components
Heldt
Percent of map unit:10 percent
Landform:Terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY042CO - Clayey Plains
Hydric soil rating: No
Satanta
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
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 Erosion Factors
Soil Erosion Factors are soil properties and interpretations used in evaluating the
soil for potential erosion. Example soil erosion factors can include K factor for the
whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility
index.
K Factor, Whole Soil
Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by
water. Factor K is one of six factors used in the Universal Soil Loss Equation
(USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the
average annual rate of soil loss by sheet and rill erosion in tons per acre per year.
The estimates are based primarily on percentage of silt, sand, and organic matter
and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range
from 0.02 to 0.69. Other factors being equal, the higher the value, the more
susceptible the soil is to sheet and rill erosion by water.
"Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The
estimates are modified by the presence of rock fragments.
Factor K does not apply to organic horizons and is not reported for those layers.
19
20
Custom Soil Resource Report
Map—K Factor, Whole Soil
44827004482790448288044829704483060448315044832404482700448279044828804482970448306044831504483240495870 495960 496050 496140 496230 496320 496410 496500 496590 496680
495870 495960 496050 496140 496230 496320 496410 496500 496590 496680
40° 30' 0'' N 105° 2' 57'' W40° 30' 0'' N105° 2' 18'' W40° 29' 41'' N
105° 2' 57'' W40° 29' 41'' N
105° 2' 18'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,150 if printed on A landscape (11" x 8.5") 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
.02
.05
.10
.15
.17
.20
.24
.28
.32
.37
.43
.49
.55
.64
Not rated or not available
Soil Rating Lines
.02
.05
.10
.15
.17
.20
.24
.28
.32
.37
.43
.49
.55
.64
Not rated or not available
Soil Rating Points
.02
.05
.10
.15
.17
.20
.24
.28
.32
.37
.43
.49
.55
.64
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 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
21
Table—K Factor, Whole Soil
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
36 Fort Collins loam, 3 to 5
percent slopes
.43 13.9 34.6%
37 Fort Collins loam, 5 to 9
percent slopes
.37 1.8 4.4%
55 Kim loam, 5 to 9 percent
slopes
.28 1.5 3.7%
74 Nunn clay loam, 1 to 3
percent slopes
.28 23.2 57.4%
Totals for Area of Interest 40.4 100.0%
Rating Options—K Factor, Whole Soil
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable)
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.
Custom Soil Resource Report
22
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer at
or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Custom Soil Resource Report
23
24
Custom Soil Resource Report
Map—Hydrologic Soil Group
44827004482790448288044829704483060448315044832404482700448279044828804482970448306044831504483240495870 495960 496050 496140 496230 496320 496410 496500 496590 496680
495870 495960 496050 496140 496230 496320 496410 496500 496590 496680
40° 30' 0'' N 105° 2' 57'' W40° 30' 0'' N105° 2' 18'' W40° 29' 41'' N
105° 2' 57'' W40° 29' 41'' N
105° 2' 18'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,150 if printed on A landscape (11" x 8.5") 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 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
25
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
36 Fort Collins loam, 3 to 5
percent slopes
C 13.9 34.6%
37 Fort Collins loam, 5 to 9
percent slopes
C 1.8 4.4%
55 Kim loam, 5 to 9 percent
slopes
B 1.5 3.7%
74 Nunn clay loam, 1 to 3
percent slopes
C 23.2 57.4%
Totals for Area of Interest 40.4 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
26
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
27
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
28
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX F
FEMA Firmette
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 5/16/2022 at 10:30 AM 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°2'56"W 40°30'4"N
105°2'19"W 40°29'37"N
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX G
EXCERPTS FROM LINDEN PARK DRAINGE REPORT
This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Oct-09-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
APPENDIX H
EXCERPTS FROM PARAGON ESTATES DRAINGE REPORT
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS | GREELEY APPENDIX
MAP POCKET
DR1 – DRAINAGE EXHIBIT
APPENDIX G
REFERENCE DOCUMENTS
FOLIDSDVAULTF.O.FODSDSFESSTSTSTSTSTSTSTSTDSSTFESSUDUDDETENTION PONDREQUIRED STORAGE VOLUME = 5.65 AC-FTWATER QUALITY VOLUME = 0.23 AC-FTPROVIDED VOLUME = 6.02 AC-FTSTREET ASTREET ASTREET ASTREET BSTREET BSTREET BSTREET I
ALLEY M
ALLEY N
ALLEY O
ALLEY P
GOLDEN WILLOW DRIVE
STREET CSTREET EWEEPING WILLOW DRIVESTREET G
ALLEY K
RED WILLOW DRIVE
ALLEY L
CORONA AVENUE
TIMBERLINE ROADTRILBY ROADTIMBERLINE ROADTRILBY ROADPARAGON ESTATES NORTH CHANNELPARAGON ESTATESLINDEN PARKA12bA12cA12dOUTLET STRUCTURERELEASE RATE = 10.4 CFSCONNECTION TO EXISTING 30"STORM SEWER AT MANHOLE EX-4(LINDEN PARK STORM OUTFALL)STORM SEWER ASTORM SEWER A4STORM SEWER CSTORM SEWER BINLET A4-1SINLET A4-1NINLET A3-1INLET A2INLET A6-1SINLET A6-1NINLET A7INLET C2INLET C3INLET D2INLET D3INLET A4-6NINLET A4-5NINLET A4-4NINLET A4-3NSTORM SEWER EINLET E2STORM SEWER DSTORM SEWER FUNDERGROUNDCHAMBERS2.29 ac.A10.36 ac.A4a6.14 ac.A56.09 ac.A61.44 ac.A3a3.84 ac.A90.45 ac.A81.95 ac.A152.32 ac.A12a0.97 ac.A100.43 ac.A111.08 ac.A132.91 ac.A70.39 ac.A141.74A4b17.66 ac.OS112.62 ac.OS22.63 ac.OS313.09 ac.OS41.17 ac.A2a0.08 ac.A12d0.08 ac.A12c0.08 ac.A12b0.85 ac.A2b0.68 ac.A3bA4AA6A7A4BA3AA8A9A10A11A12AA13A14A15A1os1os2os4os3A2AA5A3BA2BSTORM SEWER A6STORM SEWER A5INLET F2INLET F3INLET F4INLET F5INLET D434.10SheetTIMBER LARK RESIDENTIAL
These drawings are instruments of
service provided by Northern
Engineering Services, Inc. and are
not to be used for any type of
construction unless signed and
sealed by a Professional Engineer in
the employ of Northern Engineering
Services, Inc.NOT FOR CO
N
S
T
R
U
C
T
I
O
N
REVIEW SE
T
E N G I N E E R N GI
EHTRON R N
FORT COLLINS: 301 North Howes Street, Suite 100, 80521
GREELEY: 820 8th Street, 80631
970.221.4158
northernengineering.comof 94NORTH( IN FEET )01 INCH = 100 FEET100100200300DR1DRAINAGE PLAN94 PROPOSED CONTOURPROPOSED STORM SEWERPROPOSED SWALEEXISTING CONTOURPROPOSED CURB & GUTTERPROPERTY BOUNDARYPROPOSED INLETADESIGN POINTFLOW ARROWDRAINAGE BASIN LABELDRAINAGE BASIN BOUNDARYPROPOSED SWALE SECTION11NOTES:1.REFER TO THE PRELIMINARY DRAINAGE REPORT FOR TIMBER LARK, DATEDDECEMBER 15, 2021 FOR ADDITIONAL INFORMATION.ALEGEND:FOR DRAINAGE REVIEW ONLYNOT FOR CONSTRUCTIONLID Site SummaryTotal Site Area1,532,003sq. ft.Total Impervious Area with LID Treatment580,700sq. ft.Total Impervious Area without LIDTreatment244,633sq. ft.Total Impervious Area825,333sq. ft.50% Requried Minium Area to be Treated412,667sq. ft.75% Requried Minium Area to be Treated619,000cu. ft.Total Treated Area580,700sq. ft.Percent Impervious Treated by LID70%CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOUDIG, GRADE, OR EXCAVATE FOR THE MARKING OFUNDERGROUND MEMBER UTILITIES.CALL UTILITY NOTIFICATION CENTER OFCOLORADOKnow what'sbelow.before you dig.CallRDEVELOPED DRAINAGE SUMMARYDesignPointBasin IDTotalArea(acres)C2C1002-Yr Tc(min)100-Yr Tc(min)Q2(cfs)Q100(cfs)a1A12.2860.240.309.059.051.275.66a2aA2a1.1710.690.877.347.342.059.78a2bA2b0.8520.550.6913.4713.470.934.05a3aA3a1.4420.680.859.679.672.2111.08a3bA3b0.6750.550.699.679.670.843.99a4aA4a0.3620.730.925.005.000.763.31a4bA4b1.7350.660.825.375.373.2514.19a6A66.0910.600.7511.1911.197.7537.31a7A72.9080.650.8110.4510.454.1520.16a8A80.4480.730.928.788.780.774.09a9A93.8370.590.7411.1611.164.8123.17a10A100.9730.740.935.005.002.068.99a11A110.4320.670.846.036.030.783.62a12aA12a2.1640.740.925.565.564.4119.89a12bA12b0.0790.470.585.005.000.100.45a12cA12c0.0760.470.595.005.000.100.45a12dA12d0.0760.470.596.536.530.090.45a13A131.0850.370.4712.9912.990.823.70a14A140.3900.770.965.005.000.853.72a15A151.9490.570.728.038.032.6813.00OFFSITE BASINSos1OS117.6590.200.2516.9016.906.2927.81os2OS212.6240.200.2518.0118.014.2918.68os3OS32.6330.200.2513.4813.481.044.56os4OS413.0880.200.2516.1616.164.7420.97