HomeMy WebLinkAboutENCLAVE AT REDWOOD - FDP220014 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT
FINAL DRAINAGE REPORT
FOR
ENCLAVE AT REDWOOD
Fort Collins, CO 80524
Date: August 18, 2021 (First FP)
Revised: February 7, 2023
Prepared for:
9555 South Kingston Court
Denver, CO 80112
Phone: 303-488-0061
Prepared by:
Mark A. West, P.E., C.F.M.
1120 Lincoln Street, Suite 1000
Denver, CO 80203
Ph: 303-623-6300, Fax: 303-623-6311
Harris Kocher Smith Project No. 201013
Enclave at Redwood
Table of Contents
February 7, 2023
TABLE OF CONTENTS
I. INTRODUCTION ....................................................................................................................... 4
A. Site Location ......................................................................................................................... 4
B. Historic Conditions ............................................................................................................... 4
C. Impacts .................................................................................................................................. 5
D. Floodplain.............................................................................................................................. 5
E. Existing Major Basins ........................................................................................................... 5
F. Proposed Major Basins.......................................................................................................... 6
G. Quantity Detention ................................................................................................................ 6
H. Water Quality and LID .......................................................................................................... 6
I. Variances ............................................................................................................................... 7
II. HYDROLOGIC CALCULATIONS ........................................................................................... 7
A. Basin Area ............................................................................................................................. 7
B. Imperviousness & Composite “C” Values ............................................................................ 7
C. Time of Concentration .......................................................................................................... 8
D. Rainfall .................................................................................................................................. 8
E. Discharge ............................................................................................................................... 9
F. Basin Descriptions............................................................................................................... 10
a. Inlet Basins .......................................................................................................................... 10
b. Existing Major Basins ......................................................................................................... 14
c. Proposed Major Basins........................................................................................................ 15
III. HYDRAULIC CALCULATIONS ......................................................................................... 17
A. Street Capacity .................................................................................................................... 17
B. Inlet Capacity ...................................................................................................................... 17
C. Pipe Capacity....................................................................................................................... 17
A. Swale Capacity .................................................................................................................... 17
D. Outlet Protection ................................................................................................................. 17
E. NECCO Storm Lines ........................................................................................................... 17
IV. DRAINAGE DESIGN PROCEDURE ................................................................................... 19
A. Regulations and Previous Studies ....................................................................................... 19
B. Four-Step Process ................................................................................................................ 19
C. Erosion Control ................................................................................................................... 20
V. DETENTION BASINS .............................................................................................................. 20
A. Pond Design Concept .......................................................................................................... 20
B. Pond Modeling .................................................................................................................... 21
VI. LOW IMPACT DEVELOPMENT (LID) .............................................................................. 23
A. LID Sizing ........................................................................................................................... 23
VII. CONCLUSIONS..................................................................................................................... 24
A. Compliance with Standards ................................................................................................. 24
B. Drainage Concept ................................................................................................................ 24
VIII. REFERENCES .................................................................................................................... 25
IX. APPENDICES ........................................................................................................................ 25
Appendix A – Vicinity Map, FIRM, Geotechnical Engineering Report .................................... A
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Table of Contents
February 7, 2023
Appendix B - Portions from Relevant Previous Studies ............................................................. B
Appendix C – Subcatchment Hydrology .................................................................................... C
Appendix D – Detention Storage Sizing ..................................................................................... D
Appendix E – SWMM Model and Results .................................................................................. E
Appendix F – Low Impact Development..................................................................................... F
Appendix G – Drainage Maps .................................................................................................... G
Appendix H – Culvert Calculations ............................................................................................ H
Enclave at Redwood
Engineer Certification
February 7, 2023
Engineer Certification
I hereby attest that this report for the drainage design of the Enclave at Redwood project was
prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins
Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume
liability for drainage facilities designed by others.
__________________________________ _______________________
Mark A. West, P.E., C.F.M. Date
State Of Colorado Registration No. 38561
On Behalf of Harris Kocher Smith
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I. INTRODUCTION
A. Site Location
The proposed Enclave at Redwood development (hereinafter referred to as “Site”) is located in the
southeast ¼ of Section 1, Township 7 north, Range 69 west of the sixth Principal Meridian, City of Fort
Collins, County of Larimer, State of Colorado. The Site is bounded by Redwood Street to the west and East
Suniga Road to the south. A small portion of the design exists south of East Suniga Road. Adjacent
developments include the Meadows at Redwood PUD Phase 1 (Redwood Meadows) to the west,
Northfield to the east and southeast, and Evergreen Park 3rd (Evergreen) to the north. Lake Canal exists
as an irrigation ditch adjacent to the Site to the east and southeast, and Redwood Channel lies adjacent
to the Site to the north. The Site will connect to Redwood St to the southwest, Lupine Dr in Redwood
Meadows to the west, Steely Dr to the southeast, and Collamer Dr to the east. See Appendix A for the
Vicinity Map. The Site exists entirely within the Dry Creek master drainage basin and the North East
College Corridor Outfall (NECCO) subarea.
B. Historic Conditions
The existing Enclave property is approximately 27.86 acres of undeveloped land with land cover consisting
of vegetation and other pervious area. The Site to be managed by proposed storm infrastructure is 26.25
acres because of the 1.61 acres of the property occupied by Lake Canal on the east edge. Slopes generally
range from 0.3-1% from west to east toward Lake Canal. Lake Canal is an irrigation ditch, so discharge to
Lake Canal from any portion of the developed site requires approval of the ditch ownership. Redwood
Pond is an existing regional pond northwest of the Site that outfalls east into Redwood Channel north of
the Site. The Redwood Meadows development, west of the Site, is fully developed and drains to Redwood
Street and a small swale onsite.
The Site exists in the Dry Creek Master Drainage Basin; however, the Dry Creek Master Drainage Plan is
outdated and not specific to the Site, per the City of Fort Collins. The Northeast College Corridor Outfall
Design Report prepared by Ayres Associates in August 2009 (NECCO Report) is utilized to define proposed
drainage conditions on the Site instead of the Dry Creek Master Drainage Plan. The NECCO report outlines
the design and construction of a regional pond that stores a large amount of runoff from the Dry Creek
basin and conveys it to a new storm main beneath E. Suniga Road. The NECCO report also contains design
plans to revise the existing Redwood Pond grading and change its outfall location from the Redwood
Channel drainage ditch north of the Site to the NECCO storm main beneath E. Suniga Road south of the
Site. Redwood Pond changes detailed in the NECCO report have not been constructed, and therefore the
NECCO-A2 Line outlined in the NECCO report has not been constructed either. The development of the
Site requires design and construction of the proposed Redwood Pond features including forebays, trickle
channels, outlet structure, and the NECCO-A2 and -A3 Lines detailed in the NECCO report. The NECCO-A2
Line connects to an existing stub from the NECCO main and will act as the ultimate outfall of the developed
Site.
An existing SWMM Model was provided by the City of Fort Collins to depict existing conditions and provide
a base model for editing when designs are proposed. The model contains Redwood Pond, and the existing
NECCO Storm Main in E. Suniga Road The model provided was compared to the surveyed existing
conditions and was then modified to match those conditions. An area balance exhibit is provided in
Appendix G depicting the areas on the outskirts that were added or subtracted to arrive at the new
SWMM basin layout.
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Cole Garner Geotechnical prepared a Geotechnical Engineering Report for the Site, dated August 11, 2021.
The report analyzes existing soils information. Ten borings were drilled to examine subsurface conditions
in February of 2021. Groundwater was encountered in all borings at the time of drilling and approximately
two weeks after drilling at depths ranging from 8 to 12 feet below existing Site grades. To account for
seasonal groundwater fluctuations, Cole Garner measured groundwater levels in the borings again in
September of 2021. It was found that three of the ten borings saw no change in groundwater elevation,
six of the ten borings saw a rise in groundwater of less than 1.5 feet, and one of the borings saw a rise in
groundwater of 4 feet. The drainage design of the Site will consider the readings from September to be
the more accurate reading indicative of the wet season. The NECCO-A2 Line is constrained vertically and
is designed below the reported maximum groundwater level. Due to shallow groundwater concerns,
construction dewatering may be required. Please see Appendix A for relevant portions of the
Geotechnical Engineering Report and a table of the groundwater readings taken in September of 2021.
C. Impacts
There is a wetland area on the Redwood Pond property. During the project, it will be assured that erosion
control practices will be installed, and adequate drainage facilities provided to direct unwanted pollutants
from entering the wetland ecosystem. No adverse impacts to any major existing drainage infrastructure
are expected for this project. Minor infrastructure is proposed in the wetland areas to address stability
and sedimentation items as detailed in the NECCO report.
Lake Canal lies within the existing Site property line. Any drainage to Lake Canal requires approval from
ditch ownership. Improvements include the design and construction of 3 concrete box culvert crossings
at: E. Suniga Road, Steely Dr, and Collamer Dr. In the future, Lake Canal will be discontinued in the Tract
A area.
D. Floodplain
The Site is shown on the Federal Emergency Agency’s (FEMA) Flood Insurance Rate Map (FIRM)
Community Panel Numbers 08069C0977G and 08069C0981G, effective June 17, 2008. Lake Canal is
partially located within Zone X (0.2% annual chance flood hazard) and therefore the Site is partially within
this zone. Because the development of the Site will not involve altering of Lake Canal, no floodplain
modifications are necessary. Please refer to Appendix A for more details.
E. Existing Major Basins
Basins for the site and surrounding areas were delineated differently based on 2 separate sources of
information.
The basins from the NECCO report analyzed include basins 113, 213, 313, 413, and 812. Basins analyzed
from the Existing SWMM Model provided by the City of Fort Collins are 113_1, 113_2, 113_3, 113_4, and
113_5. The NECCO Report is used as a reference for the allowable release rate from Redwood Pond,
miscellaneous past calculations and data, and preliminary estimates of infrastructure sizing. SWMM
Model basin characteristics are prioritized in the design and analysis of major storm infrastructure.
The Site exists in NECCO basins 113, 313, and 413. Basin 413, otherwise known as Tract A in this project,
will remain undeveloped.
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The NECCO-A3 Line detailed in the NECCO report will be constructed to support any future development
that occurs in Basin 413 and will also act as an outfall for the regional detention pond on the Old Town
North development (NECCO Basins 410 and 810). The NECCO report calls for future onsite detention for
basins 113 and 313 adhering to the required 0.2 CFS/acre release rate. Basin 213 consists of the existing
Redwood Meadows development that provides no existing detention or water quality treatment. The
design provides inlets at various points between the border of the Redwood Meadows development and
the Site boundary to capture all runoff possible from basin 213 and route it to the A2 lateral storm line.
Basin 812 consists of the Redwood Pond, which the NECCO report details as requiring regrading and
redesign to allow for a 100-year detention volume of 7.70 acre-feet (ac-ft) and an additional 2.16 ac-ft of
storage for water quality. The redesign involves adding pond features, plugging the existing outlet, and
allowing the existing berm to remain in place and act as an overflow spillway. For more information on
the proposed redesign of Redwood Pond, please see Section V of this report. The onsite detention
facilities are designed to meet the release rate constraint of 0.2 CFS/acre imposed by the NECCO Report.
F. Proposed Major Basins
Proposed basins used for analysis in this design include basins 113_1, 113_21 through 113_29, 113_3,
113_4, 113_51, and 113_52. Basin 113_1 consists of the neighboring development to the north which
drains into Redwood Channel. Basins 113_21 through 113_24 consist of the Site basins draining to
proposed detention facilities. Basins 113_25 through 113_29 are onsite basins that drain offsite through
grass buffers. Basin 113_3 is Tract A. Basin 113_4 is the basin housing Redwood Pond and associated
infrastructure. Basin 113_51 and 113_52 encompass the Redwood Meadows property.
G. Quantity Detention
Detention systems are primarily designed to detain and slowly release major storm runoff at a 100-year
rate of 0.2 CFS/acre, per the NECCO Report. Since the area to be analyzed is greater than 20 acres, SWMM
is required for detention volume and release rate analysis. SWMM storage nodes are used to represent
detention facilities and are defined by depth-area data pairs that are used to compute a volume for the
facility. SWMM orifice and weir outlet links are used to represent a detention facility’s outlet structure
and overflow spillway, respectively. Detention pond banks are designed not to exceed a 4:1 slope, and
the pond bottoms are graded at slopes greater than 0.4%. A larger length to width ratio will allow the
pond to better treat runoff. The Water Quality Control Volume (WQCV) is input into the SWMM Model
stage-area table as having no volume up to the WQCV depth, to account for the WQCV in volume
calculations. More discussion on pond modeling in the Site SWMM model can be found in Section V of
this report, and all calculations relating to detention ponds and facilities can be found in Appendix D. See
Appendix E for SWMM output results of storage nodes.
Two of the detention facilities, Pond1 and Pond3, are at-grade. One detention facility, UD2, is
underground. The final detention facility is Redwood Pond, a regional detention pond treating a small
portion of the Site, as well as a large upstream tributary area. All detention systems satisfy the release
rate criteria for this region in the City of Fort Collins.
H. Water Quality and LID
City of Fort Collins water quality and LID requirements are jointly related. WQCV needs to be provided for
the entire Site, and LID needs to be provided for a WQCV resulting from 75% of the impervious area on
the Site. Area treated by a WQCV in an LID measure does not need to be treated again in the pond to
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which it outfalls. Therefore, WQCVs in detention facilities are only sized to treat the direct runoff to the
facility. No adverse impacts to existing streams or receiving waters will take place.
LID systems implemented onsite include 3 Stormtech Isolator Row Chamber systems (IR systems) and a
rain garden. These systems allow the Site to meet City of Fort Collins LID treatment criteria. Two of the IR
systems, LID1 and LID3, do not include detention and includes only isolator row chambers that discharge
to an at-grade pond. One of the IR systems, UD2, is integrated into a system of additional underground
detention storage chambers. The rain garden acts as an LID measure for the area draining from the Site
to Redwood Pond. A spreadsheet received from Advanced Drainage Systems (ADS) was used to determine
the number of chambers needed based on product choice, chamber volume, and required WQCV, see
Appendix D. For the sizing of these systems, the values from the following WQCV calculation procedures
are used to determine which results in a higher number of required chambers:
- The first is 120% of the WQCV based on a 12-hour drain time, which can be calculated using UD-
BMP’s rain garden tab and multiplying the resulting volume by 1.2.
- The second is the WQCV calculated from the modified Federal Aviation Administration (FAA)
procedure, which uses a weighted “C” coefficient, tributary area, and maximum flow out of the
chamber system to compute a maximum volume for given storm durations.
The greater of the two resulting values from either procedure is used as the required minimum WQCV for
the LID facility. In all comparisons, the WQCVs generated by the FCSCM equation were greater than those
generated by the FAA procedure. Therefore, the rain garden (“RG”) tab in the UD-BMP excel-based
spreadsheet (UD-BMP) was used to aid in calculating WQCV. See Appendix F for all calculations related to
WQCV calculation and LID facility design. See Appendix G for drainage area delineations. Table 3, the LID
Summary Table, gives information on how LID criteria were met.
I. Variances
The drainage design for the Site will not require any variance from criteria put forth in the FCSCM, USDCM,
and/or NECCO Report.
II. HYDROLOGIC CALCULATIONS
A. Basin Area
All inlet basin areas are calculated using existing and proposed topographical data. Inlet areas were
delineated using the proposed contoured surface to show where surface flow meets important drainage
features. The provided existing SWMM catchment areas were delineated using GIS data. The revised
existing SWMM Model then changed the areas using topographical survey data. The Inlet Basin Map and
Proposed SWMM Basin Map provided in Appendix G shows the delineated areas, and the design points
at their outfalls.
B. Imperviousness & Composite “C” Values
Basin areas are calculated using existing and proposed topographical data. Then, all of 4 land cover types
is calculated using the area boundaries in question. Imperviousness and composite “C” values are
calculated using a weighted average of each area that comprises the basin. Lastly, composite C values in
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the 100-year case are weighted by a frequency adjustment factor of 1.25 per the Criteria. The rational
method spreadsheet in Appendix C shows the imperviousness and composite “C” calculations.
C. Time of Concentration
Time of concentration (ToC) calculations are based on flow lengths delineated using topographical data.
Most of the ToCs are assumed to be the minimum value of 5 minutes. In all other cases, the ToC is
calculated using a guess and check method that solves for wetted perimeter and area of the channel using
equivalent velocities. Time of concentration calculations can be found in the Rational Method spreadsheet
calculations in Appendix C.
D. Rainfall
The minor and major storms are defined by the 2- and 100-year return period events, respectively. For
detention volume and release rates, the WQCV and 100-year storm events have been analyzed. Table 4.1-
4 below from the FCSCM shows IDF values for use in hydrologic calculations including those generated by
SWMM and any WQCV calculations.
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Table 3.4-1 below from the FCSCM shows IDF values for use in rational method inlet calculations.
E. Discharge
The rational method was used to calculate the ultimate runoff experienced by each design point in a basin.
Basin characteristics were calculated, and direct runoff flows were generated using the rational equations.
The flows were then routed using design points to account for flow accumulation. These calculations can
be found in Appendix C.
EPA SWMM 5.2 was used to calculate runoff and flowrates for the main features of the hydraulic design
including all detention basins and the NECCO laterals. For inlet subbasins on the Site, rational method
criteria set forth by the City of Fort Collins were used to estimate peak runoff. First the Site was divided
into subbasins corresponding to each inlet. Runoff from the Site to areas offsite as well as run-on flows
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are accounted for in the calculations. Then imperviousness, area, and flow path data were obtained for
each area. SWMM inputs can be found in Appendix E as well as Section V of this report. Fort Collins
rational method calculations and basin parameters can be found in Appendix C.
F. Basin Descriptions
a. Inlet Basins
Inlet drainage basins are defined using a simple naming convention. The first letters are an identifier
denoting the type of basin, and the subsequent number corresponds to the chronological order where it
appears in the drainage pattern relative to the final outfall. Basin descriptions are listed below. The inlet
basin map can be found in Appendix G. Rational Method calculations can be found in Appendix C.
Basin OS1 (4.76-acres) lies offsite and encompasses the Redwood Pond area. This basin consists of
Redwood Pond, Redwood Street, Conifer Street, and proposed sidewalk. Runoff from this basin will be
conveyed to Redwood Pond via surface flow.
Basin OS2 (1.70-acres) lies offsite and encompasses the portion of Redwood Meadows that lies to the
north of Lupine Drive. This basin consists of single-family housing, landscaped areas, the north half of
Lupine Drive, and a portion of Redwood Street. Runoff from this basin will be conveyed via existing roof
drainage and surface flow to the NECCO-A2 Line.
Basin OS3 (1.61-acres) lies offsite and encompasses the west half of the center drive on the Redwood
Meadows property. This basin consists of single-family housing, landscaped areas, and the east half of the
center drive. Runoff from this basin will be conveyed via existing roof drainage and surface flow to the
NECCO-A2 Line.
Basin OS4 (1.51-acres) lies offsite and encompasses the eastern central portion of the Redwood Meadows
property. This basin consists of single-family housing, landscaped areas, a cul-de-sac, and a drainage
swale. Runoff from this basin will be conveyed via existing roof drainage and surface flow to The NECCO-
A2 Line.
Basin OS5 (1.22-acres) lies offsite and encompasses the eastern lower portion of the Redwood Meadows
property. This basin consists of single-family housing, landscaped areas, a cul-de-sac, and a drainage
swale. Runoff from this basin will be conveyed via existing roof drainage and surface flow to the NECCO-
A2 Line.
Basin A1 (0.26-acres) lies onsite and encompasses the graded area bordering Redwood Meadows. This
basin consists of landscaped area with area drains. Runoff from this basin will be conveyed via proposed
area drains to Pond 1 and LID 1.
Basin A2 (0.10-acres) lies onsite and encompasses the first half of the graded area bordering Redwood
Meadows along the southern Redwood Meadows property line. This basin consists of landscaped area
with area drains. Runoff from this basin will be conveyed via proposed area drains to Pond 1 and LID 1.
Basin A3 (0.08-acres) lies onsite and encompasses the second half of the graded area bordering Redwood
Meadows. This basin consists of landscaped area with area drains. Runoff from this basin will be conveyed
via proposed area drains to Pond 1 and LID 1.
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Basin A4 (0.40-acres) lies onsite and encompasses the northern side of Bergen Parkway. This basin consists
of proposed sidewalk, landscape buffers, and Bergen Parkway. Runoff from this basin will be conveyed via
proposed inlets to Pond 1 and LID 1.
Basin A5 (1.01-acres) lies onsite and encompasses the southern side of Bergen Parkway. This basin consists
of proposed sidewalk, landscape buffers, and roof surface, and Bergen Parkway. Runoff from this basin
will be conveyed via proposed inlets to Pond 1 and LID 1.
Basin A6 (0.78-acres) lies onsite and encompasses the western portion of Graham Drive. This basin
consists of proposed sidewalk, landscape buffers, roof surface and Graham Drive. Runoff from this basin
will be conveyed via proposed inlets to Pond 1 and LID 1.
Basin A7 (1.26-acres) lies onsite and encompasses Pond 1 in addition to the south edge of the Site. This
basin consists of proposed sidewalk, landscape buffers, roof surface, Pond 1, and the underground LID
facility. Runoff from this basin will be conveyed via surface flow to Pond 1.
Basin A8 (0.09-acres) lies onsite and encompasses a small grassy area at the northeastern corner of the
Site. This basin consists of landscaped area, a crusher-fines path, and an area drain. Runoff from this basin
will be conveyed via the proposed area drain to UD2.
Basin A9 (0.11-acres) lies onsite and encompasses the northernmost portion of the walk bordering the
western edge of the Site. This basin consists of roof area, landscape buffer, a crusher-fines path, a concrete
sidewalk, a cutoff wall, and an area drain. Runoff from this basin will be conveyed via the proposed area
drain to UD2.
Basin A10 (0.17-acres) lies onsite and encompasses a section of the walk bordering the western edge of
the Site. This basin consists of roof area, landscape buffer, a crusher-fines path, a concrete sidewalk, a
cutoff wall, and an area drain. Runoff from this basin will be conveyed via the proposed area and roof
drains to UD2.
Basin A11 (0.17-acres) lies onsite and encompasses a section of the walk bordering the western edge of
the Site. This basin consists of roof area, landscape buffer, a crusher-fines path, a concrete sidewalk, a
cutoff wall, and an area drain. Runoff from this basin will be conveyed via the proposed area and roof
drains to UD2.
Basin A12 (0.49-acres) lies onsite and encompasses a section of the walk bordering the western edge of
the Site. This basin consists of roof area, landscape buffer, a crusher-fines path, a concrete sidewalk, a
cutoff wall, and an area drain. Runoff from this basin will be conveyed via the proposed area and roof
drains to UD2.
Basin A13 (0.72-acres) lies onsite and encompasses a section of the walk bordering the western edge of
the Site as well as a portion of proposed Lupine Drive. This basin consists of roof area, landscape buffer,
a crusher-fines path, a concrete sidewalk, asphalt paving, and a cutoff wall. Runoff from this basin will be
conveyed via the proposed area and inlet and roof drains to UD2.
Basin A14 (0.70-acres) lies onsite and encompasses a section of the walk bordering the western edge of
the Site as well as a portion of proposed Lupine Drive. This basin consists of roof area, landscape buffer,
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a crusher-fines path, a concrete sidewalk, asphalt paving, and a cutoff wall. Runoff from this basin will be
conveyed via the proposed inlet and roof drains to UD2.
Basin A15 (0.33-acres) lies onsite and encompasses a section of the walk bordering the western edge of
the Site. This basin consists of roof area, landscape buffer, a crusher-fines path, a concrete sidewalk, and
a cutoff wall. Runoff from this basin will be conveyed via the proposed inlet and roof drains to UD2.
Basin A16 (0.33-acres) lies onsite and encompasses several of the units bordering the western edge of the
Site. This basin consists of roof area, landscape buffer, and a concrete sidewalk. Runoff from this basin
will be conveyed via the proposed inlet and roof drains to UD2.
Basin A17 (0.34-acres) lies onsite and encompasses the southern end of Patton Court. This basin consists
of roof area, landscape buffer, and concrete sidewalk. Runoff from this basin will be conveyed via the
proposed inlet to UD2.
Basin A18 (0.35-acres) lies onsite and encompasses a section of the walk bordering the western edge of
the Site. This basin consists of landscape buffer, a crusher-fines path, a concrete sidewalk, a cutoff wall,
and an area drain. Runoff from this basin will be conveyed via the proposed area drain to UD2.
Basin A19 (1.13-acres) lies onsite and encompasses a portion of Steely Drive. This basin consists of roof
area, landscape buffer, asphalt drives, and concrete sidewalk. Runoff from this basin will be conveyed via
the proposed inlet to UD2.
Basin A20 (0.85-acres) lies onsite and encompasses a portion of Steely Drive. This basin consists of roof
area, landscape buffer, asphalt drives, and concrete sidewalk. Runoff from this basin will be conveyed via
the proposed inlet to UD2.
Basin A21 (0.24-acres) lies onsite and encompasses the upper portion of Graham Drive. This basin consists
of roof area, landscape buffer, concrete drives, an area drain, and concrete sidewalk. Runoff from this
basin will be conveyed via area drain to UD2.
Basin A22 (0.44-acres) lies onsite and encompasses the southern portion of UD2. This basin consists of
landscape buffer and concrete sidewalk. Runoff from this basin will be conveyed via the proposed area
drain to UD2.
Basin A23 (0.50-acres) lies onsite and encompasses the northern portion of UD2. This basin consists of
landscape buffer, concrete sidewalk, a crusher fines path, and roof area. Runoff from this basin will be
conveyed via the proposed area drain to UD2.
Basin B1 (0.96-acres) lies onsite and encompasses the northern portion of Coutts Drive. This basin consists
of landscape buffer, concrete sidewalk, a crusher fines path, asphalt drives, and roof area. Runoff from
this basin will be conveyed via the proposed inlet to Pond 3 and LID 3.
Basin B2 (0.59-acres) lies onsite and encompasses the east corner of Comrie Drive. This basin consists of
landscape buffer, concrete sidewalk, asphalt drives, and roof area. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
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Basin B3 (0.46-acres) lies onsite and encompasses the east side of Ogden Lane. This basin consists of
landscape buffer, asphalt drives, and roof area. Runoff from this basin will be conveyed via the proposed
inlet to Pond 3 and LID 3.
Basin B4 (0.27-acres) lies onsite and encompasses a portion of Comrie Drive. This basin consists of
landscape buffer, concrete sidewalk, asphalt drives, and roof area. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
Basin B5 (0.35-acres) lies onsite and encompasses a portion of Comrie Drive. This basin consists of
landscape buffer, concrete sidewalk, asphalt drive, and roof area. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
Basin B6 (0.39-acres) lies onsite and encompasses a portion of Comrie Drive. This basin consists of
landscape buffer, concrete sidewalk, asphalt drive, and roof area. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
Basin B7 (0.16-acres) lies onsite and encompasses a portion of Comrie Drive. This basin consists of
landscape buffer, concrete sidewalk, asphalt drives, and roof area. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
Basin B8 (0.50-acres) lies onsite and encompasses a Krick Drive. This basin consists of landscape buffer,
asphalt drives, and roof area. Runoff from this basin will be conveyed via the proposed inlet to Pond 3 and
LID 3.
Basin B9 (0.18-acres) lies onsite and encompasses a small portion of Lupine Drive. This basin consists of
landscape buffer, concrete sidewalk, asphalt drives, and roof area. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
Basin B10 (0.07-acres) lies onsite and encompasses a small portion of Lupine Drive. This basin consists of
landscape buffer, concrete sidewalk, asphalt drives, and roof area. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
Basin B11 (0.41-acres) lies onsite and encompasses the northwest side of Steely Drive. This basin consists
of landscape buffer, concrete sidewalk, asphalt drive, and roof area. Runoff from this basin will be
conveyed via the proposed inlet to Pond 3 and LID 3.
Basin B12 (0.46-acres) lies onsite and encompasses the northeast side of Steely Drive. This basin consists
of landscape buffer, concrete sidewalk, asphalt drive, and roof area. Runoff from this basin will be
conveyed via the proposed inlet to Pond 3 and LID 3.
Basin B13 (0.53-acres) lies onsite and encompasses Bratcher Lane. This basin consists of landscape buffer,
concrete sidewalk, asphalt drive, and roof area. Runoff from this basin will be conveyed via the proposed
inlet to Pond 3 and LID 3.
Basin B14 (0.59-acres) lies onsite and encompasses the north part of the jog in Lupine Drive. This basin
consists of landscape buffer, concrete sidewalk, asphalt drive, and roof area. Runoff from this basin will
be conveyed via the proposed inlet to Pond 3 and LID 3.
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February 7, 2023
Basin B15 (0.18-acres) lies onsite and encompasses the south part of the jog in Lupine Drive. This basin
consists of landscape buffer, concrete sidewalk, and asphalt drive. Runoff from this basin will be conveyed
via the proposed inlet to Pond 3 and LID 3.
Basin B16 (2.06-acres) lies onsite and encompasses the Pond 3 area. This basin consists of Pond 3, LID 3,
all pond infrastructure, roof area, concrete sidewalk, and landscape buffer. Runoff from this basin will be
conveyed via the proposed inlet to Pond 3 and LID 3.
Basin C1 (0.46-acres) lies onsite and encompasses a portion of Comrie Drive. This basin consists of roof
area, concrete sidewalk, landscape buffer, and asphalt drive. Runoff from this basin will be conveyed via
the proposed inlet to Pond 3 and LID 3.
Basin C2 (1.54-acres) lies onsite and encompasses a portion of Smiley Drive. This basin consists of roof
area, concrete sidewalk, landscape buffer, and asphalt drive. Runoff from this basin will be conveyed via
the proposed inlet to Pond 3 and LID 3.
Basin C3 (0.29-acres) lies onsite and encompasses a portion of Ogden Lane. This basin consists of roof
area, concrete sidewalk, landscape buffer, and asphalt drive. Runoff from this basin will be conveyed via
the proposed inlet to Pond 3 and LID 3.
Basin C4 (1.53-acres) lies onsite and encompasses most of Comrie Drive. This basin consists of roof area,
concrete sidewalk, landscape buffer, and asphalt drive. Runoff from this basin will be conveyed via the
proposed inlet to Pond 3 and LID 3.
Basin C5 (0.60-acres) lies onsite and encompasses a portion of Comrie Drive. This basin consists of roof
area, concrete sidewalk, landscape buffer, and asphalt drive. Runoff from this basin will be conveyed via
the proposed inlet to Pond 3 and LID 3.
Basin C6 (0.79-acres) lies onsite and encompasses the rain garden. This basin consists of grass area and
concrete sidewalk. Runoff from this basin will be conveyed via the proposed inlet to Pond 3 and LID 3.
Basin C7 (0.29-acres) lies onsite and encompasses a portion of Smiley Drive. This basin consists of roof
area, concrete sidewalk, landscape buffer, and asphalt drive. Runoff from this basin will be conveyed via
the proposed inlet to Pond 3 and LID 3.
Basin C8 (21-acres) lies onsite and encompasses a portion of Comrie Drive. This basin consists of landscape
buffer. Runoff from this basin will be conveyed via the proposed inlet to Pond 3 and LID3.
b. Existing Major Basins
A SWMM Model was received from the City of Fort Collins that was believed to accurately delineate the
areas of drainage basins within the City limits. Upon initial investigation, it was found that a few of the
basins were not accurately delineated and areas needed to be revised to ultimately create a proposed
model. A revised existing SWMM model was created using a basin balance procedure to show area
discrepancies. The basin balance is shown in the Existing SWMM Basin Map in Appendix G. SWMM Model
results can be found in Appendix E. Basins on the outskirts of the areas in question were added or
subtracted from the overall area to arrive at a revised area for each delineation.
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February 7, 2023
Basin 113_2 lies onsite and encompasses a majority of the Site. Fort Collins listed this basin as 25.92 acres,
which was revised to 26.25-acres in the revised existing model. It consists of open space and portions of
Lake Canal irrigation ditch. Runoff from this basin is conveyed to Lake Canal.
Basin 113_3 lies offsite and encompasses Tract A in the proposed plan for the Site. Fort Collins listed this
basin as 1.52 acres, which was revised to 1.69 acres in the revised existing model. It consists of open space
and portions of Lake Canal irrigation ditch. Runoff from this basin is conveyed to Lake Canal.
Basin 113_4 lies offsite and encompasses Redwood Pond and all surrounding infrastructure. Fort Collins
listed this basin as 4.88-acres, which was revised to 4.98 acres in the revised existing model. It consists of
grass area and a wetland, as well as half of the surrounding right-of-way. Runoff from this basin is
conveyed to Redwood Channel or is infiltrated in the wetland area that resides on the site.
Basin 113_5 lies offsite to the west of the Site. This basin consists of the Redwood Meadows development
featuring walks, single-family homes, roadways, and open spaces. Fort Collins listed this basin as 10.3-
acres. The basin was separated into 2 basins totaling 8.48-acres. Basins 113_51 (7.18-acres) and 113_52
(1.30 acres) drain to the east and west, respectively. Runoff from basin 113_51 is not required to be
detained and is conveyed to the existing swale between the Site and Redwood Meadows. Runoff from
basin 113_52 is conveyed to Redwood Street.
c. Proposed Major Basins
Proposed basins onsite are identified by their names in the proposed SWMM Model. These names
correspond to the names in the SWMM Basin Map in Appendix G. All basins are delineated based on
proposed topography and have defined land cover, lengths, and outfalls. The basin summaries below
detail the basin characteristics and Table 1 shows the input data.
Basin 113_21 (3.87-acres) lies onsite and encompasses the southern portion of the Site. It consists of
multi-family housing, walks, roadways, alleys, and open space. Runoff from this basin will be conveyed via
a series of inlets, pipes, roof drains, swales, and landscape drains to Pond 1 along E. Suniga Road.
Basin 113_22 (7.03-acres) lies onsite and encompasses the eastern side of the Site. It consists of multi-
family housing, walks, roadways, alleys, and open space. Runoff from this basin will be conveyed via a
series of inlets, pipes, roof drains, swales, and landscape drains to UD2 along Lake Canal.
Basin 113_23 (8.17-acres) lies onsite and encompasses the central portion of the Site. It consists of multi-
family housing, walks, roadways, alleys, and open space. Runoff from this basin will be conveyed via a
series of inlets, pipes, roof drains, swales, and landscape drains to Pond 3 in the park in the center of the
site.
Basin 113_24 (5.65-acres) lies onsite and encompasses the northern portion of the Site. It consists of
multi-family housing, walks, roadways, alleys, and open space. Runoff from this basin will be conveyed via
a series of inlets, pipes, roof drains, swales, and landscape drains to Redwood Pond located offsite.
Basin 113_25 (0.44-acres) lies onsite and encompasses a basin on the west side of the site. It consists of
walks, roadway, and the west swale. Runoff from this basin will be conveyed via surface flow to the
NECCO-A2 Line to be conveyed offsite.
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February 7, 2023
Basin 113_26 (0.23-acres) lies onsite and encompasses an area along Redwood Street. It consists of walks,
roadway, and grass. Runoff from this basin will be conveyed via surface flow to Redwood St. and then the
NECCO-A2 Line to be conveyed offsite.
Basin 113_27 (0.24-acres) lies onsite and encompasses an area on Collamer Dr. It consists of walks,
roadway, and grass. Runoff from this basin will be conveyed via surface flow to Lake Canal.
Basin 113_28 (0.10-acres) lies onsite and encompasses an area on Steely Dr. It consists of walks, roadway,
and grass. Runoff from this basin will be conveyed via surface flow to Lake Canal.
Basin 113_29 (0.57-acres) lies onsite and encompasses the area north of Smiley Dr. It consists of grass and
a wall. Runoff from this basin will be conveyed via surface flow Redwood Channel.
Basin 113_3 (1.69-acres) lies onsite and encompasses Tract A. It consists of undeveloped grassy area.
Runoff from this basin will be conveyed via the NECCO-A3 Line to E. Suniga Road in the park in the center
of the site.
Basin 113_4 (4.98-acres) lies offsite and encompasses the Redwood Pond property. It consists of open
space and asphalt road. Runoff from this basin will be conveyed via a series of inlets, pipes, roof drains,
swales, and landscape drains to UD2 along Lake Canal.
Table 1:
SWMM Subcatchment Summary Table
Basin Outfall ID Area (ac)
Calculated
Imperviousness
(%)
2-Year
Peak
Runoff
(CFS)
100-Year
Peak Runoff
(CFS)
SWMM
Imperviousness
113_21 Pond1 3.88 50.6% 4.10 19.69 51%
113_22 UD2 6.97 58.3% 3.84 24.29 58%
113_23 Pond3 8.09 54.3% 6.40 36.09 54%
113_24 Redwood Pond 5.66 64.7% 4.94 28.79 65%
113_25 Existing NECCO-A2
Inlet 0.44 33.0% 14.41 1.47 33%
113_26 Existing NECCO-A2
Inlet 0.23 22.0% 0.14 0.68 22%
113_27 Redwood Channel 0.24 57.9% 0.35 1.61 58%
113_28 Redwood Channel 0.10 83.2% 0.23 0.95 83%
113_29 Redwood Channel 0.57 4.8% 0.07 0.34 5%
113_3 NECCO-A3 Line 1.69 2.0% 0.25 3.21 2%
113_4 Redwood Pond 4.76 2.0% 0.71 19.98 15%
113_51 Proposed NECCO-A2
Inlet 2.45 69.4% 2.17 12.18 69%
113_52 Existing NECCO-A2
Inlet 6.04 60.1% 7.40 40.06 60%
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III. HYDRAULIC CALCULATIONS
A. Street Capacity
Street sections upstream of proposed inlets were analyzed using the MHFD spreadsheet “MHFD-Inlet
v5.01” released April 2021. Calculations for street capacity can be found in Appendix D.
B. Inlet Capacity
Inlets were analyzed using the MHFD spreadsheet “MHFD-Inlet v5.01” released April 2021. All inlets are
designed to accept surface runoff and discharge to the proposed storm pipe network. Inlet Capacity
Calculations can be found in Appendix D.
C. Pipe Capacity
Storm pipe sizing and vertical alignment were analyzed using StormCAD. StormCAD computes losses and
velocities and produces hydraulic grade line (HGL) and Energy Grade Line (EGL) computations to prove
that surrounding infrastructure will not be harmed in the minor and major storm events. Storm sewer
sizing calculations can be found in Appendix D.
A. Swale Capacity
To adequately convey flows from offsite to the west, a swale on the west property line of the Site will
convey the flows from Redwood Meadows to the NECCO-A2 Line. The calculation method for the swale
uses Hydraflow Express to calculate a flow through the swale cross section. The swale is sized to convey
the flow from 3 large subbasins totaling 5.03 acres. The swale flows from north to south, with 2
intermediate domed area drains to intercept and capture flow to convey to the NECCO A2 Line. There is
no calculated water quality treatment provided by the swale, although it can be assumed that
sedimentation occurs due to the shallow slope and native plantings shown. The bottom width of the swale
is 2 feet. Side slopes are at the minimum of 2:1 to meet the adjacent property grades and road on the
Enclave property. The flow through the swale was calculated using the rational method and basin data
from the basins tributary to the swale. Information for the western swale can be found in Appendix D.
D. Outlet Protection
Outlet erosion protection calculations were executed for the riprap outfall features onsite. Type “L” and
“M” riprap was generally used for the flows experienced within the site. Outlet protection Analysis can be
found in Appendix D.
E. NECCO Storm Lines
The NECCO-A2 Line will convey all flows from Redwood Pond and the Site to the NECCO-A1 trunk line in
E Suniga Road. The A2 Line is sized and sloped to convey outlet flows from all 4 detention facilities
designed with the Site, as well as surface flows from Redwood Meadows.
The NECCO-A3 Line will be constructed to support any future development that occurs in NECCO Basin
413 (existing SWMM basin 113_3) and will also act as an outfall for the regional detention pond on the
Old Town North development (NECCO Basins 410 and 810). NECCO lines are designed in SWMM using
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February 7, 2023
junctions and conduit links. The invert elevation of the upstream end of the downstream pipe is used as
the elevation of the junction. Tables 2 and 3 below contains the elevation and structure data that was
used in SWMM to generate a water surface profile. The proposed SWMM model report showing all flow
data for both lines can be found in Appendix E.
Table 2:
SWMM Node Results Summary Table
Node Type Maximum
Depth (ft)
Maximum
HGL (ft)
Maximum
Total Inflow
(CFS)
Enclave_A2_1 JUNCTION 15.97 4950.57 57.03
Enclave_A2_2 JUNCTION 15.93 4950.59 57.66
Enclave_A2_3 JUNCTION 17.08 4950.96 57.69
Enclave_A2_4 JUNCTION 17.74 4951.32 58.47
Enclave_A2_5 JUNCTION 17.94 4951.61 58.84
Enclave_A2_6 JUNCTION 17.75 4951.91 59.60
Enclave_A2_7 JUNCTION 13.38 4952.55 59.56
Enclave_A2_8 JUNCTION 10.88 4953.71 59.54
Enclave_A2_9 JUNCTION 10.96 4953.76 16.46
Enclave_A2_10 JUNCTION 0 4954.44 16.46
Enclave_A3_1 JUNCTION 10.04 4951.32 17.58
Enclave_A3_2 JUNCTION 9.04 4952.99 17.58
Enclave_A3_3 JUNCTION 8.07 4953.54 17.58
Enclave_A3_4 JUNCTION 7.29 4953.92 17.59
Enclave_A3_5 JUNCTION 3.89 4957.01 16.59
Enclave_A3_6 JUNCTION 5.53 4958.73 16.59
Enclave_A3_7 JUNCTION 5.76 4959.18 16.59
Enclave_A3_8 JUNCTION 7.58 4960.52 34.75
NECCO_A-11 JUNCTION 13.20 4950.55 97.54
308-Redwood STORAGE 8.73 4959.06 61.92
Enclave_Pond1 STORAGE 6.85 4957.93 19.69
Enclave_UD2 STORAGE 6.75 4954.63 24.29
Enclave_Pond3 STORAGE 9.50 4957.98 36.09
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Table 3:
SWMM Link Results Summary Table
Link Type Maximum
Flow (CFS)
Maximum/Full
Flow (CFS)
Enclave_A2_1 CONDUIT 56.76 0.49
Enclave_A2_2 CONDUIT 57.03 0.49
Enclave_A2_3 CONDUIT 56.48 0.67
Enclave_A2_4 CONDUIT 57.69 0.67
Enclave_A2_5 CONDUIT 58.47 0.71
Enclave_A2_6 CONDUIT 57.84 0.87
Enclave_A2_7 CONDUIT 58.19 0.66
Enclave_A2_8 CONDUIT 59.56 1.51
Enclave_A2_9 CONDUIT 16.46 0.23
Enclave_A2_10 CONDUIT 16.46 0.71
Enclave_A3_1 CONDUIT 17.58 0.28
Enclave_A3_2 CONDUIT 17.58 0.61
Enclave_A3_3 CONDUIT 17.58 0.57
Enclave_A3_4 CONDUIT 17.58 0.7
Enclave_A3_5 CONDUIT 16.59 0.28
Enclave_A3_6 CONDUIT 16.59 1.11
Enclave_A3_7 CONDUIT 16.59 3.70
Enclave_A3_8 CONDUIT 16.59 1.12
Enclave_Redwood_Outlet ORIFICE 16.46 N/A
Enclave_Pond1_Orifice1 ORIFICE 0.70 N/A
Enclave_Pond2_Orifice1 ORIFICE 1.28 N/A
Enclave_Pond3_Orifice1 ORIFICE 1.47 N/A
IV. DRAINAGE DESIGN PROCEDURE
A. Regulations and Previous Studies
The principal design criteria used for this report come from the Fort Collins Stormwater Criteria Manual,
revised December 2018 (FCSCM). In addition, Mile High Flood District’s (MHFD) Urban Storm Drainage
Criteria Manual, Volumes 1-3 revised August 2018, September 2017, and January 2021 respectively, were
used (USDCM). The NECCO report also imposes drainage criteria on the Site that must be met.
B. Four-Step Process
Step 1: Employ runoff reduction practices - The Site will feature numerous open areas dedicated for low-
impact-development (LID), parks, and above ground detention. Wherever possible, vegetated swales will
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February 7, 2023
be used to convey runoff to area inlets and roof drains will be used to convey flow to these swales, directly
to LID implements, or to storm sewer structures.
Step 2: Implement BMPs that provide a WQCV with slow release - There are four LID systems incorporated
on-Site, with three isolator row chamber systems, and one rain garden. The systems are designed to treat
over 75% of newly added impervious area after the development of the Site, per the FCSCM. A majority
of the remainder of the Site’s impervious areas will be treated in the at-grade on-Site detention pond.
Step 3: Stabilize streams - The Site will be far upstream of Dry Creek and the NECCO report has already
considered developed release rates from the Site entering Dry Creek. There will be no need to provide
stream stabilization of Dry Creek with the development of the Site.
Step 4: Implement site-specific and other source control BMPs - Because the Site is not a new
development or redevelopment of an industrial or commercial zone, Step 4 is not applicable to the Site.
C. Erosion Control
The drainage design will comply with all erosion control criteria put forth in the USDCM, FCSCM, and
NECCO Report. All erosion control designs and plans are provided under separate covers as the site
Stormwater Management Plan and Report (SWMP).
V. DETENTION BASINS
A. Pond Design Concept
EPA SWMM was used for the modeling and sizing of all ponds on and off the property. The FCSCM states
that projects of 20-acres or more should use SWMM to simulate runoff through ponds for given rain
events. The SWMM Model uses catchment data that creates a runoff hydrograph that is routed through
the links in the design. The designs include an initial depth set to the stage elevation of the calculated
WQCV. All ponds are sized to attenuate runoff to allowable release rates, while providing additional
volume for water quality.
The Redwood Pond design is based on information gathered from the NECCO report as well as detailed
guidance from the City of Fort Collins. There are 2 existing pipes to be demolished in the area, one being
an outlet pipe from Redwood Pond to Redwood Channel. Any existing inflows to the pond are designed
with scour protection in the form of a riprap spillway and a forebay. Maintenance paths are designed to
allow a city maintenance vehicle to access the pond. Trickle channels allow small flows to get to the outlet
structure. Lastly, modifications to the NECCO-A2 Line design were made to accept outflows from the
pond. The proposed outlet structure has been set to the elevation of the outlet and the pond has been
regraded. Details for Redwood Pond can be found in Appendix D.
Underground Detention System UD2 is a proposed chamber system with integrated volume for LID
treatment. Detention occurs in the chambers that do not have filter fabric. A large trench will be excavated
during construction of the system, and erosion control measures will be provided during that time. The
system will be incorporated into the pipe network at inverts dictated by upstream and downstream pipes.
Runoff that surcharges the system will be diverted through the outlet structure and out into Lake Canal.
A diversion structure is designed for the purpose of routing high flows to the detention portion of the
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February 7, 2023
system. Inspection ports and maintenance manholes will be added to the system per the City of Fort
Collins guidance. Details for UD2 can be found in Appendix D.
Pond 1 is a proposed at-grade detention pond with a small volume provided for water quality. The system
satisfies multiple requirements related to detention and Water Quality. Pond landscaping includes native
plantings and will improve the water quality treatment potential of the pond. The pond detains runoff
while satisfying allowable release rates. Erosion control measures will be provided during construction to
ensure outlet structures and other provided infrastructure does not get clogged. A trickle channel,
forebay, and outlet structure will allow the pond to function as intended. Details for Pond 1 can be found
in Appendix D.
Pond 3 is a proposed at-grade detention pond with a small volume provided for water quality. The system
satisfies multiple requirements related to detention and Water Quality. Pond landscaping includes native
plantings and will improve the water quality treatment potential of the pond. The pond detains runoff
while satisfying allowable release rates. Erosion control measures will be provided during construction to
ensure outlet structures and other provided infrastructure does not get clogged. A trickle channel,
forebay, and outlet structure will allow the pond to function as intended. An emergency spillway is
designed at the lowest point in the pond bank to route flow off the property via Lupine Drive. Details for
Pond 3 can be found in Appendix D.
See below for Table 2 showing a summary of pond results from SWMM. The WQCV presented in this table
for the underground detention systems is from the LID isolator rows to be discussed below. The WQCV
for the above ground pond does not include any volume already treated by LID systems. The WQCV WSELs
have been inputted into SWMM and not computed.
B. Pond Modeling
Pond modeling took place in EPA SWMM 5.2. Detention facilities were represented by storage nodes
populated with design data to simulate the storage and release of storm of various return periods. Outlets
are represented by orifice and weir nodes that gradually simulate the slowed release.
Modeling of Redwood Pond involved determination of required grading revisions to the existing pond,
incorporating design elements from the NECCO Report, as well as city guidance. Based on the revised
pond design, contour areas were used to model the pond in a stage-area table in SWMM, presented in
Appendix E. The final allowable release rate for this pond will be equal to 16.96 CFS which represents the
allowable release rate of 15.96 CFS presented in the NECCO Report, plus an additional allowable release
rate of 1.00 CFS from basin 113_4 (4.98-acres) of additional direct surface runoff that were not accounted
for in the NECCO calculations. The system releases directly into the NECCO-A2 Line. The outlet structure
design follows guidelines discussed in various meetings with the City of Fort Collins to hold the release
rate to 16.96 CFS. The Redwood Pond overflow spillway will direct flows north into the Redwood Channel.
Please see the table below for SWMM computed results for this system.
Pond 1 in the southwest corner of the Site will feature varying side slopes and aesthetically pleasing design
with native plantings. It has a depth of 9.58 ft and a bottom elevation of 4954.15. The spillway has a crest
elevation of 4963.73 and a length of 30 ft. In a rain event that exceeds 100-year flowrates, the spillway
engages to discharge at a rate equal to the 100-year pond inflow. The spillway is situated on the
southwestern edge of the pond. Basin 113_21 (3.87-acres) is tributary to this pond, allowing for a release
rate of 0.774 CFS in the 100-year storm event. The runoff from basin 113_21 will be captured and treated
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February 7, 2023
for water quality by LID1. Pond 1 also has a small WQCV totaling 708 CF to treat 1.26 acres of direct runoff.
The WQCV stages to a WSE of 4954.83, modelled as a depth of 0.68’ in the SWMM model. An outlet box
structure has been designed to release 0.70 CFS to the NECCO-A2 Line, so as not to cause overtopping of
the spillway during storms less than 100-year frequency. The main outlet box will feature orifice holes and
a weir as typical to treat the WQCV, and a restrictor plate to limit the release rate to 0.70 CFS. The UD2
overflow spillway will direct flows southwest to E. Suniga Road. The minimum groundwater depth below
the pond is 3.27’ (elevation 4950.88). Please see the table below for SWMM computed results for Pond
1.
Underground detention system UD2 in the southwestern portion of the Site and features an invert
elevation of 4950.46. This system will be comprised of ADS MC-4500 Stormtech chambers with 9 inches
of stone below the chambers and 12 inches of stone above the chambers. The total height of the system
is 6.75 ft, putting the top of stone at an elevation of 4957.21. The minimum finished grade above the
system is 4959.00 providing 1.79’ of cover. The maximum groundwater elevation around the system is
4948.42, which satisfies the groundwater encroachment requirements. Basin 113_22 (7.03 ac) is tributary
to the system, allowing for a release rate of 1.406 CFS for the 100-year storm event. The system releases
directly to the NECCO-A2 Line. The outlet manhole design to be included for final drainage design will
feature an orifice plate, weir, and restrictor plate to attenuate the release to allowable rates. The UD2
overflow spillway will direct flows southeast to Lake Canal.
Pond 3 in the middle portion of the Site has a depth of 9.27 ft and a pond bottom elevation of 4953.63.
The spillway has a crest elevation of 4962.90 and a length of 36 ft. The spillway is situated on the eastern
corner of the pond and will discharge runoff above the 100-year event into public roadway. Basin 113_23
(8.17-acres) is tributary to this pond, allowing for a release rate of 1.634 CFS in the 100-year storm event.
The runoff from basin 113_23 will be captured and treated for water quality by isolator row system LID3.
Pond 3 has a WQCV water surface elevation (WSEL) of 4954.40, modelled as an initial depth of 0.77’ in
the SWMM model. This pond will feature varying side slopes and aesthetically pleasing design. An outlet
structure has been designed to release less than 1.634 CFS to the NECCO-A2 Line in all storm events and
mitigate flooding. The minimum groundwater depth below this pond is 2.75 ft at an elevation of 4950.88.
Please see the table below for SWMM computed results for this pond.
General data and compliance information for all detention facilities can be found in Table 4 below. Basin
hydrology maps and tables can be found in Appendix G.
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February 7, 2023
Table 4:
DETENTION POND SUMMARY TABLE
Pond WQCV
(CF)
100-YEAR
VOLUME*
(CF)
ALLOWABLE
RELEASE RATE
(CFS)
MAX
RELEASE
RATE*
(CFS)
TOTAL VOLUME
REQUIRED,
WQCV +
DETENTION
(CF)
TOTAL VOLUME
PROVIDED,
WQCV +
DETENTION (CF)
POND1 732 29,919 0.77 0.70 30,590 90,825
UD2** 7,805 57,449 1.39 1.28 51,273 84,972
POND3 1,568 60,742 1.62 1.47 60,742 234,511
REDWOOD
POND 1,986 139,448 16.96 16.47 139,461 149,037
*VOLUME/RELEASE RATE CALCULATED IN EPA SWMM
**UD2 VOLUMES ARE CALCULATED USING DEPTH FOUND IN SWMM, THEN RELATING THAT DEPTH TO
THE CUMULATIVE SYSTEM VOLUME IN THE STORMTECH UD2 SPREADSHEET.
VI. LOW IMPACT DEVELOPMENT (LID)
A. LID Sizing
LID 1 is located in the southwestern portion of the Site and has an invert elevation of 4954.18. This system
is comprised of 20 ADS MC-3500 chambers with 9 inches of stone below the chambers and 12 inches of
stone above the chambers. The total height of the system is 5.50 ft, putting the top of stone at an elevation
of 4961.68. The minimum finished grade above the system is 4962.81 which is more than the 1 ft of
required cover above the top of the system. The maximum groundwater elevation below the system is
4949.40, which is at least 24 inches below the bottom of the facility, meeting FCSCM criteria. Flows in
excess of the LID event will bypass LID1 and enter Pond 1. Basin LID1 (2.62-acres) is tributary to the
system.
LID 3 is located in the middle portion of the Site, just upstream of Pond3. The sizing process for these
chambers is shown in Table 5, resulting in 42 ADS MC3500 chambers. The system has a total height of
5.50 ft, requiring 2 ft below the system clear of groundwater, and 1.0 ft above the system for cover. The
minimum groundwater depth for this system is approximately 11.50 ft, giving this system adequate
vertical clearance above and below. The 100-year runoff entering this system will bypass the system to be
detained in Pond 3.
Enclave at Redwood
Page 24
February 7, 2023
Table 5:
LOW IMPACT DEVELOPMENT SUMMARY TABLE
BASIN AREA (SF) AREA
(AC)
CALCULATED
IMPERVIOUSNESS (%)
IMPERVIO
US AREA
(SQ-FT)
120%
WQCV
(CF)
FAA
WQCV
(CF)
LID TREATMENT
SYSTEM
LID
VOLUME
PROVIDED
(CF)
LID1 114172 2.62 63.2% 72157 2260 2126 Isolator Rows 1 - Pond 1 3252
LID2 303718 6.97 58.3% 177067 5603 5469 Isolator Rows 2 - UD2 8130
LID3 265921 6.10 59.5% 158223 4988 4122 Isolator Rows 3 - Pond 3 7350
LID4 237166 5.44 67.1% 159139 5168 4288 Isolator Rows 3 - Pond 4 5306
TOTAL
(TREATED) 920977 21.14 61.5% 566585
TOTAL (SITE) 1143450 26.25 57.5% 657484
TOTAL TREATED IMP. AC. / TOTAL SITE IMP. AC. (MUST BE >75%) 86.2%
*ISOLATOR ROWS WERE SIZED BY COMPARING 120% OF THE WQCV BASED ON THE 12-HOUR DRAIN TIME AND CITY OF FORT COLLINS
MODIFIED FAA METHOD.
VII. CONCLUSIONS
A. Compliance with Standards
The drainage design is prepared in compliance with the FCSCM and the USDCM Volumes 1, 2, and 3. As
stated previously, the NECCO report details utilizing a release of less than 15.96 CFS plus 0.996 CFS for the
area that Redwood Pond occupies. for the Redwood Pond and less than 0.2 CFS/ac for the three onsite
ponds. The criteria have been met with the proposed design.
B. Drainage Concept
The drainage design as described herein, if properly constructed and maintained, will effectively control
stormwater runoff in accordance with the criteria. The proposed development will provide water quality
and detention for the 100-year event with associated outlets and spillway overflow. This drainage design
for the proposed development does not have any impact on the NECCO report design. The drainage design
for this Site will have no adverse effects to any upstream or downstream adjacent properties.
Enclave at Redwood
Page 25
February 7, 2023
VIII. REFERENCES
1. National Flood Hazard Layer FIRMette, City of Fort Collins, Colorado, Map No. 08069C0977G,
Map No. 08069C0981G, June 17, 2008, Federal Emergency Management Agency.
2. Geotechnical Engineering Report for Enclave at Redwood Residential Development, Cole Garner
Geotechnical, August 11, 2021.
3. Fort Collins Stormwater Criteria Manual, City of Fort Collins, revised December 2018.
4. Urban Storm Drainage Criteria Manual Vol. 1, Mile High Flood District, revised August 2018.
5. Urban Storm Drainage Criteria Manual Vol. 2, Mile High Flood District, revised September 2017.
6. Urban Storm Drainage Criteria Manual Vol. 3, Mile High Flood District, revised November 2010
with updates from January 2021.
7. North East College Corridor Outfall (NECCO) Design Report, Ayres Associates, August 2009.
IX. APPENDICES
Appendix A Vicinity Map, FIRM, Geotechnical Engineering Report
Appendix B Portions from Relevant Previous Studies
Appendix C Subcatchment Hydrology
Appendix D Detention Storage Sizing
Appendix E SWMM Model and Results
Appendix F Low Impact Development
Appendix G Drainage Maps
Appendix H Culvert Calculations
Enclave at Redwood
Page A
December 22, 2021
Appendix A – Vicinity Map, FIRM, Geotechnical Engineering Report
1
SHEET NUMBER
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.comPlotted: MON 01/30/23 10:45:57A By: Aidan Lowe Filepath: k:\201013\engineering\xref\vic map.dwg Layout: layout1201013
ENCLAVE AT REDWOOD - VICINTY MAP
1
1 OF 1
DHI COMMUNITIES
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.
0
SCALE: 1" =
800 800 1600
800'
2
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 8/10/2021 at 11:04 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°4'5"W 40°36'21"N
105°3'27"W 40°35'54"N
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 3
Geotechnical Engineering and Materials Testing
Geotechnical Engineering Report
Enclave at Redwood Residential Development
Redwood Street and Suniga Drive
Fort Collins, Colorado
Prepared for:
DHI Communities, a D.R. Horton Company
9555 South Kingston Court
Englewood, CO 80112
Prepared by:
Cole Garner Geotechnical
CGG Project No.: 21.22.034
August 11, 2021
4
Geotechnical Engineering Report
Enclave at Redwood Residential Development – Fort Collins, CO
CGG Project No. 21.22.034
Cole Garner Geotechnical Page 5
Geotechnical Engineering and Materials Testing
Groundwater observations are summarized below:
Table 1: Groundwater Summary
Boring
No.
Ground
Surface
Elevation (ft)
Groundwater Depth (ft)
Groundwater
Elevation (ft)
Approximate
Cut/Fill (+/- ft)
Approximate
Groundwater
Depth After
Cut/Fill (ft)
During
Drilling
(2/19-2/23)
After
Drilling
(3/3)
1 4960.50 11.0 9.0 4951.50 -0.5 8.5
2 4958.00 8.0 8.7 4949.30 -1 7.7
3 4956.50 11.0 11.0 4945.50 -0.5 10.5
4 4959.00 11.0 8.0 4951.00 +1 9.0
5 4958.75 11.0 8.0 4950.75 +1.25 9.3
6 4957.50 14.0 8.0 4949.50 +1.5 9.5
7 4959.25 8.0 9.3 4949.95 +0.75 10.1
8 4958.25 17.0 11.0 4947.25 +1.25 12.8
9 4961.00 11.0 10.5 4950.50 0 10.5
10 4960.00 17.0 12.0 4948.00 +5 17.0
The above groundwater observations are only representative of the locations explored at the time(s) of
our exploration(s). Seasonal fluctuations in groundwater elevation beyond those indicated above should
be expected, therefore, the possibility of groundwater fluctuations should be considered when developing
design and construction plans for the project.
Based upon review of U.S. Geological Survey Maps (3Hillier, et al, 1983), regional groundwater beneath
the project area is expected to be encountered in unconsolidated alluvial deposits at depths generally
between 5 and 10 feet below the ground surface.
Hydraulic Conductivity Testing: Hydraulic conductivity (permeability) testing was completed at the site in
Monitoring Well/Boring Nos. 2 and 7. We utilized a submerged water-level data-logger to monitor the
water level in the well before raising groundwater by inserting a 5 feet long slug, during the resulting return
(drop) of water level to static level (falling head), and after removal of the 5 feet long slug and during the
resulting rise in water level (rising head).
The water level measurements were imported into AQTESOLV® software in order to determine the hydraulic
conductivity of the subsurface profile for both the rising and falling head tests. Table 2 below summarizes
permeability and flow rate testing performed at the site.
3 Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1976-1977) in the Greater Denver
Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map I-855-I.
5
APPROXIMATE BORING LOCATIONS Cole Garner Geotechnical
1070 W. 124 th Ave., Suite 300
Westminster, CO 8023 4
(303) 996-2999 AGW BORING LOCATIONS
1
1 2 3
4
6
8 7
5
FIGURE 2 - BORING LOCATION DIAGRAM
THE ENCLAVE AT REDWOOD
FORT COLLINS, COLORADO
CGG PROJECT NO. 21.22.034
TB-1
TB-1
TB-2
TB-3
TB-4
TB-5
TB-6 TB-7
TB-8 TB-9
TB-10
TB-11 TB-12
TB-13 TB-14
TB-15 TB-16 10
9
6
Groundwater
Depth (ft)
Groundwater
Elevation (ft)
Groundwater
Depth (ft)
Groundwater
Elevation (ft)
1 4960.50 4960 -0.50 9.0 4951.50 7.50 4953.00 1.50 7.0
2 4958.00 4957 -1.00 8.7 4949.30 8.00 4950.00 0.70 7.0
3 4956.50 4956 -0.50 11.0 4945.50 7.00 4949.50 4.00 6.5
4 4959.00 4960 1.00 8.0 4951.00 7.00 4952.00 1.00 8.0
5 4958.75 4960 1.25 8.0 4950.75 8.00 4950.75 0.00 9.3
6 4957.50 4959 1.50 8.0 4949.50 8.00 4949.50 0.00 9.5
7 4959.25 4960 0.75 9.3 4949.95 9.00 4950.25 0.30 9.8
8 4958.25 4960 1.75 11.0 4947.25 10.00 4948.25 1.00 11.8
9 4961.00 4961 0.00 10.5 4950.50 10.50 4950.50 0.00 10.5
10 4960.00 4965 5.00 12.0 4948.00 11.50 4948.50 0.50 16.5
*Red = groundwater elevation increased (i.e. became shallower)
Groundwater
Depth After
Grading (ft)
Groundwater
Elevation
Change* (ft)
Boring No.
Existing Ground
Surface
Elevation (ft)
Proposed
Ground Surface
Elevation (ft)
Cut/Fill
3/3/21 9/22/21
7
Enclave at Redwood
Page B
December 22, 2021
Appendix B - Portions from Relevant Previous Studies
8
LEGENDDRAINAGE BASINBASIN NUMBERBASIN AREA (ACRES)EXHIBIT 4.2FUTURE DETENTION AND WATER QUALITY REQUIREMENTSRESTRICT AMOUNT OF RUNOFFTO EXISTING CONDITIONS IFRE-DEVELOPED. WATER QUALITYPROVIDED IN REDWOOD PONDREQUIRE FUTURE ON-SITEDETENTION & WATERQUALITY. RELEASE RATE @ 0.20 cfs/acreREQUIRE FUTURE ON-SITEDETENTION.WATER QUALITY PROVIDEDIN REGIONAL POND.FUTURE RE-ALIGNED VINEDRIVE. WATER QUALITYPROVIDED WITH SNOUTS.DISCHARGE INTOREGIONAL POND WITHOUTFUTURE DETENTION ORWATER QUALITY.RESTRICT AMOUNT OF RUNOFFTO EXISTING CONDITIONS IFRE-DEVELOPED. FUTURE WATERQUALITY REQUIRED.RESTRICT AMOUNT OF RUNOFFTO EXISTING CONDITIONS IFRE-DEVELOPED. WATER QUALITYPROVIDED IN REGINAL POND.BASIN 103: NO DETENTION ORWATER QUALITY REQURED IFDISCHARGING INTOEVERGREEN WEST PONDCOLLEGE AVENUERED CEDAR CIRCLELEMAY AVENUEDRY CREEKBRISTLECONE DRIVECONIFER STREETNOKOMIS COURTBLUE SPRUCE DRIVECONIFER STREETLUPINE DRIVEREDWOODPONDREGIONALPONDREDWOOD STREETCOLLEGE AVENUEJEROME STREETBONDELL STREETOSIANDER STREETEAST VINE DRIVE70.0 ac68.2 ac13.2 ac18.5 ac8.7 ac29.3 ac11.4 ac9.8 ac11.4 ac4.8 ac16.4 ac3.3 ac1.3 ac31.6 ac52.7 ac21.3 ac7.4 ac18.1 ac17.0 ac2.5 ac2.7 ac2.0 ac4.6 ac2.5 ac13.1 ac3.9 ac13.7 ac1.8 ac0.2 ac7.2 ac6.0 ac3.8 ac0.6 ac2.4 ac5.2 ac1.6 ac2.6 ac35.7 ac2.6 ac1.8 ac1.8 ac1.6 ac1.2 ac0.7 ac4.2 ac2.6 ac13.6 ac13.0 ac8.6 ac7.1 ac5.1 ac4.5 ac4.2 ac10.9 ac8.2 ac19.2 ac16.0 ac32.4 ac17.5 ac9.8 ac16.6 ac29.3 ac6.0 ac10.3 ac5.9 ac1.5 ac1.3 ac21.2 ac1.2 ac1.5 ac1.1 ac1.1 ac8.2 ac1.0 ac8.6 ac5.2 ac14.8 ac2.0 ac1.6 ac3.3 ac1.4 ac5.3 ac1.2 ac1.0 ac2.7 ac2.2 ac3.9 ac3.3 ac3.4 ac4.4 ac7.9 ac0.2 ac4.2 ac1.1 ac1.7 ac2.4 ac2.0 ac1.0 ac36.2 ac5.5 ac49.1 ac9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
Enclave at Redwood
Page C
December 22, 2021
Appendix C – Subcatchment Hydrology
34
1-HR Rainfall
City of Fort Collins Rainfall (from City of Fort Collins Criteria)
Duration (min)
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.8
8 2.4 4.1 8.38
9 2.3 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.5 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.3
17 1.75 2.99 6.1
18 1.7 2.9 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.6
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.2
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.4 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.6
30 1.3 2.21 4.52
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2 4.08
36 1.15 1.96 4.01
37 1.16 1.93 3.93
38 1.11 1.89 3.87
39 1.09 1.86 3.8
40 1.07 1.83 3.74
41 1.05 1.8 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.6 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.9 1.54 3.14
53 0.89 1.52 3.1
54 0.88 1.5 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.4 2.86
65 0.78 1.32 2.71
70 0.73 1.25 2.59
75 0.7 1.19 2.48
80 0.66 1.14 2.38
85 0.64 1.09 2.29
90 0.61 1.05 2.21
95 0.58 1.01 2.13
100 0.56 0.97 2.06
105 0.54 0.94 2
110 0.52 0.91 1.94
115 0.51 0.88 1.88
120 0.49 0.86 1.84
2-Year IDF: i = 2E-11(Tc)6 - 1E-08(Tc)
5 + 2E-06(Tc)4 - 0.0001(Tc)
3 + 0.0069(Tc)2 - 0.1902(Tc) + 3.5801
10-Year IDF: i = 4E-11(Tc)
6 - 2E-08(Tc)
5 + 3E-06(Tc)4 - 0.0002(Tc)
3 + 0.0117(Tc)2 - 0.3248(Tc) + 6.1179
100-Year IDF: i = 9E-11(Tc)6 - 4E-08(Tc)
5 + 6E-06(Tc)4 - 0.0005(Tc)
3 + 0.0242(Tc)2 - 0.6685(Tc) + 12.518
0
2
4
6
8
10
12
0 20 40 60 80 100 120 140Intensity (in/hr)Duration (min)
2-, 10-, and 100-Year Rainfall IDF Curves for the City of Fort Collins
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
35
IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Calculated By:AML Checked By: < >
Date:10/06/22
Project:Enclave at Redwood
HKS Project #:201013
Soil Group:C
Surface Type Runoff Coeff. % Impervious Return Period
Frequency
Adjustment
Factor (Cf)
Asphalt 0.95 100 2-year: 1.00
Concrete 0.95 90 5-year: 1.00
Rooftop 0.95 90 10-year: 1.00
Recycled Asphalt 0.80 80 25-year: 1.10
Gravel 0.50 40 50-year: 1.20
Pavers 0.50 40 100-year: 1.25
Lawn, Sandy Soil, Flat Slope 0.10 2
Lawn, Sandy Soil, Avg. Slope 0.15 2 Offsite coming on
Lawn, Sandy Soil, Steep Slope 0.20 2 Going to proposed detention / water quality
Lawn, Clayey Soil, Flat Slope 0.20 2 Onsite going off
Lawn, Clayey Soil, Avg. Slope 0.25 2
Lawn, Clayey Soil, Steep Slope 0.35 2
Subbasin ID Total Area (ac)Asphalt Concrete Rooftop
Lawn, Clayey Soil,
Avg. Slope % Imp. Total Imp. (ac)C2= C100=
OS1 4.76 0.61 4.15 14.6% 0.70 0.34 0.43
OS2 1.70 0.23 0.42 0.35 0.70 55.1% 0.94 0.66 0.83
OS3 1.61 0.45 0.29 0.37 0.50 65.4% 1.05 0.73 0.92
OS4 1.51 0.41 0.29 0.29 0.52 62.1% 0.94 0.71 0.88
OS5 1.22 0.23 0.28 0.23 0.47 57.7% 0.70 0.68 0.85
A1 0.26 0.26 2.0% 0.01 0.25 0.31
A2 0.10 0.10 2.0% 0.00 0.25 0.31
A3 0.08 0.01 0.07 11.4% 0.01 0.32 0.41
A4 0.40 0.26 0.07 0.07 81.1% 0.32 0.83 1.00
A5 1.01 0.32 0.09 0.29 0.30 66.9% 0.67 0.74 0.93
A6 0.78 0.28 0.01 0.39 0.09 83.1% 0.64 0.87 1.00
A7 1.26 0.23 0.09 0.94 24.2% 0.30 0.43 0.53
A8 0.09 0.01 0.08 13.2% 0.01 0.34 0.42
A9 0.11 0.02 0.03 0.07 37.2% 0.04 0.53 0.66
A10 0.17 0.06 0.06 60.7% 0.11 0.64 0.80
A11 0.17 0.06 0.06 0.05 63.4% 0.11 0.74 0.92
A12 0.49 0.16 0.15 0.18 57.6% 0.28 0.69 0.87
A13 0.72 0.29 0.02 0.32 0.09 82.5% 0.60 0.86 1.00
A14 0.70 0.28 0.01 0.28 0.12 78.9% 0.55 0.83 1.00
A15 0.33 0.12 0.21 34.6% 0.12 0.51 0.64
A16 0.33 0.04 0.19 0.10 62.5% 0.21 0.73 0.91
A17 0.34 0.10 0.01 0.13 0.10 66.9% 0.23 0.74 0.93
A18 0.35 0.10 0.25 26.4% 0.09 0.44 0.55
A19 1.13 0.28 0.18 0.23 0.45 57.6% 0.65 0.67 0.84
A20 0.85 0.32 0.05 0.24 0.24 68.8% 0.58 0.75 0.94
A21 0.24 0.10 0.03 0.05 0.06 71.9% 0.17 0.77 0.97
A22 0.44 0.09 0.35 20.3% 0.09 0.40 0.49
A23 0.50 0.13 0.12 0.25 46.8% 0.24 0.61 0.76
B1 0.96 0.27 0.05 0.31 0.34 61.6% 0.59 0.70 0.88
B2 0.59 0.13 0.06 0.13 0.27 51.5% 0.30 0.63 0.78
B3 0.46 0.16 0.24 0.06 82.3% 0.38 0.86 1.00
B4 0.27 0.10 0.03 0.05 0.10 62.9% 0.17 0.70 0.88
B5 0.35 0.12 0.03 0.09 0.11 66.9% 0.24 0.74 0.92
B6 0.39 0.04 0.04 0.06 0.24 35.8% 0.14 0.51 0.64
B7 0.16 0.04 0.02 0.06 0.04 69.2% 0.11 0.76 0.95
B8 0.50 0.24 0.19 0.07 82.8% 0.42 0.85 1.00
B9 0.18 0.13 0.04 0.01 97.5% 0.18 0.95 1.00
B10 0.07 0.04 0.01 0.02 73.0% 0.05 0.77 0.96
B11 0.41 0.12 0.00 0.04 0.25 39.1% 0.16 0.52 0.65
B12 0.46 0.12 0.06 0.05 0.23 48.4% 0.22 0.60 0.75
B13 0.53 0.17 0.01 0.00 0.35 35.0% 0.19 0.49 0.61
B14 0.59 0.14 0.06 0.14 0.25 54.9% 0.33 0.65 0.82
B15 0.18 0.15 0.01 0.02 89.3% 0.16 0.88 1.00
B16 2.06 0.41 0.41 1.24 37.2% 0.77 0.53 0.66
C1 0.46 0.13 0.04 0.14 0.15 65.2% 0.30 0.73 0.91
C2 1.54 0.63 0.05 0.50 0.36 73.4% 1.13 0.79 0.98
C3 0.29 0.09 0.14 0.06 75.9% 0.22 0.81 1.00
C4 1.53 0.56 0.11 0.52 0.33 74.5% 1.14 0.80 1.00
C5 0.60 0.11 0.07 0.21 0.21 61.2% 0.37 0.71 0.88
C6 0.79 0.12 0.07 0.10 0.50 36.4% 0.29 0.51 0.64
C7 0.23 0.10 0.01 0.11 0.01 89.6% 0.21 0.91 1.00
C8 0.21 0.21 2.0% 0.00 0.25 0.31
X1 0.09 0.07 0.01 0.02 81.1% 0.07 0.82 1.00
X2 0.10 0.06 0.01 0.03 72.5% 0.07 0.76 0.95
X3 0.19 0.19 2.0% 0.00 0.25 0.31
X4 0.07 0.07 2.0% 0.00 0.25 0.31
X5 0.23 0.03 0.02 0.18 22.0% 0.05 0.40 0.50
X6 0.24 0.07 0.07 0.10 57.9% 0.14 0.67 0.84
X7 0.10 0.07 0.01 0.02 83.2% 0.09 0.84 1.00
X8 0.57 0.02 0.55 4.8% 0.03 0.27 0.34
113_31 1.06 1.06 2.0% 0.02 0.25 0.31
113_32 0.18 0.18 2.0% 0.00 0.25 0.31
113_33 0.46 0.46 2.0% 0.01 0.25 0.31
113_51 2.45 0.51 1.22 0.10 0.63 69.4% 1.70 0.77 0.96
A6 (Alley)0.51 0.20 0.01 0.25 0.05 85.5% 0.43 0.88 1.00
A13 (Alley)0.45 0.16 0.00 0.25 0.03 86.8% 0.39 0.90 1.00
A14 (Alley)0.57 0.19 0.01 0.28 0.09 79.9% 0.46 0.84 1.00
A20 (Alley)0.26 0.10 0.14 0.02 86.1% 0.23 0.89 1.00
B8 (Alley)0.50 0.24 0.20 0.06 83.7% 0.42 0.86 1.00
B11 (Alley)0.53 0.25 0.34 -0.06 104.4% 0.55 1.03 1.00
C4 (Alley)0.33 0.12 0.20 0.01 90.3% 0.30 0.92 1.00
X7 (IMP)0.27 0.14 0.01 0.11 91.7% 0.25 0.91 1.00
RUNOFF COEFFICIENTS IDSurface Coveage Area (ac)
36
Calculated By:AML Date:
Checked By:< >Project:Enclave at Redwood
HKS Project #:201013
FINAL REMARKS
5 < Tc < Max Tc
Subbasin ID Area C2 C100 Length Slope Ti Length Slope n-value Flow Area P R Velocity Q/A Tt Total Time Total Length Avg. Max Tc =
# (ac) (LF) % (min.) (LF) % (SF) (LF) (LF) (FPS) (FPS) (min.) Tc = Ti + Tt (min.) L Slope (%)(MIN)
OS1 4.76 0.34 0.43 - - - - -- - - - - - - 5.0
OS2 1.70 0.66 0.83 37 2.00 2.5 434 0.50 0.016 0.382 40.005 0.044 8.19 8.21 0.9 5.0 471.3 0.62 12.6 5.0
OS3 1.61 0.73 0.92 8 2.00 0.8 726 0.50 0.016 0.564 39.916 0.035 7.03 5.83 1.7 5.0 734.0 0.52 14.1 5.0
OS4 1.51 0.71 0.88 18 2.00 1.4 394 0.50 0.016 0.564 39.916 0.014 3.84 5.28 1.7 5.0 411.8 0.56 12.3 5.0
OS5 1.22 0.68 0.85 17 2.00 1.5 460 0.50 0.016 0.564 39.916 0.014 3.84 4.09 2.0 5.0 476.7 0.55 12.6 5.0
A1 0.26 0.25 0.31 - - - - -- - - - - - - 5.0
A2 0.10 0.25 0.31 - - - - -- - - - - - - 5.0
A3 0.08 0.32 0.41 - - - - -- - - - - - - 5.0
A4 0.40 0.83 1.00 - - - - -- - - - - - - 5.0
A5 1.01 0.74 0.93 19 2.00 1.1 618 0.50 0.016 0.100 60.266 0.180 20.94 20.81 0.5 5.0 636.5 0.54 13.5 5.0
A6 0.78 0.87 1.00 - - - - -- - - - - - - 5.0
A7 1.26 0.43 0.53 - - - - -- - - - - - - 5.0
A8 0.09 0.34 0.42 - - - - -- - - - - - - 5.0
A9 0.11 0.53 0.66 - - - - -- - - - - - - 5.0
A10 0.17 0.64 0.80 - - - - -- - - - - - - 5.0
A11 0.17 0.74 0.92 - - - - -- - - - - - - 5.0
A12 0.49 0.69 0.87 - - - - -- - - - - - - 5.0
A13 0.72 0.86 1.00 - - - - -- - - - - - - 5.0
A14 0.70 0.83 1.00 - - - - -- - - - - - - 5.0
A15 0.33 0.51 0.64 - - - - -- - - - - - - 5.0
A16 0.33 0.73 0.91 - - - - -- - - - - - - 5.0
A17 0.34 0.74 0.93 - - - - -- - - - - - - 5.0
A18 0.35 0.44 0.55 - - - - -- - - - - - - 5.0
A19 1.13 0.67 0.84 31 1.41 2.4 461 0.50 0.016 0.100 60.266 0.190 21.70 21.30 0.4 5.0 491.5 0.56 12.7 5.0
A20 0.85 0.75 0.94 - - - - -- - - - - - - 5.0
A21 0.24 0.77 0.97 - - - - -- - - - - - - 5.0
A22 0.44 0.40 0.49 - - - - -- - - - - - - 5.0
A23 0.50 0.61 0.76 - - - - -- - - - - - - 5.0
B1 0.96 0.70 0.88 - - - - -- - - - - - - 5.0
B2 0.59 0.63 0.78 - - - - -- - - - - - - 5.0
B3 0.46 0.86 1.00 - - - - -- - - - - - - 5.0
B4 0.27 0.70 0.88 - - - - -- - - - - - - 5.0
B5 0.35 0.74 0.92 - - - - -- - - - - - - 5.0
B6 0.39 0.51 0.64 - - - - -- - - - - - - 5.0
B7 0.16 0.76 0.95 - - - - -- - - - - - - 5.0
B8 0.50 0.85 1.00 - - - - -- - - - - - - 5.0
B9 0.18 0.95 1.00 - - - - -- - - - - - - 5.0
B10 0.07 0.77 0.96 - - - - -- - - - - - - 5.0
B11 0.41 0.52 0.65 - - - - -- - - - - - - 5.0
B12 0.46 0.60 0.75 - - - - -- - - - - - - 5.0
B13 0.53 0.49 0.61 - - - - -- - - - - - - 5.0
B14 0.59 0.65 0.82 - - - - -- - - - - - - 5.0
B15 0.18 0.88 1.00 - - - - -- - - - - - - 5.0
B16 2.06 0.53 0.66 - - - - -- - - - - - - 5.0
C1 0.46 0.73 0.91 - - - - -- - - - - - - 5.0
C2 1.54 0.79 0.98 51 3.00 1.1 499 0.50 0.016 0.100 60.266 0.350 32.62 33.79 0.3 5.0 549.7 0.73 13.1 5.0
C3 0.29 0.81 1.00 - - - - -- - - - - - - 5.0
C4 1.53 0.80 1.00 23 2.00 0.7 362 0.50 0.016 0.100 60.266 0.360 33.23 34.03 0.2 5.0 384.9 0.59 12.1 5.0
C5 0.60 0.71 0.88 - - - - -- - - - - - - 5.0
C6 0.79 0.51 0.64 - - - - -- - - - - - - 5.0
C7 0.23 0.91 1.00 - - - - -- - - - - - - 5.0
C8 0.21 0.25 0.31 - - - - -- - - - - - - 5.0
X1 0.09 0.82 1.00 - - - - -- - - - - - - 5.0
X2 0.10 0.76 0.95 - - - - -- - - - - - - 5.0
X3 0.19 0.25 0.31 - - - - -- - - - - - - 5.0
X4 0.07 0.25 0.31 - - - - -- - - - - - - 5.0
X5 0.23 0.40 0.50 - - - - -- - - - - - - 5.0
X6 0.24 0.67 0.84 - - - - -- - - - - - - 5.0
X7 0.10 0.84 1.00 - - - - -- - - - - - - 5.0
X8 0.57 0.27 0.34 - - - - -- - - - - - - 6.0
113_31 1.06 0.25 0.31 - - - - -- - - - - - - 5.0
113_32 0.18 0.25 0.31 - - - - -- - - - - - - 5.0
113_33 0.46 0.25 0.31 - - - - -- - - - - - - 5.0
113_51 2.45 0.77 0.96 66 2.00 1.7 563 0.50 0.016 0.100 60.266 0.150 18.54 17.73 0.5 5.0 629.6 0.66 13.5 5.0
A6 (Alley) 0.51 0.88 1.00 - - - - -- - - - - - - 5.0
A13 (Alley) 0.45 0.90 1.00 - - - - -- - - - - - - 5.0
A14 (Alley) 0.57 0.84 1.00 - - - - -- - - - - - - 5.0
A20 (Alley) 0.26 0.89 1.00 - - - - -- - - - - - - 5.0
B8 (Alley) 0.50 0.86 1.00 - - - - -- - - - - - - 5.0
B11 (Alley) 0.53 1.03 1.00 - - - - -- - - - - - - 5.0
C4 (Alley) 0.33 0.92 1.00 - - - - -- - - - - - - 5.0
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
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Minimum Tc Assumed
Minimum Tc Assumed
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Minimum Tc Assumed
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Data
Time of Concentration Calculations 6/24/2022
Overland FlowSubbasin Channelized Flow Tc CHECK
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
(URBANIZED BASINS)Time (Ti)Time (Tt)
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
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Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
37
Calculated By:AML Date:
Checked By:< >Project:Enclave at Redwood
HKS Project #:201013
FINAL
5 < Tc < Max Tc
Subbasin ID Area C2 C100 Length Slope Ti Length Slope n-value Flow Area P R Velocity Q/A Tt Total Time Total Length Avg. Max Tc =
# (ac) (LF) % (min.) (LF) % (SF) (LF) (LF) (FPS) (FPS) (min.) Tc = Ti + Tt (min.) L Slope (%)(MIN)
OS1 4.76 0.34 0.43 - - - - -- - - - - - - 5.0
OS2 1.70 0.66 0.83 37 2.00 2.5 434 0.50 0.016 0.806 40.005 0.020 4.86 16.94 1.5 5.0 471.3 0.62 12.6 5.0
OS3 1.61 0.73 0.92 8 2.00 0.8 726 0.50 0.016 0.829 39.916 0.021 4.96 17.28 2.4 5.0 734.0 0.52 14.1 5.0
OS4 1.51 0.71 0.88 18 2.00 1.4 394 0.50 0.016 0.781 39.916 0.020 4.77 16.61 1.4 5.0 411.8 0.56 12.3 5.0
OS5 1.22 0.68 0.85 17 2.00 1.5 460 0.50 0.016 0.670 39.916 0.017 4.31 15.00 1.8 5.0 476.7 0.55 12.6 5.0
A1 0.26 0.25 0.31 - - - - -- - - - - - - 5.0
A2 0.10 0.25 0.31 - - - - -- - - - - - - 5.0
A3 0.08 0.32 0.41 - - - - -- - - - - - - 5.0
A4 0.40 0.83 1.00 - - - - -- - - - - - - 5.0
A5 1.01 0.74 0.93 19 2.00 1.1 618 0.50 0.016 0.743 60.266 0.012 3.50 12.21 2.9 5.0 636.5 0.54 13.5 5.0
A6 0.78 0.87 1.00 - - - - -- - - - - - - 5.0
A7 1.26 0.43 0.53 - - - - -- - - - - - - 5.0
A8 0.09 0.34 0.42 - - - - -- - - - - - - 5.0
A9 0.11 0.53 0.66 - - - - -- - - - - - - 5.0
A10 0.17 0.64 0.80 - - - - -- - - - - - - 5.0
A11 0.17 0.74 0.92 - - - - -- - - - - - - 5.0
A12 0.49 0.69 0.87 - - - - -- - - - - - - 5.0
A13 0.72 0.86 1.00 - - - - -- - - - - - - 5.0
A14 0.70 0.83 1.00 - - - - -- - - - - - - 5.0
A15 0.33 0.51 0.64 - - - - -- - - - - - - 5.0
A16 0.33 0.73 0.91 - - - - -- - - - - - - 5.0
A17 0.34 0.74 0.93 - - - - -- - - - - - - 5.0
A18 0.35 0.44 0.55 - - - - -- - - - - - - 5.0
A19 1.13 0.67 0.84 31 1.41 2.4 461 0.50 0.016 0.753 60.266 0.012 3.54 12.32 2.2 5.0 491.5 0.56 12.7 5.0
A20 0.85 0.75 0.94 - - - - -- - - - - - - 5.0
A21 0.24 0.77 0.97 - - - - -- - - - - - - 5.0
A22 0.44 0.40 0.49 - - - - -- - - - - - - 5.0
A23 0.50 0.61 0.76 - - - - -- - - - - - - 5.0
B1 0.96 0.70 0.88 - - - - -- - - - - - - 5.0
B2 0.59 0.63 0.78 - - - - -- - - - - - - 5.0
B3 0.46 0.86 1.00 - - - - -- - - - - - - 5.0
B4 0.27 0.70 0.88 - - - - -- - - - - - - 5.0
B5 0.35 0.74 0.92 - - - - -- - - - - - - 5.0
B6 0.39 0.51 0.64 - - - - -- - - - - - - 5.0
B7 0.16 0.76 0.95 - - - - -- - - - - - - 5.0
B8 0.50 0.85 1.00 - - - - -- - - - - - - 5.0
B9 0.18 0.95 1.00 - - - - -- - - - - - - 5.0
B10 0.07 0.77 0.96 - - - - -- - - - - - - 5.0
B11 0.41 0.52 0.65 - - - - -- - - - - - - 5.0
B12 0.46 0.60 0.75 - - - - -- - - - - - - 5.0
B13 0.53 0.49 0.61 - - - - -- - - - - - - 5.0
B14 0.59 0.65 0.82 - - - - -- - - - - - - 5.0
B15 0.18 0.88 1.00 - - - - -- - - - - - - 5.0
B16 2.06 0.53 0.66 - - - - -- - - - - - - 5.0
C1 0.46 0.73 0.91 - - - - -- - - - - - - 5.0
C2 1.54 0.79 0.98 51 3.00 1.1 499 0.50 0.016 0.993 60.266 0.016 4.25 14.82 2.0 5.0 549.7 0.73 13.1 5.0
C3 0.29 0.81 1.00 - - - - -- - - - - - - 5.0
C4 1.53 0.80 1.00 23 2.00 0.7 362 0.50 0.016 0.997 60.266 0.017 4.26 14.86 1.4 5.0 384.9 0.59 12.1 5.0
C5 0.60 0.71 0.88 - - - - -- - - - - - - 5.0
C6 0.79 0.51 0.64 - - - - -- - - - - - - 5.0
C7 0.23 0.91 1.00 - - - - -- - - - - - - 5.0
C8 0.21 0.25 0.31 - - - - -- - - - - - - 5.0
X1 0.09 0.82 1.00 - - - - -- - - - - - - 5.0
X2 0.10 0.76 0.95 - - - - -- - - - - - - 5.0
X3 0.19 0.25 0.31 - - - - -- - - - - - - 5.0
X4 0.07 0.25 0.31 - - - - -- - - - - - - 5.0
X5 0.23 0.40 0.50 - - - - -- - - - - - - 5.0
X6 0.24 0.67 0.84 - - - - -- - - - - - - 5.0
X7 0.10 0.84 1.00 - - - - -- - - - - - - 5.0
X8 0.57 0.27 0.34 - - - - -- - - - - - - 6.0
113_31 1.06 0.25 0.31 - - - - -- - - - - - - 5.0
113_32 0.18 0.25 0.31 - - - - -- - - - - - - 5.0
113_33 0.46 0.25 0.31 - - - - -- - - - - - - 5.0
113_51 2.45 0.77 0.96 66 2.00 1.7 563 0.50 0.016 0.674 60.266 0.011 3.29 11.45 2.9 5.0 629.6 0.66 13.5 5.0
A6 (Alley) 0.51 0.88 1.00 - - - - -- - - - - - - 5.0
A13 (Alley) 0.45 0.90 1.00 - - - - -- - - - - - - 5.0
A14 (Alley) 0.57 0.84 1.00 - - - - -- - - - - - - 5.0
A20 (Alley) 0.26 0.89 1.00 - - - - -- - - - - - - 5.0
B8 (Alley) 0.50 0.86 1.00 - - - - -- - - - - - - 5.0
B11 (Alley) 0.53 1.03 1.00 - - - - -- - - - - - - 5.0
C4 (Alley) 0.33 0.92 1.00 - - - - -- - - - - - - 5.0
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Data Time (Ti)Time (Tt)
Minimum Tc Assumed
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(URBANIZED BASINS)
Time of Concentration Calculations 6/24/2022
Subbasin Overland Flow Channelized Flow Tc CHECK
Minimum Tc Assumed
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Minimum Tc Assumed
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Minimum Tc Assumed
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Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
Minimum Tc Assumed
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38
CALCULATED BY: AML
DATE: 6/24/2022 Storm Drainage System Design
CHECKED BY: < >Rational Method Procedure
PROJECT MANAGER: < >Proposed Development
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
OS1 4.76 0.34 5.0 1.62 2.79 4.52 ----
Redwood Pond 1 12.93 Redwood Pond Outflow
OS2 1.70 0.66 5.0 1.12 2.79 3.14
X1 0.09 0.82 5.0 0.07 2.79 0.21
OS2 + X1 2 5.0 1.20 2.79 3.34
OS3 1.61 0.73 5.0 1.18 2.79 3.29
X2 0.10 0.76 5.0 0.07 2.79 0.20
OS3 + X2 3 5.0 1.25 2.79 3.49
DP2 + DP3 4 5.0 2.45 2.79 6.83
DP1 + DP4 5 5.0 2.45 2.79 19.76
OS4 1.51 0.71 5.0 1.07 2.79 2.98
X3 0.19 0.25 5.0 0.05 2.79 0.13
OS4 + X3 6 5.0 1.11 2.79 3.11
DP5 + DP6 7 5.0 3.56 2.79 22.87
OS5 1.22 0.68 5.0 0.83 2.79 2.31
X4 0.07 0.25 5.0 0.02 2.79 0.05
OS5 + X4 8 5.0 0.84 2.79 2.36
DP7 + DP8 9 5.0 4.41 2.79 25.23
B16 2.06 0.53 5.0 1.09 2.79 3.05 -- - -
Pond3 10 0.94 Pond3 Outflow
DP9 + DP10 11 5.0 4.41 2.79 26.17
A1 0.26 0.25 5.0 0.07 2.79 0.18
A2 0.10 0.25 5.0 0.03 2.79 0.07
A1 + A2 12 5.0 0.09 2.79 0.25
A3 0.08 0.32 5.0 0.03 2.79 0.07
DP10 + A3 13 5.0 0.12 2.79 0.32
A4 0.40 0.83 5.0 0.33 2.79 0.92
DP11 + A4 14 5.0 0.45 2.79 1.24
A5 1.01 0.74 5.0 0.75 2.79 2.08
DP12 + A5 15 5.0 1.19 2.79 3.33
A6 0.78 0.87 5.0 0.67 2.79 1.87
DP15 + A6 16 5.0 1.86 2.79 5.20
A7 1.26 0.43 5.0 0.54 2.79 1.49
Pond1 - - - 0.48 Pond1 Outflow
A8 0.09 0.34 5.0 0.03 2.79 0.09
DIRECT RUNOFF TOTAL RUNOFF
39
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
DIRECT RUNOFF TOTAL RUNOFF
A9 0.11 0.53 5.0 0.06 2.79 0.17
A8 + A9 17 5.0 0.09 2.79 0.25
A10 0.17 0.64 5.0 0.11 2.79 0.31
DP17 + A10 18 5.0 0.20 2.79 0.57
A11 0.17 0.74 5.0 0.13 2.79 0.35
DP18 + A11 19 5.0 0.33 2.79 0.92
A12 0.49 0.69 5.0 0.34 2.79 0.95
DP19 + A12 20 5.0 0.67 2.79 1.86
A13 0.72 0.86 5.0 0.62 2.79 1.73
A14 0.70 0.83 5.0 0.58 2.79 1.61
A13 + A14 21 5.0 1.20 2.79 3.34
DP20 + DP21 22 5.0 1.86 2.79 5.20
A15 0.33 0.51 5.0 0.17 2.79 0.47
A16 0.33 0.73 5.0 0.24 2.79 0.67
DP22 + A15 + A16 23 5.0 1.61 2.79 4.49
A17 0.34 0.74 5.0 0.25 2.79 0.71
DP23 + A17 24 5.0 1.86 2.79 5.19
A18 0.35 0.44 5.0 0.16 2.79 0.44
DP24 + A18 25 5.0 2.02 2.79 5.63
A19 1.13 0.67 5.0 0.76 2.79 2.13
A20 0.85 0.75 5.0 0.64 2.79 1.77
A19 + A20 26 5.0 1.40 2.79 3.90
DP25 + DP26 27 5.0 3.42 2.79 9.53
A21 0.24 0.77 5.0 0.18 2.79 0.51
A22 0.44 0.40 5.0 0.17 2.79 0.49
A21 + A22 28 5.0 0.36 2.79 1.00
A23 0.50 0.61 5.0 0.31 2.79 0.85
DP28 + A23 29 5.0 0.66 2.79 1.85
UD2 30 0.66 UD2 Outflow
UD2 + DP16 31 5.0 1.86 2.79 20.21
40
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
DIRECT RUNOFF TOTAL RUNOFF
B1 0.96 0.70 5.0 0.67 2.79 1.88
B2 0.59 0.63 5.0 0.37 2.79 1.03
B1 + B2 32 5.0 1.04 2.79 2.91
B3 0.46 0.86 5.0 0.39 2.79 1.09
DP32 + B3 33 5.0 1.44 2.79 4.01
B4 0.27 0.70 5.0 0.19 2.79 0.54
B5 0.35 0.74 5.0 0.26 2.79 0.73
DP33 + B4 + B5 34 5.0 1.89 2.79 5.27
B6 0.39 0.51 5.0 0.20 2.79 0.56
B7 0.16 0.76 5.0 0.12 2.79 0.33
DP34 + B6 + B7 35 5.0 2.21 2.79 6.16
B8 0.50 0.85 5.0 0.43 2.79 1.20
B9 0.18 0.95 5.0 0.17 2.79 0.48
B8 + B9 36 5.0 0.60 2.79 1.68
B10 0.07 0.77 5.0 0.05 2.79 0.15
DP36 + B10 37 5.0 0.66 2.79 1.83
B11 0.41 0.52 5.0 0.21 2.79 0.60
B12 0.46 0.60 5.0 0.28 2.79 0.77
B11 + B12 38 5.0 0.49 2.79 1.37
DP37 + DP38 39 5.0 1.15 2.79 3.20
B13 0.53 0.49 5.0 0.26 2.79 0.72
DP39 + B13 40 5.0 1.40 2.79 3.92
B14 0.59 0.65 5.0 0.39 2.79 1.08
DP40 + B14 41 5.0 1.79 2.79 5.00
DP35 + DP41 42 5.0 4.00 2.79 11.16
B15 0.18 0.88 5.0 0.15 2.79 0.43
DP42 + B15 43 5.0 4.15 2.79 11.59
C1 0.46 0.73 5.0 0.34 2.79 0.94
C2 1.54 0.79 5.0 1.21 2.79 3.38
C1 + C2 44 5.0 1.55 2.79 4.32
C3 0.29 0.81 5.0 0.23 2.79 0.65
DP44 + C3 45 5.0 1.78 2.79 4.97
C4 1.53 0.80 5.0 1.22 2.79 3.40
DP45 + C4 46 5.0 3.00 2.79 8.38
41
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
DIRECT RUNOFF TOTAL RUNOFF
C5 0.60 0.71 5.0 0.42 2.79 1.18
DP46 + C5 47 5.0 3.43 2.79 9.56
C6 0.79 0.51 5.0 0.40 2.79 1.13
LID4 5.0 3.83 2.79 10.69
5.0 3.43 2.79 0.16 LID4 Outflow
C7 0.23 0.91 5.0 0.21 2.79 0.59
C8 0.21 0.25 5.0 0.05 2.79 0.15
X5 0.23 0.40 5.0 0.09 2.79 0.25
X6 0.24 0.67 5.0 0.16 2.79 0.45
X7 0.10 0.84 5.0 0.09 2.79 0.24
X8 0.57 0.27 6.0 0.15 2.67 0.41
113_33 0.46 0.25 5.0 0.11 2.79 0.32
DP46 + 113_33 48 5.0 0.11 2.79 0.32
113_32 0.18 0.25 5.0 0.04 2.79 0.12
DP47 + 113_32 49 5.0 0.16 2.79 0.44
113_31 1.06 0.25 5.0 0.26 2.79 0.74
DP48 + 113_31 50 5.0 0.42 2.79 1.18
113_51 2.45 0.77 5.0 1.89 2.79 5.27
A6 (Alley) 0.51 0.88 5.0 0.45 2.79 1.24
A13 (Alley) 0.45 0.90 5.0 0.40 2.79 1.13
A14 (Alley) 0.57 0.84 5.0 0.48 2.79 1.34
A20 (Alley) 0.26 0.89 5.0 0.23 2.79 0.65
B8 (Alley) 0.50 0.86 5.0 0.43 2.79 1.21
B11 (Alley) 0.53 1.03 5.0 0.54 2.79 1.52
C4 (Alley) 0.33 0.92 5.0 0.30 2.79 0.84
42
CALCULATED BY: AML Standard Form SF-2 (modified)
DATE: 6/24/2022 Storm Drainage System Design
CHECKED BY: < >(Rational Method Procedure)
PROJECT MANAGER: < >Proposed Development
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
OS1 4.76 0.43 5.0 2.02 9.72 19.68 - - - -
Redwood Pond 1 15.90 Redwood Pond Outflow
OS2 1.70 0.83 5.0 1.41 9.72 13.66
X1 0.09 1.00 5.0 0.09 9.72 0.87
OS2 + X1 2 5.0 1.50 9.72 14.53
OS3 1.61 0.92 5.0 1.47 9.72 14.32
X2 0.10 0.95 5.0 0.09 9.72 0.88
OS3 + X2 3 5.0 1.56 9.72 15.20
DP2 + DP3 4 5.0 3.06 9.72 29.73
DP1 + DP4 5 5.0 3.06 9.72 45.63
OS4 1.51 0.88 5.0 1.33 9.72 12.97
X3 0.19 0.31 5.0 0.06 9.72 0.58
OS4 + X3 6 5.0 1.39 9.72 13.55
DP5 + DP6 7 5.0 4.45 9.72 59.18
OS5 1.22 0.85 5.0 1.03 9.72 10.05
X4 0.07 0.31 5.0 0.02 9.72 0.21
OS5 + X4 8 5.0 1.06 9.72 10.26
DP7 + DP8 9 5.0 5.51 9.72 69.45
B16 2.06 0.66 5.0 1.37 9.72 13.28 -- - -
Pond3 10 1.52 Pond3 Outflow
DP9 + DP10 11 5.0 5.51 9.72 70.97
A1 0.26 0.31 5.0 0.08 9.72 0.79
A2 0.10 0.31 5.0 0.03 9.72 0.30
A1 + A2 12 5.0 0.11 9.72 1.09
A3 0.08 0.41 5.0 0.03 9.72 0.32
DP10 + A3 13 5.0 0.14 9.72 1.41
A4 0.40 1.00 5.0 0.40 9.72 3.88
DP11 + A4 14 5.0 0.54 9.72 5.29
A5 1.01 0.93 5.0 0.93 9.72 9.06
DP12 + A5 15 5.0 1.48 9.72 14.35
A6 0.78 1.00 5.0 0.78 9.72 7.54
DP15 + A6 16 5.0 2.25 9.72 21.89
A7 1.26 0.53 5.0 0.67 9.72 6.51
Pond1 - - - 0.73 Pond1 Outflow
A8 0.09 0.42 5.0 0.04 9.72 0.37
DIRECT RUNOFF TOTAL RUNOFF
43
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
DIRECT RUNOFF TOTAL RUNOFF
A9 0.11 0.66 5.0 0.08 9.72 0.73
A8 + A9 17 5.0 0.11 9.72 1.11
A10 0.17 0.80 5.0 0.14 9.72 1.36
DP17 + A10 18 5.0 0.25 9.72 2.47
A11 0.17 0.92 5.0 0.16 9.72 1.53
DP18 + A11 19 5.0 0.41 9.72 3.99
A12 0.49 0.87 5.0 0.42 9.72 4.12
DP19 + A12 20 5.0 0.83 9.72 8.12
A13 0.72 1.00 5.0 0.72 9.72 7.03
A14 0.70 1.00 5.0 0.70 9.72 6.76
A13 + A14 21 5.0 1.42 9.72 13.78
DP20 + DP21 22 5.0 2.25 9.72 21.90
A15 0.33 0.64 5.0 0.21 9.72 2.06
A16 0.33 0.91 5.0 0.30 9.72 2.92
DP22 + A15 + A16 23 5.0 1.93 9.72 18.77
A17 0.34 0.93 5.0 0.32 9.72 3.07
DP23 + A17 24 5.0 2.25 9.72 21.85
A18 0.35 0.55 5.0 0.20 9.72 1.90
DP24 + A18 25 5.0 2.44 9.72 23.75
A19 1.13 0.84 5.0 0.95 9.72 9.27
A20 0.85 0.94 5.0 0.79 9.72 7.72
A19 + A20 26 5.0 1.75 9.72 17.00
DP25 + DP26 27 5.0 4.19 9.72 40.74
A21 0.24 0.97 5.0 0.23 9.72 2.22
A22 0.44 0.49 5.0 0.22 9.72 2.12
A21 + A22 28 5.0 0.45 9.72 4.34
A23 0.50 0.76 5.0 0.38 9.72 3.71
DP28 + A23 29 5.0 0.83 9.72 8.05
UD2 30 1.28 UD2 Outflow
UD2 + DP16 31 5.0 2.25 9.72 41.32
44
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
DIRECT RUNOFF TOTAL RUNOFF
B1 0.96 0.88 5.0 0.84 9.72 8.20
B2 0.59 0.78 5.0 0.46 9.72 4.48
B1 + B2 32 5.0 1.30 9.72 12.68
B3 0.46 1.00 5.0 0.46 9.72 4.43
DP32 + B3 33 5.0 1.76 9.72 17.11
B4 0.27 0.88 5.0 0.24 9.72 2.34
B5 0.35 0.92 5.0 0.33 9.72 3.17
DP33 + B4 + B5 34 5.0 2.33 9.72 22.62
B6 0.39 0.64 5.0 0.25 9.72 2.42
B7 0.16 0.95 5.0 0.15 9.72 1.46
DP34 + B6 + B7 35 5.0 2.73 9.72 26.50
B8 0.50 1.00 5.0 0.50 9.72 4.91
B9 0.18 1.00 5.0 0.18 9.72 1.75
B8 + B9 36 5.0 0.68 9.72 6.66
B10 0.07 0.96 5.0 0.07 9.72 0.65
DP36 + B10 37 5.0 0.75 9.72 7.30
B11 0.41 0.65 5.0 0.27 9.72 2.60
B12 0.46 0.75 5.0 0.35 9.72 3.37
B11 + B12 38 5.0 0.61 9.72 5.97
DP37 + DP38 39 5.0 1.37 9.72 13.28
B13 0.53 0.61 5.0 0.32 9.72 3.13
DP39 + B13 40 5.0 1.69 9.72 16.41
B14 0.59 0.82 5.0 0.48 9.72 4.70
DP40 + B14 41 5.0 2.17 9.72 21.10
DP35 + DP41 42 5.0 4.90 9.72 47.60
B15 0.18 1.00 5.0 0.18 9.72 1.71
DP42 + B15 43 5.0 5.07 9.72 49.31
C1 0.46 0.91 5.0 0.42 9.72 4.09
C2 1.54 0.98 5.0 1.51 9.72 14.72
C1 + C2 44 5.0 1.93 9.72 18.81
C3 0.29 1.00 5.0 0.29 9.72 2.80
DP44 + C3 45 5.0 2.22 9.72 21.61
C4 1.53 1.00 5.0 1.52 9.72 14.82
DP45 + C4 46 5.0 3.75 9.72 36.43
C5 0.60 0.88 5.0 0.53 9.72 5.15
45
SUB-BASIN(s)DESIGN POINT (DP)AREA (AC)RUNOFF COEFFTc (min)C x A (AC)I (IN/HR)Q (CFS)Tc (MIN)S(C x A) (AC)I (IN/HR)Q (CFS)REMARKS
DIRECT RUNOFF TOTAL RUNOFF
DP46 + C5 47 5.0 4.28 9.72 41.58
C6 0.79 0.64 5.0 0.51 9.72 4.92
LID4 -- - - - - 5.0 4.78 9.72 46.50
5.0 4.28 9.72 0.16 LID4 Outflow
C7 0.23 1.00 5.0 0.23 2.79 0.65
C8 0.21 0.31 5.0 0.07 2.79 0.18
X5 0.23 0.50 5.0 0.11 2.79 0.32
X6 0.24 0.84 5.0 0.20 2.79 0.57
X7 0.10 1.00 5.0 0.10 2.79 0.29
X8 0.57 0.34 6.0 0.19 2.67 0.51
113_51 2.45 0.96 5.0 2.36 2.79 6.59
OTN - - - - - -
47 8.86 Old Town North Development Outflow
113_33 0.46 0.31 5.0 0.14 9.72 1.39
DP46 + 113_33 48 5.0 0.14 9.72 10.25
113_32 0.18 0.31 5.0 0.06 9.72 0.54
DP47 + 113_32 49 5.0 0.20 9.72 10.79
113_31 1.06 0.31 5.0 0.33 9.72 3.22
DP48 + 113_31 50 5.0 0.53 9.72 14.00
A6 (Alley) 0.51 1.00 5.0 0.51 9.72 4.91
A13 (Alley) 0.45 1.00 5.0 0.45 9.72 4.37
A14 (Alley) 0.57 1.00 5.0 0.57 9.72 5.54
A20 (Alley) 0.26 1.00 5.0 0.26 9.72 2.56
B8 (Alley) 0.50 1.00 5.0 0.50 9.72 4.91
B11 (Alley) 0.53 1.00 5.0 0.53 9.72 5.14
C4 (Alley) 0.33 1.00 5.0 0.33 9.72 3.18
46
SUB-BASIN AREA (AC)
Q2 (CFS) Q100 (CFS)
OS1 4.76 4.52 19.68
OS2 1.70 3.14 13.66
OS3 1.61 3.29 14.32
OS4 1.51 2.98 12.97
OS5 1.22 2.31 10.05
A1 0.26 0.18 0.79
A2 0.10 0.07 0.30
A3 0.08 0.07 0.32
A4 0.40 0.92 3.88
A5 1.01 2.08 9.06
A6 0.78 1.87 7.54
A7 1.26 1.49 6.51
A8 0.09 0.09 0.37
A9 0.11 0.17 0.73
A10 0.17 0.31 1.36
A11 0.17 0.35 1.53
A12 0.49 0.95 4.12
A13 0.72 1.73 7.03
A14 0.70 1.61 6.76
A15 0.33 0.47 2.06
A16 0.33 0.67 2.92
A17 0.34 0.71 3.07
A18 0.35 0.44 1.90
A19 1.13 2.13 9.27
A20 0.85 1.77 7.72
A21 0.24 0.51 2.22
A22 0.44 0.49 2.12
A23 0.50 0.85 3.71
B1 0.96 1.88 8.20
B2 0.59 1.03 4.48
B3 0.46 1.09 4.43
B4 0.27 0.54 2.34
B5 0.35 0.73 3.17
B6 0.39 0.56 2.42
B7 0.16 0.33 1.46
B8 0.50 1.20 4.91
B9 0.18 0.48 1.75
B10 0.07 0.15 0.65
B11 0.41 0.60 2.60
B12 0.46 0.77 3.37
B13 0.53 0.72 3.13
B14 0.59 1.08 4.70
B15 0.18 0.43 1.71
B16 2.06 3.05 13.28
C1 0.46 0.94 4.09
C2 1.54 3.38 14.72
DIRECT RUNOFF SUMMARY TABLE
47
C3 0.29 0.65 2.80
C4 1.53 3.40 14.82
C5 0.60 1.18 5.15
C6 0.79 1.13 4.92
C7 0.23 0.59 0.65
C8 0.21 0.15 0.18
X1 0.09 0.21 0.87
X2 0.10 0.20 0.88
X3 0.19 0.13 0.58
X4 0.07 0.05 0.21
X5 0.23 0.25 0.32
X6 0.24 0.45 0.57
X7 0.10 0.24 0.29
X8 0.57 0.41 0.51
113_31 1.06 0.74 3.22
113_32 0.18 0.12 0.54
113_33 0.46 0.32 1.39
113_51 2.45 5.27 6.59
A6 (Alley) 0.51 1.24 4.91
A13 (Alley) 0.45 1.13 4.37
A14 (Alley) 0.57 1.34 5.54
A20 (Alley) 0.26 0.65 2.56
B8 (Alley) 0.50 1.21 4.91
B11 (Alley) 0.53 1.52 5.14
C4 (Alley) 0.33 0.84 3.18
48
Active Scenario: 2 YR
Network Schematic
FlexTable: Conduit Table
Elevation
Ground
(Stop)
(ft)
Elevation
Ground
(Start)
(ft)
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade Line
(In)
(ft)
Velocity
(ft/s)
Capacity (Full
Flow)
(cfs)
System Known
Flow
(cfs)
Slope
(Calculated)
(ft/ft)
Invert
(Stop)
(ft)
Invert (Start)
(ft)
Diameter
(in)
Length
(Unified)
(ft)
Stop NodeStart NodeLabelID
4,958.384,960.254,957.854,957.864.9441.7010.690.0044,955.014,955.2936.071.6D0D1D-1423
4,947.514,951.524,946.794,947.764.4887.8220.210.0024,945.514,946.2954.0390.2O-1EX1EX-1424
4,955.684,961.544,955.244,955.242.027.551.950.0014,953.684,953.7124.031.4BODIV1LID3DIV1-LID3425
4,967.134,964.754,951.584,952.072.405.750.940.0034,951.184,951.6618.0161.8NC2NC3NC-3426
4,966.104,967.134,951.234,951.582.405.750.940.0034,950.824,951.1818.0118.0NC1NC2NC-2427
4,966.124,963.114,949.694,951.045.5184.9819.760.0034,948.374,949.7348.0388.1NECCO6NECCO7NECCO-7428
4,966.054,966.124,949.644,949.695.5184.9819.760.0034,948.114,948.3748.074.0NECCO5NECCO6NECCO-6429
4,966.054,966.104,950.974,951.232.405.750.940.0034,950.614,950.8218.070.4NECCO5NC1NC-1430
4,965.724,966.054,949.504,949.645.9584.9826.170.0034,947.984,948.1148.039.3NECCO4NECCO5NECCO-5431
4,964.564,965.724,949.014,949.505.9584.9826.170.0034,947.484,947.9848.0141.0NECCO3NECCO4NECCO-4432
4,965.184,964.514,957.534,957.603.0420.513.220.0024,956.794,956.9030.045.4C5C6C-6434
4,964.564,965.184,957.224,957.533.2220.513.940.0024,956.464,956.7930.0130.4C4C5C-5435
4,965.184,965.164,960.064,960.423.4010.500.720.0104,959.794,960.1118.031.5C5CB1CB-1436
4,964.754,964.654,952.074,952.132.405.750.940.0034,951.664,951.7218.020.6NC3NC4NC-4437
4,964.654,964.724,952.134,952.352.405.750.940.0034,951.724,951.9418.071.7NC4NC5NC-5438
4,964.724,954.194,952.354,952.752.957.690.940.0054,951.944,952.3918.084.0NC5NC6NC-6439
4,964.724,964.484,960.644,960.963.4710.500.770.0104,960.374,960.6318.026.5CC1CC3CC-3440
4,964.484,964.724,960.624,960.743.2210.500.60-0.0104,960.454,960.3718.08.0CC2CC1CC-2441
4,963.264,964.724,957.944,958.162.4311.311.370.0034,957.534,957.6924.061.7C7CC1CC-1442
4,962.534,964.564,948.114,949.015.9584.9826.170.0034,946.604,947.4848.0252.7NECCO2NECCO3NECCO-3443
4,964.004,964.564,957.134,957.223.2220.513.940.0024,956.314,956.4630.059.8C3C4C-4444
4,964.514,963.264,957.604,957.753.0420.513.220.0024,956.904,957.0830.071.4C6C7C-7445
4,963.504,964.004,957.074,957.133.2220.513.940.0024,956.164,956.3130.059.8C2C3C-3446
4,962.774,963.504,957.064,957.073.1833.573.940.0034,955.854,956.0636.084.5C1C2C-2449
4,963.334,961.164,958.154,958.202.329.751.880.0024,957.524,957.6566.3B8B9B-9451
4,961.394,963.334,958.084,958.152.4610.121.880.0024,957.344,957.5224.090.6B7B8B-8452
4,963.264,963.034,957.754,957.842.6511.311.850.0024,957.184,957.2924.045.0C7C8C-8454
4,963.114,960.864,951.044,951.295.5184.9819.760.0034,949.734,949.9848.071.3NECCO7NECCO8NECCO-8455
4,963.064,962.614,957.054,957.054.1771.2211.610.0024,954.834,954.9148.030.0B1B2B-2456
4,959.344,963.064,956.794,957.056.1671.8249.310.0024,954.684,954.7648.032.9O-3B1B-1457
4,963.034,962.454,957.844,957.902.5911.311.700.0024,957.294,957.3624.028.9C8C9C-9458
4,963.034,962.194,958.534,958.641.315.250.150.0024,958.394,958.4618.029.2C8CD1CD-1459
4,962.734,962.774,957.054,957.063.5835.865.020.0034,955.634,955.7536.042.5B3C1C-1460
4,962.774,962.534,958.954,959.273.8310.501.080.0104,958.634,958.8818.025.0C1CA1CA-1461
4,962.614,962.734,957.054,957.055.32101.5611.180.0054,954.914,954.9548.08.2B2B3B-3462
4,962.734,962.714,957.054,957.065.1533.076.160.0064,954.954,955.3430.060.6B3B4B-4463
4,962.714,962.474,958.814,959.092.6910.500.330.0104,958.634,958.8818.025.0B4BA1BA-1464
4,962.714,962.474,958.874,958.983.1610.500.560.0104,958.634,958.7018.07.0B4BA2BA-2465
4,962.714,962.034,957.064,957.444.9333.075.270.0064,955.344,956.6830.0205.4B4B5B-5466
4,962.374,962.534,947.764,947.763.7484.985.200.0034,946.404,946.6048.056.0NECCO1NECCO2NECCO-2467
4,962.534,951.124,949.224,949.384.0216.003.330.0054,948.604,948.7424.028.6NECCO2NB1NB-1468
4,962.454,962.524,957.904,957.932.3411.311.200.0024,957.364,957.4424.029.0C9C10C-10469
4,962.524,962.164,958.054,958.192.415.251.200.0024,957.644,957.7118.028.7C10C11C-11470
4,962.454,962.244,958.124,958.191.875.250.500.0024,957.864,957.8918.011.2C9CE1CE-1471
Page 1 of 376 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-16661/30/2023
StormCAD
[10.03.04.53]Bentley Systems, Inc. Haestad Methods Solution Center201013.stsw
49
Active Scenario: 2 YR
Network Schematic
FlexTable: Conduit Table
Elevation
Ground
(Stop)
(ft)
Elevation
Ground
(Start)
(ft)
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade Line
(In)
(ft)
Velocity
(ft/s)
Capacity (Full
Flow)
(cfs)
System Known
Flow
(cfs)
Slope
(Calculated)
(ft/ft)
Invert
(Stop)
(ft)
Invert (Start)
(ft)
Diameter
(in)
Length
(Unified)
(ft)
Stop NodeStart NodeLabelID
4,962.374,961.324,950.284,950.713.6527.410.660.0154,950.074,950.4324.024.5NECCO1NA1NA-1472
4,951.524,962.374,947.764,947.765.5484.9820.210.0034,946.294,946.4048.032.2EX1NECCO1NECCO-1473
4,962.344,961.764,957.874,957.932.4113.214.320.0014,956.674,956.8030.0119.0D7D8D-7474
4,961.654,962.344,957.744,957.872.5013.214.970.0014,956.434,956.6730.0240.2D6D7D-6475
4,962.344,960.964,957.874,958.233.3010.500.650.0104,957.174,957.9318.075.7D7DC1DC-1476
4,962.284,954.914,953.854,954.835.389.3712.930.0034,952.514,952.9321.0121.4NECCO9NECCO10NECCO-10480
4,960.864,962.284,952.124,952.445.0039.4612.930.0034,950.984,951.2636.078.9NECCO8NECCO9NECCO-9481
4,962.184,961.394,957.874,958.082.7810.122.910.0024,957.144,957.3424.0101.8B6B7B-7482
4,962.034,962.184,957.494,957.873.9114.314.010.0044,956.794,957.1424.088.4B5B6B-6483
4,962.184,961.964,958.484,958.843.993.561.090.0104,958.104,958.4012.030.5B6BC1BC-1484
4,962.134,961.874,957.644,957.702.9521.489.560.0014,956.344,956.3836.039.7D4D5D-4485
4,961.484,962.134,957.314,957.642.9521.489.560.0014,956.184,956.3436.0159.3D3D4D-3486
4,961.164,962.124,957.654,957.662.3120.511.240.0024,956.974,957.1130.054.4E6E7E-7487
4,962.124,960.464,957.664,957.661.5811.310.320.0024,957.114,957.1524.016.1E7E8E-8488
4,962.034,961.244,957.414,957.773.4210.500.730.0104,957.144,957.4518.031.0B5BB1BB-1489
4,962.034,961.454,957.444,957.513.1210.500.540.0104,957.144,957.2418.010.1B5BB2BB-2490
4,962.024,961.654,957.744,957.995.1822.623.40-0.0104,957.344,957.0324.031.1DB1D6DB-1491
4,961.874,961.654,957.704,957.742.8521.488.380.0014,956.384,956.4336.042.0D5D6D-5492
4,961.874,961.674,957.704,957.823.8022.621.180.0104,957.384,957.4424.06.3D5DA1DA-1493
4,961.764,961.514,957.934,957.923.5522.620.940.0104,957.114,957.3924.028.2D8DD1DD-1494
4,961.764,961.204,957.934,957.972.2513.213.380.0014,956.804,956.9130.0107.7D8DD2DD-2495
4,961.244,961.724,956.834,957.114.4210.501.770.0104,956.414,956.6118.020.4AA1AA2AAA-2496
4,961.664,961.484,951.564,951.560.0016.000.000.0054,950.474,950.5124.08.9A289DIV2UD2A-218497
4,961.484,960.844,951.564,951.560.005.120.000.0014,950.614,950.6224.018.1DIV2UD2A288DIV3-UD2501
4,959.484,961.484,957.134,957.312.9521.489.560.0014,956.154,956.1836.023.6D2D3D-2502
4,961.324,958.044,956.924,957.020.3722.250.66-0.0454,956.624,956.2318.08.5NA1A268NA-2503
4,961.244,961.224,956.874,957.164.6610.502.130.0104,956.414,956.6118.020.4AA1AA3AA-3508
4,960.904,961.244,954.494,954.604.2016.003.900.0054,953.824,953.9124.018.5A2AA1AA-1509
4,961.204,961.194,957.084,957.193.8723.665.200.0034,956.324,956.3930.020.7O-2E4LID14511
4,961.194,961.084,957.254,957.363.4620.265.200.0024,956.494,956.5330.016.0E4E5E-5512
4,961.184,960.904,951.734,951.813.9771.829.530.0024,950.734,950.8248.038.5A1A2A-2513
4,960.844,961.184,951.564,951.733.6864.479.530.0024,950.664,950.7348.033.5A288A1A-1514
4,961.084,961.164,957.364,957.653.0820.593.330.0034,956.534,956.9730.0172.6E5E6E-6515
4,961.084,960.474,957.364,957.392.6611.311.870.0024,956.534,956.6924.063.7E5EB1EB-1518
4,960.944,960.704,956.964,957.314.3910.501.730.0104,956.554,956.8118.026.2AC1AC2AC-2521
4,960.944,960.694,956.964,957.114.3010.501.610.0104,956.554,956.6318.08.3AC1AC3AC-3522
4,960.704,960.944,954.534,954.694.0216.003.340.0054,953.914,954.0524.028.9A6AC1AC-1523
4,960.904,957.874,951.814,952.063.5133.345.630.0024,950.864,951.2336.0146.9A2A3A-3524
4,960.864,960.514,952.894,953.014.8916.006.830.0054,951.984,952.0924.021.2NECCO8NE1NE-1525
4,960.734,960.844,951.484,951.564.8595.229.530.0044,950.624,950.6648.09.0O-4A288A-1 (2)526
4,960.514,960.734,953.214,953.415.3410.503.490.0104,952.594,952.7018.011.2NE1NE3NE-3527
4,960.514,960.734,953.184,953.565.2810.503.340.0104,952.594,952.8718.027.7NE1NE2NE-2528
4,958.354,960.704,952.264,953.033.1729.835.200.0024,951.424,952.1836.0381.8A4A6A-5529
4,960.474,960.494,957.394,957.412.6611.311.870.0024,956.694,956.7724.033.7EB1EB2EB-2533
Page 2 of 376 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-16661/30/2023
StormCAD
[10.03.04.53]Bentley Systems, Inc. Haestad Methods Solution Center201013.stsw
50
Active Scenario: 2 YR
Network Schematic
FlexTable: Conduit Table
Elevation
Ground
(Stop)
(ft)
Elevation
Ground
(Start)
(ft)
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade Line
(In)
(ft)
Velocity
(ft/s)
Capacity (Full
Flow)
(cfs)
System Known
Flow
(cfs)
Slope
(Calculated)
(ft/ft)
Invert
(Stop)
(ft)
Invert (Start)
(ft)
Diameter
(in)
Length
(Unified)
(ft)
Stop NodeStart NodeLabelID
4,958.354,960.244,952.684,953.143.7538.520.710.0154,952.474,952.8627.024.9A4AB1AB-1535
4,958.534,959.774,956.454,956.532.0211.310.730.0024,956.164,956.1924.013.7E0E1E-1538
4,957.874,958.354,952.064,952.263.2530.875.190.0024,951.234,951.4236.091.0A3A4A-4540
Page 3 of 376 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-16661/30/2023
StormCAD
[10.03.04.53]Bentley Systems, Inc. Haestad Methods Solution Center201013.stsw
51
Input
Type of Grate 15" Dome
Head (ft)0.7
Properties
Orifice Flow Area (in)115.49
Orifice Flow Area (ft)0.80
Weir Flow Perimeter (in)43.35
Weir Flow Perimeter (ft)3.61
Solution
Capacity (cfs)3.21
Capacity (gpm)1440.17
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
52
Input
Type of Grate 15" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)115.49
Orifice Flow Area (ft)0.80
Weir Flow Perimeter (in)43.35
Weir Flow Perimeter (ft)3.61
Solution
Capacity (cfs)2.71
Capacity (gpm)1217.17
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
53
Input
Type of Grate 12" Dome
Head (ft)0.2
Properties
Orifice Flow Area (in)70.37
Orifice Flow Area (ft)0.49
Weir Flow Perimeter (in)34.56
Weir Flow Perimeter (ft)2.88
Solution
Capacity (cfs)0.86
Capacity (gpm)384.95
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
54
Input
Type of Grate 12" Dome
Head (ft)0.2
Properties
Orifice Flow Area (in)70.37
Orifice Flow Area (ft)0.49
Weir Flow Perimeter (in)34.56
Weir Flow Perimeter (ft)2.88
Solution
Capacity (cfs)0.86
Capacity (gpm)384.95
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
55
Input
Type of Grate 12" Dome
Head (ft)0.2
Properties
Orifice Flow Area (in)70.37
Orifice Flow Area (ft)0.49
Weir Flow Perimeter (in)34.56
Weir Flow Perimeter (ft)2.88
Solution
Capacity (cfs)0.86
Capacity (gpm)384.95
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
56
Input
Type of Grate 15" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)115.49
Orifice Flow Area (ft)0.80
Weir Flow Perimeter (in)43.35
Weir Flow Perimeter (ft)3.61
Solution
Capacity (cfs)2.71
Capacity (gpm)1217.17
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
57
Input
Type of Grate 12" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)70.37
Orifice Flow Area (ft)0.49
Weir Flow Perimeter (in)34.56
Weir Flow Perimeter (ft)2.88
Solution
Capacity (cfs)1.65
Capacity (gpm)741.64
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
58
Input
Type of Grate 12" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)70.37
Orifice Flow Area (ft)0.49
Weir Flow Perimeter (in)34.56
Weir Flow Perimeter (ft)2.88
Solution
Capacity (cfs)1.65
Capacity (gpm)741.64
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
59
Input
Type of Grate 12" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)70.37
Orifice Flow Area (ft)0.49
Weir Flow Perimeter (in)34.56
Weir Flow Perimeter (ft)2.88
Solution
Capacity (cfs)1.65
Capacity (gpm)741.64
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
60
Input
Type of Grate 12" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)70.37
Orifice Flow Area (ft)0.49
Weir Flow Perimeter (in)34.56
Weir Flow Perimeter (ft)2.88
Solution
Capacity (cfs)1.65
Capacity (gpm)741.64
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
61
Input
Type of Grate 15" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)115.49
Orifice Flow Area (ft)0.80
Weir Flow Perimeter (in)43.35
Weir Flow Perimeter (ft)3.61
Solution
Capacity (cfs)2.71
Capacity (gpm)1217.17
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
62
Input
Type of Grate 18" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)170.74
Orifice Flow Area (ft)1.18
Weir Flow Perimeter (in)53.85
Weir Flow Perimeter (ft)4.49
Solution
Capacity (cfs)4.01
Capacity (gpm)1799.46
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
63
Input
Type of Grate 15" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)115.49
Orifice Flow Area (ft)0.80
Weir Flow Perimeter (in)43.35
Weir Flow Perimeter (ft)3.61
Solution
Capacity (cfs)2.71
Capacity (gpm)1217.17
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
64
Input
Type of Grate 15" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)115.49
Orifice Flow Area (ft)0.80
Weir Flow Perimeter (in)43.35
Weir Flow Perimeter (ft)3.61
Solution
Capacity (cfs)2.71
Capacity (gpm)1217.17
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
65
Input
Type of Grate 15" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)115.49
Orifice Flow Area (ft)0.80
Weir Flow Perimeter (in)43.35
Weir Flow Perimeter (ft)3.61
Solution
Capacity (cfs)2.71
Capacity (gpm)1217.17
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
66
Input
Type of Grate 18" Dome
Head (ft)0.5
Properties
Orifice Flow Area (in)170.74
Orifice Flow Area (ft)1.18
Weir Flow Perimeter (in)53.85
Weir Flow Perimeter (ft)4.49
Solution
Capacity (cfs)4.01
Capacity (gpm)1799.46
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
67
Purpose:This workbook can be used to size a variety of inlets based on allowable spread and depth
in a street or swale.
Function:1. To calculate peak discharge for the tributary area to each inlet.
2. To calculate allowable half-street capacity based on allowable depth and spread.
3. To determine the inlet capacity for selected inlet types.
4. To manage inlet information and connect inlets in series to account for bypass flow.
Content:The workbook consists of the following sheets:
Q-Peak
Inlet Management
Inlet [#]
Inlet Pictures
Acknowledgements:Spreadsheet Development Team:
Ken A. MacKenzie, P.E., Holly Piza, P.E., Chris Carandang
Mile High Flood District
Derek N. Rapp, P.E.
Peak Stormwater Engineering, LLC
Dr. James C.Y. Guo, Ph.D., P.E.
Professor, Department of Civil Engineering, University of Colorado at Denver
Comments?Direct all comments regarding this spreadsheet workbook to:MHFD E-mail
Revisions?Check for revised versions of this or any other workbook at:Downloads
Imports information from the Q-Peak sheet and Inlet [#] sheets and can be used to connect inlets in
series so that bypass flow from an upstream inlet is added to flow calculated for the next downstream
inlet. This sheet can also be used to modify design information from the Q-peak sheet.
Inlet [#] sheets are created each time the user exports information from the Q-Peak sheet to the Inlet
Management sheet. The Inlet [#] sheets calculate allowable half-street capacity based on allowable
depth and allowable spread for the minor and major storm events. This is also where the user selects an
inlet type and calculates the capacity of that inlet.
Contains a library of photographs of the various types of inlets contained in MHFD-Inlet and referenced
in the USDCM.
Calculates the peak discharge for the inlet tributary area based on the Rational Method for the minor and
major storm events. Alternatively, the user can enter a known flow. Information from this sheet is then
exported to the Inlet Management sheet.
STREET AND INLET HYDRAULICS WORKBOOK
MHFD-Inlet, Version 5.01 (April 2021)
Mile High Flood District
Denver, Colorado
www.mhfd.org
1
68
Worksheet Protected
Project:
Design Flow:ONLY if already determined through other methods Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel):*QKnown =0.7 2.8
cfs
*If you enter flows in Row 14, select "Street Inlet" or "Area Inlet" button, skip the rest of this sheet, and click "Add New Inlet" at bottom.
Geographic Information:Enter data in the blue cells OR…
Subcatchment Area =acres
Percent Imperviousness =%
NRCS Soil Type =A, B, C, or D
Slope (ft/ft)Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information:Intensity, I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period Tr =years
Return Period One-Hour Precipitation P1 =inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave blank to accept calculated value)C =
User-Defined 5-yr. Runoff Coefficient (leave blank to accept calculated value)C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments Qb =0.0 0.0
cfs
Total Design Peak Flow Q =0.7 2.8 cfs
DESIGN PEAK FLOW FOR SWALE OR
ONE-HALF OF STREET BY THE RATIONAL METHOD
Enclave at Redwood Meadows
FILL IN THE
SECTIONS BELOW.
<---
MHFD-Inlet, Version 5.01 (April 2021)
FILL IN
THIS SECTION
<---
Site is Urban
Site is Rural
Show Details
Site Type:
Street Inlet
Area Inlet in a Swale
Flows Developed For:
MHFD-Inlet_v5.01_Enclave.xlsm, Q-Peak 1/30/2023, 2:24 PM
69
MHFD-Inlet, Version 5.01 (April 2021)Worksheet ProtectedINLET NAMEX1 + OS2X2 + OS3A3A4A5Site Type (Urban or Rural)URBAN URBAN URBAN URBAN URBANInlet Application (Street or Area) STREET STREET AREA STREET STREETHydraulic ConditionIn Sump In Sump Swale On Grade On GradeInlet TypeCDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type C CDOT Type R Curb Opening CDOT Type R Curb OpeningUSER-DEFINED INPUTUser-Defined Design FlowsMinor QKnown (cfs)3.15.80.10.92.1Major QKnown (cfs)13.625.20.33.99.1Bypass (Carry-Over) Flow from UpstreamReceive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow ReceivedMinor Bypass Flow Received, Qb (cfs)0.00.00.00.00.0Major Bypass Flow Received, Qb (cfs)0.00.00.00.00.0Watershed CharacteristicsSubcatchment Area (acres)Percent ImperviousNRCS Soil TypeWatershed ProfileOverland Slope (ft/ft)Overland Length (ft)Channel Slope (ft/ft)Channel Length (ft)Minor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcMajor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcCALCULATED OUTPUTMinor Total Design Peak Flow, Q (cfs) 3.15.80.10.92.1Major Total Design Peak Flow, Q (cfs) 13.625.20.33.99.1Minor Flow Bypassed Downstream, Qb (cfs)N/AN/A0.00.00.0Major Flow Bypassed Downstream, Qb (cfs)N/AN/A0.00.10.7INLET MANAGEMENT70
MHFD-Inlet, Version 5.01 (April 2021)Worksheet ProtectedINLET NAMESite Type (Urban or Rural)Inlet Application (Street or Area)Hydraulic ConditionInlet TypeUSER-DEFINED INPUTUser-Defined Design FlowsMinor QKnown (cfs)Major QKnown (cfs)Bypass (Carry-Over) Flow from UpstreamReceive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Watershed CharacteristicsSubcatchment Area (acres)Percent ImperviousNRCS Soil TypeWatershed ProfileOverland Slope (ft/ft)Overland Length (ft)Channel Slope (ft/ft)Channel Length (ft)Minor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcMajor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcCALCULATED OUTPUTMinor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)Minor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)INLET MANAGEMENTA13A14A19A20B1URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET AREAOn Grade On Grade On Grade On Grade SwaleCDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type C1.71.62.11.81.97.06.89.37.78.2B14 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received0.00.00.00.00.00.30.00.00.00.01.71.62.11.81.97.46.89.37.78.20.00.00.00.00.01.30.10.50.30.071
MHFD-Inlet, Version 5.01 (April 2021)Worksheet ProtectedINLET NAMESite Type (Urban or Rural)Inlet Application (Street or Area)Hydraulic ConditionInlet TypeUSER-DEFINED INPUTUser-Defined Design FlowsMinor QKnown (cfs)Major QKnown (cfs)Bypass (Carry-Over) Flow from UpstreamReceive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Watershed CharacteristicsSubcatchment Area (acres)Percent ImperviousNRCS Soil TypeWatershed ProfileOverland Slope (ft/ft)Overland Length (ft)Channel Slope (ft/ft)Channel Length (ft)Minor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcMajor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcCALCULATED OUTPUTMinor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)Minor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)INLET MANAGEMENTB2B3B4B5B6URBAN URBAN URBAN URBAN URBANAREA AREA STREET STREET STREETSwale Swale In Sump In Sump On GradeCDOT Type D (In Series) CDOT Type C Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination1.01.10.50.70.64.54.42.33.22.4No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received0.00.00.00.00.00.00.00.00.00.01.01.10.50.70.64.54.42.33.22.40.00.0N/AN/A0.00.00.0N/AN/A0.472
MHFD-Inlet, Version 5.01 (April 2021)Worksheet ProtectedINLET NAMESite Type (Urban or Rural)Inlet Application (Street or Area)Hydraulic ConditionInlet TypeUSER-DEFINED INPUTUser-Defined Design FlowsMinor QKnown (cfs)Major QKnown (cfs)Bypass (Carry-Over) Flow from UpstreamReceive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Watershed CharacteristicsSubcatchment Area (acres)Percent ImperviousNRCS Soil TypeWatershed ProfileOverland Slope (ft/ft)Overland Length (ft)Channel Slope (ft/ft)Channel Length (ft)Minor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcMajor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcCALCULATED OUTPUTMinor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)Minor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)INLET MANAGEMENTB7B9B11B12B13URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET AREAOn Grade In Sump On Grade On Grade SwaleDenver No. 16 Combination CDOT Type R Curb Opening Denver No. 16 Combination Denver No. 16 Combination CDOT Type C (Depressed)0.30.50.60.80.71.51.82.63.43.1No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received0.00.00.00.00.00.00.00.00.00.00.30.50.60.80.71.51.82.63.43.10.0N/A0.00.00.00.1N/A0.40.70.073
MHFD-Inlet, Version 5.01 (April 2021)Worksheet ProtectedINLET NAMESite Type (Urban or Rural)Inlet Application (Street or Area)Hydraulic ConditionInlet TypeUSER-DEFINED INPUTUser-Defined Design FlowsMinor QKnown (cfs)Major QKnown (cfs)Bypass (Carry-Over) Flow from UpstreamReceive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Watershed CharacteristicsSubcatchment Area (acres)Percent ImperviousNRCS Soil TypeWatershed ProfileOverland Slope (ft/ft)Overland Length (ft)Channel Slope (ft/ft)Channel Length (ft)Minor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcMajor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcCALCULATED OUTPUTMinor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)Minor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)INLET MANAGEMENTB14B15C1C2C4URBAN URBAN URBAN URBAN URBANSTREET STREET STREET STREET STREETOn Grade On Grade In Sump In Sump In SumpCDOT Type R Curb Opening CDOT Type R Curb Opening Denver No. 16 Combination CDOT Type R Curb Opening CDOT Type R Curb Opening1.10.40.93.43.44.71.74.114.714.8No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received0.00.00.00.00.00.00.00.01.10.40.93.43.44.71.74.114.714.80.00.0N/AN/AN/A0.30.2N/AN/AN/A74
MHFD-Inlet, Version 5.01 (April 2021)Worksheet ProtectedINLET NAMESite Type (Urban or Rural)Inlet Application (Street or Area)Hydraulic ConditionInlet TypeUSER-DEFINED INPUTUser-Defined Design FlowsMinor QKnown (cfs)Major QKnown (cfs)Bypass (Carry-Over) Flow from UpstreamReceive Bypass Flow from:Minor Bypass Flow Received, Qb (cfs)Major Bypass Flow Received, Qb (cfs)Watershed CharacteristicsSubcatchment Area (acres)Percent ImperviousNRCS Soil TypeWatershed ProfileOverland Slope (ft/ft)Overland Length (ft)Channel Slope (ft/ft)Channel Length (ft)Minor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcMajor Storm Rainfall InputDesign Storm Return Period, Tr (years)One-Hour Precipitation, P1 (inches)C1C2C3User-defined CUser-defined 5-yr C5User-defined TcCALCULATED OUTPUTMinor Total Design Peak Flow, Q (cfs)Major Total Design Peak Flow, Q (cfs)Minor Flow Bypassed Downstream, Qb (cfs)Major Flow Bypassed Downstream, Qb (cfs)INLET MANAGEMENTC6CB1A6User-DefinedURBAN URBAN URBANSTREET AREA STREETIn Sump Swale On GradeCDOT Type R Curb OpeningCDOT Type R Curb Opening1.12.01.94.97.87.5No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received0.00.00.00.00.00.01.12.01.94.97.87.5N/A0.0N/A0.275
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E)A, B, C, D, or E = D
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO =0.0047 ft/ft
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 21.23 ft/ft
Right Side Sloe Z2 = 21.23 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX)
Non-Cohesive 5.0 fps 0.60
Cohesive 7.0 fps 0.80
Paved N/A N/A
Minor Storm Major Storm
Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =42.46 42.46 ft
Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =1.00 1.00 ft
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =12.5 12.5 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =1.00 1.00 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo =1.9 8.2 cfs
Water Depth d = 0.62 0.90 ft
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B1
This worksheet uses the NRCS vegetal
retardance method to determine
Manning's n.
For more information see
Section 7.2.3 of the USDCM.
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Choose One:
Non-Cohesive
Cohesive
Paved
MHFD-Inlet_v5.01_Enclave.xlsm, B1 1/30/2023, 2:24 PM
76
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B1
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees)θ = 0.00 degrees
Width of Grate W = 3.00 ft
Length of Grate L = 3.00 ft
Open Area Ratio ARATIO =0.70
Height of Inclined Grate HB =0.00 ft
Clogging Factor Cf =0.50
Grate Discharge Coefficient Cd =0.96
Orifice Coefficient Co =0.64
Weir Coefficient Cw =2.05
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.62 0.90
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.9 15.4 cfs
Bypassed Flow Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo C% = 100 100 %
CDOT Type CCDOT Type C
MHFD-Inlet_v5.01_Enclave.xlsm, B1 1/30/2023, 2:24 PM
77
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E)A, B, C, D, or E = D
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO =0.0193 ft/ft
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 15.97 ft/ft
Right Side Sloe Z2 = 16.50 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX)
Non-Cohesive 5.0 fps 0.60
Cohesive 7.0 fps 0.80
Paved N/A N/A
Minor Storm Major Storm
Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =60.00 60.00 ft
Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =1.00 1.00 ft
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =38.4 38.4 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =1.00 1.00 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo =1.0 4.5 cfs
Water Depth d = 0.42 0.60 ft
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B2
This worksheet uses the NRCS vegetal
retardance method to determine
Manning's n.
For more information see
Section 7.2.3 of the USDCM.
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Choose One:
Non-Cohesive
Cohesive
Paved
MHFD-Inlet_v5.01_Enclave.xlsm, B2 1/30/2023, 2:24 PM
78
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B2
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees)θ = 0.00 degrees
Width of Grate W = 3.00 ft
Length of Grate L = 6.00 ft
Open Area Ratio ARATIO =0.70
Height of Inclined Grate HB =0.00 ft
Clogging Factor Cf =0.38
Grate Discharge Coefficient Cd =0.78
Orifice Coefficient Co =0.52
Weir Coefficient Cw =1.67
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.42 0.60
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.0 13.9 cfs
Bypassed Flow Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo C% = 100 100 %
CDOT Type D (In Series)CDOT Type D (In Series)
MHFD-Inlet_v5.01_Enclave.xlsm, B2 1/30/2023, 2:24 PM
79
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E)A, B, C, D, or E = D
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO =0.0050 ft/ft
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 4.00 ft/ft
Right Side Sloe Z2 = 50.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX)
Non-Cohesive 5.0 fps 0.60
Cohesive 7.0 fps 0.80
Paved N/A N/A
Minor Storm Major Storm
Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =54.00 54.00 ft
Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.50 1.00 ft
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =1.4 19.1 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =0.50 1.00 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo =1.1 4.4 cfs
Water Depth d = 0.45 0.76 ft
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B3
This worksheet uses the NRCS vegetal
retardance method to determine
Manning's n.
For more information see
Section 7.2.3 of the USDCM.
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Choose One:
Non-Cohesive
Cohesive
Paved
MHFD-Inlet_v5.01_Enclave.xlsm, B3 1/30/2023, 2:24 PM
80
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B3
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees)θ = 0.00 degrees
Width of Grate W = 3.00 ft
Length of Grate L = 3.00 ft
Open Area Ratio ARATIO =0.70
Height of Inclined Grate HB =0.00 ft
Clogging Factor Cf =0.50
Grate Discharge Coefficient Cd =0.96
Orifice Coefficient Co =0.64
Weir Coefficient Cw =2.05
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.45 0.76
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.7 12.2 cfs
Bypassed Flow Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo C% = 100 100 %
CDOT Type CCDOT Type C
MHFD-Inlet_v5.01_Enclave.xlsm, B3 1/30/2023, 2:24 PM
81
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 =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =2.000 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
inches
Check boxes are not applicable in SUMP conditions
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)
Enclave at Redwood Meadows
B4
1
82
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.523 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 0.94
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 0.94
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.9 3.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.5 2.3 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
1
83
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.025 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.013
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 6.1
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)
Enclave at Redwood Meadows
B5
1
84
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 5.8 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.509 0.509 ft
Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.91 0.91
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.91 0.91
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.6 3.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.7 3.2 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
1
85
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =100.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.007 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.0
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =12.9 23.7 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)
Enclave at Redwood Meadows
B6
1
86
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 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 =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
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 = 0.6 2.0 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.4 cfs
Capture Percentage = Qa/Qo =C% = 100 82 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
Denver No. 16 CombinationDenver No. 16 Combination
1
87
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.007 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
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 =12.9 14.2 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)
Enclave at Redwood Meadows
B7
1
88
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 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 =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
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 = 0.4 1.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.1 cfs
Capture Percentage = Qa/Qo =C% = 100 94 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
Denver No. 16 CombinationDenver No. 16 Combination
1
89
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 =0.005 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.013
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 6.1
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)
Enclave at Redwood Meadows
B9
1
90
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 =0.5 1.8 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
91
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 =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.004 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
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 =9.7 10.7 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)
Enclave at Redwood Meadows
B11
1
92
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 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 =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 0.7 2.2 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.4 cfs
Capture Percentage = Qa/Qo =C% = 100 84 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
Denver No. 16 CombinationDenver No. 16 Combination
1
93
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 =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.004 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
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 =9.7 10.7 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)
Enclave at Redwood Meadows
B12
1
94
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 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 =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
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 2.6 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.7 cfs
Capture Percentage = Qa/Qo =C% = 100 79 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
Denver No. 16 CombinationDenver No. 16 Combination
1
95
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E)A, B, C, D, or E =
Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013
Channel Invert Slope SO =0.0180 ft/ft
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 50.00 ft/ft
Right Side Sloe Z2 = 50.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX)
Non-Cohesive 5.0 fps 0.60
Cohesive 7.0 fps 0.80
Paved N/A N/A
Minor Storm Major Storm
Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =24.00 24.00 ft
Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.25 0.25 ft
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =10.8 10.8 cfs
MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.24 0.24 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo =0.7 3.1 cfs
Water Depth d = 0.09 0.15 ft
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B13
This worksheet uses the NRCS vegetal
retardance method to determine
Manning's n.
For more information see
Section 7.2.3 of the USDCM.
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Choose One:
Non-Cohesive
Cohesive
Paved
MHFD-Inlet_v5.01_Enclave.xlsm, B13 1/30/2023, 2:24 PM
96
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
B13
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees)θ = 0.00 degrees
Width of Grate W = 3.00 ft
Length of Grate L = 3.00 ft
Open Area Ratio ARATIO =0.70
Height of Inclined Grate HB =0.00 ft
Clogging Factor Cf =0.50
Grate Discharge Coefficient Cd =0.84
Orifice Coefficient Co =0.56
Weir Coefficient Cw =1.81
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 1.09 1.15
Total Inlet Interception Capacity (assumes clogged condition)Qa =14.8 15.3 cfs
Bypassed Flow Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo C% = 100 100 %
Warning 04: Froude No. exceeds USDCM Volume I recommendation.
CDOT Type C (Depressed)CDOT Type C (Depressed)
MHFD-Inlet_v5.01_Enclave.xlsm, B13 1/30/2023, 2:24 PM
97
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.013
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 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)
Enclave at Redwood Meadows
X1 + OS2
1
98
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) =25.00 25.00 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 =0.55 0.55
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.78
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =14.1 14.1 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =3.1 13.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
99
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =6.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.030 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.013
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 6.2
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)
Enclave at Redwood Meadows
X2 + OS3
1
100
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) =50.00 50.00 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 =0.55 0.55
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.78
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =26.8 26.8 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =5.8 25.2 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
101
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =120.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.001 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.008 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
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 =14.1 15.5 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)
Enclave at Redwood Meadows
B14
1
102
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 = 1.1 4.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.3 cfs
Capture Percentage = Qa/Qo =C% = 100 93 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
103
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =40.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.008 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
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 =14.1 15.5 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)
Enclave at Redwood Meadows
B15
1
104
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 0.4 1.5 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.2 cfs
Capture Percentage = Qa/Qo =C% = 100 88 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
105
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =10.0 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 =0.016
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 =0.013
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 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)
Enclave at Redwood Meadows
C1
1
106
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 5.8 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.509 0.509 ft
Depth for Curb Opening Weir Equation dCurb =0.32 0.32 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.69 0.69
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.69 0.69
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.8 5.8 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 4.1 cfs
Denver No. 16 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Denver No. 16 Combination
Override Depths
1
107
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 =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.013
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 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)
Enclave at Redwood Meadows
C2
1
108
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) =30.00 30.00 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 =0.55 0.55
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.78
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =16.6 16.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =3.4 14.7 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
1
109
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 =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 ft
Warning 1 Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
inches
Check boxes are not applicable in SUMP conditions
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)
Enclave at Redwood Meadows
C4
1
110
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) =25.00 25.00 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 =0.55 0.55
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.78
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =14.1 14.1 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =3.4 14.8 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
111
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
Height of Curb at Gutter Flow Line HCURB =4.00 inches
Distance from Curb Face to Street Crown TCROWN =24.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =24.0 24.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.0 4.0
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)
Enclave at Redwood Meadows
C6
1
112
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =5.00 5.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =4.0 4.0 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) =15.00 15.00 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 =0.17 0.17 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.38 0.38
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.64 0.64
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =2.8 2.8 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =1.1 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
1
113
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E)A, B, C, D, or E =
Manning's n (Leave cell D16 blank to manually enter an n value) n = 0.013
Channel Invert Slope SO =0.0050 ft/ft
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 50.00 ft/ft
Right Side Sloe Z2 = 50.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX)
Non-Cohesive 5.0 fps 0.60
Cohesive 7.0 fps 0.80
Paved N/A N/A
Minor Storm Major Storm
Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =24.00 24.00 ft
Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =0.27 0.27 ft
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Top Width Criterion Qallow =5.7 5.7 cfs
MAJOR STORM Allowable Capacity is based on Top Width Criterion dallow =0.24 0.24 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo =2.0 7.8 cfs
Warning 05 Water Depth d = 0.16 0.27 ft
WARNING: MAJOR STORM max. allowable capacity is less than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
CB1
This worksheet uses the NRCS vegetal
retardance method to determine
Manning's n.
For more information see
Section 7.2.3 of the USDCM.
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Choose One:
Non-Cohesive
Cohesive
Paved
MHFD-Inlet_v5.01_Enclave.xlsm, CB1 1/30/2023, 2:24 PM
114
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
CB1
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees)θ = degrees
Width of Grate W = ft
Length of Grate L = ft
Open Area Ratio ARATIO =
Height of Inclined Grate HB =ft
Clogging Factor Cf =
Grate Discharge Coefficient Cd =
Orifice Coefficient Co =
Weir Coefficient Cw =
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d =
Total Inlet Interception Capacity (assumes clogged condition)Qa =cfs
Bypassed Flow Qb =cfs
Capture Percentage = Qa/Qo C% =%
Warning 05: Depth (d) exceeds max allowable depth (dmax).
Warning 06: Top Width (T) exceeds max allowable top width (Tmax).
MHFD-Inlet_v5.01_Enclave.xlsm, CB1 1/30/2023, 2:24 PM
115
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.000 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =12.0 ft
Gutter Width W =1.00 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 =0.050 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =12.0 12.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
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 Spread Criterion Qallow =9.1 9.1 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)
Enclave at Redwood Meadows
A6
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'
1
116
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 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 = 1.9 7.3 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.2 cfs
Capture Percentage = Qa/Qo =C% = 100 97 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
117
CDOT Type R Curb Opening Denver No. 14 Curb Opening Colorado Springs D-10-R CDOT/Denver 13 Valley Grate
CDOT/Denver 13 Combination Denver No. 16 Combination Wheat Ridge Combination Inlet Denver No. 16 Valley Grate
Directional Cast Vane Grate Directional 30-Degree Bar Grate (courtesy HEC-22) Directional 45-Degree Bar Grate Reticuline Riveted Grate
1-7/8" Bar Grate, Crossbars @ 8" 1-7/8" Bar Grate, Crossbars @ 4" (courtesy HEC-22) 1-1/8 in. Bar Grate, Crossbars @ 8 in. (courtesy HEC-22) Slotted Inlet Parallel to Flow
CDOT Type C Grate (Close Mesh)CDOT Type C Grate CDOT Type C Inlet CDOT Type C Inlet in Depression
CDOT Type D Inlet In Series (Flat & Depressed) CDOT Type D Inlet In Series (10° Incline & Depressed) CDOT Type D Inlet In Series (20° Incline & Depressed) CDOT Type D Inlet In Series (30° Incline & Depressed)
CDOT Type D Inlet Parallel (Flat & Depressed) CDOT Type D Inlet Parallel (10° Incline & Depressed) CDOT Type D Inlet Parallel (20° Incline & Depressed) CDOT Type D Inlet Parallel (30° Incline & Depressed)
INLET PICTURES
MHFD-Inlet_v5.01_Enclave.xlsm, Inlet Pictures 1/30/2023, 2:24 PM
118
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E)A, B, C, D, or E = D
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO =0.0050 ft/ft
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 4.00 ft/ft
Right Side Sloe Z2 = 10.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (FMAX)
Non-Cohesive 5.0 fps 0.60
Cohesive 7.0 fps 0.80
Paved N/A N/A
Minor Storm Major Storm
Maximum Allowable Top Width of Channel for Minor & Major Storm TMAX =20.00 20.00 ft
Maximum Allowable Water Depth in Channel for Minor & Major Storm dMAX =1.00 1.00 ft
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow =4.4 4.4 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow =1.00 1.00 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo =0.1 0.3 cfs
Water Depth d = 0.27 0.48 ft
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
A3
This worksheet uses the NRCS vegetal
retardance method to determine
Manning's n.
For more information see
Section 7.2.3 of the USDCM.
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Choose One:
Non-Cohesive
Cohesive
Paved
MHFD-Inlet_v5.01_Enclave.xlsm, A3 1/30/2023, 2:24 PM
119
MHFD-Inlet, Version 5.01 (April 2021)
AREA INLET IN A SWALE
Enclave at Redwood Meadows
A3
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees)θ = 0.00 degrees
Width of Grate W = 3.00 ft
Length of Grate L = 3.00 ft
Open Area Ratio ARATIO =0.70
Height of Inclined Grate HB =0.00 ft
Clogging Factor Cf =0.50
Grate Discharge Coefficient Cd =0.96
Orifice Coefficient Co =0.64
Weir Coefficient Cw =2.05
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.27 0.48
Total Inlet Interception Capacity (assumes clogged condition)Qa =2.6 6.1 cfs
Bypassed Flow Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo C% = 100 100 %
CDOT Type CCDOT Type C
MHFD-Inlet_v5.01_Enclave.xlsm, A3 1/30/2023, 2:24 PM
120
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =11.5 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 =0.016
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 =0.009 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.1
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 =14.6 16.8 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)
Enclave at Redwood Meadows
A4
1
121
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =10.00 10.00 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 = 0.9 3.8 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.1 cfs
Capture Percentage = Qa/Qo =C% = 100 97 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
122
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.001 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.009 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
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 =14.6 16.3 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)
Enclave at Redwood Meadows
A5
1
123
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 2.1 8.3 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.7 cfs
Capture Percentage = Qa/Qo =C% = 100 92 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
124
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.073 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =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 =0.009 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.5
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 =12.1 26.5 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)
Enclave at Redwood Meadows
A13
1
125
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 = 1.7 6.0 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 1.3 cfs
Capture Percentage = Qa/Qo =C% = 100 82 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
126
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.060 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =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 =0.009 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.2
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =14.9 29.3 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)
Enclave at Redwood Meadows
A14
1
127
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 = 1.6 6.7 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.1 cfs
Capture Percentage = Qa/Qo =C% = 100 99 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
128
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =130.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.010 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.030 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.3
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =17.8 21.6 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)
Enclave at Redwood Meadows
A19
1
129
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 2.1 8.8 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.5 cfs
Capture Percentage = Qa/Qo =C% = 100 95 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
130
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =40.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.064 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
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 =0.008 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.6
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =13.3 13.3 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)
Enclave at Redwood Meadows
A20
1
131
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 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 = 1.8 7.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.3 cfs
Capture Percentage = Qa/Qo =C% = 100 96 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
132
Enclave at Redwood
Page D
December 22, 2021
Appendix D – Detention Storage Sizing
133
PROPOSED LID CALCULATIONS
Project:Enclave at Redwood
Date:12/20/2021
Date Revised:1/30/2023
By:AML
POND STAGE
(FT)SECTION AREA (SF)CUMULATIVE
VOLUME (CF)
STAGES OF
INTEREST
4954.15 1 0
4954.83 2,082 708 WQCV STAGE
4955.00 2,852 1,128
4956.00 9,484 7,295
4957.00 12,231 18,153
4957.93 14,514 30,590 100-YEAR STAGE
4958.00 14,681 31,611
4959.00 17,140 47,522
4960.00 20,223 66,203
4961.00 29,021 90,825
POND STAGE
(FT)SECTION AREA (SF)CUMULATIVE
VOLUME (CF)
STAGES OF
INTEREST
4950.61 1 0
4951.00 7,807 3,253
4951.44 17,020 6,890 WQCV STAGE
4952.00 16,800 16,743
4953.00 16,067 33,186
4954.00 14,944 48,733
4954.67 13,854 58,352 100-YEAR STAGE
4955.00 13,149 62,855
4956.00 8,780 74,362
4957.00 7,807 82,370
4957.36 7,807 84,322
POND STAGE
(FT)SECTION AREA (SF)CUMULATIVE
VOLUME (CF)
STAGES OF
INTEREST
4953.63 1 0
4954.00 1,301 241
4954.40 5,496 1,600 WQCV STAGE
4955.00 11,936 6,830
4956.00 17,533 21,564
4957.00 20,811 40,736
4957.98 23,691 62,542 100-YEAR STAGE
4958.00 23,750 63,017
4959.00 27,360 88,572
4960.00 32,507 118,505
4961.00 37,053 153,285
4962.00 41,137 192,380
4962.43 43,124 234,511
POND STAGE
(FT)SECTION AREA (SF)CUMULATIVE
STORAGE (CF)
STAGES OF
INTEREST
4953.27 1 1
4954.00 1,301 1,903
4955.00 5,496 7,607
4956.00 11,936 19,156
4957.00 17,533 43,447
4957.81 20,811 65,435 WQCV STAGE
4958.00 23,691 70,592
4959.00 23,750 115,573
4959.70 27,360 100-YEAR STAGE
4960.00 32,507 130,631
4961.00 37,053 140,318
4962.00 41,137 149,037
POND 1 STAGE-STORAGE CURVE TABLE
UD2 STAGE-STORAGE CURVE TABLE
POND 3 STAGE-STORAGE CURVE TABLE
REDWOOD POND STAGE-STORAGE CURVE TABLE
134
Project:
Basin ID:
Depth Increment = ft
Watershed Information Top of Micropool -- 0.00 -- -- -- 1 0.000
Selected BMP Type =EDB 4954.83 -- 0.68 -- -- -- 2,082 0.048 708 0.016
Watershed Area = 3.87 acres 4955 -- 0.85 -- -- -- 2,852 0.065 1,128 0.026
Watershed Length = 760 ft 4956 -- 1.85 -- -- -- 9,484 0.218 7,295 0.167
Watershed Length to Centroid = 403 ft 4957 -- 2.85 -- -- -- 12,231 0.281 18,153 0.417
Watershed Slope = 0.013 ft/ft 4957.93 -- 3.78 -- -- -- 14,514 0.333 30,590 0.702
Watershed Imperviousness = 50.60% percent 4958 -- 3.85 -- -- -- 14,681 0.337 31,611 0.726
Percentage Hydrologic Soil Group A = 0.0% percent 4959 -- 4.85 -- -- -- 17,140 0.393 47,522 1.091
Percentage Hydrologic Soil Group B = 0.0% percent 4960 -- 5.85 -- -- -- 20,223 0.464 66,203 1.520
Percentage Hydrologic Soil Groups C/D = 100.0% percent 4961 -- 6.85 -- -- -- 29,021 0.666 90,825 2.085
Target WQCV Drain Time = 40.0 hours -- -- -- --
Location for 1-hr Rainfall Depths = User Input -- -- -- --
-- -- -- --
-- -- -- --
Optional User Overrides -- -- -- --
DETENTION BASIN STAGE-STORAGE TABLE BUILDER
Optional
Override
Area (ft 2)
Length
(ft)
Optional
Override
Stage (ft)
Stage
(ft)
Stage - Storage
Description
Area
(ft 2)
Width
(ft)
Enclave at Redwood
POND1
MHFD-Detention, Version 4.06 (July 2022)
Volume
(ft 3)
Volume
(ac-ft)
Area
(acre)
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
Example Zone Configuration (Retention Pond)
Pond1_MHFD-Detention_v4-06.xlsm, Basin 1/30/2023, 7:03 PM
135
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jan 30 2023
Pond 1 Spillway
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 30.00
Total Depth (ft) = 1.00
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 2.80
Compute by: Known Q
Known Q (cfs) = 19.69
Highlighted
Depth (ft) = 0.38
Q (cfs) = 19.69
Area (sqft) = 11.98
Velocity (ft/s) = 1.64
Top Width (ft) = 33.04
0 5 10 15 20 25 30 35 40 45 50
Depth (ft)Depth (ft)Pond 1 Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
1.50 1.50
2.00 2.00
Length (ft)Weir W.S.
136
Enclave at Redwood Pond 1 Spillway Riprap Sizing:
Undetained Q100 (cfs) = 19.69
Crest Length (ft) = 30
Unit Discharge (cfs/ft) = 0.66
Riprap Slope (%) =2
Riprap Size Required:Type VL
Riprap Size Provided:Turf Reinforment Mat Used in Place of Riprap
137
ALTA Addison Court (Cattlemen's at Eagle Bend) Detention Structure Emergency Overflow Grate SpecificationEnclave at Redwood UD2 Detention Structure Emergency Overflow Grate Specification140
Project:
Chamber Model - MC-4500
Units -Imperial MC-4500
Number of Chambers -499
Number of End Caps - 18
Voids in the stone (porosity) - 40 %
Base of Stone Elevation - 0.00 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9 in
9
Area of system -19518 sf Min. Area -
Height of
System
Incremental Single
Chamber
Incremental
Single End Cap
Incremental
Chambers
Incremental
End Cap
Incremental
Stone
Incremental Ch,
EC and Stone
Cumulative
System Elevation
Cumulative
Chamber Elevation
(inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet)(cubic feet)(feet)
81 0.00 0.00 0.00 0.00 650.60 650.60 84972.33 6.75 84972.33 6.75
80 0.00 0.00 0.00 0.00 650.60 650.60 84321.73 6.67 84321.73 6.67
79 0.00 0.00 0.00 0.00 650.60 650.60 83671.13 6.58 83671.13 6.58
78 0.00 0.00 0.00 0.00 650.60 650.60 83020.53 6.50 83020.53 6.50
77 0.00 0.00 0.00 0.00 650.60 650.60 82369.93 6.42 82369.93 6.42
76 0.00 0.00 0.00 0.00 650.60 650.60 81719.33 6.33 81719.33 6.33
75 0.00 0.00 0.00 0.00 650.60 650.60 81068.73 6.25 81068.73 6.25
74 0.00 0.00 0.00 0.00 650.60 650.60 80418.13 6.17 80418.13 6.17
73 0.00 0.00 0.00 0.00 650.60 650.60 79767.53 6.08 79767.53 6.08
72 0.00 0.00 0.00 0.00 650.60 650.60 79116.93 6.00 79116.93 6.00
71 0.00 0.00 0.00 0.00 650.60 650.60 78466.33 5.92 78466.33 5.92
70 0.00 0.00 0.00 0.00 650.60 650.60 77815.73 5.83 77815.73 5.83
69 0.04 0.00 20.44 0.00 642.42 662.86 77165.13 5.75 77165.13 5.75
68 0.12 0.01 57.93 0.18 627.35 685.47 76502.27 5.67 76502.27 5.67
67 0.16 0.03 82.20 0.47 617.53 700.21 75816.80 5.58 75816.80 5.58
66 0.21 0.05 104.15 0.86 608.60 713.61 75116.59 5.50 75116.59 5.50
65 0.27 0.07 133.90 1.22 596.55 731.67 74402.99 5.42 74402.99 5.42
64 0.45 0.09 225.94 1.58 559.59 787.11 73671.31 5.33 73671.31 5.33
63 0.67 0.11 331.97 2.03 517.00 851.00 72884.20 5.25 72884.20 5.25
62 0.80 0.14 398.71 2.55 490.10 891.35 72033.20 5.17 72033.20 5.17
61 0.91 0.17 453.15 3.02 468.13 924.30 71141.85 5.08 71141.85 5.08
60 1.00 0.19 500.45 3.45 449.04 952.94 70217.55 5.00 70217.55 5.00
59 1.09 0.22 542.58 3.87 432.02 978.47 69264.61 4.92 69264.61 4.92
58 1.16 0.24 580.58 4.35 416.63 1001.55 68286.14 4.83 68286.14 4.83
57 1.23 0.27 615.77 4.86 402.35 1022.98 67284.58 4.75 67284.58 4.75
56 1.30 0.30 648.54 5.36 389.04 1042.94 66261.60 4.67 66261.60 4.67
55 1.36 0.32 679.15 5.82 376.61 1061.59 65218.66 4.58 65218.66 4.58
54 1.42 0.35 707.94 6.26 364.92 1079.12 64157.08 4.50 64157.08 4.50
53 1.47 0.37 735.19 6.68 353.85 1095.72 63077.96 4.42 63077.96 4.42
52 1.53 0.39 761.05 7.09 343.34 1111.49 61982.24 4.33 61982.24 4.33
51 1.57 0.42 785.67 7.51 333.33 1126.51 60870.75 4.25 60870.75 4.25
50 1.62 0.44 809.07 7.92 323.80 1140.80 59744.24 4.17 59744.24 4.17
49 1.67 0.46 831.45 8.33 314.69 1154.46 58603.44 4.08 58603.44 4.08
48 1.71 0.48 852.85 8.71 305.98 1167.54 57448.98 4.00 57448.98 4.00
47 1.75 0.50 873.29 9.09 297.65 1180.03 56281.44 3.92 56281.44 3.92
46 1.79 0.53 892.86 9.45 289.67 1191.99 55101.41 3.83 55101.41 3.83
45 1.83 0.55 911.77 9.81 281.97 1203.55 53909.43 3.75 53909.43 3.75
44 1.86 0.56 929.86 10.16 274.59 1214.61 52705.88 3.67 52705.88 3.67
43 1.90 0.58 947.26 10.50 267.49 1225.26 51491.27 3.58 51491.27 3.58
42 1.93 0.60 963.99 10.83 260.67 1235.49 50266.01 3.50 50266.01 3.50
41 1.96 0.62 980.08 11.16 254.11 1245.34 49030.52 3.42 49030.52 3.42
40 2.00 0.64 995.56 11.48 247.78 1254.83 47785.18 3.33 47785.18 3.33
39 2.03 0.66 1010.48 11.80 241.69 1263.97 46530.35 3.25 46530.35 3.25
38 2.05 0.67 1024.84 12.12 235.82 1272.77 45266.38 3.17 45266.38 3.17
37 2.08 0.69 1038.67 12.43 230.16 1281.26 43993.60 3.08 43993.60 3.08
36 2.11 0.71 1051.93 12.73 224.74 1289.40 42712.35 3.00 42712.35 3.00
35 2.13 0.72 1064.79 13.03 219.47 1297.29 41422.95 2.92 41422.95 2.92
34 2.16 0.74 1077.18 13.32 214.40 1304.90 40125.66 2.83 40125.66 2.83
33 2.18 0.76 1089.09 13.61 209.52 1312.22 38820.76 2.75 38820.76 2.75
32 2.21 0.77 1100.56 13.89 204.82 1319.27 37508.54 2.67 37508.54 2.67
31 2.23 0.79 1111.60 14.16 200.29 1326.06 36189.28 2.58 36189.28 2.58
30 2.25 0.80 1122.19 14.43 195.95 1332.57 34863.22 2.50 34863.22 2.50
29 2.27 0.82 1132.40 14.77 191.73 1338.91 33530.65 2.42 33530.65 2.42
28 2.29 0.84 1142.20 15.13 187.66 1345.00 32191.74 2.33 32191.74 2.33
27 2.31 0.85 1151.62 15.23 183.86 1350.71 30846.74 2.25 30846.74 2.25
26 2.33 0.86 1160.65 15.46 180.16 1356.26 29496.03 2.17 29496.03 2.17
25 2.34 0.87 1169.30 15.70 176.60 1361.60 28139.77 2.08 28139.77 2.08
24 2.36 0.89 1177.59 15.93 173.19 1366.72 26778.17 2.00 26778.17 2.00
23 2.38 0.90 1185.52 16.16 169.93 1371.61 25411.45 1.92 25411.45 1.92
22 2.39 0.91 1193.10 16.39 166.81 1376.29 24039.84 1.83 24039.84 1.83
21 2.41 0.92 1200.33 16.60 163.83 1380.76 22663.55 1.75 22663.55 1.75
20 2.42 0.93 1207.21 16.82 160.99 1385.02 21282.79 1.67 21282.79 1.67
19 2.43 0.95 1213.76 17.02 158.29 1389.07 19897.78 1.58 19897.78 1.58
18 2.44 0.96 1219.97 17.22 155.72 1392.92 18508.71 1.50 18508.71 1.50
17 2.46 0.97 1225.86 17.41 153.29 1396.57 17115.79 1.42 17115.79 1.42
16 2.47 0.98 1231.42 17.60 150.99 1400.01 15719.23 1.33 15719.23 1.33
15 2.48 0.99 1236.66 17.78 148.82 1403.27 14319.21 1.25 14319.21 1.25
14 2.49 1.00 1241.64 17.96 146.76 1406.36 12915.94 1.17 12915.94 1.17
13 2.50 1.01 1246.35 18.12 144.81 1409.28 11509.59 1.08 11509.59 1.08
12 2.51 1.02 1250.75 18.29 142.99 1412.02 10100.31 1.00 10100.31 1.00
11 2.51 1.02 1254.85 18.44 141.29 1414.57 8688.29 0.92 8688.29 0.92
10 2.53 1.03 1260.94 18.59 138.79 1418.31 7273.71 0.83 7273.71 0.83
9 0.00 0.00 0.00 0.00 650.60 650.60 5855.40 0.75 5855.40 0.75
8 0.00 0.00 0.00 0.00 650.60 650.60 5204.80 0.67 5204.80 0.67
7 0.00 0.00 0.00 0.00 650.60 650.60 4554.20 0.58 4554.20 0.58
6 0.00 0.00 0.00 0.00 650.60 650.60 3903.60 0.50 3903.60 0.50
5 0.00 0.00 0.00 0.00 650.60 650.60 3253.00 0.42 3253.00 0.42
4 0.00 0.00 0.00 0.00 650.60 650.60 2602.40 0.33 2602.40 0.33
3 0.00 0.00 0.00 0.00 650.60 650.60 1951.80 0.25 1951.80 0.25
2 0.00 0.00 0.00 0.00 650.60 650.60 1301.20 0.17 1301.20 0.17
1 0.00 0.00 0.00 0.00 650.60 650.60 650.60 0.08 650.60 0.08
StormTech MC-4500 Cumulative Storage Volumes
Enclave at Redwood - UD2
18825 sf min. area
Include Perimeter Stone in Calculations
Click Here for Metric
141
Project:
Basin ID:
Depth Increment = ft
Watershed Information Top of Micropool -- 0.00 -- -- -- 1 0.000
Selected BMP Type =EDB 4954 -- 0.37 -- -- -- 1,301 0.030 241 0.006
Watershed Area = 2.06 acres 4954.4 -- 0.77 -- -- -- 5,496 0.126 1,600 0.037
Watershed Length = 400 ft 4955 -- 1.37 -- -- -- 11,936 0.274 6,830 0.157
Watershed Length to Centroid = 175 ft 4956 -- 2.37 -- -- -- 17,533 0.403 21,564 0.495
Watershed Slope = 0.005 ft/ft 4957 -- 3.37 -- -- -- 20,811 0.478 40,736 0.935
Watershed Imperviousness = 37.20% percent 4957.98 -- 4.35 -- -- -- 23,691 0.544 62,542 1.436
Percentage Hydrologic Soil Group A = 0.0% percent 4958 -- 4.37 -- -- -- 23,750 0.545 63,017 1.447
Percentage Hydrologic Soil Group B = 0.0% percent 4959 -- 5.37 -- -- -- 27,360 0.628 88,572 2.033
Percentage Hydrologic Soil Groups C/D = 100.0% percent 4960 -- 6.37 -- -- -- 32,507 0.746 118,505 2.721
Target WQCV Drain Time = 40.0 hours 4961 -- 7.37 -- -- -- 37,053 0.851 153,285 3.519
Location for 1-hr Rainfall Depths = User Input 4962 -- 8.37 -- -- -- 41,137 0.944 192,380 4.416
4962.43 -- 9.37 -- -- -- 43,124 0.990 234,511 5.384
-- -- -- --
Optional User Overrides -- -- -- --
DETENTION BASIN STAGE-STORAGE TABLE BUILDER
Optional
Override
Area (ft 2)
Length
(ft)
Optional
Override
Stage (ft)
Stage
(ft)
Stage - Storage
Description
Area
(ft 2)
Width
(ft)
Enclave at Redwood
113_23
MHFD-Detention, Version 4.06 (July 2022)
Volume
(ft 3)
Volume
(ac-ft)
Area
(acre)
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
Example Zone Configuration (Retention Pond)
WQ3_MHFD-Detention_v4-06.xlsm, Basin 1/30/2023, 7:07 PM
142
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jan 30 2023
Pond 3 Spillway
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 36.00
Total Depth (ft) = 1.00
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 2.80
Compute by: Known Q
Known Q (cfs) = 36.09
Highlighted
Depth (ft) = 0.50
Q (cfs) = 36.09
Area (sqft) = 19.00
Velocity (ft/s) = 1.90
Top Width (ft) = 40.00
0 5 10 15 20 25 30 35 40 45 50 55
Depth (ft)Depth (ft)Pond 3 Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
1.50 1.50
2.00 2.00
Length (ft)Weir W.S.
143
Enclave at Redwood Pond 3 Spillway Riprap Sizing:
Undetained Q100 (cfs) = 36.09
Crest Length (ft) = 36
Unit Discharge (cfs/ft) = 1.00
Riprap Slope (%) =2
Riprap Size Required:Type VL
Riprap Size Provided:Turf reinforcement mat used in place of riprap.
144
Project:
Basin ID:
Depth Increment = ft
Watershed Information Top of Micropool -- 0.00 -- -- -- 1 0.000
Selected BMP Type =EDB 4954 -- 0.73 -- -- -- 1,903 0.044 676 0.016
Watershed Area = 4.98 acres 4955 -- 1.73 -- -- -- 7,607 0.175 5,374 0.123
Watershed Length = 1,200 ft 4956 -- 2.73 -- -- -- 19,156 0.440 18,640 0.428
Watershed Length to Centroid = 850 ft 4957 -- 3.73 -- -- -- 43,447 0.997 49,700 1.141
Watershed Slope = 0.033 ft/ft 4958 -- 4.73 -- -- -- 70,592 1.621 106,448 2.444
Watershed Imperviousness = 64.70% percent 4959 -- 5.73 -- -- -- 115,573 2.653 199,082 4.570
Percentage Hydrologic Soil Group A = 0.0% percent 4960 -- 6.73 -- -- -- 130,631 2.999 322,032 7.393
Percentage Hydrologic Soil Group B = 0.0% percent 4961 -- 7.73 -- -- -- 140,318 3.221 457,409 10.501
Percentage Hydrologic Soil Groups C/D = 100.0% percent 4962 -- 8.73 -- -- -- 149,037 3.421 602,000 13.820
Target WQCV Drain Time = 40.0 hours -- -- -- --
Location for 1-hr Rainfall Depths = User Input -- -- -- --
-- -- -- --
-- -- -- --
Optional User Overrides -- -- -- --
DETENTION BASIN STAGE-STORAGE TABLE BUILDER
Optional
Override
Area (ft 2)
Length
(ft)
Optional
Override
Stage (ft)
Stage
(ft)
Stage - Storage
Description
Area
(ft 2)
Width
(ft)
Enclave at Redwood
113_4
MHFD-Detention, Version 4.06 (July 2022)
Volume
(ft 3)
Volume
(ac-ft)
Area
(acre)
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
Example Zone Configuration (Retention Pond)
Redwood_Pond-MHFD-Detention_v4-06.xlsm, Basin 1/30/2023, 7:09 PM
145
Enclave at Redwood Redwood Pond Spillway Riprap Sizing:
Undetained Q100 (cfs) = 107.4
Crest Length (ft) = 80
Unit Discharge (cfs/ft) = 1.34
Riprap Slope (%) =18.5
Riprap Size Required:Type L
Riprap Size Provided:Type M
146
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jan 30 2023
Redwood Pond Spillway
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 80.00
Total Depth (ft) = 1.50
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 2.60
Compute by: Known Q
Known Q (cfs) = 107.40
Highlighted
Depth (ft) = 0.64
Q (cfs) = 107.40
Area (sqft) = 52.84
Velocity (ft/s) = 2.03
Top Width (ft) = 85.12
0 10 20 30 40 50 60 70 80 90 100 110 120
Depth (ft)Depth (ft)Redwood Pond Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
1.50 1.50
2.00 2.00
Length (ft)Weir W.S.
147
Watershed Information
Selected BMP Type =EDB
Watershed Area = 1.26 acres
Watershed Length = 376 ft
Watershed Length to Centroid = 190 ft
Watershed Slope = 0.005 ft/ft
Watershed Imperviousness = 24.20% percent
Percentage Hydrologic Soil Group A = 0.0% percent
Percentage Hydrologic Soil Group B = 0.0% percent
Percentage Hydrologic Soil Groups C/D = 100.0% percent
Target WQCV Drain Time = 40.0 hours
Location for 1-hr Rainfall Depths = User Input
Optional User Overrides
Water Quality Capture Volume (WQCV) =0.017 acre-feet 0.017 acre-feet
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
WQ1_MHFD-Detention_v4-06.xlsm, Basin 1/30/2023, 7:25 PM
148
Watershed Information
Selected BMP Type =EDB
Watershed Area = 2.06 acres
Watershed Length = 400 ft
Watershed Length to Centroid = 175 ft
Watershed Slope = 0.005 ft/ft
Watershed Imperviousness = 37.20% percent
Percentage Hydrologic Soil Group A = 0.0% percent
Percentage Hydrologic Soil Group B = 0.0% percent
Percentage Hydrologic Soil Groups C/D = 100.0% percent
Target WQCV Drain Time = 40.0 hours
Location for 1-hr Rainfall Depths = User Input
Optional User Overrides
Water Quality Capture Volume (WQCV) =0.036 acre-feet 0.036 acre-feet
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
WQ3_MHFD-Detention_v4-06.xlsm, Basin 1/30/2023, 7:28 PM
149
Watershed Information
Selected BMP Type =EDB
Watershed Area = 4.98 acres
Watershed Length = 742 ft
Watershed Length to Centroid = 397 ft
Watershed Slope = 0.005 ft/ft
Watershed Imperviousness = 14.60% percent
Percentage Hydrologic Soil Group A = 0.0% percent
Percentage Hydrologic Soil Group B = 0.0% percent
Percentage Hydrologic Soil Groups C/D = 100.0% percent
Target WQCV Drain Time = 40.0 hours
Location for 1-hr Rainfall Depths = User Input
Optional User Overrides
Water Quality Capture Volume (WQCV) =0.046 acre-feet 0.046 acre-feet
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
WQ4-MHFD-Detention_v4-06.xlsm, Basin 1/30/2023, 7:29 PM
150
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =50.6 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i = 0.506
C) Contributing Watershed Area Area = 3.880 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = 0.43 in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN= ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER=0.067 ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = 3.7 : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.067
5. Forebay
A) Minimum Forebay Volume VFMIN =0.001 ac-ft
(VFMIN = 1% of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 12 inch maximum)DF =12.0 in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 =19.69 cfs
ii) Forebay Discharge Design Flow QF =0.39 cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN =3.8 in
Flow too small for berm w/ pipe
Design Procedure Form: Extended Detention Basin (EDB)
ENCLAVE AT REDWOOD
HARRIS KOCHER SMITH
January 30, 2023
E. SUNIGA STREET AND REDWOOD STREET
AML
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
Pond1_UD-BMP_v3.07.xlsm, EDB 1/30/2023, 7:35 PM
151
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =53.8 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i = 0.538
C) Contributing Watershed Area Area = 8.170 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = 0.43 in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN= ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER=0.148 ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = 1.2 : 1 INCREASE FLOW PATH FOR 2:1 RATIO
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.148
5. Forebay
A) Minimum Forebay Volume VFMIN =0.003 ac-ft
(VFMIN = 2% of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 18 inch maximum)DF =18.0 in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 =36.09 cfs
ii) Forebay Discharge Design Flow QF =0.72 cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN =5.0 in
Flow too small for berm w/ pipe
Design Procedure Form: Extended Detention Basin (EDB)
ENCLAVE AT REDWOOD
HARRIS KOCHER SMITH
January 30, 2023
E. SUNIGA STREET AND REDWOOD STREET
AML
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
Pond3_F1_UD-BMP_v3.07.xlsm, EDB 1/30/2023, 7:37 PM
152
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =64.7 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i = 0.647
C) Contributing Watershed Area Area = 5.660 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = 0.43 in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)2
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN= ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER=0.119 ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =0 %
ii) Percentage of Watershed consisting of Type B Soils HSG B =0 %
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =100 %
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = 0.354 ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = 1.5 : 1 INCREASE FLOW PATH FOR 2:1 RATIO
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.119
5. Forebay
A) Minimum Forebay Volume VFMIN =0.002 ac-ft
(VFMIN = 2% of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 18 inch maximum)DF =13.0 in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 =49.12 cfs
ii) Forebay Discharge Design Flow QF =0.98 cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN =5.7 in
Flow too small for berm w/ pipe
Design Procedure Form: Extended Detention Basin (EDB)
ENCLAVE AT REDWOOD
HARRIS KOCHER SMITH
January 30, 2023
E. SUNIGA STREET AND REDWOOD STREET
AML
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
RP_UD-BMP_v3.07.xlsm, EDB 1/30/2023, 7:41 PM
153
Enclave at Redwood
Page E
December 22, 2021
Appendix E – SWMM Model and Results
154
113_1
113_21
113_22
113_23
113_24
113_25
113_26
113_3
113_4
113_51
113_52
115
126
127
127a
410 499
A1
A10
A11
A12
A13
A14
A15
A16
A17
A18
A2
A3
A4
A5
A6
A7
A8
A9
B1
B10B11B12
B13
B14
B15
B16
B17 B18
B19
B2
B20
B3
B4
B5
B6
B7
B8
B9
C1
C2 C3
C4
C5
D1
D10
D11
D12
D13
D14
D15
D1A
D2
D3
D4
D5 D6 D7
D8
D9
E1
E10
E2
E3
E4
E5 E6
E7
E9
Enclave_Lake_Canal
necco-a07
Y5
Z10
Z11
06/03/2015 02:05:00
INP file created on 6/3/2015 3:32:40 PM by tmartin with inpPINS version 0.0.2.0
SWMM 5.2 Page 1
[TITLE]
;;Project Title/Notes
INP file created on 6/3/2015 3:32:40 PM by tmartin with inpPINS version 0.0.2.0
Title/Notes:
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING DYNWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING YES
SKIP_STEADY_STATE NO
START_DATE 06/03/2015
START_TIME 00:00:00
REPORT_START_DATE 06/03/2015
REPORT_START_TIME 00:00:00
END_DATE 06/04/2015
END_TIME 00:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:01:00
WET_STEP 00:05:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:01
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION D-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 5
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
;;-------------- --------- ------ ------ ----------
CoFC_100yr INTENSITY 0:05 1.0 TIMESERIES CoFC_100yr
Rainfall INTENSITY 0:05 1.0 TIMESERIES **100-Year
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope
CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- --------
-------- -------- ----------------
113_1 Rainfall 308OUTFALL 13.08 28 2100 0.5
0
113_21 Rainfall Enclave_Pond1 3.87 50.6 334 0.5
0
113_22 Rainfall Enclave_UD2 6.97 58.3 150 0.5
0
113_23 Rainfall Enclave_Pond3 8.09 54.3 350 0.5
0
113_24 Rainfall 308-Redwood 5.66 64.7 257 0.5
0
113_25 Rainfall Enclave_A2_6 .44 33 25 0.5
0
113_26 Rainfall NECCO-A12 .23 22 30 0.5
0
113_3 Rainfall Enclave_A3_4 2.08 5 222 0.5
0
113_4 Rainfall 308-Redwood 4.98 5 2125 0.5
0
113_51 Rainfall Enclave_A2_8 6.03 60.1 1780 0.4
0
113_52 Rainfall necco-a12 1.85 58 115 0.5
0
Enclave_Lake_Canal Rainfall Evergreen_East_Pond .96 39.2 20
0.5 0
necco-a07 Rainfall 43 0.598 64.9 52.098 0.5
0
Y5 CoFC_100yr NECCO-A11 .08 2 16.3 1
0
Z10 Rainfall NECCO-A11 .16 1 17.2 1
0
Z11 CoFC_100yr NECCO-A12 .14 64.5 40 1
0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo
PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ----------
----------
113_1 0.016 0.25 0.1 0.3 1 OUTLET
113_21 0.016 0.25 .1 .3 1 OUTLET
113_22 0.016 0.25 .1 .3 1 OUTLET
113_23 0.016 0.25 .1 .3 1 OUTLET
113_24 0.016 0.25 .1 .3 1 OUTLET
113_25 .016 0.25 .1 .3 1 OUTLET
113_26 0.016 0.25 .1 .3 1 OUTLET
113_3 0.016 0.25 0.1 0.3 1 OUTLET
113_4 0.016 0.25 0.1 0.3 1 OUTLET
113_51 0.016 0.25 0.1 0.3 1 OUTLET
113_52 .016 0.25 .1 .3 1 OUTLET
Enclave_Lake_Canal .016 .25 .1 .3 1 OUTLET
necco-a07 0.016 0.25 0.1 0.3 1 OUTLET
Y5 .016 .25 .1 .3 1 OUTLET
Z10 .016 .25 .1 .3 1 OUTLET
Z11 .016 .25 .1 .3 1 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
113_1 0.51 0.5 6.48 7 0
113_21 3.0 0.5 4 7 0
113_22 3.0 0.5 4 7 0
113_23 3.0 0.5 4 7 0
113_24 3.0 0.5 4 7 0
113_25 3.0 0.5 4 7 0
113_26 3.0 0.5 4 7 0
113_3 0.51 0.5 6.48 7 0
113_4 0.51 0.5 6.48 7 0
113_51 0.51 0.5 6.48 7 0
113_52 3.0 0.5 4 7 0
Enclave_Lake_Canal 3.0 0.5 4 7 0
necco-a07 3 0.5 4 7 0
Y5 3.0 0.5 4 7 0
Z10 3.0 0.5 4 7 0
Z11 3.0 0.5 4 7 0
[LID_USAGE]
;;Subcatchment LID Process Number Area Width InitSat FromImp
ToPerv RptFile DrainTo FromPerv
;;-------------- ---------------- ------- ---------- ---------- ----------
---------- ---------- ------------------------ ---------------- ----------
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
100 4953.38 3.85 0 0 0
Enclave_A2_1 4946.39 15.97 0 0 0
Enclave_A3_1 4950.42 10.04 0 0 0
308OUTFALL 4958.23 10 0 0 0
NECCO-A00 4938.92 6.5 0 0 0
NECCO-A01 4939.61 6.39 0 0 0
NECCO-A02 4940.04 6.46 0 0 0
NECCO-A03 4941.6 9.1 0 0 0
NECCO-A04 4942.34 10.06 0 0 0
NECCO-A06 4942.61 8.5 0 0 0
NECCO-A07 4943.68 8.62 0 0 0
NECCO-A08 4944.3 8.81 0 0 0
NECCO-A10 4945.79 11.41 0 0 0
NECCO-A11 4946.28 13.2 0 0 0
NECCO-A12 4947.53 13.14 0 0 0
NECCO-ExTie 4947.85 12.5 0 0 0
NECCO-FES 4938.68 0 0 0 0
NECCO-Swale 4938.2 0 0 0 0
NECCO-SWALE2 4937.9 0 0 0 0
Enclave_A2_2 4946.59 15.93 0 0 0
Enclave_A2_3 4947.47 17.08 0 0 0
Enclave_A2_4 4947.97 17.74 0 0 0
Enclave_A2_5 4948.1 17.94 0 0 0
Enclave_A2_6 4948.26 17.75 0 0 0
Enclave_A2_7 4949.72 13.38 0 0 0
Enclave_A2_8 4949.97 10.88 0 0 0
Enclave_A2_9 4951.25 10.96 0 0 0
Enclave_A2_10 4952.92 0 0 0 0
Enclave_A3_3 4951.96 8.07 0 0 0
Enclave_A3_4 4952.12 7.29 0 0 0
Enclave_A3_6 4957.05 5.53 0 0 0
Enclave_A3_2 4951.55 9.04 0 0 0
Enclave_A3_5 4956.21 3.89 0 0 0
Enclave_A3_8 4957.93 7.58 0 0 0
Enclave_A3_7 4957.06 5.76 0 0 0
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params
SurDepth Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ----------
---------------------------- --------- -------- -------- --------
308-Redwood 4953.27 8.73 0 TABULAR 308
0 0
;Pheasant Ridge North Pond
Enclave_Pond1 4954.15 6.85 0 TABULAR Enclave_Pond1
0 0
Enclave_UD2 4950.61 6.75 0 TABULAR Enclave_Pond2
0 0
Enclave_Pond3 4953.63 9.5 0 TABULAR Enclave_Pond3
0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset
OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ----------
---------- ---------- ----------
Enclave_A3_1 Enclave_A3_1 NECCO-A11 175 0.013 0
0 0 0
Enclave_A2_1 Enclave_A2_1 NECCO-A11 32.15 0.013 0
0 0 0
NECCO-01 NECCO-A00 NECCO-FES 113 0.013 0
0 0 0
NECCO-02 NECCO-A01 NECCO-A00 327 0.013 0
0 0 0
NECCO-03 NECCO-A02 NECCO-A01 197 0.013 0
0 0 0
NECCO-04 NECCO-A03 NECCO-A02 730 0.013 0
0 0 0
NECCO-05 NECCO-A04 NECCO-A03 365 0.013 0
0 0 0
NECCO-06 NECCO-A06 NECCO-A04 113 0.013 0
0 0 0
NECCO-07 NECCO-A07 NECCO-A06 512 0.013 0
0 0 0
NECCO-08 NECCO-A08 NECCO-A07 471 0.013 0
0 0 0
NECCO-10 NECCO-A11 NECCO-A10 392 0.013 0
0 0 0
NECCO-11 NECCO-A12 NECCO-A11 391 0.013 0
0 0 0
NECCO-12 NECCO-ExTie NECCO-A12 80 0.013 0
0 0 0
NECCO-13 RegionalPond_Orifice NECCO-ExTie 155 0.013 0
0 0 0
NECCO-Swale NECCO-FES NECCO-Swale 350 0.035 0
0 0 0
NECCO-Swale2 NECCO-Swale NECCO-SWALE2 250 0.035 0
0 0 0
NECCO-Swale3 NECCO-SWALE2 US-Vine2 1000 0.035 0
0 0 0
;U/S RIM: 52.15, FL: 47.47
Enclave_A2_10 Enclave_A2_10 Enclave_A2_9 78.36 0.013 0
0 0 0
Enclave_A2_9 Enclave_A2_9 Enclave_A2_8 108.86 0.013 0
0 0 0
Enclave_A2_8 Enclave_A2_8 Enclave_A2_7 71.28 0.013 0
0 0 0
Enclave_A2_7 Enclave_A2_7 Enclave_A2_6 388.13 0.013 0
0 0 0
Enclave_A2_6 Enclave_A2_6 Enclave_A2_5 74 0.013 0
0 0 0
Enclave_A2_5 Enclave_A2_5 Enclave_A2_4 39.26 0.013 0
0 0 0
Enclave_A2_4 Enclave_A2_4 Enclave_A2_3 141.02 0.013 0
0 0 0
Enclave_A2_3 Enclave_A2_3 Enclave_A2_2 252.65 0.013 0
0 0 0
Enclave_A2_2 Enclave_A2_2 Enclave_A2_1 56.05 0.013 0
0 0 0
Enclave_A3_5 Enclave_A3_5 Enclave_A3_4 59.38 0.013 0
0 0 0
Enclave_A3_4 Enclave_A3_4 Enclave_A3_3 43.01 0.013 0
0 0 0
Enclave_A3_2 Enclave_A3_2 Enclave_A3_1 225.77 0.013 0
0 0 0
Enclave_A3_3 Enclave_A3_3 Enclave_A3_2 71.92 0.013 0
0 0 0
Enclave_A3_6 Enclave_A3_6 Enclave_A3_5 193.7 0.013 0
0 0 0
Enclave_A3_8 Enclave_A3_8 Enclave_A3_7 203.7 0.013 0
0 0 0
Enclave_A3_7 Enclave_A3_7 Enclave_A3_6 25.53 0.013 0
0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff
Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ----------
---------- -------- ----------
Enclave_Redwood_Outlet 308-Redwood Enclave_A2_10 SIDE 0
0.65 NO 0
Enclave_Pond1_Orifice1 Enclave_Pond1 Enclave_A2_2 SIDE 0
0.65 NO 0
Enclave_Pond3_Orifice1 Enclave_Pond3 Enclave_A2_5 SIDE 0
0.65 NO 0
Enclave_UD2_Orifice1 Enclave_UD2 Enclave_A2_2 SIDE 0 0.65
NO 0
[OUTLETS]
;;Name From Node To Node Offset Type
QTable/Qcoeff Qexpon Gated
;;-------------- ---------------- ---------------- ---------- ---------------
---------------- ---------- --------
1010 BankOfCO_Spond ExHW-BOC 0 FUNCTIONAL/DEPTH 0
0 NO
303OUTFALL 303-EvergreenWest 206 0 TABULAR/DEPTH
303OUTFALL YES
305OUTFALL 305 209 0 TABULAR/DEPTH
305OUTFALL NO
313OUTFALL 313 313OUTFALL 0 TABULAR/DEPTH
313OUTFALL NO
315OUTFALL 315 315OUTFALL 0 TABULAR/DEPTH
315OUTFALL NO
320OUTFALL 320 257 0 TABULAR/DEPTH
320OUTFALL NO
801OUTFALL 801 570 0 TABULAR/DEPTH
801OUTFALL YES
875Outfall 875 875OUTFALL 0 TABULAR/DEPTH
875OUTFALL YES
880OUTFALL 880 587 0 TABULAR/DEPTH
880OUTFALL YES
890OUTFALL 890 544 0 TABULAR/DEPTH
890OUTFALL YES
[INFLOWS]
;;Node Constituent Time Series Type Mfactor Sfactor
Baseline Pattern
;;-------------- ---------------- ---------------- -------- -------- --------
-------- --------
939 FLOW 955-100yr FLOW 1.0 1.0
957 FLOW 957-100yr FLOW 1.0 1.0
969 FLOW 969-100yr FLOW 1.0 1.0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
308OUTFALL Rating 0 0
308OUTFALL 0.2 0.2
308OUTFALL 0.4 0.9
308OUTFALL 0.6 2
308OUTFALL 0.8 3.4
308OUTFALL 1 5
308OUTFALL 1.2 6.9
308OUTFALL 1.4 8.6
308OUTFALL 1.6 10.6
308OUTFALL 2.12 13.6
308OUTFALL 2.65 15.9
308OUTFALL 3.25 18.1
308OUTFALL 3.58 19.3
308OUTFALL 4.22 20.4
308OUTFALL 4.66 22.7
308OUTFALL 5.66 225
;
Enclave_Pond1 Storage 0 1
Enclave_Pond1 .67 1
Enclave_Pond1 .68 2082.63
Enclave_Pond1 .85 2852
Enclave_Pond1 1.85 9484
Enclave_Pond1 2.85 12231
Enclave_Pond1 3.85 14681
Enclave_Pond1 4.85 17140
Enclave_Pond1 5.85 20224
Enclave_Pond1 6.85 29021
;
Enclave_Pond3 Storage 0 1
Enclave_Pond3 0.37 1
Enclave_Pond3 .77 1
Enclave_Pond3 .78 5608.93
Enclave_Pond3 1.37 11928
Enclave_Pond3 2.37 17476
Enclave_Pond3 3.37 20693
Enclave_Pond3 4.37 23580
Enclave_Pond3 5.37 27143
Enclave_Pond3 6.37 31853
Enclave_Pond3 7.37 36726
Enclave_Pond3 8.37 40907
;
Enclave_Pond2 Storage 0.00 6864.80
Enclave_Pond2 0.08 6864.80
Enclave_Pond2 0.17 6864.80
Enclave_Pond2 0.25 6864.80
Enclave_Pond2 0.33 6864.80
Enclave_Pond2 0.42 6864.80
Enclave_Pond2 0.50 6864.80
Enclave_Pond2 0.58 6864.80
Enclave_Pond2 0.67 6864.80
Enclave_Pond2 0.75 6864.80
Enclave_Pond2 0.83 15209.11
Enclave_Pond2 0.92 15166.74
Enclave_Pond2 1.00 15139.35
Enclave_Pond2 1.08 15109.68
Enclave_Pond2 1.17 15076.20
Enclave_Pond2 1.25 15042.98
Enclave_Pond2 1.33 15009.60
Enclave_Pond2 1.42 14972.35
Enclave_Pond2 1.50 14933.00
Enclave_Pond2 1.58 14891.41
Enclave_Pond2 1.67 14847.41
Enclave_Pond2 1.75 14801.34
Enclave_Pond2 1.83 14753.27
Enclave_Pond2 1.92 14699.10
Enclave_Pond2 2.00 14649.36
Enclave_Pond2 2.08 14593.64
Enclave_Pond2 2.17 14535.61
Enclave_Pond2 2.25 14475.06
Enclave_Pond2 2.33 14410.34
Enclave_Pond2 2.42 14346.44
Enclave_Pond2 2.50 14278.18
Enclave_Pond2 2.58 14207.24
Enclave_Pond2 2.67 14130.97
Enclave_Pond2 2.75 14055.36
Enclave_Pond2 2.83 13976.19
Enclave_Pond2 2.92 13892.98
Enclave_Pond2 3.00 13806.94
Enclave_Pond2 3.08 13718.29
Enclave_Pond2 3.17 13625.37
Enclave_Pond2 3.25 13529.05
Enclave_Pond2 3.33 13429.05
Enclave_Pond2 3.42 13325.14
Enclave_Pond2 3.50 13217.33
Enclave_Pond2 3.58 13103.57
Enclave_Pond2 3.67 12989.06
Enclave_Pond2 3.75 12868.38
Enclave_Pond2 3.83 12742.46
Enclave_Pond2 3.92 12612.26
Enclave_Pond2 4.00 12476.25
Enclave_Pond2 4.08 12333.86
Enclave_Pond2 4.17 12184.87
Enclave_Pond2 4.25 12029.07
Enclave_Pond2 4.33 11865.15
Enclave_Pond2 4.42 11692.59
Enclave_Pond2 4.50 11512.00
Enclave_Pond2 4.58 11320.89
Enclave_Pond2 4.67 11118.28
Enclave_Pond2 4.75 10901.92
Enclave_Pond2 4.83 10669.71
Enclave_Pond2 4.92 10419.05
Enclave_Pond2 5.00 10141.60
Enclave_Pond2 5.08 9830.48
Enclave_Pond2 5.17 9473.36
Enclave_Pond2 5.25 9036.43
Enclave_Pond2 5.33 8345.27
Enclave_Pond2 5.42 7745.46
Enclave_Pond2 5.50 7550.02
Enclave_Pond2 5.58 7405.55
Enclave_Pond2 5.67 7245.49
Enclave_Pond2 5.75 6999.29
Enclave_Pond2 5.83 6864.80
Enclave_Pond2 5.92 6864.80
Enclave_Pond2 6.00 6864.80
Enclave_Pond2 6.08 6864.80
Enclave_Pond2 6.17 6864.80
Enclave_Pond2 6.25 6864.80
Enclave_Pond2 6.33 6864.80
Enclave_Pond2 6.42 6864.80
Enclave_Pond2 6.50 6864.80
Enclave_Pond2 6.58 6864.80
Enclave_Pond2 6.67 6864.80
Enclave_Pond2 6.75 6864.80
[REPORT]
;;Reporting Options
INPUT YES
SUBCATCHMENTS 113_1 113_21 113_22 113_23
SUBCATCHMENTS 113_24 113_25 113_26 113_3
SUBCATCHMENTS 113_4 113_51 113_52 Z11
SUBCATCHMENTS Y5 Z10 Enclave_Lake_Canal
NODES NECCO-A11 Enclave_A2_1 Enclave_A2_2 Enclave_A2_3
NODES Enclave_A2_4 Enclave_A2_5 Enclave_A2_6 Enclave_A2_7
NODES Enclave_A2_8 Enclave_A2_9 Enclave_A2_10 Enclave_A3_1
NODES Enclave_A3_2 Enclave_A3_3 Enclave_A3_4 Enclave_A3_5
NODES Enclave_A3_6 Enclave_A3_7 Enclave_A3_8 601a
NODES Enclave_Pond1 Enclave_UD2 Enclave_Pond3 308-Redwood
LINKS Enclave_A2_1 Enclave_A2_2 Enclave_A2_3 Enclave_A2_4
LINKS Enclave_A2_5 Enclave_A2_6 Enclave_A2_7 Enclave_A2_8
LINKS Enclave_A2_9 Enclave_A2_10 Enclave_Redwood_Outlet 105
LINKS 211 Enclave_A3_1 Enclave_A3_2 Enclave_A3_3
LINKS Enclave_A3_4 Enclave_A3_5 Enclave_A3_6 Enclave_A3_7
LINKS Enclave_A3_8 561OUTFALL DC-01 Enclave_Pond1_Orifice1
LINKS Enclave_UD2_Orifice1 Enclave_Pond3_Orifice1
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
Rainfall 3112861.576 1466546.774
[PROFILES]
;;Name Links
;;-------------- ----------
"NECCO-A2 " Enclave_A2_1 Enclave_A2_2 Enclave_A2_3 Enclave_A2_4 Enclave_A2_5
"NECCO-A2 " Enclave_A2_6 Enclave_A2_7 Enclave_A2_8 Enclave_A2_9 Enclave_A2_10
"NECCO-A3 " Enclave_A3_1 Enclave_A3_2 Enclave_A3_3 Enclave_A3_4 Enclave_A3_5
"NECCO-A3 " Enclave_A3_6 Enclave_A3_7 Enclave_A3_8
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.2)
------------------------------------------------------------
INP file created on 6/3/2015 3:32:40 PM by tmartin with inpPINS version 0.0.2.0
Title/Notes:
WARNING 08: elevation drop exceeds length for Conduit 120
WARNING 04: minimum elevation drop used for Conduit 151
WARNING 04: minimum elevation drop used for Conduit 152
WARNING 04: minimum elevation drop used for Conduit 19b
WARNING 04: minimum elevation drop used for Conduit 21b
WARNING 04: minimum elevation drop used for Conduit 252
WARNING 04: minimum elevation drop used for Conduit 495
WARNING 04: minimum elevation drop used for Conduit FCB-LINCOLN
WARNING 04: minimum elevation drop used for Conduit L121
WARNING 10: crest elevation raised to downstream invert for regulator Link
23OUTFALL
WARNING 10: crest elevation raised to downstream invert for regulator Link
801OUTFALL
WARNING 02: maximum depth increased for Node 177
WARNING 02: maximum depth increased for Node 178
WARNING 02: maximum depth increased for Node 179
WARNING 02: maximum depth increased for Node 2600
WARNING 02: maximum depth increased for Node 28
WARNING 02: maximum depth increased for Node 32
WARNING 02: maximum depth increased for Node 32a
WARNING 02: maximum depth increased for Node 34
WARNING 02: maximum depth increased for Node 54
WARNING 02: maximum depth increased for Node 79
WARNING 02: maximum depth increased for Node ExDB_5-1
WARNING 02: maximum depth increased for Node ExIN_Pool
WARNING 02: maximum depth increased for Node ExIN-13046
WARNING 02: maximum depth increased for Node FSI-IN-5
WARNING 02: maximum depth increased for Node FSI-MH-3
WARNING 02: maximum depth increased for Node IN-4200
WARNING 02: maximum depth increased for Node IN-5365W
WARNING 02: maximum depth increased for Node J300
WARNING 02: maximum depth increased for Node J428.5
WARNING 02: maximum depth increased for Node MH4060
WARNING 02: maximum depth increased for Node MH-9
WARNING 02: maximum depth increased for Node Riser-1
WARNING 02: maximum depth increased for Node BankOfCO_Spond
*************
Element Count
*************
Number of rain gages ...... 2
Number of subcatchments ... 318
Number of nodes ........... 546
Number of links ........... 638
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
CoFC_100yr CoFC_100yr INTENSITY 5 min.
Rainfall **100-Year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage
Outlet
------------------------------------------------------------------------------------
-----------------------
113_1 13.08 2100.00 28.00 0.5000 Rainfall
308OUTFALL
113_3 2.08 222.00 5.00 0.5000 Rainfall
Enclave_A3_4
113_4 4.98 2125.00 5.00 0.5000 Rainfall
308-Redwood
113_51 6.03 1780.00 60.10 0.4000 Rainfall
Enclave_A2_8
necco-a07 0.60 52.10 64.90 0.5000 Rainfall
43
Z10 0.16 17.20 1.00 1.0000 Rainfall
NECCO-A11
Z11 0.14 40.00 64.50 1.0000 CoFC_100yr
NECCO-A12
Y5 0.08 16.30 2.00 1.0000 CoFC_100yr
NECCO-A11
113_21 3.87 334.00 50.60 0.5000 Rainfall
Enclave_Pond1
113_22 6.97 150.00 58.30 0.5000 Rainfall
Enclave_UD2
113_24 5.66 257.00 64.70 0.5000 Rainfall
308-Redwood
113_23 8.09 350.00 54.30 0.5000 Rainfall
Enclave_Pond3
113_25 0.44 25.00 33.00 0.5000 Rainfall
Enclave_A2_6
113_26 0.23 30.00 22.00 0.5000 Rainfall
NECCO-A12
113_52 1.85 115.00 58.00 0.5000 Rainfall
NECCO-A12
Enclave_Lake_Canal 0.96 20.00 39.20 0.5000 Rainfall
Evergreen_East_Pond
************
Node Summary
************
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
Enclave_A2_1 JUNCTION 4946.39 4.50 0.0
Enclave_A3_1 JUNCTION 4950.42 2.50 0.0
308OUTFALL JUNCTION 4958.23 10.00 0.0
NECCO-A00 JUNCTION 4938.92 6.50 0.0
NECCO-A01 JUNCTION 4939.61 6.39 0.0
NECCO-A02 JUNCTION 4940.04 6.46 0.0
NECCO-A03 JUNCTION 4941.60 9.10 0.0
NECCO-A04 JUNCTION 4942.34 10.06 0.0
NECCO-A06 JUNCTION 4942.61 8.50 0.0
NECCO-A07 JUNCTION 4943.68 8.62 0.0
NECCO-A08 JUNCTION 4944.30 8.81 0.0
NECCO-A10 JUNCTION 4945.79 11.41 0.0
NECCO-A11 JUNCTION 4946.28 13.20 0.0
NECCO-A12 JUNCTION 4947.53 13.14 0.0
NECCO-ExTie JUNCTION 4947.85 12.50 0.0
NECCO-FES JUNCTION 4938.68 8.00 0.0
NECCO-Swale JUNCTION 4938.20 15.00 0.0
NECCO-SWALE2 JUNCTION 4937.90 10.00 0.0
Enclave_A2_2 JUNCTION 4946.59 4.50 0.0
Enclave_A2_3 JUNCTION 4947.47 4.00 0.0
Enclave_A2_4 JUNCTION 4947.97 4.00 0.0
Enclave_A2_5 JUNCTION 4948.10 4.00 0.0
Enclave_A2_6 JUNCTION 4948.26 4.00 0.0
Enclave_A2_7 JUNCTION 4949.72 4.00 0.0
Enclave_A2_8 JUNCTION 4949.97 10.88 0.0
Enclave_A2_9 JUNCTION 4951.25 9.00 0.0
Enclave_A2_10 JUNCTION 4952.92 9.00 0.0
Enclave_A3_3 JUNCTION 4951.96 2.50 0.0
Enclave_A3_4 JUNCTION 4952.12 2.50 0.0
Enclave_A3_6 JUNCTION 4957.05 2.00 0.0
Enclave_A3_2 JUNCTION 4951.55 2.50 0.0
Enclave_A3_5 JUNCTION 4956.21 2.00 0.0
Enclave_A3_8 JUNCTION 4957.93 5.05 0.0
Enclave_A3_7 JUNCTION 4957.06 5.53 0.0
308-Redwood STORAGE 4953.27 8.73 0.0
Enclave_Pond1 STORAGE 4954.15 6.85 0.0
Enclave_UD2 STORAGE 4950.61 6.75 0.0
Enclave_Pond3 STORAGE 4953.63 9.50 0.0
************
Link Summary
************
Name From Node To Node Type Length
%Slope Roughness
------------------------------------------------------------------------------------
---------
NECCO-01 NECCO-A00 NECCO-FES CONDUIT 113.0
0.2124 0.0130
NECCO-02 NECCO-A01 NECCO-A00 CONDUIT 327.0
0.2110 0.0130
NECCO-03 NECCO-A02 NECCO-A01 CONDUIT 197.0
0.2183 0.0130
NECCO-04 NECCO-A03 NECCO-A02 CONDUIT 730.0
0.2137 0.0130
NECCO-05 NECCO-A04 NECCO-A03 CONDUIT 365.0
0.2027 0.0130
NECCO-06 NECCO-A06 NECCO-A04 CONDUIT 113.0
0.2389 0.0130
NECCO-07 NECCO-A07 NECCO-A06 CONDUIT 512.0
0.2090 0.0130
NECCO-08 NECCO-A08 NECCO-A07 CONDUIT 471.0
0.1316 0.0130
NECCO-10 NECCO-A11 NECCO-A10 CONDUIT 392.0
0.1250 0.0130
NECCO-11 NECCO-A12 NECCO-A11 CONDUIT 391.0
0.3197 0.0130
NECCO-12 NECCO-ExTie NECCO-A12 CONDUIT 80.0
0.4000 0.0130
NECCO-13 RegionalPond_Orifice NECCO-ExTie CONDUIT 155.0
0.4581 0.0130
NECCO-Swale NECCO-FES NECCO-Swale CONDUIT 350.0
0.1371 0.0350
NECCO-Swale2 NECCO-Swale NECCO-SWALE2 CONDUIT 250.0
0.1200 0.0350
NECCO-Swale3 NECCO-SWALE2 US-Vine2 CONDUIT 1000.0
0.0840 0.0350
Enclave_A2_10 Enclave_A2_10 Enclave_A2_9 CONDUIT 79.1
2.1117 0.0130
Enclave_A2_9 Enclave_A2_9 Enclave_A2_8 CONDUIT 78.7
1.6271 0.0130
Enclave_A2_8 Enclave_A2_8 Enclave_A2_7 CONDUIT 71.3
0.3507 0.0130
Enclave_A2_7 Enclave_A2_7 Enclave_A2_6 CONDUIT 388.1
0.3762 0.0130
Enclave_A2_6 Enclave_A2_6 Enclave_A2_5 CONDUIT 74.0
0.2162 0.0130
Enclave_A2_5 Enclave_A2_5 Enclave_A2_4 CONDUIT 39.3
0.3311 0.0130
Enclave_A2_4 Enclave_A2_4 Enclave_A2_3 CONDUIT 141.0
0.3546 0.0130
Enclave_A2_3 Enclave_A2_3 Enclave_A2_2 CONDUIT 252.7
0.3483 0.0130
Enclave_A2_2 Enclave_A2_2 Enclave_A2_1 CONDUIT 56.0
0.3568 0.0130
Enclave_A3_5 Enclave_A3_5 Enclave_A3_4 CONDUIT 59.4
6.9042 0.0130
Enclave_A3_4 Enclave_A3_4 Enclave_A3_3 CONDUIT 43.0
0.3720 0.0130
Enclave_A3_2 Enclave_A3_2 Enclave_A3_1 CONDUIT 225.8
0.5005 0.0130
Enclave_A3_3 Enclave_A3_3 Enclave_A3_2 CONDUIT 71.9
0.5701 0.0130
Enclave_A3_6 Enclave_A3_6 Enclave_A3_5 CONDUIT 193.7
0.4337 0.0130
Enclave_A3_8 Enclave_A3_8 Enclave_A3_7 CONDUIT 203.7
0.4271 0.0130
Enclave_A3_7 Enclave_A3_7 Enclave_A3_6 CONDUIT 25.5
0.0392 0.0130
Enclave_Redwood_Outlet 308-Redwood Enclave_A2_10 ORIFICE
Enclave_Pond1_Orifice1 Enclave_Pond1 Enclave_A2_2 ORIFICE
Enclave_Pond3_Orifice1 Enclave_Pond3 Enclave_A2_5 ORIFICE
Enclave_Pond2_Orifice1 Enclave_UD2 Enclave_A2_2 ORIFICE
*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of
Full
Conduit Shape Depth Area Rad. Width Barrels
Flow
------------------------------------------------------------------------------------
---
Enclave_A3_1 CIRCULAR 2.50 4.91 0.62 2.50 1
63.10
Enclave_A2_1 CIRCULAR 4.50 15.90 1.12 4.50 1
115.03
NECCO-01 RECT_CLOSED 3.00 48.00 1.26 16.00 1
295.48
NECCO-02 RECT_CLOSED 4.00 48.00 1.50 12.00 1
330.26
NECCO-03 RECT_CLOSED 4.00 48.00 1.50 12.00 1
335.90
NECCO-04 RECT_CLOSED 4.00 48.00 1.50 12.00 1
332.36
NECCO-05 RECT_CLOSED 4.00 48.00 1.50 12.00 1
323.73
NECCO-06 RECT_CLOSED 3.00 30.00 1.15 10.00 1
184.40
NECCO-07 RECT_CLOSED 4.00 28.00 1.27 7.00 1
171.84
NECCO-08 RECT_CLOSED 4.00 28.00 1.27 7.00 1
136.38
NECCO-10 CIRCULAR 4.50 15.90 1.12 4.50 1
69.53
NECCO-11 CIRCULAR 4.50 15.90 1.12 4.50 1
111.19
NECCO-12 CIRCULAR 4.50 15.90 1.12 4.50 1
124.37
NECCO-13 CIRCULAR 4.00 12.57 1.00 4.00 1
97.22
NECCO-Swale TRAPEZOIDAL 8.00 480.00 4.39 108.00 1
2023.62
NECCO-Swale2 TRAPEZOIDAL 8.00 480.00 4.39 108.00 1
1892.92
NECCO-Swale3 TRAPEZOIDAL 10.00 720.00 5.39 132.00 1
2722.62
Enclave_A2_10 CIRCULAR 1.75 2.41 0.44 1.75 1
23.03
Enclave_A2_9 CIRCULAR 3.00 7.07 0.75 3.00 1
85.08
Enclave_A2_8 CIRCULAR 3.00 7.07 0.75 3.00 1
39.50
Enclave_A2_7 CIRCULAR 4.00 12.57 1.00 4.00 1
88.10
Enclave_A2_6 CIRCULAR 4.00 12.57 1.00 4.00 1
66.79
Enclave_A2_5 CIRCULAR 4.00 12.57 1.00 4.00 1
82.66
Enclave_A2_4 CIRCULAR 4.00 12.57 1.00 4.00 1
85.53
Enclave_A2_3 CIRCULAR 4.00 12.57 1.00 4.00 1
84.78
Enclave_A2_2 CIRCULAR 4.50 15.90 1.12 4.50 1
117.47
Enclave_A3_5 CIRCULAR 2.00 3.14 0.50 2.00 1
59.44
Enclave_A3_4 CIRCULAR 2.50 4.91 0.62 2.50 1
25.02
Enclave_A3_2 CIRCULAR 2.50 4.91 0.62 2.50 1
29.02
Enclave_A3_3 CIRCULAR 2.50 4.91 0.62 2.50 1
30.97
Enclave_A3_6 CIRCULAR 2.00 3.14 0.50 2.00 1
14.90
Enclave_A3_8 CIRCULAR 2.00 3.14 0.50 2.00 1
14.78
Enclave_A3_7 CIRCULAR 2.00 3.14 0.50 2.00 1
4.48
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 06/03/2015 00:00:00
Ending Date .............. 06/04/2015 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 1.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 1020.715 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 381.226 1.370
Surface Runoff ........... 634.617 2.281
Final Storage ............ 8.545 0.031
Continuity Error (%) ..... -0.360
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 634.615 206.799
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 452.743 147.533
External Outflow ......... 1026.406 334.470
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 1.418 0.462
Final Stored Volume ...... 87.941 28.657
Continuity Error (%) ..... -2.349
*************************
Highest Continuity Errors
*************************
Node Northfield_A1 (34.18%)
Node Odell_Pond_A_EAST (26.34%)
Node 179 (-25.41%)
Node ExIN_E-3 (23.03%)
Node ExIN_14243 (-20.74%)
***************************
Time-Step Critical Elements
***************************
Link 16 (72.16%)
Link 82 (4.28%)
Link 83 (3.98%)
Node ExIN_14939 (2.23%)
Link 10b (1.57%)
********************************
Highest Flow Instability Indexes
********************************
Link 132 (140)
Link 129 (114)
Link 128 (104)
Link 71 (97)
Link 74 (90)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Node 1 (75.75%)
Node 18 (75.75%)
Node 250 (75.75%)
Node 257 (75.75%)
Node 354 (75.75%)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.00 sec
Average Time Step : 0.81 sec
Maximum Time Step : 1.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 7.20
% of Steps Not Converging : 75.75
Time Step Frequencies :
1.000 - 0.871 sec : 22.46 %
0.871 - 0.758 sec : 50.10 %
0.758 - 0.660 sec : 16.77 %
0.660 - 0.574 sec : 3.86 %
0.574 - 0.500 sec : 6.81 %
***************************
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
------------------------------------------------------------------------------------
------------------------------------------
113_1 3.67 0.00 0.00 1.21 1.01
1.44 2.44 0.87 57.09 0.666
113_3 3.67 0.00 0.00 1.83 0.18
1.66 1.84 0.10 3.43 0.502
113_4 3.67 0.00 0.00 1.45 0.18
2.06 2.23 0.30 20.33 0.609
113_51 3.67 0.00 0.00 0.58 2.16
0.89 3.05 0.50 47.34 0.831
113_21 3.67 0.00 0.00 1.13 1.82
0.68 2.50 0.26 19.69 0.683
113_22 3.67 0.00 0.00 1.14 2.09
0.39 2.48 0.47 24.29 0.676
113_24 3.67 0.00 0.00 0.84 2.32
0.45 2.78 0.43 28.79 0.757
113_23 3.67 0.00 0.00 1.14 1.95
0.54 2.49 0.55 36.09 0.678
113_25 3.67 0.00 0.00 1.70 1.19
0.76 1.95 0.02 1.47 0.530
113_26 3.67 0.00 0.00 1.80 0.79
1.07 1.86 0.01 0.68 0.507
113_52 3.67 0.00 0.00 0.98 2.08
0.56 2.64 0.13 9.63 0.721
Enclave_Lake_Canal 3.67 0.00 0.00 1.77 1.41
0.47 1.87 0.05 2.66 0.510
******************
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
---------------------------------------------------------------------------------
Enclave_A2_1 JUNCTION 1.92 4.18 4950.57 0 02:31 4.18
Enclave_A3_1 JUNCTION 0.50 0.90 4951.32 0 02:05 0.90
308OUTFALL JUNCTION 0.12 1.64 4959.87 0 00:46 1.64
NECCO-A00 JUNCTION 1.90 5.83 4944.75 0 02:21 5.80
NECCO-A01 JUNCTION 1.52 5.30 4944.91 0 02:18 5.28
NECCO-A02 JUNCTION 1.38 4.94 4944.98 0 02:22 4.94
NECCO-A03 JUNCTION 0.99 3.56 4945.16 0 02:19 3.56
NECCO-A04 JUNCTION 0.97 3.04 4945.38 0 02:18 3.04
NECCO-A06 JUNCTION 1.00 2.90 4945.51 0 02:18 2.90
NECCO-A07 JUNCTION 1.10 2.46 4946.14 0 02:22 2.46
NECCO-A08 JUNCTION 1.21 2.74 4947.04 0 02:29 2.74
NECCO-A10 JUNCTION 1.76 3.69 4949.48 0 02:31 3.69
NECCO-A11 JUNCTION 2.02 4.27 4950.55 0 02:31 4.27
NECCO-A12 JUNCTION 1.33 3.43 4950.96 0 02:32 3.43
NECCO-ExTie JUNCTION 1.24 3.19 4951.04 0 02:32 3.19
NECCO-FES JUNCTION 2.06 5.77 4944.45 0 02:24 5.77
NECCO-Swale JUNCTION 2.38 6.24 4944.44 0 02:24 6.24
NECCO-SWALE2 JUNCTION 2.50 6.48 4944.38 0 02:25 6.48
Enclave_A2_2 JUNCTION 1.74 4.00 4950.59 0 02:32 4.00
Enclave_A2_3 JUNCTION 1.03 3.50 4950.97 0 00:43 3.49
Enclave_A2_4 JUNCTION 0.86 3.35 4951.32 0 00:42 3.35
Enclave_A2_5 JUNCTION 0.88 3.51 4951.61 0 00:41 3.51
Enclave_A2_6 JUNCTION 0.83 3.65 4951.91 0 00:41 3.65
Enclave_A2_7 JUNCTION 0.55 2.83 4952.55 0 00:40 2.82
Enclave_A2_8 JUNCTION 0.65 3.75 4953.72 0 00:40 3.74
Enclave_A2_9 JUNCTION 0.46 2.51 4953.76 0 00:40 2.48
Enclave_A2_10 JUNCTION 0.53 1.52 4954.44 0 00:40 1.47
Enclave_A3_3 JUNCTION 0.83 1.58 4953.54 0 02:05 1.58
Enclave_A3_4 JUNCTION 0.94 1.80 4953.92 0 02:05 1.80
Enclave_A3_6 JUNCTION 0.90 1.68 4958.73 0 02:22 1.68
Enclave_A3_2 JUNCTION 0.79 1.44 4952.99 0 02:05 1.44
Enclave_A3_5 JUNCTION 0.43 0.80 4957.01 0 02:22 0.80
Enclave_A3_8 JUNCTION 1.09 2.59 4960.52 0 02:22 2.59
Enclave_A3_7 JUNCTION 1.13 2.12 4959.18 0 02:22 2.12
Enclave_Pond1 STORAGE 1.90 3.78 4957.93 0 02:20 3.78
Enclave_UD2 STORAGE 1.81 4.02 4954.63 0 02:38 4.02
Enclave_Pond3 STORAGE 2.16 4.35 4957.98 0 02:28 4.35
*******************
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
------------------------------------------------------------------------------------
-------------
Enclave_A2_1 JUNCTION 0.00 57.09 0 00:41 0
5.37 0.010
Enclave_A3_1 JUNCTION 0.00 17.58 0 02:05 0
4.55 0.003
308OUTFALL JUNCTION 57.09 57.09 0 00:40 0.868
0.868 8.921
NECCO-A00 JUNCTION 0.00 153.61 0 02:14 0
29.4 0.017
NECCO-A01 JUNCTION 0.00 153.62 0 02:13 0
29.4 0.018
NECCO-A02 JUNCTION 0.00 153.58 0 02:14 0
29.4 0.032
NECCO-A03 JUNCTION 0.00 154.06 0 02:12 0
29.4 0.038
NECCO-A04 JUNCTION 0.00 154.45 0 02:11 0
29.4 0.019
NECCO-A06 JUNCTION 12.67 108.92 0 00:46 0.169
24 0.019
NECCO-A07 JUNCTION 0.00 119.85 0 02:20 0
23.9 0.036
NECCO-A08 JUNCTION 4.90 97.61 0 02:32 0.0609
20.9 0.032
NECCO-A10 JUNCTION 0.00 97.54 0 02:32 0
20.9 0.031
NECCO-A11 JUNCTION 12.74 97.54 0 02:31 0.165
20.9 0.032
NECCO-A12 JUNCTION 11.43 60.42 0 02:32 0.156
10.8 0.023
NECCO-ExTie JUNCTION 4.96 60.19 0 02:32 0.0597
10.6 0.010
NECCO-FES JUNCTION 0.00 153.64 0 02:14 0
29.4 0.049
NECCO-Swale JUNCTION 0.00 554.96 0 02:07 0
79.9 -0.114
NECCO-SWALE2 JUNCTION 99.66 681.57 0 01:22 3.23
89.2 0.009
Enclave_A2_2 JUNCTION 0.00 57.72 0 00:41 0
5.38 0.023
Enclave_A2_3 JUNCTION 0.00 57.78 0 00:41 0
4.65 -0.004
Enclave_A2_4 JUNCTION 0.00 58.56 0 00:41 0
4.65 -0.001
Enclave_A2_5 JUNCTION 0.00 58.93 0 00:40 0
4.65 0.000
Enclave_A2_6 JUNCTION 1.47 59.70 0 00:40 0.0232
4.1 0.003
Enclave_A2_7 JUNCTION 0.00 59.68 0 00:40 0
4.08 -0.003
Enclave_A2_8 JUNCTION 47.34 59.68 0 00:40 0.499
4.08 -0.000
Enclave_A2_9 JUNCTION 0.00 16.47 0 02:54 0
3.58 0.001
Enclave_A2_10 JUNCTION 0.00 16.47 0 02:54 0
3.58 -0.000
Enclave_A3_3 JUNCTION 0.00 17.58 0 02:05 0
4.56 0.001
Enclave_A3_4 JUNCTION 3.43 17.59 0 02:05 0.104
4.56 0.001
Enclave_A3_6 JUNCTION 0.00 16.59 0 02:22 0
4.45 0.002
Enclave_A3_2 JUNCTION 0.00 17.58 0 02:05 0
4.55 0.002
Enclave_A3_5 JUNCTION 0.00 16.59 0 02:22 0
4.45 0.001
Enclave_A3_8 JUNCTION 24.08 34.75 0 00:47 0.69
4.82 -0.061
Enclave_A3_7 JUNCTION 0.00 16.59 0 02:22 0
4.45 0.003
308-Redwood STORAGE 49.12 61.92 0 00:44 0.729
3.58 -0.003
Enclave_Pond1 STORAGE 19.69 19.69 0 00:40 0.263
0.263 0.009
Enclave_UD2 STORAGE 24.29 24.29 0 00:40 0.469
0.469 0.004
Enclave_Pond3 STORAGE 36.09 36.09 0 00:40 0.546
0.546 0.003
*********************
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
------------------------------------------------------------------------------------
------------
308-Redwood 28.665 5.4 0.0 0.0 139.448 26.0 0
02:54 16.47
Enclave_Pond1 11.117 12.3 0.0 0.0 29.919 33.2 0
02:20 0.70
Enclave_UD2 21.343 28.2 0.0 0.0 51.273 67.9 0
02:38 1.28
Enclave_Pond3 22.952 9.6 0.0 0.0 60.742 25.5 0
02:28 1.47
********************
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
-----------------------------------------------------------------------------
NECCO-01 CONDUIT 153.64 0 02:14 3.20 0.52 1.00
NECCO-02 CONDUIT 153.61 0 02:14 3.73 0.47 1.00
NECCO-03 CONDUIT 153.62 0 02:13 4.94 0.46 1.00
NECCO-04 CONDUIT 153.58 0 02:14 5.83 0.46 0.95
NECCO-05 CONDUIT 154.06 0 02:12 5.88 0.48 0.82
NECCO-06 CONDUIT 105.11 0 00:47 5.47 0.57 0.98
NECCO-07 CONDUIT 103.40 0 02:35 6.84 0.60 0.67
NECCO-08 CONDUIT 97.92 0 02:35 5.57 0.72 0.65
NECCO-10 CONDUIT 97.54 0 02:32 6.56 1.40 0.88
NECCO-11 CONDUIT 60.42 0 02:32 4.17 0.54 0.86
NECCO-12 CONDUIT 60.19 0 02:33 5.13 0.48 0.74
NECCO-13 CONDUIT 60.13 0 02:33 5.45 0.62 0.82
NECCO-Swale CONDUIT 152.70 0 02:17 1.17 0.08 0.75
NECCO-Swale2 CONDUIT 539.65 0 02:10 1.91 0.29 0.80
NECCO-Swale3 CONDUIT 659.47 0 01:38 2.73 0.24 0.68
Enclave_A2_10 CONDUIT 16.47 0 02:54 9.80 0.72 0.93
Enclave_A2_9 CONDUIT 16.47 0 02:54 5.99 0.19 0.92
Enclave_A2_8 CONDUIT 59.68 0 00:40 8.55 1.51 0.97
Enclave_A2_7 CONDUIT 58.29 0 00:40 5.47 0.66 0.81
Enclave_A2_6 CONDUIT 57.93 0 00:40 4.96 0.87 0.90
Enclave_A2_5 CONDUIT 58.56 0 00:41 5.26 0.71 0.86
Enclave_A2_4 CONDUIT 57.78 0 00:41 5.32 0.68 0.85
Enclave_A2_3 CONDUIT 56.55 0 00:41 4.72 0.67 0.94
Enclave_A2_2 CONDUIT 57.09 0 00:41 3.93 0.49 0.91
Enclave_A3_5 CONDUIT 16.59 0 02:22 7.88 0.28 0.65
Enclave_A3_4 CONDUIT 17.58 0 02:05 4.99 0.70 0.67
Enclave_A3_2 CONDUIT 17.58 0 02:05 7.77 0.61 0.47
Enclave_A3_3 CONDUIT 17.58 0 02:05 5.67 0.57 0.60
Enclave_A3_6 CONDUIT 16.59 0 02:22 8.11 1.11 0.62
Enclave_A3_8 CONDUIT 16.59 0 02:22 5.28 1.12 1.00
Enclave_A3_7 CONDUIT 16.59 0 02:22 5.49 3.70 0.92
Enclave_Redwood_Outlet ORIFICE 16.47 0 02:54 1.00
Enclave_Pond1_Orifice1 ORIFICE 0.70 0 02:20 1.00
Enclave_Pond3_Orifice1 ORIFICE 1.47 0 02:28 1.00
Enclave_Pond2_Orifice1 ORIFICE 1.28 0 02:38 1.00
***************************
Flow Classification Summary
***************************
------------------------------------------------------------------------------------
-
Adjusted ---------- Fraction of Time in Flow Class
----------
/Actual Up Down Sub Sup Up Down Norm
Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd
Ctrl
------------------------------------------------------------------------------------
-
NECCO-01 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.00
0.00
NECCO-02 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.60
0.00
NECCO-03 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.00
0.00
NECCO-04 1.00 0.01 0.00 0.00 0.98 0.00 0.00 0.00 0.18
0.00
NECCO-05 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.00
0.00
NECCO-06 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00
0.00
NECCO-07 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.01
0.00
NECCO-08 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.19
0.00
NECCO-10 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00
0.00
NECCO-11 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.64
0.00
NECCO-12 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00
0.00
NECCO-13 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00
0.00
NECCO-Swale 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00 0.04
0.00
NECCO-Swale2 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.01
0.00
NECCO-Swale3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.55
0.00
Enclave_A2_10 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 0.00
0.00
Enclave_A2_9 1.00 0.00 0.00 0.00 0.46 0.54 0.00 0.00 0.61
0.00
Enclave_A2_8 1.00 0.00 0.00 0.00 0.68 0.32 0.00 0.00 0.00
0.00
Enclave_A2_7 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.92
0.00
Enclave_A2_6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01
0.00
Enclave_A2_5 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01
0.00
Enclave_A2_4 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.39
0.00
Enclave_A2_3 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.44
0.00
Enclave_A2_2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
0.00
Enclave_A3_5 1.00 0.00 0.01 0.00 0.00 0.98 0.00 0.00 0.52
0.00
Enclave_A3_4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
0.00
Enclave_A3_2 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 0.00
0.00
Enclave_A3_3 1.00 0.00 0.00 0.00 0.98 0.01 0.00 0.00 0.04
0.00
Enclave_A3_6 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 0.00
0.00
Enclave_A3_8 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.44
0.00
Enclave_A3_7 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.00
0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
Enclave_A2_10 0.01 0.01 0.11 0.01 0.01
Enclave_A2_9 0.01 0.01 0.11 0.01 0.01
Enclave_A2_8 0.01 0.11 0.01 0.17 0.01
Enclave_A3_6 0.01 0.01 0.01 3.34 0.01
Enclave_A3_8 2.41 4.10 2.41 3.58 2.41
Enclave_A3_7 0.01 2.41 0.01 12.73 0.01
Analysis begun on: Mon Jan 30 17:59:21 2023
Analysis ended on: Mon Jan 30 18:00:50 2023
Total elapsed time: 00:01:29
Water Elevation Profile: Node NECCO-A11 - Enclave_A2_10
06/03/2015 00:42:00
Distance (ft)
1,200 1,150 1,100 1,050 1,000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0NECCO-A11Enclave_A2_1Enclave_A2_2Enclave_A2_3Enclave_A2_4Enclave_A2_5Enclave_A2_6Enclave_A2_7Enclave_A2_8Enclave_A2_9Enclave_A2_10Elevation (ft)4,969
4,968
4,967
4,966
4,965
4,964
4,963
4,962
4,961
4,960
4,959
4,958
4,957
4,956
4,955
4,954
4,953
4,952
4,951
4,950
4,949
4,948
4,947
4,946
INP file created on 6/3/2015 3:32:40 PM by tmartin with inpPINS version 0.0.2.0
SWMM 5.2 Page 1
Water Elevation Profile: Node NECCO-A11 - Enclave_A2_10
06/03/2015 00:42:00
Distance (ft)
1,200 1,150 1,100 1,050 1,000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0NECCO-A11Enclave_A2_1Enclave_A2_2Enclave_A2_3Enclave_A2_4Enclave_A2_5Enclave_A2_6Enclave_A2_7Enclave_A2_8Enclave_A2_9Enclave_A2_10Elevation (ft)4,969
4,968
4,967
4,966
4,965
4,964
4,963
4,962
4,961
4,960
4,959
4,958
4,957
4,956
4,955
4,954
4,953
4,952
4,951
4,950
4,949
4,948
4,947
4,946
INP file created on 6/3/2015 3:32:40 PM by tmartin with inpPINS version 0.0.2.0
SWMM 5.2 Page 1
Water Elevation Profile: Node NECCO-A11 - Enclave_A3_8
06/03/2015 03:33:00
Distance (ft)
1,000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0NECCO-A11Enclave_A3_1Enclave_A3_2Enclave_A3_3Enclave_A3_4Enclave_A3_5Enclave_A3_6Enclave_A3_7Enclave_A3_8Elevation (ft)4,968
4,967
4,966
4,965
4,964
4,963
4,962
4,961
4,960
4,959
4,958
4,957
4,956
4,955
4,954
4,953
4,952
4,951
4,950
4,949
4,948
4,947
4,946
INP file created on 6/3/2015 3:32:40 PM by tmartin with inpPINS version 0.0.2.0
SWMM 5.2 Page 1
Water Elevation Profile: Node NECCO-A11 - Enclave_A3_8
06/03/2015 02:05:00
Distance (ft)
1,000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0NECCO-A11Enclave_A3_1Enclave_A3_2Enclave_A3_3Enclave_A3_4Enclave_A3_5Enclave_A3_6Enclave_A3_7Enclave_A3_8Elevation (ft)4,968
4,967
4,966
4,965
4,964
4,963
4,962
4,961
4,960
4,959
4,958
4,957
4,956
4,955
4,954
4,953
4,952
4,951
4,950
4,949
4,948
4,947
4,946
INP file created on 6/3/2015 3:32:40 PM by tmartin with inpPINS version 0.0.2.0
SWMM 5.2 Page 1
Enclave at Redwood
Page F
December 22, 2021
Appendix F – Low Impact Development
155
PROPOSED LID CALCULATIONS
Project:Enclave at Redwood
Date:12/20/2021
Date Revised:1/30/2023
By:AML
BASIN AREA (SF) AREA (AC)
CALCULATED
IMPERVIOUSNESS (%)
IMPERVIOUS AREA
(SQ-FT)120% WQCV (CF)FAA WQCV
(CF)LID TREATMENT SYSTEM LID VOLUME
PROVIDED (CF)
LID1 114172 2.62 63.2% 72157 2260 2126 Isolator Rows 1 - Pond 1 3252
LID2 303718 6.97 58.3% 177067 5603 5469 Isolator Rows 2 - UD2 8130
LID3 265921 6.10 59.5% 158223 4988 4122 Isolator Rows 3 - Pond 3 7350
LID4 237166 5.44 67.1% 159139 5168 4288 Isolator Rows 3 - Pond 4 5306
TOTAL (TREATED) 920977 21.14 61.5% 566585
TOTAL (SITE) 1143450 26.25 57.5% 657484
86.2%TOTAL TREATED IMP. AC. / TOTAL SITE IMP. AC. (MUST BE >75%)
*ISOLATOR ROWS WERE SIZED BY COMPARING 120% OF THE WQCV BASED ON THE 12-HOUR DRAIN TIME AND CITY OF FORT COLLINS MODIFIED FAA METHOD.
LOW IMPACT DEVELOPMENT SUMMARY TABLE
156
DSLID1 PROFILEHORIZONTAL SCALE: 1" = 30' VERTICAL SCALE: 1" = 3'4950495549604965497049504955496049654970SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\CD - LID1 PLAN.DWG LAYOUT: LID1 PLAN VIEW9 XREFs: dhi_logo, e-base, e-legal, e-offsite, e-util, keymap, p-base, p-legal, p-utilPLOTTED: TUE 02/07/23 5:40:50P BY: AIDAN LOWE
201013ENCLAVE AT REDWOODLID1 PLANST-47139OF184 10-19-2022AMLMAWJMR02-06-2023PER CITY OF FORT COLLINS COMMENTS NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0SCALE: 1" =10102010'KEY MAPSCALE 1" = 500'REDWOOD ST
SUNIGA DRNORTHFIELDDEVELOPMENT
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =63.2 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.632
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.20 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 114,172 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =1,883 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =sq ft
D) Actual Flat Surface Area AActual =sq ft
E) Area at Design Depth (Top Surface Area)ATop =sq ft
F) Rain Garden Total Volume VT=cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =cu ft
iii) Orifice Diameter, 3/8" Minimum DO = in
Design Procedure Form: Rain Garden (RG)
AML
HKS
January 30, 2023
Enclave at Redwood
Southwest corner of the site
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
LID1_UD-BMP.xlsm, RG 1/30/2023, 6:32 PM
158
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
AML
HKS
January 30, 2023
Enclave at Redwood
Southwest corner of the site
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
LID1_UD-BMP.xlsm, RG 1/30/2023, 6:32 PM
159
IR1 ISOLATOR ROW VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF
Project #201013
Project Name Enclave at Redwood *Not used
Designer AML
Revision Date 1/30/2023
0.89
2.62
0.37
Time (min)WQCV Intensity (1/2 of 2-Year
Intensity) (in/hr)
Volume In
(cu-ft)
Out
Factor*
Adjusted
Release* (CFS)
Volume Out
(cu-ft)
Storage
(cu-ft)
5 1.425 996.845 1.00 0.37 111.000 885.84
10 1.105 1545.983 1.00 0.37 222.000 1323.98
15 0.935 1962.210 1.00 0.37 333.000 1629.21
20 0.805 2252.519 0.95 0.3515 444.000 1808.52
25 0.715 2500.856 0.86 0.3182 555.000 1945.86
30 0.65 2728.206 0.80 0.296 666.000 2062.21
35 0.585 2864.616 0.76 0.2812 777.000 2087.62
40 0.535 2994.031 0.73 0.2701 888.000 2106.03
45 0.495 3116.451 0.70 0.259 999.000 2117.45
50 0.46 3217.884 0.68 0.2516 1110.000 2107.88
55 0.435 3347.299 0.66 0.2442 1221.000 2126.30
60 0.41 3441.737 0.65 0.2405 1332.000 2109.74
65 0.39 3546.668 0.64 0.2368 1443.000 2103.67
70 0.365 3574.649 0.63 0.2331 1554.000 2020.65
75 0.35 3672.585 0.62 0.2294 1665.000 2007.59
80 0.33 3693.571 0.61 0.2257 1776.000 1917.57
85 0.32 3805.498 0.61 0.2257 1887.000 1918.50
90 0.305 3840.475 0.60 0.222 1998.000 1842.47
95 0.29 3854.465 0.59 0.2183 2109.000 1745.47
100 0.28 3917.424 0.59 0.2183 2220.000 1697.42
105 0.27 3966.392 0.59 0.2183 2331.000 1635.39
110 0.26 4001.369 0.58 0.2146 2442.000 1559.37
115 0.255 4102.802 0.58 0.2146 2553.000 1549.80
120 0.245 4113.295 0.58 0.2146 2664.000 1449.30
2126.30
Qout (From ADS maximum chamber flow rate)(CFS)
FAA Method Table
FAA Required WQCV
C (From Fort Collins Storm Criteria Manual)
Area (ac)
160
A B C D E F G H I J K L M N
VAULT ID
TOTAL
REQUIRED
WQCV
(CF)
WQ FLOW
(CFS) CHAMBER TYPE
RELEASE RATE/
CHAMBER
(CFS)
CHAMBER
VOLUME
(CF)
CHAMBER
VOLUME +
AGGREGATE
(CF)
NUMBER OF
CHAMBERS
COMBINED
RELEASE RATE
WQCV
METHOD
(CFS)
FAA
REQUIRED
STORAGE
VOLUME
(CF)
NUMBER OF
CHAMBERS
(FAA)
TOTAL VOLUME
(CHAMBERS
ONLY)
(CF)
COMBINED
RELEASE
RATE FAA
METHOD
(CFS)
TOTAL
NUMBER OF
CHAMBERS
REQUIRED
TOTAL
SYSTEM
VOLUME
(CF)
LID1 2260 3.345 MC-4500 0.026 106.5 162.6 14 0.37 2126 14 1491 0.37 20 3252
CONFIRM CONFIRM
A MHFD Rain Garden UD-BMP WQCV * 120%
B 1/2 of the 2-year developed flow rate for the basin being sized
C Chamber type based on site constraints
D Flwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)
E Volume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)
F Volume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)
G Number of chambers required to provide full WQCV within total installed system, include aggregate = A / F
H Release rate per chamber times number of chambers = D * G
I FAA calc based on Flow, WQ and Total Release Rate
J Number of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / E
K Volume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E
L Release rate per chamber times number of chambers = D * J
M Total number of chambers (Greater of J or G)
N Total system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCV
MC-4500 MC-3500 SC-740 SC-310 SC-160LP
60.0 45.0 30.0 16.0 12.0
100.0 77.0 51.0 34.0 25.0
48.3 86.0 85.4 85.4 85.4
33.5 46.0 30.2 20.2 14.8
106.5 109.9 85.9 14.7 6.9
162.6 175.0 74.9 31.0 15.0
CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)
0.35 GPM/SF
1 CF =7.48052 GAL
1 GALLON =0.133681 CF
1 GPM =0.002228 CFS
*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT
MC-4500 MC-3500 SC-740 SC-310 SC-160LP
0.0262 0.036 0.024 0.016 0.012 (COLUMN D)FLOW RATE / CHAMBER (CFS)
STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS
FLOOR AREA (SF)
CHAMBER VOLUME (CF)
CHAMBER/AGGREGATE VOLUME (CF)
STORMTECH CHAMBER DATA
FLOW RATE*
CHAMBER FLOW RATE
CHAMBER DIMENSIONS
WIDTH (IN)
INSTALLED LENGTH (IN)
HEIGHT (IN)
161
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS
DSDSDSDSDSDSDSDSDSDSDSDSDSBBAASHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\CD - UD2 PLAN.DWG LAYOUT: UD2 PLAN VIEW10 XREFs: cd - drainage map labelling[U], dhi_logo, e-base, e-legal, e-offsite, e-util, keymap, p-base, p-legal, p-utilPLOTTED: TUE 02/07/23 5:41:18P BY: AIDAN LOWE
201013ENCLAVE AT REDWOODUD2 PLANST-44136OF184 10-19-2022AMLMAWJMR02-06-2023PER CITY OF FORT COLLINS COMMENTS NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0SCALE: 1" =20204020'KEY MAPSCALE 1" = 500'REDWOOD ST
SUNIGA DRNORTHFIELDDEVELOPMENT
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =58.3 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.583
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.18 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 303718.0 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =4,669 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =sq ft
D) Actual Flat Surface Area AActual =sq ft
E) Area at Design Depth (Top Surface Area)ATop =sq ft
F) Rain Garden Total Volume VT=cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =cu ft
iii) Orifice Diameter, 3/8" Minimum DO = in
Design Procedure Form: Rain Garden (RG)
AML
HKS
January 30, 2023
Enclave at Redwood
UD2 - Isolator Rows
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
LID2_UD-BMP.xlsm, RG 1/30/2023, 6:40 PM
163
UD2 ISOLATOR ROW VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF
Project #201013
Project Name Enclave at Redwood *Unused
Designer AML
Date 1/30/2023
0.85
6.97
0.92
Time (min)WQCV Intensity (1/2 of 2-Year
Intensity) (in/hr)
Volume In
(cu-ft)
Out
Factor*
Adjusted
Release* (CFS)
Volume Out
(cu-ft)
Storage
(cu-ft)
5 1.425 2532.724 1.00 0.92 276.000 2256.72
10 1.105 3927.944 1.00 0.92 552.000 3375.94
15 0.935 4985.467 1.00 0.92 828.000 4157.47
20 0.805 5723.067 0.95 0.87 1104.000 4619.07
25 0.715 6354.026 0.86 0.79 1380.000 4974.03
30 0.65 6931.665 0.80 0.74 1656.000 5275.67
35 0.585 7278.248 0.76 0.70 1932.000 5346.25
40 0.535 7607.058 0.73 0.67 2208.000 5399.06
45 0.495 7918.094 0.70 0.64 2484.000 5434.09
50 0.46 8175.810 0.68 0.63 2760.000 5415.81
55 0.435 8504.620 0.66 0.61 3036.000 5468.62
60 0.41 8744.562 0.65 0.60 3312.000 5432.56
65 0.39 9011.165 0.64 0.59 3588.000 5423.16
70 0.365 9082.259 0.63 0.58 3864.000 5218.26
75 0.35 9331.088 0.62 0.57 4140.000 5191.09
80 0.33 9384.408 0.61 0.56 4416.000 4968.41
85 0.32 9668.784 0.61 0.56 4692.000 4976.78
90 0.305 9757.652 0.60 0.55 4968.000 4789.65
95 0.29 9793.199 0.59 0.54 5244.000 4549.20
100 0.28 9953.160 0.59 0.54 5520.000 4433.16
105 0.27 10077.575 0.59 0.54 5796.000 4281.57
110 0.26 10166.442 0.58 0.53 6072.000 4094.44
115 0.255 10424.158 0.58 0.53 6348.000 4076.16
120 0.245 10450.818 0.58 0.53 6624.000 3826.82
5468.62
Qout (From ADS maximum chamber flow rate)(CFS)
FAA Method Table
FAA Required WQCV
C (From Fort Collins Storm Criteria Manual)
Area (ac)
164
A B C D E F G H I J K L M N
VAULT ID
TOTAL
REQUIRED
WQCV
(CF)
WQ FLOW
(CFS) CHAMBER TYPE
RELEASE RATE/
CHAMBER
(CFS)
CHAMBER
VOLUME
(CF)
CHAMBER
VOLUME +
AGGREGATE
(CF)
NUMBER OF
CHAMBERS
COMBINED
RELEASE RATE
WQCV
METHOD
(CFS)
FAA
REQUIRED
WQCV
(CF)
NUMBER OF
CHAMBERS
(FAA)
TOTAL VOLUME
(CHAMBERS
ONLY)
(CF)
COMBINED
RELEASE
RATE FAA
METHOD
(CFS)
TOTAL
NUMBER OF
CHAMBERS
REQUIRED
TOTAL
SYSTEM
VOLUME
(CF)
LID2 5603 0.93 MC-4500 0.026 106.5 162.6 35 0.92 5469 34 3728 0.89 48 7804.8
CONFIRM CONFIRM
A MHFD Rain Garden UD-BMP WQCV * 120%
B 1/2 of the 2-year developed flow rate for the basin being sized
C Chamber type based on site constraints
D Flwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)
E Volume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)
F Volume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)
G Number of chambers required to provide full WQCV within total installed system, include aggregate = A / F
H Release rate per chamber times number of chambers = D * G
I FAA calc based on Flow, WQ and Total Release Rate
J Number of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / E
K Volume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E
L Release rate per chamber times number of chambers = D * J
M Total number of chambers (Greater of J or G)
N Total system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCV
MC-4500 MC-3500 SC-740 SC-310 SC-160LP
60.0 45.0 30.0 16.0 12.0
100.0 77.0 51.0 34.0 25.0
48.3 86.0 85.4 85.4 85.4
33.5 46.0 30.2 20.2 14.8
106.5 109.9 85.9 14.7 6.9
162.6 175.0 74.9 31.0 15.0
CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)
0.35 GPM/SF
1 CF =7.48052 GAL
1 GALLON =0.133681 CF
1 GPM =0.002228 CFS
*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT
MC-4500 MC-3500 SC-740 SC-310 SC-160LP
0.0262 0.036 0.024 0.016 0.012 (COLUMN D)FLOW RATE / CHAMBER (CFS)
STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS
FLOOR AREA (SF)
CHAMBER VOLUME (CF)
CHAMBER/AGGREGATE VOLUME (CF)
STORMTECH CHAMBER DATA
FLOW RATE*
CHAMBER FLOW RATE
CHAMBER DIMENSIONS
WIDTH (IN)
INSTALLED LENGTH (IN)
HEIGHT (IN)
165
SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\CD - LID3 PLAN.DWG LAYOUT: LID3 PLAN VIEW10 XREFs: cd - drainage map labelling[U], dhi_logo, e-base, e-legal, e-offsite, e-util, keymap, p-base, p-legal, p-utilPLOTTED: TUE 02/07/23 5:40:33P BY: AIDAN LOWE
201013ENCLAVE AT REDWOODLID3 PLANST-49141OF184 10-19-2022AMLMAWJMR02-06-2023PER CITY OF FORT COLLINS COMMENTS NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0SCALE: 1" =10102010'KEY MAPSCALE 1" = 500'REDWOOD ST
SUNIGA DRNORTHFIELDDEVELOPMENT
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =59.4 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.594
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 265,921 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =4,151 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =sq ft
D) Actual Flat Surface Area AActual =sq ft
E) Area at Design Depth (Top Surface Area)ATop =sq ft
F) Rain Garden Total Volume VT=cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =cu ft
iii) Orifice Diameter, 3/8" Minimum DO = in
Design Procedure Form: Rain Garden (RG)
AML
HKS
January 30, 2023
Enclave at Redwood
LID3 - Isolator Rows
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
LID3_UD-BMP.xlsm, RG 1/30/2023, 6:45 PM
167
IR3 ISOLATOR ROW VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF
Project #201013
Project Name Enclave at Redwood *Not used
Designer AML
Date 1/30/2023
0.85
6.100 310215.35 sq-ft
1.08
Time (min)WQCV Intensity (1/2 of 2-Year
Intensity) (in/hr)
Volume In
(cu-ft)
Out
Factor*
Adjusted
Release* (CFS)
Volume Out
(cu-ft)
Storage
(cu-ft)
5 1.425 2216.588 1.00 1.08 324.000 1892.59
10 1.105 3437.655 1.00 1.08 648.000 2789.66
15 0.935 4363.178 1.00 1.08 972.000 3391.18
20 0.805 5008.710 0.95 1.03 1296.000 3712.71
25 0.715 5560.913 0.86 0.93 1620.000 3940.91
30 0.65 6066.450 0.80 0.86 1944.000 4122.45
35 0.585 6369.773 0.76 0.82 2268.000 4101.77
40 0.535 6657.540 0.73 0.79 2592.000 4065.54
45 0.495 6929.753 0.70 0.76 2916.000 4013.75
50 0.46 7155.300 0.68 0.73 3240.000 3915.30
55 0.435 7443.068 0.66 0.71 3564.000 3879.07
60 0.41 7653.060 0.65 0.70 3888.000 3765.06
65 0.39 7886.385 0.64 0.69 4212.000 3674.39
70 0.365 7948.605 0.63 0.68 4536.000 3412.61
75 0.35 8166.375 0.62 0.67 4860.000 3306.38
80 0.33 8213.040 0.61 0.66 5184.000 3029.04
85 0.32 8461.920 0.61 0.66 5508.000 2953.92
90 0.305 8539.695 0.60 0.65 5832.000 2707.70
95 0.29 8570.805 0.59 0.64 6156.000 2414.81
100 0.28 8710.800 0.59 0.64 6480.000 2230.80
105 0.27 8819.685 0.59 0.64 6804.000 2015.69
110 0.26 8897.460 0.58 0.63 7128.000 1769.46
115 0.255 9123.008 0.58 0.63 7452.000 1671.01
120 0.245 9146.340 0.58 0.63 7776.000 1370.34
4122.45
Qout (From ADS maximum chamber flow rate)(CFS)
FAA Method Table
Maximum Storage Represents Required WQCV
C (From Fort Collins Storm Criteria Manual)
Area (ac)
168
A B C D E F G H I J K L M N
VAULT ID
TOTAL
REQUIRED
WQCV
(CF)
WQ FLOW
(CFS) CHAMBER TYPE
RELEASE RATE/
CHAMBER
(CFS)
CHAMBER
VOLUME
(CF)
CHAMBER
VOLUME +
AGGREGATE
(CF)
NUMBER OF
CHAMBERS
COMBINED
RELEASE RATE
WQCV
METHOD
(CFS)
FAA
REQUIRED
STORAGE
VOLUME
(CF)
NUMBER OF
CHAMBERS
(FAA)
TOTAL VOLUME
(CHAMBERS
ONLY)
(CF)
COMBINED
RELEASE
RATE FAA
METHOD
(CFS)
TOTAL
NUMBER OF
CHAMBERS
REQUIRED
TOTAL
SYSTEM
VOLUME
(CF)
LID3 5168.4 5.805 MC-3500 0.036 109.9 175.0 30 1.08 4122 24 3297 0.86 42 7350
CONFIRM CONFIRM
A MHFD Rain Garden UD-BMP WQCV * 120%
B 1/2 of the 2-year developed flow rate for the basin being sized
C Chamber type based on site constraints
D Flwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)
E Volume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)
F Volume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)
G Number of chambers required to provide full WQCV within total installed system, include aggregate = A / F
H Release rate per chamber times number of chambers = D * G
I FAA calc based on Flow, WQ and Total Release Rate
J Number of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / E
K Volume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E
L Release rate per chamber times number of chambers = D * J
M Total number of chambers (Greater of J or G)
N Total system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCV
MC-4500 MC-3500 SC-740 SC-310 SC-160LP
60.0 45.0 30.0 16.0 12.0
100.0 77.0 51.0 34.0 25.0
48.3 86.0 85.4 85.4 85.4
33.5 46.0 30.2 20.2 14.8
106.5 109.9 85.9 14.7 6.9
162.6 175.0 74.9 31.0 15.0
CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)
0.35 GPM/SF
1 CF =7.48052 GAL
1 GALLON =0.133681 CF
1 GPM =0.002228 CFS
*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT
MC-4500 MC-3500 SC-740 SC-310 SC-160LP
0.0262 0.036 0.024 0.016 0.012 (COLUMN D)FLOW RATE / CHAMBER (CFS)
STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS
FLOOR AREA (SF)
CHAMBER VOLUME (CF)
CHAMBER/AGGREGATE VOLUME (CF)
STORMTECH CHAMBER DATA
FLOW RATE*
CHAMBER FLOW RATE
CHAMBER DIMENSIONS
WIDTH (IN)
INSTALLED LENGTH (IN)
HEIGHT (IN)
169
AABBSHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\CD - GENERAL STORM DETAILS.DWG LAYOUT: RAIN GARDEN DETAILS12 XREFs: aerial[U], cd - drainage map labelling[U], dhi_logo, e-base, e-legal, e-offsite[U], e-util, keymap, p-base, p-legal, p-sanitary[U], p-utilPLOTTED: MON 01/30/23 6:50:14P BY: AIDAN LOWE
201013ENCLAVE AT REDWOODRAIN GARDEN DETAILS128128OF166 10-19-2022AMLMAWJMR PER CITY OF FORT COLLINS COMMENTS NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.1.CONTRACTOR SHALL INSTALL BIORETENTION BASINS ACCORDING TO THE APPROVED PLANS AND/OR CONSTRUCTION SPECIFICATIONS.2.PRE-CONSTRUCTION2.1.CONTRACTOR SHALL AVOID COMPACTION OF THE BIORETENTION BASIN AREA TO PRESERVE EXISTING INFILTRATION RATES.2.2.CONTRACTOR SHALL CALL FOR CITY INSPECTIONS AT THE INTERVALS STIPULATED IN THE "DURING CONSTRUCTION INSPECTIONCHECKLISTS".3.DURING CONSTRUCTION:3.1.CONTRACTOR SHALL PROVIDE CONSTRUCTION OBSERVATION DURING CONSTRUCTION OF THE BIORETENTION BASIN TO ENSURECOMPLIANCE WITH THE APPROVED PLANS AND DESIGN SPECIFICATIONS.3.2.LOOSE MATERIALS SHALL NOT BE STORED ON THE BIORETENTION AREA.3.3.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS AND DIRT FROM ANYSOURCE FROM ENTERING THE BIORETENTION SYSTEM.4.GEOTEXTILE LINERS:4.1.WHERE USED, GEOTEXTILE LINERS (PERMEABLE OR IMPERMEABLE AS PER PLAN) SHALL BE INSTALLED ALONG PERIMETER OFCROSS-SECTION OF THE BIORETENTION CELL.4.2.WHERE USED, GEOTEXTILE LINERS SHALL BE PLACED IN ACCORDANCE WITH MANUFACTURER'S STANDARDS AND RECOMMENDATIONS. ALLSEAMS AND OPENINGS IN THE LINER SHALL BE SEALED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS AND SPECIFICATIONS.4.3.WHERE USED, IMPERMEABLE GEOMEMBRANE SHEET / LINER SHALL BE 40 MIL THICK, HIGH-DENSITY POLYETHYLENE DESIGNEDSPECIFICALLY FOR FLEXIBLE GEOMEMBRANE APPLICATIONS. ADJACENT STRIPS OF IMPERMEABLE LINER SHALL OVERLAP A MINIMUM OF 18",OR PER MANUFACTURER'S SPECIFICATION.4.4.WHERE USED, CONTRACTOR TO PLACE LINER IN A WAY THAT ENSURES ENOUGH SLACK IN THE LINER TO ALLOW FOR BACKFILL ANDSETTLING WITHOUT TEARING THE LINER.5.AGGREGATES AND BSM:5.1.ALL AGGREGATES SHALL BE ANGULAR, CRUSHED, WASHED ROCK, CLEAN OF DEBRIS AND WITH NO MORE THAN 1% FINES.5.2.RESERVOIR AGGREGATE SHALL BE GRADATION ASTM #57 OR #67.5.3.DIAPHRAGM AGGREGATE SHALL BE "PEA GRAVEL", WITH GRADATION ASTM #8, #89 OR #9.5.4.THE BIORETENTION SOIL SHALL MEET THE CITY BIORETENTION SAND MEDIA ("BSM") SPECIFICATION FOUNDAT:https://www.fcgov.com/utilities/business/builders-and-developers/development-forms-guidelines-regulations/NOTES:12" MAX1MAXIMUM ALLOWABLEPONDING DEPTH IS 12" FROMTHE TOP OF THE MULCH4 MAXPONDING DEPTH MUST NOTEXCEED FLOWLINE ELEVATIONOF ADJACENT GUTTER8" MIN DEPTH THICKENED CURBADJACENT TO VEHICULARPAVEMENTSOVERFLOW RISEROPTION (AS PERPLAN)8" MIN DEPTHTHICKENED CURBADJACENT TOVEHICULARPAVEMENTSSTANDARD CROSS-SECTION12WALLED CROSS-SECTIONPONDING DEPTH MUST NOTEXCEED FLOWLINE ELEVATIONOF ADJACENT GUTTER18" MIN4"12" MAX30" MIN36" MIN BASIN WIDTHCOVER PLATE8"SIDEWALK CHASE18" MINOVERFLOW RISER OPTION (ASPER PLAN)REINFORCED CONCRETEWALLS (AS PER PLAN)4" MIN DEPTH OF DIAPHRAGMAGGREGATE8" MIN DEPTH OFRESERVOIR AGGREGATE18" MIN DEPTH OF BIORETENTIONSAND MEDIAMAXIMUM ALLOWABLEPONDING DEPTH IS 12" FROMTHE SURFACE OF THE MULCH4" MIN DIAMETER PERFORATEDPVC UNDERDRAIN6.UNDERDRAIN:6.1.UNDERDRAIN PIPE TO BE PERFORATED OR SLOTTED. PERFORATIONS OR SLOTS TO BE SMALLER THAN SURROUNDING AGGREGATE TO ENSURE AGGREGATE DOES NOT FALL INTO OR CLOG THE OPENINGS.6.2.DO NOT WRAP UNDERDRAIN WITH GEOTEXTILE OR SOCK.6.3.UNDERDRAIN PIPE MUST OUTFALL BY GRAVITY AND MUST TIE INTO A STORMWATER PIPE, INLET OR SYSTEM AND THE LOCATION MUST BE APPROVED BY THE CITY. THE UNDERDRAIN TIE-IN SHALL MEET ALL REQUIRED PIPE SIZE,TYPES, AND COVER REQUIREMENTS THAT MAY APPLY TO PIPING THAT EXTENDS BEYOND THE LIMITS OF THE BIORETENTION CELL AND ENCROACHES INTO PUBLIC RIGHT-OF-WAY OR OTHER PROPERTY.7.OVERFLOW INLET:7.1.A 100-YEAR OVERFLOW SPILLWAY OR INLET MUST BE PROVIDED.7.2.ALL OVERFLOW INLETS SHALL BE CAPPED WITH A DOME-SHAPED GRATE, OR PER PLAN.7.3.IN ALL CASES, AN EMERGENCY OVERFLOW ROUTE SHALL BE PROVIDED AND THE LOCATION SHALL BE IDENTIFIED ON THE PLANS (THIS MAY BE COINCIDENT WITH THE 100-YEAR OVERFLOW SPILLWAY).8.CLEANOUTS:8.1.PROVIDE CLEANOUTS (AS PER PLAN) TO ALLOW INSPECTION (BY CAMERA) OF THE UNDERDRAIN SYSTEM DURING AND AFTER CONSTRUCTION.8.2.CLEANOUTS SHALL BE PROVIDED AT EACH BEND GREATER THAN OR EQUAL TO 90° AND EVERY 100' ALONG A STRAIGHT RUN. CLEANOUT SHALL BE INSTALLED PER THE APPROVED PLANS.8.3.CLEANOUTS SHALL BE A SOLID WALL PVC STRUCTURE FOR ALL VERTICAL SECTIONS WITH FITTINGS TO CONNECT TO DISTRIBUTION AND UNDERDRAIN PIPING MATERIALS, AS REQUIRED.9.FOREBAY:9.1.THE FOREBAY SHALL BE EASILY ACCESSIBLE WITH A HARD SURFACED BOTTOM FOR MAINTENANCE PURPOSES.10.LANDSCAPE MATERIALS10.1.CONTRACTOR SHALL NOT PLACE WEED BARRIER ANYWHERE WITHIN THE BIORETENTION BASIN. IF MULCH IS PLACED IN THE BIORETENTION BASIN, IT MUST BE NON-FLOATABLE.10.2.IF MULCH OR COBBLES ARE PLACED IN THE BIORETENTION BASIN, THE MAXIMUM ALLOWABLE WATER DEPTH OF 12" AND REQUIRED BASIN VOLUME MUST BE MEASURED FROM THE TOP SURFACE OF THE MULCH OR COBBLE.10.3.ROLLED TURF OR SOD IS NOT AN ALLOWABLE LANDSCAPE MATERIAL FOR BIORETENTION BASINS. LOW WATER CONSUMPTION LANDSCAPE PLANTINGS ARE PREFERRED FOR BIORETENTION BASINS.10.4.LANDSCAPE PLANTINGS SHALL NOT BE PLACED TO IMPEDE DRAINAGE INTO OR OUT OF THE BIORETENTION BASIN.10.5.TEMPORARY IRRIGATION MAY BE INSTALLED TO ESTABLISH LANDSCAPING OR SEED IN THE BIORETENTION BASIN.2" MIN8" MIN4"FLATFOREBAY IS REQUIRED TO BEPLACED AT CONCENTRATEDINFLOW LOCATIONS; PER PLANSAND SITE SPECIFIC DETAILSLANDSCAPING TO BEINSTALLED PER APPROVEDLANDSCAPING PLAN6"-12"4" MIN DEPTH OF DIAPHRAGMAGGREGATE8" MIN DEPTH OFRESERVOIR AGGREGATE8" MIN4" MIN DIAMETERPERFORATED PVCUNDERDRAIN2" MIN30" MINGEOTEXTILE FABRIC ORLINER (AS PER PLAN)18" MIN DEPTH OFBIORETENTION SAND MEDIANATIVE SOILZONERUNDOWN OR SCOURPROTECTION NEEDED ONSLOPES8"FLAT AREA - SEE DESIGN PLANSFOR EXTENTS OF BIORETENTIONFLAT SURFACESKEY MAPSCALE 1" = 500'REDWOOD ST
SUNIGA DRNORTHFIELDDEVELOPMENT170
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =67.1 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.671
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.21 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 237,166 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =4,151 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =3183 sq ft
D) Actual Flat Surface Area AActual =4637 sq ft
E) Area at Design Depth (Top Surface Area)ATop =5974 sq ft
F) Rain Garden Total Volume VT=5,306 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?1
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =0.5 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =4,151 cu ft
iii) Orifice Diameter, 3/8" Minimum DO =2 in
Design Procedure Form: Rain Garden (RG)
January 30, 2023
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
LID4_UD-BMP_v3.07.xlsm, RG 1/30/2023, 6:54 PM
171
RG-RP RAIN GARDEN VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF
Project #201013
Project Name Enclave at Redwood *Not used
Designer AML
Date 1/30/2023
0.93
5.44
0.92
Time (min)WQCV Intensity (1/2 of 2-Year
Intensity) (in/hr)
Volume In
(cu-ft)
Out
Factor*
Adjusted
Release* (CFS)
Volume Out
(cu-ft)
Volume
Stored (cu-
ft)
5 1.425 2162.808 1.00 0.92 276.000 1886.81
10 1.105 3354.250 1.00 0.92 552.000 2802.25
15 0.935 4257.317 1.00 0.92 828.000 3429.32
20 0.805 4887.187 0.95 0.87 1104.000 3783.19
25 0.715 5425.992 0.86 0.79 1380.000 4045.99
30 0.65 5919.264 0.80 0.74 1656.000 4263.26
35 0.585 6215.227 0.76 0.70 1932.000 4283.23
40 0.535 6496.013 0.73 0.67 2208.000 4288.01
45 0.495 6761.621 0.70 0.64 2484.000 4277.62
50 0.46 6981.696 0.68 0.63 2760.000 4221.70
55 0.435 7262.482 0.66 0.61 3036.000 4226.48
60 0.41 7467.379 0.65 0.60 3312.000 4155.38
65 0.39 7695.043 0.64 0.59 3588.000 4107.04
70 0.365 7755.754 0.63 0.58 3864.000 3891.75
75 0.35 7968.240 0.62 0.57 4140.000 3828.24
80 0.33 8013.773 0.61 0.56 4416.000 3597.77
85 0.32 8256.614 0.61 0.56 4692.000 3564.61
90 0.305 8332.502 0.60 0.55 4968.000 3364.50
95 0.29 8362.858 0.59 0.54 5244.000 3118.86
100 0.28 8499.456 0.59 0.54 5520.000 2979.46
105 0.27 8605.699 0.59 0.54 5796.000 2809.70
110 0.26 8681.587 0.58 0.53 6072.000 2609.59
115 0.255 8901.662 0.58 0.53 6348.000 2553.66
120 0.245 8924.429 0.58 0.53 6624.000 2300.43
4288.01
Qout (CFS)
FAA Method Table
Maximum Storage Represents Required WQCV
C (From Fort Collins Storm Criteria Manual)
Area (ac)
172
Enclave at Redwood
Page G
December 22, 2021
Appendix G – Drainage Map
173
ACBASINAREA%IMP113_521.300.800.67ACBASINAREA%IMP113_517.180.800.67ACBASINAREA%IMPZ50.371.000.95ACBASINAREA%IMPZ20.031.000.95ACBASINAREA%IMPZ30.191.000.95ACBASINAREA%IMPZ10.141.000.95ACBASINAREA%IMPY10.421.000.95ACBASINAREA%IMPY20.091.000.95ACBASINAREA%IMPZ70.271.000.95ACBASINAREA%IMPZ80.271.000.95ACBASINAREA%IMPZ100.160.310.25ACBASINAREA%IMPZ40.181.000.95ACBASINAREA%IMP113_226.250.800.67ACBASINAREA%IMP113_44.760.800.67ACBASINAREA%IMPZ60.231.000.95ACBASINAREA%IMPY30.021.000.95ACBASINAREA%IMPY40.011.000.95ACBASINAREA%IMPZ90.301.000.95STACBASINAREA%IMPY60.360.310.25ACBASINAREA%IMPZ110.141.000.95ACBASINAREA%IMPZ120.030.310.25ACBASINAREA%IMPY50.080.310.25ACBASINAREA%IMP113_31.690.800.67SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\FINAL DRAINAGE PLAN.DWG LAYOUT: EXISTING SWMM BASINS13 XREFs: aerial, cd-dhic logo, cd - drainage map labelling, e-base, e-legal, e-offsite[U], e-util, keymap - offsite, p-base, p-legal, p-sanitary[U], p-storm[U], p-utilPLOTTED: MON 01/30/23 5:07:06P BY: AIDAN LOWE
--------EXISTING SWMM BASIN COMPARISON MAP1####OF############AMLMAWJMR####################################################################################################################################################0SCALE: 1" =100100200100'BASINDESIGNATIONBASIN SIZEIN ACRESC COEFFICIENTOS 10.671.23ACBASINAREAC1BASIN DESIGN POINTMAJORMINOR100-YR SWMMSUBBASIN IDTOTAL AREA (AC)Z10.14Z20.03Z30.19Z40.18Z50.37Z60.23Z70.27Z80.27Z90.3Z100.16Z110.27Z120.03Y10.42Y20.09Y30.02Y40.01Y50.08Y60.36EXISTING SWMM BASIN COMPARISON SUMMARYSUBBASIN IDDEVELOPER AREA(AC)CITY SWMM AREA(AC)113_226.2525.92113_31.691.52113_44.764.88113_58.4810.30TOTAL41.1842.63SUM Z-2.43SUM Y-0.98BALANCE (TOTAL + Z - Y)41.18KEY MAP174
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ACBASINAREA%IMP113_238.1753.9ACBASINAREA%IMP113_213.8750.6ACBASINAREA%IMP113_227.0358.3ACBASINAREA%IMP113_526.0360.1ACBASINAREA%IMP113_245.6564.7ACBASINAREA%IMP113_44.7614.6ACBASINAREA%IMP113_290.574.8ACBASINAREA%IMP113_250.4432.7ACBASINAREA%IMP113_260.2322ACBASINAREA%IMP113_270.2457.9ACBASINAREA%IMP113_280.1083.2ACBASINAREA%IMP113_512.4569.4STACBASINAREA%IMP113_31.6920SCALE: 1" =808016080'BASINDESIGNATIONBASIN SIZEIN ACRESC COEFFICIENTOS 10.671.23ACBASINAREAC1BASIN DESIGN POINTMAJORMINOR100-YR SWMMDETENTION POND SUMMARY TABLEPondWQCV (CF)100-YEAR VOLUME*(CF)ALLOWABLE RELEASERATE (CFS)MAX RELEASERATE* (CFS)TOTAL VOLUMEREQUIRED, WQCV +DETENTION (CF)TOTAL VOLUMEPROVIDED, WQCV+ DETENTION (CF)POND1732 29,9190.770.70 30,651 90,825UD2**7,805 57,4491.391.28 65,254 84,972POND31,568 60,7421.621.47 62,310 234,511REDWOODPOND1,986 139,44816.9616.47 141,434 602,000*VOLUME/RELEASE RATE CALCULATED IN EPA SWMM**UD2 VOLUMES ARE CALCULATED USING DEPTH FOUND IN SWMM, THEN RELATING THAT DEPTH TO THE CUMULATIVESYSTEM VOLUME IN THE STORMTECH UD2 SPREADSHEET.SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\FINAL DRAINAGE PLAN.DWG LAYOUT: PROPOSED SWMM BASINS13 XREFs: aerial, cd-dhic logo, cd - drainage map labelling, e-base, e-legal, e-offsite[U], e-util, keymap - offsite, p-base, p-legal, p-sanitary[U], p-storm[U], p-utilPLOTTED: MON 01/30/23 5:07:33P BY: AIDAN LOWE
201013ENCLAVE AT REDWOODPROPOSED SWMM BASIN MAP22OF6########AMLMAWAML############################################################KEY MAP175
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ACBASINAREA%IMPLID45.110.900.72ACBASINAREA%IMPLID36.100.900.72ACBASINAREA%IMPLID26.970.900.72ACBASINAREA%IMPLID12.620.900.72ACBASINAREA%IMPWQ26.970.900.72ACBASINAREA%IMPWQ45.110.900.72ACBASINAREA%IMPWQ38.160.900.72ACBASINAREA%IMPWQ13.870.900.72ACBASINAREA%IMPUIA50.271.000.92ACBASINAREA%IMPGRASS0.260.900.72ACBASINAREA%IMPUIA40.101.000.86ACBASINAREA%IMPUIA20.231.000.80ACBASINAREA%IMPGRASS0.210.310.25ACBASINAREA%IMPGRASS0.570.310.25ACBASINAREA%IMPUIA30.260.800.64ACBASINAREA%IMPUIA10.181.000.80ACBASINAREA%IMPRP4.760.900.72SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\FINAL DRAINAGE PLAN.DWG LAYOUT: LID BASIN MAP13 XREFs: aerial, cd-dhic logo, cd - drainage map labelling, e-base, e-legal, e-offsite[U], e-util, keymap - offsite, p-base, p-legal, p-sanitary[U], p-storm[U], p-utilPLOTTED: MON 01/30/23 5:08:16P BY: AIDAN LOWE
201013ENCLAVE AT REDWOODLID BASIN MAP31OF9 ####AMLMAWAML########################################################NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0SCALE: 1" =808016080'BASINDESIGNATIONBASIN SIZEIN ACRESC COEFFICIENTOS 10.671.23ACBASINAREAC1BASIN DESIGN POINTMAJORMINOR100-YR SWMMLOW IMPACT DEVELOPMENT SUMMARY TABLEBASINAREA (SF)AREA (AC)CALCULATEDIMPERVIOUSNESS (%)IMPERVIOUS AREA(SQ-FT)120% WQCV (CF)FAA WQCV(CF)LID TREATMENT SYSTEMLID VOLUMEPROVIDED (CF)LID11141722.6263.2%7215722602126Isolator Rows 1 - Pond 13252LID23037186.9758.3%17706756035469Isolator Rows 2 - UD28130LID32659216.1059.5%15822349884122Isolator Rows 3 - Pond 37350LID42371665.4467.1%15913951684288Isolator Rows 3 - Pond 45306TOTAL (TREATED)92097721.1461.5%566585TOTAL (SITE)114345026.2557.5%657484TOTAL TREATED IMP. AC. / TOTAL SITE IMP. AC. (MUST BE >75%)86.2%*ISOLATOR ROWS WERE SIZED BY COMPARING 120% OF THE WQCV BASED ON THE 12-HOUR DRAIN TIME AND CITY OF FORT COLLINS MODIFIED FAA METHOD.WATER QUALITY SUMMARY TABLEBASINAREA (SF)AREA (AC)CALCULATED IMPERVIOUSNESS (%)IMPERVIOUS AREA(SQ-FT)REQUIRED WQCV(CF)PROVIDEDWQCV, POND(CF)PROVIDED WQCV, LID (CF)WQCV PROVIDED,TOTAL (CF)WQ11688603.8850.6%85457280873232523984WQ23037186.9758.3%1771585788--7805WQ33557738.1753.9%1915976182156873508918WQ42371665.4467.1%1591834981198643076293UIA180530.1876.7%6173---0UIA298830.2322.0%2171---0UIA3105490.2457.9%6107---0UIA444850.1083.2%3731---0UIA5117610.2791.7%10783---0GRASS329750.764.1%1346---0KEY MAP176
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Y151413 61151242363444351116162122242627374041241017232535461819202830323345477892931383943ACBASINAREACMINORMAJORA200.850.910.73ACBASINAREACMINORMAJORA150.330.200.16ACBASINAREACMINORMAJORA60.780.670.54ACBASINAREACMINORMAJORA51.010.850.68ACBASINAREACMINORMAJORA40.400.840.67ACBASINAREACMINORMAJORA30.080.280.22ACBASINAREACMINORMAJOROS41.510.690.55ACBASINAREACMINORMAJORX30.190.310.25ACBASINAREACMINORMAJOROS21.700.730.58ACBASINAREACMINORMAJOROS31.610.700.56ACBASINAREACMINORMAJORB130.530.970.77ACBASINAREACMINORMAJORB60.390.620.49ACBASINAREACMINORMAJORB10.960.880.70ACBASINAREACMINORMAJORB110.410.900.72ACBASINAREACMINORMAJORB80.500.990.79ACBASINAREACMINORMAJORC41.530.730.58ACBASINAREACMINORMAJORC50.601.000.80ACBASINAREACMINORMAJORC21.540.810.65ACBASINAREACMINORMAJORA20.100.310.25ACBASINAREACMINORMAJOROS14.760.310.25ACBASINAREACMINORMAJORC10.460.750.60ACBASINAREACMINORMAJORX10.090.890.72ACBASINAREACMINORMAJORX20.100.920.73ACBASINAREACMINORMAJORB162.060.410.33ACBASINAREACMINORMAJORA180.350.240.20ACBASINAREACMINORMAJORA191.130.580.46ACBASINAREACMINORMAJORB20.590.960.77ACBASINAREACMINORMAJORB120.460.900.72ACBASINAREACMINORMAJORB140.590.970.77ACBASINAREACMINORMAJORB150.180.970.77ACBASINAREACMINORMAJORX50.230.750.60ACBASINAREACMINORMAJORA220.440.270.21ACBASINAREACMINORMAJORA130.721.000.91ACBASINAREACMINORMAJORB30.460.960.77ACBASINAREACMINORMAJORB40.270.960.77ACBASINAREACMINORMAJORB50.350.960.77ACBASINAREACMINORMAJORB70.160.620.49ACBASINAREACMINORMAJORC30.290.750.60ACBASINAREACMINORMAJORX60.240.750.60ACBASINAREACMINORMAJORX70.100.750.60ACBASINAREACMINORMAJORX80.570.750.60ACBASINAREACMINORMAJORA230.500.460.37ACBASINAREACMINORMAJORC60.790.730.58ACBASINAREACMINORMAJORC80.210.730.58ACBASINAREACMINORMAJOROS51.220.690.55ACBASINAREACMINORMAJORC70.230.750.60ACBASINAREACMINORMAJOR133_512.450.700.56ACBASINAREACMINORMAJORA80.090.280.23ACBASINAREACMINORMAJORA71.260.670.54ACBASINAREACMINORMAJORB100.070.900.72ACBASINAREACMINORMAJORA10.260.310.25ACBASINAREACMINORMAJORA90.110.350.28ACBASINAREACMINORMAJORA100.170.530.43ACBASINAREACMINORMAJORA110.170.510.41ACBASINAREACMINORMAJORA120.490.500.40ACBASINAREACMINORMAJORA140.701.000.81ACBASINAREACMINORMAJORA170.340.720.57ACBASINAREACMINORMAJORA160.330.770.61ACBASINAREACMINORMAJORA210.240.680.54ACBASINAREACMINORMAJORB90.180.900.72ACBASINAREACMINORMAJORX40.070.310.25ST464748ACBASINAREACMINORMAJOR113_311.060.460.37ACBASINAREACMINORMAJOR113_330.460.460.37ACBASINAREACMINORMAJOR113_320.180.460.37SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\INLET BASIN MAP.DWG LAYOUT: INLET BASIN MAP11 XREFs: aerial, dhi_logo, e-base, e-legal, e-offsite, e-util, keymap, keymap - offsite, p-base, p-legal, p-utilPLOTTED: TUE 02/07/23 10:22:59A BY: AIDAN LOWE
201013ENCLAVE AT REDWOODFINAL DRAINAGE PLAN2929OF29 10-19-2022JMRMAWJMR 02/08/2023PER CITY OF FORT COLLINS COMMENTS NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0SCALE: 1" =808016080'BASINDESIGNATIONBASIN SIZEIN ACRESC COEFFICIENTOS 10.671.23ACBASINAREAC1BASIN DESIGN POINTMAJORMINOR100-YR SWMMDIRECT RUNOFF SUMMARY TABLESUB-BASINAREA (AC)Q2 (CFS)Q100 (CFS)OS14.764.5219.68OS21.703.1413.66OS31.613.2914.32OS41.512.9812.97OS51.222.3110.05A10.260.180.79A20.100.070.30A30.080.070.32A40.400.923.88A51.012.089.06A60.781.877.54A71.261.496.51A80.090.090.37A90.110.170.73A100.170.311.36A110.170.351.53A120.490.954.12A130.721.737.03A140.701.616.76A150.330.472.06A160.330.672.92A170.340.713.07A180.350.441.90A191.132.139.27A200.851.777.72A210.240.512.22A220.440.492.12A230.500.853.71B10.961.888.20B20.591.034.48B30.461.094.43B40.270.542.34B50.350.733.17B60.390.562.42B70.160.331.46B80.501.204.91B90.180.481.75B100.070.150.65B110.410.602.60B120.460.773.37B130.530.723.13B140.591.084.70B150.180.431.71B162.063.0513.28C10.460.944.09C21.543.3814.72C30.290.652.80C41.533.4014.82C50.601.185.15C60.791.134.92C70.230.590.65C80.210.150.18X10.090.210.87X20.100.200.88X30.190.130.58X40.070.050.21X50.230.250.32X60.240.450.57X70.100.240.29X80.570.410.51113_311.060.743.22113_320.180.120.54113_330.460.321.39113_512.455.276.59KEY MAP
Enclave at Redwood
Page H
December 22, 2021
Appendix H – Culvert Calculations
177
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jan 27 2023
Box Culvert
Invert Elev Dn (ft) = 4952.83
Pipe Length (ft) = 85.30
Slope (%) = 0.15
Invert Elev Up (ft) = 4952.96
Rise (in) = 48.0
Shape = Box
Span (in) = 240.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Flared Wingwalls
Culvert Entrance = 30D to 75D wingwall flares
Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4
Embankment
Top Elevation (ft) = 4960.51
Top Width (ft) = 58.88
Crest Width (ft) = 58.88
Calculations
Qmin (cfs) = 440.00
Qmax (cfs) = 440.00
Tailwater Elev (ft) = Normal
Highlighted
Qtotal (cfs) = 440.00
Qpipe (cfs) = 440.00
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 7.59
Veloc Up (ft/s) = 7.61
HGL Dn (ft) = 4955.73
HGL Up (ft) = 4955.85
Hw Elev (ft) = 4956.95
Hw/D (ft) = 1.00
Flow Regime = Inlet Control
178
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jan 27 2023
Box Culvert
Invert Elev Dn (ft) = 4952.72
Pipe Length (ft) = 84.20
Slope (%) = 0.11
Invert Elev Up (ft) = 4952.81
Rise (in) = 48.0
Shape = Box
Span (in) = 240.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Flared Wingwalls
Culvert Entrance = 30D to 75D wingwall flares
Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4
Embankment
Top Elevation (ft) = 4960.63
Top Width (ft) = 58.14
Crest Width (ft) = 58.14
Calculations
Qmin (cfs) = 440.00
Qmax (cfs) = 440.00
Tailwater Elev (ft) = Normal
Highlighted
Qtotal (cfs) = 440.00
Qpipe (cfs) = 440.00
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 6.75
Veloc Up (ft/s) = 6.75
HGL Dn (ft) = 4955.98
HGL Up (ft) = 4956.07
Hw Elev (ft) = 4956.80
Hw/D (ft) = 1.00
Flow Regime = Inlet Control
179
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jan 27 2023
Box Culvert
Invert Elev Dn (ft) = 4952.03
Pipe Length (ft) = 36.07
Slope (%) = 0.17
Invert Elev Up (ft) = 4952.09
Rise (in) = 48.0
Shape = Box
Span (in) = 240.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Flared Wingwalls
Culvert Entrance = 30D to 75D wingwall flares
Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4
Embankment
Top Elevation (ft) = 4960.00
Top Width (ft) = 12.02
Crest Width (ft) = 12.02
Calculations
Qmin (cfs) = 440.00
Qmax (cfs) = 440.00
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 440.00
Qpipe (cfs) = 440.00
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 6.80
Veloc Up (ft/s) = 6.89
HGL Dn (ft) = 4955.26
HGL Up (ft) = 4955.28
Hw Elev (ft) = 4956.08
Hw/D (ft) = 1.00
Flow Regime = Inlet Control
180
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Jan 4 2023
Redwood Pond Low Flow Swale (Q10 = 10.18cfs)
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 6.00, 6.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 10.00
Slope (%) = 0.30
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 10.18
Highlighted
Depth (ft) = 0.69
Q (cfs) = 10.18
Area (sqft) = 6.31
Velocity (ft/s) = 1.61
Wetted Perim (ft) = 13.39
Crit Depth, Yc (ft) = 0.43
Top Width (ft) = 13.28
EGL (ft) = 0.73
0 5 10 15 20 25 30 35 40
Elev (ft)Depth (ft)Section
9.50 -0.50
10.00 0.00
10.50 0.50
11.00 1.00
11.50 1.50
12.00 2.00
12.50 2.50
13.00 3.00
Reach (ft)
181