HomeMy WebLinkAboutNORTHFIELD FILING 1 EXPANDED - FDP190012 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTFINAL DRAINAGE REPORT
FOR
Northfield
Prepared by:
Highland Development Services
6355 Fairgrounds Ave, Suite 100
Windsor, Colorado 80550
Phone: 970.674.7550
Prepared for:
Landmark Real Estate Holdings, LLC
6341 Fairgrounds Ave, Suite 100
Windsor, Colorado 80550
Office: 970.460.0567
August 28, 2019
Job Number 18-1000-00
6355 FAIRGROUNDS AVE, SUITE 100, WINDSOR, COLORADO 80550 | PHONE 970.674.7550
August 28, 2019
Mr. Shane Boyle
Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80522
RE: Final Drainage Report for Northfield
Dear Shane,
We are pleased to submit for your review, the Final Drainage Report for the Northfield
subdivision. This report describes the drainage design intent to be in accordance with the
criteria in the City of Fort Collins Storm Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Sincerely,
Karen R. Brigman, CFM Jason T. Claeys, P.E., LEED AP
Highland Development Services
Page i
TABLE OF CONTENTS
Table of Contents ............................................................................................................................. i
Engineer’s Certification Block ..........................................................................................................ii
General Description and Location .................................................................................................. 1
Site Description and Location ...................................................................................................... 1
Site Soils ....................................................................................................................................... 2
Storm Drainage Criteria .................................................................................................................. 4
Hydrologic Criteria ....................................................................................................................... 4
Hydraulic Criteria ......................................................................................................................... 4
Drainage Basins ............................................................................................................................... 6
Drainage Facility Design ................................................................................................................ 13
Drainage Conveyance Design .................................................................................................... 13
Detention/Water Quality Pond Design ..................................................................................... 13
Low Impact Development ............................................................................................................. 17
Stormwater Pollution Prevention ................................................................................................. 19
Conclusions ................................................................................................................................... 20
References .................................................................................................................................... 21
Appendix ....................................................................................................................................... 22
Appendix A – Site Descriptions, Characteristics, & References .................................................. A
Appendix B – SWMM Input/Output ............................................................................................ B
Appendix C – Rational Calculations ............................................................................................. C
Appendix D – Detention Pond Calculations ................................................................................ D
Appendix E – Street Capacities & Inlet Calculations ................................................................... E
Appendix F – Low Impact Development Calculations ..................................................................F
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ENGINEER’S CERTIFICATION BLOCK
I hereby certify that this Final Drainage Report for Northfield was prepared by me (or under my
direct supervision) for the owners thereof and meets or exceeds the criteria of the City of Fort
Collins Stormwater Design Standards.
________________________________________
Jason T. Claeys, PE
Registered Professional Engineer
State of Colorado No. 42122
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GENERAL DESCRIPTION AND LOCATION
SITE DESCRIPTION AND LOCATION
Northfield is located in the Southeast Quarter of Section 1, Township 7 North, Range 67 West of
the Sixth Principal Meridian, City of Fort Collins, County of Larimer, within the State of
Colorado. More specifically, Northfield is located north of the ALTA Vista Subdivision, west of
N. Lemay Avenue, and southeast of the Lake Canal irrigation ditch.
The project site is approximately 55.26 acres and is currently undeveloped agricultural land.
The site appears to be vegetated with grasses harvested for livestock feed. The site generally
slopes from the northwest to the southeast at about 0.5% slope. There are no existing surface
improvements currently on the property.
The property is proposed to be subdivided into multiple single-family lots and condominium
tracts. Northfield will consist of 139 single family attached (fee simple) units and 301
condominium units, a mixed-use building with a combination of retail and apartments, and a
community clubhouse.
Northfield is located within the City’s Dry Creek Drainage Basin. In addition to the City of Fort
Collins Stormwater Design Standards, drainage requirements are also described in the “North
East College Corridor Outfall (NECCO) Design Report”, prepared by Ayres Associates, dated
August 2009. The improvements associated with Northfield are located within basins 115, 116,
117, 414, 950, 951, 960, 961, 970, 971, 980, and 981 as delineated in the above report.
A portion of the Northfield improvements are located within the FEMA regulatory, Dry Creek
100-year Floodplain as shown on FEMA FIRM map numbers 08069C0977G (revised June 17,
2008), and 08069C0981G (revised June 17, 2008). All improvements are outside of the 100-yr
floodway, and a portion of the improvements are within the 100-yr floodplain. The first phase
of the NECCO improvements were completed early in 2017 with the remaining improvements
completed in the spring of 2018. It is anticipated that the LOMR associated with these
improvements will be completed by the end of year in 2019. Once the LOMR is complete, the
100-yr floodplain is anticipated to be removed from the site. If circumstances occur that the
LOMR is not complete at the time of construction for the Northfield improvements, a
Floodplain Use Permit will be required. It is anticipated that the floodplain limits will be
adjusted prior to the construction of the residential units. If buildings are constructed prior to
the map revision, the buildings will be elevated above the Regulatory Base Floodplain Elevation
and adhering to Fort Collins Municipal Code Chapter 10 requirements. A portion of the site is
located within the Cache la Poudre River 500-yr floodplain. Critical facilities are prohibited
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within the 100-yr and/or 500-yr floodplains. Critical facilities include facilities for at-risk
populations (daycares, schools, nursing homes, etc) and emergency service facilities (urgent
care, hospitals, fire stations, police stations, etc).
SITE SOILS
The Northfield site consists of Loveland clay loam and Nunn clay loam and are classified as Type
C hydrologic group. According to USDA/Natural Resource Conservation Group, this soil has a
slow infiltration rate when thoroughly wet. These soils consist chiefly of soils having a layer
that impedes the downward movement of water or soils of moderately fine texture or fine
texture. These soils have a slow rate of water transmission.
Per the “Preliminary Subsurface Exploration and Groundwater Report – Schlagel Property”,
prepared be Earth Engineering Consultants (EEC), dated August 16, 2017:
Vegetation growth and topsoil was encountered at the surface of each boring. Underlying the
topsoil/vegetation layer was a zone of cohesive subsoils classified lean to fat clay with varying
amounts of sand and clayey sand to approximate depths of 2 to 5-1/2 feet. Underlying the
cohesive subsoils was a granular layer of poorly to well graded sand with silt and gravel
extending to the depths explored at approximately 14 to 21-1/2 feet or to underlying bedrock.
It appears that below the lean to fat clay, there is a granular materials layer that would exhibit
more moderate infiltration rates than the surface materials.
Groundwater was also observed during the subsurface soil exploration:
Groundwater and/or the presence of a piezometric water surface, was generally observed at
depths ranging from approximately 3 to 7 feet below ground surface as indicated on the
enclosed boring logs.
EEC monitored the groundwater level depths over a 12 month period after the original borings.
Due to the observed groundwater elevations and in consideration of the building foundations,
the site will include a permanent dewatering system that will be installed shortly after
construction activities commence. The dewatering system will consist of 6” perforated
underdrain pipes down the center of the two large detention ponds adjacent to Suniga Road
(Ponds A1 & B1) and 8” perforated underdrain pipes around the perimeters of the three
proposed infiltration galleries. The dewatering drains around the galleries are set 12 inches
below the bottom elevation of the infiltration chambers, while the dewatering drains in the
ponds are set at the outfall pipe elevation (approximately 3-4 feet below bottom of ponds).
These drains will utilize the site’s stormwater pipe system for conveyance and will outfall to the
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existing NECCO regional stormwater system. Miller Groundwater Engineering modeled this
proposed dewatering system in their groundwater study for the site. Their analysis of the
monitoring data shows that the inflow rate of groundwater to the underdrains ranges from 5 to
40 gpm during seasonally high summer water conditions. The drains will take several weeks to
draw the groundwater table down to the elevation of the underdrain pipes, but once
established, the flow rate from the underdrains into the stormwater system will be negligible.
Miller’s groundwater evaluation report and supporting figures can be found in Appendix A.
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STORM DRAINAGE CRITERIA
This final report was prepared to meet or exceed the City of Fort Collins storm water criteria.
The City of Fort Collin’s Storm Drainage Design Criteria and amendments to the Urban Drainage
Flood Control District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were
referenced as guidelines for this design.
HYDROLOGIC CRITERIA
The rational method was performed to calculate the peak runoff rates for each basin. Percent
imperviousness and runoff coefficients were calculated for each basin using the surface
characteristics of each basin. The time of concentration was calculated using City of Fort Collins
initial time of concentration and the intensity was calculated using the corresponding storm
rainfall depth and the City of Fort Collins’ Intensity-Duration-Frequency Curve.
HYDRAULIC CRITERIA
The final Northfield storm drainage system has been designed to convey the minor and major
storm events through the combination of streets, inlets, storm sewer pipes, and pans. Per the
requirements provided by the City of Fort Collins Storm Drainage Design Criteria, all inlets and
storm pipes have been designed such that, during the minor initial storm event, the 2-yr storm,
the flows for the Local Street do not top the curb and may only rise to the street crown
elevation, and for an Arterial (with Median) do not top the curb and the flow spread will leave
at least one 12 ft lane width free of water in each direction. During the major storm event, the
100-yr storm, the water depth for the Local Street is held to a maximum depth of 6” at the
street crown, 12” at the gutter flow line, and/or flow must be contained within right-of-way or
easements paralleling the right-of-way. The Arterial (with Median) is held to a maximum depth
that will not exceed the median gutter elevation, 12” at the gutter flowline, and/or flow must
be contained within right-of-way or easements paralleling the right-of-way.
The peak basin runoff flows from the rational calculations were then used to determine the
street capacities, and on-grade inlet locations. The on-grade and sump inlet capacities have
been calculated using UDFCD’s spreadsheet UD-Inlet_v4.05.xlsm. The inlet capacities have
been analyzed and the necessary adjustments applied to the street runoff flows based on the
amount of runoff collected by on-grade inlets. The sump inlets have been sized using the
previous mentioned street capacity allowances with overtopping if needed.
The captured flows have been analyzed using EPA’s SWMM 5.0 program to design pipe size and
slopes. UD-Inlet applies a clogging factor while sizing the inlets, but while sizing the storm
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pipes, it is assumed that the inlets are free of clogging debris and capturing the maximum
amount of street runoff. The program accounts for head losses within manholes and bends and
head losses associated with pipe friction.
Hydraflow has been used to check the capacities of the private drive capacities throughout the
site. Freeboard is provided by confirming that the 100-yr flows with an additional 30% do not
overtop the private drive curb.
All pipe outlets are protected with buried riprap or suitable erosion protection methods. Storm
sewer pipe outlets are protected using the requirements set by the USDCM for the protection
downstream of culverts.
All supporting calculations for runoff rates, street sections, and inlets are located in the
Appendix.
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DRAINAGE BASINS
The Northfield site is divided into 5 main drainage systems, which all outlet into the existing
North East College Corridor Outfall (NECCO) storm system. These basins are broken into
smaller sub-basins based on selected design points. The design points were placed in locations
where the street capacities were analyzed and in sump locations. The peak 2-yr and 100-yr
runoff values were determined for these design points using the rational method and used to
size all onsite storm pipes and inlets. The five NECCO north/south flowing laterals to be
constructed with this project, identified from west to east as lateral A5 (nearest Redwood St),
A3 (near Lake Canal), A8 (west of Landmark Way), A7 (east of Landmark Way), & A4 (east of
Lemay Ave) are sized per Ayres’ design report. Inlet structures and Snout hoods on these
lateral lines have been updated from the original plans to reflect the proposed Northfield
design conditions. Laterals A3 and A4 will only be partially constructed with this project, with
future connections made as development occurs. All calculations can be found in the
Appendix.
Historical drainage analysis was completed for the areas of Northfield located within the NECCO
basin map that allows the runoff to be released at historic rates. The remaining areas of
Northfield did not calculate the historic runoff rates since the developed runoff is restricted to
0.2 cfs/acre release rate.
Seven interconnected extended detention basins located throughout the site were analyzed
using EPA SWMM 5.0 as a dynamic routing method. Outlet structures with control orifices
were sized in the SWMM model to maximize detention volumes and restrict flows to the
allowable release rate. Due to the limited grade across the site, utility conflicts, and the depth
of the NECCO outfall, the drainage system is designed to surcharge runoff into the detention
basins.
The sub-basin descriptions have been summarized per inlet and are described as follows (refer
to the Drainage & Erosion Control Plan located in the Appendix):
Drainage System A:
Drainage System A consists of 18.10 acres of improvements along the east side of the
project site. Runoff from basins in System A drain to two interconnected extended
detention basins, Ponds A1 and A2.
Sub-basins A1 thru A2 consist of 0.85 acres of single-family attached residential lots and
private drives. Flows from these basins are conveyed via curb and gutter and are collected
by 2’ wide concrete channels with sidewalk chases and directed to roadways that ultimately
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drain to detention Pond A2. All of sub-basins A1 & A2 are treated by a LID infiltration
gallery in Pond A2.
Sub-basins A3 thru A4 consist of 2.41 acres of single-family attached and condominium
residential lots, public roadways and private drives. These basins include portions of
Schlagel Street and Pioneer Trail Road. Runoff from these basins (along with the upstream
flows from sub-basins A1 & A2) is conveyed along roadways and is captured by two 10’ Type
R sump curb inlets and directed to detention Pond A2. All of sub-basins A3 & A4 are treated
by a LID infiltration gallery in Pond A2.
Sub-basins A5 thru A6 consist of 1.49 acres of single-family attached and condominium
residential lots and private drives. Runoff from these basins is conveyed along private
drives and is captured by a double Type 13 valley sump inlet and directed to detention Pond
A2. All of sub-basins A5 & A6 are treated by a LID infiltration gallery in Pond A2.
Sub-basins A7 thru A9 consist of 1.99 acres of single-family attached and condominium
residential lots, a portion of the community clubhouse lot, and public roadways. These
basins include portions of Landmark Way, Collamer Drive, and Pioneer Trail Road. Runoff
from these basins is conveyed along roadways and discharged directly into detention Pond
A2 via a sump CoFC sidewalk culvert. All of sub-basins A7 thru A9 are treated by a LID
infiltration gallery in Pond A2.
Sub-basins A10 thru A11 consist of 1.82 acres of single-family attached and condominium
residential lots, and private drives. Runoff from these basins is conveyed along private
drives and is captured by a sump 10’ Type R curb inlet and directed to detention Pond A2.
All of sub-basins A10 & A11 are treated by a LID infiltration gallery in Pond A2.
Sub-basin A12 consists of 1.25 acres of condominium residential lots and the open space
encompassing detention Pond A2 and Infiltration Gallery A2. Flows within this basin are
conveyed via roof downspouts and concrete pans. Runoff is conveyed from Pond A2 via
storm pipes into Pond A1. All of sub-basin A12 is treated by the Infiltration Gallery A2.
Sub-basins A13 thru A14 consist of 1.08 acres of single-family attached and condominium
residential lots and private drives. Runoff from these basins is conveyed along private
drives and is captured by a double Type 13 valley sump inlet and directed to detention Pond
A1 via storm pipes. Conflicts with water & sewer utilities as well as grading constraints
prevent these basins from discharging to the surface of Pond A1. These basins are unable to
be treated in either a LID facility or standard water quality treatment. These basins
represent approximately 2% of the total onsite area of the Northfield project.
Sub-basin A15 consists of 2.48 acres of single-family attached and condominium residential
lots and public roadways. This basin includes the western half street section of N. Lemay
Avenue and a portion of Schlagel Street. Runoff from this basin is conveyed along roadways
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and is captured by a sump 5’ Type R curb inlet and directed to detention Pond A1 via storm
pipes. Grading constraints prevent these basins from discharging to the surface of Pond A1.
These basins are unable to be treated in either a LID facility or standard water quality
treatment. This basin represents approximately 3% of the total onsite area of the Northfield
project.
Sub-basin A16 consists of 0.80 acres of single-family attached residential lots and public
roadways. This basin includes the eastern half street section of N. Lemay Avenue and a
portion of Schlagel Street. Runoff from this basin is conveyed along roadways to a 4’ wide
curb cut on the east side of Lemay Avenue which directs runoff to a Type C area inlet. This
inlet is to be constructed as part of the A4 NECCO lateral. Due to this basin being on the
east side of Lemay, away from Northfield, runoff is unable to be directed to a water quality
enhancement facility.
Sub-basin A17 consists of 0.90 acres of landscaped open space to the north. Runoff from
this basin is conveyed over landscaping to a concrete pan near the north property line and
then into a Type 13 inlet to be constructed as part of the A4 NECCO lateral. This landscaped
basin is unable to be directed to a detention pond.
Sub-basin A18 consists of 3.02 acres of single-family attached residential lots and the open
space encompassing detention Pond A1. Flows within this basin are conveyed via roof
downspouts and concrete pans. Two outlet structures in Pond A1 have been designed to
limit discharge from the Northfield site into the NECCO storm system, along with providing
water quality capture volume to treat areas untreated by LID features.
Drainage System B:
Drainage System B consists of 19.48 acres of improvements in the central portion of the
project site. Runoff from basins in System B drain to three interconnected extended
detention basins, Ponds B1, B2, & B3.
Sub-basin B1 consists of 2.13 acres of condominium and multifamily residential lots and
open space. Runoff is conveyed via roof downspouts and a concrete pan and is captured by
a Type 13 inlet. All of basin B1 will be treated by LID Infiltration Gallery B3 in Pond B3.
Sub-basins B2 thru B3 consist of 2.37 acres of single-family attached, condominium, and
multifamily residential lots, public roadways and private drives. This basin includes portions
of Schlagel Street. Runoff from these basins is conveyed along roadways and is captured by
two 10’ Type R sump curb inlets. All of sub-basins B2 & B3 will be treated by LID Infiltration
Gallery B3 in Pond B3.
Sub-basin B4 consists of 1.32 acres of single-family attached residential lots and private
drives. Runoff from this basin is conveyed along private drives and is captured by a double
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Type 13 valley sump inlet. All of sub-basin B4 will be treated by LID Infiltration Gallery B3 in
Pond B3.
Sub-basins B5 thru B6 consist of 1.02 acres of single-family attached and condominium
residential lots and private drives. Runoff from these basins is conveyed along private
drives and is captured by a double Type 13 valley sump inlet. All of sub-basins B5 & B6 will
be treated by a LID Infiltration Gallery B3 in Pond B3.
Sub-basin B7 consists of 0.27 acres of single-family attached and condominium residential
lots and private drives. Flows from this basin are conveyed via drain pan and are collected
by a 2’ wide concrete channel with sidewalk chase and directed to detention Pond B3. All of
sub-basin B7 is treated by a LID Infiltration Gallery B3 in Pond B3.
Sub-basin B8 consists of 0.40 acres of single-family attached residential lots and private
drives. Runoff from this basin is conveyed along private drives and is captured by a single
Type 13 valley sump inlet and directed to detention Pond B3. All of sub-basin B8 will be
treated by a LID Infiltration Gallery in Pond B3.
Sub-basin B9 consists of 2.29 acres of single-family attached and condominium residential
lots, a portion of the community clubhouse lot, and the open space encompassing
detention Pond B3 and Infiltration Gallery B3. Flows within this basin are conveyed via roof
downspouts and concrete pans. All of sub-basin B9 is treated by the LID Infiltration Gallery
B3. An outlet structure in Pond B3 includes an orifice plate sized to restrict the release rate
in order to maximize detention volume in Pond B3. Runoff is conveyed from Pond B3 via
storm pipes into Pond B1.
Sub-basins B10 thru B11 consist of 2.95 acres of single-family attached, condominium, and
multifamily residential lots, public roadways and private drives. This basin includes portions
of Schlagel Street and Collamer Drive. Runoff from these basins is conveyed along
roadways and is captured by two 5’ Type R sump curb inlets. All of sub-basins B10 & B11
will be treated by LID Infiltration Gallery B2 in Pond B2.
Sub-basin B12 consists of 0.41 acres of open space encompassing detention Pond B2 and
Infiltration Gallery B2. Flows within this basin are conveyed via roof downspouts and
concrete pans. All of sub-basin B12 is treated by the LID Infiltration Gallery B2. An outlet
structure in Pond B2 includes an orifice plate sized to restrict the release rate in order to
maximize detention volume in Pond B2. Runoff is conveyed from Pond B2 via storm pipes
into Pond B1.
Sub-basins B13 thru B17 consist of 2.53 acres of single-family attached and condominium
residential lots and private drives. Runoff from these basins is conveyed along private
drives and is captured by a quad Type 13 valley sump inlet and discharged to LID facility,
Rain Garden B1.
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Sub-basins B18 thru B19 consist of 0.86 acres of condominium residential lots and public
roadways. This basin includes portions of Landmark Way. Runoff from these basins is
conveyed along roadways and is captured by two on-grade 5’ Type R curb inlets and
discharged onto the surface of Pond B1 and treated for standard water quality.
Sub-basin B20 consists of 2.94 acres of single-family attached and condominium residential
lots and the open space encompassing detention Pond B1. Flows within this basin are
conveyed via roof downspouts and concrete pans. An outlet structure in Pond B3 includes
an orifice plate sized to restrict the release rate in order to maximize detention volume in
Pond B3 and a water quality plate to treat the WQCV. Runoff is conveyed from Pond B1 via
storm pipes into Pond A1.
Drainage System C:
Drainage System C consists of 3.67 acres of improvements along the western side of the
project site. Runoff from basins in the C system drain to an extended detention basin, Pond
C.
Sub-basin C1 consists of 1.30 acres of multifamily residential buildings and open space.
Runoff is conveyed via concrete pan and into a culvert crossing under Steeley Drive. Basin
C1 is treated for standard water quality within Pond C.
Sub-basin C2 consists of 0.14 acres of open space. Runoff is conveyed via overland flow
into a Type C area inlet and discharged to the surface of Pond C, and is treated for standard
water quality.
Sub-basins C3 thru C4 consist of 1.08 acres of condominium residential lots, a portion of the
commercial lot, and public roadways. This basin includes portions of Steeley Drive and
Schlagel Street. Runoff from these basins is conveyed along roadways and is captured by a
5’ and 10’ Type R sump curb inlets and discharged to the surface of Pond C, and is treated
for standard water quality.
Sub-basin C5 consists of 1.15 acres of commercial lots and the open space encompassing
Pond C. Flows within this basin are conveyed via sheet flow, roof downspouts and concrete
pans. An outlet structure in Pond C includes an orifice plate sized to restrict the release rate
in order to maximize detention volume in Pond C as well as a water quality plate to treat
the WQCV. Runoff is conveyed from Pond C via storm pipes into Pond B1.
Drainage System D:
Drainage System D consists of 9.21 acres of improvements within the area south of Suniga
Road. Runoff from basins in the D system drain to an extended detention basin, Pond D.
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Sub-basins D1 thru D4 consist of 2.70 acres of multifamily residential lots, private drives,
and open space. Runoff is conveyed via roof downspouts, roadways, and concrete pans,
and is captured by Type 13 and area inlets, ultimately discharged to the surface of Pond D
and treated for standard water quality.
Sub-basin D5 consists of 0.43 acres of multifamily residential lots and open space. Runoff is
conveyed via roof downspouts and concrete pans and is captured by a single Type 13 inlet,
ultimately discharged to the surface of Pond D and treated for standard water quality.
Sub-basins D6 thru D7 consist of 0.19 acres of multifamily residential lots, and public
roadways. This basin includes portions of Steeley Drive. Runoff from these basins is
conveyed along roadways and is captured by two on-grade 5’ Type R curb inlets, ultimately
discharging to the surface of Pond D and treated for standard water quality.
Sub-basins D8 thru D13 consist of 3.40 acres of multifamily residential lots, private drives,
and open space. Runoff from these basins is conveyed via roof downspouts, roadways,
concrete pans and storm pipes, ultimately discharging to LID facility, Rain Garden D1.
Sub-basin D14 consists of 2.50 acres of open space encompassing detention Pond D. This
basin’s detention requirements allows a release rate equal to the current/historic runoff
rates and is accounted for in the Pond D detention volume calculations. An outlet structure
in Pond D has been designed to limit discharge into the NECCO storm system as well as treat
for standard water quality enhancement.
Sub-basin D15 consists of 0.44 acres of public roadway along the western half of N. Lemay
Avenue. Runoff is conveyed along Lemay Ave and collected by a sump 5’ Type R curb inlet.
Runoff is then conveyed by storm drain pipe into the existing 3’x10’ RCBC NECCO storm
drain. Due to grade constraints, this sub-basin cannot be routed to Pond D; the difference
in 100-yr runoff rate for the developed condition is reduced from the allowable release rate.
Refer to the tabulated release rate summary on page 15.
Drainage System E:
Drainage System E consists of 8.23 acres of public roadway improvements along Suniga
Road. Runoff from basins within the System E are conveyed to the existing NECCO storm
drain system. Detention for these basins is not required and water quality enhancement is
provided by Snout hoods within the curb inlets, per the NECCO report. Refer to Exhibit 4.2
of the NECCO report, included in the Appendix.
Sub-basins E1 thru E2 consist of 1.14 acres of public roadway along Suniga Rd. Runoff is
conveyed along Suniga Rd and collected by two sump quad Combo curb inlets. The north
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(downstream) inlet includes a Snout hood to filter debris before runoff enters the existing
54” RCP NECCO storm drain.
Sub-basins E3 thru E4 consist of 3.51 acres of public roadway along Suniga Rd. Runoff is
conveyed along Suniga Rd and collected by two on-grade triple Combo curb inlets. The
north (downstream) inlet includes a Snout hood to filter debris before runoff enters the
existing 4’x7’ RCBC NECCO storm drain.
Sub-basins E5 thru E8 consist of 2.50 acres of public roadway along Suniga Rd. Runoff is
conveyed along Suniga Rd and collected by sump double and triple Combo curb inlets. The
north (downstream) inlet includes a Snout hood to filter debris before runoff enters the
existing 4’x7’ RCBC NECCO storm drain.
Sub-basins E9 thru E10 consist of 0.64 acres of public roadway along Suniga Rd and the
eastern half-street of N. Lemay Avenue. Runoff is conveyed along Suniga Rd and Lemay Ave
and collected by a sump 5’ Type R curb inlet on the west side of Lemay, and a curb cut with
run down to a Type C inlet on the east side of Lemay. Runoff is then conveyed by storm
drain pipe into the existing 3’x10’ RCBC NECCO storm drain.
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DRAINAGE FACILITY DESIGN
DRAINAGE CONVEYANCE DESIGN
Storm infrastructure to convey runoff will include concrete trickle pans, inlets, storm sewer and
culverts. Stormwater detention and water quality enhancement will be achieved through the
use of multiple interconnected extended detention basins, rain gardens, and infiltration
galleries. Storm inlets, storm sewers and the roadway culverts have been appropriately sized to
convey the minor and major storms.
DETENTION/WATER QUALITY POND DESIGN
EPA SWMM 5.0 has been utilized for the final drainage design. UDFCD is referenced for the
standard water quality capture volume (WQCV) with a 40-hr drain time and the LID rain
gardens and infiltration galleries WQCV with a 12-hr drain time. Due to the limited grades on
the site, multiple ponds are proposed throughout the site. These ponds are interconnected via
storm pipes and control structures that are designed with orifice plates to restrict flow and
maximize pond volume while providing adequate freeboard. Overflow paths from each of the
ponds have been provided in the event that the outlet structures clog and overtop. Below is a
brief summary of the proposed design for each pond:
Pond A1:
Furthest downstream extended detention basin for all areas north of Suniga Road, with
standard water quality treatment provided via two outlet structures at the east and west ends,
which each discharge directly into the existing NECCO system via 7” and 13 ½” 100-yr orifice
plates to maximize volume and restrict release rates. Maximum depth of the pond is 3.20 feet,
with 1.0 feet of freeboard. Overtopping will occur simultaneously at two locations, near the
NECCO A7 lateral in Suniga Road and near design point A15 in Lemay Ave, spilling over sidewalk
and into the public ROW.
Pond A2:
Extended detention basin with LID Infiltration Gallery A2 for water quality treatment. A
Modified Type D outlet structure with a baffle wall separating the inlet and outlet
compartments will direct incoming flows into the gallery. Flows will then spread throughout
the gallery chambers, settling out sediments and infiltrating through the gravel sub-base, where
an 8” perforated underdrain set 12” below the bottom of the gallery will collect treated runoff
and convey it to the outlet side of the modified Type D structure. A 20” 100-yr orifice plate
maximizes volume in the pond and restricts flow to downstream Pond A1. During the major
storm event, pipe flow will surcharge into the pond and be detained. Maximum pond depth is
Page 14
3.44 feet, with 1.06 feet of freeboard. Overtopping will occur at the southeast corner of the
pond, spilling over the sidewalk and down toward design point A10/A11, where it will continue
flowing south and then east in the private drive (water surface will not inundate garages),
overtopping the sidewalk again into Pond A1.
Pond B1:
Extended detention basin with LID rain garden and standard water quality treatment via the
outlet structure located at the east end of the pond. A 12 ½” 100-yr orifice plate maximizes
volume in the pond and restricts flow to downstream Pond A1. The rain garden includes a
concrete forebay sized for 1% of the surface area for the WQCV with a rock embankment to
dissipate flows before entering the media material bed. Large storm events in excess of the
rain garden capacity will spill over a turf mat reinforced berm and down into Pond B1.
Maximum pond depth is 3.40 feet, with 1.60 feet of freeboard. Overtopping will occur at the
southeast corner at the intersection of Landmark Way and Suniga Road, spilling over the
sidewalk and into public ROW.
Pond B2:
Extended detention basin with LID infiltration gallery for water quality treatment. Modified
Type D outlet structure with a baffle wall separating the inlet and outlet compartments will
direct incoming flows into the gallery. Flows will then spread throughout the gallery chambers,
settling out sediments and infiltrating through the gravel sub-base, where an 8” perforated
underdrain set 12” below the bottom of the galleries will collect treated runoff and convey it to
the outlet side of the modified Type D structure. A 17” 100-yr orifice plate maximizes volume in
the pond and restricts flow to downstream Pond B1. During the major storm event, pipe flow
will surcharge into the pond and be detained. Maximum pond depth is 1.88 feet, with 1.62 feet
of freeboard. Overtopping will occur at the east corner near design point B11, spilling over the
sidewalk into Collamer Drive ROW, then over the street high point to the east (approximately
6” depth) and continuing down Landmark Way toward Suniga Road.
Pond B3:
Extended detention basin with LID infiltration gallery for water quality treatment. Modified
Type D outlet structure with a baffle wall separating the inlet and outlet compartments will
direct incoming flows into the gallery. Flows will then spread throughout the gallery chambers,
settling out sediments and infiltrating through the gravel sub-base, where an 8” perforated
underdrain set 12” below the bottom of the galleries will collect treated runoff and convey itto
the outlet side of the modified Type D structure. An 8” 100-yr orifice plate maximizes volume
in the pond and restricts flow to downstream Pond B2. During the major storm event, pipe
flow will surcharge into the pond and be detained. Maximum pond depth is 3.63 feet, with 1.0
Page 15
feet of freeboard. Overtopping will occur at the northeast corner of the pond near design point
B7, spilling into the private drive (flows will not inundate garages) and running east toward
Pioneer Trail ROW, continuing south toward Pond A2.
Pond C:
Extended detention basin with standard water quality treatment provided via the outlet
structure located at the east end of the pond. A 5” 100-yr orifice plate maximizes volume in
the pond and restricts flow to downstream Pond B1. Maximum pond depth is 3.51 feet, with
2.79 feet of freeboard. Overtopping will occur at the southeast corner, spilling over the
sidewalk into Steeley Drive and Suniga Road public ROW.
Pond D:
Extended detention basin for all area south of Suniga Road, with LID rain garden and standard
water quality treatment via the outlet structure located at the north center of the pond. An 4-
5/8” 100-yr orifice plate maximizes volume in the pond and restricts release rate into the
NECCO system. The rain garden includes a concrete forebay sized for 1% of the surface area
for WQCV with a rock embankment to dissipate flows before entering the media material.
Large storm events in excess of the rain garden capacity will spill over a turf mat reinforced
berm and down into Pond D. Maximum pond depth is 3.99 feet, with 1.39 feet of freeboard.
Overtopping will occur along the east side near design point D15, spilling over the sidewalk and
into Lemay Ave public ROW.
As stated, the ultimate outfall for the Northfield site is the existing NECCO storm drain system.
The area north of Suniga Road is required to reduce the 100-yr developed runoff to a rate of 0.2
cfs/acre. A portion of the area south of Suniga Road (delineated as sub-basins D13-D15) is
allowed to release at a rate equal to current undeveloped/historic rates with the remaining
area (delineated as sub-basins D1-D12) restricted to the 0.2 cfs/acre rate. Sub-basin D15,
representing the western half-street section of Lemay Avenue adjacent to the development,
cannot be routed to Pond D due to grade constraints; the difference in 100-yr runoff rate for
the developed condition has been subtracted from the calculated allowable release rate to
account for the undetained flows. Refer to the tabulated release rate summary below.
There are three proposed outlet structures that will discharge runoff from the Northfield site
into the NECCO system: one located at the east end of Pond A1 (Plan ID Outlet-A01, SWMM ID
OA4-Stage 2), one near the center of Pond A1 (Plan ID Outlet-A02, SWMM ID OA3-Stage 2), and
one in Pond D (Plan ID Outlet-D01, SWMM ID OD1). The combined allowable release rate for
the Northfield site of 13.87 cfs has been spread across these three outlet structures in order to
Page 16
achieve maximum detention volumes in all the interconnected ponds. Below is a summary of
allowable and provided release rates:
Allowable Release Rate:
47.69 ac = Total area north of Suniga & portion of area south of Suniga with max
allowable release rate of 0.20 cfs/ac:
47.69 ac x 0.20 cfs/ac = 9.54 cfs
3.21 ac = Portion of area south of Suniga that can be released at historic rate of 5.51 cfs
Flow from undetained Lemay Ave (sub-basin D15) (∆ historic - developed) is -1.18 cfs
Total combined allowable release rate from Northfield site = 13.87 cfs
Provided orifice-restricted release rates from each proposed three outlet structures:
Outlet-A01 2.38 cfs
Outlet-A02 8.41 cfs
Outlet-D01 1.25 cfs
Total provided release rate = 12.04 cfs
Total provided release rate of 12.04 cfs < Total allowable release rate of 13.87 cfs
All supporting calculations are located in the Appendix.
Page 17
LOW IMPACT DEVELOPMENT
The City of Fort Collins updated the Low Impact Development ordinance in 2016 (Ordinance No.
007, 2016) to require:
• Treat at least 75% of any newly developed or redeveloped impervious area using one or
a combination of LID techniques, or
• Treat at least 50% of any newly developed or redeveloped impervious area using one or
a combination of LID techniques when 25% of private driveable surfaces are permeable.
To satisfy the required implementation of Low Impact Development (LID) techniques,
Northfield will utilize below grade infiltration galleries (such as ADS StormTech chamber
system) and bioretention ponds/rain gardens. Details and specifications for these facilities are
provided in the Appendix. Other LID techniques were explored, but due to the limited grade
available and the amount of detention volume required, shallow infiltration galleries assisted in
maintaining storm drain grades and detention volumes. Pavers within the private drives did not
treat enough contributing area to justify their use. Infiltration galleries promote infiltration
while capturing fine sediment that drains off the impervious areas. The proposed galleries are
configured entirely as ‘Isolator rows’ which are surrounded by filter fabric and include an inlet
manifold for access, removal of sediment and maintenance, along with an inspection port on
each row. Standard water quality treatment is also provided within the detention ponds and
has been sized for those tributary basins not already treated by the LID facilities. A Standard
Operations Procedure will be included as part of the Development Agreement to assist in
ensuring that these BMPs will adequately perform over time.
Impervious calculations for the tributary areas to each of the LID infiltration galleries, rain
gardens, and standard water quality facilities along with a colored coded exhibit showing all
areas treated are provided in the Appendix. LID treatment requirements have been exceeded,
achieving approximately 107% of the required impervious area treatment in the rain gardens
and infiltration galleries. As previously noted in the drainage basin descriptions, grading
constraints and tight/shallow utility conflicts prevented a fraction of the site from being routed
through a water quality treatment facility before being discharged into the storm system. Two
interior basins A13 & A14, along with the adjacent western half street of Lemay Ave (Basins A15
and D15), the small portion of basin A16 lying on the Northfield site (not including the eastern
half street section of Lemay), and the northeastern-most landscape basin A17 together
represent approximately 8% of the total site area not able to be treated for water quality.
Consideration is being requested that the overtreatment provided within the LID facilities be a
compromise for the areas being unable to be directed to a water quality or LID facility. We
Page 18
believe this meets the intent of the water quality treatment criteria to the maximum extent
possible.
Below is a description of the 4-step process for selecting structural BMPs:
Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for
receiving water protection that focuses on reducing runoff volumes, treating the water quality
capture volume (WQCV), stabilizing drainageways and implementing long-term source controls.
The Four Step Process applies to the management of smaller, frequently occurring events.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low
Impact Development (LID) strategies, including Minimizing Directly Connected Impervious
Areas (MDCIA).
Captured runoff from strategic areas are routed through below grade infiltration galleries and
bioretention pond/rain gardens. Infiltration galleries and rain gardens will slow runoff, promote
infiltration, and filter runoff prior to being released into the adjacent storm drain system.
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release
The infiltration galleries and rain gardens are designed to provide water quality capture volume
per Urban Drainage’s recommendations and calculations. The captured runoff is designed for a
12-hr drain time.
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in frequency,
duration, rate and volume of runoff during and following development. Because the site will
drain to an existing storm system, bank stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
The proposed project will improve upon site specific source controls compared to historic
conditions by providing localized trash enclosures within the development for disposal of solid
waste; Snouts, infiltration galleries, and rain gardens for water treatment prior to flows
entering storm systems; and additional water quality measures to protect and prolong the
design life of BMPS delineated in Step 1.
Page 19
STORMWATER POLLUTION PREVENTION
Erosion and sedimentation will be controlled on-site by use of sediment control logs, silt
fencing, inlet protection, gravel construction entrances, temporary sediment basins, seeding,
mulch, and turf. The measures are designed to limit the overall sediment yield increase due to
construction as required by the City of Fort Collins. During overlot and final grading the soil will
be roughened and furrowed perpendicular to the prevailing winds.
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The Contractor
shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance,
and to prevent dust nuisance that has originated from his operations from damaging crops,
orchards, cultivated fields, and dwellings, or causing naissance to persons. The Contractor will
be held liable for any damage resulting from dust originating from his operations under these
specifications on right-of-way or elsewhere.
It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights-of-
way. Wherever construction vehicles access routes or intersect paved public roads, previsions
must be made to minimize the transport of sediment by runoff or vehicles tracking onto the
paved surface. Stabilized construction entrances are required with base material consisting of
6” coarse aggregate. The contractor will be responsible for clearing mud tracked onto city
streets on a daily basis.
All temporary and permanent erosion and sediment control practices must be maintained and
repaired as needed to assure continued performance of their intended function. Silt fence and
sediment control logs will require periodic replacement. Maintenance is the responsibility of
the contractor.
All disturbed areas must be seeded and mulched within 30 days of project start. Vegetation
shall not be considered established until a ground cover is achieved which is demonstrated to
be mature enough to control soil erosion to the satisfaction of the City Inspector and to survive
severe weather condition.
Page 20
CONCLUSIONS
This Final Drainage Report for Northfield has been prepared to comply with the stormwater
criteria set by the City of Fort Collins. The proposed drainage system presented in this report is
designed to convey the developed peak storm water runoff through the site to the existing
storm drain system and to the development’s LID features, detention and water quality
facilities. Storm drains have been sized to provide the required roadway relief in both the 2-yr
and 100-yr storm events, and to adequately convey the released runoff from the detention
ponds disbursed throughout the site. Overland relief is provided at all sump locations. The
calculated 100-yr peak flows released from Northfield adhere to the allowed rates as
established in the NECCO drainage studies. This final drainage report anticipates the
implementation of best management practices for erosion control, temporary and permanent,
and on-site construction facilities.
It can therefore be concluded that development of Northfield complies with the storm water
jurisdictional criteria and will not adversely affect the adjacent properties, streets, storm drain
system and/or detention/water quality facilities. Controlling the developed runoff from these
improvements will improve the situations currently existing on the site.
Page 21
REFERENCES
1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Urban Drainage and Flood
Control District, June 2001, Revised November 2010.
2. Storm Drainage Criteria Manual and Construction Standards, City of Fort Collins Storm
Water Utility, City of Fort Collins, Colorado, Updated January, 1997 with 2012
amendments.
3. Fort Collins Stormwater Criterial Manual, Fort Collins Utilities, City of Fort Collins,
Colorado, Dated December 2018, Adopted January 2019.
4. “Hydrologic Group Rating for Larimer County Area, Colorado”, USDA-Natural Resources
Conservation Service, National Cooperative Soil Survey. Web Soil Survey URL:
http://websoilsurvey.nrcs.usda.gov. [12/06/2017]
5. “Preliminary Subsurface Exploration and Groundwater Report – Schlagel Property”,
prepared by Earth Engineering Consultants, LLC, Dated August 16, 2017
6. “Public Improvement Plans, East Vine Drive Relocation”, prepared by Ayres Associates,
Dated February 2009, obtained from City of Fort Collins.
7. “Utility Plans for NECCO Ponds and Backbone” – Record Drawings, prepared by Ayres
Associates, Dated June 2017, obtained from the City of Fort Collins.
8. “Flood Insurance Rate Map, Larimer County, Colorado – Map Number 08069C0977G”,
Federal Emergency Management Agency, Map Revised June 17, 2008.
9. “Flood Insurance Rate Map, Larimer County, Colorado – Map Number 08069C0981G”,
Federal Emergency Management Agency, Map Revised June 17, 2008.
10. “Northfield Development, Fort Collins, Colorado – Groundwater Evaluation”, prepared
by Miller Groundwater Engineering, LLC, Dated June 25, 2019.
Page 22
APPENDIX
Appendix A – Site Descriptions, Characteristics, & References
Appendix B – SWMM Input/Output
Appendix C – Rational Calculations
Appendix D – Detention Pond Calculations
Appendix E – Street Capacities & Inlet Calculations
Appendix F – Low Impact Development Calculations
Appendix A
APPENDIX A – SITE DESCRIPTIONS, CHARACTERISTICS, & REFERENCES
SITE
Vicinity Map
PROJECT DATUM: NAVD88
CITY OF FORT COLLINS BENCHMARK #43-97
ON THE SOUTH END OF THE WEST HEADWALL OF THE LAKE CANAL BRIDGE AT NORTH LEMAY
AVENUE, 200 FEET SOUTH OF THE INTERSECTION OF LEMAY AVENUE. AND CONIFER STREET
ELEV= 4960.11
CITY OF FORT COLLINS BENCHMARK #12-07
SOUTH SIDE OF VINE DRIVE ON THE SOUTH HEADWALL OF THE BRIDGE OVER DRY CREEK
BASIN 0.4 MILES EAST OF NORTH LEMAY AVENUE
ELEV= 4947.86
PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM.
IF NGVD29 UNADJUSTED IS REQUIRED FOR ANY PURPOSE,
THE FOLLOWING EQUATIONS SHOULD BE USED:
NGVD UNADJUSTED = 4960.11 (NAVD88) - 3.17
NGVD UNADJUSTED = 4947.81 (NAVD88) - 3.18
NTS
Hydrologic Soil Group—Larimer County Area, Colorado
(NorthField)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/6/2017
Page 1 of 4
4494130 4494220 4494310 4494400 4494490 4494580 4494670
4494130 4494220 4494310 4494400 4494490 4494580 4494670
494350 494440 494530 494620 494710 494800 494890 494980 495070 495160
494350 494440 494530 494620 494710 494800 494890 494980 495070 495160
40° 36' 11'' N
105° 4' 2'' W
40° 36' 11'' N
105° 3' 23'' W
40° 35' 52'' N
105° 4' 2'' W
40° 35' 52'' N
105° 3' 23'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,140 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
64 Loveland clay loam, 0 to
1 percent slopes
C 11.9 20.9%
73 Nunn clay loam, 0 to 1
percent slopes
C 16.6 29.2%
76 Nunn clay loam, wet, 1
to 3 percent slopes
C 28.3 49.9%
Totals for Area of Interest 56.7 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—Larimer County Area, Colorado NorthField
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/6/2017
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado NorthField
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/6/2017
Page 4 of 4
SUBJECT
PROPERTY
(APPROX.)
SUBJECT
PROPERTY
(APPROX.)
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 8
Table 3.4-1. IDF Table for Rational Method
Duration
(min)
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
Duration
(min)
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
5 2.85 4.87 9.95
39 1.09 1.86 3.8
6 2.67 4.56 9.31
40 1.07 1.83 3.74
7 2.52 4.31 8.80
41 1.05 1.80 3.68
8 2.40 4.10 8.38
42 1.04 1.77 3.62
9 2.30 3.93 8.03
43 1.02 1.74 3.56
10 2.21 3.78 7.72
44 1.01 1.72 3.51
11 2.13 3.63 7.42
45 0.99 1.69 3.46
12 2.05 3.50 7.16
46 0.98 1.67 3.41
13 1.98 3.39 6.92
47 0.96 1.64 3.36
14 1.92 3.29 6.71
48 0.95 1.62 3.31
15 1.87 3.19 6.52
49 0.94 1.6 3.27
16 1.81 3.08 6.30
50 0.92 1.58 3.23
17 1.75 2.99 6.10
51 0.91 1.56 3.18
18 1.70 2.90 5.92
52 0.9 1.54 3.14
19 1.65 2.82 5.75
53 0.89 1.52 3.10
20 1.61 2.74 5.60
54 0.88 1.50 3.07
21 1.56 2.67 5.46
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 9
Figure 3.4-1. Rainfall IDF Curve – Fort Collins
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
4.0 SWMM
4.1 Input Parameters
Page 12
The composite imperviousness is obtained using the following formula:
( )
t
n
i
i i
A
I xA
I
∑
= = 1 Equation 5-6
Where: I = Composite Imperviousness, %
Ii = Imperviousness for Specific Area (Ai), %
Ai = Area of Surface with Imperviousness of Ii, acres or square feet
n = Number of different surfaces to be considered
At = Total Area over which I is applicable, acres or square feet
4.1.1 Intensity-Duration-Frequency Curves for SWMM
The hyetograph input option must be selected when creating SWMM input files. Hyetographs for the 2-
year, 5-year, 10-year, 25-year, 50-year, and 100-year Fort Collins rainfall events are provided in Table
4.1-4.
Table 4.1-4. IDF Table for SWMM
Duration
(min)
Intensity
2-year
(in/hr)
Intensity
5-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
25-year
(in/hr)
Intensity
50-year
(in/hr)
Intensity
100-year
(in/hr)
5 0.29 0.40 0.49 0.63 0.79 1.00
10 0.33 0.45 0.56 0.72 0.90 1.14
15 0.38 0.53 0.65 0.84 1.05 1.33
20 0.64 0.89 1.09 1.41 1.77 2.23
25 0.81 1.13 1.39 1.80 2.25 2.84
30 1.57 2.19 2.69 3.48 4.36 5.49
35 2.85 3.97 4.87 6.30 7.90 9.95
40 1.18 1.64 2.02 2.61 3.27 4.12
45 0.71 0.99 1.21 1.57 1.97 2.48
50 0.42 0.58 0.71 0.92 1.16 1.46
55 0.35 0.49 0.60 0.77 0.97 1.22
60 0.30 0.42 0.52 0.67 0.84 1.06
65 0.20 0.28 0.39 0.62 0.79 1.00
70 0.19 0.27 0.37 0.59 0.75 0.95
75 0.18 0.25 0.35 0.56 0.72 0.91
Table RO-13
SWMM Input Parameters
Depth of Storage on Impervious Areas 0.1 inches
Depth of Storage on Pervious Areas 0.3 inches
Maximum Infiltration Rate 0.51 inches/hour
Minimum Infiltration Rate 0.50 inches/hour
Decay Rate 0.0018 inches/sec
Zero Detention Depth 1%
Manning’s n Value for Pervious Surfaces 0.025
Manning’s n Value for Impervious Surfaces 0.016
4.3.2 Pervious-Impervious Area
Table RO-14 should be used to determine preliminary percentages of impervious land
cover for a given land-use or zoning. The final design must be based on the actual
physical design conditions of the site.
Table RO-14
Percent Imperviousness Relationship to Land Use*
LAND USE OR ZONING
PERCENT IMPERVIOUS
(%)
Business:
T
CCN, CCR, CN
E, RDR, CC, LC
C, NC, I, D, HC, CS
20
70
80
90
Residential:
RF,UE
RL, NCL
LMN,NCM
MMN, NCB
30
45
50
70
Open Space:
Open Space and Parks (POL)
Open Space along foothills ridge
(POL,RF)
RC
10
20
20
*For updated zoning designations and definitions, please refer to Article Four of the City Land
Use Code, as amended
LEGEND
DRAINAGE BASIN
BASIN NUMBER
BASIN AREA (ACRES)
EXHIBIT 4.2
FUTURE DETENTION AND WATER QUALITY REQUIREMENTS
RESTRICT AMOUNT OF RUNOFF
TO EXISTING CONDITIONS IF
RE-DEVELOPED. WATER QUALITY
PROVIDED IN REDWOOD POND
REQUIRE FUTURE ON-SITE
DETENTION & WATER
QUALITY. RELEASE RATE
@ 0.20 cfs/acre
REQUIRE FUTURE ON-SITE
DETENTION.
WATER QUALITY PROVIDED
IN REGIONAL POND.
FUTURE RE-ALIGNED VINE
DRIVE. WATER QUALITY
PROVIDED WITH SNOUTS.
DISCHARGE INTO
REGIONAL POND WITHOUT
FUTURE DETENTION OR
WATER QUALITY.
RESTRICT AMOUNT OF RUNOFF
TO EXISTING CONDITIONS IF
RE-DEVELOPED. FUTURE WATER
QUALITY REQUIRED.
RESTRICT AMOUNT OF RUNOFF
TO EXISTING CONDITIONS IF
RE-DEVELOPED. WATER QUALITY
PROVIDED IN REGINAL POND.
BASIN 103: NO DETENTION OR
WATER QUALITY REQURED IF
DISCHARGING INTO
EVERGREEN WEST POND
COLLEGE AVENUE
RED CEDAR CIRCLE
LEMAY AVENUE
DRY CREEK
BRISTLECONE DRIVE
CONIFER STREET
NOKOMIS COURT
BLUE SPRUCE DRIVE
CONIFER STREET
LUPINE DRIVE
REDWOOD
POND
REGIONAL
POND
REDWOOD STREET
COLLEGE AVENUE
JEROME STREET
BONDELL STREET
OSIANDER STREET
EAST VINE DRIVE
70.0 ac
68.2 ac
13.2 ac
1
Karen Brigman
From: Jaclyn Michaelsen <jmichaelsen@iconeng.com>
Sent: Thursday, April 11, 2019 3:24 PM
To: Jason Claeys; Sandra Bratlie
Cc: Linsey Chalfant; Shane Boyle; Karen Brigman
Subject: RE: NECCO & Northfield
Attachments: EPA SWMM Output for Jason.xlsx
Jason,
I attached an excel file that has the rating curves for a couple manholes just to make sure that I got your correct tie-in
location. Below is a schematic from the model. The City wanted me to let you know that they have not reviewed the
master plan model, so it is preliminary. Please let me know if you need any additional information.
Thanks!
Jaclyn Michaelsen
970.310.1547
From: Jason Claeys <jclaeys@highland-ds.com>
Sent: Wednesday, April 10, 2019 10:40 AM
To: Sandra Bratlie <sbratlie@fcgov.com>
Cc: Linsey Chalfant <lchalfant@fcgov.com>; Shane Boyle <SBOYLE@fcgov.com>; Jaclyn Michaelsen
<jmichaelsen@iconeng.com>; Karen Brigman <kbrigman@highland-ds.com>
Subject: RE: NECCO & Northfield
Good Morning Sandra,
I was able to flip through the appendices and reviewed the HGL at our outfalls. The HGL we were using before
of 4947.68 appears to be in reference to NGVD29 datum. Using the NAVD conversion of 3.17’, this places the
HGL at 4950.85. Not sure the status of the updated model, but would you be able to confirm the 100-yr HGL
at MH A7? I may need a time series for the outfall since the HGL will have an impact on our pond designs.
Once you are able to share the model, I will see what I can get for outputs from MH A7. Can you confirm the
status of the model?
Thanks!
Jason T. Claeys, P.E., LEED AP
Highland Development Services, Inc. | jclaeys@highland-ds.com
6341 Fairgrounds Avenue, Suite 100 | Windsor, CO 80550
D 970.674.7570 | M 970.817.1712
PZ-2
MW-1
PZ-1
PZ-5 PZ-6 MW-2
PZ-3 PZ-4
PZ-7
(4956.1)
[4948.9]
(4957.3)
[4951.3]
(4956.1)
[4951.0]
(4953.5)
[4948.5]
(4954.2)
[4947.4]
(4951.8)
[4946.5]
(4953.2)
[4948.6]
(4954.6)
[4958.5]
(4956.5)
[4950.8]
4951
4950
4949
4948
4947
Figure 2: Groundwater Contour Map
Schlagel Property
Fort Collins, Colorado
EEC Project #: 1172056 Date: August 2017
EARTH ENGINEERING CONSULTANTS, LLC
MW-1 & MW-2:
Approximate Monitor
Well Locations
Legend
PZ-1 thru PZ-7:
Approximate
Piezometer Locations
Approximate Ground
Surface Elevation
Approximate
Groundwater Elevation
(4950.8)
[4950.8]
Approximate
Groundwater Contours
Approximate
Groundwater
Directional Flow
Boring/Piezometer No. (PZ)
Approx Surface Elev (ft)
Date Measured
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
7/26/2017 3.0 4951.6 4957.6 5.0 4946.8 4952.8 5.0 4951.5 4957.5
7/27/2017 3.8 4950.8 4956.8 5.3 4946.5 4952.5 4.7 4951.8 4957.8
9/19/2017 4.0 4950.6 4956.6 5.7 4946.1 4952.1 5.2 4951.3 4957.3
10/19/2017 4.0 4950.6 4956.6 5.6 4946.2 4952.2 5.0 4951.5 4957.5
2/12/2017 5.7 4948.9 4954.9 7.0 4944.8 4950.8 6.8 4949.7 4955.7
6/7/2018 3.7 4950.9 4956.9 5.2 4946.6 4952.6 4.4 4952.1 4958.1
Boring/Piezometer No. (PZ)
Approx Surface Elev (ft)
Date Measured
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
7/26/2017 5.5 4947.7 4953.7 5.0 4951.1 4957.1 5.0 4948.5 4954.5
7/27/2017 4.6 4948.6 4954.6 5.1 4951.0 4957.0 5.0 4948.5 4954.5
9/19/2017 4.7 4948.5 4954.5 5.8 4950.3 4956.3 5.3 4948.2 4954.2
10/19/2017 4.6 4948.6 4954.6 5.9 4950.2 4956.2 5.1 4948.4 4954.4
2/12/2017 6.2 4947.0 4953.0 7.5 4948.6 4954.6 6.5 4947.0 4953.0
6/7/2018 4.6 4948.6 4954.6 4.4 4951.7 4957.7 5.3 4948.2 4954.2
Boring/Piezometer No. (PZ)
Approx Surface Elev (ft)
Date Measured
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
Approx Depth
to GW
Approx
GW Elev
Figure 2. Depth to groundwater over time at Northfield monitoring points (in feet).
Date MW-1 MW-2 PZ-1 PZ-2 PZ-3 PZ-4 PZ-5 PZ-6 PZ-7
7/27/2017 3.8 5.3 4.7 4.6 5.1 5.0 6.0 6.8 7.2
9/19/2017 4.0 5.7 5.2 4.7 5.8 5.3 7.0 6.7 7.3
10/19/2017 4.0 5.6 5.0 4.6 5.9 5.1 7.1 6.6 7.3
2/12/2018 5.7 7.0 6.8 6.2 7.5 6.5 8.8 8.0 8.9
6/7/2018 3.7 5.2 4.4 4.6 4.4 5.3 5.1 7.2 7.0
2/15/2019 6.5 7.4 7.6 7.3 9.7
6/6/2019 3.8 5.5 4.5 4.4 5.3 6.9 7.5
0
1
2
3
4
5
6
7
8
9
10
6/1/2017 8/31/2017 11/30/2017 3/1/2018 6/1/2018 8/31/2018 11/30/2018 3/2/2019 6/1/2019 8/31/2019
Depth to Water (feet)
Date
MW-1
MW-2
PZ-1
PZ-2
PZ-3
PZ-4
PZ-5
PZ-6
PZ-7
6/25/2019 Miller Groundwater Engineering, LLC
Appendix B
APPENDIX B – SWMM INPUT/OUTPUT
Northfield
PROPOSED DRAINAGE SUMMARY
Design Engineer: K. Brigman
Design Firm: Highland Development Services
Project Number: 18-1000-01
Date:
SWMM INPUT SUMMARY TABLE
A3 A1, A2, A3 2.39 103,916 70.0% 497 209
A4 A4 0.88 38,291 59.8% 413 93
A6 A5, A6 1.49 64,747 80.7% 287 226
A9 A7, A8, A9 1.99 86,841 65.6% 623 139
A11 A10, A11 1.82 79,390 79.0% 550 144
A12 A12 1.25 54,414 31.1% 321 170
A14 A13, A14 1.08 47,176 80.7% 252 187
A15 A15 2.48 107,951 50.8% 1062 102
A16 A16 0.80 34,957 73.5% 1141 31
A17 A17 0.90 39,162 7.1% 636 62
A18 A18 3.02 131,657 12.5% 441 299
B1 B1 2.13 92,658 37.1% 826 112
B2 B2 1.30 56,628 71.8% 684 83
B3 B3 1.07 46,573 55.9% 603 77
B4 B4 1.32 57,444 83.4% 543 106
B6 B5, B6 1.02 44,619 83.0% 230 194
B9 B7, B9 2.55 111,150 31.2% 515 216
B8 B8 0.40 17,449 72.3% 217 80
B10 B10 0.48 20,847 55.8% 237 88
B11 B11 2.47 107,621 64.8% 623 173
B12 B12 0.41 17,982 1.5% 94 191
B17
B13, B14, B15,
B16, B17
2.53 110,074 79.3% 692 159
B18 B18 0.43 18,766 57.6% 362 52
B19 B19 0.43 18,723 60.5% 362 52
B20 B20 2.94 128,184 11.8% 743 173
C1 C1 1.30 56,445 36.3% 577 98
C2 C2 0.14 5,888 0.0% 66 89
C3 C3 0.83 36,164 61.7% 350 103
C4 C4 0.22 9,388 72.3% 186 50
C5 C5 1.20 52,251 22.3% 311 168
D1A D1A 0.70 30,292 21.3% 195 155
D1 D1 0.73 31,966 65.8% 263 122
D3 D2, D3 1.10 48,038 66.1% 492 98
D4 D4 0.16 7,129 57.7% 101 71
D5 D5 0.43 18,591 45.8% 340 55
D6 D6 0.10 4,463 68.1% 194 23
D7 D7 0.09 3,817 81.6% 129 30
D13
D8, D9, D10, D11,
D12, D13
3.40 148,227 61.5% 688 215
D14 D14 2.50 108,741 3.9% 630 173
Percent
Impervious
Length
(ft)
Width
(ft)
August 28, 2019
SWMM
A11
A12
A14
A15
A18
A3
A4 A6
A9
B1
B10
B11
B12
B17
B18
B19
B2
B20
B3
B4
B6
B8
B9
C1
C2
C3
C4
C5
D13
D14
D3
D4
D5
D6
D7
D1A D1
OPA1
OPA3 OPA4
OPB1
OPB2
OPB3
OP-MHA4
OP-MHA6
OP-MHA7
OP-MHB2
OP-MHB5
PA1
PA10
PA11
PA12
PA13
PA14
PA15
PA16
PA17
PA2
PA3
PA4
PA5
PA6
PA7
18-1000-00 Northfield SWMM(kinematic).inp
[TITLE]
;;Project Title/Notes
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING YES
SKIP_STEADY_STATE NO
START_DATE 03/11/2019
START_TIME 00:00:00
REPORT_START_DATE 03/11/2019
REPORT_START_TIME 00:00:00
END_DATE 03/11/2019
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:05:00
WET_STEP 00:05:00
DRY_STEP 00:05:00
ROUTING_STEP 0:00:30
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.60
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 2
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
Page 1
18-1000-00 Northfield SWMM(kinematic).inp
DRY_ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
CoFC_100-yr INTENSITY 0:05 1.0 TIMESERIES CoFC_100-yr
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
A11 CoFC_100-yr IA4 1.82 79.0 144 0.5 0
A12 CoFC_100-yr VA2 1.25 31.1 170 0.5 0
A14 CoFC_100-yr IA5 1.08 80.7 187 0.5 0
A15 CoFC_100-yr IA6 2.48 50.8 102 0.5 0
A18 CoFC_100-yr VA1 3.02 12.5 299 0.5 0
A3 CoFC_100-yr IA1 2.39 70.0 209 0.5 0
A4 CoFC_100-yr IA2 0.88 59.8 93 0.5 0
A6 CoFC_100-yr IA3 1.49 80.7 226 0.5 0
A9 CoFC_100-yr VA2 1.99 65.6 139 0.5 0
B1 CoFC_100-yr IB1 2.13 37.1 112 0.5 0
B10 CoFC_100-yr IB7 0.48 55.8 88 0.5 0
B11 CoFC_100-yr IB8 2.2 64.8 155 0.5 0
B12 CoFC_100-yr VB2 .41 1.5 191 0.5 0
B17 CoFC_100-yr IB9 2.53 79.3 159 0.5 0
B18 CoFC_100-yr IB11 0.43 57.6 52 0.5 0
B19 CoFC_100-yr IB10 0.43 60.5 52 0.5 0
B2 CoFC_100-yr IB2 1.30 71.8 83 0.5 0
B20 CoFC_100-yr VB1 2.94 11.8 173 0.5 0
B3 CoFC_100-yr IB3 1.07 55.9 77 0.5 0
B4 CoFC_100-yr IB4 1.32 83.4 106 0.5 0
B6 CoFC_100-yr IB5 1.02 83.0 191 0.5 0
B8 CoFC_100-yr IB6 0.40 72.3 80 0.5 0
B9 CoFC_100-yr VB3 2.55 31.2 216 0.5 0
C1 CoFC_100-yr IC1 1.30 36.3 98 0.5 0
C2 CoFC_100-yr IC2 0.14 0 89 2 0
C3 CoFC_100-yr IC3 0.83 61.7 103 0.5 0
C4 CoFC_100-yr IC4 .22 72.3 50 0.5 0
C5 CoFC_100-yr VC1 1.20 22.3 168 0.5 0
D13 CoFC_100-yr VD1 3.40 61.5 215 0.5 0
D14 CoFC_100-yr VD1 2.50 3.9 173 0.5 0
D3 CoFC_100-yr ID2 1.10 66.1 98 0.5 0
D4 CoFC_100-yr ID3 0.16 57.7 35 0.5 0
D5 CoFC_100-yr ID4 0.43 40 55 0.5 0
D6 CoFC_100-yr ID5 0.10 68.1 23 0.5 0
D7 CoFC_100-yr ID6 0.09 81.6 30 0.5 0
Page 2
18-1000-00 Northfield SWMM(kinematic).inp
D1A CoFC_100-yr ID1A 0.71 21.3 155 0.5 0
D1 CoFC_100-yr ID1 0.73 65.8 122 0.5 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
A11 0.01 0.1 .1 .3 1 OUTLET
A12 0.01 0.1 .1 .3 1 OUTLET
A14 0.01 0.1 .1 .3 1 OUTLET
A15 0.01 0.1 .1 .3 1 OUTLET
A18 0.01 0.1 .1 .3 1 OUTLET
A3 0.01 0.1 .1 .3 1 OUTLET
A4 0.01 0.1 .1 .3 1 OUTLET
A6 0.01 0.1 .1 .3 1 OUTLET
A9 0.01 0.1 .1 .3 1 OUTLET
B1 0.01 0.1 .1 .3 1 OUTLET
B10 0.01 0.1 .1 .3 1 OUTLET
B11 0.01 0.1 .1 .3 1 OUTLET
B12 0.01 0.1 .1 .3 1 OUTLET
B17 0.01 0.1 .1 .3 1 OUTLET
B18 0.01 0.1 .1 .3 1 OUTLET
B19 0.01 0.1 .1 .3 1 OUTLET
B2 0.01 0.1 .1 .3 1 OUTLET
B20 0.01 0.1 .1 .3 1 OUTLET
B3 0.01 0.1 .1 .3 1 OUTLET
B4 0.01 0.1 .1 .3 1 OUTLET
B6 0.01 0.1 .1 .3 1 OUTLET
B8 0.01 0.1 .1 .3 1 OUTLET
B9 0.01 0.1 .1 .3 1 OUTLET
C1 0.01 0.1 .1 .3 1 OUTLET
C2 0.01 0.1 .1 .3 1 OUTLET
C3 0.01 0.1 .1 .3 1 OUTLET
C4 0.01 0.1 .1 .3 1 OUTLET
C5 0.01 0.1 .1 .3 1 OUTLET
D13 0.01 0.1 .1 .3 1 OUTLET
D14 0.01 0.1 .1 .3 1 OUTLET
D3 0.01 0.1 .1 .3 1 OUTLET
D4 0.01 0.1 .1 .3 1 OUTLET
D5 0.01 0.1 .1 .3 1 OUTLET
D6 0.01 0.1 .1 .3 1 OUTLET
D7 0.01 0.1 .1 .3 1 OUTLET
D1A 0.01 0.1 .1 .3 1 OUTLET
D1 0.01 0.1 .1 .3 1 OUTLET
[INFILTRATION]
Page 3
18-1000-00 Northfield SWMM(kinematic).inp
;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil
;;-------------- ---------- ---------- ---------- ---------- ----------
A11 3.0 0.5 6.48 7 0
A12 3.0 0.5 6.48 7 0
A14 3.0 0.5 6.48 7 0
A15 3.0 0.5 6.48 7 0
A18 3.0 0.5 6.48 7 0
A3 3.0 0.5 6.48 7 0
A4 3.0 0.5 6.48 7 0
A6 3.0 0.5 6.48 7 0
A9 3.0 0.5 6.48 7 0
B1 3.0 0.5 6.48 7 0
B10 3.0 0.5 6.48 7 0
B11 3.0 0.5 6.48 7 0
B12 3.0 0.5 6.48 7 0
B17 3.0 0.5 6.48 7 0
B18 3.0 0.5 6.48 7 0
B19 3.0 0.5 6.48 7 0
B2 3.0 0.5 6.48 7 0
B20 3.0 0.5 6.48 7 0
B3 3.0 0.5 6.48 7 0
B4 3.0 0.5 6.48 7 0
B6 3.0 0.5 6.48 7 0
B8 3.0 0.5 6.48 7 0
B9 3.0 0.5 6.48 7 0
C1 3.0 0.5 6.48 7 0
C2 3.0 0.5 6.48 7 0
C3 3.0 0.5 6.48 7 0
C4 3.0 0.5 6.48 7 0
C5 3.0 0.5 6.48 7 0
D13 3.0 0.5 6.48 7 0
D14 3.0 0.5 6.48 7 0
D3 3.0 0.5 6.48 7 0
D4 3.0 0.5 6.48 7 0
D5 3.0 0.5 6.48 7 0
D6 3.0 0.5 6.48 7 0
D7 3.0 0.5 6.48 7 0
D1A 3.0 0.5 4 7 0
D1 3.0 0.5 4 7 0
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
IA1 4948.41 6.1 0 0 0
IA2 4948.31 6.2 0 0 0
Page 4
18-1000-00 Northfield SWMM(kinematic).inp
IA3 4948.15 6.35 0 0 0
IA4 4946.80 5.8 0 0 0
IA5 4944.07 10.7 0 0 0
IA6 4943.46 8.1 0 0 0
IB1 4950.43 6.2 0 0 0
IB10 4948.38 4.8 0 0 0
IB11 4948.71 4.2 0 0 0
IB2 4948.67 7.5 0 0 0
IB3 4948.58 7.6 0 0 0
IB4 4948.35 8.45 0 0 0
IB5 4949.8 5.2 0 0 0
IB6 4953.11 4.7 0 0 0
IB7 4950.43 6.2 0 0 0
IB8 4949.75 6.9 0 0 0
IB9 4951.95 4.05 0 0 0
IC1 4955.24 4 0 0 0
IC2 4953.89 4.3 0 0 0
IC3 4954.13 4.7 0 0 0
IC4 4953.82 5.0 0 0 0
ID3 4952.44 4.5 0 0 0
ID4 4952.97 3.3 0 0 0
ID5 4952.13 5.0 0 0 0
ID6 4951.45 5.7 0 0 0
IE1 4944.77 6.2 0 0 0
IE2 4944.6 6.4 0 0 0
MHA1 4948.27 6.5 0 0 0
MHA2 4947.79 7.4 0 0 0
MHA3 4946.7 8.3 0 0 0
MHA5 4944.14 12.1 0 0 0
MHB1 4948.14 9.3 0 0 0
MHB3 4945.56 11.4 0 0 0
MHB4 4944.74 9.4 0 0 0
MHB6 4947.76 8.5 0 0 0
MHC1 4953.6 4.3 0 0 0
MHC2 4953.32 7.2 0 0 0
MHD2 4952.23 5.7 0 0 0
MHD4 4948.10 6.0 0 0 0
MHD5 4947.52 4.9 0 0 0
OA2 4944.27 3.7 0 8 0
OA3-Stage1 4943.89 8.5 0 0 0
OA3-Stage2 4943.89 8.1 0 0 0
OA4-Stage1 4943.20 8.8 0 0 0
OA4-Stage2 4943.20 4.8 0 4 0
OB1-Stage1 4947 9 0 0 0
OB1-Stage2 4945.75 5.25 0 4 0
Page 5
18-1000-00 Northfield SWMM(kinematic).inp
OB2-Stage1 4949.29 8.5 0 0 0
OB2-Stage2 4948.04 5.4 0 2.5 0
OB3-Stage1 4944.59 8.5 0 0 0
OB3-Stage2 4944.59 4.56 0 3.85 0
OC1 4952.2 3 0 2.8 0
OD1 4945.02 3.6 0 2.4 0
MHD3 4949.78 4.7 0 0 0
ID1A 4954.12 3.1 0 0 0
ID1 4953.38 3.85 0 0 0
ID2 4952.74 4.3 0 0 0
MHD1 4952.58 6.2 0 0 0
OA1-Stage1 4945.50 9 0 0 0
OA1-Stage2 4944.25 10.25 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
Out2 4942.91 FIXED 4946.07 NO
Out1 4943.82 FIXED 4947.38 NO
Out3 4943.69 FIXED 4947.38 NO
[DIVIDERS]
;;Name Elevation Diverted Link Type Parameters
;;-------------- ---------- ---------------- ---------- ----------
MHB2 4947.40 OP-MHB2 OVERFLOW 8.6 0 0 0
MHA4 4945.75 OP-MHA4 OVERFLOW 8.75 0 0 0
MHB5 4944.64 OP-MHB5 OVERFLOW 8 0 0 0
MHA7 4943.29 OP-MHA7 OVERFLOW 9 0 0 0
MHA6 4943.95 OP-MHA6 OVERFLOW 8.1 0 0 0
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- --------
--------
VB3 4951.5 4.5 0 TABULAR B3 0 0
VB2 4953.5 2 0 TABULAR B2 0 0
VB1 4948 4.5 0.83 TABULAR B1 0 0
VA2 4950.0 4.5 0 TABULAR A2 0 0
VA1 4948 3.5 .51 TABULAR A1 0 0
VC1 4952.2 3.8 1.5 TABULAR C 0 0
VD1 4945.62 4.4 1.27 TABULAR D 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
Page 6
18-1000-00 Northfield SWMM(kinematic).inp
OPA1 OA1-Stage1 VA2 10 .001 4.5 0 0 0
OPA3 OA3-Stage1 VA1 10 .001 4.11 0 0 0
OPA4 OA4-Stage1 VA1 10 .001 4.8 0 0 0
OPB1 OB1-Stage1 VB3 10 .001 4.5 0 0 0
OPB2 OB2-Stage1 VB2 10 .001 4.21 0 0 0
OPB3 OB3-Stage1 VB1 10 .001 3.41 0 0 0
OP-MHA4 MHA4 VA2 10 .001 4.25 0 0 0
OP-MHA6 MHA6 VA1 10 .001 4.05 0 0 0
OP-MHA7 MHA7 VA1 10 .001 4.71 0 0 0
OP-MHB2 MHB2 VB3 10 .001 4.6 .001 0 0
OP-MHB5 MHB5 VB1 10 .001 3.4 .001 0 0
PA1 IA1 MHA1 28 .012 0 0 0 0
PA10 MHA5 IA5 53 .012 0 0 0 0
PA11 IA5 MHA6 102 .012 0 0 0 0
PA12 MHA6 OA3-Stage1 51 .012 0 0 0 0
PA13 OA2 OA3-Stage1 1.55 .012 0 0 0 0
PA14 IA6 MHA7 38 .012 0 0 0 0
PA15 MHA7 OA4-Stage1 23 .012 0 0 0 0
PA16 OA4-Stage2 Out2 65 .012 0 0 0 0
PA17 OA3-Stage2 Out1 60 .016 0 0 0 0
PA2 IA2 MHA1 8 .012 0 0 0 0
PA3 MHA1 MHA2 96 .012 0 0 0 0
PA4 IA3 MHA2 138 .012 0 0 0 0
PA5 MHA2 MHA3 210 .012 0 0 0 0
PA6 MHA3 MHA4 137 .012 0 0 0 0
PA7 IA4 MHA4 131 .012 0 0 0 0
PA8 MHA4 OA1-Stage1 223 .012 0 0 0 0
PB1 IB1 IB2 71 .012 0 0 0 0
PB10 IB7 IB8 36 .012 0 .5 0 0
PB11 IB8 OB2-Stage1 93 .012 0 0 0 0
PB12 OB2-Stage2 MHB6 41 .012 0 0 0 0
PB13 MHB6 MHB3 320 .012 0 0 0 0
PB14 MHB3 MHB4 347 .012 0 0 0 0
PB15 MHB4 MHB5 42 .012 0 0 0 0
PB16 MHB5 OB3-Stage1 20 .012 0 0 0 0
PB17 IB9 VB1 90 .016 0 3.5 0 0
PB18 IB10 VB1 35 .012 0 .2 0 0
PB19 IB11 IB10 65 .012 0 0 0 0
PB2 IB2 IB3 36 .012 0 0 0 0
PB20 OB3-Stage2 OA2 133 .012 0 0 0 0
PB3 IB3 IB4 95 .012 0 0 0 0
PB4 IB4 MHB1 90 .012 0 0 0 0
PB5 MHB1 MHB2 316 .012 0 0 0 0
PB6 MHB2 OB1-Stage1 169 .012 0 0 0 0
PB7 IB5 MHB2 213 .012 0 0 0 0
Page 7
18-1000-00 Northfield SWMM(kinematic).inp
PB8 IB6 VB3 55 .012 0 1.1 0 0
PB9 OB1-Stage2 MHB3 75 .012 0 0 0 0
PC1 IC1 IC2 135 .012 0 0 0 0
PC2 IC2 MHC1 57 .012 0 0 0 0
PC3 MHC1 VC1 37 .012 0 1.24 0 0
PC4 IC3 IC4 36 .012 0 0 0 0
PC5 IC4 MHC2 60 .012 0 0 0 0
PC6 MHC2 VC1 88 .012 0 .4 0 0
PC7 OC1 VB1 121 .012 0 3.6 0 0
PD5 ID3 MHD2 105 .012 0 0 0 0
PD6 ID4 MHD2 147 .012 0 0 0 0
PD7 MHD2 ID5 20 .012 0 0 0 0
PD8 ID5 ID6 36 .012 0 .5 0 0
PD11 MHD4 MHD5 115 .012 0 0 0 0
PD12 MHD5 VD1 145 .016 0 1.18 0 0
PD13 OD1 IE1 48 .012 0 .1 0 0
PE1 IE1 IE2 65 .012 0 0 0 0
PE2 IE2 Out3 22 .016 0 0 0 0
PA9 OA1-Stage2 MHA5 94 .012 0 0 0 0
PD9 ID6 MHD3 335 .012 0 0 0 0
PD10 MHD3 MHD4 335 .012 0 0 0 0
PD1 ID1A ID1 95 .012 0 0 0 0
PD2 ID1 ID2 372 .012 0 0 0 0
PD3 ID2 MHD1 91 .012 0 0 0 0
PD4 MHD1 ID3 78 .012 0 0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
OutB2 VB2 OB2-Stage2 SIDE 0 0.65 NO 0
OutA4 VA1 OA4-Stage2 SIDE 0 0.65 NO 0
OutA3 VA1 OA3-Stage2 SIDE 0 0.65 NO 0
OutB3 VB1 OB3-Stage2 SIDE 0 0.65 NO 0
OutB1 VB3 OB1-Stage2 SIDE 0 0.65 NO 0
OutD1 VD1 OD1 SIDE 0 0.65 NO 0
OutC1 VC1 OC1 SIDE 0 0.65 NO 0
OutA1 VA2 OA1-Stage2 SIDE 0 0.65 NO 0
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
OPA1 RECT_OPEN 4 10 0 0 1
OPA3 RECT_OPEN 4 10 0 0 1
OPA4 RECT_OPEN 4 10 0 0 1
OPB1 RECT_OPEN 4 10 0 0 1
Page 8
18-1000-00 Northfield SWMM(kinematic).inp
OPB2 RECT_OPEN 4 10 0 0 1
OPB3 RECT_OPEN 4 10 0 0 1
OP-MHA4 RECT_OPEN 4 10 0 0 1
OP-MHA6 RECT_OPEN 4 10 0 0 1
OP-MHA7 RECT_OPEN 4 10 0 0 1
OP-MHB2 RECT_OPEN 4 10 0 0 1
OP-MHB5 RECT_OPEN 4 10 0 0 1
PA1 CIRCULAR 2.5 0 0 0 1
PA10 CIRCULAR 3 0 0 0 1
PA11 CIRCULAR 3 0 0 0 1
PA12 CIRCULAR 3 0 0 0 1
PA13 CIRCULAR 2 0 0 0 1
PA14 CIRCULAR 2 0 0 0 1
PA15 CIRCULAR 2 0 0 0 1
PA16 CIRCULAR 2 0 0 0 1
PA17 HORIZ_ELLIPSE 1.167 1.917 1 0 1
PA2 CIRCULAR 2 0 0 0 1
PA3 CIRCULAR 2.5 0 0 0 1
PA4 CIRCULAR 2.5 0 0 0 1
PA5 CIRCULAR 3 0 0 0 1
PA6 CIRCULAR 2 0 0 0 2
PA7 CIRCULAR 2.5 0 0 0 1
PA8 CIRCULAR 2.5 0 0 0 1
PB1 CIRCULAR 2 0 0 0 1
PB10 CIRCULAR 1.5 0 0 0 1
PB11 CIRCULAR 2.5 0 0 0 1
PB12 CIRCULAR 2 0 0 0 1
PB13 CIRCULAR 2 0 0 0 1
PB14 CIRCULAR 2 0 0 0 1
PB15 CIRCULAR 2 0 0 0 1
PB16 CIRCULAR 2 0 0 0 1
PB17 HORIZ_ELLIPSE 2.000 3.167 4 0 1
PB18 CIRCULAR 1.5 0 0 0 1
PB19 CIRCULAR 1.5 0 0 0 1
PB2 CIRCULAR 2.5 0 0 0 1
PB20 CIRCULAR 2 0 0 0 1
PB3 CIRCULAR 3 0 0 0 1
PB4 CIRCULAR 3.5 0 0 0 1
PB5 CIRCULAR 3.5 0 0 0 1
PB6 CIRCULAR 2 0 0 0 1
PB7 CIRCULAR 2.5 0 0 0 1
PB8 CIRCULAR 1.5 0 0 0 1
PB9 CIRCULAR 2 0 0 0 1
PC1 CIRCULAR 1.5 0 0 0 1
PC2 CIRCULAR 1.5 0 0 0 1
Page 9
18-1000-00 Northfield SWMM(kinematic).inp
PC3 CIRCULAR 1.5 0 0 0 1
PC4 CIRCULAR 1.5 0 0 0 1
PC5 CIRCULAR 1.5 0 0 0 1
PC6 CIRCULAR 1.5 0 0 0 1
PC7 CIRCULAR 1.5 0 0 0 1
PD5 CIRCULAR 2.5 0 0 0 1
PD6 CIRCULAR 1.5 0 0 0 1
PD7 CIRCULAR 2.5 0 0 0 1
PD8 CIRCULAR 2.5 0 0 0 1
PD11 CIRCULAR 2.5 0 0 0 1
PD12 HORIZ_ELLIPSE 2.000 3.167 4 0 1
PD13 CIRCULAR 1.5 0 0 0 1
PE1 CIRCULAR 2.5 0 0 0 1
PE2 CIRCULAR 2 0 0 0 1
PA9 CIRCULAR 3 0 0 0 1
PD9 CIRCULAR 2.5 0 0 0 1
PD10 CIRCULAR 2.5 0 0 0 1
PD1 CIRCULAR 1.5 0 0 0 1
PD2 CIRCULAR 2 0 0 0 1
PD3 CIRCULAR 2.5 0 0 0 1
PD4 CIRCULAR 2.5 0 0 0 1
OutB2 CIRCULAR 1.4167 0 0 0
OutA4 CIRCULAR 1.125 0 0 0
OutA3 CIRCULAR .5833 0 0 0
OutB3 CIRCULAR 1.0417 0 0 0
OutB1 CIRCULAR .66 0 0 0
OutD1 CIRCULAR .3958 0 0 0
OutC1 CIRCULAR .4167 0 0 0
OutA1 CIRCULAR 1.67 0 0 0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
;Pond A1
A1 Storage 0 1
A1 .5 5679
A1 1 22767
A1 1.5 45079
A1 2 67209
A1 2.5 78292
A1 3 81175
A1 3.5 83146
A1 4 85329
;
;Pond A2
Page 10
18-1000-00 Northfield SWMM(kinematic).inp
A2 Storage 0 1
A2 .5 2039
A2 1 8359
A2 1.5 14667
A2 2 17134
A2 2.5 17846
A2 3 18540
A2 3.5 19251
A2 4 19976
A2 4.5 20716
;
;Pond B1
B1 Storage 0 1
B1 .5 2067
B1 1 9410
B1 1.5 15234
B1 2 23785
B1 2.5 32850
B1 3 42020
B1 3.5 51528
B1 4 61043
B1 4.5 68436
B1 5 77589
;
;Pond B2
B2 Storage 0 1
B2 .5 3696
B2 1 6275
B2 1.5 7007
B2 2 7760
B2 2.5 8545
B2 3 9360
B2 3.5 10206
;
;Pond B3
B3 Storage 0 1
B3 .5 2359
B3 1 9311
B3 1.5 14696
B3 2 24667
B3 2.5 34377
B3 3 37503
B3 3.5 39856
B3 4 42256
B3 4.5 47009
Page 11
18-1000-00 Northfield SWMM(kinematic).inp
;
;Pond C
C Storage 0 1
C .3 309
C .8 1250
C 1.3 6000
C 1.8 10590
C 2.3 11943
C 2.8 13038
C 3.3 14143
C 3.8 15269
C 4.3 16426
C 4.8 17617
C 5.3 18857
C 5.8 20138
C 6.3 21507
;
;Pond D
D Storage 0 0
D .38 953
D 0.88 4839
D 1.38 8716
D 1.88 10860
D 2.38 19723
D 2.88 29964
D 3.38 42821
D 3.88 52864
D 4.38 59809
D 4.88 65735
D 5.38 74113
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
;CoFC Rainfall Data
CoFC_100-yr 0:0 0
CoFC_100-yr 0:5 1.00
CoFC_100-yr 0:10 1.14
CoFC_100-yr 0:15 1.33
CoFC_100-yr 0:20 2.23
CoFC_100-yr 0:25 2.84
CoFC_100-yr 0:30 5.49
CoFC_100-yr 0:35 9.95
CoFC_100-yr 0:40 4.12
CoFC_100-yr 0:45 2.48
Page 12
18-1000-00 Northfield SWMM(kinematic).inp
CoFC_100-yr 0:50 1.46
CoFC_100-yr 0:55 1.22
CoFC_100-yr 0:60 1.06
CoFC_100-yr 1:05 1.00
CoFC_100-yr 1:10 0.95
CoFC_100-yr 1:15 0.91
CoFC_100-yr 1:20 0.87
CoFC_100-yr 1:25 0.84
CoFC_100-yr 1:30 0.81
CoFC_100-yr 1:35 0.78
CoFC_100-yr 1:40 0.75
CoFC_100-yr 1:45 0.73
CoFC_100-yr 1:50 0.71
CoFC_100-yr 1:55 0.59
CoFC_100-yr 2:00 0.67
;
NECCO_A6 FILE "NECCO A6 HGL.dat"
;
NECCO_A7 FILE "NECCO A7 HGL.dat"
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -2265.077 305.049 12734.923 10305.049
Units Feet
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
IA1 8883.240 7209.577
IA2 9058.555 7202.564
IA3 9593.268 6794.963
IA4 9028.752 4810.391
IA5 7896.213 4691.176
IA6 10192.847 4207.305
IB1 7392.975 8317.783
IB10 6669.004 4007.445
IB11 7002.104 4007.445
IB2 7733.260 8328.760
Page 13
18-1000-00 Northfield SWMM(kinematic).inp
IB3 7777.168 8191.548
IB4 7938.289 7853.869
IB5 7962.833 6142.789
IB6 6427.069 6051.625
IB7 5880.084 6002.536
IB8 5778.401 5834.233
IB9 5781.907 4691.176
IC1 3124.123 5231.148
IC2 2717.391 4824.416
IC3 3366.059 4519.367
IC4 3208.275 4480.797
ID3 3134.472 3003.571
ID4 2520.415 2601.953
ID5 3218.713 2572.683
ID6 3402.696 2576.864
IE1 7717.391 3460.461
IE2 7717.391 3716.421
MHA1 9014.727 7201.688
MHA2 9014.727 6794.963
MHA3 9011.220 5935.917
MHA5 8039.972 4862.985
MHB1 8120.617 7510.250
MHB3 6739.130 5669.437
MHB4 6732.118 4221.330
MHB6 5399.719 5658.918
MHC1 2573.633 4621.050
MHC2 2973.352 4424.696
MHD2 3135.085 2576.864
MHD4 6174.980 2581.046
MHD5 6174.614 3064.248
OA2 7109.046 4122.277
OA3-Stage1 7755.961 4102.116
OA3-Stage2 7801.543 4017.964
OA4-Stage1 10042.076 4105.622
OA4-Stage2 10017.532 3989.914
OB1-Stage1 7064.721 6078.664
OB1-Stage2 6811.194 5995.743
OB2-Stage1 5396.213 5848.259
OB2-Stage2 5399.719 5757.095
OB3-Stage1 6562.938 4139.937
OB3-Stage2 6633.941 4088.090
OC1 3087.838 4018.996
OD1 7706.872 3260.601
MHD3 4774.203 2576.864
ID1A 936.326 3138.842
Page 14
18-1000-00 Northfield SWMM(kinematic).inp
ID1 1274.502 3386.838
ID2 2721.145 3341.747
MHD1 3145.745 3315.445
OA1-Stage1 8368.699 5093.744
OA1-Stage2 8071.529 5238.161
Out2 10056.600 3822.110
Out1 7745.442 3860.180
Out3 7638.200 3838.989
MHB2 7187.938 6577.571
MHA4 9007.714 5364.388
MHB5 6557.163 4256.574
MHA7 10042.076 4202.922
MHA6 7910.238 4263.406
VB3 6868.864 6181.358
VB2 5087.658 5806.183
VB1 5507.264 4158.579
VA2 8401.122 5378.413
VA1 9009.467 4188.897
VC1 2454.418 4266.912
VD1 7380.785 3141.386
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
A11 8818.373 4691.176
A12 8191.013 5510.192
A12 8212.051 5510.192
A12 8222.570 5492.660
A12 8198.026 5492.660
A12 8187.507 5520.710
A14 7363.254 4670.138
A15 10129.734 5090.895
A18 8362.553 4245.874
A3 8771.038 7318.272
A4 9170.757 7059.682
A6 9596.774 7061.442
A9 8765.778 5592.298
B1 7019.759 8485.181
B10 5568.022 6318.104
B11 5101.683 6100.713
B12 5094.670 5571.260
Page 15
18-1000-00 Northfield SWMM(kinematic).inp
B17 6093.969 4740.264
B18 7030.154 4999.731
B19 6623.422 5073.364
B2 6975.415 7948.399
B20 4894.811 4186.267
B3 7178.001 7711.330
B4 7432.312 7426.847
B6 8225.806 5988.511
B8 6178.121 6240.966
B9 6826.788 6325.117
C1 3688.640 5732.550
C2 2521.038 5034.794
C3 3448.808 4948.539
C3 3455.820 4948.539
C3 3473.352 4938.020
C3 3455.820 4934.514
C3 3452.314 4948.539
C4 3138.149 4694.682
C4 3152.174 4701.695
C4 3152.174 4680.657
C4 3138.149 4677.151
C4 3138.149 4687.670
C5 2615.708 4421.190
D13 6893.408 2836.337
D14 9344.320 2878.413
D3 2627.208 3029.874
D4 2967.828 2974.100
D5 1905.746 2719.033
D6 3022.186 2334.342
D7 3653.581 2288.346
D1A 767.238 2965.996
D1A 770.995 2962.238
D1A 767.238 2962.238
D1A 774.753 2973.511
D1A 774.753 2962.238
D1A 770.995 2962.238
D1 1334.622 2977.268
D1 1334.622 2973.511
D1 1334.622 2973.511
D1 1345.895 2984.783
D1 1342.137 2973.511
D1 1334.622 2992.298
[SYMBOLS]
;;Gage X-Coord Y-Coord
Page 16
18-1000-00 Northfield SWMM(kinematic).inp
;;-------------- ------------------ ------------------
CoFC_100-yr 7406.450 8844.951
[BACKDROP]
FILE "G:\Projects\18-1000-00 Northfield\03 Design Documents\Drainage\SWMM\18-1000-00 SWMM Backdrop_Updated 2019-06-12.jpg"
DIMENSIONS -2265.077 305.049 12734.923 10305.049
[PROFILES]
;;Name Links
;;-------------- ----------
"Pond B3 " PB5 OPB3 OutB1 PB9
Page 17
18-1000-00 Northfield SWMM 2019-08-27.rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... KINWAVE
Starting Date ............ 03/11/2019 00:00:00
Ending Date .............. 03/11/2019 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 00:05:00
Routing Time Step ........ 30.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 14.802 3.661
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 3.856 0.954
Surface Runoff ........... 10.838 2.680
Final Storage ............ 0.205 0.051
Continuity Error (%) ..... -0.654
************************** Volume Volume
Page 1
18-1000-00 Northfield SWMM 2019-08-27.rpt
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 10.838 3.532
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 5.146 1.677
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.257 0.084
Final Stored Volume ...... 5.926 1.931
Continuity Error (%) ..... 0.210
********************************
Highest Flow Instability Indexes
********************************
Link OPA3 (4)
Link OPB1 (3)
Link PB16 (3)
Link PA15 (3)
Link PB15 (2)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.58
Percent Not Converging : 0.00
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
Page 2
18-1000-00 Northfield SWMM 2019-08-27.rpt
------------------------------------------------------------------------------------------------------------------------------
A11 3.66 0.00 0.00 0.37 2.83 0.41 3.24 0.16 14.75 0.885
A12 3.66 0.00 0.00 1.26 1.12 1.28 2.39 0.08 6.48 0.654
A14 3.66 0.00 0.00 0.33 2.90 0.39 3.29 0.10 9.99 0.898
A15 3.66 0.00 0.00 0.99 1.82 0.81 2.63 0.18 12.72 0.720
A18 3.66 0.00 0.00 1.70 0.45 1.52 1.97 0.16 8.84 0.538
A3 3.66 0.00 0.00 0.53 2.51 0.57 3.09 0.20 18.39 0.843
A4 3.66 0.00 0.00 0.72 2.15 0.76 2.91 0.07 6.37 0.795
A6 3.66 0.00 0.00 0.33 2.90 0.39 3.28 0.13 13.58 0.897
A9 3.66 0.00 0.00 0.63 2.35 0.64 2.99 0.16 13.96 0.817
B1 3.66 0.00 0.00 1.27 1.33 1.04 2.37 0.14 9.40 0.648
B10 3.66 0.00 0.00 0.77 2.00 0.87 2.87 0.04 3.72 0.783
B11 3.66 0.00 0.00 0.64 2.32 0.65 2.98 0.18 15.34 0.813
B12 3.66 0.00 0.00 1.70 0.05 1.94 2.00 0.02 2.26 0.545
B17 3.66 0.00 0.00 0.37 2.84 0.40 3.24 0.22 19.51 0.885
B18 3.66 0.00 0.00 0.75 2.07 0.81 2.88 0.03 3.13 0.786
B19 3.66 0.00 0.00 0.70 2.17 0.76 2.93 0.03 3.22 0.800
B2 3.66 0.00 0.00 0.51 2.57 0.53 3.10 0.11 9.47 0.848
B20 3.66 0.00 0.00 1.84 0.42 1.40 1.82 0.15 6.57 0.497
B3 3.66 0.00 0.00 0.82 2.01 0.80 2.81 0.08 6.79 0.767
B4 3.66 0.00 0.00 0.29 2.99 0.33 3.32 0.12 11.05 0.906
B6 3.66 0.00 0.00 0.29 3.01 0.35 3.36 0.09 9.98 0.917
B8 3.66 0.00 0.00 0.47 2.59 0.56 3.15 0.03 3.59 0.861
B9 3.66 0.00 0.00 1.32 1.12 1.21 2.33 0.16 11.44 0.636
C1 3.66 0.00 0.00 1.23 1.30 1.11 2.42 0.09 6.23 0.660
C2 3.66 0.00 0.00 1.68 0.00 2.05 2.05 0.01 1.13 0.559
C3 3.66 0.00 0.00 0.68 2.21 0.74 2.95 0.07 6.33 0.807
C4 3.66 0.00 0.00 0.47 2.59 0.56 3.15 0.02 2.00 0.861
C5 3.66 0.00 0.00 1.43 0.80 1.43 2.23 0.07 5.30 0.609
D13 3.66 0.00 0.00 0.72 2.21 0.70 2.91 0.27 22.31 0.794
D14 3.66 0.00 0.00 1.98 0.14 1.55 1.69 0.11 4.39 0.461
D3 3.66 0.00 0.00 0.61 2.37 0.64 3.02 0.09 8.19 0.824
D4 3.66 0.00 0.00 0.73 2.07 0.84 2.91 0.01 1.30 0.794
D5 3.66 0.00 0.00 1.09 1.43 1.12 2.56 0.03 2.53 0.698
D6 3.66 0.00 0.00 0.54 2.44 0.64 3.08 0.01 0.89 0.842
D7 3.66 0.00 0.00 0.31 2.93 0.38 3.31 0.01 0.88 0.903
D1A 3.66 0.00 0.00 1.58 0.76 1.32 2.09 0.04 3.33 0.570
D1 3.66 0.00 0.00 0.67 2.36 0.60 2.96 0.06 5.91 0.808
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Page 3
18-1000-00 Northfield SWMM 2019-08-27.rpt
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
IA1 JUNCTION 0.20 1.37 4949.78 0 00:40 1.33
IA2 JUNCTION 0.13 0.84 4949.15 0 00:40 0.81
IA3 JUNCTION 0.19 1.39 4949.54 0 00:40 1.35
IA4 JUNCTION 0.17 1.05 4947.85 0 00:40 1.02
IA5 JUNCTION 0.70 2.27 4946.34 0 00:40 2.19
IA6 JUNCTION 0.23 1.32 4944.78 0 00:40 1.27
IB1 JUNCTION 0.13 0.67 4951.10 0 00:40 0.65
IB10 JUNCTION 0.14 0.99 4949.37 0 00:40 0.95
IB11 JUNCTION 0.10 0.65 4949.36 0 00:40 0.63
IB2 JUNCTION 0.28 1.76 4950.43 0 00:40 1.69
IB3 JUNCTION 0.30 1.87 4950.45 0 00:40 1.81
IB4 JUNCTION 0.34 2.12 4950.47 0 00:41 2.04
IB5 JUNCTION 0.11 0.78 4950.58 0 00:40 0.76
IB6 JUNCTION 0.08 0.59 4953.70 0 00:40 0.57
IB7 JUNCTION 0.10 0.72 4951.15 0 00:40 0.69
IB8 JUNCTION 0.60 1.41 4951.16 0 00:40 1.36
IB9 JUNCTION 0.21 1.31 4953.26 0 00:40 1.26
IC1 JUNCTION 0.13 0.79 4956.03 0 00:40 0.76
IC2 JUNCTION 0.16 1.10 4954.99 0 00:41 1.04
IC3 JUNCTION 0.12 0.84 4954.97 0 00:40 0.81
IC4 JUNCTION 0.14 1.01 4954.83 0 00:40 0.97
ID3 JUNCTION 0.26 1.80 4954.24 0 00:42 1.62
ID4 JUNCTION 0.09 0.58 4953.55 0 00:40 0.56
ID5 JUNCTION 0.22 1.47 4953.60 0 00:42 1.32
ID6 JUNCTION 0.72 1.96 4953.41 0 00:42 1.81
IE1 JUNCTION 0.53 0.55 4945.32 0 02:23 0.55
IE2 JUNCTION 0.38 0.40 4945.00 0 02:23 0.40
MHA1 JUNCTION 0.24 1.67 4949.94 0 00:40 1.60
MHA2 JUNCTION 0.27 1.89 4949.68 0 00:41 1.81
MHA3 JUNCTION 0.27 1.88 4948.58 0 00:41 1.76
MHA5 JUNCTION 0.65 1.93 4946.07 0 00:59 1.93
MHB1 JUNCTION 0.34 2.12 4950.26 0 00:41 2.01
MHB3 JUNCTION 0.80 1.61 4947.17 0 00:53 1.61
MHB4 JUNCTION 0.79 1.61 4946.35 0 00:55 1.61
MHB6 JUNCTION 0.23 0.93 4948.69 0 00:52 0.92
MHC1 JUNCTION 0.17 1.19 4954.79 0 00:41 1.09
MHC2 JUNCTION 0.14 1.01 4954.33 0 00:40 0.97
MHD2 JUNCTION 0.25 1.80 4954.03 0 00:42 1.57
MHD4 JUNCTION 0.22 1.49 4949.59 0 00:43 1.42
MHD5 JUNCTION 0.22 1.48 4949.00 0 00:43 1.43
OA2 JUNCTION 1.04 1.15 4945.42 0 02:16 1.15
Page 4
18-1000-00 Northfield SWMM 2019-08-27.rpt
OA3-Stage1 JUNCTION 4.33 4.49 4948.38 0 00:42 4.48
OA3-Stage2 JUNCTION 0.70 0.76 4944.65 0 02:44 0.76
OA4-Stage1 JUNCTION 4.84 5.03 4948.23 0 00:41 5.02
OA4-Stage2 JUNCTION 0.92 1.02 4944.22 0 02:44 1.02
OB1-Stage1 JUNCTION 4.56 4.73 4951.73 0 00:59 4.72
OB1-Stage2 JUNCTION 0.63 0.70 4946.45 0 02:12 0.70
OB2-Stage1 JUNCTION 4.25 4.51 4953.80 0 00:41 4.49
OB2-Stage2 JUNCTION 0.23 0.93 4948.97 0 00:52 0.93
OB3-Stage1 JUNCTION 3.52 3.63 4948.22 0 00:55 3.63
OB3-Stage2 JUNCTION 1.04 1.15 4945.74 0 02:16 1.15
OC1 JUNCTION 0.38 0.41 4952.61 0 02:08 0.41
OD1 JUNCTION 0.43 0.45 4945.47 0 02:23 0.45
MHD3 JUNCTION 0.22 1.49 4951.27 0 00:42 1.37
ID1A JUNCTION 0.09 0.60 4954.72 0 00:40 0.57
ID1 JUNCTION 0.19 1.48 4954.86 0 00:40 1.41
ID2 JUNCTION 0.25 1.80 4954.54 0 00:41 1.68
MHD1 JUNCTION 0.25 1.80 4954.38 0 00:41 1.63
OA1-Stage1 JUNCTION 4.56 4.76 4950.26 0 00:56 4.76
OA1-Stage2 JUNCTION 0.65 1.93 4946.18 0 00:58 1.93
Out2 OUTFALL 0.92 1.02 4943.93 0 02:44 1.02
Out1 OUTFALL 0.70 0.76 4944.58 0 02:44 0.76
Out3 OUTFALL 0.24 0.25 4943.94 0 02:23 0.25
MHB2 DIVIDER 4.60 4.66 4952.06 0 00:41 4.66
MHA4 DIVIDER 4.26 4.69 4950.44 0 00:41 4.66
MHB5 DIVIDER 3.40 3.40 4948.04 0 00:00 3.40
MHA7 DIVIDER 4.71 4.71 4948.00 0 00:00 4.71
MHA6 DIVIDER 4.05 4.05 4948.00 0 00:00 4.05
VB3 STORAGE 2.90 3.63 4955.13 0 02:12 3.63
VB2 STORAGE 0.37 1.88 4955.38 0 00:52 1.87
VB1 STORAGE 2.79 3.40 4951.40 0 02:16 3.40
VA2 STORAGE 0.91 3.44 4953.44 0 00:58 3.44
VA1 STORAGE 2.61 3.20 4951.20 0 02:44 3.19
VC1 STORAGE 2.85 3.51 4955.71 0 02:08 3.51
VD1 STORAGE 3.53 3.99 4949.61 0 02:23 3.99
*******************
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
Page 5
18-1000-00 Northfield SWMM 2019-08-27.rpt
-------------------------------------------------------------------------------------------------
IA1 JUNCTION 18.39 18.39 0 00:40 0.2 0.2 0.000
IA2 JUNCTION 6.37 6.37 0 00:40 0.0695 0.0695 0.000
IA3 JUNCTION 13.58 13.58 0 00:40 0.133 0.133 0.000
IA4 JUNCTION 14.75 14.75 0 00:40 0.16 0.16 0.000
IA5 JUNCTION 9.99 22.84 0 00:40 0.0964 0.9 0.000
IA6 JUNCTION 12.72 12.72 0 00:40 0.177 0.177 0.000
IB1 JUNCTION 9.40 9.40 0 00:40 0.137 0.137 0.000
IB10 JUNCTION 3.22 6.29 0 00:40 0.0342 0.0678 0.000
IB11 JUNCTION 3.13 3.13 0 00:40 0.0336 0.0336 0.000
IB2 JUNCTION 9.47 18.75 0 00:40 0.11 0.247 0.000
IB3 JUNCTION 6.79 25.34 0 00:40 0.0816 0.328 0.000
IB4 JUNCTION 11.05 35.89 0 00:41 0.119 0.447 0.000
IB5 JUNCTION 9.98 9.98 0 00:40 0.093 0.093 0.000
IB6 JUNCTION 3.59 3.59 0 00:40 0.0342 0.0342 0.000
IB7 JUNCTION 3.72 3.72 0 00:40 0.0374 0.0374 0.000
IB8 JUNCTION 15.34 19.03 0 00:40 0.178 0.215 0.000
IB9 JUNCTION 19.51 19.51 0 00:40 0.223 0.223 0.000
IC1 JUNCTION 6.23 6.23 0 00:40 0.0853 0.0853 -0.000
IC2 JUNCTION 1.13 7.23 0 00:41 0.00779 0.093 0.000
IC3 JUNCTION 6.33 6.33 0 00:40 0.0665 0.0665 0.000
IC4 JUNCTION 2.00 8.28 0 00:40 0.0188 0.0853 -0.000
ID3 JUNCTION 1.30 17.28 0 00:42 0.0126 0.201 -0.000
ID4 JUNCTION 2.53 2.53 0 00:40 0.0298 0.0298 0.000
ID5 JUNCTION 0.89 20.34 0 00:42 0.00837 0.239 0.000
ID6 JUNCTION 0.88 21.04 0 00:42 0.00808 0.247 0.000
IE1 JUNCTION 0.00 1.25 0 02:23 0 0.187 0.000
IE2 JUNCTION 0.00 1.25 0 02:23 0 0.187 0.000
MHA1 JUNCTION 0.00 24.64 0 00:40 0 0.27 0.000
MHA2 JUNCTION 0.00 37.74 0 00:41 0 0.402 0.000
MHA3 JUNCTION 0.00 37.38 0 00:41 0 0.402 0.000
MHA5 JUNCTION 0.00 18.46 0 00:59 0 0.804 0.000
MHB1 JUNCTION 0.00 35.94 0 00:41 0 0.446 0.000
MHB3 JUNCTION 0.00 11.74 0 00:53 0 0.683 0.000
MHB4 JUNCTION 0.00 11.73 0 00:55 0 0.68 0.000
MHB6 JUNCTION 0.00 8.88 0 00:52 0 0.237 0.000
MHC1 JUNCTION 0.00 7.24 0 00:41 0 0.0929 0.000
MHC2 JUNCTION 0.00 8.17 0 00:40 0 0.0853 0.000
MHD2 JUNCTION 0.00 19.59 0 00:42 0 0.231 -0.000
MHD4 JUNCTION 0.00 20.81 0 00:43 0 0.246 0.000
MHD5 JUNCTION 0.00 20.81 0 00:43 0 0.246 0.000
OA2 JUNCTION 0.00 7.55 0 02:16 0 1.05 -0.000
OA3-Stage1 JUNCTION 0.00 28.01 0 00:42 0 1.95 0.000
OA3-Stage2 JUNCTION 0.00 2.38 0 02:44 0 0.334 0.000
OA4-Stage1 JUNCTION 0.00 12.54 0 00:41 0 0.177 0.000
Page 6
18-1000-00 Northfield SWMM 2019-08-27.rpt
OA4-Stage2 JUNCTION 0.00 8.41 0 02:44 0 1.16 0.000
OB1-Stage1 JUNCTION 0.00 12.74 0 00:59 0 0.387 0.000
OB1-Stage2 JUNCTION 0.00 3.24 0 02:12 0 0.447 0.000
OB2-Stage1 JUNCTION 0.00 18.74 0 00:41 0 0.215 0.000
OB2-Stage2 JUNCTION 0.00 8.88 0 00:52 0 0.237 0.000
OB3-Stage1 JUNCTION 0.00 11.73 0 00:55 0 0.68 0.000
OB3-Stage2 JUNCTION 0.00 7.55 0 02:16 0 1.05 0.000
OC1 JUNCTION 0.00 1.29 0 02:08 0 0.185 0.000
OD1 JUNCTION 0.00 1.25 0 02:23 0 0.187 0.000
MHD3 JUNCTION 0.00 20.91 0 00:42 0 0.247 0.000
ID1A JUNCTION 3.33 3.33 0 00:40 0.0402 0.0402 0.000
ID1 JUNCTION 5.91 9.14 0 00:40 0.0586 0.0988 -0.000
ID2 JUNCTION 8.19 16.21 0 00:41 0.0901 0.189 0.000
MHD1 JUNCTION 0.00 16.19 0 00:41 0 0.189 0.000
OA1-Stage1 JUNCTION 0.00 15.65 0 00:56 0 0.411 0.000
OA1-Stage2 JUNCTION 0.00 18.46 0 00:58 0 0.805 0.000
Out2 OUTFALL 0.00 8.41 0 02:44 0 1.16 0.000
Out1 OUTFALL 0.00 2.38 0 02:44 0 0.334 0.000
Out3 OUTFALL 0.00 1.25 0 02:23 0 0.187 0.000
MHB2 DIVIDER 0.00 44.65 0 00:41 0 0.538 0.000
MHA4 DIVIDER 0.00 51.16 0 00:41 0 0.562 0.000
MHB5 DIVIDER 0.00 11.73 0 00:55 0 0.68 -0.000
MHA7 DIVIDER 0.00 12.60 0 00:40 0 0.177 0.000
MHA6 DIVIDER 0.00 22.80 0 00:41 0 0.9 0.000
VB3 STORAGE 11.44 58.64 0 00:41 0.161 0.734 -0.000
VB2 STORAGE 2.26 20.97 0 00:41 0.0222 0.237 0.138
VB1 STORAGE 6.57 40.05 0 00:41 0.145 1.31 0.003
VA2 STORAGE 20.44 70.75 0 00:41 0.243 0.805 0.054
VA1 STORAGE 8.84 48.75 0 00:41 0.161 2.3 -0.008
VC1 STORAGE 5.30 20.58 0 00:41 0.0727 0.278 0.006
VD1 STORAGE 26.37 42.85 0 00:43 0.383 0.66 -0.001
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Page 7
18-1000-00 Northfield SWMM 2019-08-27.rpt
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
--------------------------------------------------------------------------------------------------
VB3 53.326 47 0 0 76.845 67 0 02:11 3.24
VB2 1.283 12 0 0 9.484 91 0 00:51 8.88
VB1 48.357 36 0 0 70.573 52 0 02:15 7.55
VA2 8.455 13 0 0 43.059 67 0 00:58 18.46
VA1 105.933 62 0 0 145.713 85 0 02:43 10.79
VC1 19.304 60 0 0 28.029 86 0 02:08 1.29
VD1 61.335 60 0 0 78.031 77 0 02:22 1.25
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Out2 100.00 7.16 8.41 1.156
Out1 99.86 2.07 2.38 0.334
Out3 99.86 1.16 1.25 0.187
-----------------------------------------------------------
System 99.91 10.39 1.25 1.677
********************
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
-----------------------------------------------------------------------------
OPA1 CONDUIT 15.66 0 00:56 5.92 0.02 0.07
OPA3 CONDUIT 28.00 0 00:42 7.40 0.03 0.09
OPA4 CONDUIT 12.55 0 00:41 5.43 0.01 0.06
OPB1 CONDUIT 12.66 0 00:59 5.44 0.01 0.06
OPB2 CONDUIT 18.76 0 00:41 6.35 0.02 0.07
OPB3 CONDUIT 11.73 0 00:55 5.29 0.01 0.06
OP-MHA4 CONDUIT 36.30 0 00:41 8.17 0.04 0.11
Page 8
18-1000-00 Northfield SWMM 2019-08-27.rpt
OP-MHA6 CONDUIT 0.00 0 00:00 0.00 0.00 0.00
OP-MHA7 CONDUIT 0.00 0 00:00 0.00 0.00 0.00
OP-MHB2 CONDUIT 32.72 0 00:41 >50.00 0.00 0.02
OP-MHB5 CONDUIT 0.00 0 00:00 0.00 0.00 0.00
PA1 CONDUIT 18.28 0 00:40 6.62 0.58 0.55
PA10 CONDUIT 18.46 0 00:59 4.02 0.70 0.62
PA11 CONDUIT 22.80 0 00:41 3.98 0.92 0.76
PA12 CONDUIT 22.84 0 00:41 3.98 0.92 0.76
PA13 CONDUIT 7.55 0 02:16 21.76 0.06 0.17
PA14 CONDUIT 12.60 0 00:40 5.77 0.77 0.66
PA15 CONDUIT 12.54 0 00:41 5.45 0.82 0.69
PA16 CONDUIT 8.41 0 02:44 5.24 0.51 0.51
PA17 CONDUIT 2.38 0 02:44 1.84 0.81 0.65
PA2 CONDUIT 6.36 0 00:40 5.08 0.37 0.42
PA3 CONDUIT 24.38 0 00:41 7.12 0.78 0.66
PA4 CONDUIT 13.37 0 00:41 4.87 0.59 0.55
PA5 CONDUIT 37.38 0 00:41 8.10 0.72 0.63
PA6 CONDUIT 37.36 0 00:41 7.43 0.92 0.75
PA7 CONDUIT 14.48 0 00:41 7.52 0.36 0.42
PA8 CONDUIT 15.65 0 00:56 3.67 1.05 1.00
PB1 CONDUIT 9.28 0 00:40 10.13 0.24 0.33
PB10 CONDUIT 3.68 0 00:40 4.46 0.46 0.48
PB11 CONDUIT 18.74 0 00:41 6.69 0.60 0.56
PB12 CONDUIT 8.88 0 00:52 6.24 0.44 0.46
PB13 CONDUIT 8.88 0 00:52 6.25 0.44 0.46
PB14 CONDUIT 11.73 0 00:55 4.34 0.98 0.81
PB15 CONDUIT 11.73 0 00:55 4.34 0.98 0.80
PB16 CONDUIT 11.73 0 00:55 4.44 0.96 0.78
PB17 CONDUIT 19.24 0 00:41 5.37 0.80 0.65
PB18 CONDUIT 6.22 0 00:40 5.10 0.76 0.66
PB19 CONDUIT 3.07 0 00:41 4.30 0.38 0.43
PB2 CONDUIT 18.55 0 00:40 5.08 0.83 0.70
PB20 CONDUIT 7.55 0 02:16 4.04 0.63 0.57
PB3 CONDUIT 25.28 0 00:41 5.47 0.71 0.62
PB4 CONDUIT 35.94 0 00:41 5.89 0.68 0.61
PB5 CONDUIT 35.37 0 00:41 5.95 0.67 0.60
PB6 CONDUIT 12.74 0 00:59 4.49 1.07 1.00
PB7 CONDUIT 9.78 0 00:41 7.67 0.21 0.31
PB8 CONDUIT 3.54 0 00:40 5.55 0.32 0.39
PB9 CONDUIT 3.24 0 02:12 3.31 0.26 0.35
PC1 CONDUIT 6.15 0 00:41 6.61 0.54 0.52
PC2 CONDUIT 7.24 0 00:41 5.20 0.89 0.74
PC3 CONDUIT 7.21 0 00:41 4.84 0.96 0.79
PC4 CONDUIT 6.28 0 00:40 6.23 0.59 0.56
PC5 CONDUIT 8.17 0 00:40 6.55 0.79 0.67
Page 9
18-1000-00 Northfield SWMM 2019-08-27.rpt
PC6 CONDUIT 8.20 0 00:41 6.49 0.80 0.67
PC7 CONDUIT 1.29 0 02:09 3.33 0.16 0.27
PD5 CONDUIT 17.25 0 00:42 4.58 0.87 0.72
PD6 CONDUIT 2.49 0 00:41 4.05 0.31 0.38
PD7 CONDUIT 19.59 0 00:42 6.74 0.62 0.57
PD8 CONDUIT 20.31 0 00:42 6.80 0.65 0.59
PD11 CONDUIT 20.81 0 00:43 6.87 0.66 0.59
PD12 CONDUIT 20.76 0 00:44 5.43 0.86 0.68
PD13 CONDUIT 1.25 0 02:23 2.80 0.20 0.30
PE1 CONDUIT 1.25 0 02:23 2.49 0.06 0.16
PE2 CONDUIT 1.25 0 02:23 5.53 0.03 0.12
PA9 CONDUIT 18.46 0 00:59 3.83 0.75 0.64
PD9 CONDUIT 20.91 0 00:42 6.91 0.67 0.60
PD10 CONDUIT 20.81 0 00:43 6.91 0.66 0.59
PD1 CONDUIT 3.30 0 00:41 5.12 0.33 0.39
PD2 CONDUIT 8.70 0 00:42 3.77 0.86 0.71
PD3 CONDUIT 16.19 0 00:41 4.29 0.87 0.72
PD4 CONDUIT 16.16 0 00:42 4.32 0.86 0.71
OutB2 ORIFICE 8.88 0 00:52 0.00
OutA4 ORIFICE 8.41 0 02:44 0.00
OutA3 ORIFICE 2.38 0 02:44 0.00
OutB3 ORIFICE 7.55 0 02:16 0.00
OutB1 ORIFICE 3.24 0 02:12 0.00
OutD1 ORIFICE 1.25 0 02:23 0.00
OutC1 ORIFICE 1.29 0 02:08 0.00
OutA1 ORIFICE 18.46 0 00:58 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
PA8 0.38 0.38 0.38 0.38 0.38
PB6 0.44 0.44 0.44 0.03 0.44
Analysis begun on: Tue Aug 27 16:24:11 2019
Analysis ended on: Tue Aug 27 16:24:11 2019
Total elapsed time: < 1 sec
Page 10
Appendix C
APPENDIX C – RATIONAL CALCULATIONS
LAKE CANAL
DITCH
DRY CREEK
LAKE CANAL
DITCH
N. LEMAY AVENUE
COLLAMER DRIVE
PIONEER TRAIL ROAD
LANDMARK WAY
N. LEMAY AVENUE
SCHLAGEL STREET
Pond B3
Pond A2
Pond B1 Pond A1
Pond D
Pond C
Pond B2
BASIN COEFFICIENT (100-YR)
BASIN DESIGNATION
BASIN AREA
DESIGN POINT
DRAINAGE FLOW ARROW
DRAINAGE BASIN BOUNDARY
DRAINAGE BASIN FLOW PATH
LEGEND
EX MAJOR CONTOUR
EX MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
0
100'
100 50 100 200
SCALE: 1" =
N
W E
S
CHECKED BY:
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Environmental Planner
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
AE
AG
AH
AG
AE
AH
AF
LAKE CANAL DITCH
FUTURE LEMAY AVENUE
MATCHLINE
SEE SHEET 14
MATCHLINE
SEE SHEET 13
N. LEMAY AVENUE
COLLAMER DRIVE
PIONEER TRAIL ROAD
LANDMARK
WAY
Tract F
(Drainage,
Utility, & Private
Access
Easement)
Tract A
(Drainage, Utility, &
Private Access
Easement)
SCHLAGEL STREET
4956.38 FEET
STA: 139+11
4956.38 FEET
STA: 139+11
4954.08 FEET
STA:
127+80
4954.08 FEET
STA:
127+80
4952.98 FEET
STA:
122+37
4951.84 FEET
STA: 118+01
4951.84 FEET
STA:
118+01
Block 2 Block 1
Block 3
Block 7 Block 6
Block 5
Block 8
Block 14
Block 22
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
AH
AI AI
AJ
AJ
AK
AI
AH
LAKE CANAL DITCH
DRY CREEK
E. SUNIGA ROAD
MATCHLINE
SEE SHEET 12
MATCHLINE
SEE SHEET 14
STEELEY DRIVE
REDWOOD STREET
Tract S
(Drainage, Utility, &
Private Access
Easement)
Tract N
(Drainage, Utility, &
Private Access
Easement)
Tract U
(Drainage, Utility,
& Private Access
Easement)
4956.38 FEET
STA: 139+11
4960.48 FEET
STA: 144+91
4960.48 FEET
STA: 144+91
4960.77 FEET
STA: 147+32
4961.25 FEET
STA: 149+48
4956.38 FEET
STA: 139+11
A
A
B
B
Block 21
Lot 1
Lot 1
Lot 2
Lot 3
Lot 4
Block 20
Pond C
Tract T
(Drainage, Utility,
& Private Access
Easement)
KEY MAP
NTS
N
W E
AE
AF
AG
E. SUNIGA ROAD
MATCHLINE
SEE SHEET 12
MATCHLINE
SEE SHEET 13
LANDMARK WAY
N. LEMAY AVENUE
RAIN
GARDEN
D1
Tract W
(Drainage, Utility, &
Private Access Easement)
Tract T
(Drainage, Utility,
& Private Access
Easement)
Tract H
(Drainage, Utility, &
Private Access
Easement)
Tract V
(Drainage, Utility, &
Private Access Easement)
4954.08 FEET
STA: 127+80
4952.98 FEET
STA:
122+37
4951.84 FEET
STA:
118+01
FUTURE
SUNIGA
ROAD
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Block 20
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Block 16
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Design Engineer:
Design Firm:
Project Number:
Date:
%
Impervious
Runoff
Coefficient C
Return
Period
Frequency
Adjustment
Factor (Cf)
100% 0.95
2-year to
10-year
1.00
90% 0.95 100-year 1.25
90% 0.95
40% 0.50
0% 0.25
C2 to C10 C100
Historic D 139,722 3.208 13,312 0 0 0 126,410 9.5% 0.32 0.40
Lawns
(Heavy, 2-7% Slope)
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual
Land Use
Paved
Roof
Walks/RAP
Gravel/Pavers
Apavers
(sq feet)
Alawn
(sq feet)
Weighted %
Impervious
COMPOSITE
Northfield
EXISTING IMPERVIOUS AREA CALCULATION
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
DESIGN CRITERIA:
BASINS:
% Impervious values from Table RO-11 in the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Apaved
(sq feet)
Aroof
(sq feet)
Awalk/RAP
(sq feet)
Design Engineer:
Design Firm:
Project Number:
Date:
EQUATIONS:
-Equation 6-2 -Equation 6-4 -Urbanized Check Equation 6-5
- CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition
500 ft - Overland flow shall not exceed for undeveloped condition
Final t c = minimum of t i + t t and urbanized basin check
recommended minimum t c = 5 min for urbanized basins
Time of Concentration (100-yr)
Type of Travel
Surface
Cv
HD Historic D 9.5% 0.40 3.208 300 0.0048 29.20 478 0.0029 Tilage/Field 5 0.27 29.44 58.64 0.0036 31.62 31.62
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
LENGTH
(ft)
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Overland Flow Equations for City of Fort Collins - Storm Water Criteria Manual
SUB-BASIN DATA
INITIAL/OVERLAND TIME
(ti
)
TRAVEL TIME (tt
)
tc
=ti
+tt
(min)
Urban Check Final
tc
(min)
DESIGN
POINT
Sub-basin
%
Impervious
C100
AREA
(acres)
August 28, 2019
Design Engineer:
Design Firm:
Project Number:
Date:
EQUATIONS: I = rainfall intensity (in/hr)
Q n = n -yr peak discharge (cfs) P 1 = one-hour point rainfall depth (in)
C n = n -yr runoff coefficient t c = time of concentration (min)
I n = n -yr rainfall intensity (in/hr) P 1-5yr = 1.14 in
A n = Basin drainage area (ac) P 1-10yr = 1.40 in
P 1-100yr = 2.86 in
BASIN SUMMARY:
tc (min)
Runoff Coeff
(C5)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s) tc (min)
Runoff Coeff.
(C10)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s) tc (min)
Runoff Coeff.
(C100)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s)
HD Historic D 3.208 31.62 0.32 1.02 1.73 1.76 31.62 0.32 1.02 2.12 2.16 31.62 0.40 1.27 4.34 5.51
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Design
Point
Sub-basin Area (acres)
5-yr Peak Runoff 10-yr Peak Runoff 100-yr Peak Runoff
August 28, 2019
Northfield
HISTORIC PEAK RUNOFF
J.Claeys
Highland Development Services
18-1000-00
Q n = C n I n A n
(0.786651)
1
( 10 )
28 . 5
t c
P
I
+
=
18-1000-00 Rational Calcs (FC).xlsx Page 3 of 18 Interwest Consulting Group
Design Engineer:
Design Firm:
Project Number:
Date:
%
Impervious
Runoff
Coefficient C
Return
Period
Frequency
Adjustment
Factor (Cf)
100% 0.95
2-year to
10-year
1.00
90% 0.95 100-year 1.25
90% 0.95
40% 0.50
0% 0.25
C2 to C10 C100
A1 28,671 0.658 14,772 8,606 2,982 0 2,312 87.9% 0.89 1.00
A2 8,498 0.195 2,585 4,215 1,410 0 287 90.0% 0.93 1.00
A3 66,747 1.532 18,945 14,864 8,452 0 24,486 59.8% 0.69 0.87
A4 38,291 0.879 11,810 8,843 3,457 0 14,180 59.8% 0.69 0.86
A1+…+A4 142,207 3.265 48,112 36,528 16,301 0 41,266 67.3% 0.75 0.93
A5 15,087 0.346 7,236 4,443 2,646 0 763 90.2% 0.91 1.00
Apaved COMPOSITE
(sq feet)
Aroof
(sq feet)
Awalk
(sq feet)
Agravel/pavers
(sq feet)
Alawn
(sq feet)
Lawns
(Heavy, 2-7% Slope)
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Weighted %
Impervious
Paved
Roof
Walks
Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual
Gravel/Pavers
% Impervious values from Table RO-11 in the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
J.Claeys
18-1000-00
August 28, 2019
Land Use
Northfield
DEVELOPED IMPERVIOUS AREA CALCULATION
C2 to C10 C100
Apaved COMPOSITE
(sq feet)
Aroof
(sq feet)
Awalk
(sq feet)
Agravel/pavers
(sq feet)
Alawn
(sq feet)
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Weighted %
Impervious
A6 49,660 1.140 9,769 20,581 11,469 0 7,841 77.8% 0.84 1.00
A5+A6 64,747 1.486 17,005 25,023 14,115 0 8,604 80.7% 0.86 1.00
A7 30,015 0.689 12,091 3,935 3,520 0 10,469 62.6% 0.71 0.88
A8 33,317 0.765 15,860 3,752 3,268 0 10,438 66.6% 0.73 0.91
A9 23,509 0.540 9,762 4,927 1,983 0 6,837 68.0% 0.75 0.93
A7+…+A9 86,841 1.994 37,713 12,614 8,770 0 27,743 65.6% 0.73 0.91
A10 57,182 1.313 17,640 19,032 10,878 0 9,632 77.9% 0.83 1.00
A11 22,208 0.510 5,267 9,867 4,423 0 2,650 81.6% 0.87 1.00
A10+A11 79,390 1.823 22,907 28,899 15,301 0 12,282 79.0% 0.84 1.00
A12 54,414 1.249 0 14,635 4,198 0 35,581 31.1% 0.49 0.62
A1+…+A12 427,599 9.816 125,737 117,699 58,686 0 125,476 66.5% 0.74 0.93
A13 24,329 0.559 4,408 12,159 6,089 0 1,674 85.6% 0.90 1.00
A14 22,847 0.525 8,935 6,562 2,654 0 4,697 75.4% 0.81 1.00
A13+A14 47,176 1.083 13,343 18,721 8,742 0 6,370 80.7% 0.86 1.00
A15 107,951 2.478 30,165 17,522 9,836 0 50,427 50.8% 0.62 0.78
A16 34,957 0.802 22,743 1,176 2,107 0 8,931 73.5% 0.77 0.96
A15+A16 142,907 3.281 52,909 18,698 11,943 0 59,357 56.3% 0.66 0.82
A17 39,162 0.899 0 0 3,077 0 36,085 7.1% 0.30 0.38
A18 131,657 3.022 0 8,111 10,227 0 113,320 12.5% 0.35 0.43
A13+…+A18 360,903 8.285 66,252 45,530 33,989 0 215,132 38.2% 0.53 0.67
A1+…+A18 788,502 18.102 191,989 163,229 92,675 0 340,609 53.6% 0.65 0.81
B1 92,658 2.127 0 20,273 17,925 0 54,459 37.1% 0.54 0.67
B2 56,628 1.300 13,566 18,302 11,824 0 12,935 71.8% 0.79 0.99
B3 46,573 1.069 13,310 8,525 5,610 0 19,128 55.9% 0.66 0.83
B2+B3 103,201 2.369 26,877 26,827 17,434 0 32,064 64.6% 0.73 0.92
B4 57,444 1.319 17,148 24,333 9,861 0 6,102 83.4% 0.88 1.00
B5 21,982 0.505 3,885 11,787 5,947 0 364 90.3% 0.94 1.00
B6 22,637 0.520 9,787 5,732 2,491 0 4,627 75.9% 0.81 1.00
B5+B6 44,619 1.024 13,672 17,518 8,438 0 4,991 83.0% 0.87 1.00
B7 11,568 0.266 4,469 3,801 1,131 0 2,167 77.0% 0.82 1.00
B8 17,449 0.401 6,524 4,575 2,195 0 4,155 72.3% 0.78 0.98
B9 99,582 2.286 0 12,523 16,052 0 71,007 25.8% 0.45 0.56
B1+…+B9 426,521 9.792 68,690 109,851 73,036 0 174,944 54.7% 0.66 0.83
B10 20,847 0.479 7,050 2,277 2,804 0 8,716 55.8% 0.66 0.82
18-1000-00 Rational Calcs (FC).xlsx Page 5 of 18 Highland Development Services
C2 to C10 C100
Apaved COMPOSITE
(sq feet)
Aroof
(sq feet)
Awalk
(sq feet)
Agravel/pavers
(sq feet)
Alawn
(sq feet)
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Weighted %
Impervious
B11 107,621 2.471 31,018 26,750 16,289 0 33,565 64.8% 0.73 0.91
B10+B11 128,469 2.949 38,069 29,026 19,093 0 42,281 63.3% 0.72 0.90
B12 17,982 0.413 0 0 297 0 17,685 1.5% 0.26 0.33
B10+…+B12 146,450 3.362 38,069 29,026 19,389 0 59,966 55.7% 0.66 0.83
B13 16,667 0.383 5,383 6,300 3,044 0 1,940 82.8% 0.87 1.00
B14 15,717 0.361 4,542 6,079 3,045 0 2,051 81.1% 0.86 1.00
B15 38,702 0.888 13,881 12,651 4,082 0 8,088 74.8% 0.80 1.00
B16 23,554 0.541 4,074 12,159 6,090 0 1,231 87.0% 0.91 1.00
B17 15,434 0.354 6,116 4,281 1,491 0 3,546 73.3% 0.79 0.99
B13+…+B17 110,074 2.527 33,996 41,470 17,753 0 16,855 79.3% 0.84 1.00
B18 18,766 0.431 6,328 3,506 1,466 0 7,466 57.6% 0.67 0.84
B19 18,723 0.430 6,881 3,481 1,464 0 6,898 60.5% 0.69 0.87
B20 128,184 2.943 0 8,019 8,735 0 111,430 11.8% 0.34 0.43
B13+…+B20 275,747 6.330 47,205 56,477 29,417 0 142,649 45.2% 0.59 0.73
B1+…+B20 826,736 18.979 150,079 183,567 115,896 0 377,194 50.8% 0.63 0.79
C1 56,445 1.296 0 12,391 10,383 0 33,672 36.3% 0.53 0.67
C2 5,888 0.135 0 0 0 0 5,888 0.0% 0.25 0.31
C3 36,164 0.830 13,240 3,800 6,273 0 12,850 61.7% 0.70 0.88
C4 9,388 0.216 4,889 1,108 997 0 2,393 72.3% 0.77 0.96
C5 52,251 1.200 6,284 1,716 4,233 0 40,019 22.3% 0.41 0.52
C1+…+C5 160,137 3.676 24,413 19,016 21,885 0 94,822 38.2% 0.54 0.67
D1A 30,292 0.695 0 3,307 3,865 0 23,120 21.3% 0.42 0.52
D1 31,966 0.734 9,478 8,565 4,291 0 9,632 65.8% 0.74 0.92
D2 28,474 0.654 11,762 8,701 4,732 0 3,279 83.8% 0.87 1.00
D3 19,564 0.449 0 6,021 2,784 0 10,758 40.5% 0.57 0.71
D4 7,129 0.164 0 3,342 1,225 0 2,562 57.7% 0.70 0.87
D1+…+D4 117,425 2.696 21,240 29,937 16,897 0 49,351 54.0% 0.66 0.82
D5 18,591 0.427 0 6,022 3,440 0 9,130 45.8% 0.61 0.76
D6 4,463 0.102 2,593 0 498 0 1,372 68.1% 0.73 0.92
D7 3,817 0.088 2,632 0 536 0 648 81.6% 0.83 1.00
D1+…+D7 144,296 3.313 26,465 35,958 21,371 0 60,501 54.1% 0.66 0.82
D8 31,303 0.719 12,437 10,108 4,931 0 3,827 83.0% 0.86 1.00
D9 26,435 0.607 0 10,663 3,547 0 12,225 48.4% 0.63 0.78
D10 6,832 0.157 0 3,342 714 0 2,776 53.4% 0.67 0.83
18-1000-00 Rational Calcs (FC).xlsx Page 6 of 18 Highland Development Services
C2 to C10 C100
Apaved COMPOSITE
(sq feet)
Aroof
(sq feet)
Awalk
(sq feet)
Agravel/pavers
(sq feet)
Alawn
(sq feet)
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Weighted %
Impervious
D11 38,455 0.883 0 14,556 7,157 0 16,742 50.8% 0.65 0.81
D12 33,210 0.762 11,011 14,018 5,134 0 3,047 85.1% 0.89 1.00
D13 11,992 0.275 0 0 1,007 0 10,985 7.6% 0.31 0.39
D8+…+D13 148,227 3.403 23,448 52,687 22,491 0 49,601 61.5% 0.72 0.89
D14 108,741 2.496 0 0 4,743 0 103,998 3.9% 0.28 0.35
D1+…+D7 + D14 253,037 5.809 26,465 35,958 26,114 0 164,499 32.5% 0.49 0.62
D15 18,989 0.436 12,185 0 1,100 0 5,704 69.4% 0.74 0.92
D13+…+D15 139,722 3.208 12,185 0 6,849 0 120,687 13.1% 0.35 0.43
D1+…+D14 369,298 8.478 40,436 80,081 44,314 0 204,468 41.3% 0.56 0.70
E1 20,919 0.480 14,379 0 2,690 0 3,850 80.3% 0.82 1.00
E2 28,918 0.664 22,155 0 2,778 0 3,985 85.3% 0.85 1.00
E3 67,679 1.554 49,047 0 7,759 0 10,873 82.8% 0.84 1.00
E4 85,144 1.955 51,201 0 7,390 0 26,553 67.9% 0.73 0.91
E5 25,445 0.584 18,366 0 2,735 0 4,345 81.9% 0.83 1.00
E6 24,572 0.564 17,747 0 2,618 0 4,207 81.8% 0.83 1.00
E5+E6 50,017 1.148 36,113 0 5,353 0 8,552 81.8% 0.83 1.00
E7 32,809 0.753 20,545 0 2,736 0 9,528 70.1% 0.75 0.93
E8 26,051 0.598 14,527 0 2,641 0 8,883 64.9% 0.71 0.89
E7+E8 58,860 1.351 35,072 0 5,377 0 18,411 67.8% 0.73 0.91
E9 17,166 0.394 13,803 0 0 0 3,363 80.4% 0.81 1.00
E10 10,597 0.243 8,370 0 892 0 1,334 86.6% 0.86 1.00
E1+…+E10 328,703 7.546 221,769 0 31,348 0 75,586 76.1% 0.79 0.99
Overall 2,473,376 56.781 628,686 445,892 306,118 0 1,092,679 52.8% 0.64 0.80
18-1000-00 Rational Calcs (FC).xlsx Page 7 of 18 Highland Development Services
Design Engineer:
Design Firm:
Project Number:
Date:
EQUATIONS:
-Equation 6-2 -Equation 6-4 -Urbanized Check Equation 6-5
- CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition
500 ft - Overland flow shall not exceed for undeveloped condition
Final t c = minimum of t i + t t and urbanized basin check
recommended minimum t c = 5 min for urbanized basins
Time of Concentration (2-yr to 10-yr)
Type of Travel
Surface
Cv
A1 A1 87.9% 0.89 0.658 35 0.0200 1.81 273 0.0050 Paved Areas 20 1.41 3.22 5.03 0.0067 6.71 5.03
A2 A2 90.0% 0.93 0.195 47 0.0200 1.77 99 0.0050 Paved Areas 20 1.41 1.17 5.00 0.0098 5.23 5.00
A3 A3 59.8% 0.69 1.532 46 0.0200 4.10 451 0.0050 Paved Areas 20 1.41 5.32 9.41 0.0064 12.96 9.41
A4 A4 59.8% 0.69 0.879 46 0.0200 4.12 367 0.0050 Paved Areas 20 1.41 4.33 8.44 0.0067 12.24 8.44
A5 A5 90.2% 0.91 0.346 47 0.0200 1.89 133 0.0050 Paved Areas 20 1.41 1.57 5.00 0.0089 5.41 5.00
A6 A6 77.8% 0.84 1.140 72 0.0200 3.28 215 0.0050 Paved Areas 20 1.41 2.53 5.81 0.0088 8.00 5.81
A7 A7 62.6% 0.71 0.689 29 0.0200 3.15 594 0.0050 Paved Areas 20 1.41 7.00 10.15 0.0057 13.69 10.15
A8 A8 66.6% 0.73 0.765 22 0.0200 2.57 587 0.0050 Paved Areas 20 1.41 6.92 9.49 0.0055 12.89 9.49
A9 A9 68.0% 0.75 0.540 96 0.0200 5.14 248 0.0050 Paved Areas 20 1.41 2.92 8.06 0.0092 9.92 8.06
A10 A10 77.9% 0.83 1.313 68 0.0200 3.28 482 0.0050 Paved Areas 20 1.41 5.68 8.96 0.0069 9.92 8.96
A11 A11 81.6% 0.87 0.510 71 0.0200 2.92 199 0.0050 Paved Areas 20 1.41 2.35 5.27 0.0089 7.26 5.27
A12 A12 31.1% 0.49 1.249 91 0.0200 8.60 230 0.0050 Paved Areas 21 1.48 2.58 11.19 0.0093 16.18 11.19
A13 A13 85.6% 0.90 0.559 68 0.0200 2.43 184 0.0050 Paved Areas 20 1.41 2.17 5.00 0.0090 6.51 5.00
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
LENGTH
(ft)
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Overland Flow Equations for City of Fort Collins - Storm Water Criteria Manual
SUB-BASIN DATA
INITIAL/OVERLAND TIME
(ti)
TRAVEL TIME (tt)
tc
=ti
+tt
(min)
Urban Check Final
tc
Type of Travel
Surface
Cv
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
LENGTH
(ft)
SUB-BASIN DATA
INITIAL/OVERLAND TIME
(ti)
TRAVEL TIME (tt)
tc
=ti
+tt
(min)
Urban Check Final
tc
(min)
DESIGN
POINT
Sub-basin
%
Impervious
C2-10
AREA
(acres)
A14 A14 75.4% 0.81 0.525 47 0.0200 2.99 212 0.0050 Paved Areas 21 1.48 2.38 5.37 0.0077 8.32 5.37
A15 A15 50.8% 0.62 2.478 45 0.0200 4.75 1017 0.0050 Paved Areas 20 1.41 11.99 16.73 0.0056 20.14 16.73
A16 A16 73.5% 0.77 0.802 78 0.0200 4.31 1063 0.0050 Paved Areas 20 1.41 12.53 16.84 0.0060 15.24 15.24
A17 A17 7.1% 0.30 0.899 68 0.0200 9.73 568 0.0050 Paved Areas 20 1.41 6.69 16.42 0.0066 26.46 16.42
A18 A18 12.5% 0.35 3.022 89 0.0200 10.54 352 0.0050 Paved Areas 20 1.41 4.15 14.68 0.0080 21.59 14.68
B1 B1 37.1% 0.54 2.127 52 0.0200 6.01 774 0.0050 Paved Areas 20 1.41 9.12 15.13 0.0059 20.98 15.13
B2 B2 71.8% 0.79 1.300 76 0.0200 4.01 608 0.0050 Paved Areas 20 1.41 7.17 11.18 0.0067 12.00 11.18
B3 B3 55.9% 0.66 1.069 11 0.0200 2.15 592 0.0050 Paved Areas 20 1.41 6.98 9.13 0.0053 15.06 9.13
B4 B4 83.4% 0.88 1.319 47 0.0200 2.28 496 0.0050 Paved Areas 20 1.41 5.85 8.13 0.0063 9.05 8.13
B5 B5 90.3% 0.94 0.505 68 0.0200 1.98 162 0.0050 Paved Areas 21 1.48 1.82 5.00 0.0094 5.63 5.00
B6 B6 75.9% 0.81 0.520 47 0.0200 2.98 102 0.0050 Paved Areas 22 1.56 1.09 5.00 0.0097 7.44 5.00
B7 B7 77.0% 0.82 0.266 47 0.0200 2.86 147 0.0050 Paved Areas 20 1.41 1.73 5.00 0.0086 7.59 5.00
B8 B8 72.3% 0.78 0.401 49 0.0200 3.29 168 0.0050 Paved Areas 20 1.41 1.98 5.27 0.0084 8.50 5.27
B9 B9 25.8% 0.45 2.286 108 0.0200 10.01 407 0.0050 Paved Areas 20 1.41 4.80 14.81 0.0081 19.35 14.81
B10 B10 55.8% 0.66 0.479 11 0.0200 2.18 226 0.0050 Paved Areas 20 1.41 2.66 5.00 0.0057 11.70 5.00
B11 B11 64.8% 0.73 2.471 76 0.0200 4.77 547 0.0050 Paved Areas 20 1.41 6.45 11.21 0.0068 12.84 11.21
B12 B12 1.5% 0.26 0.413 20 0.0200 5.57 74 0.0200 Tilage/Field 20 2.83 0.44 6.00 0.0200 18.67 6.00
B13 B13 82.8% 0.87 0.383 68 0.0200 2.83 182 0.0050 Paved Areas 24 1.70 1.79 5.00 0.0091 6.96 5.00
B14 B14 81.1% 0.86 0.361 68 0.0200 2.95 171 0.0050 Paved Areas 23 1.63 1.75 5.00 0.0093 7.14 5.00
B15 B15 74.8% 0.80 0.888 30 0.0200 2.41 412 0.0050 Paved Areas 25 1.77 3.88 6.29 0.0060 9.95 6.29
Type of Travel
Surface
Cv
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
LENGTH
(ft)
SUB-BASIN DATA
INITIAL/OVERLAND TIME
(ti)
TRAVEL TIME (tt)
tc
=ti
+tt
(min)
Urban Check Final
tc
(min)
DESIGN
POINT
Sub-basin
%
Impervious
C2-10
AREA
(acres)
D10 D10 53.4% 0.67 0.157 39 0.0200 4.03 144 0.0050 Paved Areas 20 1.41 1.70 5.72 0.0082 11.34 5.72
D11 D11 50.8% 0.65 0.883 40 0.0200 4.27 648 0.0050 Paved Areas 20 1.41 7.64 11.91 0.0059 16.56 11.91
D12 D12 85.1% 0.89 0.762 47 0.0200 2.18 341 0.0050 Paved Areas 22 1.56 3.65 5.83 0.0068 7.66 5.83
D13 D13 7.6% 0.31 0.275 15 0.0200 4.55 29 0.0050 Paved Areas 20 1.41 0.34 5.00 0.0101 17.39 5.00
D14 D14 3.9% 0.28 2.496 37 0.0200 7.40 593 0.0050 Paved Areas 20 1.41 6.99 14.39 0.0059 27.99 14.39
D15 D15 69.4% 0.74 0.436 12 0.0200 1.85 393 0.0050 Paved Areas 21 1.48 4.41 6.26 0.0054 10.79 6.26
E1 E1 80.3% 0.82 0.480 32 0.0200 2.34 362 0.0050 Paved Areas 20 1.41 4.27 6.61 0.0062 8.62 6.61
E2 E2 85.3% 0.85 0.664 51 0.0200 2.61 362 0.0050 Paved Areas 20 1.41 4.27 6.88 0.0069 7.77 6.88
E3 E3 82.8% 0.84 1.554 32 0.0200 2.20 1140 0.0050 Paved Areas 20 1.41 13.44 15.64 0.0054 13.92 13.92
E4 E4 67.9% 0.73 1.955 45 0.0200 3.67 1135 0.0050 Paved Areas 20 1.41 13.38 17.04 0.0056 17.12 17.04
E5 E5 81.9% 0.83 0.584 44 0.0200 2.65 458 0.0050 Paved Areas 20 1.41 5.40 8.05 0.0063 9.05 8.05
E6 E6 81.8% 0.83 0.564 45 0.0200 2.69 440 0.0050 Paved Areas 20 1.41 5.19 7.87 0.0064 8.92 7.87
E7 E7 70.1% 0.75 0.753 39 0.0200 3.27 458 0.0050 Paved Areas 20 1.41 5.40 8.67 0.0062 11.14 8.67
E8 E8 64.9% 0.71 0.598 51 0.0200 4.12 440 0.0050 Paved Areas 20 1.41 5.19 9.31 0.0066 11.93 9.31
E9 E9 80.4% 0.81 0.394 12 0.0200 1.48 393 0.0050 Paved Areas 20 1.41 4.63 6.11 0.0054 8.86 6.11
E10 E10 86.6% 0.86 0.243 12 0.0200 1.22 157 0.0050 Paved Areas 21 1.48 1.76 5.00 0.0061 6.12 5.00
18-1000-00 Rational Calcs (FC).xlsx Page 10 of 18 Highland Development Services
Design Engineer:
Design Firm:
Project Number:
Date:
EQUATIONS:
-Equation 6-2 -Equation 6-4 -Urbanized Check Equation 6-5
- CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition
500 ft - Overland flow shall not exceed for undeveloped condition
Final t c = minimum of t i + t t and urbanized basin check
recommended minimum t c = 5 min for urbanized basins
Time of Concentration (100-yr)
Type of Travel
Surface
Cv
A1 A1 87.9% 1.00 0.658 35 0.0200 0.88 303 0.0050 Paved Areas 20 1.41 3.57 5.00 0.0066 6.92 5.00
A2 A2 90.0% 1.00 0.195 47 0.0200 1.02 99 0.0050 Paved Areas 20 1.41 1.17 5.00 0.0098 5.23 5.00
A3 A3 59.8% 0.87 1.532 46 0.0200 2.35 451 0.0050 Paved Areas 20 1.41 5.32 7.67 0.0064 12.96 7.67
A4 A4 59.8% 0.86 0.879 46 0.0200 2.38 367 0.0050 Paved Areas 20 1.41 4.33 6.71 0.0067 12.24 6.71
A5 A5 90.2% 1.00 0.346 47 0.0200 1.02 133 0.0050 Paved Areas 20 1.41 1.57 5.00 0.0089 5.41 5.00
A6 A6 77.8% 1.00 1.140 72 0.0200 1.26 215 0.0050 Paved Areas 20 1.41 2.53 5.00 0.0088 8.00 5.00
A7 A7 62.6% 0.88 0.689 29 0.0200 1.74 594 0.0050 Paved Areas 20 1.41 7.00 8.74 0.0057 13.69 8.74
A8 A8 66.6% 0.91 0.765 22 0.0200 1.30 587 0.0050 Paved Areas 20 1.41 6.92 8.22 0.0055 12.89 8.22
A9 A9 68.0% 0.93 0.540 96 0.0200 2.43 248 0.0050 Paved Areas 20 1.41 2.92 5.35 0.0092 9.92 5.35
A10 A10 77.9% 1.00 1.313 68 0.0200 1.22 482 0.0050 Paved Areas 20 1.41 5.68 6.90 0.0069 9.92 6.90
A11 A11 81.6% 1.00 0.510 71 0.0200 1.25 199 0.0050 Paved Areas 20 1.41 2.35 5.00 0.0089 7.26 5.00
A12 A12 31.1% 0.62 1.249 91 0.0200 6.86 230 0.0050 Paved Areas 20 1.41 2.71 9.57 0.0093 16.18 9.57
A13 A13 85.6% 1.00 0.559 68 0.0200 1.22 184 0.0050 Paved Areas 20 1.41 2.17 5.00 0.0090 6.51 5.00
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
LENGTH
(ft)
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Overland Flow Equations for City of Fort Collins - Storm Water Criteria Manual
SUB-BASIN DATA
INITIAL/OVERLAND TIME
(ti)
TRAVEL TIME (tt)
tc
=ti
+tt
(min)
Urban Check Final
tc
Type of Travel
Surface
Cv
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
LENGTH
(ft)
SUB-BASIN DATA
INITIAL/OVERLAND TIME
(ti)
TRAVEL TIME (tt)
tc
=ti
+tt
(min)
Urban Check Final
tc
(min)
DESIGN
POINT
Sub-basin
%
Impervious
C100
AREA
(acres)
A14 A14 75.4% 1.00 0.525 47 0.0200 1.02 212 0.0050 Paved Areas 20 1.41 2.50 5.00 0.0077 8.32 5.00
A15 A15 50.8% 0.78 2.478 45 0.0200 3.20 1017 0.0050 Paved Areas 20 1.41 11.99 15.18 0.0056 20.14 15.18
A16 A16 73.5% 0.96 0.802 78 0.0200 1.78 1063 0.0050 Paved Areas 20 1.41 12.53 14.31 0.0060 15.24 14.31
A17 A17 7.1% 0.38 0.899 68 0.0200 8.80 568 0.0050 Paved Areas 20 1.41 6.69 15.49 0.0066 26.46 15.49
A18 A18 12.5% 0.43 3.022 89 0.0200 9.32 352 0.0050 Paved Areas 20 1.41 4.15 13.47 0.0080 21.59 13.47
B1 B1 37.1% 0.67 2.127 52 0.0200 4.57 774 0.0050 Paved Areas 20 1.41 9.12 13.69 0.0059 20.98 13.69
B2 B2 71.8% 0.99 1.300 76 0.0200 1.45 608 0.0050 Paved Areas 20 1.41 7.17 8.62 0.0067 12.00 8.62
B3 B3 55.9% 0.83 1.069 11 0.0200 1.34 592 0.0050 Paved Areas 20 1.41 6.98 8.32 0.0053 15.06 8.32
B4 B4 83.4% 1.00 1.319 47 0.0200 1.02 496 0.0050 Paved Areas 20 1.41 5.85 6.86 0.0063 9.05 6.86
B5 B5 90.3% 1.00 0.505 68 0.0200 1.22 162 0.0050 Paved Areas 20 1.41 1.91 5.00 0.0094 5.63 5.00
B6 B6 75.9% 1.00 0.520 47 0.0200 1.02 102 0.0050 Paved Areas 20 1.41 1.20 5.00 0.0097 7.44 5.00
B7 B7 77.0% 1.00 0.266 47 0.0200 1.02 147 0.0050 Paved Areas 20 1.41 1.73 5.00 0.0086 7.59 5.00
B8 B8 72.3% 0.98 0.401 49 0.0200 1.26 168 0.0050 Paved Areas 20 1.41 1.98 5.00 0.0084 8.50 5.00
B9 B9 25.8% 0.56 2.286 108 0.0200 8.27 407 0.0050 Paved Areas 20 1.41 4.80 13.07 0.0081 19.35 13.07
B10 B10 55.8% 0.82 0.479 11 0.0200 1.37 226 0.0050 Paved Areas 20 1.41 2.66 5.00 0.0057 11.70 5.00
B11 B11 64.8% 0.91 2.471 76 0.0200 2.40 547 0.0050 Paved Areas 20 1.41 6.45 8.85 0.0068 12.84 8.85
B12 B12 1.5% 0.33 0.413 20 0.0200 5.13 74 0.0200 Paved Areas 20 2.83 0.44 5.57 0.0200 18.67 5.57
B13 B13 82.8% 1.00 0.383 68 0.0200 1.22 182 0.0050 Paved Areas 20 1.41 2.14 5.00 0.0091 6.96 5.00
B14 B14 81.1% 1.00 0.361 68 0.0200 1.22 171 0.0050 Paved Areas 20 1.41 2.02 5.00 0.0093 7.14 5.00
B15 B15 74.8% 1.00 0.888 30 0.0200 0.81 412 0.0050 Paved Areas 20 1.41 4.86 5.67 0.0060 9.95 5.67
Type of Travel
Surface
Cv
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
LENGTH
(ft)
SUB-BASIN DATA
INITIAL/OVERLAND TIME
(ti)
TRAVEL TIME (tt)
tc
=ti
+tt
(min)
Urban Check Final
tc
(min)
DESIGN
POINT
Sub-basin
%
Impervious
C100
AREA
(acres)
D8 D8 83.0% 1.00 0.719 47 0.0200 1.02 286 0.0050 Paved Areas 20 1.41 3.37 5.00 0.0071 7.62 5.00
D9 D9 48.4% 0.78 0.607 47 0.0200 3.23 574 0.0050 Paved Areas 20 1.41 6.76 9.99 0.0061 16.34 9.99
D10 D10 53.4% 0.83 0.157 39 0.0200 2.48 144 0.0050 Paved Areas 20 1.41 1.70 5.00 0.0082 11.34 5.00
D11 D11 50.8% 0.81 0.883 40 0.0200 2.75 648 0.0050 Paved Areas 20 1.41 7.64 10.39 0.0059 16.56 10.39
D12 D12 85.1% 1.00 0.762 47 0.0200 1.02 341 0.0050 Paved Areas 20 1.41 4.02 5.04 0.0068 7.66 5.04
D13 D13 7.6% 0.39 0.275 15 0.0200 4.10 29 0.0050 Paved Areas 20 1.41 0.34 5.00 0.0101 17.39 5.00
D14 D14 3.9% 0.35 2.496 37 0.0200 6.77 593 0.0050 Paved Areas 20 1.41 6.99 13.75 0.0059 27.99 13.75
D15 D15 69.4% 0.92 0.436 12 0.0200 0.90 393 0.0050 Paved Areas 20 1.41 4.63 5.53 0.0054 10.79 5.53
E1 E1 80.3% 1.00 0.480 32 0.0200 0.84 362 0.0050 Paved Areas 20 1.41 4.27 5.11 0.0062 8.62 5.11
E2 E2 85.3% 1.00 0.664 51 0.0200 1.06 362 0.0050 Paved Areas 20 1.41 4.27 5.33 0.0069 7.77 5.33
E3 E3 82.8% 1.00 1.554 32 0.0200 0.84 1140 0.0050 Paved Areas 20 1.41 13.44 14.27 0.0054 13.92 13.92
E4 E4 67.9% 0.91 1.955 45 0.0200 1.85 1135 0.0050 Paved Areas 20 1.41 13.38 15.22 0.0056 17.12 15.22
E5 E5 81.9% 1.00 0.584 44 0.0200 0.98 458 0.0050 Paved Areas 20 1.41 5.40 6.38 0.0063 9.05 6.38
E6 E6 81.8% 1.00 0.564 45 0.0200 1.00 440 0.0050 Paved Areas 20 1.41 5.19 6.18 0.0064 8.92 6.18
E7 E7 70.1% 0.93 0.753 39 0.0200 1.54 458 0.0050 Paved Areas 20 1.41 5.40 6.94 0.0062 11.14 6.94
E8 E8 64.9% 0.89 0.598 51 0.0200 2.24 440 0.0050 Paved Areas 20 1.41 5.19 7.42 0.0066 11.93 7.42
E9 E9 80.4% 1.00 0.394 12 0.0200 0.51 393 0.0050 Paved Areas 20 1.41 4.63 5.15 0.0054 8.86 5.15
E10 E10 86.6% 1.00 0.243 12 0.0200 0.51 157 0.0050 Paved Areas 20 1.41 1.85 5.00 0.0061 6.12 5.00
18-1000-00 Rational Calcs (FC).xlsx Page 13 of 18 Highland Development Services
Design Engineer:
Design Firm:
Project Number:
Date:
EQUATIONS:
Q n = n -yr peak discharge (cfs)
C n = n -yr runoff coefficient
I n = n -yr rainfall intensity (in/hr)
A n = Basin drainage area (ac)
BASIN SUMMARY:
tc (min)
Runoff Coeff
(C2-10)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s) tc (min)
Runoff Coeff
(C2-10)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s) tc (min)
Runoff Coeff.
(C100)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s)
A1 A1 0.658 5.03 0.89 0.59 2.77 1.63 5.03 0.89 0.59 4.73 2.78 5.00 1.00 0.66 9.95 6.55
A2 A2 0.195 5.00 0.93 0.18 2.85 0.52 5.00 0.93 0.18 4.87 0.88 5.00 1.00 0.20 9.95 1.94
A3 A3 1.532 9.41 0.69 1.06 2.27 2.41 9.41 0.69 1.06 3.87 4.11 7.67 0.87 1.33 8.51 11.31
A4 A4 0.879 8.44 0.69 0.61 2.36 1.43 8.44 0.69 0.61 4.03 2.45 6.71 0.86 0.76 8.90 6.75
A5 A5 0.346 5.00 0.91 0.32 2.85 0.90 5.00 0.91 0.32 4.87 1.54 5.00 1.00 0.35 9.95 3.45
A6 A6 1.140 5.81 0.84 0.96 2.66 2.55 5.81 0.84 0.96 4.55 4.35 5.00 1.00 1.14 9.95 11.34
A7 A7 0.689 10.15 0.71 0.49 2.20 1.07 10.15 0.71 0.49 3.76 1.83 8.74 0.88 0.61 8.13 4.94
A8 A8 0.765 9.49 0.73 0.56 2.26 1.26 9.49 0.73 0.56 3.86 2.16 8.22 0.91 0.70 8.31 5.81
A9 A9 0.540 8.06 0.75 0.40 2.40 0.97 8.06 0.75 0.40 4.10 1.65 5.35 0.93 0.50 9.51 4.79
A10 A10 1.313 8.96 0.83 1.09 2.31 2.52 8.96 0.83 1.09 3.94 4.31 6.90 1.00 1.31 8.81 11.57
A11 A11 0.510 5.27 0.87 0.44 2.74 1.21 5.27 0.87 0.44 4.68 2.07 5.00 1.00 0.51 9.95 5.07
A12 A12 1.249 11.19 0.49 0.61 2.12 1.30 11.19 0.49 0.61 3.61 2.22 9.57 0.62 0.77 7.85 6.04
A13 A13 0.559 5.00 0.90 0.50 2.85 1.44 5.00 0.90 0.50 4.87 2.45 5.00 1.00 0.56 9.95 5.56
A14 A14 0.525 5.37 0.81 0.42 2.72 1.15 5.37 0.81 0.42 4.65 1.97 5.00 1.00 0.52 9.95 5.22
A15 A15 2.478 16.73 0.62 1.54 1.76 2.72 16.73 0.62 1.54 3.01 4.65 15.18 0.78 1.93 6.44 12.43
A16 A16 0.802 15.24 0.77 0.62 1.84 1.14 15.24 0.77 0.62 3.15 1.95 14.31 0.96 0.77 6.62 5.12
A17 A17 0.899 16.42 0.30 0.27 1.78 0.49 16.42 0.30 0.27 3.04 0.83 15.49 0.38 0.34 6.38 2.19
A18 A18 3.022 14.68 0.35 1.05 1.88 1.97 14.68 0.35 1.05 3.20 3.36 13.47 0.43 1.31 6.81 8.94
B1 B1 2.127 15.13 0.54 1.15 1.85 2.12 15.13 0.54 1.15 3.16 3.62 13.69 0.67 1.43 6.76 9.68
B2 B2 1.300 11.18 0.79 1.03 2.12 2.17 11.18 0.79 1.03 3.61 3.71 8.62 0.99 1.28 8.17 10.49
B3 B3 1.069 9.13 0.66 0.71 2.29 1.62 9.13 0.66 0.71 3.91 2.77 8.32 0.83 0.89 8.28 7.33
B4 B4 1.319 8.13 0.88 1.15 2.39 2.76 8.13 0.88 1.15 4.08 4.72 6.86 1.00 1.32 8.83 11.65
B5 B5 0.505 5.00 0.94 0.47 2.85 1.35 5.00 0.94 0.47 4.87 2.31 5.00 1.00 0.50 9.95 5.02
B6 B6 0.520 5.00 0.81 0.42 2.85 1.20 5.00 0.81 0.42 4.87 2.04 5.00 1.00 0.52 9.95 5.17
B7 B7 0.266 5.00 0.82 0.22 2.85 0.62 5.00 0.82 0.22 4.87 1.06 5.00 1.00 0.27 9.95 2.64
B8 B8 0.401 5.27 0.78 0.31 2.74 0.86 5.27 0.78 0.31 4.67 1.47 5.00 0.98 0.39 9.95 3.90
10-yr Peak Runoff 100-yr Peak Runoff
Northfield
DEVELOPED PEAK RUNOFF
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
DESIGN CRITERIA:
tc (min)
Runoff Coeff
(C2-10)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s) tc (min)
Runoff Coeff
(C2-10)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s) tc (min)
Runoff Coeff.
(C100)
C(A) (acres)
Intensity
(in/hr)
Q (ft3/s)
10-yr Peak Runoff 100-yr Peak Runoff
Design
Point
Sub-basin Area (acres)
2-yr Peak Runoff
B9 B9 2.286 14.81 0.45 1.03 1.87 1.93 14.81 0.45 1.03 3.19 3.29 13.07 0.56 1.29 6.90 8.89
B10 B10 0.479 5.00 0.66 0.31 2.85 0.90 5.00 0.66 0.31 4.87 1.53 5.00 0.82 0.39 9.95 3.91
B11 B11 2.471 11.21 0.73 1.81 2.11 3.82 11.21 0.73 1.81 3.61 6.52 8.85 0.91 2.26 8.09 18.29
B12 B12 0.413 6.00 0.26 0.11 2.64 0.28 6.00 0.26 0.11 4.51 0.49 5.57 0.33 0.13 9.40 1.27
B13 B13 0.383 5.00 0.87 0.33 2.85 0.95 5.00 0.87 0.33 4.87 1.62 5.00 1.00 0.38 9.95 3.81
B14 B14 0.361 5.00 0.86 0.31 2.85 0.88 5.00 0.86 0.31 4.87 1.51 5.00 1.00 0.36 9.95 3.59
B15 B15 0.888 6.29 0.80 0.71 2.60 1.86 6.29 0.80 0.71 4.44 3.17 5.67 1.00 0.89 9.36 8.31
B16 B16 0.541 5.00 0.91 0.49 2.85 1.41 5.00 0.91 0.49 4.87 2.41 5.00 1.00 0.54 9.95 5.38
B17 B17 0.354 5.40 0.79 0.28 2.72 0.76 5.40 0.79 0.28 4.64 1.30 5.00 0.99 0.35 9.95 3.48
B18 B18 0.431 8.49 0.67 0.29 2.36 0.68 8.49 0.67 0.29 4.02 1.16 6.56 0.84 0.36 8.96 3.24
B19 B19 0.430 8.25 0.69 0.30 2.38 0.71 8.25 0.69 0.30 4.06 1.21 6.26 0.87 0.37 9.09 3.38
B20 B20 2.943 21.24 0.34 1.00 1.56 1.57 21.24 0.34 1.00 2.66 2.67 19.62 0.43 1.26 5.67 7.12
C1 C1 1.296 12.07 0.53 0.69 2.05 1.41 12.07 0.53 0.69 3.50 2.41 10.70 0.67 0.86 7.52 6.48
C2 C2 0.135 5.00 0.25 0.03 2.85 0.10 5.00 0.25 0.03 4.87 0.16 5.00 0.31 0.04 9.95 0.42
C3 C3 0.830 8.23 0.70 0.58 2.38 1.39 8.23 0.70 0.58 4.07 2.37 6.12 0.88 0.73 9.15 6.66
C4 C4 0.216 5.00 0.77 0.17 2.85 0.47 5.00 0.77 0.17 4.87 0.81 5.00 0.96 0.21 9.95 2.07
C5 C5 1.200 11.24 0.41 0.50 2.11 1.05 11.24 0.41 0.50 3.61 1.79 10.27 0.52 0.62 7.64 4.74
D1A D1A 0.695 7.94 0.42 0.29 2.41 0.70 7.94 0.42 0.29 4.12 1.19 6.93 0.52 0.36 8.80 3.18
D1 D1 0.734 6.39 0.74 0.54 2.59 1.40 6.39 0.74 0.54 4.42 2.40 5.00 0.92 0.68 9.95 6.75
D2 D2 0.654 5.07 0.87 0.57 2.77 1.57 5.07 0.87 0.57 4.72 2.68 5.00 1.00 0.65 9.95 6.50
D3 D3 0.449 7.86 0.57 0.25 2.42 0.61 7.86 0.57 0.25 4.13 1.05 6.81 0.71 0.32 8.85 2.81
D4 D4 0.164 5.00 0.70 0.11 2.85 0.33 5.00 0.70 0.11 4.87 0.56 5.00 0.87 0.14 9.95 1.42
D5 D5 0.427 8.39 0.61 0.26 2.36 0.61 8.39 0.61 0.26 4.04 1.04 6.88 0.76 0.32 8.82 2.85
D6 D6 0.102 6.38 0.73 0.08 2.59 0.20 6.38 0.73 0.08 4.42 0.33 5.00 0.92 0.09 9.95 0.94
D7 D7 0.088 5.00 0.83 0.07 2.85 0.21 5.00 0.83 0.07 4.87 0.35 5.00 1.00 0.09 9.95 0.87
D8 D8 0.719 5.61 0.86 0.62 2.69 1.67 5.61 0.86 0.62 4.59 2.85 5.00 1.00 0.72 9.95 7.15
D9 D9 0.607 11.58 0.63 0.38 2.09 0.79 11.58 0.63 0.38 3.56 1.35 9.99 0.78 0.48 7.72 3.67
D10 D10 0.157 5.72 0.67 0.10 2.68 0.28 5.72 0.67 0.10 4.57 0.48 5.00 0.83 0.13 9.95 1.30
D11 D11 0.883 11.91 0.65 0.57 2.06 1.17 11.91 0.65 0.57 3.52 2.00 10.39 0.81 0.71 7.61 5.42
D12 D12 0.762 5.83 0.89 0.68 2.66 1.80 5.83 0.89 0.68 4.54 3.07 5.04 1.00 0.76 9.67 7.37
D13 D13 0.275 5.00 0.31 0.09 2.85 0.24 5.00 0.31 0.09 4.87 0.41 5.00 0.39 0.11 9.95 1.06
D14 D14 2.496 14.39 0.28 0.70 1.89 1.33 14.39 0.28 0.70 3.23 2.26 13.75 0.35 0.88 6.75 5.90
D15 D15 0.436 6.26 0.74 0.32 2.61 0.84 6.26 0.74 0.32 4.45 1.43 5.53 0.92 0.40 9.42 3.80
E1 E1 0.480 6.61 0.82 0.39 2.56 1.01 6.61 0.82 0.39 4.38 1.73 5.11 1.00 0.48 9.63 4.62
E2 E2 0.664 6.88 0.85 0.57 2.53 1.43 6.88 0.85 0.57 4.32 2.45 5.33 1.00 0.66 9.52 6.32
E3 E3 1.554 13.92 0.84 1.30 1.92 2.50 13.92 0.84 1.30 3.28 4.27 13.92 1.00 1.55 6.71 10.42
Northfield
PROPOSED DRAINAGE SUMMARY
Design Engineer: K. Brigman
Design Firm: Highland Development Services
Project Number: 18-1000-01
Date:
DRAINAGE BASIN SUMMARY TABLE
C2 C100
tc 2-
yr (min)
tc 100-
yr (min)
I2
(in/hr)
I100 (in/hr)
Q2
(cfs)
Q100
(cfs)
A1 A1 0.66 0.89 1.00 5.03 5.00 2.77 9.95 1.63 6.55
A2 A2 0.20 0.93 1.00 5.00 5.00 2.85 9.95 0.52 1.94
A3 A3 1.53 0.69 0.87 9.41 7.67 2.27 8.51 2.41 11.31
A4 A4 0.88 0.69 0.86 8.44 6.71 2.36 8.90 1.43 6.75
A5 A5 0.35 0.91 1.00 5.00 5.00 2.85 9.95 0.90 3.45
A6 A6 1.14 0.84 1.00 5.81 5.00 2.66 9.95 2.55 11.34
A7 A7 0.69 0.71 0.88 10.15 8.74 2.20 8.13 1.07 4.94
A8 A8 0.76 0.73 0.91 9.49 8.22 2.26 8.31 1.26 5.81
A9 A9 0.54 0.75 0.93 8.06 5.35 2.40 9.51 0.97 4.79
A10 A10 1.31 0.83 1.00 8.96 6.90 2.31 8.81 2.52 11.57
A11 A11 0.51 0.87 1.00 5.27 5.00 2.74 9.95 1.21 5.07
A12 A12 1.25 0.49 0.62 11.19 9.57 2.12 7.85 1.30 6.04
A13 A13 0.56 0.90 1.00 5.00 5.00 2.85 9.95 1.44 5.56
A14 A14 0.52 0.81 1.00 5.37 5.00 2.72 9.95 1.15 5.22
A15 A15 2.48 0.62 0.78 16.73 15.18 1.76 6.44 2.72 12.43
A16 A16 0.80 0.77 0.96 15.24 14.31 1.84 6.62 1.14 5.12
A17 A17 0.90 0.30 0.38 16.42 15.49 1.78 6.38 0.49 2.19
A18 A18 3.02 0.35 0.43 14.68 13.47 1.88 6.81 1.97 8.94
A Total 18.10 26.68 119.01
B1 B1 2.13 0.54 0.67 15.13 13.69 1.85 6.76 2.12 9.68
B2 B2 1.30 0.79 0.99 11.18 8.62 2.12 8.17 2.17 10.49
B3 B3 1.07 0.66 0.83 9.13 8.32 2.29 8.28 1.62 7.33
B4 B4 1.32 0.88 1.00 8.13 6.86 2.39 8.83 2.76 11.65
B5 B5 0.50 0.82 1.00 5.00 5.00 2.85 9.95 1.35 5.02
B6 B6 0.52 0.94 1.00 5.00 5.00 2.85 9.95 1.20 5.17
August 28, 2019
DESIGN
POINT
Runoff Coefficient
Time of
Concentration
Rainfaill Intensity
AREA
(acres)
TRIBUTARY
SUB-BASIN
Peak Runoff
18-1000-00 Rational Calcs (FC).xlsx Page 16 of 18 Highland Development Services
C2 C100
tc 2-
yr (min)
tc 100-
yr (min)
I2
(in/hr)
I100 (in/hr)
Q2
(cfs)
Q100
(cfs)
DESIGN
POINT
Runoff Coefficient
Time of
Concentration
Rainfaill Intensity
AREA
(acres)
TRIBUTARY
SUB-BASIN
Peak Runoff
B7 B7 0.27 0.81 1.00 5.00 5.00 2.85 9.95 0.62 2.64
B8 B8 0.40 0.78 0.98 5.27 5.00 2.74 9.95 0.86 3.90
B9 B9 2.29 0.81 1.00 5.00 13.07 1.87 6.90 1.93 8.89
B10 B10 0.48 0.66 0.82 5.00 5.00 2.85 9.95 0.90 3.91
B11 B11 2.47 0.73 0.91 11.21 8.85 2.11 8.09 3.82 18.29
B12 B12 0.41 0.26 0.33 6.00 5.57 2.64 9.40 0.28 1.27
B13 B13 0.38 0.87 1.00 5.00 5.00 2.85 9.95 0.95 3.81
B14 B14 0.36 0.86 1.00 5.00 5.00 2.85 9.95 0.88 3.59
B15 B15 0.89 0.80 1.00 6.29 5.67 2.60 9.36 1.86 8.31
B16 B16 0.54 0.91 1.00 5.00 5.00 2.85 9.95 1.41 5.38
B17 B17 0.35 0.79 0.99 5.40 5.00 2.72 9.95 0.76 3.48
B18 B18 0.43 0.67 0.84 8.49 6.56 2.36 8.96 0.68 3.24
B19 B19 0.43 0.69 0.87 8.25 6.26 2.38 9.09 0.71 3.38
B20 B20 2.94 0.34 0.43 21.24 19.62 1.56 5.67 1.57 7.12
B Total 19.48 28.44 126.55
C1 C1 1.30 0.45 0.56 14.81 10.70 2.05 7.52 1.41 6.48
C2 C2 0.14 0.53 0.67 12.07 5.00 2.85 9.95 0.10 0.42
C3 C3 0.83 0.25 0.31 5.00 6.12 2.38 9.15 1.39 6.66
C4 C4 0.22 0.70 0.88 8.23 5.00 2.85 9.95 0.47 2.07
C5 C5 1.20 0.77 0.96 5.00 10.27 2.11 7.64 1.05 4.74
C Total 3.68 4.42 20.37
D1A D1A 0.70 0.57 0.71 7.86 6.93 2.41 8.80 0.70 3.18
D1 D1 0.73 0.42 0.52 6.39 5.00 2.59 9.95 1.40 6.75
D2 D2 0.65 0.42 0.52 7.94 5.00 2.77 9.95 1.57 6.50
D3 D3 0.45 0.25 0.31 5.00 6.81 2.42 8.85 0.61 2.81
D4 D4 0.16 0.61 0.76 8.39 5.00 2.85 9.95 0.33 1.42
D5 D5 0.43 0.87 1.00 5.07 6.88 2.36 8.82 0.61 2.85
D6 D6 0.10 0.70 0.87 5.00 5.00 2.59 9.95 0.20 0.94
D7 D7 0.09 0.73 0.92 6.38 5.00 2.85 9.95 0.21 0.87
D8 D8 0.72 0.63 0.78 11.58 5.00 2.69 9.95 1.67 7.15
D9 D9 0.61 0.83 1.00 5.00 9.99 2.09 7.72 0.79 3.67
D10 D10 0.16 0.65 0.81 11.91 5.00 2.68 9.95 0.28 1.30
D11 D11 0.88 0.89 1.00 5.83 10.39 2.06 7.61 1.17 5.42
D12 D12 0.76 0.86 1.00 5.61 5.04 2.66 9.67 1.80 7.37
18-1000-00 Rational Calcs (FC).xlsx Page 17 of 18 Highland Development Services
C2 C100
tc 2-
yr (min)
tc 100-
yr (min)
I2
(in/hr)
I100 (in/hr)
Q2
(cfs)
Q100
(cfs)
DESIGN
POINT
Runoff Coefficient
Time of
Concentration
Rainfaill Intensity
AREA
(acres)
TRIBUTARY
SUB-BASIN
Peak Runoff
D13 D13 0.28 0.67 0.83 5.72 5.00 2.85 9.95 0.24 1.06
D14 D14 2.50 0.31 0.39 5.00 13.75 1.89 6.75 1.33 5.90
D15 D15 0.44 0.72 0.89 14.39 5.53 2.61 9.42 0.84 3.80
D Total 9.65 13.75 60.99
E1 E1 0.48 0.28 0.35 14.39 5.11 2.56 9.63 1.01 4.62
E2 E2 0.66 0.82 1.00 6.61 5.33 2.53 9.52 1.43 6.32
E3 E3 1.55 0.85 1.00 6.88 13.92 1.92 6.71 2.50 10.42
E4 E4 1.95 0.84 1.00 13.92 15.22 1.75 6.43 2.50 11.50
E5 E5 0.58 0.73 0.91 17.04 6.38 2.40 9.03 1.16 5.28
E6 E6 0.56 0.83 1.00 8.05 6.18 2.42 9.12 1.13 5.15
E7 E7 0.75 0.83 1.00 7.87 6.94 2.34 8.80 1.31 6.19
E8 E8 0.60 0.75 0.93 8.67 7.42 2.28 8.61 0.97 4.58
E9 E9 0.39 0.71 0.89 9.31 5.15 2.85 9.95 0.91 3.58
E10 E10 0.24 0.81 1.00 5.00 5.00 3.82 13.32 0.80 3.24
E Total 7.79 13.74 60.88
Overall 58.70 87.03 387.81
*NOTE - Flows represented above are to the design point and do not account for any excess flow from another basin. Please
refer to the Inlet Summary Sheet for overflow.
18-1000-00 Rational Calcs (FC).xlsx Page 18 of 18 Highland Development Services
Appendix D
APPENDIX D – DETENTION POND CALCULATIONS
Pond
WQCV
(ac-ft)
Detention
Volume
(1000 cu-ft)
Detention
Volume
(ac-ft)
WQCV+Detention
Volume
(ac-ft)
Volume
Provided
(ac-ft)
100-yr
WSE
(ft)
Max
Depth
(ft)
A1 0.02 145.713 3.35 3.37 4.86 4951.20 3.20
A2 n/a 43.059 0.99 0.99 1.46 4953.44 3.44
B1 0.02 70.573 1.62 1.64 3.94 4951.40 3.40
B2 n/a 9.484 0.22 0.22 0.54 4955.38 1.88
B3 n/a 76.845 1.76 1.76 2.61 4955.13 3.63
C 0.06 28.029 0.64 0.71 1.79 4955.71 3.51
D 0.09 78.031 1.79 1.79 0.68 4949.61 3.99
10.48 15.88
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
Pond Summary Table
J.Claeys
Highland Development
Total
18-1000-00
August 28, 2019
Pond Summary
18-1000-00 PondCalcs.xls Page 1 of 8 Highland Development Services
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A* 3.020 acres
*sub-basin A18 (not treated by LID)
Imperviousness, I 12.5%
WQCV (watershed inches) 0.081 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.024 acre-feet Including 20% for Sedimentation
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Pond A1
CONTOUR (FT) AREA (FT
2
) AREA (ACRE)
VOLUME
(ACRE-FT)
DEPTH (FT)
CUMULATIVE VOLUME
(ACRE-FT)
4948.00 0 0.00 0.00 0.00 0.00
4948.5 5679 0.13 0.02 0.50 0.02
4949.0 22767 0.52 0.15 1.00 0.17
4949.5 45079 1.03 0.38 1.50 0.56
4950.0 67209 1.54 0.64 2.00 1.20
4950.5 78292 1.80 0.83 2.50 2.03
4951.0 81175 1.86 0.92 3.00 2.95
4951.5 83146 1.91 0.94 3.50 3.89
4952.0 85329 1.96 0.97 4.00 4.86
0.02 4948.51 ft
Critical Pond Elevations - A1 Basin
J.Claeys
Highland Development
18-1000-00
August 28, 2019
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Required Water Quality Capture Volume =
Acre-Ft Interpolates to an Elev. of
( )
3
AAAADepth 1 2 1 2
V
+ +
=
* * 1 . 2
12
Area
WQCV
Volume
=
18-1000-00 PondCalcs.xls Page 2 of 8 Highland Development Services
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Pond A2
CONTOUR (FT) AREA (FT
2
) AREA (ACRE)
VOLUME
(ACRE-FT)
DEPTH (FT)
CUMULATIVE VOLUME
(ACRE-FT)
4950.00 0 0.00 0.00 0.00 0.00
4950.5 2039 0.05 0.01 0.50 0.01
4951.0 8359 0.19 0.06 1.00 0.06
4951.5 14667 0.34 0.13 1.50 0.19
4952.0 17134 0.39 0.18 2.00 0.38
4952.5 17846 0.41 0.20 2.50 0.58
4953.0 18540 0.43 0.21 3.00 0.79
4953.5 19251 0.44 0.22 3.50 1.00
4954.0 19976 0.46 0.23 4.00 1.23
4954.5 20716 0.48 0.23 4.50 1.46
Critical Pond Elevations - A2 Basin
J.Claeys
Highland Development
18-1000-00
August 28, 2019
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
( )
3
AAAADepth 1 2 1 2
V
+ +
=
18-1000-00 PondCalcs.xls Page 3 of 8 Highland Development Services
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A* 2.943 acres
Imperviousness, I 11.8%
WQCV (watershed inches) 0.077 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.023 acre-feet Including 20% for Sedimentation
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Pond B1
CONTOUR (FT) AREA (FT2) AREA (ACRE)
VOLUME
(ACRE-FT)
DEPTH (FT)
CUMULATIVE VOLUME
(ACRE-FT)
4948.0 0 0.00 0.00 0.00 0.00
4948.5 2,067 0.05 0.01 0.50 0.01
4949.0 9,410 0.22 0.06 1.00 0.07
4949.5 15,234 0.35 0.14 1.50 0.21
4950.0 23,785 0.55 0.22 2.00 0.43
4950.5 32,850 0.75 0.32 2.50 0.75
4951.0 42,020 0.96 0.43 3.00 1.18
4951.5 51,528 1.18 0.54 3.50 1.72
4952.0 61,043 1.40 0.65 4.00 2.36
4952.5 68,436 1.57 0.74 4.50 3.11
4953.0 77,559 1.78 0.84 5.00 3.94
0.02 4948.62 ft
Required Water Quality Capture Volume =
Acre-Ft Interpolates to an Elev. of
Critical Pond Elevations - B1 Basin
J.Claeys
Highland Development
18-1000-00
August 28, 2019
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
*sub-basin B20 (not treated by LID)
( )
3
AAAADepth 1 2 1 2
V
+ +
=
* * 1 . 2
12
Area
WQCV
Volume
=
18-1000-00 PondCalcs.xls Page 4 of 8 Highland Development Services
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Pond B2
CONTOUR (FT) AREA (FT2) AREA (ACRE)
VOLUME
(ACRE-FT)
DEPTH (FT)
CUMULATIVE VOLUME
(ACRE-FT)
4953.50 0 0.00 0.00 0.00 0.00
4954.0 3,696 0.08 0.01 0.50 0.01
4954.5 6,275 0.14 0.06 1.00 0.07
4955.0 7,007 0.16 0.08 1.50 0.15
4955.5 7,760 0.18 0.08 2.00 0.23
4956.0 8,545 0.20 0.09 2.50 0.33
4956.5 9,360 0.21 0.10 3.00 0.43
4957.0 10,206 0.23 0.11 3.50 0.54
Critical Pond Elevations - B2 Basin
J.Claeys
Highland Development
18-1000-00
August 28, 2019
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
( )
3
AAAADepth 1 2 1 2
V
+ +
=
18-1000-00 PondCalcs.xls Page 5 of 8 Highland Development Services
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Pond B3
CONTOUR (FT) AREA (FT2) AREA (ACRE)
VOLUME
(ACRE-FT)
DEPTH (FT)
CUMULATIVE VOLUME
(ACRE-FT)
4951.5 0 0.00 0.00 0.00 0.00
4952.0 2,359 0.05 0.01 0.50 0.01
4952.5 9,311 0.21 0.06 1.00 0.07
4953.0 14,696 0.34 0.14 1.50 0.21
4953.5 24,667 0.57 0.22 2.00 0.43
4954.0 34,377 0.79 0.34 2.50 0.77
4954.5 37,503 0.86 0.41 3.00 1.18
4955.0 39,856 0.91 0.44 3.50 1.63
4955.5 42,256 0.97 0.47 4.00 2.10
4956.0 47,009 1.08 0.51 4.50 2.61
Critical Pond Elevations - B3 Basin
J.Claeys
Highland Development
18-1000-00
August 28, 2019
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
( )
3
AAAADepth 1 2 1 2
V
+ +
=
18-1000-00 PondCalcs.xls Page 6 of 8 Highland Development Services
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A 3.666 acres
Imperviousness, I 38.6%
WQCV (watershed inches) 0.176 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.065 acre-feet Including 20% for Sedimentation
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Pond C1
CONTOUR (FT) AREA (FT
2
) AREA (ACRE)
VOLUME
(ACRE-FT)
DEPTH (FT)
CUMULATIVE VOLUME
(ACRE-FT)
4952.20 0 0.00 0.00 0.00 0.00
4952.50 309 0.01 0.00 0.30 0.00
4953.0 1250 0.03 0.01 0.80 0.01
4953.5 6000 0.14 0.04 1.30 0.05
4954.0 10590 0.24 0.09 1.80 0.14
4954.5 11943 0.27 0.13 2.30 0.27
4955.0 13038 0.30 0.14 2.80 0.41
4955.5 14143 0.32 0.16 3.30 0.57
4956.0 15269 0.35 0.17 3.80 0.74
4956.5 16426 0.38 0.18 4.30 0.92
4957.0 17617 0.40 0.20 4.80 1.12
4957.5 18854 0.43 0.21 5.30 1.33
4958.0 20138 0.46 0.22 5.80 1.55
4958.5 21507 0.49 0.24 6.30 1.79
0.06 4953.70 ft
Required Water Quality Capture Volume =
Acre-Ft Interpolates to an Elev. of
Critical Pond Elevations - C Basin
J.Claeys
Highland Development
18-1000-00
August 28, 2019
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
( )
3
AAAADepth 1 2 1 2
V
+ +
=
* * 1 . 2
12
Area
WQCV
Volume
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A* 5.809 acres
Imperviousness, I 33.2%
WQCV (watershed inches) 0.161 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.094 acre-feet Including 20% for Sedimentation
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
Pond D
CONTOUR (FT) AREA (FT
2
) AREA (ACRE)
VOLUME
(ACRE-FT)
DEPTH (FT)
CUMULATIVE VOLUME
(ACRE-FT)
4945.62 0 0.00 0.00 0.00 0.00
4946.00 953 0.02 0.00 0.38 0.00
4946.50 4839 0.11 0.03 0.88 0.03
4947.00 8716 0.20 0.08 1.38 0.11
4947.50 10860 0.25 0.11 1.88 0.22
4948.00 19723 0.45 0.17 2.38 0.40
4948.50 29964 0.69 0.28 2.88 0.68
4949.00 42821 0.98 0.42 3.38 1.09
4949.50 52864 1.21 0.55 3.88 1.64
4950.00 59809 1.37 0.65 4.38 2.29
4950.50 65735 1.51 0.72 4.88 3.01
4951.00 74113 1.70 0.80 5.38 3.81
0.09 Acre-Ft Interpolates to an Elev. of 4946.89 ft
Critical Pond Elevations - D Basin
J.Claeys
Highland Development
18-1000-00
August 28, 2019
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
*sub-basins D1-D7 & D14 (those not treated by rain garden)
Required Water Quality Capture Volume =
( )
3
AAAADepth 1 2 1 2
V
+ +
=
* * 1 . 2
12
Area
WQCV
Volume
=
Northfield
Water Quality Pond and Outlet Sizing - Pond A1 (Outlet Structures A01 & A02)
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A 3.02 acres Basin A18 (not treated by LID)
Composite. Imperviousness, I 12.5%
WQCV (watershed inches) 0.081 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.024 acre-feet Including 20% for Sedimentation
WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3):
Design Water Quality Depth, DWQ
0.51 ft
Determine K40
K40
= 0.013DWQ
2
+ 0.22DWQ
- 0.10 0.015
Maximum Area per Row, a a = WQCV / K40
1.596 square inches
Number of Rows, nr 1 rows
Number of Columns, nc (See Table 6a-1 for Max.) 1 columns
Choose Hole Diameter 1 3/8 inches
Use USDCM Volume 3, Figure 5 1.375 inches
Total Area per Row, Ao
1.48 square inches
Total Outlet Area, Aot
1.48 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
(Not Used)
Number of Rows, nr 1 rows
Choose Rectangular Hole Width (w/ 2" Height) 0 inches
Use USDCM Volume 3, Figure 5 0.000 inches
Total Outlet Area, Aot
0.00 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010)
Circular Perforation Sizing
Rectangular Perforation Sizing
* * 1 . 2
12
Area
WQCV
Volume
=
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - A1 Page 1 of 8 Interwest Consulting Group
Northfield
Water Quality Pond and Outlet Sizing - Pond A1 (Outlet Structures A01 & A02)
Design Engineer:
Design Firm:
Project Number:
Date:
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3)
Required Open Area, At
At
=0.5*[77(e
-0.124D
)]*Aot
48 square inches
Min. Distance between Columns, Sc
4 inches
Width of Trash Rack and Concrete Opening per Column 3 inches
Use USDCM Volume 3, Table 6a-1
Total Width, Wconc
3 inches
Height of Trash Rack Screen, Htr
6 2/16 inches Check - Does Not Work
Type of Screen S.S. #93 VEE Wire (US Filter)
Screen Opening Slot Dimension 0.139" (US Filter)
Support Rod Type (See Table 6a-2)
Spacing of Support Rod (O.C.) 3/4 inches O.C.
Total Screen Thickness (See Table 6a-2) 0.31 inches
Carbon Steel Frame Type (See Table 6a-2)
(Not Used)
Required Open Area, At
(including 50% clogging)
At
=0.5*[77(e
-0.124D
)]*Aot
0 square inches
Width of Trash Rack Opening, Wopening
1 inches
Use USDCM Volume 3, Table 6b-1
Width of Concrete Opening, Wconc
12 inches
Min Height of Trash Rack Screen, Htr
(including 2' 4" below lowest openings) 28.00 inches
Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal)
Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers
Minimum Bearing Bar Size (See Table 6b-2)
Rectangular Perforation Trash Rack Sizing
1 in x 3/16 in
#156 VEE
3/8in x 1.0in flat bar
Circular Perforation Trash Rack Sizing
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - A1 Page 2 of 8 Interwest Consulting Group
Northfield
Water Quality Pond and Outlet Sizing - Pond B1 (Outlet Structure B01)
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A 2.943 acres Basin B20 (not treated by LID)
Composite. Imperviousness, I 11.8%
WQCV (watershed inches) 0.077 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.023 acre-feet Including 20% for Sedimentation
WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3):
Design Water Quality Depth, DWQ
0.62 ft
Determine K40
K40
= 0.013DWQ
2
+ 0.22DWQ
- 0.10 0.042
Maximum Area per Row, a a = WQCV / K40
0.543 square inches
Number of Rows, nr 1 rows
Number of Columns, nc (See Table 6a-1 for Max.) 1 columns
Choose Hole Diameter 3/4 inches
Use USDCM Volume 3, Figure 5 0.750 inches
Total Area per Row, Ao
0.44 square inches
Total Outlet Area, Aot
0.44 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
(Not Used)
Number of Rows, nr 1 rows
Choose Rectangular Hole Width (w/ 2" Height) 0 inches
Use USDCM Volume 3, Figure 5 0.000 inches
Total Outlet Area, Aot
0.00 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
Rectangular Perforation Sizing
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010)
Circular Perforation Sizing
* * 1 . 2
12
Area
WQCV
Volume
=
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - B1 Page 3 of 8 Interwest Consulting Group
Northfield
Water Quality Pond and Outlet Sizing - Pond B1 (Outlet Structure B01)
Design Engineer:
Design Firm:
Project Number:
Date:
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3)
Required Open Area, At
At
=0.5*[77(e
-0.124D
)]*Aot
15 square inches
Min. Distance between Columns, Sc
3 inches
Width of Trash Rack and Concrete Opening per Column 3 inches
Use USDCM Volume 3, Table 6a-1
Total Width, Wconc
3 inches
Height of Trash Rack Screen, Htr
7 7/16 inches Check - Larger than Required
Type of Screen S.S. #93 VEE Wire (US Filter)
Screen Opening Slot Dimension 0.139" (US Filter)
Support Rod Type (See Table 6a-2)
Spacing of Support Rod (O.C.) 3/4 inches O.C.
Total Screen Thickness (See Table 6a-2) 0.31 inches
Carbon Steel Frame Type (See Table 6a-2)
(Not Used)
Required Open Area, At
(including 50% clogging)
At
=0.5*[77(e
-0.124D
)]*Aot
0 square inches
Width of Trash Rack Opening, Wopening
1 inches
Use USDCM Volume 3, Table 6b-1
Width of Concrete Opening, Wconc
12 inches
Min Height of Trash Rack Screen, Htr
(including 2' 4" below lowest openings) 28.00 inches
Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal)
Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers
Minimum Bearing Bar Size (See Table 6b-2)
Circular Perforation Trash Rack Sizing
#156 VEE
3/8in x 1.0in flat bar
Rectangular Perforation Trash Rack Sizing
1 in x 3/16 in
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - B1 Page 4 of 8 Interwest Consulting Group
Northfield
Water Quality Pond and Outlet Sizing - Pond C (Outlet Structure C01)
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A 3.666 acres Basins C1-C5 (not treated by LID)
Composite. Imperviousness, I 38.6%
WQCV (watershed inches) 0.176 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.065 acre-feet Including 20% for Sedimentation
WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3):
Design Water Quality Depth, DWQ
1.50 ft
Determine K40
K40
= 0.013DWQ
2
+ 0.22DWQ
- 0.10 0.260
Maximum Area per Row, a a = WQCV / K40
0.248 square inches
Number of Rows, nr 4 rows
Number of Columns, nc (See Table 6a-1 for Max.) 1 columns
Choose Hole Diameter 1/2 inches
Use USDCM Volume 3, Figure 5 0.500 inches
Total Area per Row, Ao
0.20 square inches
Total Outlet Area, Aot
0.79 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
(Not Used)
Number of Rows, nr 2 rows
Choose Rectangular Hole Width (w/ 2" Height) 0 inches
Use USDCM Volume 3, Figure 5 0.000 inches
Total Outlet Area, Aot
0.00 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
Rectangular Perforation Sizing
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010)
Circular Perforation Sizing
* * 1 . 2
12
Area
WQCV
Volume
=
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - C Page 5 of 8 Interwest Consulting Group
Northfield
Water Quality Pond and Outlet Sizing - Pond C (Outlet Structure C01)
Design Engineer:
Design Firm:
Project Number:
Date:
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3)
Required Open Area, At
At
=0.5*[77(e
-0.124D
)]*Aot
28 square inches
Min. Distance between Columns, Sc
2 inches
Width of Trash Rack and Concrete Opening per Column 3 inches
Use USDCM Volume 3, Table 6a-1
Total Width, Wconc
3 inches
Height of Trash Rack Screen, Htr
18 1/16 inches Check - Larger than Required
Type of Screen S.S. #93 VEE Wire (US Filter)
Screen Opening Slot Dimension 0.139" (US Filter)
Support Rod Type (See Table 6a-2)
Spacing of Support Rod (O.C.) 3/4 inches O.C.
Total Screen Thickness (See Table 6a-2) 0.31 inches
Carbon Steel Frame Type (See Table 6a-2)
(Not Used)
Required Open Area, At
(including 50% clogging)
At
=0.5*[77(e
-0.124D
)]*Aot
0 square inches
Width of Trash Rack Opening, Wopening
1 inches
Use USDCM Volume 3, Table 6b-1
Width of Concrete Opening, Wconc
12 inches
Min Height of Trash Rack Screen, Htr
(including 2' 4" below lowest openings) 28.00 inches
Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal)
Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers
Minimum Bearing Bar Size (See Table 6b-2)
Circular Perforation Trash Rack Sizing
#156 VEE
3/8in x 1.0in flat bar
Rectangular Perforation Trash Rack Sizing
1 in x 3/16 in
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - C Page 6 of 8 Interwest Consulting Group
Northfield
Water Quality Pond and Outlet Sizing - Pond D (Outlet Structure D01)
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A 5.809 acres Basins D1-D7 & D14 (not treated by LID)
Composite. Imperviousness, I 33.2%
WQCV (watershed inches) 0.161 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.094 acre-feet Including 20% for Sedimentation
WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3):
Design Water Quality Depth, DWQ
1.27 ft
Determine K40
K40
= 0.013DWQ
2
+ 0.22DWQ
- 0.10 0.201
Maximum Area per Row, a a = WQCV / K40
0.465 square inches
Number of Rows, nr 3 rows
Number of Columns, nc (See Table 6a-1 for Max.) 1 columns
Choose Hole Diameter 3/4 inches
Use USDCM Volume 3, Figure 5 0.750 inches
Total Area per Row, Ao
0.44 square inches
Total Outlet Area, Aot
1.33 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
(Not Used)
Number of Rows, nr 2 rows
Choose Rectangular Hole Width (w/ 2" Height) 0 inches
Use USDCM Volume 3, Figure 5 0.000 inches
Total Outlet Area, Aot
0.00 square inches
Does design work? Yes
Minimum Steel Plate Thickness 1/4 inch
Rectangular Perforation Sizing
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010)
Circular Perforation Sizing
* * 1 . 2
12
Area
WQCV
Volume
=
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - D Page 7 of 8 Interwest Consulting Group
Northfield
Water Quality Pond and Outlet Sizing - Pond D (Outlet Structure D01)
Design Engineer:
Design Firm:
Project Number:
Date:
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3)
Required Open Area, At
At
=0.5*[77(e
-0.124D
)]*Aot
46 square inches
Min. Distance between Columns, Sc
3 inches
Width of Trash Rack and Concrete Opening per Column 3 inches
Use USDCM Volume 3, Table 6a-1
Total Width, Wconc
3 inches
Height of Trash Rack Screen, Htr
15 5/16 inches Check - Does Not Work
Type of Screen S.S. #93 VEE Wire (US Filter)
Screen Opening Slot Dimension 0.139" (US Filter)
Support Rod Type (See Table 6a-2)
Spacing of Support Rod (O.C.) 3/4 inches O.C.
Total Screen Thickness (See Table 6a-2) 0.31 inches
Carbon Steel Frame Type (See Table 6a-2)
(Not Used)
Required Open Area, At
(including 50% clogging)
At
=0.5*[77(e
-0.124D
)]*Aot
0 square inches
Width of Trash Rack Opening, Wopening
1 inches
Use USDCM Volume 3, Table 6b-1
Width of Concrete Opening, Wconc
12 inches
Min Height of Trash Rack Screen, Htr
(including 2' 4" below lowest openings) 28.00 inches
Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal)
Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers
Minimum Bearing Bar Size (See Table 6b-2)
Circular Perforation Trash Rack Sizing
#156 VEE
3/8in x 1.0in flat bar
Rectangular Perforation Trash Rack Sizing
1 in x 3/16 in
18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - D Page 8 of 8 Interwest Consulting Group
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 800 ft 0.00 5 0.00 0.00
Watershed Area = 8.29 acres 0.50 5,679 0.50 5.43
Watershed Imperviousness = 38.2% percent 1.00 22,767 1.00 7.68
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 45,079 1.50 9.40
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 67,209 2.00 10.86
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 78,292 2.50 12.14
3.00 81,175 3.00 13.30
User Input 17 3.50 83,146 3.50 14.36
4.00 85,329 4.00 15.35
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.121 0.188 0.324 0.463 1.060 1.477 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.120 0.187 0.324 0.462 1.060 1.476 acre-ft
Time to Drain 97% of Inflow Volume = 0.7 0.9 1.1 1.2 1.9 2.4 hours
Time to Drain 99% of Inflow Volume = 1.0 1.1 1.3 1.4 2.0 2.5 hours
Maximum Ponding Depth = 0.19 0.28 0.46 0.65 1.25 1.55 ft
Maximum Ponded Area = 0.05 0.07 0.12 0.25 0.78 1.08 acres
Maximum Volume Stored = 0.005 0.010 0.028 0.060 0.356 0.632 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond A1
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 8/22/2019, 10:59 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
5
10
15
20
25
30
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 8/22/2019, 10:59 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 800 ft 0.00 5 0.00 0.00
Watershed Area = 9.82 acres 0.50 2,039 0.50 18.09
Watershed Imperviousness = 66.5% percent 1.00 8,359 1.00 25.58
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 14,667 1.50 31.33
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 17,134 2.00 36.18
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 14,846 2.50 40.45
3.00 18,540 3.00 44.31
User Input 17 3.50 19,251 3.50 47.86
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.213 0.416 0.644 0.832 1.559 2.067 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.212 0.416 0.643 0.832 1.558 2.066 acre-ft
Time to Drain 97% of Inflow Volume = 0.5 0.5 0.5 0.5 0.8 1.0 hours
Time to Drain 99% of Inflow Volume = 0.5 0.5 0.5 0.5 0.9 1.1 hours
Maximum Ponding Depth = 0.11 0.21 0.33 0.42 0.98 1.41 ft
Maximum Ponded Area = 0.01 0.02 0.03 0.04 0.19 0.31 acres
Maximum Volume Stored = 0.001 0.002 0.005 0.008 0.067 0.173 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond A2
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 8/22/2019, 11:07 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
5
10
15
20
25
30
35
40
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 8/22/2019, 11:07 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 800 ft 0.00 5 0.00 0.00
Watershed Area = 6.33 acres 0.50 2,005 0.50 2.33
Watershed Imperviousness = 45.2% percent 1.00 10,316 1.00 3.30
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 19,903 1.50 4.04
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 28,522 2.00 4.66
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 37,241 2.50 5.21
3.00 46,059 3.00 5.71
User Input 17 3.50 55,188 3.50 6.17
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.102 0.173 0.289 0.399 0.858 1.178 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.101 0.173 0.289 0.398 0.857 1.178 acre-ft
Time to Drain 97% of Inflow Volume = 2.4 2.8 3.4 3.8 5.2 5.9 hours
Time to Drain 99% of Inflow Volume = 2.5 3.0 3.6 4.1 5.6 6.5 hours
Maximum Ponding Depth = 0.46 0.65 0.91 1.11 1.75 2.10 ft
Maximum Ponded Area = 0.17 0.24 0.33 0.40 0.63 0.76 acres
Maximum Volume Stored = 0.038 0.077 0.148 0.221 0.553 0.799 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond B1
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 8/22/2019, 11:16 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
2
4
6
8
10
12
14
16
18
20
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 8/22/2019, 11:16 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 350 ft 0.00 5 0.00 0.00
Watershed Area = 3.36 acres 0.50 3,696 0.50 4.57
Watershed Imperviousness = 55.7% percent 1.00 6,275 1.00 6.46
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 7,007 1.50 7.91
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 7,760 2.00 9.14
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 8,545 2.50 10.22
3.00 9,360 3.00 11.19
User Input 17 3.50 10,206 3.50 12.09
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.062 0.116 0.186 0.248 0.494 0.666 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.062 0.116 0.186 0.247 0.493 0.666 acre-ft
Time to Drain 97% of Inflow Volume = 0.5 0.7 0.8 0.9 1.1 1.3 hours
Time to Drain 99% of Inflow Volume = 0.8 0.9 1.0 1.0 1.2 1.4 hours
Maximum Ponding Depth = 0.15 0.27 0.41 0.53 1.17 1.65 ft
Maximum Ponded Area = 0.02 0.05 0.07 0.09 0.15 0.17 acres
Maximum Volume Stored = 0.002 0.006 0.014 0.023 0.103 0.179 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond B2
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 8/22/2019, 11:21 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
2
4
6
8
10
12
14
16
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 8/22/2019, 11:21 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 1000 ft 0.00 5 0.00 0.00
Watershed Area = 9.79 acres 0.50 2,175 0.50 0.32
Watershed Imperviousness = 54.7% percent 1.00 8,474 1.00 0.45
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 13,549 1.50 0.55
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 23,030 2.00 0.64
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 32,157 2.50 0.71
3.00 35,163 3.00 0.78
User Input 17 3.50 37,484 3.50 0.84
4.00 39,835 4.00 0.90
4.50 42,240 4.50 0.95
5.00 47,188 5.00 1.01
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.179 0.333 0.534 0.712 1.428 1.929 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.179 0.332 0.534 0.711 1.428 1.928 acre-ft
Time to Drain 97% of Inflow Volume = 5.3 8.3 11.8 14.7 25.3 32.0 hours
Time to Drain 99% of Inflow Volume = 5.6 8.7 12.3 15.3 26.3 33.2 hours
Maximum Ponding Depth = 1.22 1.66 2.06 2.33 3.22 3.79 ft
Maximum Ponded Area = 0.25 0.38 0.55 0.67 0.83 0.89 acres
Maximum Volume Stored = 0.121 0.254 0.439 0.606 1.293 1.777 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond B3
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 8/22/2019, 11:26 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
5
10
15
20
25
30
35
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
4
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 8/22/2019, 11:26 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 900 ft 0.00 5 0.00 0.00
Watershed Area = 3.67 acres 0.30 309 0.30 0.39
Watershed Imperviousness = 38.2% percent 0.80 1,250 0.80 0.64
Percentage Hydrologic Soil Group A = 0.0% percent 1.30 6,000 1.30 0.81
Percentage Hydrologic Soil Group B = 0.0% percent 1.80 10,590 1.80 0.96
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.30 11,943 2.30 1.08
2.80 13,038 2.80 1.19
User Input 17 3.30 14,143 3.30 1.29
3.80 15,269 3.80 1.39
4.30 16,426 4.30 1.48
4.80 17,617 4.80 1.56
WQCV Treatment Method = 40.00 hours 5.30 18,857 5.30 1.64
5.80 20,138 5.80 1.71
6.30 21,507 6.30 1.79
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.054 0.083 0.144 0.205 0.469 0.654 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.053 0.082 0.143 0.204 0.469 0.653 acre-ft
Time to Drain 97% of Inflow Volume = 1.4 1.9 2.7 3.4 6.1 7.8 hours
Time to Drain 99% of Inflow Volume = 1.7 2.0 2.8 3.6 6.3 8.0 hours
Maximum Ponding Depth = 0.62 0.93 1.29 1.56 2.41 2.94 ft
Maximum Ponded Area = 0.02 0.06 0.14 0.19 0.28 0.31 acres
Maximum Volume Stored = 0.005 0.016 0.050 0.093 0.304 0.460 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond C
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 8/22/2019, 11:30 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
1
2
3
4
5
6
7
8
9
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 8/22/2019, 11:30 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 2000 ft 0.00 5 0.00 0.00
Watershed Area = 9.21 acres 0.38 1,012 0.38 0.37
Watershed Imperviousness = 43.6% percent 0.88 4,921 0.88 0.57
Percentage Hydrologic Soil Group A = 0.0% percent 1.38 8,676 1.38 0.71
Percentage Hydrologic Soil Group B = 0.0% percent 1.88 12,125 1.88 0.83
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.38 19,373 2.38 0.93
2.88 39,562 2.88 1.03
User Input 17 3.38 42,361 3.38 1.11
3.88 52,334 3.88 1.19
4.38 59,195 4.38 1.26
4.88 64,943 4.88 1.33
WQCV Treatment Method = 40.00 hours 5.38 69,989 5.38 1.40
After completing and printing this worksheet to a pdf, go to:
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create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.145 0.242 0.407 0.565 1.232 1.697 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.145 0.242 0.406 0.565 1.232 1.696 acre-ft
Time to Drain 97% of Inflow Volume = 3.7 5.1 7.1 9.0 16.1 20.8 hours
Time to Drain 99% of Inflow Volume = 3.8 5.2 7.4 9.3 16.7 21.5 hours
Maximum Ponding Depth = 1.04 1.43 1.96 2.32 3.14 3.58 ft
Maximum Ponded Area = 0.14 0.21 0.30 0.42 0.94 1.06 acres
Maximum Volume Stored = 0.058 0.127 0.257 0.391 0.989 1.422 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond D
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 8/22/2019, 11:33 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
2
4
6
8
10
12
14
16
18
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
4
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 8/22/2019, 11:33 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 800 ft 0.00 5 0.00 0.00
Watershed Area = 8.29 acres 0.50 5,679 0.50 5.41
Watershed Imperviousness = 42.0% percent 1.00 22,767 1.00 7.65
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 45,079 1.50 9.37
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 67,209 2.00 10.82
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 78,292 2.50 12.09
3.00 81,175 3.00 13.25
User Input 17 3.50 83,146 3.50 14.31
4.00 85,329 4.00 15.30
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
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create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.128 0.209 0.354 0.495 1.094 1.513 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.127 0.208 0.353 0.495 1.094 1.513 acre-ft
Time to Drain 97% of Inflow Volume = 0.8 1.0 1.1 1.3 2.0 2.4 hours
Time to Drain 99% of Inflow Volume = 1.0 1.2 1.3 1.4 2.1 2.5 hours
Maximum Ponding Depth = 0.20 0.31 0.50 0.69 1.28 1.57 ft
Maximum Ponded Area = 0.05 0.08 0.13 0.28 0.81 1.10 acres
Maximum Volume Stored = 0.005 0.013 0.032 0.072 0.380 0.658 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond A1
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 7/10/2019, 10:11 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
5
10
15
20
25
30
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 7/10/2019, 10:11 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 800 ft 0.00 5 0.00 0.00
Watershed Area = 9.82 acres 0.50 2,039 0.50 14.81
Watershed Imperviousness = 71.1% percent 1.00 8,359 1.00 20.95
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 14,667 1.50 25.65
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 17,134 2.00 29.62
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 14,846 2.50 33.12
3.00 18,540 3.00 36.28
User Input 17 3.50 19,251 3.50 39.19
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.229 0.449 0.686 0.879 1.608 2.119 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.228 0.449 0.686 0.878 1.607 2.118 acre-ft
Time to Drain 97% of Inflow Volume = 0.5 0.5 0.5 0.6 1.0 1.2 hours
Time to Drain 99% of Inflow Volume = 0.5 0.5 0.6 0.7 1.1 1.2 hours
Maximum Ponding Depth = 0.14 0.28 0.42 0.56 1.28 1.75 ft
Maximum Ponded Area = 0.01 0.03 0.04 0.06 0.27 0.36 acres
Maximum Volume Stored = 0.001 0.004 0.008 0.015 0.136 0.289 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond A2
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 7/10/2019, 10:35 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
5
10
15
20
25
30
35
40
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 7/10/2019, 10:35 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 800 ft 0.00 5 0.00 0.00
Watershed Area = 6.33 acres 0.50 2,005 0.50 0.88
Watershed Imperviousness = 48.3% percent 1.00 10,316 1.00 1.24
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 19,903 1.50 1.52
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 28,522 2.00 1.76
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 37,241 2.50 1.97
3.00 46,059 3.00 2.15
User Input 17 3.50 55,188 3.50 2.33
4.00 64,393 4.00 2.49
4.50 71,487 4.50 2.64
5.00 77,589 5.00 2.78
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.106 0.187 0.307 0.419 0.879 1.201 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.106 0.186 0.307 0.419 0.879 1.200 acre-ft
Time to Drain 97% of Inflow Volume = 1.7 2.4 3.2 4.0 6.9 8.7 hours
Time to Drain 99% of Inflow Volume = 1.8 2.4 3.4 4.2 7.2 9.0 hours
Maximum Ponding Depth = 0.69 0.97 1.28 1.50 2.16 2.52 ft
Maximum Ponded Area = 0.11 0.22 0.36 0.45 0.72 0.86 acres
Maximum Volume Stored = 0.026 0.074 0.163 0.251 0.644 0.928 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond B1
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 7/10/2019, 10:55 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
2
4
6
8
10
12
14
16
18
20
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 7/10/2019, 10:55 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 350 ft 0.00 5 0.00 0.00
Watershed Area = 3.36 acres 0.50 3,696 0.50 4.64
Watershed Imperviousness = 61.4% percent 1.00 6,275 1.00 6.56
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 7,007 1.50 8.03
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 7,760 2.00 9.27
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 8,545 2.50 10.37
3.00 9,360 3.00 11.36
User Input 17 3.50 10,206 3.50 12.27
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.067 0.130 0.204 0.267 0.515 0.688 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.067 0.130 0.203 0.267 0.514 0.687 acre-ft
Time to Drain 97% of Inflow Volume = 0.5 0.7 0.8 0.9 1.2 1.3 hours
Time to Drain 99% of Inflow Volume = 0.8 0.9 1.0 1.0 1.3 1.4 hours
Maximum Ponding Depth = 0.16 0.29 0.43 0.57 1.21 1.69 ft
Maximum Ponded Area = 0.03 0.05 0.07 0.09 0.15 0.17 acres
Maximum Volume Stored = 0.002 0.007 0.016 0.027 0.109 0.186 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond B2
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 7/10/2019, 10:21 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
2
4
6
8
10
12
14
16
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 7/10/2019, 10:21 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 1000 ft 0.00 5 0.00 0.00
Watershed Area = 9.79 acres 0.50 2,175 0.50 2.04
Watershed Imperviousness = 57.3% percent 1.00 8,474 1.00 2.89
Percentage Hydrologic Soil Group A = 0.0% percent 1.50 13,549 1.50 3.54
Percentage Hydrologic Soil Group B = 0.0% percent 2.00 23,030 2.00 4.08
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 32,157 2.50 4.56
3.00 35,163 3.00 5.00
User Input 17 3.50 37,484 3.50 5.40
4.00 39,835 4.00 5.77
4.50 42,240 4.50 6.12
5.00 47,188 5.00 6.45
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.186 0.350 0.558 0.738 1.456 1.958 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.185 0.350 0.557 0.737 1.455 1.958 acre-ft
Time to Drain 97% of Inflow Volume = 1.3 1.8 2.4 2.9 4.5 5.5 hours
Time to Drain 99% of Inflow Volume = 1.4 1.9 2.5 3.0 4.6 5.7 hours
Maximum Ponding Depth = 0.65 1.11 1.57 1.88 2.75 3.27 ft
Maximum Ponded Area = 0.09 0.22 0.34 0.47 0.77 0.84 acres
Maximum Volume Stored = 0.023 0.096 0.222 0.347 0.909 1.328 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond B3
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 7/10/2019, 10:32 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
5
10
15
20
25
30
35
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 7/10/2019, 10:32 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 900 ft 0.00 5 0.00 0.00
Watershed Area = 3.67 acres 0.30 309 0.30 0.23
Watershed Imperviousness = 38.6% percent 0.80 1,250 0.80 0.38
Percentage Hydrologic Soil Group A = 0.0% percent 1.30 6,000 1.30 0.49
Percentage Hydrologic Soil Group B = 0.0% percent 1.80 10,590 1.80 0.58
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.30 11,943 2.30 0.65
2.80 13,038 2.80 0.72
User Input 17 3.30 14,143 3.30 0.78
3.80 15,269 3.80 0.84
4.30 16,426 4.30 0.89
4.80 17,617 4.80 0.94
WQCV Treatment Method = 40.00 hours 5.30 18,857 5.30 0.99
5.80 20,138 5.80 1.03
6.30 21,507 6.30 1.08
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.054 0.084 0.145 0.206 0.471 0.655 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.053 0.083 0.144 0.206 0.471 0.655 acre-ft
Time to Drain 97% of Inflow Volume = 2.1 2.8 4.1 5.2 9.7 12.4 hours
Time to Drain 99% of Inflow Volume = 2.2 2.9 4.2 5.4 10.0 12.9 hours
Maximum Ponding Depth = 0.88 1.13 1.46 1.71 2.58 3.13 ft
Maximum Ponded Area = 0.05 0.10 0.17 0.22 0.29 0.32 acres
Maximum Volume Stored = 0.013 0.031 0.076 0.125 0.355 0.519 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond C
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 7/10/2019, 10:53 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
1
2
3
4
5
6
7
8
9
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 7/10/2019, 10:53 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 2000 ft 0.00 5 0.00 0.00
Watershed Area = 9.21 acres 0.38 1,012 0.38 0.37
Watershed Imperviousness = 43.8% percent 0.88 4,921 0.88 0.57
Percentage Hydrologic Soil Group A = 0.0% percent 1.38 8,676 1.38 0.71
Percentage Hydrologic Soil Group B = 0.0% percent 1.88 12,125 1.88 0.83
Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.38 19,373 2.38 0.93
2.88 39,562 2.88 1.03
User Input 17 3.38 42,361 3.38 1.11
3.88 52,334 3.88 1.19
4.38 59,195 4.38 1.27
4.88 64,943 4.88 1.34
WQCV Treatment Method = 40.00 hours 5.38 69,989 5.38 1.40
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth = 0.53 0.82 1.14 1.40 2.27 2.86 in
Calculated Runoff Volume = 0.146 0.243 0.409 0.567 1.234 1.699 acre-ft
OPTIONAL Override Runoff Volume = acre-ft
Inflow Hydrograph Volume = 0.145 0.243 0.408 0.567 1.234 1.699 acre-ft
Time to Drain 97% of Inflow Volume = 12.5 15.7 20.1 23.5 34.1 39.8 hours
Time to Drain 99% of Inflow Volume = 13.4 17.1 21.8 25.4 37.1 43.2 hours
Maximum Ponding Depth = 0.85 1.13 1.49 1.78 2.69 3.18 ft
Maximum Ponded Area = 0.25 0.34 0.44 0.53 0.80 0.95 acres
Maximum Volume Stored = 0.107 0.189 0.331 0.472 1.078 1.513 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Northfield - Detention Pond D
Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 7/10/2019, 11:02 AM
WQCV_Trigger = 1
RunOnce= 1
CountA= 1
Draintime Coeff= 1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
2
4
6
8
10
12
14
16
18
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 7/10/2019, 11:02 AM
Appendix E
APPENDIX E – STREET CAPACITIES & INLET CALCULATIONS
CONNECTOR LOCAL
NTS
MAJOR ARTERIAL
NTS
NOTES:
1. MINOR STORM - NO CURB-TOPPING. MAXIMUM SIX (6) INCH FLOW DEPTH AT GUTTER. FLOW SPREAD MUST LEAVE AT LEAST A TWELVE (12) FEET WIDE CLEAR TRAVEL LANE IN EACH DIRECTION.
2. MAJOR STORM - THE DEPTH OF WATER MUST NOT EXCEED THE BOTTOM OF THE GUTTER AT THE MEDIAN TO ALLOW OPERATION OF EMERGENCY VEHICLES, THE DEPTH OF WATER OVER THE GUTTER FLOW LINE SHALL
NOT EXCEED TWELVE (12) INCHES, AND THE FLOW
MUST BE CONTAINED WITHIN THE RIGHT-OF-WAY OR EASEMENTS PARALLELING THE RIGHT-OF-WAY. THE MOST RESTRICTIVE OF THE THREE CRITERIA SHALL GOVERN.
NOTES:
1. MINOR STORM - NO CURB-TOPPING. FLOW MAY SPREAD TO CROWN OF STREET.
2. MAJOR STORM - THE DEPTH OF WATER AT THE STREET CROWN SHALL NOT
EXCEED SIX (6) INCHES TO ALLOW OPERATION OF EMERGENCY
VEHICLES, THE DEPTH OF WATER OVER THE GUTTER FLOW LINE SHALL
NOT EXCEED TWELVE (12) INCHES, AND THE FLOW MUST BE CONTAINED
WITHIN THE RIGHT-OF-WAY OR EASEMENTS PARALLELING THE
RIGHT-OF-WAY. THE MOST RESTRICTIVE OF THE THREE CRITERIA SHALL
GOVERN.
DEVELOPMENT HIGHLAND SERVCIES
6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550
PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com
SHEET OF
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJ #
SCALE (V)
NORTHFIELD
STREET CAPACITY EXHIBIT
1/23/19
N/A
N/A
JTC
JTC
18-1000-00
1 1
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015
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 = 5.8 10.5 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 9.5 61.8 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
Connector Local
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'
1282-168-03 Inlet Calcs_Connector Local.xlsm, Inlet 1 8/21/2018, 5:11 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 32.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 18.67 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 10.3 45.4 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
Major Arterial
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'
1282-168-03 Inlet Calcs_Major Arterial.xlsm, Inlet 1 8/21/2018, 5:13 PM
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 4 2019
24' Pitched Alley & Parking - Street Capacity at 0.50% Slope
User-defined
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.54
(Sta, El, n)-(Sta, El, n)...
( 0.00, 100.54)-(23.00, 100.08, 0.013)-(24.00, 100.00, 0.013)-(25.00, 100.08, 0.013)-(40.00, 100.40, 0.013)-(41.00, 100.44, 0.013)-(41.50, 100.94, 0.013)
Highlighted
Depth (ft) = 0.54
Q (cfs) = 36.48
Area (sqft) = 10.91
Velocity (ft/s) = 3.34
Wetted Perim (ft) = 41.16
Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 41.10
EGL (ft) = 0.71
-5 0 5 10 15 20 25 30 35 40 45 50
Elev (ft) Depth (ft)
Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Sta (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 4 2019
26' Alley with Pan & 4in Rolled Curb - Street Capacity at 0.5% Slope
User-defined
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.65
(Sta, El, n)-(Sta, El, n)...
( 0.00, 100.65)-(0.50, 100.32, 0.013)-(12.50, 100.08, 0.013)-(13.50, 100.00, 0.013)-(14.50, 100.08, 0.013)-(25.50, 100.32, 0.013)-(26.00, 100.65, 0.013)
Highlighted
Depth (ft) = 0.65
Q (cfs) = 55.62
Area (sqft) = 11.74
Velocity (ft/s) = 4.74
Wetted Perim (ft) = 26.21
Crit Depth, Yc (ft) = 0.65
Top Width (ft) = 26.00
EGL (ft) = 1.00
-5 0 5 10 15 20 25 30 35
Elev (ft) Depth (ft)
Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Sta (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jun 24 2019
26' Alley with Pan & 4in Rolled Curb - Street Capacity at 2.07% Slope
User-defined
Invert Elev (ft) = 100.00
Slope (%) = 2.07
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.65
(Sta, El, n)-(Sta, El, n)...
( 0.00, 100.65)-(0.50, 100.32, 0.013)-(12.50, 100.08, 0.013)-(13.50, 100.00, 0.013)-(14.50, 100.08, 0.013)-(25.50, 100.32, 0.013)-(26.00, 100.65, 0.013)
Highlighted
Depth (ft) = 0.65
Q (cfs) = 113.17
Area (sqft) = 11.74
Velocity (ft/s) = 9.64
Wetted Perim (ft) = 26.21
Crit Depth, Yc (ft) = 0.65
Top Width (ft) = 26.00
EGL (ft) = 2.10
-5 0 5 10 15 20 25 30 35
Elev (ft) Depth (ft)
Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Sta (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 4 2019
24' Alley with Pan & 4in Rolled Curb - Street Capacity at 0.5% Slope
User-defined
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.63
(Sta, El, n)-(Sta, El, n)...
( 0.00, 100.63)-(0.50, 100.30, 0.013)-(11.50, 100.08, 0.013)-(12.50, 100.00, 0.013)-(13.50, 100.08, 0.013)-(24.50, 100.30, 0.013)-(25.00, 100.63, 0.013)
Highlighted
Depth (ft) = 0.63
Q (cfs) = 51.25
Area (sqft) = 11.00
Velocity (ft/s) = 4.66
Wetted Perim (ft) = 25.21
Crit Depth, Yc (ft) = 0.63
Top Width (ft) = 25.00
EGL (ft) = 0.97
-5 0 5 10 15 20 25 30
Elev (ft) Depth (ft)
Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Sta (ft)
Northfield
PROPOSED DRAINAGE SUMMARY
Design Engineer: K. Brigman
Design Firm: Highland Development Services
Project Number:
Date:
INLET/STREET CAPACITY SUMMARY TABLE
Minor Major Minor Major
A1 A1 1.63 6.55 25.6 24' Pitched Private Drive @ S=0.5% No Basin Runoff to Sidewalk Chase, Flows to A3
A2 A2 0.52 1.94 79.2 26' Pvt Dr w/ 4" Rolled Curb @ S=2.07% No Basin Runoff to Sidewalk Chase, Flows to A3
A3 A3 2.41 11.31 9.4 Connector Local @ S=0.50% Yes 1.91 Basin Runoff
A1+…+A3 4.55 19.80 9.4 Connector Local @ S=0.50% Yes 10.40 Basin Runoff
A3 4.55 13.27 Sump Inlet (10' Type R) (DPs A1, A2, A3) 100-yr Flow Splits with A4
A4 A4 1.43 6.75 9.4 Connector Local @ S=0.50% No Basin Runoff
A4 1.43 13.27 Sump Inlet (10' Type R) (DP A4) 100-yr Flow Splits with A3
A5 A5 0.90 3.45 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP A6
A6 A6 2.55 11.34 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
A5+A6 3.45 14.79 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (Double Type 13) (DPs A5, A6)
A7 A7 1.07 4.94 9.4 Connector Local @ S=0.50% No Basin Runoff
A8 A8 1.26 5.81 9.4 Connector Local @ S=0.50% No Basin Runoff
A9 A9 0.97 4.79 9.4 Connector Local @ S=0.50% No Basin Runoff
A7+…+A9 3.30 15.54 Sump Inlet/Sidewalk Chase (5' Opening) (DPs A7, A8, A9)
A10 A10 2.52 11.57 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
A11 A11 1.21 5.07 60.8 26' Pvt Dr w/ 4" Rolled Curb @ S=1.22% No Basin Runoff
A10+A11 3.73 16.64 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (10' Type R) (DPs A10, A11)
A13 A13 1.44 5.56 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP A14
A14 A14 1.15 5.22 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
A13+A14 2.59 10.78 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (Double Type 13) (DPs A13, A14)
A15 A15 2.72 12.43 9.4 Connector Local @ S=0.50% Yes 3.03 Basin Runoff
A15 2.72 8.78 Sump Inlet (5' Type R) (DP A15, 100-yr Flow Splits with A16)
A16 A16 1.14 5.12 9.4 Connector Local @ S=0.50% No Basin Runoff
A16 1.14 8.78 Sump Inlet (Type C) (DP A16, 100-yr Flow Splits with A15)
A17 A17 0.49 2.19 n/a Sump (area) Inlet (Single Type 13) (DP A17)
.
B1 B1 2.17 9.68 n/a Basin Runoff to Sump (area) Inlet (Single Type 13)
B2 B2 2.17 10.49 9.4 Connector Local @ S=0.50% Yes 1.09 Basin Runoff
B2 1.90 8.91 Sump Inlet (5' Type R), 100-yr Flow splits with B3
B3 B3 1.62 7.33 9.4 Connector Local @ S=0.50% No Basin Runoff
B3 1.90 8.91 Sump Inlet (5' Type R), 100-yr Flow splits with B2
B4 B4 2.76 11.65 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff to Sump Inlet (Double Type 13)
B5 B5 1.35 5.02 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B6
B6 B6 1.20 5.17 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
B5+B6 2.54 10.19 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (Double Type 13), (DPs B5 & B6)
B7 B7 0.62 2.64 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff Curb Cut & Sidewalk Chase, Flows into Pond B3
B8 B8 2.12 3.90 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff to Sump Inlet (Single Type 13)
B10 B10 0.90 3.91 9.4 Connector Local @ S=0.50% No Basin Runoff
B10 0.90 11.10 Sump Inlet (10' Type R), 100-yr Flow splits with B11
B11 B11 3.82 18.29 9.4 Connector Local @ S=0.50% Yes 8.89 Basin Runoff
B11 3.82 11.10 Sump Inlet (10' Type R), 100-yr Flow splits with B10
B13 B13 0.95 3.81 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B15
B14 B14 0.88 3.59 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B15
B15 B15 1.86 8.31 47.0 26' Pvt Dr w/ 4" Rolled Curb @ S=0.73% No Basin Runoff
B16 B16 1.41 5.38 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B17
B17 B17 0.76 3.48 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
B13+…+B17 5.86 24.57 47.0 26' Pvt Dr w/ 4" Rolled Curb @ S=0.73% No Sump Inlet (Quad Type 13) (DPs B13-B17)
B18 B18 0.68 3.24 0.69 2.52 0.67 2.34 0.01 0.90 19.9 Connector Local w Median @ S=2.54% No On-Grade Inlet (5' Type R), Flow-by to DP E7
B19 B19 0.71 3.38 0.74 2.57 0.74 2.38 -0.03 1.00 19.9 Connector Local w Median @ S=2.54% No On-Grade Inlet (5' Type R), Flow-by to DP E7
C1 C1 1.41 6.48 n/a Basin Runoff to Culvert
C2 C2 0.10 0.42 n/a Basin Runoff to Sump Inlet (Type C)
C3 C3 1.39 6.66 9.4 Connector Local @ S=0.50% No Sump Inlet (10' Type R), (DP C3)
Minor Major Minor Major
Q100 (cfs) DRAINAGE STRUCTURE REMARKS
Flow-by
Q2 (cfs)
Flow-by
Q100 (cfs)
1/2 Street or
Private Drive
Capacity (cfs)
Does Q100
Overtop CL
(Yes/No)?
Q100
Overtopping
(cfs)
Inlet Capacity Including
Clogging Factor (cfs) Street Section
DESIGN
POINT
TRIBUTARY
SUB-BASIN
Q2 (cfs)
Inlet Capacity (cfs)
To Be Used in StormCAD
C4 C4 0.47 2.07 9.4 Connector Local @ S=0.50% No Sump Inlet (5' Type R), (DP C4)
D1A D1A 0.70 3.18 Basin Runoff to Sump (area) Inlet (Single Type 13)
D1 D1 1.40 6.75 9.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff to Sump (area) Inlet (CDOT Type C)
D2 D2 1.57 6.50 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D3
D3 D3 0.61 2.81 n/a Basin Runoff
D2+D3 2.19 9.31 Basin Runoff to Sump (area) Inlet (Single Type 13)(DPs D2 & D3)
D4 D4 0.33 1.42 n/a Basin Runoff to Sump (area) Inlet (Area Inlet)
D5 D5 0.61 2.85 n/a Basin Runoff to Sump (area) Inlet (Single Type 13)
D6 D6 0.20 0.94 0.20 0.94 0.20 0.94 0.00 0.00 15.7 Connector Local @ S=1.43% No Basin Runoff to On-Grade Inlet (5' Type R)
D7 D7 0.21 0.87 0.20 0.87 0.20 0.87 0.00 0.00 15.7 Connector Local @ S=1.43% No Basin Runoff to On-Grade Inlet (5' Type R)
D8 D8 1.67 7.15 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff
D9 D9 0.79 3.67 n/a Basin Runoff
D10 D10 0.28 1.30 n/a Basin Runoff
D8+…D10 2.74 12.12 Basin Runoff to Sump (area) Inlet (Single Type 13)(DPs D8-D10)
D11 D11 1.17 5.42 n/a Basin Runoff
D12 D12 1.80 7.37 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D11
D11+D12 2.97 12.78 Basin Runoff to Sump (area) Inlet (Single Type 13)(DPs D11-D12)
D13 D13 0.24 1.06 n/a RG Basin Runoff
D8+…+D13 3.21 13.84 Total Q in RG
D15 D15 0.84 3.80 10.3 Major Arterial @ S=0.50% No Basin Runoff
E1 E1 1.01 4.62 11.8 Major Arterial @ S=0.65% No Basin Runoff to Sump Inlet (Single Combo)
E2 E2 1.43 6.32 11.8 Major Arterial @ S=0.65% No Basin Runoff to Sump Inlet (Triple Combo with Snout)
E3 E3 2.50 10.42 2.47 7.81 2.04 5.48 0.46 4.94 11.8 Major Arterial @ S=0.65% No On-Grade Inlet (Double Combo), Flow-by to DP E5
E4 E4 2.50 11.50 2.70 10.71 2.50 8.79 0.00 2.71 11.8 Major Arterial @ S=0.65% No On-Grade Inlet (Triple Combo with Snout), Flow-by to DP E7
E5 E5 1.16 5.28 11.8 Major Arterial @ S=0.65% No Basin Runoff
E6 E6 1.13 5.15 10.3 Major Arterial @ S=0.50% No Basin Runoff
E5+…+E3 2.76 15.37 Sump Inlet (Double Combo) (DPs E5, E6, with Flow-by from E3)
E7 E7 1.31 6.19 11.8 Major Arterial @ S=0.65% No Basin Runoff
E8 E8 0.97 4.58 10.3 Major Arterial @ S=0.50% No Basin Runoff
E7+...+B19 2.26 15.38 Sump Inlet (Triple Combo with Snout) (DPs E7, E8, with Flow-by from E4, B18, B19)
E9 E9 0.91 3.58 10.3 Major Arterial @ S=0.50% No Basin Runoff to Sump Inlet (Type C Area) (DP E9)
E10 E10 0.80 3.24 10.3 Major Arterial @ S=0.50% No Basin Runoff
18-1000-00 Rational Calcs (FC).xlsx Page 2 of 2 Highland Development Services
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK
= 19.5 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
= 0.015
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
= 0.015
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
= 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
Inlets A05 & A07 (Design Points A3 & A4)
18-1000-00 UD-Inlet_v4.05.xlsm, A3 & A4 8/24/2019, 10:07 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above) alocal
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 10.5 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
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
= N/A N/A cfs
Interception with Clogging Qwa
= N/A N/A cfs
Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= N/A N/A cfs
Interception with Clogging Qoa
= N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= N/A N/A cfs
Interception with Clogging Qma
= N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate
= N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.25 1.25
Clogging Factor for Multiple Units Clog = 0.06 0.06
Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet A06 (DP A6)
Q = 14.79 cfs
H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 14.89 cfs = 29.79 cfs = 44.68 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 7.45 cfs = 14.89 cfs = 22.34 cfs
USE : Double Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
June 24, 2019
Grate Dimensions and information:
WSEL
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= CA 2��
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Page1
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK
= 19.5 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
= 0.015
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
= 0.015
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
= 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
A7-A9
18-1000-00 UD-Inlet_v4.05.xlsm, A7-A9 8/24/2019, 10:07 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above) alocal
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 10.5 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
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
= N/A N/A cfs
Interception with Clogging Qwa
= N/A N/A cfs
Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= N/A N/A cfs
Interception with Clogging Qoa
= N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= N/A N/A cfs
Interception with Clogging Qma
= N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate
= N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.10 0.10
Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK =
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 43.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.011 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.011 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 = 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 43.0 43.0 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
Inlet A08 (Design Point A10&A11)
18-1000-00 UD-Inlet_v4.05.xlsm, A10&A11 8/28/2019, 6:53 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above) alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 4.5 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 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 = 0.35 0.48 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.42 0.57
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.83 0.93
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 9.9 16.8 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 3.7 16.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, A10&A11 8/28/2019, 6:53 AM
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet A04 (Design Point A14)
Q = 10.78 cfs
H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 14.89 cfs = 29.79 cfs = 44.68 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 7.45 cfs = 14.89 cfs = 22.34 cfs
USE : Double Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
June 24, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
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�1 � ��
Page1
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK
= 19.5 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
= 0.015
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
= 0.015
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
= 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
Inlet A01 (Design Point A15)
18-1000-00 UD-Inlet_v4.05.xlsm, A15 8/22/2019, 1:36 PM
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 10.5 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
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
= N/A N/A cfs
Interception with Clogging Qwa
= N/A N/A cfs
Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= N/A N/A cfs
Interception with Clogging Qoa
= N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= N/A N/A cfs
Interception with Clogging Qma
= N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate
= N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.10 0.10
Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet A03 (DP A17)
Q = 2.19 cfs
H = 2.7 ft
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 32.41 cfs = 64.83 cfs = 97.24 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 16.21 cfs = 32.41 cfs = 48.62 cfs
USE : Single Type 13 Inlet
Grate Dimensions and information:
K. Brigman
Highland Development Services
18-1000-00
June 24, 2019
WSEL
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= CA 2��
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�1 � ��
Page1
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet B04 (DP B1)
Q = 9.68 cfs
H = 2.3 ft
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 29.92 cfs = 59.83 cfs = 89.75 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 14.96 cfs = 29.92 cfs = 44.88 cfs
USE : Single Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
June 24, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
��
� ��
�1 � ��
Page1
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.015
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 = 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
B01 & B03 (Design Points B2 & B3)
18-1000-00 UD-Inlet_v4.05.xlsm, B2&B3 8/22/2019, 4:05 PM
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 10.5 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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 5.0 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.9 8.9 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, B2&B3 8/22/2019, 4:05 PM
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet B02 (DP B4)
Q = 11.65 cfs
H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 14.89 cfs = 29.79 cfs = 44.68 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 7.45 cfs = 14.89 cfs = 22.34 cfs
USE : Double Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
March 6, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
��
� ��
�1 � ��
Page1
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet B07 (DP B6)
Q = 10.2 cfs
H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 14.89 cfs = 29.79 cfs = 44.68 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 7.45 cfs = 14.89 cfs = 22.34 cfs
USE : Double Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
March 6, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
��
� ��
�1 � ��
Page1
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet B11 (DP B8)
Q = 4 cfs
H = 0.24 ft
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 9.66 cfs = 19.33 cfs = 28.99 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 4.83 cfs = 9.66 cfs = 14.50 cfs
USE : Single Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
June 24, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
��
� ��
�1 � ��
Page1
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.015
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 = 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
B05 & B06 (Design Points B10 & B11)
18-1000-00 UD-Inlet_v4.05.xlsm, B10&B11 8/22/2019, 4:17 PM
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 10.5 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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 5.0 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 2.4 11.1 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, B10&B11 8/22/2019, 4:17 PM
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft
2
) - open area of grate
g = gravitational constant = 32.2 ft/s
2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet B08 (DP B17)
Q = 24.62 cfs
H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet Quad Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R A = 4*W*L*R
= 3.67 ft
2
= 7.34 ft
2
= 11.01 ft
2
= 14.68 ft
2
Qi
= C*A*SQRT(2*g*H) Qi
= C*A*SQRT(2*g*H) Qi
= C*A*SQRT(2*g*H) Qi
= C*A*SQRT(2*g*H)
= 14.89 cfs = 29.79 cfs = 44.68 cfs = 59.57 cfs
QG
= Qi
* F QG
= Qi
* F QG
= Qi
* F QG
= Qi
* F
= 7.45 cfs = 14.89 cfs = 22.34 cfs = 29.79 cfs
USE : Quad Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
June 24, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 0.8 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 = 0.015
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 19.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.025 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.1 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 19.9 19.9 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
B09 (Design Point B18)
18-1000-00 UD-Inlet_v4.05.xlsm, B18 6/25/2019, 11:14 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 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
Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.7 3.4 cfs
Water Spread Width T = 2.1 8.1 ft
Water Depth at Flowline (outside of local depression) d = 2.1 3.5 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 0.000 0.682
Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 1.1 cfs
Discharge within the Gutter Section W Qw = 0.0 2.3 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 0.19 0.41 sq ft
Velocity within the Gutter Section W VW = 0.0 5.7 fps
Water Depth for Design Condition dLOCAL = 5.1 6.5 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = N/A N/A ft
Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Interception Capacity Qi = N/A N/A cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A
Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Actual Interception Capacity Qa = N/A N/A cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.084 0.148 ft/ft
Required Length LT to Have 100% Interception LT = 5.53 9.57 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 5.00 5.00 ft
Interception Capacity Qi = 0.69 2.52 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.00 1.00
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10
Effective (Unclogged) Length Le = 4.50 4.50 ft
Actual Interception Capacity Qa = 0.67 2.34 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.03 1.09 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 0.67 2.34 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.03 1.09 cfs
Capture Percentage = Qa/Qo = C% = 95 68 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
CDOT Type R Curb Opening
CDOT Type R Curb Opening
18-1000-00 UD-Inlet_v4.05.xlsm, B18 6/25/2019, 11:14 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.023 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015
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 = 5.8 10.5 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 19.8 98.4 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
B10 (Design Point B19)
18-1000-00 UD-Inlet_v4.05.xlsm, B19 6/25/2019, 11:15 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 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
Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.7 3.6 cfs
Water Spread Width T = 2.2 8.5 ft
Water Depth at Flowline (outside of local depression) d = 2.0 3.6 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 1.009 0.658
Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 1.2 cfs
Discharge within the Gutter Section W Qw = 0.7 2.3 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 0.17 0.43 sq ft
Velocity within the Gutter Section W VW = 4.3 5.5 fps
Water Depth for Design Condition dLOCAL = 5.0 6.6 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = N/A N/A ft
Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Interception Capacity Qi = N/A N/A cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A
Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Actual Interception Capacity Qa = N/A N/A cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.208 0.144 ft/ft
Required Length LT to Have 100% Interception LT = 3.72 9.84 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 3.72 5.00 ft
Interception Capacity Qi = 0.74 2.57 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.00 1.00
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10
Effective (Unclogged) Length Le = 4.50 4.50 ft
Actual Interception Capacity Qa = 0.74 2.38 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.00 1.19 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 0.74 2.38 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 1.19 cfs
Capture Percentage = Qa/Qo = C% = 100 67 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
CDOT Type R Curb Opening
CDOT Type R Curb Opening
18-1000-00 UD-Inlet_v4.05.xlsm, B19 6/25/2019, 11:15 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.015
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 = 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
Inlet C02 (Design Point C3)
18-1000-00 UD-Inlet_v4.05.xlsm, C3 8/22/2019, 4:21 PM
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 10.5 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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 5.0 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.4 6.7 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, C3 8/22/2019, 4:21 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.015
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 = 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
Inlet C03 (Design Point C4)
18-1000-00 UD-Inlet_v4.05.xlsm, C4 8/22/2019, 4:21 PM
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 10.5 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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 5.0 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.5 2.3 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, C4 8/22/2019, 4:21 PM
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet D04 (DP D1/D4)
Q = 17.05 cfs
H = 2.33 ft
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 30.11 cfs = 60.22 cfs = 90.34 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 15.06 cfs = 30.11 cfs = 45.17 cfs
USE : Double Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
March 6, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
��
� ��
�1 � ��
Page1
Northfield
Inlet Flow Calculation for Area Inlets
Design Engineer:
Design Firm:
Project Number:
Date:
Objective: to find the number of grates required for area inlets in grassy areas
Geometry at inlet :
Width (W): 1.87 feet
Length (L): 3.27 feet
Opening Ratio (R): 0.6 sq ft/sq ft
Reduction Factor (F): 50%
Grate Flow:
See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft2) - open area of grate
g = gravitational constant = 32.2 ft/s2
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Inlet D03 (DP D05)
Q = 2.85 cfs
H = 0.37 ft
Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet
A = W*L*R A = 2*W*L*R A = 3*W*L*R
= 3.67 ft2 = 7.34 ft2 = 11.01 ft2
Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H)
= 12.00 cfs = 24.00 cfs = 36.00 cfs
QG = Qi * F QG = Qi * F QG = Qi * F
= 6.00 cfs = 12.00 cfs = 18.00 cfs
USE : Single Type 13 Inlet
K. Brigman
Highland Development Services
18-1000-00
March 6, 2019
Grate Dimensions and information:
WSEL
��
= CA 2��
��
� ��
�1 � ��
Page1
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.014 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015
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 = 5.8 10.5 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 15.7 103.7 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'
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
D01 (Design Point D7)
18-1000-00 UD-Inlet_v4.05, D7 3/14/2019, 10:57 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 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
Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.2 0.9 cfs
Water Spread Width T = 1.5 4.2 ft
Water Depth at Flowline (outside of local depression) d = 1.5 2.5 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 1.003 0.942
Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 0.1 cfs
Discharge within the Gutter Section W Qw = 0.2 0.8 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 0.08 0.25 sq ft
Velocity within the Gutter Section W VW = 2.5 3.2 fps
Water Depth for Design Condition dLOCAL = 4.5 5.5 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = N/A N/A ft
Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Interception Capacity Qi = N/A N/A cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A
Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Actual Interception Capacity Qa = N/A N/A cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.208 0.197 ft/ft
Required Length LT to Have 100% Interception LT = 1.86 4.03 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 1.86 4.03 ft
Interception Capacity Qi = 0.20 0.87 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.00 1.00
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10
Effective (Unclogged) Length Le = 4.50 4.50 ft
Actual Interception Capacity Qa = 0.20 0.87 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.0 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 0.20 0.87 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs
Capture Percentage = Qa/Qo = C% = 100 100 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
CDOT Type R Curb Opening
CDOT Type R Curb Opening
18-1000-00 UD-Inlet_v4.05, D7 3/14/2019, 10:57 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.014 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015
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 = 5.8 10.5 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 15.7 103.7 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'
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
D02 (Design Point D6)
18-1000-00 UD-Inlet_v4.05, D6 3/14/2019, 10:57 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 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
Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.2 0.9 cfs
Water Spread Width T = 1.5 4.4 ft
Water Depth at Flowline (outside of local depression) d = 1.5 2.6 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 1.003 0.927
Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 0.1 cfs
Discharge within the Gutter Section W Qw = 0.2 0.9 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 0.08 0.26 sq ft
Velocity within the Gutter Section W VW = 2.5 3.3 fps
Water Depth for Design Condition dLOCAL = 4.5 5.6 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = N/A N/A ft
Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Interception Capacity Qi = N/A N/A cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A
Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Actual Interception Capacity Qa = N/A N/A cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.208 0.194 ft/ft
Required Length LT to Have 100% Interception LT = 1.86 4.22 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 1.86 4.22 ft
Interception Capacity Qi = 0.20 0.94 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.00 1.00
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10
Effective (Unclogged) Length Le = 4.50 4.50 ft
Actual Interception Capacity Qa = 0.20 0.94 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.0 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 0.20 0.94 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 0.00 cfs
Capture Percentage = Qa/Qo = C% = 100 100 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
CDOT Type R Curb Opening
CDOT Type R Curb Opening
18-1000-00 UD-Inlet_v4.05, D6 3/14/2019, 10:57 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 32.0 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 = 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
E1 (NECCO Inlet ID A5A)
18-1000-00 UD-Inlet_v4.05.xlsm, E1 8/24/2019, 8:47 AM
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 9.2 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 = 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches
Angle of Throat (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 0.789 ft
Depth for Curb Opening Weir Equation dCurb = 0.33 0.60 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 3.6 7.3 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.0 4.6 cfs
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, E1 8/24/2019, 8:47 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 32.0 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 = 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
E2 (NECCO Inlet ID A5B)
18-1000-00 UD-Inlet_v4.05.xlsm, E2 8/24/2019, 8:48 AM
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 = 3 3
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.2 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 = 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches
Angle of Throat (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 0.789 ft
Depth for Curb Opening Weir Equation dCurb = 0.33 0.60 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.57 0.87
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.97 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.57 0.87
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 6.4 20.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.4 6.3 cfs
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, E2 8/24/2019, 8:48 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 32.0 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 = 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 11.8 51.6 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'
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
E3 (NECCO Inlet ID A8B)
18-1000-00 UD-Inlet_v4.05.xlsm, E3 8/24/2019, 8:48 AM
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
Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 2.50 10.42 cfs
Water Spread Width T = 9.7 17.8 ft
Water Depth at Flowline (outside of local depression) d = 3.8 5.8 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 0.594 0.335
Discharge outside the Gutter Section W, carried in Section Tx Qx = 1.0 6.9 cfs
Discharge within the Gutter Section W Qw = 1.5 3.5 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 0.47 0.80 sq ft
Velocity within the Gutter Section W VW = 3.1 4.4 fps
Water Depth for Design Condition dLOCAL = 5.8 7.8 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = 6.00 6.00 ft
Ratio of Grate Flow to Design Flow Eo-GRATE = 0.549 0.303
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = 2.42 2.42 fps
Interception Rate of Frontal Flow Rf = 1.00 0.93
Interception Rate of Side Flow Rx = 0.64 0.51
Interception Capacity Qi = 2.09 6.62 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.50 1.50
Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.38 0.38
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = 3.75 3.75 ft
Minimum Velocity Where Grate Splash-Over Begins Vo = 1.83 1.83 fps
Interception Rate of Frontal Flow Rf = 0.95 0.88
Interception Rate of Side Flow Rx = 0.37 0.26
Actual Interception Capacity Qa = 1.73 4.65 cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = 0.77 5.77 cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.107 0.069 ft/ft
Required Length LT to Have 100% Interception LT = 4.80 16.38 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.80 6.00 ft
Interception Capacity Qi = 0.38 1.19 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.00 1.00
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.08 0.08
Effective (Unclogged) Length Le = 5.70 5.70 ft
Actual Interception Capacity Qa = 0.31 0.84 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.46 4.94 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 2.04 5.48 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.46 4.94 cfs
Capture Percentage = Qa/Qo = C% = 82 53 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
CDOT/Denver 13 Combination
CDOT/Denver 13 Combination
18-1000-00 UD-Inlet_v4.05.xlsm, E3 8/24/2019, 8:48 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 32.0 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 = 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 11.8 51.6 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'
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
E4 (NECCO Inlet ID A8A)
18-1000-00 UD-Inlet_v4.05.xlsm, E4 8/24/2019, 8:48 AM
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 = 3.0 3.0
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.0 3.0 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 1.7 1.7 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.5 0.5
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.1 0.1
Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR
Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 2.5 11.5 cfs
Water Spread Width T = 9.7 18.5 ft
Water Depth at Flowline (outside of local depression) d = 3.8 6.0 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 0.6 0.3
Discharge outside the Gutter Section W, carried in Section Tx Qx = 1.0 7.8 cfs
Discharge within the Gutter Section W Qw = 1.5 3.7 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 0.5 0.8 sq ft
Velocity within the Gutter Section W VW = 3.1 4.5 fps
Water Depth for Design Condition dLOCAL = 5.8 8.0 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = 9.0 9.0 ft
Ratio of Grate Flow to Design Flow Eo-GRATE = 0.5 0.3
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = 2.94 2.94 fps
Interception Rate of Frontal Flow Rf = 1.00 0.97
Interception Rate of Side Flow Rx = 0.82 0.71
Interception Capacity Qi = 2.29 9.08 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.8 1.8
Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.3 0.3
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = 6.4 6.4 ft
Minimum Velocity Where Grate Splash-Over Begins Vo = 2.5 2.5 fps
Interception Rate of Frontal Flow Rf = 1.0 0.9
Interception Rate of Side Flow Rx = 0.7 0.5
Actual Interception Capacity Qa = 2.13 7.45 cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = 0.37 4.05 cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.1 0.1 ft/ft
Required Length LT to Have 100% Interception LT = 3.3 13.9 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 3.32 9.00 ft
Interception Capacity Qi = 0.41 1.63 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.00 1.00
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06
Effective (Unclogged) Length Le = 8.70 8.70 ft
Actual Interception Capacity Qa = 0.38 1.34 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.00 2.71 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 2.51 8.79 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 2.71 cfs
Capture Percentage = Qa/Qo = C% = 100.0 76.4 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
CDOT/Denver 13 Combination
CDOT/Denver 13 Combination
18-1000-00 UD-Inlet_v4.05.xlsm, E4 8/24/2019, 8:48 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK
= 13.8 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
= 0.015
Height of Curb at Gutter Flow Line HCURB
= 6.00 inches
Distance from Curb Face to Street Crown TCROWN
= 32.0 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
= 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX
= 18.7 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX
= 6.0 9.2 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
E05 (NECCO Inlet ID A7B, Design Points E5&E6)
18-1000-00 UD-Inlet_v4.05.xlsm, E5&E6 8/24/2019, 8:48 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above) alocal
= 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.2 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
= 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat
= 5.25 5.25 inches
Angle of Throat (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
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.50 1.50
Clogging Factor for Multiple Units Clog = 0.38 0.38
Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
= 5.8 15.3 cfs
Interception with Clogging Qwa
= 3.6 9.6 cfs
Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= 15.5 19.1 cfs
Interception with Clogging Qoa
= 9.7 11.9 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= 8.9 15.9 cfs
Interception with Clogging Qma
= 5.5 9.9 cfs
Resulting Grate Capacity (assumes clogged condition) QGrate
= 3.6 9.6 cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.08 0.08
Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK
= 13.8 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
= 0.015
Height of Curb at Gutter Flow Line HCURB
= 6.00 inches
Distance from Curb Face to Street Crown TCROWN
= 32.0 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
= 0.015
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX
= 18.7 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX
= 6.0 9.2 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
E06 (NECCO Inlet ID A7A, Design Points E7&E8)
18-1000-00 UD-Inlet_v4.05.xlsm, E7&E8 8/24/2019, 8:48 AM
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 = 3 3
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.2 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
= 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat
= 5.25 5.25 inches
Angle of Throat (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
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.75 1.75
Clogging Factor for Multiple Units Clog = 0.29 0.29
Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
= 6.2 17.5 cfs
Interception with Clogging Qwa
= 4.4 12.4 cfs
Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= 23.3 28.6 cfs
Interception with Clogging Qoa
= 16.5 20.3 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= 11.14 20.81 cfs
Interception with Clogging Qma
= 7.89 14.74 cfs
Resulting Grate Capacity (assumes clogged condition) QGrate
= 4.4 12.4 cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.06 0.06
Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qwi
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015
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 = 0.015
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 = 5.8 10.5 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
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Northfield
D06 (Design Points D15 & E10)
18-1000-00 UD-Inlet_v4.05.xlsm, E10 8/24/2019, 8:57 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above) alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 10.5 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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 5.0 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.6 7.0 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, E10 8/24/2019, 8:57 AM
Appendix F
APPENDIX F – LOW IMPACT DEVELOPMENT CALCULATIONS
E. SUNIGA ROAD
REDWOOD STREET
DRY CREEK
LAKE CANAL DITCH
FUTURE LEMAY AVENUE
N. LEMAY AVENUE
COLLAMER DRIVE
PIONEER TRAIL ROAD
STEELEY DRIVE
LANDMARK WAY
N. LEMAY AVENUE
RAIN
GARDEN
D1
SCHLAGEL STREET
FUTURE
SUNIGA
ROAD
POND B3
POND A2
POND A1
POND B2
POND C
POND B1
POND D
RAIN GARDEN B1
SUNIGA ROAD AREA
DETENTION / LANDSCAPE AREA
PROPOSED SINGLE FAMILY AREA
PROPOSED MULTI-FAMILY AREA
AREA CONTRIBUTING TO LID TREATMENT
LEGEND
0
100'
100 50 100 200
SCALE: 1" =
NO. REVISION BY DATE
HIGHLAND
DEVELOPMENT SERVCIES
6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550
PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com
PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
REVIEW SET
NOT FOR
CONSTRUCTION
SHEET OF
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
NORTHFIELD
LID & WQ TREATMENT AREAS EXHIBIT
8/28/19
1" = 100'
N/A
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Low Impact Development Summary
Sq-Ft Acres
Impervious Area (sq-
ft)
% of Impervious
Area Requiring
Treatment
Impervious Area
Requiring
Treatment
537,816 12.35 330,931 50% 165,465
1,189,400 27.30 794,336 75% 595,752
40,986 0.94 20,720 75% 15,540
304,148 6.98 248,720 0% N/A
445,251 10.22 0 0% N/A
2,517,600 57.80 1,394,707 - 776,757
LID
Facility
Contributing
Basins
Area Drainage
to LID
(sq-ft)
% Impervious
Impervious
Area Treated
(sq-ft)
WQCV12-hr
(watershed inches)
WQCV12-hr
(cu-ft)
Treatment
Method
A2 A1+…+A12 427,599 66.5% 302,122 0.21 7,414 Infiltration Gallery
B1 B13+…B17 110,074 79.3% 93,219 0.26 2,378 Rain Garden
B2 B10+…+B12 146,450 55.7% 86,485 0.18 2,173 Infiltration Gallery
B3 B1+…+B9 426,521 54.7% 251,577 0.18 6,243 Infiltration Gallery
D1 D8+…+D13 148,227 61.5% 98,626 0.19 2,384 Rain Garden
776,757
832,029
107.1%
Northfield
Low Impact Development
Total % Treatment
Development Area Breakdown
City of Fort Collins - Ordinance No. 007, 2016
- Treat at least 75% of any newly developed or redeveloped impervious area using one or a combination of LID techniques, or
- Treat at least 50% of any newly developed or redeveloped impervious area using one or a combination of LID techniques when 25% of private driveable surfaces are
permeable.
Total Impervious Area Treated (sq-ft)
Total Impervious Area Required for Treatment (sq-ft)
Summary
Treatment Areas
Detention / Landscape Areas (no treatment)
J.Claeys
Allowed Filter
Fabric Flow Rate
a
(cfs)
0.35 gpm/sq-ft
SC-106LP 14 10 6 6 85.4 25 12 14.8 0.012 6.9 15.0
SC-310 18 8 6 6 85.4 34 16 20.2 0.016 14.7 31.0
SC-740 18 8 6 6 85.4 51 30 30.2 0.024 45.9 74.9
DC-780 18 12 6 9 85.4 51 30 30.2 0.024 46.2 78.4
MC-3500 24 8 12 9 90 77 45 48.1 0.038 109.9 178.9 14.9 46
MC-4500 24 7 12 9 52 100 60 36.1 0.028 106.5 162.6 35.7 108.7
LID
Facility
Chamber
Type
Total
Release Rate
f
(cfs)
WQ Flow
g
(cfs)
Req'd Storage
Volume
h
(cu-ft)
Minimum
No. of
Chambers
i
Chamber
Storage
j
(cu-ft)
No. of
Endcaps
k
Endcap
Storage
l
(cu-ft)
Total Chamber
Volume
m
(cu-ft)
Total Installed
System Volume
n
(cu-ft)
WQCV12-hr
(cu-ft)
A2 SC-740 2.27 7.56 4,415 96 4,415 16 0 4,415 7,772 7,414
B2 SC-740 0.69 2.09 1,349 29 1,349 14 0 1,349 2,561 2,173
B3 SC-740 2.02 4.93 3,928 86 3,928 12 0 3,928 6,994 6,243
Negligible
Endcap
Volume
d
(cu-ft)
Min Installed
DESIGN CRITERIA
0.74
1.00
0.74 (ft
3) acre-ft
9.82 acres 4,415 0.10
2.27 cfs
Time
(min)
1/2 2-yr
Intensity
(I , in/hr)
Q100
(cfs)
Accumulative
Runoff Volume
(ft3)
Accumulative
Release Volume
(ft3)
Detained
Volume
(ft3)
Detained
Volume
(acre-ft)
0 0.000 0.00 0 0 0 0.00
5 1.425 10.35 3,105 681 2,425 0.06
10 1.105 8.03 4,816 1,361 3,455 0.08
15 0.935 6.79 6,113 2,042 4,071 0.09
20 0.805 5.85 7,017 2,723 4,295 0.10
25 0.715 5.19 7,791 3,403 4,388 0.10
30 0.650 4.72 8,499 4,084 4,415 0.10
35 0.585 4.25 8,924 4,764 4,160 0.10
40 0.535 3.89 9,327 5,445 3,882 0.09
45 0.495 3.60 9,708 6,126 3,583 0.08
50 0.460 3.34 10,024 6,806 3,218 0.07
55 0.435 3.16 10,428 7,487 2,941 0.07
60 0.410 2.98 10,722 8,168 2,554 0.06
Design Firm:
Project Number:
Date:
- Drainage Basins A1 thru A12
Allowed Release Rate
Northfield
WQ Treatment Volume - FAA Method
- City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate
WQ Treatment Volume Calculation - A2 Infiltration Gallery
Runoff Coefficient (C )
Frequency Factor (C f ) Required Detention
Adjusted Runoff Coefficient (CC f )
Area (A )
J.Claeys
Highland Development Services
18-1000-00
August 26, 2019
- City of Fort Collins - Storm Water Criteria Manual
Design Engineer:
DESIGN CRITERIA
0.66
1.00
0.66 ft3 acre-ft
3.36 acres 1,349 0.03
0.69 cfs
Time
(min)
1/2 2-yr
Intensity
(I , in/hr)
Q100
(cfs)
Accumulative
Runoff Volume
(ft3)
Accumulative
Release Volume
(ft3)
Detained
Volume
(ft3)
Detained
Volume
(acre-ft)
0 0.000 0.00 0 0 0 0.00
5 1.425 3.16 949 208 741 0.02
10 1.105 2.45 1,471 416 1,055 0.02
15 0.935 2.07 1,867 624 1,244 0.03
20 0.805 1.79 2,143 832 1,312 0.03
25 0.715 1.59 2,380 1,040 1,340 0.03
30 0.650 1.44 2,596 1,247 1,349 0.03
35 0.585 1.30 2,726 1,455 1,271 0.03
40 0.535 1.19 2,849 1,663 1,186 0.03
45 0.495 1.10 2,966 1,871 1,094 0.03
50 0.460 1.02 3,062 2,079 983 0.02
55 0.435 0.97 3,185 2,287 898 0.02
60 0.410 0.91 3,275 2,495 780 0.02
August 26, 2019
Design Engineer:
Design Firm:
Project Number:
Date:
Northfield
WQ Treatment Volume - FAA Method
J.Claeys
Highland Development Services
18-1000-00
Adjusted Runoff Coefficient (CC f )
Area (A )
Allowed Release Rate
- City of Fort Collins - Storm Water Criteria Manual
- City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate
WQ Treatment Volume Calculation - B3 Infiltration Gallery
Runoff Coefficient (C )
Frequency Factor (C f ) Required Detention
- Drainage Basins B10 thru B12
DESIGN CRITERIA
0.66
1.00
0.66 ft3 acre-ft
9.79 acres 3,928 0.09
2.02 cfs
Time
(min)
1/2 2-yr
Intensity
(I , in/hr)
Q100
(cfs)
Accumulative
Runoff Volume
(ft3)
Accumulative
Release Volume
(ft3)
Detained
Volume
(ft3)
Detained
Volume
(acre-ft)
0 0.000 0.00 0 0 0 0.00
5 1.425 9.21 2,763 606 2,157 0.05
10 1.105 7.14 4,285 1,211 3,074 0.07
15 0.935 6.04 5,438 1,817 3,622 0.08
20 0.805 5.20 6,243 2,422 3,821 0.09
25 0.715 4.62 6,931 3,028 3,903 0.09
30 0.650 4.20 7,561 3,633 3,928 0.09
35 0.585 3.78 7,939 4,239 3,700 0.08
40 0.535 3.46 8,298 4,844 3,454 0.08
45 0.495 3.20 8,637 5,450 3,187 0.07
50 0.460 2.97 8,918 6,055 2,863 0.07
55 0.435 2.81 9,277 6,661 2,616 0.06
60 0.410 2.65 9,539 7,266 2,272 0.05
August 26, 2019
Design Engineer:
Design Firm:
Project Number:
Date:
Northfield
WQ Treatment Volume - FAA Method
J.Claeys
Highland Development Services
18-1000-00
Adjusted Runoff Coefficient (CC f )
Area (A )
Allowed Release Rate
- City of Fort Collins - Storm Water Criteria Manual
- City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate
WQ Treatment Volume Calculation - B2 Infiltration Gallery
Runoff Coefficient (C )
Frequency Factor (C f ) Required Detention
- Drainage Basins B1 thru B9
User Inputs
Chamber Model: SC-740
Outlet Control Structure: No
Project Name: Northfield - LID A2
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 7750 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Average Cover Over Chambers: 18 in.
Design Constraint Dimensions: (25 ft. x 180 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 7772.39 cubic ft.
Storage Volume Per Chamber: 45.90 cubic ft.
Number Of Chambers Required: 96
Number Of End Caps Required: 8
Chamber Rows: 4
Maximum Length: 178.70 ft.
Maximum Width: 20.50 ft.
Approx. Bed Size Required: 3663.25 square ft.
System Components
Amount Of Stone Required: 311.67 cubic yards
Volume Of Excavation (Not Including
Fill):
474.87 cubic yards
User Inputs
Chamber Model: SC-740
Outlet Control Structure: No
Project Name: Northfield - LID B2
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 2700 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Average Cover Over Chambers: 18 in.
Design Constraint Dimensions: (20 ft. x 85 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 2561.49 cubic ft.
Storage Volume Per Chamber: 45.90 cubic ft.
Number Of Chambers Required: 30
Number Of End Caps Required: 6
Chamber Rows: 3
Maximum Length: 78.70 ft.
Maximum Width: 15.75 ft.
Approx. Bed Size Required: 1239.49 square ft.
System Components
Amount Of Stone Required: 109.67 cubic yards
Volume Of Excavation (Not Including
Fill):
160.67 cubic yards
User Inputs
Chamber Model: SC-740
Outlet Control Structure: No
Project Name: Northfield - LID B3
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 6900 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Average Cover Over Chambers: 18 in.
Design Constraint Dimensions: (30 ft. x 170 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 6993.84 cubic ft.
Storage Volume Per Chamber: 45.90 cubic ft.
Number Of Chambers Required: 86
Number Of End Caps Required: 7
Chamber Rows: 4
Maximum Length: 164.46 ft.
Maximum Width: 20.50 ft.
Approx. Bed Size Required: 3303.86 square ft.
System Components
Amount Of Stone Required: 282.08 cubic yards
Volume Of Excavation (Not Including
Fill):
428.28 cubic yards
2013 ADS, INC.
FOR STORMTECH
INSTRUCTIONS,
DOWNLOAD THE
INSTALLATION APP
IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-740 SYSTEM
1. STORMTECH SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
STORMTECH RECOMMENDS 3 BACKFILL METHODS:
x STONESHOOTER LOCATED OFF THE CHAMBER BED.
x BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
x BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.
4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.
6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.
7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).
8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN
ENGINEER.
9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE
STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
NOTES FOR CONSTRUCTION EQUIPMENT
1. STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-740 CHAMBERS IS LIMITED:
x NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.
x NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
x WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN
ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH
STANDARD WARRANTY.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.
SC-740 STORMTECH CHAMBER SPECIFICATIONS
1. CHAMBERS SHALL BE STORMTECH SC-740.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE
COPOLYMERS.
3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP)
CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD
IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.
5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)
LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,
"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)
MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION:
x TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING
STACKING LUGS.
x TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS
THAN 2´.
x TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN
SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION
DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73 F / 23 C), CHAMBERS SHALL BE PRODUCED FROM
REFLECTIVE GOLD OR YELLOW COLORS.
8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473
R
REV DRW CHK DESCRIPTION
NORTHFIELD - LID A2
FORT COLLINS, CO
JC
N/A
2 6
70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
NOTES
MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE.
DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE
ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD.
THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER
IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH
MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED.
NOT FOR CONSTRUCTION
PROPOSED ELEVATIONS
MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 111.00
MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 105.00
MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 104.50
MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT): 104.50
MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 104.50
TOP OF STONE: 103.50
TOP OF SC-740 CHAMBER: 103.00
18" x 18" TOP MANIFOLD INVERT: 100.92
18" x 18" TOP MANIFOLD INVERT: 100.92
18" x 18" TOP MANIFOLD INVERT: 100.92
18" x 18" TOP MANIFOLD INVERT: 100.92
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
BOTTOM OF SC-740 CHAMBER: 100.50
BOTTOM OF STONE: 100.00
PROPOSED LAYOUT
96 STORMTECH SC-740 CHAMBERS
8 STORMTECH SC-740 END CAPS
6 STONE ABOVE (in)
6 STONE BELOW (in)
40 % STONE VOID
7772
INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473
R
REV DRW CHK DESCRIPTION
NORTHFIELD - LID B2
FORT COLLINS, CO
JC
N/A
2 6
70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
NOTES
MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE.
DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE
ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD.
THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER
IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH
MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED.
NOT FOR CONSTRUCTION
PROPOSED ELEVATIONS
MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 111.00
MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 105.00
MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 104.50
MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT): 104.50
MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 104.50
TOP OF STONE: 103.50
TOP OF SC-740 CHAMBER: 103.00
12" x 12" TOP MANIFOLD INVERT: 101.54
12" x 12" TOP MANIFOLD INVERT: 101.54
12" x 12" TOP MANIFOLD INVERT: 101.54
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
BOTTOM OF SC-740 CHAMBER: 100.50
BOTTOM OF STONE: 100.00
PROPOSED LAYOUT
30 STORMTECH SC-740 CHAMBERS
6 STORMTECH SC-740 END CAPS
6 STONE ABOVE (in)
6 STONE BELOW (in)
40 % STONE VOID
2561
INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
1239 SYSTEM AREA (SF)
188.90 SYSTEM PERIMETER (ft)
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473
R
REV DRW CHK DESCRIPTION
NORTHFIELD - LID B3
FORT COLLINS, CO
JC
N/A
2 6
70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
NOTES
MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE.
DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE
ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD.
THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER
IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH
MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED.
NOT FOR CONSTRUCTION
PROPOSED ELEVATIONS
MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 111.00
MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 105.00
MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 104.50
MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT): 104.50
MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 104.50
TOP OF STONE: 103.50
TOP OF SC-740 CHAMBER: 103.00
18" x 18" TOP MANIFOLD INVERT: 100.92
18" x 18" TOP MANIFOLD INVERT: 100.92
18" x 18" TOP MANIFOLD INVERT: 100.92
18" x 18" TOP MANIFOLD INVERT: 100.92
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
24" ISOLATOR ROW INVERT: 100.51
BOTTOM OF SC-740 CHAMBER: 100.50
BOTTOM OF STONE: 100.00
PROPOSED LAYOUT
86 STORMTECH SC-740 CHAMBERS
7 STORMTECH SC-740 END CAPS
6 STONE ABOVE (in)
6 STONE BELOW (in)
40 % STONE VOID
6994
INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473
R
REV DRW CHK DESCRIPTION
NORTHFIELD - LID A2
FORT COLLINS, CO
JC
N/A
3 6
ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR
NO. 4 (AASHTO M43) STONE".
2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT.
FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS.
4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER
'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
NOTES:
1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH
CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
x TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.
x TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2´.
x TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550
LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73 F / 23 C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW
COLORS.
MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL
CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE
TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE
PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT
PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER.
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.
CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.
C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE
TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm)
ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE 'C' LAYER.
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR
PROCESSED AGGREGATE.
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473
R
REV DRW CHK DESCRIPTION
NORTHFIELD - LID A2
FORT COLLINS, CO
JC
N/A
4 6
INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW
B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE
B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS
A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED
B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN
C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
CATCH BASIN
OR
MANHOLE
SC-740 ISOLATOR ROW DETAIL
NTS
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM PURE INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
COVER ENTIRE ISOLATOR ROW WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE
8' (2.4 m) MIN WIDE
SC-740 CHAMBER
OPTIONAL INSPECTION PORT
SC-740 END CAP
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473
R
REV DRW CHK DESCRIPTION
NORTHFIELD - LID A2
FORT COLLINS, CO
JC
N/A
5 6
PART # STUB A B C
SC740EPE06T / SC740EPE06TPC 6" (150 mm) 10.9" (277 mm)
18.5" (470 mm) ---
SC740EPE06B / SC740EPE06BPC --- 0.5" (13 mm)
SC740EPE08T /SC740EPE08TPC 8" (200 mm) 12.2" (310 mm)
16.5" (419 mm) ---
SC740EPE08B / SC740EPE08BPC --- 0.6" (15 mm)
SC740EPE10T / SC740EPE10TPC 10" (250 mm) 13.4" (340 mm)
14.5" (368 mm) ---
SC740EPE10B / SC740EPE10BPC --- 0.7" (18 mm)
SC740EPE12T / SC740EPE12TPC 12" (300 mm) 14.7" (373 mm)
12.5" (318 mm) ---
SC740EPE12B / SC740EPE12BPC --- 1.2" (30 mm)
SC740EPE15T / SC740EPE15TPC 15" (375 mm) 18.4" (467 mm)
9.0" (229 mm) ---
SC740EPE15B / SC740EPE15BPC --- 1.3" (33 mm)
SC740EPE18T / SC740EPE18TPC 18" (450 mm) 19.7" (500 mm)
5.0" (127 mm) ---
SC740EPE18B / SC740EPE18BPC --- 1.6" (41 mm)
SC740EPE24B* 24" (600 mm) 18.5" (470 mm) --- 0.1" (3 mm)
ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF
THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT
1-888-892-2694.
* FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm).
BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.
NOTE: ALL DIMENSIONS ARE NOMINAL
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm)
CHAMBER STORAGE 45.9 CUBIC FEET (1.30 mñ)
MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 mñ)
WEIGHT 75.0 lbs. (33.6 kg)
*ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS
PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
PRE-CORED END CAPS END WITH "PC"
SC-740 TECHNICAL SPECIFICATION
NTS
90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH
BUILD ROW IN THIS DIRECTION
A A
C
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473
R
REV DRW CHK DESCRIPTION
NORTHFIELD - LID A2
FORT COLLINS, CO
JC
N/A
6 6
A
18" (457 mm)
MIN WIDTH
AASHTO H-20 CONCRETE SLAB
8" (203 mm) MIN THICKNESS
VARIABLE SUMP DEPTH
ACCORDING TO PLANS
[6" (152 mm) MIN ON 8-24" (200-600 mm),
10" (254 mm) MIN ON 30" (750 mm)]
4" (102 mm) MIN ON 8-24" (200-600 mm)
6" (152 mm) MIN ON 30" (750 mm)
12" (610 mm) MIN
(FOR AASHTO H-20)
INVERT ACCORDING TO
PLANS/TAKE OFF
NYLOPLAST DRAIN BASIN
NTS
NOTES
1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536
GRADE 70-50-05
2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05
3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212
FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC
5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM
6. TO ORDER CALL: 800-821-6710
A PART # GRATE/SOLID COVER OPTIONS
8"
(200 mm) 2808AG
PEDESTRIAN LIGHT
DUTY
STANDARD LIGHT
DUTY SOLID LIGHT DUTY
10"
(250 mm) 2810AG
PEDESTRIAN LIGHT
DUTY
STANDARD LIGHT
DUTY SOLID LIGHT DUTY
12"
(300 mm) 2812AG
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 79.3 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.793
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.26 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 110,074 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 = 2,378 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 = 1746 sq ft
D) Actual Flat Surface Area AActual = 2101 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 2669 sq ft
F) Rain Garden Total Volume VT= 2,385 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 = 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)
J.Claeys
HDS
August 27, 2019
Northfield
LID Facility B1 - Rain Garden
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
18-1000-00 UD-BMP_v3.07_Pond B1.xlsm, RG 8/27/2019, 4:27 PM
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)
J.Claeys
HDS
August 27, 2019
Northfield
LID Facility B1 - Rain Garden
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
18-1000-00 UD-BMP_v3.07_Pond B1.xlsm, RG 8/27/2019, 4:27 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 61.5 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.615
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 = 148,227 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 = 2,384 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 = 1823 sq ft
D) Actual Flat Surface Area AActual = 2071 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 2846 sq ft
F) Rain Garden Total Volume VT= 2,459 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 = 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)
J.Claeys
HDS
August 27, 2019
Northfield
LID Facility D1 - Rain Garden
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
18-1000-00 UD-BMP_v3.07_Pond D.xlsm, RG 8/27/2019, 4:29 PM
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
NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
J.Claeys
HDS
August 27, 2019
Northfield
LID Facility D1 - Rain Garden
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
18-1000-00 UD-BMP_v3.07_Pond D.xlsm, RG 8/27/2019, 4:29 PM
PEDESTRIAN
AASHTO H-10
STANDARD AASHTO
H-20
SOLID
AASHTO H-20
15"
(375 mm) 2815AG
PEDESTRIAN
AASHTO H-10
STANDARD AASHTO
H-20
SOLID
AASHTO H-20
18"
(450 mm) 2818AG
PEDESTRIAN
AASHTO H-10
STANDARD AASHTO
H-20
SOLID
AASHTO H-20
24"
(600 mm) 2824AG
PEDESTRIAN
AASHTO H-10
STANDARD AASHTO
H-20
SOLID
AASHTO H-20
30"
(750 mm) 2830AG
PEDESTRIAN
AASHTO H-20
STANDARD AASHTO
H-20
SOLID
AASHTO H-20
INTEGRATED DUCTILE IRON
FRAME & GRATE/SOLID TO
MATCH BASIN O.D.
VARIOUS TYPES OF INLET AND
OUTLET ADAPTERS AVAILABLE:
4-30" (100-750 mm) FOR
CORRUGATED HDPE
WATERTIGHT JOINT
(CORRUGATED HDPE SHOWN)
BACKFILL MATERIAL BELOW AND TO SIDES
OF STRUCTURE SHALL BE ASTM D2321
CLASS I OR II CRUSHED STONE OR GRAVEL
AND BE PLACED UNIFORMLY IN 12" (305 mm)
LIFTS AND COMPACTED TO MIN OF 90%
TRAFFIC LOADS: CONCRETE DIMENSIONS
ARE FOR GUIDELINE PUPOSES ONLY.
ACTUAL CONCRETE SLAB MUST BE
DESIGNED GIVING CONSIDERATION FOR
LOCAL SOIL CONDITIONS, TRAFFIC LOADING
& OTHER APPLICABLE DESIGN FACTORS
ADAPTER ANGLES VARIABLE 0- 360
ACCORDING TO PLANS
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
NORTHFIELD - LID A2, B2, & B3
B
51.0"
(1295 mm)
30.0"
(762 mm)
12.2" 45.9" (1166 mm)
(310 mm)
29.3"
(744 mm)
OVERLAP NEXT CHAMBER HERE
(OVER SMALL CORRUGATION)
START END
70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
NORTHFIELD - LID A2, B2, & B3
24" (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORY PRE-FABRICATED END CAP
PART #: SC740EPE24B
TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN
GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS
5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
NOTES:
1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER
CORRUGATION VALLEY.
2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT
PROVIDED BY ADS).
CONNECTION DETAIL
NTS
8"
(200 mm)
4" (100 mm)
SCHED 40 PVC
COUPLING
4" (100 mm)
SCHED 40 PVC
4" (100 mm)
SCHED 40 PVC
CORE 4.5" (114 mm)
HOLE IN CHAMBER
(4.5" HOLE SAW REQ'D)
ANY VALLEY
LOCATION
STORMTECH CHAMBER
CONCRETE COLLAR
PAVEMENT
12" (300 mm) MIN WIDTH
CONCRETE SLAB
6" (150 mm) MIN THICKNESS
4" PVC INSPECTION PORT DETAIL
NTS
8" NYLOPLAST INSPECTION PORT
BODY (PART# 2708AG4IPKIT) OR
TRAFFIC RATED BOX W/SOLID
LOCKING COVER
CONCRETE COLLAR NOT REQUIRED
FOR UNPAVED APPLICATIONS
4" (100 mm)
SCHED 40 PVC
70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
NORTHFIELD - LID A2, B2, & B3
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS
LAYER.
AASHTO M145ï
A-1, A-2-4, A-3
OR
AASHTO M43ï
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS. ROLLER GROSS
VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC
FORCE NOT TO EXCEED 20,000 lbs (89 kN).
B
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS
FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER
ABOVE.
CLEAN, CRUSHED, ANGULAR STONE AASHTO M43ï
3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED.
A
FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE
SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE
AASHTO M43ï
3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.
2,3
18"
(450 mm) MIN*
8'
(2.4 m)
MAX
6" (150 mm) MIN
D
C
B
A
12" (300 mm) MIN 6" 51" (1295 mm) 12" (300 mm) TYP
(150 mm) MIN
30"
(760 mm)
DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 6" (150 mm) MIN
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24" (600 mm).
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
SC-740
END CAP
EXCAVATION WALL (CAN
BE SLOPED OR VERTICAL)
PERIMETER STONE
(SEE NOTE 5)
SUBGRADE SOILS
(SEE NOTE 4)
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
NORTHFIELD - LID A2, B2, & B3
3304 SYSTEM AREA (SF)
369.92 SYSTEM PERIMETER (ft)
164.46'
158.17'
20.50'
18.50'
*INVERT ABOVE BASE OF CHAMBER
ITEMDESCRIPTION ON INVERT* MAX FLOW
PART TYPE LAYOUT
24" BOTTOM PREFABRICATED END CAP/TYP OF ALL 24" BOTTOM CONNECTIONS AND 0.10"
PREFABRICATED END CAP A ISOLATOR ROWS
18" TOP PREFABRICATED END CAP/TYP OF ALL 18" TOP CONNECTIONS AND ISOLATOR 5.01"
PREFABRICATED END CAP B ROWS
MANIFOLD C 18" X 18" TOP, ADS N-12 5.00"
MANIFOLD D 18" X 18" TOP, ADS N-12 5.00"
MANIFOLD E 18" X 18" TOP, ADS N-12 5.00"
MANIFOLD F 18" X 18" TOP, ADS N-12 5.00"
PIPE CONNECTION G 24" BOTTOM CONNECTION 0.10"
PIPE CONNECTION H 24" BOTTOM CONNECTION 0.10"
PIPE CONNECTION I 24" BOTTOM CONNECTION 0.10"
NYLOPLAST (INLET W/ ISO ROW) J 30" DIAMETER (24" SUMP MIN) 5.6 CFS IN
NYLOPLAST (INLET W/ ISO ROW) K 30" DIAMETER (24" SUMP MIN) 8.4 CFS IN
NYLOPLAST (INLET W/ ISO ROW) L 30" DIAMETER (24" SUMP MIN) 8.4 CFS IN
NYLOPLAST (INLET W/ ISO ROW) M 30" DIAMETER (24" SUMP MIN) 5.6 CFS IN
INSPECTION PORT N 4" SEE DETAIL (TYP 4 PLACES)
ISOLATOR ROW
(SEE DETAIL/TYP 4 PLACES)
PLACE MINIMUM 12.50' OF ADS GEOSYNTHETICS 315WTK WOVEN
GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER
FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS
BED LIMITS
N
G
B
I
D
F
E
C
H
J
M
A
K
L
015'30'
78.70'
72.77'
15.75'
13.75'
*INVERT ABOVE BASE OF CHAMBER
ITEMDESCRIPTION ON INVERT* MAX FLOW
PART TYPE LAYOUT
24" BOTTOM PREFABRICATED END CAP/TYP OF ALL 24" BOTTOM CONNECTIONS AND 0.10"
PREFABRICATED END CAP A ISOLATOR ROWS
MANIFOLD B 12" X 12" TOP, ADS N-12 12.50"
MANIFOLD C 12" X 12" TOP, ADS N-12 12.50"
MANIFOLD D 12" X 12" TOP, ADS N-12 12.50"
NYLOPLAST (INLET W/ ISO ROW) E 30" DIAMETER (24" SUMP MIN) 4.6 CFS IN
NYLOPLAST (INLET W/ ISO ROW) F 30" DIAMETER (24" SUMP MIN) 2.3 CFS IN
NYLOPLAST (INLET W/ ISO ROW) G 30" DIAMETER (24" SUMP MIN) 4.6 CFS IN
INSPECTION PORT H 4" SEE DETAIL (TYP 3 PLACES)
ISOLATOR ROW
(SEE DETAIL/TYP 3 PLACES)
PLACE MINIMUM 12.50' OF ADS GEOSYNTHETICS 315WTK WOVEN
GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER
FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS
BED LIMITS
B
D
F
H
A
C
G
E
010'20'
3663 SYSTEM AREA (SF)
398.39 SYSTEM PERIMETER (ft)
178.70'
172.40'
20.50'
18.50'
*INVERT ABOVE BASE OF CHAMBER
ITEMDESCRIPTION ON INVERT* MAX FLOW
PART TYPE LAYOUT
24" BOTTOM PREFABRICATED END CAP/TYP OF ALL 24" BOTTOM CONNECTIONS AND 0.10"
PREFABRICATED END CAP A ISOLATOR ROWS
18" TOP PREFABRICATED END CAP/TYP OF ALL 18" TOP CONNECTIONS AND ISOLATOR 5.01"
PREFABRICATED END CAP B ROWS
MANIFOLD C 18" X 18" TOP, ADS N-12 5.00"
MANIFOLD D 18" X 18" TOP, ADS N-12 5.00"
MANIFOLD E 18" X 18" TOP, ADS N-12 5.00"
MANIFOLD F 18" X 18" TOP, ADS N-12 5.00"
PIPE CONNECTION G 24" BOTTOM CONNECTION 0.10"
PIPE CONNECTION H 24" BOTTOM CONNECTION 0.10"
PIPE CONNECTION I 24" BOTTOM CONNECTION 0.10"
NYLOPLAST (INLET W/ ISO ROW) J 30" DIAMETER (24" SUMP MIN) 5.6 CFS IN
NYLOPLAST (INLET W/ ISO ROW) K 30" DIAMETER (24" SUMP MIN) 8.4 CFS IN
NYLOPLAST (INLET W/ ISO ROW) L 30" DIAMETER (24" SUMP MIN) 8.4 CFS IN
NYLOPLAST (INLET W/ ISO ROW) M 30" DIAMETER (24" SUMP MIN) 5.6 CFS IN
INSPECTION PORT N 4" SEE DETAIL (TYP 4 PLACES)
ISOLATOR ROW
(SEE DETAIL/TYP 4 PLACES)
PLACE MINIMUM 12.50' OF ADS GEOSYNTHETICS 315WTK WOVEN
GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER
FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS
BED LIMITS
N
G
B
I
F
D
C
E
J
M
H
A
L
K
020'40'
ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE
DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:
x THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.
x THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR
DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO
LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.
x THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN
EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.
9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.
PROJECT INFORMATION
ADS SALES REP
PROJECT NO.
SALES NAME
SALES NUMBER
SALES EMAIL
ENGINEERED
PRODUCT
MANAGER
EPM NAME
EPM NUMBER
EPM EMAIL
ADVANCED DRAINAGE SYSTEMS, INC.
R
Northfield
LID Facilities A2, B2, & B3
Endcap/Aggregate
Volume
e
(cu-ft)
Negligible
Negligible
Negligible
Min Installed
Chamber/Aggregate
Volume
c
(cu-ft)
Northfield
Low Impact Development
StormTech Chamber Configuration Summary
StormTech Chamber Data
Design Engineer:
Design Firm:
Project Number:
Date:
Length
(in)
Width
(in)
Height
(in)
Floor Area
(sq-ft)
Chamber
Volume
b
(cu-ft)
Min
Aggregate Base
(in)
Min Aggregate
Cover
(in)
Max Cover
(ft)
Min
Cover
(in)
Chamber
Model
J.Claeys
Highland Development Services
18-1000-00
August 26, 2019
Note:
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. City acceptable flow rates determined to be approximately 1/2 of the Nov-07 Qmax from Figure
17 of the "Final Report on Field
Verification Testing of the StormTech Isoloator Row Treatement Unit", prepard by the University of New Hamphire Stormwater Center, dated Setpember 2010.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Volume within endcap only, not accounting for void spaces in surrounding aggregate.
e. Volume includes endcap and void spaces (40%) in surrounding aggregate, per chamber unit.
f. Release rate per chamber times number of chambers. This is used as the allowed release rate for the FAA calculations.
g. WQ flow, equal to 1/2 of the 2-yr peak runoff rate, referenced to size flow control structure.
h. Required detention volume determined using the FAA Method based on the acceptable release rate of sediment accumulated filter fabric of the chambers and the 1/2 of the 2yr in flow
rate.
i. Number of chambers required to provide required FAA storage volume stored within the chamber and endcaps only (no aggregate storage).
j. Total volume provided in chambers only (no aggregate storage).
k. Number of endcaps based on desired chamber layout.
Highland Development Services
18-1000-00
August 26, 2019
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Totals
Description
Single Family Area
Multifamily Area
Commercial Area
Suniga Road (no treatment)
KRB
JTC
18-1000-00
----
1 1
N
W E
S
PROPOSED COMMERCIAL AREA
AREA CONTRIBUTING TO STD WQ TREATMENT
= 3.6 13.4 cfs
Interception with Clogging Qwa
= 3.4 12.7 cfs
Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= 17.0 20.1 cfs
Interception with Clogging Qoa
= 16.1 19.0 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= 6.8 14.1 cfs
Interception with Clogging Qma
= 6.4 13.4 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb
= 3.4 12.7 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 9.00 9.00 feet
Resultant Street Flow Spread (based on street geometry from above) T = 18.7 32.0 ft
Resultant Flow Depth at Street Crown d
CROWN = 0.0 0.0 inches
Low Head Performance Reduction (Calculated) MINOR MAJOR
Depth for Grate Midwidth dGrate
= 0.523 0.789 ft
Depth for Curb Opening Weir Equation dCurb
= 0.33 0.60 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination
= 0.57 0.87
Curb Opening Performance Reduction Factor for Long Inlets RFCurb
= 0.97 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate
= 0.57 0.87
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.4 20.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q
PEAK REQUIRED = 2.3 19.8 cfs
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, E7&E8 8/24/2019, 8:48 AM
= 3.0 10.3 cfs
Interception with Clogging Qwa
= 2.8 9.5 cfs
Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= 11.4 13.4 cfs
Interception with Clogging Qoa
= 10.4 12.3 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= 5.0 10.1 cfs
Interception with Clogging Qma
= 4.6 9.3 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb
= 2.8 9.3 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 6.00 6.00 feet
Resultant Street Flow Spread (based on street geometry from above) T = 18.7 32.0 ft
Resultant Flow Depth at Street Crown d
CROWN = 0.0 0.0 inches
Low Head Performance Reduction (Calculated) MINOR MAJOR
Depth for Grate Midwidth dGrate
= 0.523 0.789 ft
Depth for Curb Opening Weir Equation dCurb
= 0.33 0.60 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination
= 0.71 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb
= 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate
= 0.71 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.30 15.55 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q
PEAK REQUIRED = 2.76 17.67 cfs
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, E5&E6 8/24/2019, 8:48 AM
��
� ��
�1 � ��
Page1
= 5.5 18.5 cfs
Interception with Clogging Qwa
= 5.0 16.6 cfs
Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= 9.6 12.8 cfs
Interception with Clogging Qoa
= 8.6 11.5 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= 6.8 14.3 cfs
Interception with Clogging Qma
= 6.1 12.9 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb
= 5.0 11.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above) T = 17.9 37.5 ft.>T-Crown
Resultant Flow Depth at Street Crown d
CROWN = 0.0 4.7 inches
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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination
= 0.74 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb
= 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate
= N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.98 11.49 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q
PEAK REQUIRED = 2.72 8.78 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, A15 8/22/2019, 1:36 PM
= 5.5 18.5 cfs
Interception with Clogging Qwa
= 5.0 16.6 cfs
Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= 9.6 12.8 cfs
Interception with Clogging Qoa
= 8.6 11.5 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= 6.8 14.3 cfs
Interception with Clogging Qma
= 6.1 12.9 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb
= 5.0 11.5 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above) T = 17.9 37.5 ft.>T-Crown
Resultant Flow Depth at Street Crown d
CROWN = 0.0 4.7 inches
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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination
= 0.74 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb
= 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate
= N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.0 11.5 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q
PEAK REQUIRED = 3.3 15.5 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, A7-A9 8/24/2019, 10:07 AM
= 10.2 37.0 cfs
Interception with Clogging Qwa
= 9.6 34.7 cfs
Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qoi
= 19.2 25.5 cfs
Interception with Clogging Qoa
= 18.0 23.9 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi
= 13.0 28.6 cfs
Interception with Clogging Qma
= 12.2 26.8 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb
= 9.6 23.9 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 10.00 10.00 feet
Resultant Street Flow Spread (based on street geometry from above) T = 17.9 37.5 ft.>T-Crown
Resultant Flow Depth at Street Crown d
CROWN = 0.0 4.7 inches
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 0.71 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination
= 0.55 0.99
Curb Opening Performance Reduction Factor for Long Inlets RFCurb
= 0.92 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate
= N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.6 23.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q
PEAK REQUIRED = 4.5 13.3 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, A3 & A4 8/24/2019, 10:07 AM
18-1000-01
Q100 (cfs) DRAINAGE STRUCTURE REMARKS
Flow-by
Q2 (cfs)
Flow-by
Q100 (cfs)
1/2 Street or
Private Drive
Capacity (cfs)
Does Q100
Overtop CL
(Yes/No)?
Q100
Overtopping
(cfs)
Inlet Capacity Including
Clogging Factor (cfs) Street Section
August 28, 2019
DESIGN
POINT
TRIBUTARY
SUB-BASIN
Q2 (cfs)
Inlet Capacity (cfs)
To Be Used in StormCAD
18-1000-00 Rational Calcs (FC).xlsx Page 1 of 2 Highland Development Services
18-1000-00 PondCalcs.xls Page 8 of 8 Highland Development Services
=
18-1000-00 PondCalcs.xls Page 7 of 8 Highland Development Services
E4 E4 1.955 17.04 0.73 1.43 1.75 2.50 17.04 0.73 1.43 2.98 4.26 15.22 0.91 1.79 6.43 11.50
E5 E5 0.584 8.05 0.83 0.49 2.40 1.16 8.05 0.83 0.49 4.10 1.99 6.38 1.00 0.58 9.03 5.28
E6 E6 0.564 7.87 0.83 0.47 2.42 1.13 7.87 0.83 0.47 4.13 1.93 6.18 1.00 0.56 9.12 5.15
E7 E7 0.753 8.67 0.75 0.56 2.34 1.31 8.67 0.75 0.56 3.99 2.24 6.94 0.93 0.70 8.80 6.19
E8 E8 0.598 9.31 0.71 0.43 2.28 0.97 9.31 0.71 0.43 3.89 1.65 7.42 0.89 0.53 8.61 4.58
E9 E9 0.394 5.00 0.81 0.32 2.85 0.91 5.00 0.73 0.29 4.87 1.40 5.00 0.91 0.36 9.95 3.58
E9 E9 0.394 5.00 0.81 0.32 2.85 0.91 5.00 0.81 0.32 4.87 1.56 5.00 1.00 0.39 9.95 3.92
E10 E10 0.243 0.00 0.86 0.21 3.82 0.80 0.00 0.86 0.21 6.52 1.37 0.00 1.00 0.24 13.32 3.24
18-1000-00 Rational Calcs (FC).xlsx Page 15 of 18 Highland Development Services
Design
Point
Sub-basin Area (acres)
J.Claeys
Highland Development Services
18-1000-00
August 28, 2019
2-yr Peak Runoff
Q n = C n I n A n
18-1000-00 Rational Calcs (FC).xlsx Page 14 of 18 Highland Development Services
B16 B16 87.0% 1.00 0.541 64 0.0200 1.19 192 0.0050 Paved Areas 20 1.41 2.26 5.00 0.0088 6.33 5.00
B17 B17 73.3% 0.99 0.354 46 0.0200 1.14 212 0.0050 Paved Areas 20 1.41 2.50 5.00 0.0077 8.67 5.00
B18 B18 57.6% 0.84 0.431 60 0.0200 3.00 302 0.0050 Paved Areas 20 1.41 3.56 6.56 0.0075 12.07 6.56
B19 B19 60.5% 0.87 0.430 60 0.0200 2.70 302 0.0050 Paved Areas 20 1.41 3.56 6.26 0.0075 11.55 6.26
B20 B20 11.8% 0.43 2.943 164 0.0200 12.79 579 0.0050 Paved Areas 20 1.41 6.82 19.62 0.0083 25.40 19.62
C1 C1 36.3% 0.67 1.296 48 0.0200 4.47 529 0.0050 Paved Areas 20 1.41 6.23 10.70 0.0062 18.43 10.70
C2 C2 0.0% 0.31 0.135 12 0.0500 2.98 54 0.0050 Paved Areas 20 1.41 0.64 5.00 0.0132 18.80 5.00
C3 C3 61.7% 0.88 0.830 76 0.0200 2.89 274 0.0050 Paved Areas 20 1.41 3.23 6.12 0.0083 11.14 6.12
C4 C4 72.3% 0.96 0.216 26 0.0200 1.03 160 0.0050 Paved Areas 20 1.41 1.89 5.00 0.0071 8.41 5.00
C5 C5 22.3% 0.52 1.200 75 0.0200 7.49 236 0.0050 Paved Areas 20 1.41 2.78 10.27 0.0086 17.88 10.27
D1A D1A 21.3% 0.52 0.695 47 0.0200 5.91 87 0.0050 Paved Areas 20 1.41 1.03 6.93 0.0103 16.09 6.93
D1 D1 65.8% 0.92 0.734 47 0.0200 1.79 254 0.0050 Paved Areas 20 1.41 2.99 5.00 0.0073 10.23 5.00
D2 D2 83.8% 1.00 0.654 47 0.0200 1.02 254 0.0050 Paved Areas 20 1.41 2.99 5.00 0.0073 7.26 5.00
D3 D3 40.5% 0.71 0.449 25 0.0200 2.92 330 0.0050 Paved Areas 20 1.41 3.89 6.81 0.0061 15.42 6.81
D4 D4 57.7% 0.87 0.164 46 0.0200 2.28 55 0.0050 Paved Areas 20 1.41 0.65 5.00 0.0118 9.95 5.00
D5 D5 45.8% 0.76 0.427 45 0.0200 3.41 295 0.0050 Paved Areas 20 1.41 3.48 6.88 0.0070 14.08 6.88
D6 D6 68.1% 0.92 0.102 91 0.0200 2.57 103 0.0050 Paved Areas 20 1.41 1.21 5.00 0.0120 8.82 5.00
D7 D7 81.6% 1.00 0.088 26 0.0200 0.76 103 0.0050 Paved Areas 20 1.41 1.21 5.00 0.0080 6.52 5.00
18-1000-00 Rational Calcs (FC).xlsx Page 12 of 18 Highland Development Services
(min)
DESIGN
POINT
Sub-basin
%
Impervious
C100
AREA
(acres)
August 28, 2019
Northfield
DEVELOPED TIME OF CONCENTRATION
J.Claeys
18-1000-00
Highland Development Services
t c = t i + t t 0 . 5
V = C v S w
V
L
tt 60
=
��
= 18 − 15� +
�
60 24� + 12 �
��
=
1.87(1.1 − ��
��
) �
� �
18-1000-00 Rational Calcs (FC).xlsx Page 11 of 18 Highland Development Services
B16 B16 87.0% 0.91 0.541 64 0.0200 2.22 192 0.0050 Paved Areas 21 1.48 2.15 5.00 0.0088 6.33 5.00
B17 B17 73.3% 0.79 0.354 46 0.0200 3.13 212 0.0050 Paved Areas 22 1.56 2.27 5.40 0.0077 8.67 5.40
B18 B18 57.6% 0.67 0.431 60 0.0200 4.93 302 0.0050 Paved Areas 20 1.41 3.56 8.49 0.0075 12.07 8.49
B19 B19 60.5% 0.69 0.430 60 0.0200 4.69 302 0.0050 Paved Areas 20 1.41 3.56 8.25 0.0075 11.55 8.25
B20 B20 11.8% 0.34 2.943 164 0.0200 14.42 579 0.0050 Paved Areas 20 1.41 6.82 21.24 0.0083 25.40 21.24
C1 C1 36.3% 0.53 1.296 48 0.0200 5.84 529 0.0050 Paved Areas 20 1.41 6.23 12.07 0.0062 18.43 12.07
C2 C2 0.0% 0.25 0.135 12 0.0500 3.22 54 0.0050 Paved Areas 20 1.41 0.64 5.00 0.0132 18.80 5.00
C3 C3 61.7% 0.70 0.830 76 0.0200 5.16 274 0.0050 Paved Areas 21 1.48 3.08 8.23 0.0083 11.14 8.23
C4 C4 72.3% 0.77 0.216 26 0.0200 2.49 160 0.0050 Paved Areas 22 1.56 1.71 5.00 0.0071 8.41 5.00
C5 C5 22.3% 0.41 1.200 75 0.0200 8.82 236 0.0050 Paved Areas 23 1.63 2.42 11.24 0.0086 17.88 11.24
D1A D1A 21.3% 0.42 0.695 47 0.0200 6.96 87 0.0050 Paved Areas 21 1.48 0.98 7.94 0.0103 16.09 7.94
D1 D1 65.8% 0.74 0.734 47 0.0200 3.67 254 0.0050 Paved Areas 22 1.56 2.72 6.39 0.0073 10.23 6.39
D2 D2 83.8% 0.87 0.654 47 0.0200 2.35 254 0.0050 Paved Areas 22 1.56 2.72 5.07 0.0073 7.26 5.07
D3 D3 40.5% 0.57 0.449 25 0.0200 3.97 330 0.0050 Paved Areas 20 1.41 3.89 7.86 0.0061 15.42 7.86
D4 D4 57.7% 0.70 0.164 46 0.0200 4.04 55 0.0050 Paved Areas 20 1.41 0.65 5.00 0.0118 9.95 5.00
D5 D5 45.8% 0.61 0.427 45 0.0200 4.92 295 0.0050 Paved Areas 20 1.41 3.48 8.39 0.0070 14.08 8.39
D6 D6 68.1% 0.73 0.102 91 0.0200 5.17 103 0.0050 Paved Areas 20 1.41 1.21 6.38 0.0120 8.82 6.38
D7 D7 81.6% 0.83 0.088 26 0.0200 2.03 103 0.0050 Paved Areas 20 1.41 1.21 5.00 0.0080 6.52 5.00
D8 D8 83.0% 0.86 0.719 47 0.0200 2.40 286 0.0050 Paved Areas 21 1.48 3.21 5.61 0.0071 7.62 5.61
D9 D9 48.4% 0.63 0.607 47 0.0200 4.82 574 0.0050 Paved Areas 20 1.41 6.76 11.58 0.0061 16.34 11.58
18-1000-00 Rational Calcs (FC).xlsx Page 9 of 18 Highland Development Services
(min)
DESIGN
POINT
Sub-basin
%
Impervious
C2-10
AREA
(acres)
August 28, 2019
Northfield
DEVELOPED TIME OF CONCENTRATION
J.Claeys
18-1000-00
Highland Development Services
t c = t i + t t 0 . 5
V = C v S w
V
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18-1000-00 Rational Calcs (FC).xlsx Page 8 of 18 Highland Development Services
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
BASINS:
Highland Development Services
18-1000-00 Rational Calcs (FC).xlsx Page 4 of 18 Highland Development Services
Northfield
HISTORIC TIME OF CONCENTRATION
J.Claeys
Highland Development
18-1000-00
t c = t i + t t 0 . 5
V = C v S w
V
L
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=
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= 18 − 15� +
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18-1000-00 Rational Calcs (FC).xlsx Page 2 of 18 Interwest Consulting Group
18-1000-00 Rational Calcs (FC).xlsx Page 1 of 18 Interwest Consulting Group
Lot 8
Block 17
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Block 15
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Block 18
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Block 19
Pond A2
Pond A1
Pond B1
Pond D
Pond D
RAIN
GARDEN
B1
KEY MAP
NTS
N
W E
S
CHECKED BY:
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Environmental Planner
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
0
50'
50 25 50 100
SCALE: 1" =
N
W E
S
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
Know Call what'sbelow. before you dig.
R
NO. REVISION BY DATE
HIGHLAND
DEVELOPMENT SERVICES
6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550
PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com
PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
REVIEW SET
NOT FOR
CONSTRUCTION
SHEET OF
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
NORTHFIELD
DRAINAGE & EROSION CONTROL PLAN
8/28/19
1" = 50'
N/A
KRB
JTC
18-1000-00
----
14 98
NOTES
1. CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL MEASURES PRIOR TO AND THROUGHOUT
CONSTRUCTION. PLACE EROSION CONTROL PROTECTION AT ALL EXISTING INLETS DOWNSTREAM FROM THE CONSTRUCTION AREA.
EROSION CONTROL PROTECTION SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE AND ALL DISTURBED GROUND IS
ADEQUATELY VEGETATED WITH OWNER'S APPROVAL FOR REMOVAL.
2. THE EXTENT OF EROSION CONTROL PROTECTION SHALL BE OBSERVED AND ADJUSTED AS NEEDED DURING CONSTRUCTION BASED ON
SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL CONTROL MEASURES SHOWN, TO SUPPLY SUFFICIENT EROSION
CONTROL AND MINIMIZE DOWNSTREAM WATERWAY POLLUTION.
3. LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES. ADJUST EROSION CONTROL BOUNDARIES AS NECESSARY TO
ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS SHALL BE PREPARED (SEEDED & MULCHED, SURFACE
ROUGHENING, ETC.) TO MINIMIZE EROSION POTENTIAL AND SOIL MIGRATION.
4. STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED BY CONTRACTOR PRIOR TO CONSTRUCTION
COMMENCEMENT.
5. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS. DURING CONSTRUCTION, ANY SOIL DISTURBED AND NOT UNDER
ACTIVE CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS STANDARDS.
6. ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING, INCLUDING BUT NOT LIMITED TO SLOPED AREAS.
7. AREAS THAT EXPERIENCE EROSION ISSUES FROM STEEP SLOPES OR WATER EROSION RESULTING IN SEED NOT BEING ABLE TO ESTABLISH
DURING THE FIRST GROWING SEASON SHALL REQUIRE RESEEDING AND EROSION CONTROL BLANKETS TO STABILIZE THE SOIL.
8. THE RAIN GARDEN IS TO BE INSTALLED AT THE CONCLUSION OF CONSTRUCTION ACTIVITIES AND CONCURRENT WITH LANDSCAPE
INSTALLATION. PLACE NECESSARY EROSION CONTROL PROTECTION TO MINIMIZE RISK OF NATIVE SOILS MIGRATING TO THE RAIN
GARDEN GROWING MEDIA. THE RAIN GARDEN GRADING MAY BE UTILIZED AS A SEDIMENT TRAP PRIOR TO THE INSTALLATION OF THE
DRAINAGE COURSE AND GROWING MEDIA.
9. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT.
10. REFERENCE SHEETS 88 - 89 FOR EROSION CONTROL DETAILS.
11. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT.
12. COORDINATION OF TRAIL LOCATION WITH THE LAKE CANAL DITCH COMPANY IS REQUIRED PRIOR TO DESIGN AND CONSTRUCTION
OF THE REGIONAL RECREATIONAL TRAIL.
FLOODPLAIN NOTES
1. THE CURRENT EFFECTIVE (JUNE 17, 2008) FEMA FLOOD INSURANCE RATE
MAP (FIRM, MAP NUMBERS 08096C0977G & 08069C0981G) DEPICTS THE
100-YR FLOODPLAIN IN SOME AREAS OF THE PROPOSED DEVELOPMENT.
HOWEVER, IT IS ANTICIPATED THAT, AT THE TIME OF BUILDING
CONSTRUCTION ON THE AFFECTED LOTS, THE NORTHEAST COLLEGE
CORRIDOR OUTFALL PROJECT (NECCO) WILL HAVE REMAPPED THE
FLOODPLAIN SUCH THAT THE 100-YR FLOODPLAIN WILL NO LONGER BE
PRESENT ON THE PROPOSED DEVELOPMENT. IT IS ANTICIPATED THAT THE
MAP REVISION WILL BE COMPLETED BY THE END OF 2019.
2. IF THE DEVELOPER DECIDES TO CONSTRUCT STRUCTURES OR OTHER
CONSTRUCTION ELEMENTS IN THE CURRENT EFFECTIVE 100-YR
FLOODPLAIN BEFORE THE REMAPPING EFFORTS ARE COMPLETE AND
DOCUMENTED BY NECCO AND FEMA, IT SHOULD BE NOTED THAT
ADDITIONAL ANALYSIS OF THE BFE IS NECESSARY, AND THE FOLLOWING
NOTES WILL ALSO APPLY:
2.1 FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR EACH STRUCTURE
AND EACH SITE CONSTRUCTION ELEMENT (DETENTION PONDS, BIKE
PATHS, PARKING LOTS, UTILITIES, ETC.) IN THE FLOODPLAIN
2.2.A FEMA ELEVATION OR FLOODPROOFING CERTIFICATE MUST BE
COMPLETED AND APPROVED BEFORE THE CERTIFICATE OF
OCCUPANCY (CO) IS ISSUED FOR ANY STRUCTURES IN THE
FLOODPLAIN.
3. THE 500 -YR FLOODPLAIN (SHADED ZONE X - NOT SHOWN HEREON) IS
DUE TO THE FLOODING OF THE POUDRE RIVER, CRITICAL FACILITIES ARE
PROHIBITED WITHIN THE 500-YR FLOODPLAIN, FACILITIES FOR AT-RISK
POPULATIONS (DAYCARES, SCHOOLS, NURSING HOMES, ETC.) AND
EMERGENCY SERVICES FACILITIES (E.G. URGENT CARE, HOSPITALS, FIRE,
POLICE).
COFC STANDARD EROSION AND SEDIMENT CONTROL NOTES
1. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY
CONSTRUCTION ON THIS SITE.
2. ALL REQUIRED BMPS MUST BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC).
ALL REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE
AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT.
3. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF
EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE
SHORTEST PRACTICAL PERIOD OF TIME.
4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING,
ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH,
VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF
WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY
OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY
THE STORMWATER DEPARTMENT.
5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT
WIND-CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST
IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT.
6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS
NECESSARY AFTER EACH RUNOFF EVENT AND EVERY 14 DAYS IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR
INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED
AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY.
7. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT
TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30
DAYS SHALL BE SEEDED AND MULCHED.
8. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS
BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR.
AH
BASIN COEFFICIENT (100-YR)
BASIN DESIGNATION
BASIN AREA
DESIGN POINT
DRAINAGE FLOW ARROW
DRAINAGE BASIN BOUNDARY
LEGEND
EX MAJOR CONTOUR
EX MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
CROSS-SECTION (FEMA)
100-YR FLOODPLAIN (FEMA)
100-YR FLOODWAY (FEMA)
500-YR FLOODPLAIN (FEMA)
100-YR FLOODPLAIN (NECCO)
100-YR FLOODWAY (NECCO)
CONSTRUCTION ENTRANCE W/
VEHICLE TRACKING CONTROL
CONCRETE WASHOUT AREA
SILT FENCE
INLET PROTECTION
OUTLET STRUCTURE PROTECTION
ROCK SOCKS
SEDIMENT CONTROL LOGS
TEMPORARY SEDIMENT BASIN
SURFACE ROUGHENING
POND SPILL LOCATION
(REFER TO DRAINAGE REPORT)
S
REGIONAL TRAIL SECTION A-A
4950
4955
4960
4965
4970
4950
4955
4960
4965
4970
-0+25 0+00 0+50 1+00 1+25
REGIONAL TRAIL SECTION B-B
HORIZ. SCALE: 1"=50'
VERT. SCALE: 1"=10'
4950
4955
4960
4965
4970
4950
4955
4960
4965
4970
-0+25 0+00 0+50 1+00 1+25
0
50'
50 25 50 100
SCALE: 1" =
CHECKED BY:
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Environmental Planner
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
Know Call what'sbelow. before you dig.
R
N
W E
S
NO. REVISION BY DATE
HIGHLAND
DEVELOPMENT SERVICES
6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550
PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com
PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
REVIEW SET
NOT FOR
CONSTRUCTION
SHEET OF
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
NORTHFIELD
DRAINAGE & EROSION CONTROL PLAN
8/28/19
1" = 50'
N/A
KRB
JTC
18-1000-00
----
13 98
NOTES
1. CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL MEASURES PRIOR TO AND
THROUGHOUT CONSTRUCTION. PLACE EROSION CONTROL PROTECTION AT ALL EXISTING INLETS
DOWNSTREAM FROM THE CONSTRUCTION AREA. EROSION CONTROL PROTECTION SHALL REMAIN IN
PLACE UNTIL CONSTRUCTION IS COMPLETE AND ALL DISTURBED GROUND IS ADEQUATELY VEGETATED WITH
OWNER'S APPROVAL FOR REMOVAL.
2. THE EXTENT OF EROSION CONTROL PROTECTION SHALL BE OBSERVED AND ADJUSTED AS NEEDED DURING
CONSTRUCTION BASED ON SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL
CONTROL MEASURES SHOWN, TO SUPPLY SUFFICIENT EROSION CONTROL AND MINIMIZE DOWNSTREAM
WATERWAY POLLUTION.
3. LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES. ADJUST EROSION CONTROL
BOUNDARIES AS NECESSARY TO ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS SHALL
BE PREPARED (SEEDED & MULCHED, SURFACE ROUGHENING, ETC.) TO MINIMIZE EROSION POTENTIAL AND
SOIL MIGRATION.
4. STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED BY CONTRACTOR PRIOR TO
CONSTRUCTION COMMENCEMENT.
5. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS. DURING CONSTRUCTION, ANY SOIL
DISTURBED AND NOT UNDER ACTIVE CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS
STANDARDS.
6. ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING, INCLUDING BUT NOT LIMITED TO SLOPED
AREAS.
7. AREAS THAT EXPERIENCE EROSION ISSUES FROM STEEP SLOPES OR WATER EROSION RESULTING IN SEED NOT
BEING ABLE TO ESTABLISH DURING THE FIRST GROWING SEASON SHALL REQUIRE RESEEDING AND EROSION
CONTROL BLANKETS TO STABILIZE THE SOIL.
8. THE RAIN GARDEN IS TO BE INSTALLED AT THE CONCLUSION OF CONSTRUCTION ACTIVITIES AND
CONCURRENT WITH LANDSCAPE INSTALLATION. PLACE NECESSARY EROSION CONTROL PROTECTION TO
MINIMIZE RISK OF NATIVE SOILS MIGRATING TO THE RAIN GARDEN GROWING MEDIA. THE RAIN GARDEN
GRADING MAY BE UTILIZED AS A SEDIMENT TRAP PRIOR TO THE INSTALLATION OF THE DRAINAGE COURSE
AND GROWING MEDIA.
9. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT.
10. REFERENCE SHEETS 88 - 89 FOR EROSION CONTROL DETAILS.
11. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT.
12. COORDINATION OF TRAIL LOCATION WITH THE LAKE CANAL DITCH COMPANY IS REQUIRED PRIOR TO
DESIGN AND CONSTRUCTION OF THE REGIONAL RECREATIONAL TRAIL.
FLOODPLAIN NOTES
1. THE CURRENT EFFECTIVE (JUNE 17, 2008) FEMA FLOOD INSURANCE RATE MAP (FIRM, MAP NUMBERS
08096C0977G & 08069C0981G) DEPICTS THE 100-YR FLOODPLAIN IN SOME AREAS OF THE PROPOSED
DEVELOPMENT. HOWEVER, IT IS ANTICIPATED THAT, AT THE TIME OF BUILDING CONSTRUCTION ON THE
AFFECTED LOTS, THE NORTHEAST COLLEGE CORRIDOR OUTFALL PROJECT (NECCO) WILL HAVE REMAPPED
THE FLOODPLAIN SUCH THAT THE 100-YR FLOODPLAIN WILL NO LONGER BE PRESENT ON THE PROPOSED
DEVELOPMENT. IT IS ANTICIPATED THAT THE MAP REVISION WILL BE COMPLETED BY THE END OF 2019.
2. IF THE DEVELOPER DECIDES TO CONSTRUCT STRUCTURES OR OTHER CONSTRUCTION ELEMENTS IN THE
CURRENT EFFECTIVE 100-YR FLOODPLAIN BEFORE THE REMAPPING EFFORTS ARE COMPLETE AND
DOCUMENTED BY NECCO AND FEMA, IT SHOULD BE NOTED THAT ADDITIONAL ANALYSIS OF THE BFE IS
NECESSARY, AND THE FOLLOWING NOTES WILL ALSO APPLY:
2.1 FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR EACH STRUCTURE AND EACH SITE CONSTRUCTION
ELEMENT (DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, ETC.) IN THE FLOODPLAIN
2.2.A FEMA ELEVATION OR FLOODPROOFING CERTIFICATE MUST BE COMPLETED AND APPROVED BEFORE
THE CERTIFICATE OF OCCUPANCY (CO) IS ISSUED FOR ANY STRUCTURES IN THE FLOODPLAIN.
3. THE 500 -YR FLOODPLAIN (SHADED ZONE X - NOT SHOWN HEREON) IS DUE TO THE FLOODING OF THE
POUDRE RIVER, CRITICAL FACILITIES ARE PROHIBITED WITHIN THE 500-YR FLOODPLAIN, FACILITIES FOR
AT-RISK POPULATIONS (DAYCARES, SCHOOLS, NURSING HOMES, ETC.) AND EMERGENCY SERVICES
FACILITIES (E.G. URGENT CARE, HOSPITALS, FIRE, POLICE).
COFC STANDARD EROSION AND SEDIMENT CONTROL NOTES
1. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY
CONSTRUCTION ON THIS SITE.
2. ALL REQUIRED BMPS MUST BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL
REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED
IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT.
3. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING
VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST
PRACTICAL PERIOD OF TIME.
4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL
BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER
PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY
LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G.
SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE STORMWATER DEPARTMENT.
5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT WIND-CAUSED
EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES,
AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT.
6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY
AFTER EACH RUNOFF EVENT AND EVERY 14 DAYS IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL
RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND
LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY.
7. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY
SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED
AND MULCHED.
8. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR
FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR.
AH
BASIN COEFFICIENT (100-YR)
BASIN DESIGNATION
BASIN AREA
DESIGN POINT
DRAINAGE FLOW ARROW
DRAINAGE BASIN BOUNDARY
LEGEND
EX MAJOR CONTOUR
EX MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
CROSS-SECTION (FEMA)
100-YR FLOODPLAIN (FEMA)
100-YR FLOODWAY (FEMA)
500-YR FLOODPLAIN (FEMA)
100-YR FLOODPLAIN (NECCO)
100-YR FLOODWAY (NECCO)
CONSTRUCTION ENTRANCE W/
VEHICLE TRACKING CONTROL
CONCRETE WASHOUT AREA
SILT FENCE
INLET PROTECTION
OUTLET STRUCTURE PROTECTION
ROCK SOCKS
SEDIMENT CONTROL LOGS
TEMPORARY SEDIMENT BASIN
SURFACE ROUGHENING
POND SPILL LOCATION
(REFER TO DRAINAGE REPORT)
Lot 8
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 1
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Block 4
Block 9
Block 10 Block 11
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Block 12
Block 13
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Pond B3
Pond A2
Pond B2
Tract O
(Drainage, Utility, &
Private Access
Easement)
Tract R
(Drainage,
Utility, &
Private Access
Easement)
KEY MAP
NTS
N
W E
S
0
50'
50 25 50 100
SCALE: 1" =
CHECKED BY:
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Environmental Planner
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
AH
BASIN COEFFICIENT (100-YR)
BASIN DESIGNATION
BASIN AREA
DESIGN POINT
DRAINAGE FLOW ARROW
DRAINAGE BASIN BOUNDARY
LEGEND
EX MAJOR CONTOUR
EX MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
CROSS-SECTION (FEMA)
100-YR FLOODPLAIN (FEMA)
100-YR FLOODWAY (FEMA)
500-YR FLOODPLAIN (FEMA)
100-YR FLOODPLAIN (NECCO)
100-YR FLOODWAY (NECCO)
NOTES
1. CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL MEASURES PRIOR TO AND
THROUGHOUT CONSTRUCTION. PLACE EROSION CONTROL PROTECTION AT ALL EXISTING INLETS DOWNSTREAM
FROM THE CONSTRUCTION AREA. EROSION CONTROL PROTECTION SHALL REMAIN IN PLACE UNTIL
CONSTRUCTION IS COMPLETE AND ALL DISTURBED GROUND IS ADEQUATELY VEGETATED WITH OWNER'S
APPROVAL FOR REMOVAL.
2. THE EXTENT OF EROSION CONTROL PROTECTION SHALL BE OBSERVED AND ADJUSTED AS NEEDED DURING
CONSTRUCTION BASED ON SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL CONTROL
MEASURES SHOWN, TO SUPPLY SUFFICIENT EROSION CONTROL AND MINIMIZE DOWNSTREAM WATERWAY
POLLUTION.
3. LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES. ADJUST EROSION CONTROL
BOUNDARIES AS NECESSARY TO ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS SHALL BE
PREPARED (SEEDED & MULCHED, SURFACE ROUGHENING, ETC.) TO MINIMIZE EROSION POTENTIAL AND SOIL
MIGRATION.
4. STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED BY CONTRACTOR PRIOR TO
CONSTRUCTION COMMENCEMENT.
5. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS. DURING CONSTRUCTION, ANY SOIL
DISTURBED AND NOT UNDER ACTIVE CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS STANDARDS.
6. ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING, INCLUDING BUT NOT LIMITED TO SLOPED AREAS.
7. AREAS THAT EXPERIENCE EROSION ISSUES FROM STEEP SLOPES OR WATER EROSION RESULTING IN SEED NOT
BEING ABLE TO ESTABLISH DURING THE FIRST GROWING SEASON SHALL REQUIRE RESEEDING AND EROSION
CONTROL BLANKETS TO STABILIZE THE SOIL.
8. THE RAIN GARDEN IS TO BE INSTALLED AT THE CONCLUSION OF CONSTRUCTION ACTIVITIES AND CONCURRENT
WITH LANDSCAPE INSTALLATION. PLACE NECESSARY EROSION CONTROL PROTECTION TO MINIMIZE RISK OF
NATIVE SOILS MIGRATING TO THE RAIN GARDEN GROWING MEDIA. THE RAIN GARDEN GRADING MAY BE
UTILIZED AS A SEDIMENT TRAP PRIOR TO THE INSTALLATION OF THE DRAINAGE COURSE AND GROWING MEDIA.
9. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT.
10. REFERENCE SHEETS 88 - 89 FOR EROSION CONTROL DETAILS.
11. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT.
12. COORDINATION OF TRAIL LOCATION WITH THE LAKE CANAL DITCH COMPANY IS REQUIRED PRIOR TO DESIGN
AND CONSTRUCTION OF THE REGIONAL RECREATIONAL TRAIL.
N
W E
S
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
Know Call what'sbelow. before you dig.
R
NO. REVISION BY DATE
HIGHLAND
DEVELOPMENT SERVICES
6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550
PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com
PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
REVIEW SET
NOT FOR
CONSTRUCTION
SHEET OF
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
NORTHFIELD
DRAINAGE & EROSION CONTROL PLAN
8/28/19
1" = 50'
N/A
KRB
JTC
18-1000-00
----
12 98
FLOODPLAIN NOTES
1. THE CURRENT EFFECTIVE (JUNE 17, 2008) FEMA FLOOD INSURANCE RATE MAP (FIRM, MAP NUMBERS 08096C0977G & 08069C0981G)
DEPICTS THE 100-YR FLOODPLAIN IN SOME AREAS OF THE PROPOSED DEVELOPMENT. HOWEVER, IT IS ANTICIPATED THAT, AT THE TIME
OF BUILDING CONSTRUCTION ON THE AFFECTED LOTS, THE NORTHEAST COLLEGE CORRIDOR OUTFALL PROJECT (NECCO) WILL
HAVE REMAPPED THE FLOODPLAIN SUCH THAT THE 100-YR FLOODPLAIN WILL NO LONGER BE PRESENT ON THE PROPOSED
DEVELOPMENT. IT IS ANTICIPATED THAT THE MAP REVISION WILL BE COMPLETED BY THE END OF 2019.
2. IF THE DEVELOPER DECIDES TO CONSTRUCT STRUCTURES OR OTHER CONSTRUCTION ELEMENTS IN THE CURRENT EFFECTIVE 100-YR
FLOODPLAIN BEFORE THE REMAPPING EFFORTS ARE COMPLETE AND DOCUMENTED BY NECCO AND FEMA, IT SHOULD BE NOTED
THAT ADDITIONAL ANALYSIS OF THE BFE IS NECESSARY, AND THE FOLLOWING NOTES WILL ALSO APPLY:
2.1 FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR EACH STRUCTURE AND EACH SITE CONSTRUCTION ELEMENT (DETENTION
PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, ETC.) IN THE FLOODPLAIN
2.2.A FEMA ELEVATION OR FLOODPROOFING CERTIFICATE MUST BE COMPLETED AND APPROVED BEFORE THE CERTIFICATE OF
OCCUPANCY (CO) IS ISSUED FOR ANY STRUCTURES IN THE FLOODPLAIN.
3. THE 500 -YR FLOODPLAIN (SHADED ZONE X - NOT SHOWN HEREON) IS DUE TO THE FLOODING OF THE POUDRE RIVER, CRITICAL
FACILITIES ARE PROHIBITED WITHIN THE 500-YR FLOODPLAIN, FACILITIES FOR AT-RISK POPULATIONS (DAYCARES, SCHOOLS, NURSING
HOMES, ETC.) AND EMERGENCY SERVICES FACILITIES (E.G. URGENT CARE, HOSPITALS, FIRE, POLICE).
CONSTRUCTION ENTRANCE W/
VEHICLE TRACKING CONTROL
CONCRETE WASHOUT AREA
SILT FENCE
INLET PROTECTION
OUTLET STRUCTURE PROTECTION
ROCK SOCKS
SEDIMENT CONTROL LOGS
TEMPORARY SEDIMENT BASIN
SURFACE ROUGHENING
COFC STANDARD EROSION AND SEDIMENT CONTROL NOTES
1. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY
CONSTRUCTION ON THIS SITE.
2. ALL REQUIRED BMPS MUST BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC).
ALL REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE
AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT.
3. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF
EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE
SHORTEST PRACTICAL PERIOD OF TIME.
4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING,
ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH,
VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF
WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY
OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY
THE STORMWATER DEPARTMENT.
5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT
WIND-CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS
ADJACENT PROPERTIES, AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT.
6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS
NECESSARY AFTER EACH RUNOFF EVENT AND EVERY 14 DAYS IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR
INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED
AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY.
7. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT
TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30
DAYS SHALL BE SEEDED AND MULCHED.
8. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS
BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR.
POND SPILL LOCATION
(REFER TO DRAINAGE REPORT)
CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
Know Call what'sbelow. before you dig.
R
NO. REVISION BY DATE
HIGHLAND
DEVELOPMENT SERVICES
6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550
PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com
PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
REVIEW SET
NOT FOR
CONSTRUCTION
SHEET OF
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
NORTHFIELD
OVERALL GRADING & DRAINAGE PLAN
8/28/19
1" = 100'
N/A
KRB
JTC
18-1000-00
----
11 98
100-YR FLOODPLAIN (FEMA)
100-YR FLOODWAY (FEMA)
500-YR FLOODPLAIN (FEMA)
100-YR FLOODPLAIN (NECCO)
100-YR FLOODWAY (NECCO)
POND SPILL LOCATION
(REFER TO DRAINAGE REPORT)
PA8
PB1
PB10
PB11
PB12
PB13
PB14
PBP1B615
PB17
PB18
PB19
PB2
PB20
PB3
PB4
PB5
PB6 PB7
PB8
PB9
PC1
PC2
PC3
PC4
PC5
PC6
PC7
PD5
PD6
PD7PD8
PD11
PD12
PD13
PE1
PE2
PA9
PD9 PD10
PD1 PD2
PD3
PD4
OutB2
OutA4
OutA3
OutB3
OutB1
OutD1
OutC1
OutA1
IA1 IA2
IA3
IA4
IA5
IA6
IB1
IB10 IB11
IB2
IB3
IB4
IB5
IB6
IB7
IB8
IB9
IC1
IC2
IC3
IC4
ID3
ID4 ID5 ID6
IE1
IE2
MHA1
MHA2
MHA3
MHA5
MHB1
MHB3
MHB4
MHB6
MHC1
MHC2
MHD2 MHD4
MHD5
OA2 OA3-Stage1
OA3-Stage2
OA4-Stage1
OA4-Stage2
OB1-Stage1
OB1-Stage2
OB2-Stage1
OB2-Stage2
OB3-Stage1
OB3-Stage2
OC1
OD1
MHD3
ID1A
ID1
ID2 MHD1
OA1-Stage1
OA1-Stage2
Out2
Out3 Out1
MHB2
MHA4
MHB5
MHA7
MHA6
VB3
VB2
VB1
VA2
VA1
VC1
VD1
CoFC_100-yr
03/11/2019 00:05:00
SWMM 5.1 Page 1
A11
A12
A14
A15
A18
A3
A4 A6
A9
B1
B10
B11
B12
B17
B18
B19
B2
B20
B3
B4
B6
B8
B9
C1
C2
C3
C4
C5
D13
D14
D3
D4
D5
D6
D7
D1A D1
OPA1
OPA3 OPA4
OPB1
OPB2
OPB3
OP-MHA4
OP-MHA6
OP-MHA7
OP-MHB2
OP-MHB5
PA1
PA10
PA11
PA12
PA13
PA14
PA15
PA16
PA17
PA2
PA3
PA4
PA5
PA6
PA7
PA8
PB1
PB10
PB11
PB12
PB13
PB14
PBP1B615
PB17
PB18
PB19
PB2
PB20
PB3
PB4
PB5
PB6 PB7
PB8
PB9
PC1
PC2
PC3
PC4
PC5
PC6
PC7
PD5
PD6
PD7PD8
PD11
PD12
PD13
PE1
PE2
PA9
PD9 PD10
PD1 PD2
PD3
PD4
OutB2
OutA4
OutA3
OutB3
OutB1
OutD1
OutC1
OutA1
IA1 IA2
IA3
IA4
IA5
IA6
IB1
IB10 IB11
IB2
IB3
IB4
IB5
IB6
IB7
IB8
IB9
IC1
IC2
IC3
IC4
ID3
ID4 ID5 ID6
IE1
IE2
MHA1
MHA2
MHA3
MHA5
MHB1
MHB3
MHB4
MHB6
MHC1
MHC2
MHD2 MHD4
MHD5
OA2 OA3-Stage1
OA3-Stage2
OA4-Stage1
OA4-Stage2
OB1-Stage1
OB1-Stage2
OB2-Stage1
OB2-Stage2
OB3-Stage1
OB3-Stage2
OC1
OD1
MHD3
ID1A
ID1
ID2 MHD1
OA1-Stage1
OA1-Stage2
Out2
Out3 Out1
MHB2
MHA4
MHB5
MHA7
MHA6
VB3
VB2
VB1
VA2
VA1
VC1
VD1
CoFC_100-yr
SUBCATCH
MENT
BASIN ID
TRIBUTARY
SUB-BASINS
AREA
(acres)
AREA
(sq ft)
18-1000-00 Rational Calcs (FC).xlsx Page 1 of 1 Highland Development Services
Min Bldg FG
Approx Depth
to GW
Approx
GW Elev
Min Bldg FG
7/26/2017 5.0 4952.3 4958.3 6.5 4947.7 4953.7 7.0 4949.1 4955.1
7/27/2017 6.0 4951.3 4957.3 6.8 4947.4 4953.4 7.2 4948.9 4954.9
9/19/2017 7.0 4950.3 4956.3 6.7 4947.5 4953.5 7.3 4948.8 4954.8
10/19/2017 7.1 4950.2 4956.2 6.6 4947.6 4953.6 7.3 4948.8 4954.8
2/12/2017 8.8 4948.5 4954.5 8.0 4946.2 4952.2 8.9 4947.2 4953.2
6/7/2018 5.1 4952.2 4958.2 7.2 4947.0 4953.0 7.0 4949.1 4955.1
4957.3 4954.2 4956.1
4953.5
PZ-7
PZ-4
4953.2
4954.6 4951.8 4956.5
4956.1
MW-1 MW-2 PZ-1
PZ-2 PZ-3
PZ-5 PZ-6
Northfield - (AKA Schalagel Property)
Earth Engineering Consultants, LLC (EEC) - Project No. 1172056
Groundwater Monitoring - Summary Table
18.5 ac
8.7 ac
29.3 ac
11.4 ac
9.8 ac
11.4 ac
4.8 ac
16.4 ac
3.3 ac
1.3 ac
31.6 ac
52.7 ac
21.3 ac
7.4 ac
18.1 ac
17.0 ac
2.5 ac
2.7 ac
2.0 ac
4.6 ac
2.5 ac
13.1 ac
3.9 ac
13.7 ac
1.8 ac
0.2 ac
7.2 ac
6.0 ac
3.8 ac
0.6 ac
2.4 ac
5.2 ac
1.6 ac
2.6 ac
35.7 ac
2.6 ac
1.8 ac
1.8 ac
1.6 ac
1.2 ac
0.7 ac
4.2 ac
2.6 ac
13.6 ac
13.0 ac
8.6 ac
7.1 ac
5.1 ac
4.5 ac
4.2 ac
10.9 ac
8.2 ac
19.2 ac
16.0 ac
32.4 ac
17.5 ac
9.8 ac
16.6 ac
29.3 ac
6.0 ac
10.3 ac
5.9 ac
1.5 ac 1.3 ac
21.2 ac
1.ac5 ac 1.2
1.1 ac
1.1 ac
8.2 ac
1.0 ac
8.6 ac
5.2 ac
14.8 ac
2.0 ac
1.6 ac
3.3 ac
1.4 ac 5.3 ac
1.2 ac
1.0 ac
2.7 ac 2.2 ac
3.9 ac
3.3 ac
3.4 ac
4.4 ac
7.9 ac
0.2 ac
4.2 ac
1.1 ac 1.7 ac
2.4 ac
2.0 ac
1.0 ac
36.2 ac
5.5 ac
49.1 ac
APPROX NORTHFIELD
PROPRETY LINE
80 0.17 0.24 0.34 0.54 0.69 0.87
85 0.17 0.23 0.32 0.52 0.66 0.84
90 0.16 0.22 0.31 0.50 0.64 0.81
95 0.15 0.21 0.30 0.48 0.62 0.78
100 0.15 0.20 0.29 0.47 0.60 0.75
105 0.14 0.19 0.28 0.45 0.58 0.73
110 0.14 0.19 0.27 0.44 0.56 0.71
115 0.13 0.18 0.26 0.42 0.54 0.69
120 0.13 0.18 0.25 0.41 0.53 0.67
55 0.87 1.48 3.03
22 1.53 2.61 5.32
56 0.86 1.47 2.99
23 1.49 2.55 5.20
57 0.85 1.45 2.96
24 1.46 2.49 5.09
58 0.84 1.43 2.92
25 1.43 2.44 4.98
59 0.83 1.42 2.89
26 1.4 2.39 4.87
60 0.82 1.4 2.86
27 1.37 2.34 4.78
65 0.78 1.32 2.71
28 1.34 2.29 4.69
70 0.73 1.25 2.59
29 1.32 2.25 4.60
75 0.70 1.19 2.48
30 1.30 2.21 4.52
80 0.66 1.14 2.38
31 1.27 2.16 4.42
85 0.64 1.09 2.29
32 1.24 2.12 4.33
90 0.61 1.05 2.21
33 1.22 2.08 4.24
95 0.58 1.01 2.13
34 1.19 2.04 4.16
100 0.56 0.97 2.06
35 1.17 2.00 4.08
105 0.54 0.94 2.00
36 1.15 1.96 4.01
110 0.52 0.91 1.94
37 1.16 1.93 3.93
115 0.51 0.88 1.88
38 1.11 1.89 3.87
120 0.49 0.86 1.84
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 12, Oct 10, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 20, 2015—Oct
15, 2016
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(NorthField)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/6/2017
Page 2 of 4