HomeMy WebLinkAboutNORTHFIELD FILING 1 EXPANDED - FDP190012 - SUBMITTAL DOCUMENTS - ROUND 1 - 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
June 26, 2019
Job Number 18-1000-00
6355 FAIRGROUNDS AVE, SUITE 100, WINDSOR, COLORADO 80550 | PHONE 970.674.7550
June 26, 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,
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 .................................................................................................................. 3
Hydrologic Criteria ....................................................................................................................... 3
Hydraulic Criteria ......................................................................................................................... 3
Drainage Basins ............................................................................................................................... 5
Drainage Facility Design ................................................................................................................ 11
Drainage Conveyance Design .................................................................................................... 11
Detention/Water Quality Pond Design ..................................................................................... 11
Low Impact Development ............................................................................................................. 13
Stormwater Pollution Prevention ................................................................................................. 15
Conclusions ................................................................................................................................... 16
References .................................................................................................................................... 17
Appendix ....................................................................................................................................... 18
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
Page ii
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
Page 1
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 inhibit
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 has continued to monitor the groundwater level depths over the last 12 month period
after the original borings. Due to the groundwater elevations and in consideration of the
infiltration galleries, pond bottoms, and building foundations, the site is anticipated to be
dewatered, utilizing the NECCO pipe as the dewatering outfall. Miller Groundwater Engineering
is currently finalizing their groundwater study for the site and has provided initial analysis
results for the proposed dewatering system. Once complete, the final groundwater study will
be provided to the City for review.
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.
Weighted percent impervious and weighted runoff coefficients were calculated for each basin
using USDCM Tables RO-3 and RO-5 based on Natural Resources Conservation Service (NRCS)
Type C hydrologic soil classification and 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 USDCM Equation 4-
3. To account for the City of Fort Collins’ IDF Curve, Coefficient 3 of the UDFCD’s intensity
formula was adjusted to 0.7867. The City of Fort Collins area has 2-yr 1-hr rainfall depth of
0.82 inches and a 100-yr 1 hr rainfall depth of 2.86 inches. These depths do account for the
1999 adjusted rainfall depths.
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 swales. 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
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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
pipes, it is assumed that the inlets are free of clogging debris and capturing the maximum
amount of street runoff. Orifice rating curves have been utilized for the inlet capture
capacities and route the captured runoff through the storm drain system. The program
accounts for head losses within manholes and bends and head losses associated with pipe
friction.
Hydraflow has been used to compute the open channel hydraulics and check the capacities of
the drainage swales throughout the site. Flow velocities within these swales have been
reviewed and where flows were found to be supercritical, the swales have been protected with
turf reinforcement mat.
All swale and pipe outlets are protected with 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 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
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, in sump locations, and in point locations for runoff values to size drainage swales.
The peak 2-yr and 100-yr runoff values were determined for these design points using the
rational method. 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 restrict flows to the
allowable release rate.
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 the A system 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 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 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 roadways
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and is captured by a double Type 13 valley 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 is discharged directly into detention
Pond A2 via a CoFC standard curb cut with sidewalk chase. 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 roadways
and is captured by a 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. All of sub-basin A12 is treated by the A2
LID infiltration gallery. Runoff is conveyed from Pond A2 via storm pipes into Pond A1.
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 roadways
and is captured by a double Type 13 valley inlet and directed to detention Pond A1.
Sub-basin A15 consists of 2.48 acres of single-family attached and condominium residential
lots and public roadways. This basin includes portions of N. Lemay Avenue and Schlagel
Street. Runoff from this basin is conveyed along roadways and is captured by a 5’ Type R
curb inlet and directed to detention Pond A1.
Sub-basin A16 consists of 0.80 acres of single-family attached residential lots and public
roadways. This basin includes portions of N. Lemay Avenue and Schlagel Street. Runoff
from this basin is conveyed along roadways and is discharged via a 4’ wide curb cut on the
east side of Lemay Avenue and into a Type C area inlet to be constructed as part of the A4
NECCO lateral.
Sub-basin A17 consists of 0.90 acres of a portion of the private driveway for the adjacent
Schlagel property to the north and open space. Runoff from this basin is conveyed along a
concrete pan near the north property line and into a Type 13 inlet to be constructed as part
of the A4 NECCO lateral.
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 with
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orifice plates sized to limit discharge from the Northfield site into the NECCO storm system
at the allowable release rate, along with a water quality plate to treat the WQCV.
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 the B system 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 a LID infiltration gallery 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 curb inlets. All of sub-basins B2 & B3 will be treated by a LID infiltration
gallery 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 roadways and is captured by a double
Type 13 valley inlet. All of sub-basin B4 will be treated by a LID infiltration gallery 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 roadways
and is captured by a double Type 13 valley inlet. All of sub-basins B5 & B6 will be treated
by a LID infiltration gallery 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 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 roadways and is captured by a single Type
13 valley inlet. 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 B3 LID infiltration
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gallery. 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 curb inlets. All of sub-basins B10 & B11 will be
treated by a LID infiltration gallery 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 B2 LID infiltration gallery. 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 roadways
and is captured by a quad Type 13 valley inlet and discharged directly into Pond B1.
Sub-basins B18 thru B19 consist of 0.86 acres of condominium residential lots, public
roadways and private drives. 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 directly into Pond B1.
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.
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Sub-basin C1 consists of 1.30 acres of multifamily residential buildings and open space.
Runoff is conveyed via concrete pan to a culvert crossing Steeley Drive.
Sub-basin C2 consists of 0.14 acres of open space. Runoff is conveyed via overland flow
into a Type C area inlet.
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 curb inlets and discharged directly into Pond C.
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.
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 a double Type 13 inlet.
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.
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 5’ Type R curb inlets, ultimately
discharging to Pond D.
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, and
concrete pans, ultimately discharging to a rain garden.
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 with an orifice plate sized to limit discharge from the Pond
into the NECCO storm system at the allowable release rate as well as treat the WCQV.
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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 4’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 will be subtracted from the calculated
allowable release rate from the site to account for the undetained flows.
Drainage System E:
Drainage System E consists of 8.23 acres of public roadway improvements along Suniga
Road. Runoff from basins in the E system are conveyed to the existing NECCO storm drain
system, undetained.
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
(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 of N. Lemay Avenue. Runoff is conveyed along Suniga Rd and Lemay Ave and
collected by two sump 5’ Type R curb inlets. Runoff is then conveyed by storm drain pipe
into the existing 4’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. Storm inlets, storm sewers and the
roadway culverts have been appropriately sized to convey the minor and major storms.
DETENTION/WATER QUALITY POND DESIGN
Multiple extended detention basins (EDB) with a dry bottom will be utilized as the detention
and water quality facility for Northfield. 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/historic rates with the remaining area (delineated as sub-basins D1-D12) restricted to
the 0.2 cfs/acre rate. Sub-basin D15, representing half-street area of Lemay Avenue adjacent
to the development, cannot be routed to Pond D; the difference in 100-yr runoff rate for the
developed condition will be subtracted from the calculated allowable release rate to account
for the undetained flows.
EPA SWWM 5.0 has been utilized for the final drainage design. UDFCD is referenced for the
water quality capture volume (WQCV) with a 40-yr drain time. Due to the limited grades on
the site, multiple ponds are proposed throughout the site. The pond bottoms have been
graded to be 2 ft above the established groundwater levels. 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. The
ultimate outfall is the existing NECCO storm drain system. 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 (Structure plan ID Outlet-A01, SWMM ID OA4-Stage 2), one
near the center of Pond A1 (Structure plan ID Outlet-A02, SWMM ID OA3-Stage 2), and one in
Pond D (Structure 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 achieve maximum detention volumes in all the interconnected ponds. Below is a
summary of allowable and provided release rates:
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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 5.92 cfs
Outlet-A02 6.39 cfs
Outlet-D01 1.20 cfs
Total provided release rate = 13.51 cfs
All supporting calculations are located in the Appendix.
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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 will promote infiltration
while capturing fine sediment that drains off the impervious areas. Further soil investigation
will occur to confirm the infiltration capacities within the sandy/gravel soil layers
approximately 2’ to 5 ½’ below existing grades. It is anticipated that the infiltration gallery
aggregates will extend to this sandy/gravel layer. Isolator rows will be implemented at the
headworks to the infiltration galleries to allow larger sediment particles to settle prior to
entering the infiltration gallery. The isolator rows will be accessible to remove sediments.
Standard water quality is also provided within the detention ponds in addition to these LID
infiltration galleries. A Standard Operations Procedure will be provided at final design to assist
in ensuring that these BMPs will adequately perform over time.
Impervious calculations for the areas contributory to each of the LID infiltration galleries along
with a colored coded exhibit are provided in the Appendix.
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.
Page 14
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 design 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
Proactively controlling pollutants at their source by preventing pollution rather than removing
contaminants once they have entered the stormwater system or receiving waters is important
when protecting storm systems and receiving waters. This can be accomplished through site
specific needs such as construction site runoff control, post-construction runoff control and
pollution prevention / good housekeeping. It will be the responsibility of the contractor to
develop a procedural best management practice for the site.
Page 15
STORMWATER POLLUTION PREVENTION
Erosion and sedimentation will be controlled on-site by use of sediment control logs, inlet
protection, a gravel construction entrance, 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 16
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 will be 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 17
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 (Draft for Council), Fort Collins Utilities, City of
Fort Collins, Colorado, Dated November 2017 [Anticipated to be adopted by City
Council in 2018]
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.
Page 18
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.)
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
Intensity (in/hr)
City of Fort Collins
Rainfall Intensity-Duration-Frequency Curve
2-yr (FTC)
10-yr (FTC)
100-yr (FTC)
2-yr (UD)
10-yr (UD)
100-yr (UD)
100-yr
10-yr
0.0
1.0
2.0
3.0
4.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0
Duration (min)
2-yr
10-yr
Duration
(minutes)
2-yr
Intensity
(in/hr)
10-yr
Intensity
(in/hr)
100-yr
Intensity
(in/hr)
Duration
(minutes)
2-yr
Intensity
(in/hr)
10-yr
Intensity
(in/hr)
100-yr
Intensity
(in/hr)
5 2.85 4.87 9.95 33 1.22 2.08 4.24
6 2.67 4.56 9.31 34 1.19 2.04 4.16
7 2.52 4.31 8.80 35 1.17 2.00 4.08
8 2.40 4.10 8.38 36 1.15 1.96 4.01
9 2.30 3.93 8.03 37 1.13 1.93 3.93
10 2.21 3.78 7.72 38 1.11 1.89 3.87
11 2.13 3.63 7.42 39 1.09 1.86 3.80
12 2.05 3.50 7.16 40 1.07 1.83 3.74
13 1.98 3.39 6.92 41 1.05 1.80 3.68
14 1.92 3.29 6.71 42 1.04 1.77 3.62
15 1.87 3.19 6.52 43 1.02 1.74 3.56
16 1.81 3.08 6.30 44 1.01 1.72 3.51
17 1.75 2.99 6.10 45 0.99 1.69 3.46
18 1.70 2.90 5.92 46 0.98 1.67 3.41
19 1.65 2.82 5.75 47 0.96 1.64 3.36
20 1.61 2.74 5.60 48 0.95 1.62 3.31
21 1.56 2.67 5.46 49 0.94 1.60 3.27
22 1.53 2.61 5.32 50 0.92 1.58 3.23
23 1.49 2.55 5.20 51 0.91 1.56 3.18
24 1.46 2.49 5.09 52 0.90 1.54 3.14
25 1.43 2.44 4.98 53 0.89 1.52 3.10
26 1.40 2.39 4.87 54 0.88 1.50 3.07
27 1.37 2.34 4.78 55 0.87 1.48 3.03
28 1.34 2.29 4.69 56 0.86 1.47 2.99
29 1.32 2.25 4.60 57 0.85 1.45 2.96
30 1.30 2.21 4.52 58 0.84 1.43 2.92
31 1.27 2.16 4.42 59 0.83 1.42 2.89
32 1.24 2.12 4.33 60 0.82 1.40 2.86
Figure 3-1a
City of Fort Collins
Rainfall Intensity-Duration-Frequency Table
for using the Rational Method
2-year 5-yr 10-yr 25-yr 50-yr 100-yr
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
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
City of Fort Collins
Design Storms
for using SWMM
Figure 3-1c
Time
(min)
Intensity (in/hr)
These are the 1-hour storm
2-year 5-yr 10-yr 25-yr 50-yr 100-yr
1-hr 0.82 1.14 1.40 1.81 2.27 2.86
2-hr 0.98 1.36 1.71 2.31 2.91 3.67
Storm
Duration
Rainfall Depth (in)
Note: The City of Fort Collins SWWM input hyetopgrah is used to calculate the
1-hr and 2-hr storm rainfall depths for the different storm events.
These are the 1-hour storm
depths that are used in the
Urban Drainage intensity
equation, derived from the CoFC
Hyetograph.
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
4950.8
4951.8
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 75.7% 497 209
A4 A4 0.88 38,291 66.3% 413 93
A6 A5, A6 1.49 64,747 83.4% 287 226
A9 A7, A8, A9 1.99 86,841 69.7% 623 139
A11 A10, A11 1.82 79,390 82.3% 550 144
A12 A12 1.25 54,414 36.8% 321 170
A14 A13, A14 1.08 47,176 84.3% 252 187
A15 A15 2.48 107,951 54.6% 1062 102
A16 A16 0.80 34,957 85.5% 1141 31
A17 A17 0.90 39,162 7.1% 636 62
A18 A18 3.02 131,657 15.3% 441 299
B1 B1 2.13 92,658 37.1% 826 112
B2 B2 1.30 56,628 72.3% 684 83
B3 B3 1.07 46,573 63.3% 603 77
B4 B4 1.32 57,444 85.2% 543 106
B6 B5, B6 1.02 44,619 85.6% 230 194
B9 B7, B9 2.55 111,150 35.3% 515 216
B8 B8 0.40 17,449 74.2% 217 80
B10 B10 0.48 20,847 60.4% 237 88
B11 B11 2.47 107,621 71.7% 623 173
B12 B12 0.41 17,982 1.5% 94 191
B17
B13, B14, B15,
B16, B17
2.53 110,074 83.0% 692 159
B18 B18 0.43 18,766 60.9% 362 52
B19 B19 0.43 18,723 63.8% 362 52
B20 B20 2.94 128,184 14.4% 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 0.25 11,068 66.2% 186 60
C5 C5 1.15 50,105 22.8% 311 161
D3 D1, D2, D3 2.53 110,296 55.5% 703 157
D4 D4 0.16 7,129 57.7% 201 35
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 61.7% 688 215
D14 D14 2.50 108,741 3.9% 630 173
Percent
Impervious
Length
(ft)
Width
(ft)
June 18, 2019
SWMM
SUBCATCH
MENT
B1
B2
B3
B4
B6
B8
B10B9
B11
B12
B17
B18
B19
B20
C1
A3
A4 A6
A9
A14A11
A15
A18
C2
C5
D3
D4
D5
D6
D7
D13
D14
A12
C3
C4
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
[TITLE]
Northfield
Design Engineer: K. Brigman
Design Firm: Highland Development Services
Date: June 25, 2019
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING DYNWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
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 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
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
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
B1 CoFC_100-yr IB1 2.13 37.1 112 0.5 0
B2 CoFC_100-yr IB2 1.30 72.3 83 0.5 0
B3 CoFC_100-yr IB3 1.07 63.3 77 0.5 0
B4 CoFC_100-yr IB4 1.32 85.2 106 0.5 0
B6 CoFC_100-yr IB5 1.02 85.6 191 0.5 0
B8 CoFC_100-yr IB6 0.40 74.2 80 0.5 0
B9 CoFC_100-yr VB3 2.55 35.3 216 0.5 0
B10 CoFC_100-yr IB7 0.48 60.4 88 0.5 0
C1 CoFC_100-yr IC1 1.30 36.3 98 0.5 0
A3 CoFC_100-yr IA1 2.39 75.7 209 0.5 0
A4 CoFC_100-yr IA2 0.88 66.3 93 0.5 0
A6 CoFC_100-yr IA3 1.49 83.4 226 0.5 0
A9 CoFC_100-yr VA2 1.99 69.7 139 0.5 0
A11 CoFC_100-yr IA4 1.82 82.3 144 0.5 0
A14 CoFC_100-yr IA5 1.08 84.3 187 0.5 0
A15 CoFC_100-yr IA6 2.48 54.6 102 0.5 0
A18 CoFC_100-yr VA1 3.02 15.3 299 0.5 0
C2 CoFC_100-yr IC2 0.14 0 89 2 0
C5 CoFC_100-yr VC1 1.15 22.8 161 0.5 0
D3 CoFC_100-yr ID1 2.53 55.5 157 0.5 0
D4 CoFC_100-yr MHD1 0.16 57.7 35 0.5 0
D5 CoFC_100-yr ID2 0.43 45.8 55 0.5 0
D6 CoFC_100-yr ID3 0.10 68.1 23 0.5 0
D7 CoFC_100-yr ID4 0.09 81.6 30 0.5 0
D13 CoFC_100-yr VD1 3.40 61.7 215 0.5 0
D14 CoFC_100-yr VD1 2.50 3.9 173 0.5 0
A12 CoFC_100-yr VA2 1.25 36.8 170 0.5 0
C3 CoFC_100-yr IC3 0.83 61.7 103 0.5 0
C4 CoFC_100-yr IC4 0.25 66.2 60 0.5 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
B1 0.01 0.1 .1 .3 1 OUTLET
B2 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
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
B20 0.01 0.1 .1 .3 1 OUTLET
C1 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
A11 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
C2 0.01 0.1 .1 .3 1 OUTLET
C5 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
D13 0.01 0.1 .1 .3 1 OUTLET
D14 0.01 0.1 .1 .3 1 OUTLET
A12 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
[INFILTRATION]
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
B20 3.0 0.5 6.48 7 0
C1 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
A11 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
C2 3.0 0.5 6.48 7 0
C5 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
D13 3.0 0.5 6.48 7 0
D14 3.0 0.5 6.48 7 0
A12 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
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
IA1 4948.14 6.4 0 0 0
IA2 4948.1 6.4 0 0 0
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 4.27 0 0 0
IB10 4948.38 4.8 0 0 0
IB11 4948.71 4.2 0 0 0
IB2 4948.67 7.53 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 4950.63 5.3 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
ID1 4953.09 3.4 0 0 0
ID2 4952.97 3.3 0 0 0
ID3 4952.13 5.0 0 0 0
ID4 4951.45 5.7 0 0 0
IE1 4944.77 6.2 0 0 0
IE2 4944.6 6.4 0 0 0
MHA1 4947.56 7.2 0 0 0
MHA2 4947.04 8.2 0 0 0
MHA3 4945.9 9.1 0 0 0
OA3-Stage1 4943.89 8.1 0 6 0
OA3-Stage2 4943.89 5 0 3.1 0
OA4-Stage1 4943.20 8.8 0 0 0
OA4-Stage2 4943.20 4.8 0 4 0
OB1-Stage1 4947 8 0 0 0
OB1-Stage2 4945.75 5.25 0 4 0
OB2-Stage1 4949.29 7.7 0 0 0
OB2-Stage2 4948.04 5.4 0 2.5 0
OB3-Stage1 4944.59 8.41 0 8 0
OB3-Stage2 4944.59 3.41 0 50 0
OC1 4952.2 3 0 2.8 0
OD1 4945.02 3.6 0 2.4 0
MHD2 4949.78 4.7 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
Out2 4942.91 TIMESERIES NECCO_A6 NO
Out1 4943.82 TIMESERIES NECCO_A7 NO
Out3 4943.69 TIMESERIES NECCO_A7 NO
[DIVIDERS]
;;Name Elevation Diverted Link Type Parameters
;;-------------- ---------- ---------------- ---------- ----------
MHB2 4947.40 OP-MHB2 OVERFLOW 7.6 0 0 0
MHA4 4945.91 OP-MHA4 OVERFLOW 7.9 0 0 0
MHB5 4944.64 OP-MHB5 OVERFLOW 8.9 0 50 0
MHA7 4943.29 OP-MHA7 OVERFLOW 8.7 0 0 0
MHA6 4943.95 OP-MHA6 OVERFLOW 8.1 0 0 0
OA1 4944.25 OPA1 OVERFLOW 10.25 0 0 0
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi
Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- --------
-------- --------
VB3 4951 4.5 0 TABULAR B3 0 0
VB2 4953.5 2 0 TABULAR B2 0 0
VB1 4948 4.5 0 TABULAR B1 0 0
VA2 4950.0 2.8 0 TABULAR A2 0 0
VA1 4948 3.5 0 TABULAR A1 0 0
VC1 4952.2 3.8 0 TABULAR C 0 0
VD1 4945.62 4.4 0 TABULAR D 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
OPA1 OA1 VA2 10 .001 5.75 .001 0 0
OPA3 OA3-Stage1 VA1 10 .001 4.11 .001 0 0
OPA4 OA4-Stage1 VA1 10 .001 4.8 .001 0 0
OPB1 OB1-Stage1 VB3 10 0.001 4 .001 0 0
OPB2 OB2-Stage1 VB2 10 .001 4.21 .001 0 0
OPB3 OB3-Stage1 VB1 10 .001 3.41 .001 0 0
OP-MHA4 MHA4 VA2 10 .001 4.1 .001 0 0
OP-MHA6 MHA6 VA1 10 .001 4.05 .001 0 0
OP-MHA7 MHA7 VA1 10 .001 4.71 .001 0 0
OP-MHB2 MHB2 VB3 10 .001 3.6 .001 0 0
OP-MHB5 MHB5 VB1 10 .001 3.4 .001 0 0
PA1 IA1 MHA1 28 .016 0 .5 0 0
PA10 MHA5 IA5 53 .016 0 0 0 0
PA11 IA5 MHA6 102 .016 0 0 0 0
PA12 MHA6 OA3-Stage1 51 .016 0 0 0 0
PA13 OA2 OA3-Stage1 1.55 .016 0 0 0 0
PA14 IA6 MHA7 38 .016 0 0 0 0
PA7 IA4 MHA4 131 .016 0 0 0 0
PA8 MHA4 OA1 223 .016 0 1.25 0 0
PB1 IB1 IB2 71 0.016 0 0 0 0
PB10 IB7 IB8 36 .016 0 .5 0 0
PB11 IB8 OB2-Stage1 93 .016 0 0 0 0
PB12 OB2-Stage2 MHB6 41 .016 0 0 0 0
PB13 MHB6 MHB3 320 .016 0 0 0 0
PB14 MHB3 MHB4 347 .016 0 0 0 0
PB15 MHB4 MHB5 42 .016 0 0 0 0
PB16 MHB5 OB3-Stage1 20 .016 0 0 0 0
PB17 IB9 VB1 90 .016 0 2.2 0 0
PB18 IB10 VB1 35 .016 0 .2 0 0
PB19 IB11 IB10 65 .016 0 0 0 0
PB2 IB2 IB3 36 0.016 0 0 0 0
PB20 OB3-Stage2 OA2 133 .016 0 0 0 0
PB3 IB3 IB4 95 0.012 0 0 0 0
PB4 IB4 MHB1 90 0.012 0 0 0 0
PB5 MHB1 MHB2 316 0.012 0 0 0 0
PB6 MHB2 OB1-Stage1 169 0.012 0 0 0 0
PB7 IB5 MHB2 213 0.016 0 0 0 0
PB8 IB6 VB3 55 .016 0 1.1 0 0
PB9 OB1-Stage2 MHB3 75 .016 0 0 0 0
PC1 IC1 IC2 135 .016 0 0 0 0
PC2 IC2 MHC1 57 .016 0 0 0 0
PC3 MHC1 VC1 37 .016 0 1.24 0 0
PC4 IC3 IC4 36 .016 0 0 0 0
PC5 IC4 MHC2 60 .016 0 0 0 0
PC6 MHC2 VC1 88 .016 0 .4 0 0
PC7 OC1 VB1 121 .016 0 3.6 0 0
PD1 ID1 MHD1 171 .016 0 0 0 0
PD2 ID2 MHD1 147 .016 0 0 0 0
PD3 MHD1 ID3 20 .016 0 0 0 0
PD4 ID3 ID4 36 .016 0 .5 0 0
PD7 MHD3 MHD4 115 .016 0 0 0 0
PD8 MHD4 VD1 154 .016 0 1.13 0 0
PD9 OD1 IE1 48 .016 0 .1 0 0
PE1 IE1 IE2 65 .016 0 0 0 0
PE2 IE2 Out3 22 .016 0 0 0 0
PA9 OA1 MHA5 94 .016 0 0 0 0
PD5 ID4 MHD2 335 .016 0 0 0 0
PD6 MHD2 MHD3 335 .016 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
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
OPA1 RECT_OPEN 3 10 0 0 1
OPA3 RECT_OPEN 3 10 0 0 1
OPA4 RECT_OPEN 3 10 0 0 1
OPB1 RECT_OPEN 3 10 0 0 1
OPB2 RECT_OPEN 3 10 0 0 1
OPB3 RECT_OPEN 5 10 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 3 0 0 0 1
PA3 CIRCULAR 3.5 0 0 0 1
PA4 CIRCULAR 3 0 0 0 1
PA5 CIRCULAR 3.5 0 0 0 1
PA6 HORIZ_ELLIPSE 2.000 3.167 4 0 1
PA7 CIRCULAR 2.5 0 0 0 1
PA8 CIRCULAR 2 0 0 0 1
PB1 HORIZ_ELLIPSE 2.000 3.167 4 0 1
PB10 CIRCULAR 1.5 0 0 0 1
PB11 HORIZ_ELLIPSE 2.000 3.167 4 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 CIRCULAR 2 0 0 0 1
PB18 CIRCULAR 1.5 0 0 0 1
PB19 CIRCULAR 1.5 0 0 0 1
PB2 HORIZ_ELLIPSE 2.000 3.167 4 0 1
PB20 CIRCULAR 2 0 0 0 1
PB3 CIRCULAR 3 0 0 0 1
PB4 CIRCULAR 3 0 0 0 1
PB5 CIRCULAR 3 0 0 0 1
PB6 CIRCULAR 2 0 0 0 1
PB7 CIRCULAR 2 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
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
PD1 CIRCULAR 2.5 0 0 0 1
PD2 CIRCULAR 1.5 0 0 0 1
PD3 CIRCULAR 2.5 0 0 0 1
PD4 CIRCULAR 2.5 0 0 0 1
PD7 CIRCULAR 2.5 0 0 0 1
PD8 CIRCULAR 2.5 0 0 0 1
PD9 CIRCULAR 1.5 0 0 0 1
PE1 CIRCULAR 2.5 0 0 0 1
PE2 CIRCULAR 2 0 0 0 1
PA9 CIRCULAR 2.5 0 0 0 1
PD5 CIRCULAR 2.5 0 0 0 1
PD6 CIRCULAR 2.5 0 0 0 1
OutB2 CIRCULAR 1.4167 0 0 0
OutA4 CIRCULAR 1 0 0 0
OutA3 CIRCULAR 1.0417 0 0 0
OutB3 CIRCULAR .5833 0 0 0
OutB1 CIRCULAR .8333333333 0 0 0
OutD1 CIRCULAR .3958 0 0 0
OutC1 CIRCULAR .083 0 0 0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
;Pond A2
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
;
;Pond B1
B1 Storage 0 1
B1 .5 2005
B1 1 10316
B1 1.5 19903
B1 2 28522
B1 2.5 37241
B1 3 46059
B1 3.5 55188
B1 4 64393
B1 4.5 71487
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 2175
B3 1 8474
B3 1.5 13549
B3 2 23030
B3 2.5 32157
B3 3 35163
B3 3.5 37484
B3 4 39835
B3 4.5 42240
B3 5 47188
;
;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
D 4.38 59195
D 4.88 64943
D 5.38 69989
[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
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
Page 8
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 ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
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
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 14.793 3.661
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 3.617 0.895
Surface Runoff ........... 11.053 2.735
Final Storage ............ 0.217 0.054
Continuity Error (%) ..... -0.638
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 11.052 3.601
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.024 0.008
External Outflow ......... 4.962 1.617
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 6.096 1.986
Continuity Error (%) ..... 0.164
*************************
Routing Time Step Summary
*************************
Percent in Steady State : -0.00
Average Iterations per Step : 4.52
Percent Not Converging : 5.76
***************************
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
--------------------------------------------------------------------------------------------------------------------
----------
B1 3.66 0.00 0.00 1.27 1.33 1.04 2.37 0.14
9.40 0.648
B2 3.66 0.00 0.00 0.50 2.59 0.52 3.11 0.11
9.51 0.850
B3 3.66 0.00 0.00 0.67 2.27 0.68 2.95 0.09
7.38 0.806
B4 3.66 0.00 0.00 0.25 3.05 0.29 3.35 0.12
11.17 0.915
B6 3.66 0.00 0.00 0.24 3.07 0.30 3.37 0.09
9.69 0.920
B8 3.66 0.00 0.00 0.44 2.66 0.52 3.18 0.03
3.63 0.869
B9 3.66 0.00 0.00 1.23 1.27 1.15 2.41 0.17
12.38 0.659
B10 3.66 0.00 0.00 0.69 2.17 0.78 2.95 0.04
3.89 0.805
B11 3.66 0.00 0.00 0.48 2.62 0.51 3.13 0.19
16.57 0.855
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 0.30 2.97 0.33 3.30 0.23
20.01 0.903
B18 3.66 0.00 0.00 0.69 2.19 0.75 2.94 0.03
3.24 0.802
B19 3.66 0.00 0.00 0.64 2.29 0.70 2.99 0.03
3.33 0.816
B20 3.66 0.00 0.00 1.78 0.52 1.36 1.88 0.15
7.31 0.514
C1 3.66 0.00 0.00 1.23 1.30 1.11 2.42 0.09
6.23 0.660
A3 3.66 0.00 0.00 0.43 2.71 0.47 3.19 0.21
19.29 0.871
A4 3.66 0.00 0.00 0.60 2.38 0.65 3.03 0.07
6.80 0.827
A6 3.66 0.00 0.00 0.28 2.99 0.34 3.33 0.13
13.76 0.909
A9 3.66 0.00 0.00 0.55 2.50 0.57 3.07 0.17
14.53 0.838
A11 3.66 0.00 0.00 0.31 2.95 0.35 3.30 0.16
15.09 0.901
A14 3.66 0.00 0.00 0.26 3.02 0.32 3.34 0.10
10.15 0.914
A15 3.66 0.00 0.00 0.91 1.96 0.76 2.72 0.18
13.36 0.742
15.41 0.761
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 0.98 1.64 1.02 2.66 0.03
2.75 0.728
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
D13 3.66 0.00 0.00 0.71 2.21 0.70 2.91 0.27
22.35 0.795
D14 3.66 0.00 0.00 1.98 0.14 1.55 1.69 0.11
4.39 0.461
A12 3.66 0.00 0.00 1.15 1.32 1.18 2.50 0.08
7.12 0.683
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 0.58 2.37 0.68 3.05 0.02
2.21 0.834
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
IA1 JUNCTION 2.16 6.04 4954.18 0 00:40 6.01
IA2 JUNCTION 2.19 6.07 4954.17 0 00:40 6.01
IA3 JUNCTION 2.14 5.97 4954.12 0 00:40 5.97
IA4 JUNCTION 3.35 5.51 4952.31 0 00:48 5.46
IA5 JUNCTION 5.79 7.24 4951.31 0 01:05 7.11
IA6 JUNCTION 6.29 7.13 4950.59 0 01:46 7.13
IB1 JUNCTION 3.34 4.13 4954.56 0 00:39 4.10
IB10 JUNCTION 3.05 3.77 4952.15 0 06:00 3.77
IB11 JUNCTION 2.74 3.44 4952.15 0 06:00 3.44
IB2 JUNCTION 5.01 5.88 4954.55 0 02:03 5.84
IB3 JUNCTION 5.09 5.98 4954.56 0 02:02 5.93
IB4 JUNCTION 5.31 6.19 4954.54 0 02:02 6.18
IB5 JUNCTION 3.90 4.70 4954.50 0 02:04 4.70
IB6 JUNCTION 0.83 1.39 4954.50 0 02:06 1.38
IB7 JUNCTION 3.42 5.09 4955.52 0 00:48 5.06
IB8 JUNCTION 4.08 5.77 4955.52 0 00:50 5.72
IB9 JUNCTION 1.18 2.33 4952.96 0 00:40 2.33
IC1 JUNCTION 0.64 0.94 4956.18 0 00:40 0.94
IC2 JUNCTION 1.78 2.14 4956.03 0 03:04 2.11
IC3 JUNCTION 1.57 2.30 4956.43 0 00:40 1.87
IC4 JUNCTION 1.85 2.38 4956.20 0 00:40 2.18
ID1 JUNCTION 0.29 1.48 4954.57 0 00:40 1.47
ID2 JUNCTION 0.13 0.99 4953.96 0 00:40 0.95
ID3 JUNCTION 0.32 1.59 4953.72 0 00:40 1.56
ID4 JUNCTION 0.33 1.83 4953.28 0 00:40 1.73
IE1 JUNCTION 1.81 2.61 4947.38 0 00:44 2.60
IE2 JUNCTION 1.97 2.78 4947.38 0 00:44 2.77
MHA1 JUNCTION 2.71 6.58 4954.14 0 00:40 6.58
MHA2 JUNCTION 3.20 6.98 4954.02 0 00:40 6.97
MHA3 JUNCTION 4.27 7.60 4953.50 0 00:40 7.57
MHA5 JUNCTION 5.78 7.65 4951.79 0 01:04 7.55
MHB1 JUNCTION 5.50 6.41 4954.55 0 02:02 6.35
MHB3 JUNCTION 6.14 7.87 4953.43 0 00:26 6.85
OA3-Stage2 JUNCTION 2.87 3.68 4947.57 0 00:44 3.68
OA4-Stage1 JUNCTION 6.54 7.39 4950.59 0 01:47 7.39
OA4-Stage2 JUNCTION 2.09 2.94 4946.14 0 02:08 2.94
OB1-Stage1 JUNCTION 6.58 7.50 4954.50 0 02:07 7.49
OB1-Stage2 JUNCTION 5.99 6.74 4952.49 0 00:59 6.73
OB2-Stage1 JUNCTION 4.53 6.14 4955.43 0 00:50 6.14
OB2-Stage2 JUNCTION 3.91 5.20 4953.24 0 00:54 5.18
OB3-Stage1 JUNCTION 6.66 8.95 4953.54 0 03:17 7.56
OB3-Stage2 JUNCTION 5.13 10.30 4954.89 0 03:17 6.02
OC1 JUNCTION 0.10 0.11 4952.31 0 01:59 0.11
OD1 JUNCTION 1.59 2.39 4947.41 0 00:44 2.36
MHD2 JUNCTION 0.33 1.78 4951.56 0 00:41 1.60
Out2 OUTFALL 2.33 3.16 4946.07 0 02:08 3.16
Out1 OUTFALL 2.72 3.56 4947.38 0 00:44 3.55
Out3 OUTFALL 2.85 3.69 4947.38 0 00:44 3.68
MHB2 DIVIDER 6.19 7.10 4954.50 0 02:06 7.09
MHA4 DIVIDER 4.20 6.34 4952.25 0 00:49 6.34
MHB5 DIVIDER 6.61 7.51 4952.15 0 06:00 7.51
MHA7 DIVIDER 6.45 7.30 4950.59 0 01:47 7.30
MHA6 DIVIDER 5.76 6.64 4950.59 0 01:47 6.64
OA1 DIVIDER 5.78 8.40 4952.65 0 00:48 8.33
VB3 STORAGE 2.75 3.50 4954.50 0 02:07 3.49
VB2 STORAGE 0.47 1.93 4955.43 0 00:50 1.93
VB1 STORAGE 3.38 4.15 4952.15 0 06:00 4.15
VA2 STORAGE 0.50 2.25 4952.25 0 00:49 2.25
VA1 STORAGE 1.86 2.59 4950.59 0 01:47 2.59
VC1 STORAGE 3.33 3.79 4955.99 0 02:33 3.79
VD1 STORAGE 3.45 3.94 4949.56 0 02:25 3.94
*******************
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
-------------------------------------------------------------------------------------------------
IA1 JUNCTION 19.29 19.29 0 00:40 0.207 0.207 0.120
IA2 JUNCTION 6.80 6.80 0 00:40 0.0723 0.0726 0.093
IA3 JUNCTION 13.76 13.76 0 00:40 0.135 0.137 0.513
IA4 JUNCTION 15.09 15.09 0 00:40 0.163 0.163 1.246
IA5 JUNCTION 10.15 37.25 0 00:41 0.0981 0.898 0.321
IA6 JUNCTION 13.36 13.36 0 00:40 0.183 0.183 0.241
IB1 JUNCTION 9.40 9.40 0 00:40 0.137 0.137 0.952
IB10 JUNCTION 3.33 6.45 0 00:40 0.0349 0.0688 1.081
IB11 JUNCTION 3.24 3.24 0 00:40 0.0343 0.0343 1.299
IB2 JUNCTION 9.51 18.90 0 00:40 0.11 0.246 0.816
IB3 JUNCTION 7.38 26.31 0 00:40 0.0857 0.33 1.028
IB4 JUNCTION 11.17 37.48 0 00:40 0.12 0.446 1.109
IB5 JUNCTION 9.69 9.69 0 00:40 0.0932 0.0933 2.669
IB6 JUNCTION 3.63 3.63 0 00:40 0.0346 0.0346 0.216
IB7 JUNCTION 3.89 3.89 0 00:40 0.0384 0.0385 0.687
IB8 JUNCTION 16.57 20.46 0 00:40 0.187 0.225 0.873
IB9 JUNCTION 20.01 20.01 0 00:40 0.227 0.227 0.521
IC1 JUNCTION 6.23 6.23 0 00:40 0.0853 0.0853 0.483
IC2 JUNCTION 1.13 7.28 0 00:40 0.00778 0.0927 1.450
IC3 JUNCTION 6.33 6.33 0 00:40 0.0665 0.0666 0.375
IC4 JUNCTION 2.21 8.42 0 00:40 0.0207 0.087 0.745
ID1 JUNCTION 15.41 15.41 0 00:40 0.191 0.191 -0.005
ID2 JUNCTION 2.75 2.75 0 00:40 0.0311 0.0311 -0.034
MHB3 JUNCTION 0.00 12.63 0 00:49 0 0.788 1.140
MHB4 JUNCTION 0.00 12.63 0 00:49 0 0.793 0.585
MHB6 JUNCTION 0.00 9.12 0 00:50 0 0.243 1.809
MHC1 JUNCTION 0.00 7.19 0 00:40 0 0.0914 0.916
MHC2 JUNCTION 0.00 8.42 0 00:40 0 0.0864 1.232
MHD1 JUNCTION 1.30 19.18 0 00:40 0.0126 0.235 0.009
MHD3 JUNCTION 0.00 20.15 0 00:41 0 0.252 1.609
MHD4 JUNCTION 0.00 19.92 0 00:42 0 0.248 2.367
OA2 JUNCTION 0.00 104.66 0 03:17 0 0.269 0.166
OA3-Stage1 JUNCTION 0.00 226.32 0 03:17 0 0.314 -1.371
OA3-Stage2 JUNCTION 0.00 6.39 0 01:47 0 0.754 0.051
OA4-Stage1 JUNCTION 0.00 0.89 0 03:17 0 0.0158 6.057
OA4-Stage2 JUNCTION 0.00 5.92 0 01:47 0 0.701 0.075
OB1-Stage1 JUNCTION 0.00 1.51 0 00:34 0 0.0303 19.010
OB1-Stage2 JUNCTION 0.00 5.43 0 00:26 0 0.541 0.166
OB2-Stage1 JUNCTION 0.00 20.47 0 00:40 0 0.223 1.253
OB2-Stage2 JUNCTION 0.00 9.11 0 00:50 0 0.243 0.193
OB3-Stage1 JUNCTION 0.00 138.38 0 03:17 0 0.0517 4.916
OB3-Stage2 JUNCTION 0.00 3.56 0 03:17 0 0.267 0.573
OC1 JUNCTION 0.00 0.05 0 02:33 0 0.00794 0.558
OD1 JUNCTION 0.00 1.20 0 05:54 0 0.157 0.125
MHD2 JUNCTION 0.00 20.68 0 00:41 0 0.252 -0.121
Out2 OUTFALL 0.00 5.92 0 01:47 0 0.7 0.000
Out1 OUTFALL 0.00 6.39 0 01:47 0 0.754 0.000
Out3 OUTFALL 0.00 8.10 0 05:59 0 0.171 0.000
MHB2 DIVIDER 0.00 47.27 0 00:40 0 0.554 4.275
MHA4 DIVIDER 0.00 54.92 0 00:40 0 0.628 1.671
MHB5 DIVIDER 0.00 13.32 0 00:49 0 0.833 0.422
MHA7 DIVIDER 0.00 13.36 0 00:40 0 0.192 0.861
MHA6 DIVIDER 0.00 57.16 0 03:17 0 0.948 0.471
OA1 DIVIDER 0.00 99.86 0 01:05 0 1.11 -0.511
VB3 STORAGE 12.38 62.41 0 00:40 0.167 0.731 0.276
VB2 STORAGE 2.26 22.52 0 00:40 0.0222 0.243 0.004
VB1 STORAGE 7.31 101.46 0 03:17 0.15 1.27 0.269
VA2 STORAGE 21.65 98.34 0 00:40 0.251 1.03 0.315
VA1 STORAGE 9.66 417.73 0 03:17 0.166 1.55 0.162
VC1 STORAGE 5.14 20.63 0 00:40 0.0699 0.246 0.435
VD1 STORAGE 26.41 42.54 0 00:42 0.383 0.625 0.213
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
IA1 JUNCTION 0.74 3.039 0.361
IA2 JUNCTION 0.76 3.066 0.334
IA3 JUNCTION 0.74 2.974 0.376
IA4 JUNCTION 4.58 3.012 0.288
IA5 JUNCTION 5.62 4.739 3.461
IA6 JUNCTION 5.69 5.131 0.969
IB1 JUNCTION 5.43 2.128 0.142
IB10 JUNCTION 5.32 2.274 1.026
IB11 JUNCTION 5.24 1.944 0.756
IB2 JUNCTION 5.54 3.876 1.654
IB3 JUNCTION 5.50 2.982 1.618
IB4 JUNCTION 5.52 3.187 2.263
IB5 JUNCTION 5.48 2.697 0.503
MHA2 JUNCTION 1.77 3.479 1.221
MHA3 JUNCTION 4.37 4.098 1.502
MHA5 JUNCTION 5.62 5.149 4.451
MHB1 JUNCTION 5.52 3.414 2.886
MHB3 JUNCTION 5.55 5.865 3.535
MHB4 JUNCTION 5.59 5.422 4.578
MHB6 JUNCTION 5.40 3.407 3.093
MHC1 JUNCTION 5.07 0.922 1.878
MHC2 JUNCTION 5.33 1.210 4.490
OA2 JUNCTION 5.62 7.587 0.000
OA3-Stage1 JUNCTION 0.01 3.879 0.000
OA3-Stage2 JUNCTION 5.54 2.511 1.323
OA4-Stage2 JUNCTION 3.55 0.937 1.863
OB1-Stage1 JUNCTION 2.58 0.495 0.505
OB1-Stage2 JUNCTION 5.55 4.738 0.000
OB2-Stage2 JUNCTION 5.39 3.204 0.196
OB3-Stage1 JUNCTION 0.01 0.541 0.000
OB3-Stage2 JUNCTION 5.62 8.300 0.000
OD1 JUNCTION 3.60 0.885 1.215
MHB2 DIVIDER 2.58 0.495 0.505
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
VB3 44.266 42 0 0 66.461 62 0 02:07 5.84
VB2 1.688 16 0 0 9.927 95 0 00:50 9.11
VB1 90.362 60 0 0 125.774 84 0 06:00 139.76
VA2 2.372 8 0 0 21.147 68 0 00:49 98.36
VA1 54.229 32 0 0 96.854 57 0 01:47 185.44
VC1 26.711 82 0 0 32.243 99 0 02:33 0.08
VD1 59.528 59 0 0 75.327 75 0 02:25 1.20
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Out2 99.38 4.60 5.92 0.700
Out1 99.33 4.96 6.39 0.754
Out3 99.57 1.04 8.10 0.171
-----------------------------------------------------------
System 99.43 10.61 8.10 1.625
********************
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 98.36 0 01:05 5.70 0.15 0.82
OPA3 CONDUIT 416.29 0 03:17 30.36 0.61 0.86
OPA4 CONDUIT 1.08 0 00:24 2.24 0.00 0.86
OPB1 CONDUIT 1.51 0 00:34 2.35 0.00 1.00
OPB2 CONDUIT 20.26 0 00:40 3.45 0.03 0.64
OPB3 CONDUIT 136.69 0 03:17 3.33 0.10 0.90
OP-MHA4 CONDUIT 53.50 0 00:40 5.69 0.01 0.45
OP-MHA6 CONDUIT 55.98 0 03:17 2.85 0.06 0.65
OP-MHA7 CONDUIT 12.62 0 00:40 2.54 0.02 0.86
OP-MHB2 CONDUIT 46.46 0 00:40 3.34 0.07 1.00
OP-MHB5 CONDUIT 17.39 0 03:17 5.69 0.00 0.83
PA1 CONDUIT 19.29 0 00:40 3.33 0.67 1.00
PA10 CONDUIT 31.43 0 00:48 6.40 2.59 1.00
PA11 CONDUIT 37.25 0 00:41 7.59 3.26 1.00
PA12 CONDUIT 31.47 0 03:17 6.41 2.75 1.00
PA13 CONDUIT 100.45 0 03:17 >50.00 1.09 1.00
PA14 CONDUIT 13.36 0 00:40 4.25 1.09 1.00
PA15 CONDUIT 0.81 0 00:24 0.75 0.07 1.00
PA16 CONDUIT 5.92 0 01:47 1.88 0.48 1.00
PA17 CONDUIT 6.39 0 01:47 3.55 2.18 1.00
PA2 CONDUIT 6.93 0 00:40 2.67 0.18 1.00
PA3 CONDUIT 26.23 0 00:40 3.02 0.44 1.00
PA4 CONDUIT 13.76 0 00:40 2.32 0.28 1.00
PA5 CONDUIT 39.91 0 00:40 4.15 0.66 1.00
PA6 CONDUIT 39.91 0 00:40 7.83 13.67 1.00
PA7 CONDUIT 15.08 0 00:40 3.07 0.55 1.00
PA8 CONDUIT 11.21 0 00:31 3.57 1.42 1.00
PB1 CONDUIT 9.40 0 00:40 1.84 0.17 1.00
PB10 CONDUIT 3.89 0 00:40 2.20 0.64 1.00
PB11 CONDUIT 20.47 0 00:40 4.01 0.85 1.00
PB12 CONDUIT 9.12 0 00:50 3.44 0.60 1.00
PB13 CONDUIT 9.11 0 00:50 2.90 0.60 1.00
PB14 CONDUIT 12.63 0 00:49 4.02 1.41 1.00
PB15 CONDUIT 12.64 0 00:50 4.02 1.41 1.00
PB16 CONDUIT 6.14 0 03:17 1.95 0.67 1.00
PB17 CONDUIT 20.04 0 00:40 6.72 1.58 0.90
PB18 CONDUIT 6.40 0 00:40 3.65 1.05 1.00
PB19 CONDUIT 3.16 0 00:40 1.92 0.52 1.00
PB2 CONDUIT 18.93 0 00:40 3.71 1.11 1.00
PB20 CONDUIT 4.35 0 03:17 1.53 0.48 1.00
PB3 CONDUIT 26.34 0 00:40 3.73 0.74 1.00
PB4 CONDUIT 37.50 0 00:40 5.30 1.07 1.00
PB5 CONDUIT 37.51 0 00:40 5.31 1.07 1.00
PB6 CONDUIT 1.60 0 00:25 0.72 0.13 1.00
PB7 CONDUIT 9.69 0 00:40 3.08 0.50 1.00
PB8 CONDUIT 3.62 0 00:40 5.15 0.31 0.96
PB9 CONDUIT 5.39 0 00:26 1.72 0.58 1.00
PC1 CONDUIT 6.16 0 00:40 4.31 0.72 0.76
PC2 CONDUIT 7.19 0 00:40 4.49 1.18 1.00
PC3 CONDUIT 7.20 0 00:40 5.07 1.28 1.00
PC4 CONDUIT 6.25 0 00:40 3.97 0.79 1.00
PC5 CONDUIT 8.42 0 00:40 4.87 1.08 1.00
PC6 CONDUIT 8.48 0 00:40 4.80 1.10 1.00
PC7 CONDUIT 0.06 0 02:02 1.16 0.01 0.22
PD1 CONDUIT 15.31 0 00:40 4.81 0.65 0.62
PD2 CONDUIT 2.67 0 00:41 1.73 0.44 0.83
PD3 CONDUIT 19.11 0 00:40 5.75 0.81 0.64
PD4 CONDUIT 19.97 0 00:40 6.23 0.85 0.62
PD7 CONDUIT 19.92 0 00:42 5.56 0.84 0.70
PD8 CONDUIT 19.89 0 00:42 5.98 0.84 0.91
OutC1 ORIFICE 0.05 0 02:33 1.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
OPA3 0.01 0.01 0.01 0.01 0.01
OPB1 2.57 2.58 2.58 0.01 0.31
OPB3 0.01 0.01 0.01 0.01 0.01
OP-MHB2 2.58 2.58 2.58 0.01 0.18
PA1 0.74 0.74 0.78 0.01 0.01
PA10 5.62 5.62 5.62 0.90 1.10
PA11 5.62 5.62 5.62 0.99 1.22
PA12 5.62 5.62 5.62 0.01 0.04
PA13 5.62 5.62 5.63 0.01 0.01
PA14 5.69 5.69 5.69 0.03 0.04
PA15 5.69 5.69 5.69 0.01 0.01
PA16 3.55 3.55 4.10 0.01 0.01
PA17 5.54 5.54 5.55 5.15 5.15
PA2 0.76 0.76 0.78 0.01 0.09
PA3 0.78 0.78 1.77 0.01 0.01
PA4 0.74 0.74 2.94 0.01 0.01
PA5 1.77 1.77 4.37 0.01 0.01
PA6 5.59 5.59 5.59 1.50 0.53
PA7 4.58 4.58 5.57 0.01 0.01
PA8 5.59 5.59 5.61 0.06 0.17
PB1 5.43 5.43 5.54 0.01 0.01
PB10 5.63 5.63 5.64 0.01 0.01
PB11 5.64 5.64 5.65 0.01 0.01
PB12 5.39 5.39 5.40 0.01 0.01
PB13 5.40 5.40 5.55 0.01 0.01
PB14 5.55 5.55 5.59 0.74 0.74
PB15 5.59 5.59 5.60 0.73 0.74
PB16 5.60 5.60 5.60 0.01 0.01
PB17 0.01 0.04 0.01 0.14 0.01
PB18 5.32 5.32 5.33 0.01 0.01
PB19 5.24 5.24 5.32 0.01 0.01
PB2 5.54 5.54 5.54 0.04 0.05
PB20 5.62 5.62 5.62 0.01 0.01
PB3 5.50 5.50 5.52 0.01 0.01
PB4 5.52 5.52 5.52 0.03 0.03
PB5 5.52 5.52 5.55 0.03 0.03
PB6 5.60 5.60 5.63 0.01 0.01
PB7 5.48 5.48 5.60 0.01 0.01
PB8 0.01 0.01 3.85 0.01 0.01
PB9 5.55 5.55 5.55 0.01 0.01
PC1 0.01 0.01 4.86 0.01 0.01
PC2 4.86 4.86 5.07 0.07 0.01
PC3 5.07 5.07 5.13 0.08 0.01
PC4 4.56 4.56 4.95 0.01 0.01
PC5 4.95 4.95 5.33 0.03 0.01
PC6 5.33 5.33 5.34 0.02 0.02
PD2 0.01 0.01 0.05 0.01 0.01
PD8 0.01 0.01 4.64 0.01 0.01
PD9 3.60 3.60 3.85 0.01 0.01
PE1 0.07 0.07 0.56 0.01 0.01
PE2 3.35 3.35 5.43 0.01 0.01
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
STEELEY DRIVE
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
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
4956.38 FEET STA: 139+11
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 9
Lot 1
Lot 2
Lot 3
Lot 4
Lot 5
Lot 6
Lot 7
Lot 8
Lot 1
Lot 2
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
STEELEY DRIVE
Pond C
Pond B1
Tract T
(Drainage, Utility,
& Private Access
Easement)
KEY MAP
AE
AF
AG
E. SUNIGA ROAD
MATCHLINE
SEE SHEET 12
MATCHLINE
SEE SHEET 13
LANDMARK WAY
N. LEMAY AVENUE
RAIN
GARDEN
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
Lot 8
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
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)
Lawns
(Heavy, 2-7% Slope)
J.Claeys
Highland Development Services
18-1000-00
June 26, 2019
Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual
Land Use
Paved
Roof
Walks/RAP
Gravel/Pavers
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
June 26, 2019
Northfield
HISTORIC TIME OF CONCENTRATION
J.Claeys
Highland Development
18-1000-00
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)
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
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
June 26, 2019
Northfield
HISTORIC PEAK RUNOFF
J.Claeys
Highland Development Services
18-1000-00
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
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 12 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 8,811 3,183 0 1,905 89.2% 0.90 1.00
A2 8,498 0.195 2,585 4,304 1,511 0 98 92.0% 0.94 1.00
A3 66,747 1.532 18,945 21,727 7,589 0 18,486 67.9% 0.76 0.95
A4 38,291 0.879 11,810 11,735 3,340 0 11,405 66.3% 0.74 0.93
A1+…+A4 142,207 3.265 48,112 46,578 15,623 0 31,895 73.2% 0.79 0.99
A5 15,087 0.346 7,236 4,530 2,746 0 575 91.4% 0.92 1.00
A6 49,660 1.140 9,769 22,345 11,469 0 6,077 81.0% 0.86 1.00
A5+A6 64,747 1.486 17,005 26,875 14,215 0 6,651 83.4% 0.88 1.00
A7 30,015 0.689 12,091 5,588 3,293 0 9,043 66.9% 0.74 0.92
A8 33,317 0.765 15,860 5,037 3,255 0 9,165 70.0% 0.76 0.95
A9 23,509 0.540 9,762 6,201 1,953 0 5,593 72.7% 0.78 0.98
A7+…+A9 86,841 1.994 37,713 16,826 8,501 0 23,801 69.7% 0.76 0.95
A10 57,182 1.313 17,640 21,446 10,928 0 7,168 81.8% 0.86 1.00
A11 22,208 0.510 5,267 10,274 4,524 0 2,143 83.7% 0.88 1.00
A10+A11 79,390 1.823 22,907 31,719 15,452 0 9,311 82.3% 0.87 1.00
A12 54,414 1.249 0 18,135 4,143 0 32,135 36.8% 0.54 0.67
A1+…+A12 427,599 9.816 125,737 140,133 57,935 0 103,793 71.1% 0.78 0.98
A13 24,329 0.559 4,408 12,758 6,089 0 1,074 87.8% 0.92 1.00
A14 22,847 0.525 8,935 7,692 2,805 0 3,415 80.5% 0.85 1.00
A13+A14 47,176 1.083 13,343 20,450 8,894 0 4,489 84.3% 0.88 1.00
A15 107,951 2.478 30,165 22,385 9,545 0 45,855 54.6% 0.65 0.82
A16 34,957 0.802 26,497 1,760 2,022 0 4,678 85.5% 0.86 1.00
A15+A16 142,907 3.281 56,662 24,145 11,567 0 50,533 62.1% 0.70 0.88
A17 39,162 0.899 0 0 3,077 0 36,085 7.1% 0.30 0.38
A18 131,657 3.022 0 12,742 9,633 0 109,283 15.3% 0.37 0.46
A13+…+A18 360,903 8.285 70,005 57,337 33,170 0 200,390 42.0% 0.56 0.70
A1+…+A18 788,502 18.102 195,743 197,471 91,105 0 304,183 57.8% 0.68 0.85
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 18,665 11,768 0 12,628 72.3% 0.79 0.99
B3 46,573 1.069 13,310 12,950 5,039 0 15,274 63.3% 0.72 0.90
B2+B3 103,201 2.369 26,877 31,615 16,807 0 27,902 68.3% 0.76 0.95
B4 57,444 1.319 17,148 24,868 10,480 0 4,949 85.2% 0.89 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 6,941 2,591 0 3,317 81.1% 0.85 1.00
Northfield
DEVELOPED IMPERVIOUS AREA CALCULATION
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
B5+B6 44,619 1.024 13,672 18,728 8,538 0 3,681 85.6% 0.89 1.00
B7 11,568 0.266 4,469 4,488 1,374 0 1,237 84.2% 0.88 1.00
B8 17,449 0.401 6,524 4,748 2,396 0 3,781 74.2% 0.80 1.00
B9 99,582 2.286 0 17,334 15,484 0 66,764 29.7% 0.48 0.60
B1+…+B9 426,521 9.792 68,690 122,054 73,003 0 162,774 57.3% 0.68 0.85
B10 20,847 0.479 7,050 3,517 2,640 0 7,640 60.4% 0.69 0.87
B11 107,621 2.471 31,018 34,817 16,397 0 25,389 71.7% 0.78 0.98
B10+B11 128,469 2.949 38,069 38,334 19,037 0 33,028 69.8% 0.77 0.96
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 38,334 19,334 0 50,713 61.4% 0.71 0.88
B13 16,667 0.383 5,383 6,858 3,044 0 1,383 85.8% 0.89 1.00
B14 15,717 0.361 4,542 6,379 3,045 0 1,751 82.9% 0.87 1.00
B15 38,702 0.888 13,881 14,288 4,347 0 6,185 79.2% 0.84 1.00
B16 23,554 0.541 4,074 12,758 6,090 0 631 89.3% 0.93 1.00
B17 15,434 0.354 6,116 5,314 1,592 0 2,413 79.9% 0.84 1.00
B13+…+B17 110,074 2.527 33,996 45,597 18,118 0 12,363 83.0% 0.87 1.00
B18 18,766 0.431 6,328 4,222 1,441 0 6,774 60.9% 0.70 0.87
B19 18,723 0.430 6,881 4,185 1,440 0 6,218 63.8% 0.72 0.90
B20 128,184 2.943 0 12,369 8,169 0 107,646 14.4% 0.36 0.45
B13+…+B20 275,747 6.330 47,205 66,374 29,169 0 133,000 48.3% 0.61 0.77
B1+…+B20 826,736 18.979 150,079 214,975 115,559 0 346,123 54.1% 0.66 0.82
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 11,068 0.254 5,213 1,155 1,191 0 3,510 66.2% 0.73 0.91
C5 50,105 1.150 6,373 1,762 3,854 0 38,116 22.8% 0.42 0.52
C1+…+C5 159,671 3.666 24,827 19,108 21,700 0 94,036 38.6% 0.54 0.67
D1 25,164 0.578 9,478 10,065 3,610 0 2,011 86.6% 0.89 1.00
D2 28,474 0.654 11,762 8,701 4,872 0 3,139 84.2% 0.87 1.00
D3 56,659 1.301 0 9,329 7,882 0 39,448 27.3% 0.46 0.58
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 31,437 17,589 0 47,159 55.7% 0.67 0.84
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 37,458 22,063 0 58,309 55.5% 0.67 0.83
D8 31,303 0.719 12,437 10,108 5,119 0 3,639 83.5% 0.87 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
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 5,309 0 2,872 85.5% 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 22,853 0 49,238 61.7% 0.72 0.90
D14 108,741 2.496 0 0 4,743 0 103,998 3.9% 0.28 0.35
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 401,263 9.212 49,913 90,146 49,659 0 211,545 43.8% 0.58 0.73
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 54,683 0 7,390 0 23,071 72.0% 0.76 0.95
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 7.546 225,251 0 31,348 0 72,104 77.1% 0.80 1.00
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 89.2% 0.90 0.658 35 0.0200 1.73 273 0.0050 Paved Areas 20 1.41 3.22 5.00 0.0067 6.50 5.00
A2 A2 92.0% 0.94 0.195 47 0.0200 1.61 99 0.0050 Paved Areas 20 1.41 1.17 5.00 0.0098 5.00 5.00
A3 A3 67.9% 0.76 1.532 46 0.0200 3.46 451 0.0050 Paved Areas 20 1.41 5.32 8.78 0.0064 11.48 8.78
A4 A4 66.3% 0.74 0.879 46 0.0200 3.61 367 0.0050 Paved Areas 20 1.41 4.33 7.93 0.0067 11.08 7.93
A5 A5 91.4% 0.92 0.346 47 0.0200 1.80 133 0.0050 Paved Areas 20 1.41 1.57 5.00 0.0089 5.23 5.00
A6 A6 81.0% 0.86 1.140 72 0.0200 2.97 215 0.0050 Paved Areas 20 1.41 2.53 5.50 0.0088 7.48 5.50
A7 A7 66.9% 0.74 0.689 29 0.0200 2.88 594 0.0050 Paved Areas 20 1.41 7.00 9.88 0.0057 12.87 9.88
A8 A8 70.0% 0.76 0.765 22 0.0200 2.38 587 0.0050 Paved Areas 20 1.41 6.92 9.30 0.0055 12.23 9.30
A9 A9 72.7% 0.78 0.540 96 0.0200 4.60 248 0.0050 Paved Areas 20 1.41 2.92 7.53 0.0092 9.12 7.53
A10 A10 81.8% 0.86 1.313 68 0.0200 2.91 482 0.0050 Paved Areas 20 1.41 5.68 8.59 0.0069 9.23 8.59
A11 A11 83.7% 0.88 0.510 71 0.0200 2.72 199 0.0050 Paved Areas 20 1.41 2.35 5.07 0.0089 6.93 5.07
A12 A12 36.8% 0.54 1.249 91 0.0200 7.98 230 0.0050 Paved Areas 21 1.48 2.58 10.56 0.0093 15.14 10.56
A13 A13 87.8% 0.92 0.559 68 0.0200 2.21 184 0.0050 Paved Areas 20 1.41 2.17 5.00 0.0090 6.16 5.00
A14 A14 80.5% 0.85 0.525 47 0.0200 2.59 212 0.0050 Paved Areas 21 1.48 2.38 5.00 0.0077 7.50 5.00
A15 A15 54.6% 0.65 2.478 45 0.0200 4.45 1017 0.0050 Paved Areas 20 1.41 11.99 16.44 0.0056 19.21 16.44
A16 A16 85.5% 0.86 0.802 78 0.0200 3.19 1063 0.0050 Paved Areas 20 1.41 12.53 15.72 0.0060 12.70 12.70
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 15.3% 0.37 3.022 89 0.0200 10.24 352 0.0050 Paved Areas 20 1.41 4.15 14.38 0.0080 20.94 14.38
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
June 26, 2019
Northfield
DEVELOPED TIME OF CONCENTRATION
J.Claeys
18-1000-00
Highland Development Services
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
B2 B2 72.3% 0.79 1.300 76 0.0200 3.96 608 0.0050 Paved Areas 20 1.41 7.17 11.13 0.0067 11.91 11.13
B3 B3 63.3% 0.72 1.069 11 0.0200 1.87 592 0.0050 Paved Areas 20 1.41 6.98 8.85 0.0053 13.59 8.85
B4 B4 85.2% 0.89 1.319 47 0.0200 2.14 496 0.0050 Paved Areas 20 1.41 5.85 7.99 0.0063 8.73 7.99
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 81.1% 0.85 0.520 47 0.0200 2.57 102 0.0050 Paved Areas 22 1.56 1.09 5.00 0.0097 6.63 5.00
B7 B7 84.2% 0.88 0.266 47 0.0200 2.29 147 0.0050 Paved Areas 20 1.41 1.73 5.00 0.0086 6.44 5.00
B8 B8 74.2% 0.80 0.401 49 0.0200 3.13 168 0.0050 Paved Areas 20 1.41 1.98 5.11 0.0084 8.19 5.11
B9 B9 29.7% 0.48 2.286 108 0.0200 9.55 407 0.0050 Paved Areas 20 1.41 4.80 14.35 0.0081 18.53 14.35
B10 B10 60.4% 0.69 0.479 11 0.0200 2.00 226 0.0050 Paved Areas 20 1.41 2.66 5.00 0.0057 10.92 5.00
B11 B11 71.7% 0.78 2.471 76 0.0200 4.08 547 0.0050 Paved Areas 20 1.41 6.45 10.52 0.0068 11.56 10.52
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 85.8% 0.89 0.383 68 0.0200 2.55 182 0.0050 Paved Areas 24 1.70 1.79 5.00 0.0091 6.48 5.00
B14 B14 82.9% 0.87 0.361 68 0.0200 2.79 171 0.0050 Paved Areas 23 1.63 1.75 5.00 0.0093 6.87 5.00
B15 B15 79.2% 0.84 0.888 30 0.0200 2.13 412 0.0050 Paved Areas 25 1.77 3.88 6.01 0.0060 9.18 6.01
B16 B16 89.3% 0.93 0.541 64 0.0200 2.00 192 0.0050 Paved Areas 21 1.48 2.15 5.00 0.0088 5.97 5.00
B17 B17 79.9% 0.84 0.354 46 0.0200 2.61 212 0.0050 Paved Areas 22 1.56 2.27 5.00 0.0077 7.59 5.00
B18 B18 60.9% 0.70 0.431 60 0.0200 4.63 302 0.0050 Paved Areas 20 1.41 3.56 8.19 0.0075 11.49 8.19
B19 B19 63.8% 0.72 0.430 60 0.0200 4.40 302 0.0050 Paved Areas 20 1.41 3.56 7.96 0.0075 10.99 7.96
B20 B20 14.4% 0.36 2.943 164 0.0200 14.02 579 0.0050 Paved Areas 20 1.41 6.82 20.85 0.0083 24.62 20.85
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 66.2% 0.73 0.254 26 0.0200 2.82 160 0.0050 Paved Areas 22 1.56 1.71 5.00 0.0071 9.39 5.00
C5 C5 22.8% 0.42 1.150 75 0.0200 8.77 236 0.0050 Paved Areas 23 1.63 2.42 11.19 0.0086 17.77 11.19
D1 D1 86.6% 0.89 0.578 47 0.0200 2.10 254 0.0050 Paved Areas 21 1.48 2.85 5.00 0.0073 6.80 5.00
D2 D2 84.2% 0.87 0.654 47 0.0200 2.31 254 0.0050 Paved Areas 22 1.56 2.72 5.03 0.0073 7.19 5.03
D3 D3 27.3% 0.46 1.301 70 0.0200 7.91 633 0.0050 Paved Areas 20 1.41 7.46 15.37 0.0065 21.73 15.37
D4 D4 57.7% 0.70 0.164 46 0.0200 4.04 155 0.0050 Paved Areas 20 1.41 1.83 5.87 0.0084 10.76 5.87
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 83.5% 0.87 0.719 47 0.0200 2.35 286 0.0050 Paved Areas 21 1.48 3.21 5.56 0.0071 7.53 5.56
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
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 85.5% 0.89 0.762 47 0.0200 2.14 341 0.0050 Paved Areas 22 1.56 3.65 5.80 0.0068 7.58 5.80
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 72.0% 0.76 1.955 51 0.0200 3.60 1135 0.0050 Paved Areas 20 1.41 13.38 16.98 0.0056 16.18 16.18
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 7 of 12 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 89.2% 1.00 0.658 35 0.0200 0.88 303 0.0050 Paved Areas 20 1.41 3.57 5.00 0.0066 6.71 5.00
A2 A2 92.0% 1.00 0.195 47 0.0200 1.02 99 0.0050 Paved Areas 20 1.41 1.17 5.00 0.0098 5.00 5.00
A3 A3 67.9% 0.95 1.532 46 0.0200 1.56 451 0.0050 Paved Areas 20 1.41 5.32 6.87 0.0064 11.48 6.87
A4 A4 66.3% 0.93 0.879 46 0.0200 1.74 367 0.0050 Paved Areas 20 1.41 4.33 6.07 0.0067 11.08 6.07
A5 A5 91.4% 1.00 0.346 47 0.0200 1.02 133 0.0050 Paved Areas 20 1.41 1.57 5.00 0.0089 5.23 5.00
A6 A6 81.0% 1.00 1.140 72 0.0200 1.26 215 0.0050 Paved Areas 20 1.41 2.53 5.00 0.0088 7.48 5.00
A7 A7 66.9% 0.92 0.689 29 0.0200 1.41 594 0.0050 Paved Areas 20 1.41 7.00 8.41 0.0057 12.87 8.41
A8 A8 70.0% 0.95 0.765 22 0.0200 1.07 587 0.0050 Paved Areas 20 1.41 6.92 7.98 0.0055 12.23 7.98
A9 A9 72.7% 0.98 0.540 96 0.0200 1.76 248 0.0050 Paved Areas 20 1.41 2.92 5.00 0.0092 9.12 5.00
A10 A10 81.8% 1.00 1.313 68 0.0200 1.22 482 0.0050 Paved Areas 20 1.41 5.68 6.90 0.0069 9.23 6.90
A11 A11 83.7% 1.00 0.510 71 0.0200 1.25 199 0.0050 Paved Areas 20 1.41 2.35 5.00 0.0089 6.93 5.00
A12 A12 36.8% 0.67 1.249 91 0.0200 6.08 230 0.0050 Paved Areas 20 1.41 2.71 8.79 0.0093 15.14 8.79
A13 A13 87.8% 1.00 0.559 68 0.0200 1.22 184 0.0050 Paved Areas 20 1.41 2.17 5.00 0.0090 6.16 5.00
A14 A14 80.5% 1.00 0.525 47 0.0200 1.02 212 0.0050 Paved Areas 20 1.41 2.50 5.00 0.0077 7.50 5.00
A15 A15 54.6% 0.82 2.478 45 0.0200 2.83 1017 0.0050 Paved Areas 20 1.41 11.99 14.81 0.0056 19.21 14.81
A16 A16 85.5% 1.00 0.802 78 0.0200 1.31 1063 0.0050 Paved Areas 20 1.41 12.53 13.84 0.0060 12.70 12.70
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 15.3% 0.46 3.022 89 0.0200 8.94 352 0.0050 Paved Areas 20 1.41 4.15 13.09 0.0080 20.94 13.09
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 72.3% 0.99 1.300 76 0.0200 1.39 608 0.0050 Paved Areas 20 1.41 7.17 8.56 0.0067 11.91 8.56
June 26, 2019
Northfield
DEVELOPED TIME OF CONCENTRATION
J.Claeys
18-1000-00
Highland Development Services
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
%
B3 B3 63.3% 0.90 1.069 11 0.0200 0.98 592 0.0050 Paved Areas 20 1.41 6.98 7.96 0.0053 13.59 7.96
B4 B4 85.2% 1.00 1.319 47 0.0200 1.02 496 0.0050 Paved Areas 20 1.41 5.85 6.86 0.0063 8.73 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 81.1% 1.00 0.520 47 0.0200 1.02 102 0.0050 Paved Areas 20 1.41 1.20 5.00 0.0097 6.63 5.00
B7 B7 84.2% 1.00 0.266 47 0.0200 1.02 147 0.0050 Paved Areas 20 1.41 1.73 5.00 0.0086 6.44 5.00
B8 B8 74.2% 1.00 0.401 49 0.0200 1.06 168 0.0050 Paved Areas 20 1.41 1.98 5.00 0.0084 8.19 5.00
B9 B9 29.7% 0.60 2.286 108 0.0200 7.70 407 0.0050 Paved Areas 20 1.41 4.80 12.50 0.0081 18.53 12.50
B10 B10 60.4% 0.87 0.479 11 0.0200 1.15 226 0.0050 Paved Areas 20 1.41 2.66 5.00 0.0057 10.92 5.00
B11 B11 71.7% 0.98 2.471 76 0.0200 1.54 547 0.0050 Paved Areas 20 1.41 6.45 7.99 0.0068 11.56 7.99
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 85.8% 1.00 0.383 68 0.0200 1.22 182 0.0050 Paved Areas 20 1.41 2.14 5.00 0.0091 6.48 5.00
B14 B14 82.9% 1.00 0.361 68 0.0200 1.22 171 0.0050 Paved Areas 20 1.41 2.02 5.00 0.0093 6.87 5.00
B15 B15 79.2% 1.00 0.888 30 0.0200 0.81 412 0.0050 Paved Areas 20 1.41 4.86 5.67 0.0060 9.18 5.67
B16 B16 89.3% 1.00 0.541 64 0.0200 1.19 192 0.0050 Paved Areas 20 1.41 2.26 5.00 0.0088 5.97 5.00
B17 B17 79.9% 1.00 0.354 46 0.0200 1.01 212 0.0050 Paved Areas 20 1.41 2.50 5.00 0.0077 7.59 5.00
B18 B18 60.9% 0.87 0.431 60 0.0200 2.63 302 0.0050 Paved Areas 20 1.41 3.56 6.18 0.0075 11.49 6.18
B19 B19 63.8% 0.90 0.430 60 0.0200 2.33 302 0.0050 Paved Areas 20 1.41 3.56 5.89 0.0075 10.99 5.89
B20 B20 14.4% 0.45 2.943 164 0.0200 12.30 579 0.0050 Paved Areas 20 1.41 6.82 19.13 0.0083 24.62 19.13
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 66.2% 0.91 0.254 26 0.0200 1.44 160 0.0050 Paved Areas 20 1.41 1.89 5.00 0.0071 9.39 5.00
C5 C5 22.8% 0.52 1.150 75 0.0200 7.43 236 0.0050 Paved Areas 20 1.41 2.78 10.21 0.0086 17.77 10.21
D1 D1 86.6% 1.00 0.578 47 0.0200 1.02 254 0.0050 Paved Areas 20 1.41 2.99 5.00 0.0073 6.80 5.00
D2 D2 84.2% 1.00 0.654 47 0.0200 1.02 254 0.0050 Paved Areas 20 1.41 2.99 5.00 0.0073 7.19 5.00
D3 D3 27.3% 0.58 1.301 70 0.0200 6.48 633 0.0050 Paved Areas 20 1.41 7.46 13.94 0.0065 21.73 13.94
D4 D4 57.7% 0.87 0.164 46 0.0200 2.28 155 0.0050 Paved Areas 20 1.41 1.83 5.00 0.0084 10.76 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
D8 D8 83.5% 1.00 0.719 47 0.0200 1.02 286 0.0050 Paved Areas 20 1.41 3.37 5.00 0.0071 7.53 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 85.5% 1.00 0.762 47 0.0200 1.02 341 0.0050 Paved Areas 20 1.41 4.02 5.04 0.0068 7.58 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 72.0% 0.95 1.955 51 0.0200 1.59 1135 0.0050 Paved Areas 20 1.41 13.38 14.96 0.0056 16.18 14.96
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 9 of 12 Highland Development Services
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 1-2yr = 0.82 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
(C2-10
)
C(A) (acres)
Intensity
(in/hr)
Q (ft
3
/s) t
c (min)
Runoff Coeff
(C2-10
)
C(A) (acres)
Intensity
(in/hr)
Q (ft
3
/s) t
c (min)
Runoff Coeff.
(C100
)
C(A) (acres)
Intensity
(in/hr)
Q (ft
3
/s)
A1 A1 0.658 5.00 0.90 0.59 2.78 1.65 5.00 0.90 0.59 4.87 2.90 5.00 1.00 0.66 9.95 6.55
A2 A2 0.195 5.00 0.94 0.18 2.78 0.51 5.00 0.94 0.18 4.87 0.89 5.00 1.00 0.20 9.95 1.94
A3 A3 1.532 8.78 0.76 1.16 2.33 2.70 8.78 0.76 1.16 3.97 4.60 6.87 0.95 1.45 8.83 12.78
A4 A4 0.879 7.93 0.74 0.65 2.41 1.57 7.93 0.74 0.65 4.12 2.68 6.07 0.93 0.81 9.17 7.47
A5 A5 0.346 5.00 0.92 0.32 2.78 0.89 5.00 0.92 0.32 4.87 1.56 5.00 1.00 0.35 9.95 3.45
A6 A6 1.140 5.50 0.86 0.99 2.71 2.67 5.50 0.86 0.99 4.62 4.55 5.00 1.00 1.14 9.95 11.34
A7 A7 0.689 9.88 0.74 0.51 2.22 1.13 9.88 0.74 0.51 3.80 1.93 8.41 0.92 0.64 8.24 5.25
A8 A8 0.765 9.30 0.76 0.58 2.28 1.32 9.30 0.76 0.58 3.89 2.25 7.98 0.95 0.72 8.40 6.08
A9 A9 0.540 7.53 0.78 0.42 2.46 1.04 7.53 0.78 0.42 4.19 1.77 5.00 0.98 0.53 9.95 5.26
A10 A10 1.313 8.59 0.86 1.13 2.35 2.65 8.59 0.86 1.13 4.00 4.53 6.90 1.00 1.31 8.81 11.57
A11 A11 0.510 5.07 0.88 0.45 2.77 1.24 5.07 0.88 0.45 4.72 2.13 5.00 1.00 0.51 9.95 5.07
A12 A12 1.249 10.56 0.54 0.67 2.17 1.45 10.56 0.54 0.67 3.70 2.48 8.79 0.67 0.84 8.11 6.80
A13 A13 0.559 5.00 0.92 0.51 2.78 1.43 5.00 0.92 0.51 4.87 2.50 5.00 1.00 0.56 9.95 5.56
A14 A14 0.525 5.00 0.85 0.44 2.78 1.23 5.00 0.85 0.44 4.87 2.16 5.00 1.00 0.52 9.95 5.22
A15 A15 2.478 16.44 0.65 1.62 1.78 2.88 16.44 0.65 1.62 3.03 4.91 14.81 0.82 2.02 6.52 13.18
A16 A16 0.802 12.70 0.86 0.69 2.00 1.38 12.70 0.86 0.69 3.42 2.35 12.70 1.00 0.80 6.99 5.61
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 14.38 0.37 1.12 1.89 2.11 14.38 0.37 1.12 3.23 3.61 13.09 0.46 1.39 6.90 9.61
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 1-2yr = 0.82 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
(C2-10
)
C(A) (acres)
Intensity
(in/hr)
Q (ft
3
/s)
A1 A1 0.658 5.00 0.90 0.59 1.39 0.83
A2 A2 0.195 5.00 0.94 0.18 1.39 0.26
A3 A3 1.532 8.78 0.76 1.16 1.16 1.35
A4 A4 0.879 7.93 0.74 0.65 1.21 0.79
A5 A5 0.346 5.00 0.92 0.32 1.39 0.44
A6 A6 1.140 5.50 0.86 0.99 1.35 1.33
A7 A7 0.689 9.88 0.74 0.51 1.11 0.57
A8 A8 0.765 9.30 0.76 0.58 1.14 0.66
A9 A9 0.540 7.53 0.78 0.42 1.23 0.52
A10 A10 1.313 8.59 0.86 1.13 1.17 1.33
A11 A11 0.510 5.07 0.88 0.45 1.38 0.62
A12 A12 1.249 10.56 0.54 0.67 1.08 0.73
A13 A13 0.559 5.00 0.92 0.51 1.39 0.71
A14 A14 0.525 5.00 0.85 0.44 1.39 0.62
A15 A15 2.478 16.44 0.65 1.62 0.89 1.44
A16 A16 0.802 12.70 0.86 0.69 1.00 0.69
A17 A17 0.899 16.42 0.30 0.27 0.89 0.24
A18 A18 3.022 14.38 0.37 1.12 0.95 1.06
B1 B1 2.127 15.13 0.54 1.15 0.93 1.06
B2 B2 1.300 11.13 0.79 1.03 1.06 1.09
B3 B3 1.069 8.85 0.72 0.77 1.16 0.89
B4 B4 1.319 7.99 0.89 1.17 1.20 1.41
B5 B5 0.505 5.00 0.94 0.47 1.39 0.66
B6 B6 0.520 5.00 0.85 0.44 1.39 0.61
B7 B7 0.266 5.00 0.88 0.23 1.39 0.32
B8 B8 0.401 5.11 0.80 0.32 1.38 0.44
B9 B9 2.286 14.35 0.48 1.10 0.95 1.04
B10 B10 0.479 5.00 0.69 0.33 1.39 0.46
B11 B11 2.471 10.52 0.78 1.94 1.08 2.10
B12 B12 0.413 6.00 0.26 0.11 1.32 0.14
B13 B13 0.383 5.00 0.89 0.34 1.39 0.47
B14 B14 0.361 5.00 0.87 0.31 1.39 0.44
B15 B15 0.888 6.01 0.84 0.74 1.32 0.98
B16 B16 0.541 5.00 0.93 0.50 1.39 0.70
B17 B17 0.354 5.00 0.84 0.30 1.39 0.41
B18 B18 0.431 8.19 0.70 0.30 1.19 0.36
B19 B19 0.430 7.96 0.72 0.31 1.21 0.37
B20 B20 2.943 20.85 0.36 1.07 0.79 0.84
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 0.90 1.00 5.00 5.00 2.78 9.95 1.65 6.55
A2 A2 0.20 0.94 1.00 5.00 5.00 2.78 9.95 0.51 1.94
A3 A3 1.53 0.76 0.95 8.78 6.87 2.33 8.83 2.70 12.78
A4 A4 0.88 0.74 0.93 7.93 6.07 2.41 9.17 1.57 7.47
A5 A5 0.35 0.92 1.00 5.00 5.00 2.78 9.95 0.89 3.45
A6 A6 1.14 0.86 1.00 5.50 5.00 2.71 9.95 2.67 11.34
A7 A7 0.69 0.74 0.92 9.88 8.41 2.22 8.24 1.13 5.25
A8 A8 0.76 0.76 0.95 9.30 7.98 2.28 8.40 1.32 6.08
A9 A9 0.54 0.78 0.98 7.53 5.00 2.46 9.95 1.04 5.26
A10 A10 1.31 0.86 1.00 8.59 6.90 2.35 8.81 2.65 11.57
A11 A11 0.51 0.88 1.00 5.07 5.00 2.77 9.95 1.24 5.07
A12 A12 1.25 0.54 0.67 10.56 8.79 2.17 8.11 1.45 6.80
A13 A13 0.56 0.92 1.00 5.00 5.00 2.78 9.95 1.43 5.56
A14 A14 0.52 0.85 1.00 5.00 5.00 2.78 9.95 1.23 5.22
A15 A15 2.48 0.65 0.82 16.44 14.81 1.78 6.52 2.88 13.18
A16 A16 0.80 0.86 1.00 12.70 12.70 2.00 6.99 1.38 5.61
A17 A17 0.90 0.30 0.38 16.42 15.49 1.78 6.38 0.49 2.19
A18 A18 3.02 0.37 0.46 14.38 13.09 1.89 6.90 2.11 9.61
A Total 18.10 28.33 124.93
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 11.13 8.56 2.12 8.19 2.19 10.57
B3 B3 1.07 0.72 0.90 8.85 7.96 2.32 8.40 1.79 8.09
B4 B4 1.32 0.89 1.00 7.99 6.86 2.41 8.83 2.82 11.65
B5 B5 0.50 0.88 1.00 5.00 5.00 2.78 9.95 1.31 5.02
B6 B6 0.52 0.94 1.00 5.00 5.00 2.78 9.95 1.22 5.17
B7 B7 0.27 0.85 1.00 5.00 5.00 2.78 9.95 0.65 2.64
B8 B8 0.40 0.80 1.00 5.11 5.00 2.76 9.95 0.88 3.98
B9 B9 2.29 0.85 1.00 5.00 12.50 1.90 7.04 2.08 9.67
B10 B10 0.48 0.69 0.87 5.00 5.00 2.78 9.95 0.92 4.13
B11 B11 2.47 0.78 0.98 10.52 7.99 2.17 8.40 4.21 20.35
B12 B12 0.41 0.26 0.33 6.00 5.57 2.64 9.40 0.28 1.27
B13 B13 0.38 0.89 1.00 5.00 5.00 2.78 9.95 0.95 3.81
B14 B14 0.36 0.87 1.00 5.00 5.00 2.78 9.95 0.87 3.59
B15 B15 0.89 0.84 1.00 6.01 5.67 2.64 9.36 1.96 8.31
B16 B16 0.54 0.93 1.00 5.00 5.00 2.78 9.95 1.40 5.38
B17 B17 0.35 0.84 1.00 5.00 5.00 2.78 9.95 0.83 3.53
B18 B18 0.43 0.70 0.87 8.19 6.18 2.39 9.12 0.72 3.43
B19 B19 0.43 0.72 0.90 7.96 5.89 2.41 9.25 0.74 3.57
B20 B20 2.94 0.36 0.45 20.85 19.13 1.57 5.75 1.68 7.65
B Total 19.48 29.63 131.48
C1 C1 1.30 0.48 0.60 14.35 10.70 2.05 7.52 1.41 6.48
Appendix D
APPENDIX D – DETENTION POND CALCULATIONS
Pond
Req'd
WQCV
(ac-ft)
Req'd
Detention
Volume (ac-ft)
Total Volume
Req'd
(ac-ft)
Total Volume
Provided
(ac-ft)
100-yr WSE
(ft)
A1 0.16 1.89 2.05 4.86 4950.59
A2 n/a 0.48 0.48 1.46 4952.25
B1 0.14 2.80 2.94 4.27 4952.15
B2 n/a 0.23 0.23 0.54 4955.43
B3 n/a 1.53 1.53 2.94 4954.5
C 0.06 0.74 0.80 1.79 4955.99
D 0.07 1.88 1.88 0.69 4949.56
Total 9.92 16.55
Pond Summary
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
Pond Summary Table
J.Claeys
Highland Development Services
18-1000-00
June 24, 2019
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* 8.825 acres
*sub-basins A13-A18 (those not treated by LID)
Imperviousness, I 42.0%
WQCV (watershed inches) 0.185 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.163 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
Critical Pond Elevations - A1 Basin
J.Claeys
Highland Development
18-1000-00
June 24, 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
=
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
June 24, 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* 6.330 acres
*sub-basins B13-B20 (those not treated by LID)
Imperviousness, I 54.1%
WQCV (watershed inches) 0.218 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.138 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 2,005 0.05 0.01 0.50 0.01
4949.0 10,316 0.24 0.06 1.00 0.07
4949.5 19,903 0.46 0.17 1.50 0.24
4950.0 28,522 0.65 0.28 2.00 0.52
4950.5 37,241 0.85 0.38 2.50 0.90
4951.0 46,059 1.06 0.48 3.00 1.37
4951.5 55,188 1.27 0.58 3.50 1.95
4952.0 64,393 1.48 0.69 4.00 2.64
4952.5 71,487 1.64 0.78 4.50 3.42
4953.0 77,589 1.78 0.86 5.00 4.27
Critical Pond Elevations - B1 Basin
J.Claeys
Highland Development
18-1000-00
June 24, 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
=
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
June 24, 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)
4951.0 0 0.00 0.00 0.00 0.00
4951.5 2,175 0.05 0.01 0.50 0.01
4952.0 8,474 0.19 0.06 1.00 0.07
4952.5 13,549 0.31 0.13 1.50 0.19
4953.0 23,030 0.53 0.21 2.00 0.40
4953.5 32,157 0.74 0.32 2.50 0.71
4954.0 35,163 0.81 0.39 3.00 1.10
4954.5 37,484 0.86 0.42 3.50 1.52
4955.0 39,835 0.91 0.44 4.00 1.96
4955.5 42,240 0.97 0.47 4.50 2.43
4956.0 47,188 1.08 0.51 5.00 2.94
Critical Pond Elevations - B3 Basin
J.Claeys
Highland Development
18-1000-00
June 24, 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
Critical Pond Elevations - C Basin
J.Claeys
Highland Development
18-1000-00
June 24, 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
=
18-1000-00 PondCalcs.xls Page 7 of 8 Highland Development Services
Northfield
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A* 3.310 acres
*sub-basins D1-D7 (those not treated by rain garden)
Imperviousness, I 55.5%
WQCV (watershed inches) 0.222 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.073 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 1012 0.02 0.00 0.38 0.00
4946.50 4921 0.11 0.03 0.88 0.03
4947.00 8676 0.20 0.08 1.38 0.11
4947.50 12125 0.28 0.12 1.88 0.23
4948.00 19373 0.44 0.18 2.38 0.41
4948.50 29562 0.68 0.28 2.88 0.69
4949.00 42361 0.97 0.41 3.38 1.10
4949.50 52334 1.20 0.54 3.88 1.64
4950.00 59195 1.36 0.64 4.38 2.28
4950.50 64943 1.49 0.71 4.88 2.99
4951.00 69989 1.61 0.77 5.38 3.77
Critical Pond Elevations - D Basin
J.Claeys
Highland Development
18-1000-00
June 24, 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
=
18-1000-00 PondCalcs.xls Page 8 of 8 Highland Development Services
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)
*Max Alley 100-yr flow
@ 70% of Capacity:
36.5 * .70 = 25.6 cfs
*
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)
*Max Alley 100-yr flow
@ 70% of Capacity:
55.6 * .70 = 38.9 cfs
*
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)
*Max Alley 100-yr flow
@ 70% of Capacity:
113.2 * .70 = 79.2 cfs
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)
*Max Alley 100-yr flow
@ 70% of Capacity:
51.3 * .70 = 35.9 cfs
*
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 1.65 6.55 25.6 24' Pitched Private Drive @ S=0.5% No Basin Runoff to Sidewalk Chase, Flows to A3
A2 A2 0.51 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 2.70 12.78 9.4 Connector Local @ S=0.50% Yes 3.38 Basin Runoff
A1+…+A3 4.86 21.27 9.4 Connector Local @ S=0.50% Yes 11.87 Basin Runoff
A3 4.86 14.37 Sump Inlet (10' Type R) (DPs A1, A2, A3) 100-yr Flow Splits with A4
A4 A4 1.57 7.47 9.4 Connector Local @ S=0.50% No Basin Runoff
A4 1.57 14.37 Sump Inlet (10' Type R) (DP A4) 100-yr Flow Splits with A3
A5 A5 0.89 3.45 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP A6
A6 A6 2.67 11.34 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
A5+A6 3.55 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 1.13 5.25 9.4 Connector Local @ S=0.50% No Basin Runoff
A8 A8 1.32 6.08 9.4 Connector Local @ S=0.50% No Basin Runoff
A9 A9 1.04 5.26 9.4 Connector Local @ S=0.50% No Basin Runoff
A7+…+A9 3.49 16.59 Sump Inlet/Sidewalk Chase (5' Opening) (DPs A7, A8, A9)
A10 A10 2.65 11.57 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
A11 A11 1.24 5.07 60.8 26' Pvt Dr w/ 4" Rolled Curb @ S=1.22% No Basin Runoff
A10+A11 3.90 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 1.43 5.56 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP A14
A14 A14 1.23 5.22 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
A13+A14 2.66 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 2.88 13.18 9.4 Connector Local @ S=0.50% Yes 3.78 Basin Runoff
A15 2.88 9.39 Sump Inlet (5' Type R) (DP A15, 100-yr Flow Splits with A16)
A16 A16 1.38 5.61 9.4 Connector Local @ S=0.50% No Basin Runoff
A16 1.38 9.39 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 2.19 9.68 n/a Basin Runoff to Sump (area) Inlet (Single Type 13)
B2 B2 2.19 10.57 9.4 Connector Local @ S=0.50% Yes 1.17 Basin Runoff
B2 1.99 9.33 Sump Inlet (5' Type R), 100-yr Flow splits with B3
B3 B3 1.79 8.09 9.4 Connector Local @ S=0.50% No Basin Runoff
B3 1.99 9.33 Sump Inlet (5' Type R), 100-yr Flow splits with B2
B4 B4 2.82 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 1.31 5.02 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B6
B6 B6 1.22 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 0.65 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 3.98 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff to Sump Inlet (Single Type 13)
B10 B10 0.92 4.13 9.4 Connector Local @ S=0.50% No Basin Runoff
B10 2.56 12.24 Sump Inlet (10' Type R), 100-yr Flow splits with B11
B11 B11 4.21 20.35 9.4 Connector Local @ S=0.50% Yes 10.95 Basin Runoff
B11 2.56 12.24 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 0.87 3.59 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B15
B15 B15 1.96 8.31 47.0 26' Pvt Dr w/ 4" Rolled Curb @ S=0.73% No Basin Runoff
B16 B16 1.40 5.38 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B17
B17 B17 0.83 3.53 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff
B13+…+B17 6.01 24.62 47.0 26' Pvt Dr w/ 4" Rolled Curb @ S=0.73% No Sump Inlet (Quad Type 13) (DPs B13-B17)
B18 B18 0.72 3.43 0.69 2.52 0.67 2.34 0.05 1.09 19.9 Connector Local w Median @ S=2.54% No On-Grade Inlet (5' Type R), Flow-by to DP E7
B19 B19 0.74 3.57 0.74 2.57 0.74 2.38 0.00 1.19 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 0.09 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)
C4 C4 0.51 2.30 9.4 Connector Local @ S=0.50% No Sump Inlet (5' Type R), (DP C4)
D1 D1 1.43 5.75 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D3
D2 D2 1.58 6.50 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D3
D3 D3 1.10 5.04 n/a Basin Runoff
D1+…+D3 4.12 17.29
D4 D4 0.30 1.42 n/a Basin Runoff to Sump (area) Inlet (Single Type 13)
D1+…+D4 4.42 18.72 Sump (area) Inlet (Double Type 13) (DPs D1, D2, D3, D4)
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 0.20 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 1.68 7.15 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D9
D9 D9 0.79 3.67 n/a Basin Runoff to Culvert
D10 D10 0.28 1.30 n/a Basin Runoff
D11 D11 1.17 5.42 n/a Basin Runoff
D12 D12 1.81 7.37 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D11
D8+…D12 5.74 24.90 Sum of Flows Entering Rain Garden (Sidewalk Culvert)
D13 D13 0.24 1.06 n/a RG Basin Runoff
D8+…+D13 5.97 25.96 Total Q in RG
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 (Sinlge combo)
E3 E3 2.50 10.42 2.70 9.83 2.51 8.13 -0.01 2.29 11.8 Major Arterial @ S=0.65% No On-Grade Inlet (Triple Combo), Flow-by to DP E5
E4 E4 2.66 12.05 2.87 11.15 2.65 9.13 0.01 2.92 11.8 Major Arterial @ S=0.65% Yes 0.25 On-Grade Inlet (Triple Combo), 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 2.29 12.72 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+...+B3 2.35 15.96 Sump Inlet (Double Combo) (DPs E7, E8, with Flow-by from E4, B2, B3)
E9 E9 0.89 3.58 10.3 Major Arterial @ S=0.50% No Basin Runoff to Sump Inlet (5' Type R) (DP E9)
E10 E10 0.80 3.24 9.4 Connector Local @ S=0.50% No Basin Runoff to Sump Inlet (5' Type R) (DP E10)
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
Inlet A01 (Design Point A15)
18-1000-00 UD-Inlet_v4.05.xlsm, A15 6/25/2019, 10:43 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
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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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
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
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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
Inlets A05 & A07 (Design Points A3 & A4)
18-1000-00 UD-Inlet_v4.05.xlsm, A3 & A4 6/25/2019, 10:37 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
��
= CA 2��
��
� ��
�1 � ��
Page1
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 6/25/2019, 10:40 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 = 3.9 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 6/25/2019, 10:40 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
B01 & B03 (Design Points B2 & B3)
18-1000-00 UD-Inlet_v4.05.xlsm, B2&B3 6/25/2019, 10:59 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 = 2.0 9.3 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, B2&B3 6/25/2019, 10:59 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 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 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
B05 & B06 (Design Points B10 & B11)
18-1000-00 UD-Inlet_v4.05.xlsm, B10&B11 6/25/2019, 11:07 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
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 = 2.6 12.2 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 6/25/2019, 11:07 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 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 (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
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
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= 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 C02 (Design Point C3)
18-1000-00 UD-Inlet_v4.05.xlsm, C3 6/25/2019, 11:20 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 5.8 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
Low Head Performance Reduction (Calculated) MINOR MAJOR
Depth for Grate Midwidth dGrate = N/A N/A ft
Depth for Curb Opening Weir Equation dCurb = 0.32 0.32 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.55 0.55
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.92 0.92
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 9.7 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 6/25/2019, 11:20 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 C03 (Design Point C4)
18-1000-00 UD-Inlet_v4.05.xlsm, C4 6/25/2019, 11:21 AM
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above) alocal = inches
Number of Unit Inlets (Grate or Curb Opening) No =
Water Depth at Flowline (outside of local depression) Ponding Depth = inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = feet
Width of a Unit Grate Wo = feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio =
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) =
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) =
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) =
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = feet
Height of Vertical Curb Opening in Inches Hvert = inches
Height of Curb Orifice Throat in Inches Hthroat = inches
Angle of Throat (see USDCM Figure ST-5) Theta = degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) =
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) =
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) =
Low Head Performance Reduction (Calculated) MINOR MAJOR
Depth for Grate Midwidth dGrate = N/A N/A ft
Depth for Curb Opening Weir Equation dCurb = N/A N/A ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = N/A N/A
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= cfs
Q PEAK REQUIRED = cfs
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
18-1000-00 UD-Inlet_v4.05.xlsm, C4 6/25/2019, 11:21 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
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
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
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= 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 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
Appendix F
APPENDIX F – LOW IMPACT DEVELOPMENT CALCULATIONS
ONLY
ONLY
ONLY
ONLY
ONLY
ONLY
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 D
POND C
POND B1
POND B3
POND A2
POND A1
POND B2
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)
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 12.35 376,071 50% 188,035
1,189,400 27.30 810,001 75% 607,501
40,986 0.94 21,370 75% 16,028
304,148 6.98 248,720 0% N/A
445,251 10.22 0 0% N/A
2,517,600 57.80 1,456,162 - 811,564
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 71.1% 323,806 0.22 7,984 Infiltration Gallery
B2 B10+…+B12 146,450 61.4% 95,737 0.19 2,352 Infiltration Gallery
B3 B1+…+B9 426,521 57.3% 263,747 0.18 6,467 Infiltration Gallery
D1 D8+…+D13 148,227 61.7% 98,989 0.19 2,391 Rain Garden
811,564
782,279
96%
Description
Single Family Area
Multifamily Area
Commercial Area
Suniga Road (no treatment)
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)
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 2.39 7.56 4,654 101 4,654 16 0 4,654 8,155 7,984
B2 SC-740 0.72 2.09 1,410 31 1,410 14 0 1,410 2,726 2,352
B3 SC-740 2.08 4.93 4,047 88 4,047 12 0 4,047 7,144 6,467
Max Cover
(ft)
Min
Cover
(in)
Chamber
DESIGN CRITERIA
0.78
1.00
0.78 ft3 acre-ft
9.82 acres 4,654 0.11
2.39 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 10.91 3,273 717 2,556 0.06
10 1.105 8.46 5,076 1,435 3,642 0.08
15 0.935 7.16 6,443 2,152 4,291 0.10
20 0.805 6.16 7,396 2,870 4,527 0.10
25 0.715 5.47 8,212 3,587 4,625 0.11
30 0.650 4.98 8,958 4,305 4,654 0.11
35 0.585 4.48 9,406 5,022 4,384 0.10
40 0.535 4.10 9,831 5,739 4,092 0.09
45 0.495 3.79 10,233 6,457 3,776 0.09
50 0.460 3.52 10,566 7,174 3,392 0.08
55 0.435 3.33 10,991 7,892 3,100 0.07
60 0.410 3.14 11,301 8,609 2,692 0.06
Design Firm:
Project Number:
Date:
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
June 17, 2019
- City of Fort Collins - Storm Water Criteria Manual
Design Engineer:
DESIGN CRITERIA
0.69
1.00
0.69 ft3 acre-ft
3.36 acres 1,410 0.03
0.72 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 3.31 992 217 774 0.02
10 1.105 2.56 1,538 435 1,103 0.03
15 0.935 2.17 1,952 652 1,300 0.03
20 0.805 1.87 2,241 869 1,371 0.03
25 0.715 1.66 2,488 1,087 1,401 0.03
30 0.650 1.51 2,714 1,304 1,410 0.03
35 0.585 1.36 2,850 1,522 1,328 0.03
40 0.535 1.24 2,979 1,739 1,240 0.03
45 0.495 1.15 3,100 1,956 1,144 0.03
50 0.460 1.07 3,201 2,174 1,028 0.02
55 0.435 1.01 3,330 2,391 939 0.02
60 0.410 0.95 3,424 2,608 816 0.02
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
Northfield
WQ Treatment Volume - FAA Method
J.Claeys
Highland Development Services
18-1000-00
June 17, 2019
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
0.68
1.00
0.68 ft3 acre-ft
9.79 acres 4,047 0.09
2.08 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 9.49 2,846 624 2,223 0.05
10 1.105 7.36 4,414 1,248 3,167 0.07
15 0.935 6.23 5,603 1,872 3,731 0.09
20 0.805 5.36 6,432 2,495 3,936 0.09
25 0.715 4.76 7,141 3,119 4,022 0.09
30 0.650 4.33 7,790 3,743 4,047 0.09
35 0.585 3.90 8,180 4,367 3,813 0.09
40 0.535 3.56 8,549 4,991 3,558 0.08
45 0.495 3.30 8,899 5,615 3,284 0.08
50 0.460 3.06 9,188 6,239 2,950 0.07
55 0.435 2.90 9,558 6,863 2,695 0.06
60 0.410 2.73 9,828 7,486 2,341 0.05
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
Northfield
WQ Treatment Volume - FAA Method
J.Claeys
Highland Development Services
18-1000-00
June 17, 2019
Design Engineer:
Design Firm:
Project Number:
Date:
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: (35 ft. x 45 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 2725.60 cubic ft.
Storage Volume Per Chamber: 45.90 cubic ft.
Number Of Chambers Required: 31
Number Of End Caps Required: 14
Chamber Rows: 7
Maximum Length: 43.11 ft.
Maximum Width: 34.75 ft.
Approx. Bed Size Required: 1337.04 square ft.
System Components
Amount Of Stone Required: 120.62 cubic yards
Volume Of Excavation (Not Including
Fill):
173.32 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: 7100 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 115 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 7143.96 cubic ft.
Storage Volume Per Chamber: 45.90 cubic ft.
Number Of Chambers Required: 88
Number Of End Caps Required: 12
Chamber Rows: 6
Maximum Length: 114.65 ft.
Maximum Width: 30 ft.
Approx. Bed Size Required: 3371.74 square ft.
System Components
Amount Of Stone Required: 287.48 cubic yards
Volume Of Excavation (Not Including
Fill):
437.08 cubic yards
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: 8150 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Average Cover Over Chambers: 18 in.
Design Constraint Dimensions: (40 ft. x 110 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 8154.79 cubic ft.
Storage Volume Per Chamber: 45.90 cubic ft.
Number Of Chambers Required: 101
Number Of End Caps Required: 16
Chamber Rows: 8
Maximum Length: 100.41 ft.
Maximum Width: 39.50 ft.
Approx. Bed Size Required: 3838.04 square ft.
System Components
Amount Of Stone Required: 325.82 cubic yards
Volume Of Excavation (Not Including
Fill):
497.52 cubic yards
LID Facilities A2, B2, & B3
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.
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
24" ISOLATOR ROW INVERT: 100.51
BOTTOM OF SC-740 CHAMBER: 100.50
BOTTOM OF STONE: 100.00
PROPOSED LAYOUT
101 STORMTECH SC-740 CHAMBERS
16 STORMTECH SC-740 END CAPS
6 STONE ABOVE (in)
6 STONE BELOW (in)
40 % STONE VOID
8155
INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
3838 SYSTEM AREA (SF)
279.82 SYSTEM PERIMETER (ft)
100.41'
94.12'
39.50'
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.
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
24" ISOLATOR ROW INVERT: 100.51
BOTTOM OF SC-740 CHAMBER: 100.50
BOTTOM OF STONE: 100.00
PROPOSED LAYOUT
31 STORMTECH SC-740 CHAMBERS
14 STORMTECH SC-740 END CAPS
6 STONE ABOVE (in)
6 STONE BELOW (in)
40 % STONE VOID
2726
INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
1337 SYSTEM AREA (SF)
155.73 SYSTEM PERIMETER (ft)
43.11'
37.18'
34.75'
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.
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
24" ISOLATOR ROW INVERT: 100.51
BOTTOM OF SC-740 CHAMBER: 100.50
BOTTOM OF STONE: 100.00
PROPOSED LAYOUT
88 STORMTECH SC-740 CHAMBERS
12 STORMTECH SC-740 END CAPS
6 STONE ABOVE (in)
6 STONE BELOW (in)
40 % STONE VOID
7144
INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
3372 SYSTEM AREA (SF)
289.29 SYSTEM PERIMETER (ft)
114.65'
108.35'
30.00'
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
1-800-733-7473
ADVANCED DRAINAGE SYSTEMS, INC.
R
REV DRW CHK DESCRIPTION
Tool ---
70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 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 9" (230 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.
NOTES:
1. MC-3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.
4. THE "SITE DESIGN ENGINEER" REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT.
5. 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.
6. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
7. 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.
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 24" (600 mm) ABOVE THE
TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE 'C' LAYER.
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
1-800-733-7473
ADVANCED DRAINAGE SYSTEMS, INC.
R
REV DRW CHK DESCRIPTION
Tool ---
70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
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.
MC-3500 CHAMBER
18" (450 mm) MIN WIDTH
CONCRETE SLAB
8" (200 mm) MIN THICKNESS
PAVEMENT
FLEXSTORM CATCH IT
PART# 6212NYFX
WITH USE OF OPEN GRATE
12" (300 mm) NYLOPLAST INLINE
DRAIN BODY W/SOLID HINGED
COVER OR GRATE
PART# 2712AG06N
SOLID COVER: 1299CGC
GRATE: 1299CGS
CONCRETE COLLAR NOT REQUIRED
FOR UNPAVED APPLICATIONS
6" (150 mm) INSERTA TEE
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
1-800-733-7473
ADVANCED DRAINAGE SYSTEMS, INC.
R
REV DRW CHK DESCRIPTION
Tool ---
70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
PART # STUB B C
MC3500IEPP06T 6" (150 mm)
33.21" (844 mm) ---
MC3500IEPP06B --- 0.66" (17 mm)
MC3500IEPP08T 8" (200 mm)
31.16" (791 mm) ---
MC3500IEPP08B --- 0.81" (21 mm)
MC3500IEPP10T 10" (250 mm)
29.04" (738 mm) ---
MC3500IEPP10B --- 0.93" (24 mm)
MC3500IEPP12T 12" (300 mm)
26.36" (670 mm) ---
MC3500IEPP12B --- 1.35" (34 mm)
MC3500IEPP15T 15" (375 mm)
23.39" (594 mm) ---
MC3500IEPP15B --- 1.50" (38 mm)
MC3500IEPP18TC 18" (450 mm)
20.03" (509 mm) ---
MC3500IEPP18BC --- 1.77" (45 mm)
MC3500IEPP24TC 24" (600 mm)
14.48" (368 mm) ---
MC3500IEPP24BC --- 2.06" (52 mm)
MC3500IEPP30BC 30" (750 mm) ---
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)
CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³)
MINIMUM INSTALLED STORAGE* 178.9 CUBIC FEET (5.06 m³)
WEIGHT 135.0 lbs. (61.2 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 22.5" (1956 mm X 1143 mm X 571 mm)
END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE* 46.0 CUBIC FEET (1.30 m³)
WEIGHT 50.0 lbs. (22.7 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,
12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY
MC-3500 TECHNICAL SPECIFICATION
NTS
90.0" (2286 mm)
ACTUAL LENGTH
86.0" (2184 mm)
INSTALLED
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 61.7 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.617
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 = 2,391 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 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 = 1829 sq ft
D) Actual Flat Surface Area AActual = sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
12" CoFC Bioretention Sand 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
June 25, 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.xlsm, RG 6/25/2019, 10:19 AM
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
June 25, 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.xlsm, RG 6/25/2019, 10:19 AM
BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL
CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS.
CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED
FOR PIPE SIZES GREATER THAN 10" (250 mm)
THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHTEST POSSIBLE FOR THE PIPE SIZE.
LOWER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING RIB
VALLEY
STIFFENING RIB
B
C
77.0"
(1956 mm)
45.0"
(1143 mm)
25.7"
(653 mm)
FOOT
77.0"
(1956 mm)
45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
UPPER JOINT CORRUGATION
22.5"
(571 mm)
INSTALLED
INSERTA TEE DETAIL
NTS
INSERTA TEE
CONNECTION
CONVEYANCE PIPE
MATERIAL MAY VARY
(PVC, HDPE, ETC.)
PLACE ADS GEOSYNTHETICS 315 WOVEN
GEOTEXTILE (CENTERED ON INSERTA-TEE
INLET) OVER BEDDING STONE FOR SCOUR
PROTECTION AT SIDE INLET CONNECTIONS.
GEOTEXTILE MUST EXTEND 6" (150 mm)
PAST CHAMBER FOOT
INSERTA TEE TO BE
INSTALLED, CENTERED
OVER CORRUGATION
SECTION A-A SIDE VIEW
A
A
DO NOT INSTALL
INSERTA-TEE AT
CHAMBER JOINTS
NOTE:
PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS.
CONTACT STORMTECH FOR MORE INFORMATION.
CHAMBER MAX DIAMETER OF
INSERTA TEE
HEIGHT FROM BASE OF
CHAMBER (X)
SC-310 6" (150 mm) 4" (100 mm)
SC-740 10" (250 mm) 4" (100 mm)
DC-780 10" (250 mm) 4" (100 mm)
MC-3500 12" (300 mm) 6" (150 mm)
MC-4500 12" (300 mm) 8" (200 mm)
INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS
GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON
(X)
MC-SERIES END CAP INSERTION DETAIL
NTS
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
12" (300 mm)
MIN SEPARATION
12" (300 mm) MIN INSERTION
MANIFOLD HEADER
MANIFOLD STUB
STORMTECH END CAP
12" (300 mm)
MIN SEPARATION
12" (300 mm)
MIN INSERTION
MANIFOLD HEADER
MANIFOLD STUB
5 5
Northfield
LID Facility A1
03/13/2019 JC
LID Facilities A2, B2, & B3
PART#06N12ST35IP
INSERTA TEE TO BE CENTERED
ON CORRUGATION CREST
MC-3500 6" INSPECTION PORT DETAIL
NTS
6" (150 mm) ADS N-12
HDPE PIPE
CONCRETE COLLAR
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
24" (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORY PRE-CORED END CAP
PART #: MC3500IEPP24BC
TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN
GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
CATCH BASIN
OR
MANHOLE
COVER PIPE CONNECTION TO END
CAP WITH ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
MC-3500 CHAMBER
MC-3500 END CAP
MC-3500 ISOLATOR ROW DETAIL
NTS
OPTIONAL INSPECTION PORT
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM PURE INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
4 5
Northfield
LID Facility A1
03/13/2019 JC
LID Facilities A2, B2, & B3
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%
FINES OR PROCESSED AGGREGATE.
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU
OF THIS LAYER.
AASHTO M145¹
A-1, A-2-4, A-3
OR
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89,
9, 10
BEGIN COMPACTIONS AFTER 24" (600 mm) OF
MATERIAL OVER THE CHAMBERS IS REACHED.
COMPACT ADDITIONAL LAYERS IN 12" (300 mm)
MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE
DENSITY FOR PROCESSED AGGREGATE
MATERIALS.
B
EMBEDMENT STONE: FILL SURROUNDING THE
CHAMBERS FROM THE FOUNDATION STONE ('A'
LAYER) TO THE 'C' LAYER ABOVE.
CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE
DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm)
AASHTO M43¹
3, 4
A
FOUNDATION STONE: FILL BELOW CHAMBERS
FROM THE SUBGRADE UP TO THE FOOT (BOTTOM)
OF THE CHAMBER.
CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE
DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm)
AASHTO M43¹
3, 4
PLATE COMPACT OR ROLL TO ACHIEVE A FLAT
SURFACE. ² ³
6" (150 mm) MIN
45"
(1140 mm)
24"
(600 mm) MIN*
8'
(2.4 m)
MAX
77" (1950 mm) 12" (300 mm) TYP
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
SUBGRADE SOILS
(SEE NOTE 5)
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
MC-3500
END CAP
12" (300 mm) MIN
9"
(230 mm) MIN
DEPTH OF STONE TO BE DETERMINED
BY DESIGN ENGINEER 9" (230 mm) MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
PERIMETER STONE INCREASE COVER TO 30" (750 mm).
(SEE NOTE 6)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
NO COMPACTION REQUIRED.
3 5
Northfield
LID Facility A1
03/13/2019 JC
LID Facilities A2, B2, & B3
28.00'
*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
PREFABRICATED END CAP B 18" TOP PREFABRICATED END CAP/TYP OF ALL 18" TOP CONNECTIONS 5.00"
MANIFOLD C 18" X 18" TOP, ADS N-12 5.00"
NYLOPLAST (INLET W/ ISO ROW) D 30" DIAMETER (24" SUMP MIN) 14.0 CFS IN
ISOLATOR ROW
(SEE DETAIL)
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
C
B
A
D
010'20'
32.75'
*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"
NYLOPLAST (INLET W/ ISO ROW) C 30" DIAMETER (24" SUMP MIN) 5.7 CFS IN
ISOLATOR ROW
(SEE DETAIL)
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
A
C
010'20'
37.50'
*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
PREFABRICATED END CAP B 18" TOP PREFABRICATED END CAP/TYP OF ALL 18" TOP CONNECTIONS 5.00"
MANIFOLD C 18" X 18" TOP, ADS N-12 5.00"
NYLOPLAST (INLET W/ ISO ROW) D 30" DIAMETER (24" SUMP MIN) 14.4 CFS IN
ISOLATOR ROW
(SEE DETAIL)
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
C
B
A
D
010'20'
Model
J.Claeys
Highland Development Services
18-1000-00
June 17, 2019
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)
Negligible
Endcap
Volume
d
(cu-ft)
Min Installed
Endcap/Aggregate
Volume
e
(cu-ft)
Negligible
Negligible
Negligible
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.
l. Total volume provided in endcaps only (no aggregate storage).
m. Total chamber and endcap storage (not aggregate storage). This number must meet or exceed the required FAA storage volume.
Summary
Treatment Areas
Detention / Landscape Areas (no treatment)
J.Claeys
Highland Development Services
18-1000-00
June 17, 2019
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Totals
NORTHFIELD
LID TREATMENT AREAS EXHIBIT
6/18/19
1" = 100'
N/A
KRB
JTC
18-1000-00
----
1 1
N
W E
S
PROPOSED COMMERCIAL AREA
��
� ��
�1 � ��
Page1
= 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 = 4.9 14.4 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 6/25/2019, 10:37 AM
= 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 = 2.88 9.39 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 6/25/2019, 10:43 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
June 18, 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
C2 C2 0.14 0.53 0.67 12.07 5.00 2.78 9.95 0.09 0.42
C3 C3 0.83 0.25 0.31 5.00 6.12 2.38 9.15 1.39 6.66
C4 C4 0.25 0.70 0.88 8.23 5.00 2.78 9.95 0.51 2.30
C5 C5 1.15 0.73 0.91 5.00 10.21 2.12 7.66 1.02 4.60
C Total 3.67 4.42 20.46
D1 D1 0.58 0.46 0.58 15.37 5.00 2.78 9.95 1.43 5.75
D2 D2 0.65 0.89 1.00 5.00 5.00 2.77 9.95 1.58 6.50
D3 D3 1.30 0.25 0.31 5.00 13.94 1.84 6.70 1.10 5.04
D4 D4 0.16 0.61 0.76 8.39 5.00 2.66 9.95 0.30 1.42
D5 D5 0.43 0.87 1.00 5.03 6.88 2.36 8.82 0.61 2.85
D6 D6 0.10 0.70 0.87 5.87 5.00 2.59 9.95 0.20 0.94
D7 D7 0.09 0.73 0.92 6.38 5.00 2.78 9.95 0.20 0.87
D8 D8 0.72 0.63 0.78 11.58 5.00 2.70 9.95 1.68 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 5.80 10.39 2.06 7.61 1.17 5.42
D12 D12 0.76 0.87 1.00 5.56 5.04 2.67 9.67 1.81 7.37
D13 D13 0.28 0.67 0.83 5.72 5.00 2.78 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 0.90 14.39 5.53 2.61 9.42 0.84 3.80
D Total 9.65 13.57 59.04
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 14.96 1.79 6.49 2.66 12.05
E5 E5 0.58 0.76 0.95 16.18 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 2.78 9.95 0.89 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 13.88 61.43
Overall 58.69 89.84 397.34
June 18, 2019
*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.
DRAINAGE REMARKS
DESIGN
POINT
Runoff Coefficient
Time of
Concentration
Rainfaill Intensity
AREA
(acres)
TRIBUTARY
SUB-BASIN
Peak Runoff
18-1000-00 Rational Calcs (FC).xlsx Page 12 of 12 Highland Development Services
C1 C1 1.296 12.07 0.53 0.69 1.02 0.71
C2 C2 0.135 5.00 0.25 0.03 1.39 0.05
C3 C3 0.830 8.23 0.70 0.58 1.19 0.69
C4 C4 0.254 5.00 0.73 0.18 1.39 0.26
C5 C5 1.150 11.19 0.42 0.48 1.06 0.51
D1 D1 0.578 5.00 0.89 0.52 1.39 0.72
D2 D2 0.654 5.03 0.87 0.57 1.39 0.79
D3 D3 1.301 15.37 0.46 0.60 0.92 0.55
D4 D4 0.164 5.87 0.70 0.11 1.33 0.15
D5 D5 0.427 8.39 0.61 0.26 1.18 0.31
D6 D6 0.102 6.38 0.73 0.08 1.30 0.10
D7 D7 0.088 5.00 0.83 0.07 1.39 0.10
D8 D8 0.719 5.56 0.87 0.62 1.35 0.84
D9 D9 0.607 11.58 0.63 0.38 1.04 0.40
D10 D10 0.157 5.72 0.67 0.10 1.34 0.14
D11 D11 0.883 11.91 0.65 0.57 1.03 0.59
D12 D12 0.762 5.80 0.89 0.68 1.33 0.90
D13 D13 0.275 5.00 0.31 0.09 1.39 0.12
D14 D14 2.496 14.39 0.28 0.70 0.95 0.66
D15 D15 0.436 6.26 0.74 0.32 1.30 0.42
E1 E1 0.480 6.61 0.82 0.39 1.28 0.51
E2 E2 0.664 6.88 0.85 0.57 1.27 0.72
E3 E3 1.554 13.92 0.84 1.30 0.96 1.25
E4 E4 1.955 16.18 0.76 1.49 0.90 1.33
E5 E5 0.584 8.05 0.83 0.49 1.20 0.58
E6 E6 0.564 7.87 0.83 0.47 1.21 0.57
E7 E7 0.753 8.67 0.75 0.56 1.17 0.66
E8 E8 0.598 9.31 0.71 0.43 1.14 0.48
E9 E9 0.394 5.00 0.73 0.29 1.39 0.40
E10 E10 0.243 0.00 0.81 0.20 1.91 0.38
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Design
Point
Sub-basin Area (acres)
1/2 2-yr Peak Runoff
June 26, 2019
Northfield
DEVELOPED 1/2 2-YR PEAK RUNOFF (FOR LID SIZE DETERMINATION)
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 11 of 12 Highland Development Services
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 11.13 0.79 1.03 2.12 2.19 11.13 0.79 1.03 3.62 3.74 8.56 0.99 1.29 8.19 10.57
B3 B3 1.069 8.85 0.72 0.77 2.32 1.79 8.85 0.72 0.77 3.96 3.05 7.96 0.90 0.96 8.40 8.09
B4 B4 1.319 7.99 0.89 1.17 2.41 2.82 7.99 0.89 1.17 4.11 4.82 6.86 1.00 1.32 8.83 11.65
B5 B5 0.505 5.00 0.94 0.47 2.78 1.31 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 0.85 0.44 2.78 1.22 5.00 0.85 0.44 4.87 2.14 5.00 1.00 0.52 9.95 5.17
B7 B7 0.266 5.00 0.88 0.23 2.78 0.65 5.00 0.88 0.23 4.87 1.13 5.00 1.00 0.27 9.95 2.64
B8 B8 0.401 5.11 0.80 0.32 2.76 0.88 5.11 0.80 0.32 4.71 1.51 5.00 1.00 0.40 9.95 3.98
B9 B9 2.286 14.35 0.48 1.10 1.90 2.08 14.35 0.48 1.10 3.24 3.56 12.50 0.60 1.37 7.04 9.67
B10 B10 0.479 5.00 0.69 0.33 2.78 0.92 5.00 0.69 0.33 4.87 1.62 5.00 0.87 0.41 9.95 4.13
B11 B11 2.471 10.52 0.78 1.94 2.17 4.21 10.52 0.78 1.94 3.70 7.18 7.99 0.98 2.42 8.40 20.35
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 0.89 0.34 2.78 0.95 5.00 0.89 0.34 4.87 1.66 5.00 1.00 0.38 9.95 3.81
B14 B14 0.361 5.00 0.87 0.31 2.78 0.87 5.00 0.87 0.31 4.87 1.53 5.00 1.00 0.36 9.95 3.59
B15 B15 0.888 6.01 0.84 0.74 2.64 1.96 6.01 0.84 0.74 4.50 3.35 5.67 1.00 0.89 9.36 8.31
B16 B16 0.541 5.00 0.93 0.50 2.78 1.40 5.00 0.93 0.50 4.87 2.45 5.00 1.00 0.54 9.95 5.38
B17 B17 0.354 5.00 0.84 0.30 2.78 0.83 5.00 0.84 0.30 4.87 1.45 5.00 1.00 0.35 9.95 3.53
B18 B18 0.431 8.19 0.70 0.30 2.39 0.72 8.19 0.70 0.30 4.07 1.22 6.18 0.87 0.38 9.12 3.43
B19 B19 0.430 7.96 0.72 0.31 2.41 0.74 7.96 0.72 0.31 4.11 1.27 5.89 0.90 0.39 9.25 3.57
B20 B20 2.943 20.85 0.36 1.07 1.57 1.68 20.85 0.36 1.07 2.69 2.86 19.13 0.45 1.33 5.75 7.65
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 2.78 0.09 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 0.254 5.00 0.73 0.18 2.78 0.51 5.00 0.73 0.18 4.87 0.90 5.00 0.91 0.23 9.95 2.30
C5 C5 1.150 11.19 0.42 0.48 2.12 1.02 11.19 0.42 0.48 3.61 1.73 10.21 0.52 0.60 7.66 4.60
D1 D1 0.578 5.00 0.89 0.52 2.78 1.43 5.00 0.89 0.52 4.87 2.52 5.00 1.00 0.58 9.95 5.75
D2 D2 0.654 5.03 0.87 0.57 2.77 1.58 5.03 0.87 0.57 4.73 2.70 5.00 1.00 0.65 9.95 6.50
D3 D3 1.301 15.37 0.46 0.60 1.84 1.10 15.37 0.46 0.60 3.13 1.89 13.94 0.58 0.75 6.70 5.04
D4 D4 0.164 5.87 0.70 0.11 2.66 0.30 5.87 0.70 0.11 4.53 0.52 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 2.78 0.20 5.00 0.83 0.07 4.87 0.35 5.00 1.00 0.09 9.95 0.87
D8 D8 0.719 5.56 0.87 0.62 2.70 1.68 5.56 0.87 0.62 4.60 2.87 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 5.80 0.89 0.68 2.67 1.81 5.80 0.89 0.68 4.55 3.09 5.04 1.00 0.76 9.67 7.37
D13 D13 0.275 5.00 0.31 0.09 2.78 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
E4 E4 1.955 16.18 0.76 1.49 1.79 2.66 16.18 0.76 1.49 3.06 4.55 14.96 0.95 1.86 6.49 12.05
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 2.78 0.89 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 2.78 0.89 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
Overall 58.84 89.93 154.23 398.02
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:
Design
Point
Sub-basin Area (acres)
J.Claeys
Highland Development Services
18-1000-00
June 26, 2019
2-yr Peak Runoff
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 10 of 12 Highland Development Services
Impervious
C100
AREA
(acres)
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
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 8 of 12 Highland Development Services
POINT
Sub-basin
%
Impervious
C2-10
AREA
(acres)
tt
(min)
OVERALL SLOPE
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
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 6 of 12 Highland Development Services
Overall 2,504,876 57.504 645,813 521,700 309,372 0 1,027,991 55.6% 0.66 0.83
18-1000-00 Rational Calcs (FC).xlsx Page 5 of 12 Highland Development Services
BASINS:
Highland Development Services
% 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
June 26, 2019
Land Use
Paved
Roof
Walks
Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual
Gravel/Pavers
Lawns
(Heavy, 2-7% Slope)
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Weighted %
Impervious
Apaved COMPOSITE
(sq feet)
Aroof
(sq feet)
Awalk
(sq feet)
Agravel/pavers
(sq feet)
Alawn
(sq feet)
18-1000-00 Rational Calcs (FC).xlsx Page 4 of 12 Highland Development Services
(ft)
SLOPE
(ft/ft)
Table RO-2 VELOCITY
(ft/s)
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 2 of 12 Interwest Consulting Group
18-1000-00 Rational Calcs (FC).xlsx Page 1 of 12 Interwest Consulting Group
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
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
6/26/19
1" = 50'
N/A
KRB
JTC
18-1000-00
----
14 95
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. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT.
9. REFERENCE SHEETS 86 - 87 FOR EROSION CONTROL DETAILS.
10. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT.
11. 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).
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.
NTS
N
W E
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
6/26/19
1" = 50'
N/A
KRB
JTC
18-1000-00
----
13 95
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. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT.
9. REFERENCE SHEETS 86 - 87 FOR EROSION CONTROL DETAILS.
10. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT.
11. 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).
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.
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
L
ot 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
Tract R
(Drainage,
Utility, &
Private Access
Easement)
Pond B2
Tract O
(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. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT.
9. REFERENCE SHEETS 86 - 87 FOR EROSION CONTROL DETAILS.
10. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT.
11. 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
6/26/19
1" = 50'
N/A
KRB
JTC
18-1000-00
----
12 95
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.
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
OVERALL GRADING & DRAINAGE PLAN
6/26/19
1" = 100'
N/A
KRB
JTC
18-1000-00
----
11 95
100-YR FLOODPLAIN (FEMA)
100-YR FLOODWAY (FEMA)
500-YR FLOODPLAIN (FEMA)
100-YR FLOODPLAIN (NECCO)
100-YR FLOODWAY (NECCO)
PA9 5.62 5.62 5.62 0.93 1.16
Analysis begun on: Tue Jun 25 07:59:50 2019
Analysis ended on: Tue Jun 25 07:59:52 2019
Total elapsed time: 00:00:02
Page 8
PD9 CONDUIT 1.75 0 05:59 2.17 0.37 1.00
PE1 CONDUIT 3.81 0 05:59 2.27 0.22 1.00
PE2 CONDUIT 8.10 0 05:59 3.05 0.22 1.00
PA9 CONDUIT 31.41 0 00:48 6.40 2.76 1.00
PD5 CONDUIT 20.68 0 00:41 5.51 0.88 0.72
PD6 CONDUIT 20.15 0 00:41 5.50 0.85 0.70
OutB2 ORIFICE 9.11 0 00:50 1.00
OutA4 ORIFICE 5.92 0 01:47 1.00
OutA3 ORIFICE 6.39 0 01:47 1.00
OutB3 ORIFICE 2.68 0 03:17 1.00
OutB1 ORIFICE 4.31 0 01:52 1.00
OutD1 ORIFICE 1.20 0 05:54 1.00
Page 7
Page 6
IB7 JUNCTION 5.63 3.587 1.113
IB8 JUNCTION 5.64 3.766 1.134
IB9 JUNCTION 0.04 0.328 2.972
IC2 JUNCTION 4.86 0.639 2.161
IC3 JUNCTION 4.56 0.803 2.397
IC4 JUNCTION 4.95 0.881 2.619
IE1 JUNCTION 0.07 0.112 3.588
IE2 JUNCTION 0.56 0.281 3.619
MHA1 JUNCTION 0.78 3.083 0.617
Page 5
ID3 JUNCTION 0.89 19.94 0 00:40 0.00837 0.243 0.001
ID4 JUNCTION 0.88 20.79 0 00:40 0.00808 0.252 -0.019
IE1 JUNCTION 0.00 2.98 0 05:59 0 0.158 0.410
IE2 JUNCTION 0.00 9.53 0 05:59 0 0.164 0.371
MHA1 JUNCTION 0.00 26.17 0 00:40 0 0.285 0.469
MHA2 JUNCTION 0.00 39.91 0 00:40 0 0.421 1.950
MHA3 JUNCTION 0.00 39.91 0 00:40 0 0.411 2.436
MHA5 JUNCTION 0.00 31.41 0 00:48 0 0.804 0.340
MHB1 JUNCTION 0.00 37.50 0 00:40 0 0.443 2.474
Page 4
MHB4 JUNCTION 6.56 7.42 4952.16 0 06:00 7.42
MHB6 JUNCTION 4.16 5.41 4953.17 0 00:55 5.38
MHC1 JUNCTION 2.03 2.42 4956.02 0 02:57 2.40
MHC2 JUNCTION 2.29 2.71 4956.03 0 03:00 2.69
MHD1 JUNCTION 0.31 1.62 4953.85 0 00:40 1.58
MHD3 JUNCTION 1.24 1.74 4949.84 0 00:42 1.57
MHD4 JUNCTION 1.73 2.04 4949.56 0 02:25 2.04
OA2 JUNCTION 5.44 9.59 4953.86 0 03:17 6.33
OA3-Stage1 JUNCTION 5.82 10.99 4954.88 0 03:17 6.70
Page 3
A18 3.66 0.00 0.00 1.63 0.55 1.48 2.03 0.17
9.66 0.554
C2 3.66 0.00 0.00 1.68 0.00 2.05 2.05 0.01
1.13 0.559
C5 3.66 0.00 0.00 1.42 0.82 1.42 2.24 0.07
5.14 0.611
D3 3.66 0.00 0.00 0.84 1.99 0.80 2.79 0.19
Page 2
Minimum Time Step : 0.50 sec
Average Time Step : 0.88 sec
Maximum Time Step : 30.00 sec
Page 1
OUTPUT
C 6.3 21507
;
;Pond D
D Storage 0 0
D .38 1012
D 0.88 4921
D 1.38 8676
D 1.88 12125
D 2.38 19373
D 2.88 29562
D 3.38 42361
D 3.88 52334
Page 7
;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
;
Page 6
OP-MHA4 RECT_OPEN 5 10 0 0 1
OP-MHA6 RECT_OPEN 4 10 0 0 1
OP-MHA7 RECT_OPEN 3 10 0 0 1
OP-MHB2 RECT_OPEN 3 10 0 0 1
OP-MHB5 RECT_OPEN 5 10 0 0 1
PA1 CIRCULAR 3 0 0 0 1
PA10 CIRCULAR 2.5 0 0 0 1
PA11 CIRCULAR 2.5 0 0 0 1
PA12 CIRCULAR 2.5 0 0 0 1
PA13 CIRCULAR 2 0 0 0 1
Page 5
PA15 MHA7 OA4-Stage1 23 .016 0 0 0 0
PA16 OA4-Stage2 Out2 65 .016 0 0 0 0
PA17 OA3-Stage2 Out1 60 .016 0 0 0 0
PA2 IA2 MHA1 8 .016 0 .5 0 0
PA3 MHA1 MHA2 96 .016 0 0 0 0
PA4 IA3 MHA2 138 .016 0 0 0 0
PA5 MHA2 MHA3 210 .016 0 0 0 0
PA6 MHA3 MHA4 137 .016 0 0 0 0
Page 4
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 12 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
MHD1 4952.23 5.7 0 0 0
MHD3 4948.10 6.0 0 0 0
MHD4 4947.52 4.9 0 0 0
OA2 4944.27 3.7 0 8 0
Page 3
;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil
;;-------------- ---------- ---------- ---------- ---------- ----------
B1 3.0 0.5 6.48 7 0
B2 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
B10 3.0 0.5 6.48 7 0
Page 2
B11 CoFC_100-yr IB8 2.2 73 155 0.5 0
B12 CoFC_100-yr VB2 .41 1.5 191 0.5 0
B17 CoFC_100-yr IB9 2.53 83.0 159 0.5 0
B18 CoFC_100-yr IB11 0.43 60.9 52 0.5 0
B19 CoFC_100-yr IB10 0.43 63.8 52 0.5 0
B20 CoFC_100-yr VB1 2.94 14.4 173 0.5 0
Page 1
INPUT
PB11
PB12
PB13
PB14
PB15
PB16
PB17
PB18
PB19
PB2
PB20
PB3
PB4
PB5
PB6
PB7
PB8
PB9
PC1
PC2
PC3
PC4
PC5
PC6
PC7
PD1
PD2
PD3PD4
PD7
PD8
PD9
PE1
PE2
PA9
PD5 PD6
OutB2
OutA4
OutA3
OutB3
OutB1
OutD1
OutC1
IA1 IA2
IA3
IA4
IA5
IA6
IB1
IB10 IB11
IB2
IB3
IB4
IB5
IB6
IB7
IB8
IB9
IC1
IC2
IC3
IC4
ID1
ID2 ID3 ID4
IE1
IE2
MHA1
MHA2
MHA3
MHA5
MHB1
MHB3
MHB4
MHB6
MHC1
MHC2
MHD1 MHD3
MHD4
OA2 OA3-Stage1
OA3-Stage2
OA4-Stage1
OA4-Stage2
OB1-Stage1
OB2-Stage2Stage1 OB1-
OB2-Stage2
OB3-Stage1
OB3-Stage2
OC1
OD1
MHD2
Out1 Out2
Out3
MHB2
MHA4
MHB5
MHA7
MHA6
OA1
VB3
VB2
VB1
VA2
VA1
VC1
VD1
CoFC_100-yr
03/11/2019 00:05:00
SWMM 5.1 Page 1
BASIN ID
TRIBUTARY
SUB-BASINS
AREA
(acres)
AREA
(sq ft)
18-1000-00 Rational Calcs (FC).xlsx Page 1 of 1 Highland Development Services
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
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