HomeMy WebLinkAboutHARMONY & STRAUSS CABIN CONVENIENCE SHOPPING CENTER (FORMERLY HARMONY & I-25 NORTH) - FDP - FDP150030 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTProject Development Plan (PDP)
Final Drainage Report
for
Harmony & Strauss Cabin Convenience
Shopping Center Subdivision Filing No. 1
submitted to:
City of Fort Collins,
Colorado
August 19, 2015
760 Whalers Way
Bldg C, Suite 200
Fort Collins, CO 80525
970.226.0557 main
303.595.9103 metro
970.226.0204 fax
ideas@tstinc.com
www.tstinc.com
August 19, 2015
Mr. Mark Taylor, P.E., CFM
City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
Re: Project Development Plan (PDP) for Harmony & Strauss Cabin
Convenience Shopping Center Subdivision Filing No. 1
Project No. 993.0004.00
Dear Mr. Taylor:
We are pleased to submit this Final Drainage Report for the Harmony & Strauss
Cabin Convenience Shopping Center Subdivision Filing No. 1. This report focuses
on the Convenience Shopping Center area where the first phase of development
on this overall site is planned. This report analyzes the developed stormwater
runoff from the project and provides stormwater infrastructure and water quality
management for runoff. The Harmony & Strauss Cabin Convenience Shopping
Center project area is within the Limits of Development shown on the ODP and is
located within the flood fringe (floodplain) and proposes some utility tie-in work and
some cut grading work within the floodway. We recognize that a no-rise
certification will be required for any work proposed and completed within the
floodway.
This report has been prepared based on the City of Fort Collins Stormwater Criteria
Manual and complies with the PDP submittal requirements for a final drainage
report.
Respectfully,
TST, INC. CONSULTING ENGINEERS
Heather McDowell, P.E. Eric M. Fuhrman, P.E.
HEM/EMF/jrm
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
TABLE OF CONTENTS
Page
1.0 Introduction
1.1 Scope and Purpose ................................................................................................... 1
1.2 Project Location and Description ............................................................................... 1
1.3 Previous Studies ........................................................................................................ 3
1.4 Limitations of Future Projections................................................................................ 3
2.0 Historic/Existing Conditions ........................................................................................ 3
3.0 Developed Conditions Plan
3.1 Design Criteria for Hydrologic Analysis ...................................................................... 7
3.2 Drainage Plan Development ...................................................................................... 8
3.2.1 Street Capacity ................................................................................................. 9
3.2.2 Inlet Design ....................................................................................................... 9
3.2.3 Storm Sewer Design ....................................................................................... 10
3.2.4 Channel Design .............................................................................................. 10
3.2.5 Riprap Design ................................................................................................. 11
3.2.6 Detention Pond Design ................................................................................... 11
3.3 Low Impact Development ........................................................................................ 13
3.4 Floodplain Management .......................................................................................... 14
4.0 Conclusion ..................................................................................................................... 17
5.0 References ..................................................................................................................... 18
Figures
Figure 1. Vicinity Map.................................................................................................................. 2
Figure 2. Gravel Pit Information .................................................................................................. 5
Figure 3. Outfall to the Poudre River ........................................................................................... 6
Figure 4. Four-Step Process for Stormwater Quality Management ........................................... 13
Appendices
Appendix A: Rational Method Hydrologic Analysis
Appendix B: Street Capacity and Inlet Analysis
Appendix C: Storm Sewer Design
Appendix D: Channel Design
Appendix E: Riprap Design
Appendix F: Detention Pond Design
Appendix G: Low Impact Development
Appendix H: FIRM Maps and Original Floodplain Workmap
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1.0 Introduction
1.1 Scope and Purpose
This report has been developed in accordance with the City of Fort Collins Stormwater Criteria
Manual requirements and complies with Project Development Plan (PDP) submittal
requirements which present the results of a final drainage analysis for the CONVENIENCE
SHOPPING CENTER area of the Harmony & Strauss Cabin Subdivision Filing No. 1 project.
1.2 Project Location and Description
The overall Harmony & Strauss Cabin development is a 266-acre site located at the southwest
quadrant of Harmony Road and Interstate 25 in the west half of Section 3, Township 6 North,
Range 68 West. The site is generally bounded by the following roadways: Strauss Cabin Road
on the west, Harmony Road on the north, I-25 on the east and Kechter Road on the south.
Surrounding properties include: the Arapaho Bend Natural Area and the Harmony Road
Transportation Transfer Center on the north side of Harmony Road, Island Lake Marina and the
Eagle View Natural Area on the south side of Kechter Road, the Chandler property (now under
Nine Bridges, LLC ownership) west of Strauss Cabin Road, the Mountain Life Church and the
Budurus properties located along Strauss Cabin Road further to the south. East of the property
is the interstate and the Town of Timnath.
The Fossil Creek Reservoir Inlet Ditch (FCRID) and the Boxelder Ditch are located along the
western side of the overall site with the FCRID being further to the west. The Boxelder Ditch
crosses Strauss Cabin Road and enters the site approximately 1700’ south of Harmony Road.
The CONVENIENCE SHOPPING CENTER project is a commercial development situated on
approximately 18 acres and is located at the corner of Strauss Cabin Road and Harmony Road
in the area west of the half-foot floodway boundary. The CONVENIENCE SHOPPING CENTER
project area is specifically located outside of the half-foot floodway and is not proposing to
make any adjustments or changes to the location of the floodway at this time.
This development is located within the Cache la Poudre watershed and City of Fort Collins
Poudre River drainage basin. This project site sits within the FEMA regulated floodway and
floodplain, per FEMA FIRM Maps 08069C0994F & 08069C1013F, dated December 19, 2006.
The floodplain and floodways lines are shown in Figure 1 on the next page.
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Figure 1. Vicinity Map
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1.3 Previous Studies
• WEITZEL POND #1 Drainage Report for Harmony & Strauss Cabin
• ODP Drainage Report for Harmony & Strauss Cabin
• North I-25 EIS, August 2011
• Poudre River Drainage Basin Master Plan
1.4 Limitations of Future Projections
The analysis and proposed stormwater improvements contained in this study are for the
CONVENIENCE SHOPPING CENTER project area only and only account for future
development areas adjacent to the CONVENIENCE SHOPPING CENTER site where
developed flows are routed towards the storm infrastructure we are planning for and designing
now. In addition, the stormwater improvements for this site are based on the development of a
“pad ready” site, which means that the specific building footprints, specific building uses and/or
tenants have not yet been determined. The amount of building square footage has been
assumed for this site and is subject to change. However, we believe we have been relatively
conservative in estimating the added imperviousness to this site because of the site layout
constraints, and thus, have included the largest possible building and parking lot footprints
allowable for this site.
The grading and drainage plan provided herein assume that the WEITZEL POND #1 project
has progressed and has filled the portion of the Existing Gravel Pond #1 shown in the
WEITZEL POND #1 plans.
Stream stability analysis, open water and wetlands mitigation are beyond the scope of this
report and will be addressed separately or in a subsequent design report.
2.0 Historic/Existing Conditions
Historically and prior to the 1980’s, this area was grasslands and utilized for farming. Since the
early 1980’s, this property had been mined for gravel. Starting in 1981, the Stute Pit (located
within the Harmony Gardens parcel) was mined for sand and gravel for the construction
industry. Subsequently in the later 1980’s and into the 1990’s, the Weitzel Pits and then the
Wellington Downs Pit were also mined for sand and gravel. With the exception of the Harmony
Gardens parcel and the constructed pad site at the Harmony Road and Strauss Cabin
intersection (the CONVENIENCE SHOPPING CENTER project area), a great majority of this
property was mined for gravel. See Figure 2 for gravel pit locations and information.
Today, the Stute Pit is a lined and state certified reservoir. This reservoir provides irrigation
water for the Harmony Gardens tree nursery. The Wellington Downs Pit is also a lined and
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Subdivision Filing No. 1 PDP Final Drainage Report
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state certified reservoir.
The Weitzel Pits are simply inactive gravel mine pits that have become ponds due to the
watertable elevation in the area. The west pit (denoted as Ex. Gravel Pond #1), the largest of
the Weitzel Pits, has top of bank elevations that vary from 4838 to 4849 (NAVD 1988), and a
varying bottom of pit elevation, with the lowest approximate elevation at 4823. The groundwater
surface in this pit is at an approximate 4838 elevation, resulting in a maximum water depth of
15’. The other two Weitzel Pits, denoted as Ex. Gravel Pond #2 and #3 are configured similarly,
although the groundwater elevation appears to be closer to 4837 elevation.
According to the Natural Resources Conservation Service (NRCS) the project site is
characterized by Type B and C soils. Existing slopes within the existing gravel pits/ponds vary
from 1:1 to 4:1. The NRCS soils data for this site can be found in the Appendix.
Because of the past mining activities on the site, the historic drainage patterns have been
modified somewhat because the old gravel pits now act as large retention basins for stormwater.
Table 1 shows the previously surveyed groundwater elevations for each pond and the lowest top
of bank elevations. Note that the groundwater surface elevation in Pond #1 is above the lowest
top of bank elevation. This pond has been observed to spill into Pond #2 across the embankment
between #1 and #2 along a path that is approximately 20’ wide.
The southeastern finger of Pond #2 this is where this pond would overtop and spill south into an
adjacent drainage way in a significant storm event. The drainage way that originates at the
south finger of #2 follows the east property boundary between the interstate and the Wellington
Downs pit. The drainage way outlets into two culverts under Kechter Road and this is assumed
to be the historic stormwater release location for this site. Please refer to Figure 3 for the outfall
route to the Poudre River.
Table 1.
Pond ID
Groundwater Surface
Elevation
Top of Bank Elevation
Ex. Gravel Pond #1 4838.23 4837.53
Ex. Gravel Pond #2 4837.12 4837.48
Historic stormwater runoff rates from this site have been calculated based upon the site as it
was prior to mining activities.
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Figure 2. Gravel Pit Information
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Figure 3. Outfall to the Poudre River
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3.0 Developed Conditions Plan
3.1 Design Criteria for Hydrologic Analysis
The drainage plan presented in this report has been developed in accordance with the City of
Fort Collins Stormwater Criteria Manual and the City of Fort Collins submittal requirements for a
Project Development Plan (PDP). The drainage plan presented is based upon the allowable
developed stormwater release rates prescribed for the Poudre River drainage basin, that being
the 2-year historic rate.
The drainage basin presented in this report is less than 90 acres, therefore, the method used to
analyze drainage for this project will be the Rational Method. Runoff calculations for both the 2-
year and 100-year storms will be presented here.
The Rational Method is given by:
Q = C(Cf)IA where
• Q is the maximum rate of runoff in cfs
• C is the runoff coefficient
• Cf is the runoff coefficient frequency factor adjustment
• I is the rainfall intensity in inches per hour for a storm duration equal to the time of
concentration
• A is the total area of the basin in acres
The runoff coefficient C has different values depending on the design storm recurrence interval.
The runoff coefficient is also dependent on land use or surface characteristics/imperviousness.
Runoff coefficients were assigned using Table RO-11 from the Fort Collins Stormwater Criteria
Manual. The frequency factor adjustment, Cf, varies depending on the storm frequency and can
be found in Table RO-12 of the Fort Collins Stormwater Criteria Manual.
The rainfall intensity is selected from Rainfall Intensity Duration Frequency Curves for the City of
Fort Collins (Tables RA-7 through RA-9 of the Fort Collins Stormwater Criteria Manual).
In order to utilize the Rainfall Intensity Duration Curves, the time of concentration is required. The
following equation is used to determine the time of concentration
tc = ti + tt where
• tc is the time of concentration in minutes
• ti is the initial or overland flow time in minutes
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• tt is the conveyance travel time in minutes
The initial or overland flow time is calculated with the UDFCD equation:
( )
0.33
f
i S
t 1.87 1.1 * C D
− C
=
3.2 Drainage Plan Development
The CONVENIENCE SHOPPING CENTER project is proposed to be a commercial site, with a
variation of land uses including restaurants, retail and office establishments. These uses are
accompanied by parking areas and a new public roadway to access the site. A Neighborhood
Commercial land use is located within Lot 1 (6.4 acres) of the Final Plat and an extension of
similar land uses is found within Lot 2 (3.3 acres) of the Final Plat. Surrounding Outlots shown
on the Final Plat are reserved for future development, except for Outlot A, which is a 3.3 acre
parcel along Harmony Road (north of Lot 1) that is reserved for a future drainage channel that
will be needed to convey the offsite flows from the north.
The offsite flows from the north are a result of the Poudre River split flow condition during a
major storm event, where stormwater overtops the banks of the river and flows south toward
this project site. The anticipated amount of stormwater flow that overtops Harmony Road and
onto this project site in a major storm event is 4000 cfs. Thus, Outlot A, which varies in width
from about 130-170’, anticipates a channel with varying dimensions, but generally include a
bottom width of 100’, varying side slopes and 6-7’ of depth.
Basin N-1, as shown on the Drainage Plan, is located along Harmony Road where the future
drainage channel will be located. The grading plan for this CONVENIENCE SHOPPING
CENTER site only proposes an interim drainage bio-swale to direct local stormwater flows
around the site, but does not propose any ultimate grading or changes to this area because it is
being reserved for the future channel to be designed at a future date.
Basins N-2 and N-16 are basins that incorporate Strauss Cabin Road. Basin N-15 incorporates
Harmony Road and Strauss Cabin Road. Basin N-15 has been analyzed for the interim
condition on the west side of Strauss Cabin Road where the west side of the road remains as-is
and is not improved. Basin N-15 has also been analyzed for the ultimate condition where
Strauss Cabin Road is improved on the west side and more developed runoff makes its way to
the low point and inlet south of Hacienda Drive.
Basins N-3 through N-14 and N-17 through N-19 are onsite basins that basically include
parking areas and building footprints. These basins all provide a similar design pattern for
stormwater runoff, that being from the buildings to the pavement areas. Basins N-5, N-6, N-9,
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and N-11 include a rain garden at the low point of the basin. Basins N-2, N-5, N-6, N-7, N-8, N-
9, N-11, N-12, N-13, N-14, N-16, and N-17 all incorporate permeable pavers within either
parking areas or sidewalks.
3.2.1 Street Capacity
Street capacity was analyzed in two areas for this project. The first being along Strauss Cabin
Road on the east side where ultimate roadway improvements are proposed between Harmony
Road and Road A, and the second being at the low point of the roadway on Hacienda Drive.
Table ST-2 and ST-3 in the City of Fort Collins Stormwater Criteria Manual state inundation
standards for the minor and major storms. These standards are summarized in the table below
for the two roadway classifications for this project site.
Table 2.
Street ID Street Classification Minor Storm (2-yr)
requirements
Major Storm (100-yr)
requirements
Strauss Cabin Road 2-Lane Arterial No curb-overtopping,
flow spread must
leave at least 12’ wide
travel path in each
direction
Depth of water must
not exceed bottom of
median gutter, 12”
max depth at gutter
flowline, flow must be
contained within
ROW.
Hacienda Drive Minor Collector No curb-overtopping,
flow spread must
leave at least a 6’
wide travel path on
each side of the street
Depth of water at
street crown 6” max,
12” max depth at
gutter flowline, flow
must be contained
with ROW.
The streets meet the applicable requirements and will function below the allowed capacities.
The results of the street capacity analysis can be found with supporting calculations in
Appendix B.
3.2.2 Inlet Design
Street capacities and Inlets have been analyzed using the Urban Drainage UD-Inlet
spreadsheet, version 3.1. CDOT Type R inlets are proposed to collect runoff in Basins N-4, N-
12, N-13, N-14, N-16, N-17 and N-18. Type R inlets have been placed at the low points of each
of these basins where infall, vertical curb and gutter is located and have been analyzed for a
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“sump” condition.
CDOT Type 13 Combination inlets are proposed to collect runoff in Basins N-7 and N-19.
Combination inlets have been chosen at these locations due to space constraints behind the
curb.
CDOT Type C Area inlets are proposed to collect 100-year overflow runoff in the rain gardens,
Basins N-5, N-6, N-9, and N-11. A CDOT Type D Area inlet is proposed at the low point in
Basin N-15 (interim condition only).
A concrete sidewalk culvert is proposed to convey runoff from the parking lot area in Basin N-3
to the interim swale in Basin N-1. This concrete sidewalk culvert is to be constructed to meet
the City of Fort Collins Stormwater Detail D-12, with a 4’ wide, 8.5” deep conveyance.
The results of the inlet and sidewalk culvert analysis are provided in Appendix B.
3.2.3 Storm Sewer Design
Storm sewer pipes have been analyzed using UDSEWER 2009, version 1.4. The pipes have all
been sized to ensure that the hydraulic grade lines remain below the flowline elevation at inlets
and below rim elevations at manholes.
All storm pipes on this project site are connected as a part of a single system to convey
roadway and parking lot runoff into a series of storm pipes the direct the flow to the existing
Weitzel Pond #1 at the southeast corner of the project site. The Weitzel Pond #1 is an existing
groundwater fed pond and will also function as the detention basin (along with Existing Gravel
Ponds #1 and #2) for detaining stormwater flows.
The approximate groundwater elevation in the Weitzel Pond #1 is 4838. This elevation is based
upon field surveying shots and observations over the last couple of years. The tailwater
elevation input into the UDSEWER model is 4838.40, assuming some potential additional
elevation for additional stormwater flows from swales C-C and D-D.
The results of the storm sewer analysis is provided in Appendix C.
3.2.4 Channel Design
Proposed channels and swales at this project site have been analyzed using Bentley
Flowmaster V8i, Select Series 1 software. These swales have been designed to include 1’ of
freeboard above the normal water depth in the channel.
Swale A-A is a temporary swale along the west side of Strauss Cabin Road that is intended to
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convey roadside runoff to an area inlet on the west side of the road.
Swales B-B and C-C are located in Basin N-1 as a temporary conveyance for stormwater flows
around the site to the Weitzel Pond #1 (detention basin). Swale B-B has a 0.50% slope and a
concrete bottom. Swale C-C has a minimum 1.00% slope and is intended to be a bio-swale,
with a subsurface media and underdrain that will promote infiltration. The bio-swale design is
discussed in more detail in Section 3.3
Swale D-D is located in Basin N-19 and conveys flows within that basin toward the Weitzel
Pond #1 (detention basin).
Swale E-E is actually an irrigation lateral and has been included here simply to show the
amount of irrigation water that can be conveyed in the lateral that has been designed with a 2’
wide bottom, 2:1 side slopes, a normal water depth of 1’, and minimum swale depth of 1.6’.
The results of the channel design are provided in Appendix D.
3.2.5 Riprap Design
Riprap has been proposed at the pipe outlet into the Weitzel Pond #1. Although the
approximate groundwater elevation is 4838 at this location and the pipe outlet and riprap are
anticipated to be underwater during an average day scenario, the groundwater in that pond may
be lowered at any given time due to future construction activities at this site, so riprap has been
proposed in this area as a ground stabilization measure.
The results of riprap sizing is provided in Appendix E.
3.2.6 Detention Pond Design
As with the WEITZEL POND #1 site, the remaining portion of the Existing Gravel Pond #1 and
Existing Gravel Pond #2 will be utilized as a detention and water quality basin for stormwater
runoff from the CONVENIENCE SHOPPING CENTER site.
The existing condition for the CONVENIENCE SHOPPING CENTER and WEITZEL POND #1
areas were analyzed to determine the allowable release rate from the site. The 2-yr historic
discharge for this area was determined to be 9.0 cfs, which is the allowed release rate from this
site and is utilized in a mass-balance procedure to determine required volume for detention
There are undeveloped areas adjacent to the CONVENIENCE SHOPPING CENTER site that
also drain toward and into the Existing Gravel Ponds #1 and #2. These basins are denoted as
PDP-S (WEITZEL POND #1 area in its filled state), O-1 (offsite basin west of Strauss Cabin
Road), and O-2 (offsite basin east of the CONVENIENCE SHOPPING CENTER and SOUTH
sites).
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Release from these undeveloped areas amounts to 69.8 cfs. This amount will be treated as a
pass-through flow. The resulting amount of stormwater passing from the detention basin will be
approximately 78.8 cfs (9.0 + 69.8). Stormwater release from the detention basin will be
provided at the existing spillway at the southeastern finger of Existing Gravel Pond #2.
The required amount of stormwater detention for the combined CONVENIENCE SHOPPING
CENTER and WEITZEL POND #1 project areas is 9.64 acre-feet based on the Modified FAA
method for determining detention volumes, plus an additional 20% (City criteria), resulting in
11.57 acre-feet. The area of the Existing Gravel Ponds #1 and #2 will constitute the detention
basin for this project. The storage capacity for that pond is provided below in Table 3.
Table 3.
Pond ID
Surface
Area
Groundwater Surface
Elevation
Detention Surface
Elevation
Total Storage
Ex. Gravel
Pond #1
11.0 acres 4838.23 4838.59 3.96 Ac-ft
Ex. Gravel
Pond #2
14.53 acres 4837.12 4837.64 7.61 Ac-ft
Total Required 11.57 Ac-ft
The required detention water depth in the ponds is 0.36’ and 0.52’, respectively and will require
that the existing spillway location top of bank to be raised to allow for detention capacity. In
order to construct fill in the floodway we will need to provide a no-rise certification and prove
that the new elevations do not exceed historical elevations when the floodplain was mapped. In
this case, the original workmap showing the limits of the floodway and the base flood elevations
will likely be the best source for that original topographical data. A spot elevation indicating
4835.5 located in the vicinity of the proposed improved spillway is shown on that workmap. The
elevations on that workmap are shown in NGVD29 datum, thus the translated elevations to the
NAVD88 datum would be 3.18’ higher, resulting in a spot elevation of 4838.68 in this vicinity.
This workmap is included in the Appendix for reference.
In addition, the detention water surface elevation is still well below the Base Flood Elevations
(BFE) as published on the current FEMA maps, the worst case BFE in that area being 4841.
A WQCV calculation is provided, however, based on conversations with City stormwater staff,
the existing gravel ponds can be used as water quality features for the stormwater releases
from this site. In addition, the permeable pavement areas proposed for this project site are
capable of storing approximately 0.55 ac-ft of WQCV within the sub-structure of those paved
areas.
Regardless, the calculated required WQCV for this site is 1.03 ac-ft, resulting in a total
detention plus water quality pond volume of 12.6 acre-feet (11.57 + 1.03). The WQCV storage
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would increase the water surface elevation by 0.02’.
3.3 Low Impact Development
With the building coverage and parking areas, the amount of new imperviousness introduced to
this site will be fairly high. However, the grading design aims to minimize the “directly connected
impervious area” (DCIA) as much as possible. Strategies to minimize directly connected
impervious areas follow the Four-Step Process for Stormwater Quality Management, as
outlined in Volume 3 of the Urban Storm Drainage Criteria Manual. The four-step process is
shown below.
Figure 4. Four-Step Process for Stormwater Quality Management
Step 1: Runoff Reduction Practices for this project site are planned to include parking lot
drainage toward depressed landscape islands with rain garden media and plantings for filtration
benefit and to extend the time of concentration; and bio-swales located adjacent to parking lot
areas to capture and route stormwater drainage toward the Existing Pond #1 located south of
the site. These bio-swales are intended to be sloped at 2% and may have meandering
alignment to increase the aesthetic and the time of concentration. Porous pavement will also
likely be employed in areas within the parking lots that we aim to “dress up” and provide a
higher level of finish, with the added benefit of stormwater filtration.
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Step 2: BMP’s to Provide WQCV with Slow Release for this project site will employ LID
techniques such as permeable pavement systems, rain gardens and bio-swales within the
project site. In addition, the large Existing Gravel Pond #1 and #2 will act as a sedimentation
basin by allowing for the sediment, fines and pollution suspended in the stormwater to settle out
into the existing groundwater fed ponds. The stormwater outlet for these ponds is located near
the southeast corner of Ex. Gravel Pond #2. The spillway will be improved to provide for a
controlled release and water quality.
The City of Fort Collins criteria for low impact development, as outlined in the Stormwater
Criteria Manual in Volume 3, Chapter 3, are as follows:
• No less than 50% of any newly added impervious area must be treated using one or a
combination of LID techniques, and
• No less than 25% of any newly added pavement areas must be treated using a
permeable pavement technology that is considered and LID technique
Step 3: Stabilized Drainageways will come in the form of seeding, planting and maintaining the
rain gardens and bio-swales created for this project site.
Step 4: Site Specific Source Control BMP’s may include things like proper maintenance of the
permeable pavers, raingardens and bio-swales, absorption of pollutants within the existing
wetlands around the perimeter of the Existing Gravel Ponds.
The areas where the various LID techniques are planned to be utilized on the site are included
in the Utility Plans. LID calculations are included in Appendix G.
3.4 Floodplain Management
The CONVENIENCE SHOPPING CENTER project site sits within the FEMA regulated floodway
and floodplain, per FEMA FIRM Maps 08069C0994F & 08069C1013F, dated December 19,
2006. More specifically, flood zone designations within this project site are as follows:
• Flood Zone AE, FLOODWAY AREA: Flood Zone AE is determined to be a Special Flood
Hazard Area subject to inundation by the 1% annual chance flood. The 1% annual
chance flood has a 1% chance of being equaled or exceeded in any given year. Zone
AE is where base flood elevations have been determined. Floodway areas in zone AE
show the location of the channel of the stream plus any adjacent floodplain areas that
must be kept free of encroachment so that the 1% annual chance flood can be carried
without substantial increases in flood heights.
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• Flood Zone AE, 100-YEAR FLOODPLAIN: Flood Zone AE is determined to be a Special
Flood Hazard Area subject to inundation by the 1% annual chance flood. The 1% annual
chance flood has a 1% chance of being equaled or exceeded in any given year. Zone
AE is where base flood elevations have been determined.
• Flood Zone X, Shaded: Areas of 0.2% annual chance flood.
• Flood Zone X, Unshaded: Areas determined to be outside the 0.2% annual chance
floodplain.
• There exists an approved LOMR-F (Case # 00-08-175A, effective date 12-12-2000)
across a portion of the CONVENIENCE SHOPPING CENTER site. The area of this
LOMR-F is shown on the Drainage Plan. This is an area where fill was placed by a
contractor several years ago. At the time of the fill placement, this project site was not
annexed into the City of Fort Collins and was under Larimer County jurisdiction where fill
was allowed to be placed up to the 1’ floodway line. Now that this site is within the City
of Fort Collins, the fill needs to be removed, prior to any development on this site, where
it encroaches into the ½’ floodway boundary because this fill currently violates the City
requirements that state that no fill is allowed within the ½’ floodway boundary.
• There exists an approved CLOMR (Case # 00-08-182C) across a portion of the
CONVENIENCE SHOPPING CENTER site. The area of the CLOMR is shown on the
Drainage Plan.
• There is also a new LOMR (Case # 14-08-0580P, effective date 12-15-2014) that just
received FEMA approval. This LOMR corrected the floodway and floodplain lines to
align with the original floodplain workmap. Information provided in this LOMR was taken
into consideration when determining the project limits of the CONVENIENCE
SHOPPING CENTER
Chapter 10, Flood Prevention and Protection, of the Fort Collins Municipal Code provided
guidance and limitations for building and development within the floodway and floodplain. Some
of the fundamental flood protection requirements for this project site include:
• Designing and constructing buildings with a lowest finished floor (FF) being 24” above
the FEMA Base Flood Elevation (BFE) as shown on the FEMA FIRM map for the area;
• Building foundation types anticipated for the buildings on this site include slab-on-grade
or crawl space. (Basements are not anticipated for buildings at this project site.) If crawl
space foundation type is utilized then they must be built in accordance with the
requirements of the City of Fort Collins Municipal Code, safety and venting requirements
outlined in Section 10-39, and specific standards for crawl spaces outlined in Section
40;
• Regulatory Floodproof Elevation (RFPE) being 12” above the BFE;
• Structures built within the floodplain (or flood fringe) are required to have an Emergency
Preparedness Plan (ERPP);
• No floatable materials are allowed unless they are properly anchored.
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Page 16
• Floodplain Use Permits and floodproofing information will be required to be submitted
along with Building Permit Applications for all the proposed buildings on this site since
they are all located within the floodplain.
• Elevation or floodproofing certificates will be required before Certificate of Occupancy is
issued for any building.
The FF, BFE, and RFPE elevations for each building on this project site have been determined
and are shown in the table below.
Table 4.
BUILDING FLOOD INFORMATION
BLDG ID
FINISHED
FLOOR
ELEVATION
(FF)
BASE FLOOD
ELEVATION
(BFE)
REGULATORY
FLOOD PROOF
ELEVATION
(RFPE)
MINIMUM
HVAC
ELEVATION
1 4851.20 4848.90 4849.90 4850.90
2 4850.80 4848.70 4849.70 4850.70
3 4850.80 4848.70 4849.70 4850.70
4 4850.35 4848.00 4849.00 4850.00
5 4850.30 4848.20 4849.20 4850.20
6 4850.30 4848.20 4850.20 4850.20
7 4850.80 4847.60 4849.60 4849.60
8 4850.35 4847.40 4849.40 4849.40
9 4850.70 4847.00 4849.00 4849.00
This site is situated outside of any City of Fort Collins regulatory floodways and floodplains.
The “Limits of Development” as shown on the Grading and Drainage Plan are outside of the
half-foot floodway. However, we recognize that a majority of this area still resides within the
100-year floodplain. Land uses proposed within the “Limits of Development” do not include any
critical facilities, essential service critical facilities, hazardous materials facilities, government
services, residential, or mixed-use. All non-residential structures planned to be built within the
“Limits of Development” will be elevated and flood-proofed 2 feet above the 100-year flood
elevations (shown as Base Flood elevations on the FIRM maps.)
With the eventual development of all areas within the ODP project site, floodplain modeling is
anticipated as an integral part of the design process for the planning and layout of this site. The
design team for the site understands that a part of standard course for this project, a
Conditional Letter of Map Revision will need to be submitted and approved by the City and
FEMA to show how the flood may eventually be re-routed and channelized through the site so
as to allow for additional building areas to be created within the overall project area.
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Page 17
4.0 Conclusion
The City of Fort Collins Stormwater Criteria Manual has been used to establish the criteria for a
developed condition runoff plan within the CONVENIENCE SHOPPING CENTER area of the
overall project. This PDP drainage design report has highlighted the following items:
• Project site development is outside of the effective half-foot floodway boundary.
• Reservation of space is provided along Harmony Road for a future drainage channel that
will capture and route the 4000 cfs of offsite flows around the CONVENIENCE
SHOPPING CENTER project development site. The future drainage channel will require a
hydraulic model and CLOMR and this work is anticipated in the future to allow for other
project sites within the ODP to develop.
• Stormwater detention and water quality are provided within the Existing Gravel Ponds #1
and #2. The required amount of detention for the 100-yr storm and WQCV will require
improvements to the existing spillway; however, the improvements are designed to be
below the historical topography in this area.
• LID techniques are planned to be implemented within the site design that include the use
of minimizing directly connected impervious areas. These are rain gardens, bio-swales,
and permeable pavement.
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Page 18
5.0 References
1. City of Fort Collins Stormwater Criteria Manual, Amendments to the Urban Drainage
and Flood Control District Criteria Manual, Adopted December 2011, Last Revision
April 2012.
2. Urban Drainage and Flood Control District Criteria Manual, Volume 3, August 2011
3. Federal Emergency Management Agency, 2006, Flood Insurance Rate Map, Larimer
County, Colorado, Map Number 08069C0994F
4. Federal Emergency Management Agency, 2006, Flood Insurance Rate Map, Larimer
County, Colorado, Map Number 08069C1013F
5. Natural Resources Conservation Services, 2013, Web Soil Survey: Soil Survey Area
Larimer County Area, Version 8, Dec 23, 2013
6. Colorado Division of Reclamation, Mining & Safety website,
http://mining.state.co.us/Pages/Home.aspx
7. Chapter 10 of the Fort Collins Municipal Code, http://colocode.com/fcmunihtml.html
8. LOMR, Case #14-08-0580P, Letter of Map Revision (LOMR-BD) Based on Better
Data on the Cache la Poudre River I-25 Divided Flow Path Southwest of Harmony
Road and Interstate 25, Anderson Consulting Engineers, Effective Date December
15, 2014.
APPENDIX A
Rational Method Hydrologic Analysis
Hydrologic Soil Group—Larimer County Area, Colorado
(ODP Land Uses Area Only)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/27/2014
Page 1 of 4
4485000 4485100 4485200 4485300 4485400 4485500 4485600 4485700 4485800 4485900
4485000 4485100 4485200 4485300 4485400 4485500 4485600 4485700 4485800 4485900
499700 499800 499900 500000 500100 500200 500300 500400
499700 499800 499900 500000 500100 500200 500300 500400
40° 31' 25'' N
105° 0' 13'' W
40° 31' 25'' N
104° 59' 41'' W
40° 30' 53'' N
105° 0' 13'' W
40° 30' 53'' N
104° 59' 41'' 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: 1:4,800 if printed on A portrait (8.5" x 11") sheet.
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: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
22 Caruso clay loam, 0 to 1
percent slope
C 41.6 58.0%
60 Larim gravelly sandy
loam, 5 to 40 percent
slopes
B 1.4 1.9%
64 Loveland clay loam, 0 to
1 percent slopes
C 13.8 19.2%
81 Paoli fine sandy loam, 0
to 1 percent slopes
B 0.5 0.8%
101 Stoneham loam, 1 to 3
percent slopes
B 1.4 1.9%
103 Stoneham loam, 5 to 9
percent slopes
B 3.8 5.3%
105 Table Mountain loam, 0
to 1 percent slopes
B 9.3 13.0%
Totals for Area of Interest 71.8 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado ODP Land Uses Area Only
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/27/2014
Page 3 of 4
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado ODP Land Uses Area Only
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/27/2014
Page 4 of 4
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix A
Developed Runoff
Developed condition runoff was evaluated in accordance with the criteria established by the City
of Fort Collins Stormwater Criteria Manual dated February 26, 2013. Design guidelines and
information were also obtained from the Urban Storm Drainage Criteria Manual (USDCM)
where applicable. A full description of this method is available through those manuals. The
Rational Method computes only the peak flow at a design point and does not provide
hydrograph information.
Rational Method
City of Fort Collins
The Rational Method calculates peak runoff using the equation:
Q = CCfIA
Where: Q = The maximum rate of runoff (cfs)
C = Rational Method Runoff Coefficient for the design storm frequency. City of Fort
Collins runoff coefficients are found in Table 3-3 of the SDDC manual.
Cf = Storm Frequency Coefficient found in Table 3-4 of the SDDC manual.
I = Average intensity of rainfall in inches per hour for a duration equal to the time of
concentration, Tc. City of Fort Collins rainfall intensity data are shown in this
Appendix.
A = Basin Area (acres)
Rational Method Runoff Coefficients, C, are a function of the basin land use and the design
storm frequency. They are listed in Table 3-3 of the Storm Drainage Design Criteria manual.
For basins containing more than one land use, a weighted average runoff coefficient has been
computed.
Time of Concentration, Tc, is the sum of the overland travel time, to, and the channel or
conduit flow time, tt. Time of concentration is used to select the correct rainfall intensity for the
rational method equation.
T c = t i + t t
where: Tc = Time of Concentration (min),
to = Overland Travel Time (min),
tt = Channel or Conduit flow time (min).
Overland Travel Time, to, is computed using the frequency adjusted runoff coefficient and is
applicable to all design storm intervals.
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix A
( ) 3
1
1 . 8 ( 1 . 1 ) 0 . 5
S
t CC f L
o
−
=
Where:
to = Overland Travel Time (min)
C5 = The Rational Method runoff coefficient for the 5 – year storm
L = Length of overland flow (ft), Maximum = 400 feet.
S = Average basin slope (%)
Channel or Conduit Travel Time, tt, is determined from the velocity of flow computed for the
hydraulic properties of the channel, ditch, gutter, pipe or sewer. For the purposes of this report,
the following equation was used:
V
tt 60 L *
=
Where:
tt = Channel or Conduit Travel Time (min)
L = Length of channel or conduit flow (ft)
V = Velocity of flow (fps), determined from Figure 3-2
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix A
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix A
City of Fort Collins
IDF Curves
Duration 2-yr 10-yr 100-yr
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.80
8 2.40 4.10 8.38
9 2.30 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.50 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.30
17 1.75 2.99 6.10
18 1.70 2.90 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.60
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.20
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.40 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.60
30 1.30 2.21 4.52
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2.00 4.08
36 1.15 1.96 4.01
37 1.13 1.93 3.93
38 1.11 1.89 3.87
39 1.09 1.86 3.80
40 1.07 1.83 3.74
41 1.05 1.80 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.60 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.90 1.54 3.14
53 0.89 1.52 3.10
54 0.88 1.50 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix A
From the Town of Timnath Design Criteria Manual and Construction Specifications
y = 2.5665e-0.021x
R² = 0.9633
y = 26.332x-0.53
R² = 0.9879
0.00
2.00
4.00
6.00
8.00
10.00
12.00
0 10 20 30 40 50 60 70
Rainfall Intensity (in/hr)
Storm Duration (min)
City of Fort Collins IDF Curves
2-yr
10-yr
100-yr
Expon. (2-yr)
Power (100-yr)
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix A
City of Fort Collins
Rational Method Runoff Coefficients
Lawn, Heavy, <2% Slope 0.20
Lawn, Heavy, >7% Slope 0.35
Lawn, Heavy, 2-7% Slope 0.25
Lawn, Sandy, <2% Slope 0.10
Lawn, Sandy, >7% Slope 0.20
Lawn, Sandy, 2-7% Slope 0.15
Roofs 0.95
Streets: Permeable Pavers 0.30
Streets: Gravel 0.50
Streets: Paved 0.95
From Table 3-3 of the City of Fort Collins, Stormwater Criteria
Runoff
Coefficient
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix A
C2 C10 C100
Streets: Paved 0.25 0.95
Streets: Permeable Pavers 0.20 0.30
Lawn, Heavy, <2% Slope 6.36 0.20
Roofs 0.38 0.95
Streets: Paved 1.10 0.95
Streets: Permeable Pavers 0.10 0.30
Lawn, Heavy, <2% Slope 0.49 0.20
Roofs 0.13 0.95
Streets: Paved 0.24 0.95
Lawn, Heavy, <2% Slope 0.05 0.20
Roofs 0.03 0.95
Streets: Paved 0.24 0.95
Lawn, Heavy, <2% Slope 0.03 0.20
Roofs 0.03 0.95
Streets: Paved 0.27 0.95
Streets: Permeable Pavers 0.02 0.30
Lawn, Heavy, <2% Slope 0.03 0.20
Roofs 0.04 0.95
Streets: Paved 0.26 0.95
Streets: Permeable Pavers 0.02 0.30
Lawn, Heavy, <2% Slope 0.04 0.20
Roofs 0.02 0.95
Streets: Paved 0.33 0.95
Streets: Permeable Pavers 0.31 0.30
Lawn, Heavy, <2% Slope 0.11 0.20
Roofs 0.16 0.95
Streets: Paved 0.00 0.95
Streets: Permeable Pavers 0.18 0.30
Lawn, Heavy, <2% Slope 0.00 0.20
Roofs 0.17 0.95
Streets: Paved 0.40 0.95
Streets: Permeable Pavers 0.32 0.30
Lawn, Heavy, <2% Slope 0.18 0.20
Roofs 0.15 0.95
Streets: Paved 0.36 0.95
Lawn, Heavy, <2% Slope 0.05 0.20
Roofs 0.03 0.95
Basin Composite Runoff Coefficients
Basin/ Sub-
Basin
Area (ac) Attribute Attribute Area
(ac)
Runoff
Coefficient, C
Percent
Impervious Composite C
67.7% 0.71 0.71 0.71
Frequency Adjusted Runoff Coefficients (C*Cf)
Table A-1
0.89
N-1 7.19 0.33
N-3 0.32 84.8% 0.84 0.84 0.84 1.00
N-2 1.82
0.85 1.00
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix A
C2 C10 C100
Basin Composite Runoff Coefficients
Basin/ Sub-
Basin
Area (ac) Attribute Attribute Area
(ac)
Runoff
Coefficient, C
Percent
Impervious Composite C
Frequency Adjusted Runoff Coefficients (C*Cf)
Table A-1
Streets: Paved 0.28 0.95
Streets: Permeable Pavers 0.04 0.30
Lawn, Heavy, <2% Slope 0.01 0.20
Roofs 0.08 0.95
Streets: Paved 0.07 0.95
Streets: Permeable Pavers 0.01 0.30
Lawn, Heavy, <2% Slope 0.02 0.20
Roofs 0.00 0.95
Streets: Paved 0.07 0.95
Streets: Permeable Pavers 0.01 0.30
Lawn, Heavy, <2% Slope 0.02 0.20
Roofs 0.00 0.95
Streets: Paved 0.27 0.95
Streets: Permeable Pavers 0.17 0.30
Lawn, Heavy, <2% Slope 0.18 0.20
Roofs 0.09 0.95
Streets: Paved 0.59 0.95
Lawn, Heavy, <2% Slope 0.54 0.20
Roofs 0.00 0.95
Streets: Paved 2.30 0.95
Lawn, Heavy, <2% Slope 0.54 0.20
Roofs 0.00 0.95
Streets: Paved 0.70 0.95
Streets: Permeable Pavers 0.10 0.30
Lawn, Heavy, <2% Slope 1.04 0.20
Roofs 0.28 0.95
Streets: Paved 0.16 0.95
Streets: Permeable Pavers 0.16 0.30
Lawn, Heavy, <2% Slope 0.04 0.20
Roofs 0.00 0.95
Streets: Paved 0.66 0.95
Lawn, Heavy, <2% Slope 0.16 0.20
Roofs 0.00 0.95
Streets: Paved 0.72 0.95
Lawn, Heavy, <2% Slope 0.51 0.20
Roofs 0.28 0.95
Total 22.07 Total % Imp. 47.8%
PDP-S 36.95 20.0%
Total 59.02 30.4%
Rational Method Frequency Adjustment Factors
Min year Max year Frequency Factor, Cf
2 10 1
11 25 1.1
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Drainage Report
Appendix A
Overland Flow Average Channelized Channel Channel Channelized
Length, D Overland Slope Tov Tov Tov Flow Length Slope Velocity Time (Tt)
(ft) (%) 2-year 10-year 100-year (ft) (%) (ft/s) (min) 2-year 10-year 100-year
N-1 0.27 0.27 0.33 175 1.3 19 19 17 1150 1 0.5 38.3 57 57 55
N-2 0.71 0.71 0.89 66 4 4 4 2 600 0.7 2.5 4.0 8 8 6
N-3 0.84 0.84 1.00 70 2 3 3 1 98 0.62 1.5 1.1 5 5 5
N-4 0.88 0.88 1.00 68 2.25 3 3 1 83 0.8 1.8 0.8 5 5 5
N-5 0.85 0.85 1.00 46 2.4 2 2 1 28 2.3 3.2 0.1 5 5 5
N-6 0.80 0.80 1.00 47 2.4 3 3 1 20 3 3.5 0.1 5 5 5
N-7 0.64 0.64 0.80 48 2.1 5 5 3 200 0.9 1.8 1.9 7 7 5
N-8 0.61 0.61 0.77 22 2 3 3 2 86 0.5 1.4 1.0 5 5 5
N-9 0.62 0.62 0.78 68 2.2 6 6 4 230 0.9 1.8 2.1 8 8 6
N-10 0.87 0.87 1.00 96 2 3 3 1 243 1.5 2.5 1.6 5 5 5
N-11 0.86 0.86 1.00 50 2.5 2 2 1 20 3 3.5 0.1 5 5 5
N-12 0.74 0.74 0.92 23 3.3 2 2 1 110 1.5 2.5 0.7 5 5 5
N-13 0.74 0.74 0.93 23 2 3 3 1 110 1.7 2.6 0.7 5 5 5
N-14 0.60 0.60 0.75 44 3 4 4 3 122 0.4 1.8 1.1 5 5 5
N-15 0.59 0.59 0.74 24 2 4 4 3 700 0.8 1.7 6.9 11 11 10
N-15 ULT 0.81 0.81 1.00 37 2 3 3 1 1130 0.75 1.7 11.1 14 14 12
N-16 0.55 0.55 0.69 52 2 6 6 4 375 1.4 2.5 2.5 9 9 7
N-17 0.58 0.58 0.72 23 2 4 4 3 206 0.5 1.4 2.5 6 6 5
N-18 0.80 0.80 1.00 62 2.1 3 3 1 233 0.6 1.5 2.6 6 6 5
N-19 0.70 0.70 0.87 46 2 4 4 2 800 0.65 0.6 22.2 26 26 24
PDP-N & S (EX
CONDITION FOR N AND
PROPOSED FILL
CONDITION FOR S
0.20 0.20 0.25 500 1 38 38 36 200 0.5 0.5 6.7 45 45 43
PDP-S 0.2 0.2 0.25 500 1.0 38 38 36 500 1.0 0.7 11.9 50 50 48
O-1 (EX. CONDITIONS
OFFSITE) 0.20 0.20 0.25 500 3 26 26 25 1300 0.5 0.5 43.3 69 69 68
O-2 (EX. CONDITIONS
OFFSITE) 0.20 0.20 0.25 500 0.5 47 47 45 1300 0.5 0.5 43.3 90 90 88
Basin Tc = Tov + Tt (min)
Table A-2
Basin Time of Concentration
Frequency Adj. Runoff Coefficients (C*Cf)
C2 C
10 C100
Overland Travel Time Time of Concentration
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Drainage Report
Appendix A
2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - Year 10 - Year 100 - Year 2 - Year 10 - Year 100 - Year
N-1 7.19 0.27 0.27 0.33 57 57 55 0.85 1.45 3.03 1.6 2.8 7.3
N-2 1.82 0.71 0.71 0.89 8 8 6 2.40 4.10 9.31 3.1 5.3 15.1
N-3 0.32 0.84 0.84 1.00 5 5 5 2.85 4.87 9.95 0.8 1.3 3.2
N-4 0.30 0.88 0.88 1.00 5 5 5 2.85 4.87 9.95 0.7 1.3 3.0
N-5 0.36 0.85 0.85 1.00 5 5 5 2.85 4.87 9.95 0.9 1.5 3.6
N-6 0.34 0.80 0.80 1.00 5 5 5 2.85 4.87 9.95 0.8 1.3 3.4
N-7 0.92 0.64 0.64 0.80 7 7 5 2.52 4.31 9.95 1.5 2.5 7.3
N-8 0.34 0.61 0.61 0.77 5 5 5 2.85 4.87 9.95 0.6 1.0 2.6
N-9 1.04 0.62 0.62 0.78 8 8 6 2.40 4.10 9.31 1.6 2.7 7.6
N-10 0.44 0.87 0.87 1.00 5 5 5 2.85 4.87 9.95 1.1 1.9 4.4
N-11 0.42 0.86 0.86 1.00 5 5 5 2.85 4.87 9.95 1.0 1.8 4.2
N-12 0.10 0.74 0.74 0.92 5 5 5 2.85 4.87 9.95 0.2 0.4 0.9
N-13 0.10 0.74 0.74 0.93 5 5 5 2.85 4.87 9.95 0.2 0.4 0.9
N-14 0.70 0.60 0.60 0.75 5 5 5 2.85 4.87 9.95 1.2 2.1 5.2
N-15 1.13 0.59 0.59 0.74 11 11 10 2.13 3.63 7.72 1.4 2.4 6.4
N-15 ULT 2.84 0.81 0.81 1.00 14 14 12 1.92 3.29 7.16 4.4 7.5 20.3
N-16 2.12 0.55 0.55 0.69 9 9 7 2.30 3.93 8.80 2.7 4.6 12.9
N-17 0.36 0.58 0.58 0.72 6 6 5 2.67 4.56 9.95 0.6 1.0 2.6
N-18 0.82 0.80 0.80 1.00 6 6 5 2.67 4.56 9.95 1.8 3.0 8.2
N-19 1.52 0.70 0.70 0.87 26 26 24 1.40 2.39 5.09 1.5 2.5 6.7
Total 27.6 47.2 125.9
PDP-N & S (EX
CONDITION FOR N
AND PROPOSED FILL
CONDITION FOR S)
59.02 0.20 0.20 0.25 45 45 43 0.99 1.69 3.56 11.7 20.0 52.5
PDP-S 36.95 0.20 0.20 0.25 50 50 48 0.92 1.58 3.31 6.8 11.7 30.6
O-1 (EX. CONDITIONS
OFFSITE) 27.2 0.20 0.20 0.25 69 69 68 0.82 1.40 2.86 4.5 7.6 19.4
O-2 (EX. CONDITIONS
OFFSITE) 69.3 0.20 0.20 0.25 90 90 88 0.82 1.40 2.86 11.4 19.4 49.5
Pass-through Flow = 49.5+20.3=69.8
Time of Concentration, Tc (min)
Table A-3
Basin Peak Discharge
Basin Rainfall Intensity (in/hr) Peak Discharge (cfs)
Basin Area
(ac)
Frequency Adj. Runoff Coefficients
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix A
2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year
21 N-1, N-3, N-10 7.95 57 57 55 0.32 0.32 0.40 0.85 1.45 2.96 2.2 3.7 9.4
20
N-2, N-4, N-5, N-6, N-7, N-
8, N-9, N-11, N-12, N-13,
N-14, N-15 ULT, N-16, N-
17, N-18, N-19
14.12 26 26 24 0.70 0.70 0.87 1.40 2.39 4.87 13.9 23.7 59.8
1 DP 20, DP 21 22.07 57 57 55 0.57 0.57 0.70 0.85 1.45 2.96 10.6 18.1 45.7
2 DP 1, O-1, O-2, PDP-S 155.51 90 90 88 0.25 0.25 0.31 0.82 1.40 2.86 32.1 54.9 139.6
Table A-4
Attenuation of Peak Discharge
Time of Concentration, Tc (min) Weighted Runoff Coefficient Rainfall Intensity (in/hr) Peak Discharge (cfs)
Area (acres)
Contributing Basins &
Design Point Design Points
APPENDIX B
Street Capacity and Inlet Analysis
Harmony Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix B
Design Point 100-yr Design
Flow (cfs)
Allowable
Ponding Depth
(in)
Allowable
Capacity (cfs)
Actual Ponding
Depth (in) Inlet Type Length (ft) Grade Condition
4 3.0 6 5.4 6 CDOT Type R 5 Sump
5 3.6 12 13.9 10 Area Inlet, CDOT Type C 3'x3' Sump
6 3.6 12 13.9 10 Area Inlet, CDOT Type C 3'x3' Sump
7 7.3 12 6.8 12 Single Type 13 Combo 3 (2 separate inlets) Sump
9 7.6 12 15.9 12 Area Inlet, CDOT Type C 3'x3' Sump
11 4.2 12 14.5 10 Area Inlet, CDOT Type C 3'x3' Sump
12 0.9 6 3.7 5 CDOT Type R 5 Sump
13 0.9 6 3.7 5 CDOT Type R 5 Sump
14A 4.3 12 6.9 6 CDOT Type R 10 Sump
14B 0.9 6 3.7 5 CDOT Type R 5 Sump
15 INT 6.4 24 21.0 20 Area Inlet, CDOT Type C 3'x3' Sump
15 ULT 20.3 9.8 22.7 6 CDOT Type R 30 Sump
16 12.9 12 24.6 11 CDOT Type R 10 Sump
17 4.3 12 6.9 6 CDOT Type R 10 Sump
18 8.2 12 9.4 6 CDOT Type R 10 Sump
19 6.7 12 6.8 9 Single Type 13 Combo 3 Sump
Table B-1
Inlet Summary
UD-Inlet_v3.14 DP4.xlsm, Q-Peak 8/17/2015, 12:12 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.7 3.0 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.7 3.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP4
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP4.xlsm, Q-Allow 8/17/2015, 12:12 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 60.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP4
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP4.xlsm, Inlet In Sump 8/17/2015, 12:12 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 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
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.7 3.0 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP4
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 DP5, DP6.xlsm, Q-Peak 8/17/2015, 12:19 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 3.6 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.9 3.6 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP 5, DP6
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP5, DP6.xlsm, Q-Allow 8/17/2015, 12:19 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
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 = 0.010 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP 5, DP6
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP5, DP6.xlsm, Area Inlet 8/17/2015, 12:19 PM
Grass Type Limiting Manning's n
A 0.06
B 0.04
C 0.033
D 0.03
E 0.024
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO
= 0.0135 ft/ft
Bottom Width B = 3.00 ft
Left Side Slope Z1 = 4.00 ft/ft
Right Side Slope Z2 = 4.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (F
MAX)
Sandy 5.0 fps 0.50
Non-Sandy 7.0 fps 0.80
Minor Storm Major Storm
Max. Allowable Top Width of Channel for Minor & Major Storm TMAX
= 20.00 20.00 feet
Max. Allowable Water Depth in Channel for Minor & Major Storm dMAX
= 1.00 1.00 feet
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow
= 9.74 9.74 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow
= 1.00 1.00 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo
= 0.90 3.60 cfs
Water Depth d = 0.66 0.83 feet
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 5, DP6
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Choose One:
Sandy
Non-Sandy
UD-Inlet_v3.14 DP5, DP6.xlsm, Area Inlet 8/17/2015, 12:19 PM
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 5, DP6
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees
Width of Grate W = 3.00 feet
Length of Grate L = 3.00 feet
Open Area Ratio ARATIO
= 0.70
Height of Inclined Grate HB
= 0.00 feet
Clogging Factor Cf
= 0.50
Grate Discharge Coefficient Cd
= 0.96
Orifice Coefficient Co
= 0.64
Weir Coefficient Cw
= 2.05
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.66 0.83
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 9.97 13.93 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb
= 0.00 0.00 cfs
Capture Percentage = Qa/Q
o = C% 100 100 %
CDOT Type C
UD-Inlet_v3.14 DP7.xlsm, Q-Peak 8/17/2015, 12:13 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.5 7.3 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.5 7.3 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP7
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP7.xlsm, Q-Allow 8/17/2015, 12:13 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.180 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 30.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 30.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP7
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP7.xlsm, Inlet In Sump 8/17/2015, 12:13 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.7 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = 3.00 3.00 feet
Width of a Unit Grate Wo = 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 3.6 6.8 cfs
WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 1.5 7.3 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP7
CDOT/Denver 13 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 DP9.xlsm, Q-Peak 8/17/2015, 12:14 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.6 7.6 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.6 7.6 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP 9
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP9.xlsm, Q-Allow 8/17/2015, 12:14 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
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 = 0.010 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP 9
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP9.xlsm, Area Inlet 8/17/2015, 12:14 PM
Grass Type Limiting Manning's n
A 0.06
B 0.04
C 0.033
D 0.03
E 0.024
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO
= 0.0135 ft/ft
Bottom Width B = 3.00 ft
Left Side Slope Z1 = 4.00 ft/ft
Right Side Slope Z2 = 4.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (F
MAX)
Sandy 5.0 fps 0.50
Non-Sandy 7.0 fps 0.80
Minor Storm Major Storm
Max. Allowable Top Width of Channel for Minor & Major Storm TMAX
= 20.00 20.00 feet
Max. Allowable Water Depth in Channel for Minor & Major Storm dMAX
= 1.00 1.00 feet
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow
= 9.74 9.74 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow
= 1.00 1.00 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo
= 1.60 7.60 cfs
Water Depth d = 0.74 0.97 feet
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 9
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Choose One:
Sandy
Non-Sandy
UD-Inlet_v3.14 DP9.xlsm, Area Inlet 8/17/2015, 12:14 PM
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 9
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees
Width of Grate W = 3.00 feet
Length of Grate L = 3.00 feet
Open Area Ratio ARATIO
= 0.70
Height of Inclined Grate HB
= 0.00 feet
Clogging Factor Cf
= 0.50
Grate Discharge Coefficient Cd
= 0.96
Orifice Coefficient Co
= 0.64
Weir Coefficient Cw
= 2.05
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.74 0.97
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 11.84 15.94 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb
= 0.00 0.00 cfs
Capture Percentage = Qa/Q
o = C% 100 100 %
CDOT Type C
UD-Inlet_v3.14 DP11.xlsm, Q-Peak 8/17/2015, 12:15 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.0 4.2 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.0 4.2 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP 11
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP11.xlsm, Q-Allow 8/17/2015, 12:15 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
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 = 0.010 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP 11
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP11.xlsm, Area Inlet 8/17/2015, 12:15 PM
Grass Type Limiting Manning's n
A 0.06
B 0.04
C 0.033
D 0.03
E 0.024
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO
= 0.0135 ft/ft
Bottom Width B = 3.00 ft
Left Side Slope Z1 = 4.00 ft/ft
Right Side Slope Z2 = 4.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (F
MAX)
Sandy 5.0 fps 0.50
Non-Sandy 7.0 fps 0.80
Minor Storm Major Storm
Max. Allowable Top Width of Channel for Minor & Major Storm TMAX
= 20.00 20.00 feet
Max. Allowable Water Depth in Channel for Minor & Major Storm dMAX
= 0.67 0.67 feet
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow
= 0.93 0.93 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow
= 0.67 0.67 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo
= 1.00 4.20 cfs
Warning 05 Water Depth d = 0.68 0.85 feet
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 11
WARNING: MINOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
WARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
Choose One:
Sandy
Non-Sandy
UD-Inlet_v3.14 DP11.xlsm, Area Inlet 8/17/2015, 12:15 PM
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 11
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees
Width of Grate W = 3.00 feet
Length of Grate L = 3.00 feet
Open Area Ratio ARATIO
= 0.70
Height of Inclined Grate HB
= 0.00 feet
Clogging Factor Cf
= 0.50
Grate Discharge Coefficient Cd
= 0.96
Orifice Coefficient Co
= 0.64
Weir Coefficient Cw
= 2.05
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.68 0.85
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 10.46 14.46 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb
= 0.00 0.00 cfs
Capture Percentage = Qa/Q
o = C% 100 100 %
Warning 05: Depth (d) exceeds max allowable depth (dmax).
CDOT Type C
UD-Inlet_v3.14 DP12, 13, or 14B.xlsm, Q-Peak 8/17/2015, 12:15 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.2 0.9 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.2 0.9 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP12, DP13 or 14B
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP12, 13, or 14B.xlsm, Q-Allow 8/17/2015, 12:16 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 15.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP12, DP13 or 14B
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP12, 13, or 14B.xlsm, Inlet In Sump 8/17/2015, 12:16 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 5.1 5.1 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
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 3.7 3.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.2 0.9 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP12, DP13 or 14B
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 DP14, 17.xlsm, Q-Peak 8/17/2015, 12:16 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.0 4.3 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.0 4.3 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP14A, DP17
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP14, 17.xlsm, Q-Allow 8/17/2015, 12:16 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 17.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 9.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP14A, DP17
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP14, 17.xlsm, Inlet In Sump 8/17/2015, 12:16 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') 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 = 3.7 5.6 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 10.00 10.00 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
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 1.8 6.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.0 4.3 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP14A, DP17
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 DP 15 INT.xlsm, Q-Peak 8/17/2015, 12:11 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.4 6.4 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.4 6.4 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP 15 INT
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP 15 INT.xlsm, Q-Allow 8/17/2015, 12:11 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
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 = 0.010 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP 15 INT
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP 15 INT.xlsm, Area Inlet 8/17/2015, 12:11 PM
Grass Type Limiting Manning's n
A 0.06
B 0.04
C 0.033
D 0.03
E 0.024
Analysis of Trapezoidal Grass-Lined Channel Using SCS Method
NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E B
Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below
Channel Invert Slope SO
= 0.0135 ft/ft
Bottom Width B = 0.00 ft
Left Side Slope Z1 = 4.00 ft/ft
Right Side Slope Z2 = 4.00 ft/ft
Check one of the following soil types:
Soil Type: Max. Velocity (VMAX) Max Froude No. (F
MAX)
Sandy 5.0 fps 0.50
Non-Sandy 7.0 fps 0.80
Minor Storm Major Storm
Max. Allowable Top Width of Channel for Minor & Major Storm TMAX
= 8.00 8.00 feet
Max. Allowable Water Depth in Channel for Minor & Major Storm dMAX
= 1.00 1.00 feet
Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm
MINOR STORM Allowable Capacity is based on Depth Criterion Qallow
= 1.32 1.32 cfs
MAJOR STORM Allowable Capacity is based on Depth Criterion dallow
= 1.00 1.00 ft
Water Depth in Channel Based On Design Peak Flow
Design Peak Flow Qo
= 1.40 6.40 cfs
Warning 05 Water Depth d = 1.02 1.69 feet
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 15 INT
WARNING: MINOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
WARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
Choose One:
Sandy
Non-Sandy
UD-Inlet_v3.14 DP 15 INT.xlsm, Area Inlet 8/17/2015, 12:11 PM
AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL
HARMONY & STRAUSS CABIN
DP 15 INT
Inlet Design Information (Input)
Type of Inlet Inlet Type =
Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees
Width of Grate W = 3.00 feet
Length of Grate L = 3.00 feet
Open Area Ratio ARATIO
= 0.70
Height of Inclined Grate HB
= 0.00 feet
Clogging Factor Cf
= 0.50
Grate Discharge Coefficient Cd
= 0.96
Orifice Coefficient Co
= 0.64
Weir Coefficient Cw
= 2.05
MINOR MAJOR
Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 1.02 1.69
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 16.35 21.01 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb
= 0.00 0.00 cfs
Capture Percentage = Qa/Q
o = C% 100 100 %
Warning 05: Depth (d) exceeds max allowable depth (dmax).
Warning 06: Top Width (T) exceeds max allowable top width (Tmax).
CDOT Type C
UD-Inlet_v3.14 DP15 ULT.xlsm, Q-Peak 8/17/2015, 12:17 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 4.4 20.3 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 4.4 20.3 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP15 ULT
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP15 ULT.xlsm, Q-Allow 8/17/2015, 12:17 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
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 = 0.010 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP15 ULT
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP15 ULT.xlsm, Inlet In Sump 8/17/2015, 12:17 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 6 6
Water Depth at Flowline (outside of local depression) Ponding Depth = 4.2 5.6 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 9.0 22.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 4.4 20.3 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP15 ULT
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 DP16.xlsm, Q-Peak 8/17/2015, 12:17 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 2.7 12.9 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 2.7 12.9 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP16
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP16.xlsm, Q-Allow 8/17/2015, 12:17 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 40.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 12.0 40.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP16
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP16.xlsm, Inlet In Sump 8/17/2015, 12:17 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') 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 = 4.4 11.1 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
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 4.3 24.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 2.7 12.9 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP16
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 DP18.xlsm, Q-Peak 8/17/2015, 12:18 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.8 8.2 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.8 8.2 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP18
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP18.xlsm, Q-Allow 8/17/2015, 12:18 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 20.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 20.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP18
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP18.xlsm, Inlet In Sump 8/17/2015, 12:18 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.3 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) = 10.00 10.00 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
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 8.3 9.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.8 8.2 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP18
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 DP19.xlsm, Q-Peak 8/17/2015, 12:18 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.5 6.7 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.5 6.7 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
HARMONY & STRAUSS CABIN
DP19
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 DP19.xlsm, Q-Allow 8/17/2015, 12:18 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 60.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 30.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 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 = SUMP SUMP cfs
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
HARMONY & STRAUSS CABIN
DP19
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 DP19.xlsm, Inlet In Sump 8/17/2015, 12:18 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.7 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = 3.00 3.00 feet
Width of a Unit Grate Wo = 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 3.6 6.8 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.5 6.7 cfs
INLET IN A SUMP OR SAG LOCATION
HARMONY & STRAUSS CABIN
DP19
CDOT/Denver 13 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
APPENDIX C
Storm Sewer Design
Harmony Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix C
Storm ID From (Downstream) To (Upstream) UD Sewer Pipe ID Design Flow (cfs) Pipe Diameter (in) Pipe Material
ST-A FES-3 FES-2 N/A 2.9 15" RCP
FES-1 MH-1 B1 95.6 54" ADS
MH-1 MH-2 B2 82.8 54" ADS
MH-2 MH-3 B3 57.1 48" ADS
MH-3 MH-4 B4 37.9 42" ADS
MH-4 10' TYPE R-1 B5 37.9 42" ADS
10' TYPE R-1 TYPE D-1
B6-PIPE UNDER
STRAUSS CABIN 25.0 36" RCP
MH-1 MH-5 CI 12.8 24" ADS
MH-5 TYPE C-1 C2 11.8 24" ADS
TYPE C-1 TYPE C-2 C3 4.2 15" ADS
MH-2 TYPE 13 COMBO-1 D1 25.7 30" ADS
TYPE 13 COMBO-1 10' TYPE R-2 D2 19.0 24" ADS
10' TYPE R-2 5' TYPE R-1 D3 10.8 15" ADS
5' TYPE R-1 5' TYPE R-2 D4 8.2 15" ADS
MH-3 MH-6 E1 19.2 30" ADS
MH-6 MH-7 E2 17.2 30" ADS
MH-7 5' TYPE R-3 E3 3.0 15" ADS
MH-7 TYPE 13 COMBO-2 E6 7.2 15" ADS
TYPE 13 COMBO-2 TYPE 13 COMBO-3 E7 3.7 15" ADS
MH-7 TYPE C-3 E4 7.0 18" ADS
TYPE C-3 TYPE C-4 E5 3.6 15" ADS
ST-H MH-6 5' TYPE R-5 E1-2 1.0 15" ADS
ST-I MH-6 5' TYPE R-4 E1-1 1.0 15" ADS
ST-J MH-5 5' TYPE R-6 C1-1 1.0 15" ADS
ST-K N/A N/A N/A 6.0 15" ADS
ST-L N/A N/A N/A 2.9 15" ADS
ST-F
ST-G
Table C-1
Storm Sewer Summary
ST-B
ST-C
ST-D
ST-E
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
Backwater Calculations:
Tailwater Elevation (ft): 4838.40
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Name
Ground
Elevation
(ft)
Total
Known
Flow (cfs)
Local
Contribution
(cfs)
Drainage
Area
(Ac.)
Runoff
Coefficient
5yr
Coefficient
Overland
Length
(ft)
Overland
Slope
(%)
Gutter
Length
(ft)
Gutter
Velocity
(fps)
OUTFALL 1 4838.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B1 4847.45 95.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C1 4848.53 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C1-1 4848.38 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C1 - TYPE R INLET 4848.38 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C2 4848.42 11.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C2 - AREA INLET 4848.42 7.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C3 4847.50 4.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C3 - AREA INLET 4847.50 4.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B2 4846.16 82.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B3 4848.17 57.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B4 4843.65 37.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B5 4844.47 37.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B6 - PIPE UNDER STRAUSS 4843.69 25.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B6 - AREA INLET 4843.69 25.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
B5 - TYPE R INLET 4844.47 12.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E1 4848.45 19.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E1-2 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E1-2 TYPE R INLET 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E1-1 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
E1-1 TYPE R INLET 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E2 4848.25 17.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E4 4847.10 7.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E5 4847.94 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E5 - AREA INLET 4847.94 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E4 - AREA INLET 4847.10 3.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E3 4848.68 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E3 - TYPE R INLET 4848.68 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E6 4847.45 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E6 - COMBO INLET 4847.45 3.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E7 4848.07 3.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
E7 - COMBO INLET 4848.07 3.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D1 4846.65 25.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D2 4846.35 19.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D2 - TYPE R INLET 4846.35 8.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D3 4848.03 10.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D4 4848.03 8.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D4 - TYPE R INLET 4848.03 8.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D3 - TYPE R INLET 4848.03 2.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
D1 - COMBO INLET 4846.65 6.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
Manhole Output Summary:
Local Contribution Total Design Flow
Element
Name
Overland
Time
(min)
Gutter
Time
(min)
Basin
Tc
(min)
Intensity
(in/hr)
Local
Contrib
(cfs)
Coeff.
Area
Intensity
(in/hr)
Manhole
Tc
(min)
Peak
Flow
(cfs)
Comment
OUTFALL 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present
(Upstream)
B1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95.60 Surface Water Present
(Downstream)
C1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.80
C1-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
C1 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
C2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.80
C2 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.60
C3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.20
C3 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.20
B2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 82.80
B3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 57.10
B4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 37.90
B5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 37.90
B6 - PIPE UNDER
STRAUSS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.00
B6 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.00
B5 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.90
E1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.20
E1-2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
E1-2 TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
E1-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
E1-1 TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
E2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.20
E4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.00
E5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.60
E5 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.60
E4 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.40
E3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00
E3 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00
E6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.20
E6 - COMBO INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.65
E7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.65
E7 - COMBO INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.65
D1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.70
D2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.00
D2 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.20
D3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.80
D4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.20
D4 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.20
D3 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.60
D1 - COMBO INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.70
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Element
Name
Sewer
Length
(ft)
Downstream
Invert
(ft)
Slope
(%)
Upstream
Invert
(ft)
Mannings
n
Bend
Loss
Lateral
Loss
Cross
Section
Rise
(ft or in)
Span
(ft or in)
B1 285.12 4835.50 0.3 4836.36 0.013 0.03 0.00 CIRCULAR 54.00 in 54.00 in
C1 252.68 4840.88 0.6 4842.40 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in
C1-1 7.00 4842.40 1.0 4842.47 0.013 0.05 0.00 CIRCULAR 12.00 in 12.00 in
C1 - TYPE R INLET 1.00 4842.47 0.1 4842.47 0.013 0.25 0.00 CIRCULAR 12.00 in 12.00 in
C2 123.77 4842.40 0.5 4843.02 0.013 0.05 0.25 CIRCULAR 24.00 in 24.00 in
C2 - AREA INLET 1.00 4843.02 0.1 4843.02 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in
C3 153.50 4843.52 0.5 4844.29 0.013 1.32 0.00 CIRCULAR 15.00 in 15.00 in
C3 - AREA INLET 1.00 4844.29 0.1 4844.29 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
B2 147.83 4836.21 0.3 4836.65 0.013 0.05 0.25 CIRCULAR 54.00 in 54.00 in
B3 192.17 4836.58 0.3 4837.16 0.013 0.05 0.25 CIRCULAR 48.00 in 48.00 in
B4 233.68 4837.06 0.3 4837.76 0.013 0.05 0.25 CIRCULAR 42.00 in 42.00 in
B5 31.59 4837.64 0.3 4837.73 0.013 0.38 0.00 CIRCULAR 42.00 in 42.00 in
B6 - PIPE UNDER STRAUSS 68.55 4837.72 0.3 4837.93 0.013 0.38 0.00 CIRCULAR 36.00 in 36.00 in
B6 - AREA INLET 1.00 4837.89 0.1 4837.89 0.013 0.25 0.00 CIRCULAR 42.00 in 42.00 in
B5 - TYPE R INLET 1.00 4837.72 0.1 4837.72 0.013 0.25 0.00 CIRCULAR 36.00 in 36.00 in
E1 259.74 4839.73 0.7 4841.55 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in
E1-2 32.00 4842.54 3.0 4843.50 0.013 1.32 0.00 CIRCULAR 12.00 in 12.00 in
E1-2 TYPE R INLET 1.00 4843.50 0.1 4843.50 0.013 0.25 0.00 CIRCULAR 12.00 in 12.00 in
E1-1 6.00 4842.54 3.0 4842.72 0.013 1.32 0.00 CIRCULAR 12.00 in 12.00 in
E1-1 TYPE R INLET 1.00 4842.72 0.1 4842.72 0.013 0.25 0.00 CIRCULAR 12.00 in 12.00 in
E2 116.71 4841.55 0.5 4842.13 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in
E4 74.50 4843.12 0.5 4843.49 0.013 1.32 0.44 CIRCULAR 18.00 in 18.00 in
E5 81.00 4843.50 0.5 4843.90 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in
E5 - AREA INLET 1.00 4843.90 0.1 4843.90 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
E4 - AREA INLET 1.00 4843.49 0.1 4843.49 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
E3 101.77 4843.12 1.8 4844.95 0.013 0.05 0.00 CIRCULAR 12.00 in 12.00 in
E3 - TYPE R INLET 1.00 4844.95 0.1 4844.95 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
E6 32.00 4843.12 1.5 4843.60 0.013 1.32 0.44 CIRCULAR 15.00 in 15.00 in
E6 - COMBO INLET 1.00 4843.60 0.1 4843.60 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
E7 4.00 4843.60 0.5 4843.62 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in
E7 - COMBO INLET 1.00 4843.62 0.1 4843.62 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
D1 8.75 4840.75 1.0 4840.84 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in
D2 126.00 4840.84 1.0 4842.10 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in
D2 - TYPE R INLET 1.00 4842.05 0.1 4842.05 0.013 0.25 0.00 CIRCULAR 27.00 in 27.00 in
D3 45.72 4842.54 3.1 4843.96 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in
D4 34.00 4843.96 1.0 4844.30 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in
D4 - TYPE R INLET 1.00 4844.30 0.1 4844.30 0.013 0.25 0.00 CIRCULAR 27.00 in 27.00 in
D3 - TYPE R INLET 1.00 4843.96 0.1 4843.96 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
D1 - COMBO INLET 1.00 4840.84 0.1 4840.84 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
Sewer Flow Summary:
Full Flow
Capacity Critical Flow Normal Flow
Element
Name
Flow
(cfs)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Depth
(in)
Velocity
(fps)
Froude
Number
Flow
Condition
Flow
(cfs)
Surcharged
Length
(ft)
Comment
B1 108.00 6.79 34.44 8.93 39.50 7.67 0.76 Subcritical 95.60 0.00
C1 17.57 5.59 15.44 5.99 15.20 6.10 1.03 Supercritical 12.80 0.00
C1-1 3.57 4.55 5.04 3.20 4.34 3.90 1.33 Pressurized 1.00 7.00
C1 - TYPE R INLET 1.13 1.44 5.04 3.20 8.78 1.62 0.34 Pressurized 1.00 1.00 Velocity is Too
Low
C2 16.04 5.11 14.80 5.80 15.30 5.58 0.94 Subcritical 11.80 0.00
C2 - AREA INLET 13.01 2.65 10.99 4.67 16.48 2.75 0.46 Subcritical 7.60 0.00
C3 4.58 3.73 9.96 4.86 11.30 4.23 0.78 Subcritical
Surcharged 4.20 142.66
C3 - AREA INLET 7.17 2.28 8.63 4.13 13.20 2.37 0.44 Subcritical 4.20 0.00
B2 108.00 6.79 31.96 8.45 35.43 7.48 0.82 Subcritical 82.80 0.00
B3 78.89 6.28 27.29 7.74 30.27 6.84 0.82 Pressurized 57.10 192.17
B4 55.25 5.74 22.94 7.05 25.55 6.19 0.81 Pressurized 37.90 233.68
B5 55.25 5.74 22.94 7.05 25.55 6.19 0.81 Pressurized 37.90 31.59
B6 - PIPE UNDER
STRAUSS 36.63 5.18 19.35 6.46 21.82 5.58 0.79 Pressurized 25.00 68.55
B6 - AREA INLET 31.90 3.32 18.46 6.14 27.99 3.67 0.45 Pressurized 25.00 1.00
B5 - TYPE R INLET 21.15 2.99 13.70 5.22 20.31 3.14 0.47 Pressurized 12.90 1.00
E1 34.41 7.01 17.83 6.31 16.02 7.20 1.23 Supercritical 19.20 0.00
E1-2 6.19 7.88 5.04 3.20 3.26 5.79 2.32 Supercritical
Jump 1.00 4.21
E1-2 TYPE R INLET 1.13 1.44 5.04 3.20 8.78 1.62 0.34 Subcritical 1.00 0.00 Velocity is Too
Low
E1-1 6.19 7.88 5.04 3.20 3.26 5.79 2.32 Supercritical
Jump 1.00 4.21
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
E1-1 TYPE R INLET 1.13 1.44 5.04 3.20 8.78 1.62 0.34 Subcritical 1.00 0.00 Velocity is Too
Low
E2 29.08 5.92 16.83 6.07 16.60 6.17 1.03 Supercritical 17.20 0.00
E4 7.45 4.21 12.29 5.45 13.87 4.79 0.78 Subcritical 7.00 0.00
E5 4.58 3.73 9.19 4.57 10.02 4.13 0.85 Pressurized 3.60 79.42
E5 - AREA INLET 7.17 2.28 7.97 3.95 12.03 2.29 0.45 Subcritical 3.60 0.00
E4 - AREA INLET 7.17 2.28 7.74 3.88 11.63 2.25 0.46 Subcritical 3.40 0.00
E3 4.79 6.10 8.91 4.80 6.88 6.44 1.65 Supercritical 3.00 0.00
E3 - TYPE R INLET 3.33 1.88 7.90 4.02 13.36 2.13 0.36 Subcritical 3.00 0.00
E6 7.93 6.46 12.87 6.43 11.20 7.32 1.36 Supercritical 7.20 0.00
E6 - COMBO INLET 7.17 2.28 8.03 3.96 12.12 2.29 0.45 Subcritical 3.65 0.00
E7 4.58 3.73 9.26 4.59 10.12 4.14 0.84 Pressurized 3.65 4.00
E7 - COMBO INLET 7.17 2.28 8.03 3.96 12.12 2.29 0.45 Subcritical 3.65 0.00
D1 41.13 8.38 20.73 7.10 17.18 8.84 1.44 Supercritical 25.70 0.00
D2 22.68 7.22 18.82 7.19 16.81 8.09 1.26 Supercritical 19.00 0.00
D2 - TYPE R INLET 9.82 2.47 11.80 4.91 18.86 2.76 0.41 Pressurized 8.20 1.00
D3 11.40 9.29 14.40 8.92 11.64 10.57 1.88 Supercritical 10.80 0.00
D4 6.48 5.28 15.00 6.68 15.00 6.68 0.00 Pressurized 8.20 34.00
D4 - TYPE R INLET 9.82 2.47 11.80 4.91 18.86 2.76 0.41 Pressurized 8.20 1.00
D3 - TYPE R INLET 3.33 1.88 7.33 3.84 11.96 2.08 0.39 Pressurized 2.60 1.00
D1 - COMBO INLET 7.17 2.28 11.01 4.77 18.38 2.59 0.37 Pressurized 6.70 1.00
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
Sewer Sizing Summary:
Existing Calculated Used
Element
Name
Peak
Flow
(cfs)
Cross
Section Rise Span Rise Span Rise Span
Area
(ft^2) Comment
B1 95.60 CIRCULAR 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 15.90
C1 12.80 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14
C1-1 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79
C1 - TYPE R INLET 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79
C2 11.80 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14
C2 - AREA INLET 7.60 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91
C3 4.20 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23
C3 - AREA INLET 4.20 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
B2 82.80 CIRCULAR 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 15.90
B3 57.10 CIRCULAR 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 48.00 in 12.57
B4 37.90 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62
B5 37.90 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62
B6 - PIPE UNDER STRAUSS 25.00 CIRCULAR 36.00 in 36.00 in 33.00 in 33.00 in 36.00 in 36.00 in 7.07
B6 - AREA INLET 25.00 CIRCULAR 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 42.00 in 9.62
B5 - TYPE R INLET 12.90 CIRCULAR 36.00 in 36.00 in 30.00 in 30.00 in 36.00 in 36.00 in 7.07
E1 19.20 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91
E1-2 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79
E1-2 TYPE R INLET 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79
E1-1 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79
E1-1 TYPE R INLET 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79
E2 17.20 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91
E4 7.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
E5 3.60 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23
E5 - AREA INLET 3.60 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
E4 - AREA INLET 3.40 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
E3 3.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79
E3 - TYPE R INLET 3.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
E6 7.20 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23
E6 - COMBO INLET 3.65 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
E7 3.65 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23
E7 - COMBO INLET 3.65 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14
D1 25.70 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91
D2 19.00 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14
D2 - TYPE R INLET 8.20 CIRCULAR 27.00 in 27.00 in 27.00 in 27.00 in 27.00 in 27.00 in 3.98
D3 10.80 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23
D4 8.20 CIRCULAR 15.00 in 15.00 in 18.00 in 18.00 in 15.00 in 15.00 in 1.23
Existing height is smaller
than the suggested height.
Existing width is smaller
than the suggested width.
Exceeds max. Depth/Rise
D4 - TYPE R INLET 8.20 CIRCULAR 27.00 in 27.00 in 27.00 in 27.00 in 27.00 in 27.00 in 3.98
D3 - TYPE R INLET 2.60 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77
D1 - COMBO INLET 6.70 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14
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Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
Grade Line Summary:
Tailwater Elevation (ft): 4838.40
Invert Elev.
Downstream Manhole
Losses HGL EGL
Element
Name
Downstream
(ft)
Upstream
(ft)
Bend
Loss
(ft)
Lateral
Loss
(ft)
Downstream
(ft)
Upstream
(ft)
Downstream
(ft)
Friction
Loss
(ft)
Upstream
(ft)
B1 4835.50 4836.36 0.00 0.00 4838.40 4839.75 4839.61 1.00 4840.61
C1 4840.88 4842.40 0.01 0.00 4842.15 4843.69 4842.73 1.52 4844.24
C1-1 4842.40 4842.47 0.00 0.00 4844.22 4844.23 4844.25 0.01 4844.25
C1 - TYPE R INLET 4842.47 4842.47 0.01 0.00 4844.23 4844.23 4844.26 0.00 4844.26
C2 4842.40 4843.02 0.01 0.20 4844.22 4844.46 4844.46 0.37 4844.83
C2 - AREA INLET 4843.02 4843.02 0.01 0.00 4844.77 4844.77 4844.84 0.00 4844.84
C3 4843.52 4844.29 0.24 0.00 4844.89 4845.53 4845.07 0.64 4845.71
C3 - AREA INLET 4844.29 4844.29 0.01 0.00 4845.67 4845.67 4845.72 0.00 4845.72
B2 4836.21 4836.65 0.02 0.46 4840.66 4840.87 4841.08 0.23 4841.32
B3 4836.58 4837.16 0.02 0.34 4841.35 4841.65 4841.67 0.30 4841.97
B4 4837.06 4837.76 0.01 0.26 4842.01 4842.34 4842.25 0.33 4842.58
B5 4837.64 4837.73 0.09 0.00 4842.43 4842.47 4842.67 0.04 4842.71
B6 - PIPE UNDER STRAUSS 4837.72 4837.93 0.07 0.00 4842.59 4842.69 4842.79 0.10 4842.88
B6 - AREA INLET 4837.89 4837.89 0.03 0.00 4842.80 4842.80 4842.91 0.00 4842.91
B5 - TYPE R INLET 4837.72 4837.72 0.01 0.00 4842.67 4842.67 4842.73 0.00 4842.73
E1 4839.73 4841.55 0.31 0.00 4842.03 4843.04 4842.29 1.37 4843.66
E1-2 4842.54 4843.50 0.03 0.00 4843.66 4843.92 4843.69 0.39 4844.08
E1-2 TYPE R INLET 4843.50 4843.50 0.01 0.00 4843.96 4843.97 4844.08 0.00 4844.09
E1-1 4842.54 4842.72 0.03 0.00 4843.66 4843.67 4843.69 0.00 4843.69
E1-1 TYPE R INLET 4842.72 4842.72 0.01 0.00 4843.67 4843.67 4843.70 0.00 4843.70
E2 4841.55 4842.13 0.01 0.00 4843.34 4843.53 4843.66 0.44 4844.10
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix C
E4 4843.12 4843.49 0.32 0.08 4844.14 4844.70 4844.60 0.42 4845.02
E5 4843.50 4843.90 0.01 0.00 4844.90 4845.15 4845.03 0.25 4845.28
E5 - AREA INLET 4843.90 4843.90 0.01 0.00 4845.25 4845.25 4845.29 0.00 4845.29
E4 - AREA INLET 4843.49 4843.49 0.00 0.00 4845.00 4845.00 4845.03 0.00 4845.03
E3 4843.12 4844.95 0.01 0.00 4843.69 4845.69 4844.34 1.71 4846.05
E3 - TYPE R INLET 4844.95 4844.95 0.01 0.00 4845.98 4845.98 4846.06 0.00 4846.06
E6 4843.12 4843.60 0.71 0.00 4844.24 4844.67 4844.89 0.43 4845.31
E6 - COMBO INLET 4843.60 4843.60 0.01 0.00 4845.29 4845.29 4845.32 0.00 4845.32
E7 4843.60 4843.62 0.01 0.00 4845.18 4845.20 4845.32 0.01 4845.33
E7 - COMBO INLET 4843.62 4843.62 0.01 0.00 4845.31 4845.31 4845.34 0.00 4845.34
D1 4840.75 4840.84 0.02 0.00 4842.33 4842.57 4843.29 0.06 4843.35
D2 4840.84 4842.10 0.03 0.00 4842.81 4843.67 4843.38 1.09 4844.47
D2 - TYPE R INLET 4842.05 4842.05 0.02 0.00 4844.42 4844.42 4844.49 0.00 4844.49
D3 4842.54 4843.96 0.06 0.00 4843.73 4845.16 4845.25 1.15 4846.40
D4 4843.96 4844.30 0.03 0.00 4845.74 4846.28 4846.43 0.54 4846.98
D4 - TYPE R INLET 4844.30 4844.30 0.02 0.00 4846.93 4846.93 4846.99 0.00 4846.99
D3 - TYPE R INLET 4843.96 4843.96 0.01 0.00 4846.37 4846.37 4846.40 0.00 4846.40
D1 - COMBO INLET 4840.84 4840.84 0.02 0.00 4843.30 4843.30 4843.37 0.00 4843.37
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.010
Channel Slope 0.00100 ft/ft
Normal Depth 0.90 ft
Diameter 15.00 in
Results
Discharge 2.29 ft³/s
Flow Area 0.94 ft²
Wetted Perimeter 2.52 ft
Hydraulic Radius 0.37 ft
Top Width 1.13 ft
Critical Depth 0.60 ft
Percent Full 71.7 %
Critical Slope 0.00333 ft/ft
Velocity 2.43 ft/s
Velocity Head 0.09 ft
Specific Energy 0.99 ft
Froude Number 0.47
Maximum Discharge 2.86 ft³/s
Discharge Full 2.66 ft³/s
Slope Full 0.00074 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 71.67 %
Downstream Velocity Infinity ft/s
Worksheet for (ST-A and ST-L) Basin N-1 irrigation pipe
8/17/2015 2:58:58 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.90 ft
Critical Depth 0.60 ft
Channel Slope 0.00100 ft/ft
Critical Slope 0.00333 ft/ft
Worksheet for (ST-A and ST-L) Basin N-1 irrigation pipe
8/17/2015 2:58:58 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.010
Channel Slope 0.00500 ft/ft
Diameter 15.00 in
Discharge 6.00 ft³/s
Results
Normal Depth 1.04 ft
Flow Area 1.09 ft²
Wetted Perimeter 2.86 ft
Hydraulic Radius 0.38 ft
Top Width 0.94 ft
Critical Depth 0.99 ft
Percent Full 82.9 %
Critical Slope 0.00545 ft/ft
Velocity 5.51 ft/s
Velocity Head 0.47 ft
Specific Energy 1.51 ft
Froude Number 0.90
Maximum Discharge 6.39 ft³/s
Discharge Full 5.94 ft³/s
Slope Full 0.00511 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 82.94 %
Downstream Velocity Infinity ft/s
Worksheet for (ST-K) Basin N-1 irrigation pipe
8/17/2015 3:00:53 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1.04 ft
Critical Depth 0.99 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00545 ft/ft
Worksheet for (ST-K) Basin N-1 irrigation pipe
8/17/2015 3:00:53 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
APPENDIX D
Channel Design
Harmony Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix D
Channel ID 100-yr Design
Flow (cfs) Slope (%)
Bottom Width
(ft)
Side Slope
(H:V)
Flow Depth
(ft)
Max Velocity
(fps)
Temporary or
Permanent?
Protection
Required?
A-A 6.4 1.35% 0 4 0.86 2.15 temporary no
B-B 7.3 0.50% 0 4 0.69 3.88 temporary no
C-C* 7.3 1.00% 0 4 0.96 1.98 temporary no
D-D 6.7 0.65% 0 4 0.65 3.92 temporary no
E-E** 2.9 0.09% 2 2 1.00 0.72 permanent no
SIDEWALK CULVERT 3.2 1.00% 4 vertical 0.21 3.79 permanent no
* Swale C-C is a bio-swale. Refer to construction details for this swale.
** Swale E-E is an irrigation lateral. 2.9 cfs is the amount of irrigation flow that can be conveyed by this channel when the channel is flowing full.
Table D-1
Channel Summary
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.045
Channel Slope 0.01350 ft/ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Discharge 6.40 ft³/s
Results
Normal Depth 0.86 ft
Flow Area 2.98 ft²
Wetted Perimeter 7.12 ft
Hydraulic Radius 0.42 ft
Top Width 6.91 ft
Critical Depth 0.69 ft
Critical Slope 0.04376 ft/ft
Velocity 2.15 ft/s
Velocity Head 0.07 ft
Specific Energy 0.93 ft
Froude Number 0.58
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.86 ft
Critical Depth 0.69 ft
Channel Slope 0.01350 ft/ft
Critical Slope 0.04376 ft/ft
Worksheet for A-A swale in basin N-15 INT
8/17/2015 3:15:07 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Discharge 7.30 ft³/s
Results
Normal Depth 0.69 ft
Flow Area 1.88 ft²
Wetted Perimeter 5.66 ft
Hydraulic Radius 0.33 ft
Top Width 5.49 ft
Critical Depth 0.73 ft
Critical Slope 0.00359 ft/ft
Velocity 3.88 ft/s
Velocity Head 0.23 ft
Specific Energy 0.92 ft
Froude Number 1.17
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.69 ft
Critical Depth 0.73 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00359 ft/ft
Worksheet for B-B swale in Basin N-1
8/17/2015 3:14:18 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.045
Channel Slope 0.01000 ft/ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Discharge 7.30 ft³/s
Results
Normal Depth 0.96 ft
Flow Area 3.68 ft²
Wetted Perimeter 7.91 ft
Hydraulic Radius 0.47 ft
Top Width 7.68 ft
Critical Depth 0.73 ft
Critical Slope 0.04299 ft/ft
Velocity 1.98 ft/s
Velocity Head 0.06 ft
Specific Energy 1.02 ft
Froude Number 0.50
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.96 ft
Critical Depth 0.73 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.04299 ft/ft
Worksheet for C-C swale in basin N-1
8/17/2015 3:15:29 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.045
Channel Slope 0.06500 ft/ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Discharge 6.70 ft³/s
Results
Normal Depth 0.65 ft
Flow Area 1.71 ft²
Wetted Perimeter 5.39 ft
Hydraulic Radius 0.32 ft
Top Width 5.23 ft
Critical Depth 0.71 ft
Critical Slope 0.04349 ft/ft
Velocity 3.92 ft/s
Velocity Head 0.24 ft
Specific Energy 0.89 ft
Froude Number 1.21
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.65 ft
Critical Depth 0.71 ft
Channel Slope 0.06500 ft/ft
Critical Slope 0.04349 ft/ft
Worksheet for D-D swale in basin N-19
8/17/2015 3:14:45 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.045
Channel Slope 0.00090 ft/ft
Normal Depth 1.00 ft
Left Side Slope 2.00 ft/ft (H:V)
Right Side Slope 2.00 ft/ft (H:V)
Bottom Width 2.00 ft
Results
Discharge 2.88 ft³/s
Flow Area 4.00 ft²
Wetted Perimeter 6.47 ft
Hydraulic Radius 0.62 ft
Top Width 6.00 ft
Critical Depth 0.35 ft
Critical Slope 0.04805 ft/ft
Velocity 0.72 ft/s
Velocity Head 0.01 ft
Specific Energy 1.01 ft
Froude Number 0.16
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.35 ft
Channel Slope 0.00090 ft/ft
Worksheet for E-E irrigation lateral
8/17/2015 3:15:51 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for E-E irrigation lateral
GVF Output Data
Critical Slope 0.04805 ft/ft
8/17/2015 3:15:51 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Bottom Width 4.00 ft
Discharge 3.20 ft³/s
Results
Normal Depth 0.21 ft
Flow Area 0.84 ft²
Wetted Perimeter 4.42 ft
Hydraulic Radius 0.19 ft
Top Width 4.00 ft
Critical Depth 0.27 ft
Critical Slope 0.00451 ft/ft
Velocity 3.79 ft/s
Velocity Head 0.22 ft
Specific Energy 0.43 ft
Froude Number 1.45
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.21 ft
Critical Depth 0.27 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.00451 ft/ft
Worksheet for Sidewalk Culvert Basin N-1
8/17/2015 3:13:01 PM
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APPENDIX E
Riprap Design
Harmony Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix E
Storm Flow Velocity Pipe Depth @ Depth in Froude Minimum Expansion Extra Length Length Width Riprap
Sewer Dia. Outlet Pipe # Yt/D
c or Q/D
1.5
or Q/D
2.5
or Da
= (Dc+Y
n)/2 Yt
/Da or Q/D
a
1.5
or Q/Da
2.5
or Diameter Factor if Q/Da
2.5
Lp W
p Type
(cfs) (fps) (ft) Yt
(ft) Yn (ft) Y
t/H Q/WH
0.5
Q/WH
1.5
(ft) Yt
/Ha Q/WH
a
0.5
Q/WHa
1.5
d50 (ft) 1/(2Tanθ) > 6 (ft) (ft)
ST-B 95.60 2.50 4.5 1.00 1.00 0.18 0.22 10.01 2.23 1.40 2 0.00 13.50 18.0 TYPE H
EMER SPILL 140 2.53 TYPE M
Figures and equations from Urban Drainage & Flood Control District, Urban Drainage Criteria Manual, Volume 1, Major Drainage, 2001
(Froude # < 1, Subcritical Flow) (Froude # > 1, Supercritical Flow )
Table E-1
Riprap Design
SEE DETAIL SHEET
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix E
Required Rock Size
The required rock size may be selected from Figure MD-21 for circular conduits and from Figure MD-22 for
rectangular conduits. Figure MD-21 is valid for Q/Dc
2.5
of 6 or less and Figure MD-22 is valid for Q/WH1.5 of 8.0
or less. The parameters in these two figures are:
1. Q/D
1.5
or Q/W
0.5
in which Q is the design discharge in cfs, Dc is the diameter of a
circular conduit in feet,and W and H are the width and height of a rectangular conduit in
feet.
2. Yt/Dc or Yt/H in which Yt is the tailwater depth in feet, Dc is the diameter of a circular conduit in feet,
and H is the height of a rectangular conduit in feet. In cases where Yt is unknown or a hydraulic jump is
suspected downstream of the outlet, use Yt/Dt = Yt/H = 0.40 when using Figures MD-21
and MD-22.
3. The riprap size requirements in Figures MD-21 and MD-22 are based on the non-dimensional
parametric Equations MD-18 and MD-19 (Steven, Simons, and Lewis 1971 and Smith 1975).
Circular culvert:
0 . 023
Q
D
D
Y
D
d
2 . 5
c
1 . 2
c
t
c
50
=
(MD-18)
Rectangular culvert:
0 . 014
Q
Harmony & Strauss Cabin Convenience Shopping Center
Subdivision Filing No. 1 PDP Final Drainage Report
Appendix E
The length of the riprap protection downstream from the outlet depends on the degree of protection desired. If
it is necessary to prevent all erosion, the riprap must be continued until the velocity has been reduced to an
acceptable value. For purposes of outlet protection during major floods, the acceptable velocity is set at 5.5
ft/sec for very erosive soils and at 7.7 ft/sec for erosion resistant soils. The rate at which the velocity of a jet
from a conduit outlet decreases is not well known. For the procedure recommended here, it is assumed to be
related to the angle of lateral expansion, θ, of the jet. The velocity is related to the expansion factor,
(1/(2tanθ)), which can be determined directly using Figure MD-23 or Figure MD-24, assuming that the
expanding jet has a rectangular shape:
−
θ
= W
2 ta n
1
Y
L A
t
t
p (MD-22)
where:
Lp = length of protection (ft)
W = width of the conduit in (ft) (use diameter for circular conduits)
Yt = tailwater depth (ft)
θ = the expansion angle of the culvert flow
and:
V
Q
At = (MD-23)
where:
Q = design discharge (cfs)
V = the allowable non-eroding velocity in the downstream channel (ft/sec)
At = required area of flow at allowable velocity (ft²)
In certain circumstances, Equation MD-22 may yield unreasonable results. Therefore, in no case should Lp be
less than 3H or 3D, nor does Lp need to be greater than 10H or 10D whenever the Froude parameter, Q/WH1.5
or Q/D2.5, is less than 8.0 or 6.0, respectively. Whenever the Froude parameter is greater than these
maximums, increase the maximum Lp required by ¼ Dc or ¼ H for circular or rectangular culverts,
respectively, for each whole number by which the Froude parameter is greater than 8.0 or 6.0, respectively.
APPENDIX F
Detention Pond Design
UD-Detention_v2.34 PDP NORTH.xlsx, Modified FAA 8/17/2015, 3:31 PM
Project:
Basin ID:
Design Information (Input): Design Information (Input):
Catchment Drainage Imperviousness Ia = 31.00 percent Catchment Drainage Imperviousness Ia = 31.00 percent
Catchment Drainage Area A = 59.000 acres Catchment Drainage Area A = 59.000 acres
Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D
Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc = 48 minutes Time of Concentration of Watershed Tc = 48 minutes
Allowable Unit Release Rate q = 0.04 cfs/acre Allowable Unit Release Rate q = 0.16 cfs/acre
One-hour Precipitation P1 = 0.95 inches One-hour Precipitation P1 = 2.61 inches
Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3
Coefficient One C1 = 28.50 Coefficient One C1 = 28.50
Coefficient Two C2 = 10 Coefficient Two C2 = 10
Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789
Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.34 Runoff Coefficient C = 0.60
Inflow Peak Runoff Qp-in = 22.06 cfs Inflow Peak Runoff Qp-in = 106.94 cfs
Allowable Peak Outflow Rate Qp-out = 2.36 cfs Allowable Peak Outflow Rate Qp-out = 9.62 cfs
Mod. FAA Minor Storage Volume = 81,532 cubic feet Mod. FAA Major Storage Volume = 419,878 cubic feet
Mod. FAA Minor Storage Volume = 1.872 acre-ft Mod. FAA Major Storage Volume = 9.639 acre-ft
20 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage
Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume
minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet
(input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output)
0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000
20 1.85 1.022 1.00 2.36 0.065 0.957 20 5.08 4.956 1.00 9.62 0.265 4.691
40 1.24 1.366 1.00 2.36 0.130 1.236 40 3.40 6.624 1.00 9.62 0.530 6.094
60 0.95 1.572 0.90 2.12 0.176 1.396 60 2.60 7.619 0.90 8.66 0.715 6.904
80 0.78 1.719 0.80 1.89 0.208 1.510 80 2.14 8.332 0.80 7.69 0.848 7.484
100 0.66 1.834 0.74 1.75 0.241 1.593 100 1.82 8.890 0.74 7.12 0.980 7.910
120 0.58 1.929 0.70 1.65 0.273 1.656 120 1.60 9.350 0.70 6.73 1.113 8.238
140 0.52 2.010 0.67 1.58 0.306 1.704 140 1.43 9.744 0.67 6.46 1.245 8.499
160 0.47 2.081 0.65 1.53 0.338 1.743 160 1.29 10.089 0.65 6.25 1.378 8.711
180 0.43 2.144 0.63 1.49 0.371 1.774 180 1.18 10.397 0.63 6.09 1.510 8.886
200 0.40 2.202 0.62 1.46 0.403 1.799 200 1.09 10.675 0.62 5.96 1.643 9.032
220 0.37 2.254 0.61 1.44 0.436 1.819 220 1.02 10.929 0.61 5.86 1.775 9.154
240 0.35 2.302 0.60 1.42 0.468 1.834 240 0.95 11.163 0.60 5.77 1.908 9.256
260 0.33 2.347 0.59 1.40 0.501 1.847 260 0.90 11.381 0.59 5.70 2.040 9.341
280 0.31 2.389 0.59 1.38 0.533 1.856 280 0.85 11.585 0.59 5.63 2.172 9.412
300 0.29 2.429 0.58 1.37 0.566 1.863 300 0.81 11.776 0.58 5.58 2.305 9.471
320 0.28 2.466 0.58 1.36 0.598 1.868 320 0.77 11.956 0.58 5.53 2.437 9.519
340 0.27 2.501 0.57 1.35 0.631 1.871 340 0.73 12.127 0.57 5.49 2.570 9.557
360 0.25 2.535 0.57 1.34 0.663 1.872 360 0.70 12.290 0.57 5.45 2.702 9.587
380 0.24 2.567 0.56 1.33 0.696 1.871 380 0.67 12.445 0.56 5.42 2.835 9.610
400 0.24 2.597 0.56 1.32 0.728 1.869 400 0.65 12.593 0.56 5.39 2.967 9.626
420 0.23 2.627 0.56 1.31 0.761 1.866 420 0.62 12.735 0.56 5.36 3.100 9.635
440 0.22 2.655 0.55 1.31 0.793 1.862 440 0.60 12.871 0.55 5.33 3.232 9.639
460 0.21 2.682 0.55 1.30 0.826 1.856 460 0.58 13.002 0.55 5.31 3.365 9.638
480 0.20 2.708 0.55 1.30 0.858 1.850 480 0.56 13.129 0.55 5.29 3.497 9.632
500 0.20 2.733 0.55 1.29 0.891 1.842 500 0.54 13.251 0.55 5.27 3.630 9.621
520 0.19 2.757 0.55 1.29 0.923 1.834 520 0.53 13.369 0.55 5.25 3.762 9.607
540 0.19 2.781 0.54 1.28 0.956 1.825 540 0.51 13.483 0.54 5.24 3.894 9.589
560 0.18 2.804 0.54 1.28 0.988 1.816 560 0.50 13.594 0.54 5.22 4.027 9.567
580 0.18 2.826 0.54 1.28 1.021 1.805 580 0.48 13.702 0.54 5.21 4.159 9.542
600 0.17 2.848 0.54 1.27 1.053 1.794 600 0.47 13.806 0.54 5.19 4.292 9.514
620 0.17 2.869 0.54 1.27 1.086 1.783 620 0.46 13.908 0.54 5.18 4.424 9.484
640 0.16 2.889 0.54 1.27 1.118 1.771 640 0.45 14.007 0.54 5.17 4.557 9.450
660 0.16 2.909 0.54 1.27 1.151 1.758 660 0.44 14.103 0.54 5.16 4.689 9.414
UD-Detention_v2.34 PDP NORTH.xlsx, Modified FAA 8/17/2015, 3:31 PM
Project:
Basin ID:
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
0
2
4
6
8
10
12
14
16
18
0 200 400 600 800 1000 1200 1400
Volume (acre-feet)
Duration (Minutes)
Inflow and Outflow Volumes vs. Rainfall Duration
Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume
UD-Detention_v2.34 PDP NORTH.xlsx, Basin 8/17/2015, 3:31 PM
Project:
Basin ID:
Design Information (Input):
Width of Basin Bottom, W = ft Right Triangle OR…
Length of Basin Bottom, L = ft Isosceles Triangle OR…
Dam Side-slope (H:V), Zd = ft/ft Rectangle OR…
Circle / Ellipse OR…
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 1.87 9.64 acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': 2.70 5.38 acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes
(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)
groundwater
surface 4837.12 (input) 632,907 0 14.530 0.000
4837.64 0.00 0.00 651,894 334,048 14.965 7.669
4838.10 0.00 0.00 671,451 638,418 15.414 14.656
4838.23 0.00 0.00 691,594 727,016 15.877 16.690
4838.30 0.00 0.00 712,342 776,153 16.353 17.818
4838.32 0.00 0.00 733,712 790,614 16.844 18.150
4838.40 0.00 0.00 755,724 850,191 17.349 19.518
4838.50 0.00 0.00 788,395 927,397 18.099 21.290
4838.59 0.00 0.00 801,747 998,954 18.406 22.933
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UD-Detention_v2.34 PDP NORTH.xlsx, Basin 8/17/2015, 3:31 PM
Project:
Basin ID:
STAGE-STORAGE SIZING FOR DETENTION BASINS
4837.00
4837.50
4838.00
4838.50
4839.00
0.00 5.00 10.00 15.00 20.00 25.00
Stage (ft. elev.)
Storage (acre-feet)
STAGE-STORAGE CURVE FOR THE POND
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix F
V=1/3D(A1+A2+(A1xA2).5)
where: D = depth of storage (stage)
ID Elevation (ft) Area (sf) Volume (Ac-ft) Total Storage (Ac-ft)
4838.23 479331
3.96 3.96
4838.59 479331
4837.12 632907
7.61 7.61
4837.64 632907
Total 11.57
Total Required* 11.57
Elevation 4838.23 is the groundwater surface elevation in Ex. Gravel Pond #1
Elevation 4837.12 is the groundwater surface elevation in Ex. Gravel Pond #2
*Total required volume is provided on the PDP NS Detention Requirements for the Major storm spreadsheet
Ex. Gravel Pond #1
Ex. Gravel Pond #2
Table F-1
Detention Capacity
UD-Detention_v2.34 PDP NORTH.xlsx, Spillway 8/17/2015, 3:31 PM
Project:
Basin ID:
75.96
4.00000
Design Information (input):
Bottom Length of Weir L = 80.00 feet
Angle of Side Slope Weir Angle = 78.25 degrees
Elev. for Weir Crest EL. Crest = 4,837.64 feet
Coef. for Rectangular Weir Cw = 2.95
Coef. for Trapezoidal Weir Ct = 2.95
Calculation of Spillway Capacity (output):
Water Rect. Triangle Total Total
Surface Weir Weir Spillway Pond
Elevation Flowrate Flowrate Release Release
ft. cfs cfs cfs cfs
(linked) (output) (output) (output) (output)
4837.12 0.00 0.00 0.00 0.00
4837.64 0.00 0.00 0.00 0.00
4838.10 73.63 2.04 75.66 75.66
4838.23 106.95 3.79 110.74 110.74
4838.30 126.54 5.02 131.56 131.56
4838.32 132.34 5.41 137.74 137.74
4838.40 156.36 7.14 163.50 163.50
4838.50 188.22 9.73 197.94 197.94
4838.59 218.52 12.48 231.00 231.00
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UD-Detention_v2.34 PDP NORTH.xlsx, Spillway 8/17/2015, 3:31 PM
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE SPILLWAY
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
0 5 10 15 20 25
4837.12
4837.32
4837.52
4837.72
4837.92
4838.12
4838.32
4838.52
4838.72
4838.92
0 50 100 150 200 250
Storage (Acre-Feet)
Stage (feet, elev.)
Pond Discharge (cfs)
STAGE-STORAGE-DISCHARGE CURVES FOR THE POND
TOTAL DISCHARGE SPILLWAY DISCHARGE POND STORAGE
Project Description
Solve For Discharge
Input Data
Discharge 8.90 ft³/s
Headwater Elevation 4837.64 ft
Crest Elevation 4837.39 ft
Tailwater Elevation 4836.00 ft
Crest Surface Type Paved
Crest Breadth 10.00 ft
Crest Length 24.00 ft
Cross Section Image
Cross Section for 9 cfs release rate spillway
8/17/2015 3:34:36 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Solve For Discharge
Input Data
Headwater Elevation 4837.64 ft
Crest Elevation 4837.39 ft
Tailwater Elevation 4836.00 ft
Crest Surface Type Paved
Crest Breadth 10.00 ft
Crest Length 24.00 ft
Results
Discharge 8.90 ft³/s
Headwater Height Above Crest 0.25 ft
Tailwater Height Above Crest -1.39 ft
Weir Coefficient 2.97 US
Submergence Factor 1.00
Adjusted Weir Coefficient 2.97 US
Flow Area 6.00 ft²
Velocity 1.48 ft/s
Wetted Perimeter 24.50 ft
Top Width 24.00 ft
Worksheet for 9 cfs release rate spillway
8/17/2015 3:35:06 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Solve For Discharge
Input Data
Discharge 139.62 ft³/s
Headwater Elevation 4838.33 ft
Crest Elevation 4837.64 ft
Tailwater Elevation 4836.00 ft
Crest Surface Type Paved
Crest Breadth 10.00 ft
Crest Length 80.00 ft
Cross Section Image
Cross Section for emergency spillway
8/17/2015 3:35:42 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Solve For Discharge
Input Data
Headwater Elevation 4838.33 ft
Crest Elevation 4837.64 ft
Tailwater Elevation 4836.00 ft
Crest Surface Type Paved
Crest Breadth 10.00 ft
Crest Length 80.00 ft
Results
Discharge 139.62 ft³/s
Headwater Height Above Crest 0.69 ft
Tailwater Height Above Crest -1.64 ft
Weir Coefficient 3.03 US
Submergence Factor 1.00
Adjusted Weir Coefficient 3.03 US
Flow Area 55.44 ft²
Velocity 2.52 ft/s
Wetted Perimeter 81.39 ft
Top Width 80.00 ft
Worksheet for emergency spillway
8/17/2015 3:36:04 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Calculating the WQCV and Volume Reduction Chapter 3
3-6 Urban Drainage and Flood Control District August 2011
Urban Storm Drainage Criteria Manual Volume 3
Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the
required BMP storage volume in acre-feet can be calculated as follows:
𝑉 = �
WQCV
12
� 𝐴 Equation 3-3
Where:
V = required storage volume (acre-ft)
A = tributary catchment area upstream (acres)
WQCV = Water Quality Capture Volume (watershed inches)
Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix F
% Imperviousness 47.84%
WQCV (inches)* 0.21 inches
Volume = (WQCV/12)xA 1.03 ac-ft
*WQCV in 40-hr drain time
from Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time
UDFCD Storm Drainage Criteria Manual Volume 3
Table F-2
Water Quality Capture Volume (WQCV)
APPENDIX G
Low Impact Development
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix G
Low Impact Development (LID)
Table G-1
Volume 3, Chapter 3, Section 3.1 Low Impact Development Criteria
Basin
Newly Added
Impervious Area
(acres)
Overall Area (acres) Impervious Area
routed to LID (acres)
LID Technique to be
Applied
N-1 0.62 7.19 0.62 Bio-swale
N-2 0.32 0.74 0.10 Permeable Pavers
N-3 0.27 0.32 0.27 Bio-swale
N-4 0.27 0.30 0.00 None
N-5 0.31 0.36 0.31 Permeable Pavers /
Rain Garden
N-6 0.28 0.34 0.28 Permeable Pavers /
Rain Garden
N-7 0.49 0.92 0.27 Permeable Pavers
N-8 0.17 0.34 0.13 Permeable Pavers
N-9 0.55 1.04 0.55 Permeable Pavers /
Rain Garden
N-10 0.40 0.44 0.40 Bio-swale
N-11 0.37 0.42 0.37 Permeable Pavers /
Rain Garden
N-12 0.07 0.10 0.01 Permeable Pavers
N-13 0.07 0.10 0.01 Permeable Pavers
N-14 0.35 0.70 0.17 Permeable Pavers
N-15 0.00 0.00 0.00 N/A (public ROW)
N-16 0.47 1.03 0.10 Permeable Pavers
N-17 0.16 0.36 0.16 Permeable Pavers
N-18 0.66 0.82 0.00 None
N-19 1.01 1.52 0.00 None
Total 6.84 17.05 3.74 54.63%
* Basin areas N-2 and N-16 shown here are for the area within the site only and does not include area within the public ROW
** Basin N-15 is not included in these calculations because it resides entirely within the public ROW
No less than 50% of any newly added impervious area must be treated using one or a combination of LID techniques
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix G
Table G-2
Volume 3, Chapter 3, Section 3.1 Low Impact Development Criteria
Basin Newly Added
Pavement Area (acres)
Permeable Pavement
Area (acres)
% of Permeable
Pavement
N-1 0.25 0.20 81.49%
N-2 0.19 0.10 53.54%
N-3 0.24 0.00 0.00%
N-4 0.24 0.00 0.00%
N-5 0.27 0.02 7.06%
N-6 0.26 0.02 7.54%
N-7 0.33 0.31 94.54%
N-8 0.19 0.19 100.00%
N-9 0.40 0.32 79.48%
N-10 0.36 0.00 0.00%
N-11 0.28 0.04 15.28%
N-12 0.07 0.01 8.35%
N-13 0.07 0.01 8.15%
N-14 0.27 0.17 64.44%
N-15 0.00 0.00 0.00%
N-16 0.19 0.10 53.19%
N-17 0.16 0.16 103.29%
N-18 0.66 0.00 0.00%
N-19 0.72 0.00 0.00%
Total 5.17 1.66 32.18%
No less than 25% of any newly added pavement areas must be treated using a permeable pavement
technology that is considered an LID technique
Harmony and Strauss Cabin
Subdivision Filing No. 1
Convenience Shopping Center
PDP Final Drainage Report
Appendix G
Table G-3
Permeable Pavement Reservoirs
Sloped Installations
V = P[(D-6sL-1)/12]A
Basin Slope of Permeable
Pavement (ft/ft)
Length Between
Lateral Flow Barriers
(ft)
Permeable Pavement
Area (ft2)
Volume Available in
Reservoir (ft3)
Length Between
Lateral Flow
Barriers (ft)
N-1 0.0208 20.2 8770 3124 2.5
N-2 0.0247 20.2 4452 1336 16.0
N-5 0.0200 9.5 838 275 9.5
N-6 0.0200 9.5 842 277 9.5
N-7 0.0200 50.0 13668 4602 7.5
N-8 0.0500 23.0 8450 2929 2.0
N-9 0.0200 50.0 13932 4718 7.0
N-11 0.0200 9.5 1892 622 9.5
N-12 0.0200 5.0 261 90 5.0
N-13 0.0200 5.0 261 90 5.0
N-14 0.0200 20.2 7484 2325 14.0
N-16 0.0241 20.2 4374 1289 18.0
N-17 0.0120 20.2 7182 2432 7.0
Total (ft
3
) 24109
Total (acre-ft) 0.55
where
P (porosity) ~ 0.4
D (depth in inches) = 12
s (slope in ft/ft) varies, see table
L (Length between flow
barriers) varies, see table
A (Area in ft
2
) varies, see table
UDFCD Design Procedure Form for
Permeable Pavement Systems (PPS)
Copy of UD-BMP_v3.03 N-1.xlsm, PPS 8/18/2015, 3:57 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 8.7 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.087
C) Tributary Watershed Area ATotal = 26,765 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 8,770 sq ft
(Minimum recommended permeable pavement area = 1116 sq ft)
E) Impervious Tributary Ratio RT = 0.2
(Contributing Imperviuos Area / Permeable Pavement Ratio)
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 106 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.021 ft / ft
E) Length Between Lateral Flow Barriers (max = 2.91 ft.) L = 2.5 ft
F) Volume Provided Based on Depth of Base Course V = 3,124 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-1.xlsm, PPS 8/18/2015, 3:57 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 0.67 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.38 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
N-1
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-2.xlsm, PPS 8/18/2015, 3:58 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 67.7 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.677
C) Tributary Watershed Area ATotal = 17,708 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 4,452 sq ft
(Minimum recommended permeable pavement area = 4478 sq ft)
E) Impervious Tributary Ratio RT = 2.0 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 313 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.021 ft / ft
E) Length Between Lateral Flow Barriers (max = 16.89 ft.) L = 16.0 ft
F) Volume Provided Based on Depth of Base Course V = 1,336 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-2
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-2.xlsm, PPS 8/18/2015, 3:58 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 4.10 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.65 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
N-2
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-5.xlsm, PPS 8/18/2015, 3:59 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 86.3 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.863
C) Tributary Watershed Area ATotal = 3,006 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 838 sq ft
(Minimum recommended permeable pavement area = 906 sq ft)
E) Impervious Tributary Ratio RT = 2.2 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 74 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 22.23 ft.) L = 9.5 ft
F) Volume Provided Based on Depth of Base Course V = 275 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-5
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-5.xlsm, PPS 8/18/2015, 3:59 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 3.81 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.32 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
N-5
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-6.xlsm, PPS 8/18/2015, 3:59 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 81.9 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.819
C) Tributary Watershed Area ATotal = 2,982 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 842 sq ft
(Minimum recommended permeable pavement area = 866 sq ft)
E) Impervious Tributary Ratio RT = 2.1 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 68 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 20.1 ft.) L = 9.5 ft
F) Volume Provided Based on Depth of Base Course V = 277 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-6
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-6.xlsm, PPS 8/18/2015, 3:59 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 3.55 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.30 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
N-6
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-7.xlsm, PPS 8/18/2015, 3:59 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 53.7 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.537
C) Tributary Watershed Area ATotal = 28,881 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 13,668 sq ft
(Minimum recommended permeable pavement area = 6113 sq ft)
E) Impervious Tributary Ratio RT = 0.6 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 417 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 7.63 ft.) L = 7.5 ft
F) Volume Provided Based on Depth of Base Course V = 4,602 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-7
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-7.xlsm, PPS 8/18/2015, 3:59 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 1.82 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.76 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
N-7
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-8.xlsm, PPS 8/18/2015, 4:00 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 48.3 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.483
C) Tributary Watershed Area ATotal = 14,994 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 8,450 sq ft
(Minimum recommended permeable pavement area = 2917 sq ft)
E) Impervious Tributary Ratio RT = 0.4 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 202 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.050 ft / ft
E) Length Between Lateral Flow Barriers (max = 2.39 ft.) L = 2.0 ft
F) Volume Provided Based on Depth of Base Course V = 2,929 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-8
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-8.xlsm, PPS 8/18/2015, 4:00 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 1.32 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.53 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
N-8
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-9.xlsm, PPS 8/18/2015, 4:00 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 52.5 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.525
C) Tributary Watershed Area ATotal = 28,881 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 13,932 sq ft
(Minimum recommended permeable pavement area = 6005 sq ft)
E) Impervious Tributary Ratio RT = 0.6 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 410 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 7.37 ft.) L = 7.0 ft
F) Volume Provided Based on Depth of Base Course V = 4,718 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-9
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-9.xlsm, PPS 8/18/2015, 4:00 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 1.72 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.75 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
N-9
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-11.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 86.5 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.865
C) Tributary Watershed Area ATotal = 5,093 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 1,892 sq ft
(Minimum recommended permeable pavement area = 1538 sq ft)
E) Impervious Tributary Ratio RT = 1.5 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 127 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 16.75 ft.) L = 9.5 ft
F) Volume Provided Based on Depth of Base Course V = 622 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-11
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-11.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 3.15 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.42 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
N-11
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-12.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 70.7 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.707
C) Tributary Watershed Area ATotal = 4,423 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 261 sq ft
(Minimum recommended permeable pavement area = 1155 sq ft)
E) Impervious Tributary Ratio RT = 11.3 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 82 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 78.58 ft.) L = 5.0 ft
F) Volume Provided Based on Depth of Base Course V = 90 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-12 and N-13
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-12.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 10.03 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.34 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
N-12 and N-13
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-14.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 50.4 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.504
C) Tributary Watershed Area ATotal = 30,506 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 7,484 sq ft
(Minimum recommended permeable pavement area = 6140 sq ft)
E) Impervious Tributary Ratio RT = 1.6 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 422 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 14.09 ft.) L = 14.0 ft
F) Volume Provided Based on Depth of Base Course V = 2,325 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-14
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-14.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 3.37 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.76 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
N-14
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-16.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 46.2 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.462
C) Tributary Watershed Area ATotal = 24,508 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 4,374 sq ft
(Minimum recommended permeable pavement area = 4599 sq ft)
E) Impervious Tributary Ratio RT = 2.1 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 320 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 18.31 ft.) L = 18.0 ft
F) Volume Provided Based on Depth of Base Course V = 1,289 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-16
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-16.xlsm, PPS 8/18/2015, 4:01 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 4.36 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.66 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
N-16
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
Copy of UD-BMP_v3.03 N-17.xlsm, PPS 8/18/2015, 4:02 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 44.1 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.441
C) Tributary Watershed Area ATotal = 15,756 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 7,182 sq ft
(Minimum recommended permeable pavement area = 2847 sq ft)
E) Impervious Tributary Ratio RT = 0.5 IMPERVIOUS TRIBUTARY RATIO
(Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 200 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 12.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40
D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft
E) Length Between Lateral Flow Barriers (max = 6.97 ft.) L = 7.0 ft
F) Volume Provided Based on Depth of Base Course V = 2,432 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells = 1
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
no-infiltration section.)
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
N-17
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Copy of UD-BMP_v3.03 N-17.xlsm, PPS 8/18/2015, 4:02 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft
(i.e. the bottom of the base course to the center of the orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = 1.68 inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.52 inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
N-17
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Design Procedure Form: Permeable Pavement Systems (PPS)
Heather McDowell
TST, Inc. Consulting Engineers
August 18, 2015
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
APPENDIX H
FIRM Maps and
Original Floodplain Workmap
825' ROOKERY BUFFER
(FOR REFERENCE ONLY)
760 Whalers Way Bldg C, Suite 200 Fort Collins, CO 80525 ideas@tstinc.com
970.226.0557 main 303.595.9103 metro 970.226.0204 fax www.tstinc.com
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
Choose One
Concrete Walls
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
#N/A #N/A #N/A #N/A #N/A
STAGE-DISCHARGE SIZING OF THE SPILLWAY
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
#N/A #N/A
#N/A #N/A
#N/A #N/A
STAGE-STORAGE SIZING FOR DETENTION BASINS
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
Check Basin Shape
680 0.16 2.928 0.54 1.26 1.183 1.745 680 0.43 14.197 0.54 5.15 4.822 9.376
700 0.15 2.947 0.53 1.26 1.216 1.731 700 0.42 14.289 0.53 5.14 4.954 9.335
720 0.15 2.966 0.53 1.26 1.248 1.717 720 0.41 14.379 0.53 5.13 5.087 9.292
740 0.15 2.984 0.53 1.26 1.281 1.703 740 0.40 14.466 0.53 5.12 5.219 9.247
760 0.14 3.001 0.53 1.25 1.313 1.688 760 0.39 14.552 0.53 5.11 5.352 9.200
780 0.14 3.019 0.53 1.25 1.346 1.673 780 0.38 14.636 0.53 5.10 5.484 9.152
800 0.14 3.036 0.53 1.25 1.378 1.657 800 0.38 14.718 0.53 5.10 5.617 9.101
820 0.13 3.052 0.53 1.25 1.411 1.641 820 0.37 14.798 0.53 5.09 5.749 9.049
840 0.13 3.069 0.53 1.25 1.443 1.625 840 0.36 14.877 0.53 5.08 5.881 8.996
860 0.13 3.084 0.53 1.25 1.476 1.609 860 0.36 14.954 0.53 5.08 6.014 8.940
880 0.13 3.100 0.53 1.24 1.508 1.592 880 0.35 15.030 0.53 5.07 6.146 8.884
900 0.13 3.115 0.53 1.24 1.541 1.575 900 0.34 15.105 0.53 5.06 6.279 8.826
920 0.12 3.131 0.53 1.24 1.573 1.557 920 0.34 15.178 0.53 5.06 6.411 8.766
940 0.12 3.145 0.53 1.24 1.606 1.539 940 0.33 15.250 0.53 5.05 6.544 8.706
960 0.12 3.160 0.53 1.24 1.638 1.522 960 0.33 15.320 0.53 5.05 6.676 8.644
980 0.12 3.174 0.52 1.24 1.671 1.503 980 0.32 15.389 0.52 5.04 6.809 8.581
1000 0.12 3.188 0.52 1.24 1.703 1.485 1000 0.32 15.458 0.52 5.04 6.941 8.516
1020 0.11 3.202 0.52 1.24 1.736 1.466 1020 0.31 15.525 0.52 5.03 7.074 8.451
1040 0.11 3.216 0.52 1.23 1.768 1.447 1040 0.31 15.591 0.52 5.03 7.206 8.385
1060 0.11 3.229 0.52 1.23 1.801 1.428 1060 0.30 15.656 0.52 5.03 7.339 8.317
1080 0.11 3.242 0.52 1.23 1.833 1.409 1080 0.30 15.720 0.52 5.02 7.471 8.249
1100 0.11 3.255 0.52 1.23 1.866 1.389 1100 0.29 15.783 0.52 5.02 7.604 8.179
1120 0.11 3.268 0.52 1.23 1.898 1.370 1120 0.29 15.845 0.52 5.01 7.736 8.109
1140 0.10 3.281 0.52 1.23 1.931 1.350 1140 0.29 15.906 0.52 5.01 7.868 8.038
1160 0.10 3.293 0.52 1.23 1.963 1.330 1160 0.28 15.967 0.52 5.01 8.001 7.966
1180 0.10 3.306 0.52 1.23 1.996 1.310 1180 0.28 16.026 0.52 5.00 8.133 7.893
1200 0.10 3.318 0.52 1.23 2.028 1.289 1200 0.27 16.085 0.52 5.00 8.266 7.819
Mod. FAA Minor Storage Volume (cubic ft.) = 81,532 Mod. FAA Major Storage Volume (cubic ft.) = 419,878
Mod. FAA Minor Storage Volume (acre-ft.) = 1.8717 Mod. FAA Major Storage Volume (acre-ft.) = 9.6391
Determination of MAJOR Detention Volume Using Modified FAA Method
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
Determination of MINOR Detention Volume Using Modified FAA Method
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1
H H
WH
d Y
1 . 5
1 . 2
50 t
=
(MD-19)
The rock size requirements were determined assuming that the flow in the culvert barrel is not supercritical. It
is possible to use Equations MD-18 and MD-19 when the flow in the culvert is supercritical (and less than full)
if the value of Dc or H is modified for use in Figures MD-21 and MD-22. Whenever the flow is supercritical in
the culvert, substitute Da for Dc and Ha for H, in which Da is defined as:
( )
2
D D c Y n
a
+
= (MD-20)
in which the maximum value of Da shall not exceed D, and
( )
2
H Y
H n
a
+
= (MD-21)
in which the maximum value of Ha shall not exceed H, and:
Da = parameter to use in place of D in Figure MD-21 when flow is supercritical
Dc = diameter of circular culvert (ft)
Ha = parameter to use in place of H in Figure MD-22 when flow is supercritical
H = height of rectangular culvert (ft)
Yn = normal depth of supercritical flow in the culvert
Extent of Protection
26 50 1.2
51 100 1.25
From Table 3-4 in the City of Fort Collins, SDDCCS
N-11 0.42 86.5% 0.86 0.86 0.86 1.00
0.74 0.93
N-12 0.10 70.7% 0.74 0.74 0.74
50.4% 0.60 0.60 0.60
0.92
N-13 0.10 71.6% 0.74 0.74
0.75
N-15 1.13 52.0% 0.59 0.59 0.59 0.74
N-14 0.70
0.58 0.72
N-16 2.12 46.2% 0.55 0.55 0.55
80.2% 0.80 0.80 0.80
0.69
N-17 0.36 44.1% 0.58 0.58
1.00
N-19 1.52 66.2% 0.70 0.70 0.70 0.87
N-18 0.82
N-15 ULT 2.84 80.9% 0.81 0.81 0.81 1.00
N-4 0.30 90.9% 0.88 0.88
1.00
0.88
81.9% 0.80 0.80 0.80
1.00
0.64 0.64 0.64
N-5 0.36 86.3% 0.85 0.85
8.7% 0.27 0.27 0.27
0.80
N-6 0.34
N-7 0.92 53.7%
0.62 0.78
N-8 0.34 48.3% 0.61 0.61 0.61
89.4% 0.87 0.87 0.87
0.77
N-9 1.04 52.5% 0.62 0.62
N-10 0.44 1.00
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.40 2.86
From the City of Fort Collins Storm Drainage Design Criteria and Construction Standards
Survey Area Data: Version 8, Dec 23, 2013
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Nov 18,
2011
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
(ODP Land Uses Area Only)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/27/2014
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