HomeMy WebLinkAbout20252328.tiffPELICAN LAKE.
I C H
8/13/2020
To: Trace Anderson
Development Review Inspection
Public Works
1111 H Street
Greeley, CO 80634
tanderson@weldgov.com
tanderson@co.weld.co.us
Re: Drainage Acceptance from Phase 5, Filing 1 of the Beebe Draw Farms and
Equestrian Center.
If/when parcel #121309000026 of Weld County, Colorado is developed, I,
Christine Hethcock, manager of REI, LLC and current owner of said parcel, do
hereby agree to accept all undetained stormwater runoff entering the parcel from
Beebe Draw Farms, Filing 1, Phase 5. The undetained runoff will be quantified
and detained with the future development's required drainage plan, per the
versions of the Weld County Engineering and Construction Guidelines and Weld
County Code current at the time of development.
Regards,
Christine Hethcock
Manager, REI, LLC
FINAL DRAINAGE REPORT
FOR
PELICAN LAKES PUD
(Aka BEEBE DRAW FARMS 2N° FILING)
PREPARED FOR:
REI LTD, LIABILITY CO
P.O. BOX 156
RED FEATHER LAKES, CO 80545-0156
DATE: July 9, 2023
CONSULTING ENGINEER:
WERNSMAN ENGINEERING AND LAND DEVELOPMENT, LLC
16495 Essex Rd S
Platteville, CO 80651
WERNSMAN
ENGTNEERTNG AND
LAND
DEVELOPMENT LLC
Eric Wernsman
16495 Essex Rd S
Platteville CO 80651
July 9, 2023
Weld County
Public Works Department
1111 H Street
Greeley, CO 80631
RE: Final Drainage Report for Pelican Lakes PUD - aka Beebe Draw Farms 2"d Filing,
located in Weld County, Colorado.
Dear Sirs:
Wernsman Engineering and Land Development, LLC is pleased to submit this Final Drainage
Report for the proposed Pelican Lakes PUD - 2" Filing, located East of WCR 39 and between
WCR 32 and WCR 38.
Please review this Final Drainage Report and Plan at your earliest convenience. We look forward
to your comments and ultimate approval of the Drainage Report.
Please feel free to contact me at (970) 539-2656 if you have additional questions.
Sincerely,
Wernsman Engineering and Land Development, LLC
Eric Wernsman, P.E.
PROFESSIONAL ENGINEER'S
CERTIFICATION
I hereby certify that this report for the Final Drainage Study for the Pelican Lakes PUD_2nd
Filing, was prepared by me (or under my direct supervision) in accordance with the provisions
of the Weld County Storm Drainage Criteria Manual for the owners thereof.
Eric Wernsman, P.E.
Registered Professional Engineer
State of Colorado No. 33371
TABLE OF CONTENTS
Page No.
SECTION I - GENERAL PROJECT LOCATION AND DESCRIPTION 1
Project Location 1
Project Plan 1
Site Features, Existing Land Use & Constraints 2
Floodplain & Wetland Area 2
Soils & Groundwater 2
SECTION II - DRAINAGE
Existing Onsite Conditions
Existing Offsite Conditions
Existing Conditions EPA-SWMM Results
2
3
3
3
SECTION III - DRAINAGE FACILITY DESIGN - PROPOSED CONDITIONS 4
Developed Onsite Conditions 5
On -site Retention -Infiltration -Detention 5
Erosion Control 6
Drainage Facility Design 6
General Concept 6
Specific Details 6
Offsite Basins 6
West Area Basins 7
East Area Basins 15
Detention Ponds 17
Ponds for West Area 18
Ponds for East Area 20
SECTION IV - SUMMARY & CONCLUSIONS 21
SECTION V — GENERAL DRAINAGE MAINTENANCE
Detention Pond Maintenance
Retention/Infiltration Pond Maintenance
21
21
23
SECTION VI - REFERENCES 24
APPENDIX
I. GENERAL LOCATION & PROJECT DESCRIPTION
This section contains information relative to Project location and general description of
facilities and intent.
A. Project Location
The Overall Project Site is located in the Sections 3, 4, 5, 8, 9, 10, 15, and 17 of
Township 3 North, Range 65 West of the 6th P.M., and is currently within Weld
County, Colorado. The 2nd Filing West Area is located west of the State Own
Land and south of Filing 1 with a total area of the 2nd Filing West Area of
approximately 740 acres.
The Western Phase (West Area) is bounded on the east by the State own land, on
the north by First Filing of Beebe Draw, on the south County Road 32 and on the
west by WCR 39. A Project Vicinity map and Drainage Plan are included with
this Report. This site is in a non -urbanizing area.
B. Project Plan
In 1989, a Zone Change was approved that included this proposed development.
Also, in 1989, a portion of the approved PUD was platted (Corrected First Filing
of Beebe Draw Farms and Equestrian Center). The First Filing is located near the
center of the PUD, and it is adjacent to WCR 39. The First Filing also included
Outlots that are east of the Platte Valley Canal. In 1998, A Phase III Drainage
Report for Filing 1 was approved by Weld County. Subsequentially, additional
drainage letters/calculations were approved by the County as different phases of
Filing 1 were constructed.
The proposed 2nd Filing consists of 2 areas of development. The area that is
located between the First Filing eastern boundary and Milton Reservoir is called
the East Area of Filing 2. While the area that is located south of Filing 1
boundary, between WCR 39 and the State Land, is being known as the West Area
of Filing 2. The proposed development will consist of numerous large acre
residential lots and open spaces. The minimum lot size is 1 acre. The Developer
intends to utilize the natural grade and terrain as much as possible to facilitate
adequate drainage of stormwater to the proposed retention/infiltration basins and
detention ponds. All of the area within Filing 2 drains toward Milton Reservoir.
The Farmers Reservoir and Irrigation Company has been contacted and they do
not allow stormwater to discharge into their system. Infiltration basins will be
used to eliminate, as much as possible, the storm runoff from the development.
Where it is not feasible to use retention/infiltration ponds, detention ponds will be
used with a sump to infiltrate the smaller storm events. Detention ponds will have
the bottom of the ponds over -excavated below the invert of the outlet structure to
allow the first "flush" of storm events to infiltrate into the sandy soil. This will
improve the water quality of the stormwater runoff, reduce the volume of runoff,
and reduce the potential for downstream erosion from minor storm events.
1
The development will have private maintained streets with borrow ditches on both
sides. The roadway network will connect to the existing roadways that are located
within Beebe Draw Farms & Equestrian Center First Filing.
C. Site Features, Existing Land Use & Constraints
The site can be character as relatively flat to gently rolling. There is
approximately 96 feet of vertical elevation drop across the site. Numerous gas/oil
wells are located throughout the site. The remainder of the site is currently being
used as grazing land or dry farmland. The exiting runoff generally drains to the
southeast and into the Milton Reservoir. There are several low areas on the
development that doesn't have an outfall, however, the soils in these areas are
sandy and any runoff to these low areas currently infiltrates into the ground.
D. Floodplains & Wetland Areas
Based on the FEMA - Weld County, Colorado Flood Insurance Rate Map (FIRM)
Community Panel Number 08123C 1935E (1/20/2016), the flood plain for Milton
Reservoir, near the outfall of Platte Valley Canal. There are no designated
floodplains within Filing 2.
E. Soils & Groundwater
Per the soils investigation study performed by Soilogic, Inc., dated May 28, 2020,
the soil types for the Project area consist mainly of a mix of the Valent sand and
the Vona loamy sand. All soil types are representative of hydrological soil group
A, which is indicative of soils that have low erosion potential and low runoff
potential. All of these soils are suitable for residential development and septic
systems, and it is recommended for individual wastewater disposal systems
(septic tanks and leach fields). Groundwater was not encountered up to depths of
8 feet.
II. DRAINAGE
This section discusses historic, existing, and proposed, drainage basin hydrology. Since
there are basins that will be larger than 160 acres, EPA-SWMM computer program was
used to calculate the Historic and Developed Runoff. The calculation conforms with the
appropriate sections of the "Weld County Engineering and Construction Guidelines'
updated January 2021 and the Weld County Code, as well as Urban Drainage & Flood
Control District's Drainage Criteria Manuals.
The site is located in a non -urban area therefore, the 10 -year storm was utilized for the
minor storm event. The Rational Method was used to determine runoff to the proposed
culverts and drainage swales. The on -site swales were sized to pass the 100 -year event.
Per the Weld County Engineering and Construction Guidelines, the culverts need to be
sized to convey the 10 -year runoff with no more than 6 inches overtopping the roadway
and convey the 100 -year runoff with no more than 18 inches overtopping the roadway.
This criteria was used as a minimum design standard. There are situations where if a
roadway is inundated during a major storm event, large numbers of residents would be
"cut-off' from emergency services. In these cases, the culvert was sized to convey the
2
100 -year storm event with a maximum of 6 inches overtopping the roadway.
The Rational Method utilize the one -hour storm event. Using the NOAA Atlas 14
Volume 8 version 2 maps an IDF table was generated. A one -hour rainfall depth of 1.39
inches and 2.70 inches was determined for a 10 -year and 100 -year event. The EPA
SWMM computer model was used to calculate the major runoff, detention/retention
volume and release rates. The SCS Type II - 24 Hour hydrograph was used as the model
storm in the SWMM program. The 100 -year, 24 -hour rainfall is 4.64 inches. The
infiltration ponds will be sized assuming no infiltration rates. The infiltration rate that
was used in the Filing 1 calculations was approximately 1 inch per hour. The SCS Soil
map has predominately 2 types of sandy soil located in Filing 2. One type (Vona Loamy
Sand) has published infiltration rates between 2 and 6 inches per hour. While the second
type (Valent Sand) has published infiltration rates between 6 and 40 inches per hour.
Given a 24 -hour design storm, there will be infiltration occurring at the ponds and the
assumption of no infiltration results in higher calculated volumes. The water quality
capture volumes are designed within the pond to infiltrate into the soil.
A. Existing Onsite Conditions
The Site is in unincorporated Weld County. There are numerous gravel/dirt access
roads located throughout the site that provides access to the existing gas/oil wells
and tank batteries. The remainder of the site is pervious with the ground cover
consisting of grasses and sage brush. There are several depressions that infiltrate
the tributary runoff. The existing soil is capable of infiltrating runoff. The site
drains toward the southeast and eventually into the Milton Reservoir.
B. Existing Offsite Condition
Approximately 1,956 acres of offsite tributary area historically drain towards/thru
this site to the outfall into Milton Reservoir. While the roadside swales that are
adjacent to the County Roads (WCR 39) will intercept some of the runoff, it is not
anticipated that they will be able to convey a significant amount. Therefore, it was
assumed that the runoff from the offsite tributary areas will drain across the
county roads. The offsite runoff will be conveyed to the proposed
detention/infiltration ponds via open swales. In addition, the bottom of the
proposed detention ponds as well as the retention ponds will have native
vegetation and sandy bottoms which will infiltrate some or all of the runoff.
Where necessary, swales and pipes will be constructed to convey the runoff
around lots and under streets.
C. Historic Conditions EPA-SWMM Results
The EPA SWMM model was set up for the historic conditions. Historic
Conditions estimates the expected runoff prior to Filing 1 construction. The
Horton's Equation for infiltration loss were used to model infiltration losses for
the basins. The SCS Type II - 24 Hour hydrograph was multiplied by the NOAA
100 -year value for the 24 -hour storm and was used as the rain gage. The
following table shows the results of the SWMM model for the existing conditions:
Existing Conditions
Combined
Basin Total
100yr Combined 100yr
Design Basin Runoff Total Trib Runoff
Sub -Basin Point Area (Ac) (cfs) Area (Ac) (cfs)
OFFSITE
ON1 DP ON1 307 234
OW1 DP OW1 48 41
OW2 DP OW2 182 93
OW3 DP OW3 66 45
OW4 DP OW4 81 42
OWS DP OW5 591 284
OW6 DP OW6 174 93
OS1 DP OS1 187 140
OS2 DP OS2 23 8
ONSITE
H1 DP H1 666 521 1107 541
H2 DP H2 63 47
H3 DP H3 35 43
H4 DP H4 258 210
HS DP HS 30 33
H6 DP H6 39 47
H7 DP H7 5 5
H8 DP H8 272 128 750 189
H9 DP H9 99 42 861 290
H10 DP H10 90 98 681 277
H11 DP H11 39 33 900 269
H12 DP H12 81 23 981 238
H13 DP H13 26 37
H14 DP H14 51 29
H15 DP H15 1475 625 2127 765
H16 DP H16 28 16
H17 DP H17 22 28
H18 DP H18 111 24
H19 DP H19 134 122
III. DRAINAGE FACILITY DESIGN - PROPOSED CONDITIONS
Due to the large size lots being proposed, the existing drainage patterns will remain as
much as possible, with the exception of the flows to the existing sumps. The existing
sumps will be either filled with dirt or drained via swales.
4
A. Developed Onsite Condition
All roads will be paved and maintained by the metro district. The minimum lot
size will be 1 acre and there will be a 150 feet setback from all existing (active)
gas wells. With the setbacks from the wells and the access to the wells, areas of
open space will be created. It is anticipated that approximately 15 to 20 percent of
the land will be impervious due to streets, houses, paved driveways and auxiliary
buildings. Per Mile High Flood District Table 6-3, for residential lots from 0.75
to 2.5 acres, a 20% imperviousness is recommended. Therefore, a 20%
imperviousness was used for the lots in Filing 2. The runoff coefficient for the
developed condition incorporates the anticipated impervious areas. Filing 1 lots
sizes were 2 to 4 acres in sized. A half dozen lots that has been buildout were
selected at random and their percent imperviousness was calculated including the
area of the street adjacent to their lot. These lots imperviousness varied between
10.4 to 13.8 percent with the average being 12.1%. In addition to lots, there is a
significant amount of open space in Filing 1 that was not included in the 12.1%
calculations. A 12.1% imperviousness rate was utilized for Filing 1 area that
drains onto Filing 2.
B. On -Site Retention -Infiltration -Detention
In order to reduce/eliminate the total volume of runoff from the site, infiltration
basins will be utilized. The infiltration basins will be sized to infiltrate 1.5 times
the 100 year 24 -hour storm event for the onsite tributary area including offsite
tributary runoff. Overflow swales will be provided at infiltration basins that will
safely convey the developed onsite and historic offsite 100 -year runoff in case
there is a storm event that exceeds the 100 -year event.
It is not feasible to have the western pond (Pond W1) in the West Area to be 100
percent infiltration. Due to the large amount of offsite tributary area, it is not
feasible to obtain 1.5 times the total onsite and offsite 100 -year volume. However,
the pond was sized with a sump that has the volume to retain the onsite 100 year
developed runoff and infiltrate it into the ground. This pond will be a detention
pond to reduce the peak offsite runoff. The detention pond will detain the
difference between the 100 -year developed onsite runoff plus the historic offsite
runoff volume and a release rate that will not negatively impact the downstream
infiltration pond (Pond 4). The bottom of the detention ponds will be pervious and
will allow for infiltration. The detention ponds will provide for stormwater quality
treatment in accordance with Mile High Flood District (aka Urban Drainage)
criteria. The Water Quality Capture Volume (WQCV) will be capture in a sump
within the detention pond and allow to infiltrate thereby reducing the volume of
runoff. The swale leading to and from the proposed ponds will be grass lined with
slopes as flat as 0.2%. With the sandy soil, these swales will encourage the storm
runoff to infiltrate and thereby reducing the volume of the runoff to the ponds. For
calculations purposes, the swales were assumed not to have infiltration.
Once the location of the infiltration ponds is finalized, infiltration tests will be
conducted in accordance with Mile High Flood District criteria and an infiltration
rate for each pond will be determined. Per Mile High Flood District criteria, the
infiltration rate that is used in the design will be 50% of the measured rate.
C. Erosion Control
Erosion control will be provided and will be consistent with the Final Phasing
Plan. More specifically, BMPs will be installed as appropriate to minimize
erosion due to wind and surface runoff affects. BMPs during construction may
include sediment traps, tracking pads, silt fencing, inlet protection, rock -lined
rundowns, revegetation, and contour roughening. Post -Construction BMPs may
include infiltration basins, vegetation, and proper maintenance of open areas.
D. Drainage Facility Design
General Concept
The majority of the onsite areas will drain to the proposed infiltration ponds. The
infiltration ponds were sized to hold and infiltrate the 100 -year developed runoff.
The emergency spillway was sized for the developed onsite and historic offsite
100 -year runoff. No developed runoff from the West Area will be release into the
Milton Reservoir during the 100 -year storm event with the exception of 2.36 acres
that drains easterly onto the State Land.
Specific Details
The onsite grading will convey the 100 -year storm event to the infiltration ponds.
offsite Basins:
Sub -Basin ON1, 307 -acres, 2% impervious, undeveloped offsite area that drains
onto future phases on this development and will drain to the proposed Retention
Pond UP 1 that is located north of the Beebe Draw Farms Parkway. This basin
ground cover consists of open range. From the EPASWMM model, the calculated
runoff is 24.2 and 234 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin OW], 48 -acres, 2% impervious, undeveloped offsite area that drains
onto future phases on this development and will drain to the existing Retention
Pond 9 that is located south of the Beebe Draw Farms Parkway. This basin
ground cover consists of open range. From the EPASWMM model, the calculated
runoff is 2.9 and 41 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin OW2, 181.8 -acres, 2% impervious, undeveloped offsite area that drains
onto the First Filing and into the existing retention ponds. This basin ground cover
consists of open range. From the EPASWMM model, the calculated runoff is 5.9
and 93 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin OW3, 66.4 -acres, 2% impervious, undeveloped offsite area that drains
onto the First Filing and into the existing retention ponds. This basin ground cover
consists of open range. From the EPASWMM model, the calculated runoff is 2.3
and 45 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin O W4, 80.7 -acres, 2% impervious, undeveloped offsite area that drains
onto this site and combines with onsite Sub -basin W2 to drain to Pond W 1. This
basin ground cover consists of open range. From the EPASWMM model, the
calculated runoff is 2.6 and 42 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin O W5, 590.74 -acres, 2% impervious, undeveloped offsite area that
drains onto this site and combines with onsite Sub -basin W1 to drain to Pond W 1.
This basin ground cover consists of open range. From the EPASWMM model, the
calculated runoff is 19.0 and 284 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin O W6, 173.92 -acres, 2% impervious, undeveloped offsite area that
drains onto this site and combines with onsite Sub -basin U2 to drain to Pond U 1.
This basin ground cover consists of open range. From the EPASWMM model, the
calculated runoff is 5.4 and 93 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin OS1, 187 -acres, 2% impervious, undeveloped offsite area that drains
onto future phases of this development. This basin ground cover consists of open
range. From the EPASWMM model, the calculated runoff is 6.6 and 140 cfs for
the 10 and 100 -year storm events, respectively.
Sub -Basin OS2, 23 -acres, 2% impervious, undeveloped offsite area that drains
onto future phases of this development at the southeast corner of future
development. This basin ground cover consists of open range. From the
EPASWMM model, the calculated runoff is 1.0 and 8 cfs for the 10 and 100 -year
storm events, respectively.
Rational Method Calculations:
West Area Basins:
Sub -Basin W-1, 10.48 -acres, 20% impervious, onsite area within Filing 2. This
sub -basin drains to a culvert under Fairbanks Road S and then continues to Pond
W1 . Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm
events, respectively. The time of concentration (with the urban check) is 14.1
minutes. The calculated runoff is 6.87 and 21.79 cfs for the 10 and 100 -year storm
events, respectively.
Sub -Basin W-1 a, 5.80 -acres, 20% impervious, onsite area within Filing 2. This
sub -basin combines with Basins W-1 and E-5 and drains to via a grass -lined
channel to Pond W1 . Basin runoffs coefficient are 0.20 and 0.33 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 18.2 minutes. The calculated runoff is 3.36 and 10.66 cfs for the 10 and
100 -year storm events, respectively.
Sub -Basin W -lb, b, 8.34 -acres, 20% impervious, onsite area within Filing 2. This
sub -basin combines with Basins W-1, W 1 a, and E-5 immediately before Pond W1
and drains to via a grass -lined channel to Pond W 1. Basin runoffs coefficient are
0.20 and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 17.8 minutes. The calculated runoff is
4.89 and 15.51 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W-2, 32.15 -acres, 7.3% impervious, consisting of a small area of Filing
2, and larger areas on Filing 1 and open space. This sub -basin combines with
Basins E-4 and drains to via a grass -lined channel to Pond W 1. Basin runoffs
coefficient are 0.12 and 0.26 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 23.1 minutes. The calculated
runoff is 9.42 and 40.75 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W -2a, 4.91 -acres, 14.4% impervious, consisting of onsite area within
Filing 2 as well as open space. This sub -basin combines with Basins W-2 and E-4
to drains to via a grass -lined channel to Pond W 1. Basin runoffs coefficient are
0.17 and 0.30 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 20.1 minutes. The calculated runoff is
2.24 and 7.84 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W-3, 16.54 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located south of Morning Dove Drive and drains to
Pond W1 via a grass channel. Basin runoffs coefficient are 0.20 and 0.33 for the
10 and 100 -year storm events, respectively. The time of concentration (with the
urban check) is 15.5 minutes. The calculated runoff is 10.38 and 32.93 cfs for the
10 and 100 -year storm events, respectively.
Sub -Basin W -3a, 26.69 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin combines with Basins W-3 and W -3b to drains to via a
grass -lined channel to Pond W 1. Basin runoffs coefficient are 0.20 and 0.33 for
the 10 and 100 -year storm events, respectively. The time of concentration (with
the urban check) is 18.9 minutes. The calculated runoff is 15.18 and 48.17 cfs for
the 10 and 100 -year storm events, respectively.
Sub -Basin W -3b, 0.98 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin drains to Basin W -3a and eventually to Pond W 1. Basin
runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 8.5 minutes. The
calculated runoff is 0.79 and 2.50 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin W-4, 50.55 -acres, 8.9% impervious, consisting of onsite area within
Filing 2 as well as area within Filing 1 and open space. This sub -basin drains
directly into Pond W 1. Basin runoffs coefficient are 0.13 and 0.27 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 19.6 minutes. The calculated runoff is 17.91 and 72.83 cfs for the 10 and
100 -year storm events, respectively.
Sub -Basin W-5, 36.16 -acres, 14.3% impervious, consisting of onsite area within
Filing 2 as well as open space associated with gas well production. This sub -basin
is located south of Morning Dove Drive and drains to Pond W1 outfall channel
via a grass channel. Basin runoffs coefficient are 0.17 and 0.30 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 21.0 minutes. The calculated runoff is 16.06 and 56.33 cfs for the 10 and
100 -year storm events, respectively.
Sub -Basin W -6a, 23.93 -acres, 10.8% impervious, consisting of onsite area within
Filing 2 as well as area within Filing 1 and open space. This sub -basin drains
directly into the outfall channel for Pond W 1. Basin runoffs coefficient are 0.14
and 0.28 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 16.5 minutes. The calculated runoff is
10.28 and 39.31 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W -6b, 4.69 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin drains directly into the outfall channel for Basin W-5 and
combines with Basin W -6a in the Pond W1 outfall channel. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 15.3 minutes. The calculated
runoff is 2.96 and 9.40 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W-6, 11.32 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin drains directly into the outfall channel for Pond W 1.
Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 14.9 minutes.
The calculated runoff is 7.23 and 22.95 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin W-7, 6.40 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located south of Morning Dove Drive and drains to
Pond W1 outfall channel via a grass channel. Basin runoffs coefficient are 0.20
and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 14.9 minutes. The calculated runoff is
4.09 and 12.99 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W 8a, 0.73 -acres, 29.3% impervious, consisting of onsite area within
Filing 2. This sub -basin drains to Basin W-8 and into Pond W3. Basin runoffs
coefficient are 0.25 and 0.37 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 11.2 minutes. The calculated
runoff is 0.66 and 1.87 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W 8, 23.40 -acres, 20% impervious, consisting of onsite area within
Filing 2 as well as open space associated with gas well production. This sub -basin
drains into Pond W3. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 14.3 minutes. The calculated runoff is 15.24 and 48.38 cfs for the 10 and
100 -year storm events, respectively.
Sub -Basin W-9, 4.03 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located east of Ledyard Road S and drains onto Basin
10. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm
events, respectively. The time of concentration (with the urban check) is 14.3
minutes. The calculated runoff is 2.63 and 8.34 cfs for the 10 and 100 -year storm
events, respectively.
Sub -Basin W-10, 19.30 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located between Morning Dove Drive and Ledyard
Road S and drains directly into the outfall channel of Pond W1 which drains to
Pond 4. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm
events, respectively. The time of concentration (with the urban check) is 17.2
minutes. The calculated runoff is 11.51 and 3 6.5 3 cfs for the 10 and 100 -year
storm events, respectively.
Sub -Basin W-11, 3.94 -acres, 12.1% impervious, consisting of onsite area within
Filing 1. This sub -basin is located north of Ledyard Road and drains to Pond 4 via
Pond W1 outfall channel. Basin runoffs coefficient are 0.15 and 0.29 for the 10
and 100 -year storm events, respectively. The time of concentration (with the
urban check) is 13.4 minutes. The calculated runoff is 1.99 and 7.34 cfs for the 10
and 100 -year storm events, respectively.
Sub -Basin W 12, 3.18 -acres, 17.4% impervious, consisting of onsite area within
Filing 2 as well as a small area within Filing 1. This sub -basin is located north of
Ledyard Road S and drains to Pond 4 via Pond W1 outfall channel. Basin runoffs
coefficient are 0.19 and 0.32 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 13.3 minutes. The calculated
runoff is 1.98 and 6.54 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W -13a, 4.99 -acres, 18.4% impervious, consisting of onsite area within
Filing 2. This sub -basin is located between Ledyard Road S and the State Land.
Its drains to Pond 4 via Pond W1 outfall channel. Basin runoffs coefficient are
0.19 and 0.32 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 13.4 minutes. The calculated runoff is
3.18 and 10.35 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W-13, 8.70 -acres, 5.8% impervious, consisting of area within State
Land (which is considered open space), open space and lot area within Filing 2 as
well as a small area within Filing 1. This sub -basin directly drains to the Pond W1
outfall channel and into Pond 4. Basin runoffs coefficient are 0.10 and 0.25 for
10
the 10 and 100 -year storm events, respectively. The time of concentration (with
the urban check) is 20.2 minutes. The calculated runoff is 2.44 and 11.34 cfs for
the 10 and 100 -year storm events, respectively.
Sub -Basin W-14, 176.67 -acres, 9.2% impervious, consisting of 125.5 acres of
residential area within Filing 1 and 51.18 acres of open space within Filing 1. This
sub -basin directly drains to the Pond 4. Basin runoffs coefficient are 0.13 and 0.27
for the 10 and 100 -year storm events, respectively. The time of concentration
(with the urban check) is 32.1 minutes. The calculated runoff is 48.21 and 194.28
cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin W 15, 4.66 -acres, 2.0% impervious, consisting of area within State
Land (which is considered open space). This sub -basin directly drains to the Pond
4. Basin runoffs coefficient are 0.07 and 0.22 for the 10 and 100 -year storm
events, respectively. The time of concentration (with the urban check) is 18.2
minutes. The calculated runoff is 0.93 and 5.65 cfs for the 10 and 100 -year storm
events, respectively.
Sub -Basin W 16, 2.25 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northeast of the intersection of Fairbanks Road
S and Morning Dove Drive. This Basin drains onto Basin U -la. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 11.9 minutes. The calculated
runoff is 1.59 and 5.05 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-1, 30.06 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located between County Road 39 and Fairbanks Road S
and drains directly into a culvert under Fairbanks Road S which drains to Pond
S 1. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm
events, respectively. The time of concentration (with the urban check) is 22.6
minutes. The calculated runoff is 15.57 and 49.40 cfs for the 10 and 100 -year
storm events, respectively.
Sub -Basin S-2, 24.41 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located east of Fairbanks Road S and drains directly
into Pond S 1. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year
storm events, respectively. The time of concentration (with the urban check) is
17.5 minutes. The calculated runoff is 14.42 and 45.75 cfs for the 10 and 100 -year
storm events, respectively.
Sub -Basin S-3, 6.33 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northeast of the intersection of Flicker Drive
and Falcon Drive, and drains directly into a culvert under Falcon Drive. Basin
runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 15.2 minutes.
The calculated runoff is 4.01 and 12.74 cfs for the 10 and 100 -year storm events,
respectively.
11
Sub -Basin S-4, 21.45 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northwest of the intersection of Flicker Drive
and Falcon Drive, and drains directly into a culvert under Flicker Drive which
drains directly into Pond S-2. Basin runoffs coefficient are 0.20 and 0.33 for the
10 and 100 -year storm events, respectively. The time of concentration (with the
urban check) is 25.0 minutes. The calculated runoff is 10.48 and 33.27 cfs for the
10 and 100 -year storm events, respectively.
Sub -Basin S-5, 7.63 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located southeast of the intersection of Flicker Drive
and Falcon Drive, and drains directly into a culvert under Falcon Drive which
drains directly into Pond S-2. Basin runoffs coefficient are 0.20 and 0.33 for the
10 and 100 -year storm events, respectively. The time of concentration (with the
urban check) is 14.9 minutes. The calculated runoff is 4.88 and 15.49 cfs for the
10 and 100 -year storm events, respectively.
Sub -Basin S-6, 22.68 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located southwest of the intersection of Flicker Drive
and Falcon Drive, and drains directly into Pond S-2. Basin runoffs coefficient are
0.20 and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 19.8 minutes. The calculated runoff is
12.60 and 3 9.9 8 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-7, 1.78 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northeast of the intersection of Fairbanks Drive
and Flicker Drive, and drains to a culvert under Flicker Drive. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 13.1 minutes. The calculated
runoff is 1.21 and 3.84 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-8, 0.75 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northwest of the intersection of Falcon Drive
and Nuthatch Court, and drains to a culvert under Nuthatch Court. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 12.5 minutes. The calculated
runoff is 0.52 and 1.65 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-9, 6.98 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located north of Falcon Drive, and drains southerly
toward the culvert under Falcon Drive. Basin runoffs coefficient are 0.20 and
0.33 for the 10 and 100 -year storm events, respectively. The time of concentration
(with the urban check) is 13.2 minutes. The calculated runoff is 4.72 and 14.98 cfs
for the 10 and 100 -year storm events, respectively.
Sub -Basin S-10, 12.83 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located north of Meadowlark Lane, and drains
southerly toward DP S10. Basin runoffs coefficient are 0.20 and 0.33 for the 10
12
and 100 -year storm events, respectively. The time of concentration (with the
urban check) is 17.7 minutes. The calculated runoff is 7.55 and 23.96 cfs for the
10 and 100 -year storm events, respectively.
Sub -Basin S-11, 11.22 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northwest of the intersection of Meadowlark
Court Road and Nighthawk Road and drains easterly toward DP 12. Basin
runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 16.0 minutes.
The calculated runoff is 6.93 and 22.00 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin S-12, 22.01 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located north of Meadowlark Lane and drains southerly
toward DP 13. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -
year storm events, respectively. The time of concentration (with the urban check)
is 18.6 minutes. The calculated runoff is 12.60 and 40.00 cfs for the 10 and 100 -
year storm events, respectively.
Sub -Basin S-13, 72.94 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located between Nighthawk Court and Meadowlark
Drive and drains easterly to a culvert under Meadowlark Drive. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 26.3 minutes. The calculated
runoff is 34.69 and 110.10 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-14, 20.02 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northwest of the intersection of A -S and M -S
Streets and drains southeasterly to a culvert under A -S Street. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 22.9 minutes. The calculated
runoff is 10.27 and 32.61 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-15, 23.77 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located southwest of the intersection of Fairbanks
Drive and Sora Court and drains southeasterly to a culvert under Sora Court.
Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 19.7 minutes.
The calculated runoff is 13.24 and 42.03 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin S-16, 2.91 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northwest of the intersection of Fairbanks
Drive and Bunting Court and drains easterly to a culvert under Bunting Court.
Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 16.1 minutes.
13
The calculated runoff is 1.80 and 5.70 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin S-17, 27.46 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located south of Fairbanks Drive and west of Pelican
Lane and drains easterly to a culvert under Pelican Lane. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 20.5 minutes. The calculated
runoff is 14.96 and 47.74 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-18, 13.37 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located west of Fairbanks Drive and drains easterly to a
culvert under Fairbanks Drive. Basin runoffs coefficient are 0.20 and 0.33 for the
10 and 100 -year storm events, respectively. The time of concentration (with the
urban check) is 14.8 minutes. The calculated runoff is 8.58 and 27.22 cfs for the
10 and 100 -year storm events, respectively.
Sub -Basin S-19, 69.68 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located between Fairbanks Drive and Nighthawk Court
and drains easterly to a culvert under Fairbanks Drive. Basin runoffs coefficient
are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 32.3 minutes. The calculated runoff is
29.38 and 93.25 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-20, 64.27 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located south of Fairbanks Drive and south of
Nighthawk Drive and drains easterly into Pond S-4. Basin runoffs coefficient are
0.20 and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 29.5 minutes. The calculated runoff is
28.58 and 90.70 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-21, 7.10 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located northeast of the intersection of Meadowlark
Court and Meadowlark Drive and drains southerly into a culvert under
Meadowlark Court. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 14.5 minutes. The calculated runoff is 4.60 and 14.60 cfs for the 10 and
100 -year storm events, respectively.
Sub -Basin S-22, 16.64 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located south of Meadowlark Court and east of
Meadowlark Drive and drains southerly into Pond S-4. Basin runoffs coefficient
are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 18.4 minutes. The calculated runoff is
9.59 and 30.45 cfs for the 10 and 100 -year storm events, respectively.
14
Sub -Basin S-23, 7.98 -acres, 20% impervious, consisting of onsite area within
Filing 2. This sub -basin is located along the eastern boundary and drains southerly
into Pond S-4. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year
storm events, respectively. The time of concentration (with the urban check) is
18.0 minutes. The calculated runoff is 4.65 and 14.77 cfs for the 10 and 100 -year
storm events, respectively.
Sub -Basin U-1, 2.36 -acres, 20% impervious, consisting of the eastern portion of
residential lots. This Basin drains onto the State Land. Basin runoffs coefficient
are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 11.8 minutes. The calculated runoff is
1.67 and 5.31 cfs for the 10 and 100 -year storm events, respectively.
East Area Basin:
North Basins
Sub -Basin H-4, 255.4 -acres, 2% impervious, consists of an area that is north of
the existing Beebe Draw Farms Parkway and will be a part of future development
of Pelican Lakes. This sub -basin drains Pond 9. Sub -Basin H4 was used in the
EPASWMM model, and the Rational Method runoff was not calculated for this
sub -basin.
Sub -Basin N-1, 3.89 -acres, 20% impervious, onsite area within Filing 2. This sub -
basin drains to a culvert under Egret Road and then continues to toward Beebe
Draw Farms Parkway and eventually to Pond E2. Basin runoffs coefficient are
0.20 and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 12.0 minutes. The calculated runoff is
2.74 and 8.69 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin N-2, 2.12 acres, 20% impervious, onsite area within Filing 2. This sub -
basin drains to a culvert under Blue Jay Drive at the intersection of Egret Road
and then continues to toward Beebe Draw Farms Parkway and eventually to Pond
E2. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm
events, respectively. The time of concentration (with the urban check) is 12.5
minutes. The calculated runoff is 1.47 and 4.67 cfs for the 10 and 100 -year storm
events, respectively.
Sub -Basin N-3, 2.21 -acres, 20% impervious, onsite area within Filing 2. This sub -
basin drains adjacent to Egret Road and eventually to Pond E2. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 9.2 minutes. The calculated
runoff is 1.73 and 5.51 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin N-4, 10.97 -acres, 20% impervious, onsite area within Filing 2. This
sub -basin drains to a culvert under Blue Jay Drive and then continues north to
toward Beebe Draw Farms Parkway and eventually to Pond E2. Basin runoffs
15
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 14.6 minutes. The calculated
runoff is 7.09 and 22.49 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin N-5, 3.53 -acres, 20% impervious, onsite area within Filing 2. This sub -
basin drains north to toward Egret Road and eventually to Pond 2. Basin runoffs
coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events, respectively.
The time of concentration (with the urban check) is 13.1 minutes. The calculated
runoff is 2.40 and 7.61 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin N-6, 12.06 -acres, 20% impervious, onsite area within Filing 2. This
sub -basin drains toward Beebe Draw Farms Parkway and eventually to Pond E2.
Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 17.4 minutes.
The calculated runoff is 7.14 and 22.67 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin N-7, 8.64 -acres, 20% impervious, onsite area within Filing 2. This sub -
basin drains to a swale and then continues to toward Beebe Draw Farms Parkway
and eventually to Pond E2. Basin runoffs coefficient are 0.20 and 0.33 for the 10
and 100 -year storm events, respectively. The time of concentration (with the
urban check) is 14.0 minutes. The calculated runoff is 5.68 and 18.02 cfs for the
10 and 100 -year storm events, respectively.
Sub -Basin N-8, 16.29 -acres, 20% impervious, onsite area within Filing 2. This
sub -basin drains toward Pond E2. Basin runoffs coefficient are 0.20 and 0.33 for
the 10 and 100 -year storm events, respectively. The time of concentration (with
the urban check) is 15.4 minutes. The calculated runoff is 10.25 and 32.54 cfs for
the 10 and 100 -year storm events, respectively.
South Basins
Sub -Basin F-1, 12.34 -acres, 12.1% impervious, consisting of offsite residential
area within Filing 1. This sub -basin drains to the overflow swale for Pond 9 and
eventually to Pond El. Basin runoffs coefficient are 0.15 and 0.29 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 17.7 minutes. The calculated runoff is 5.45 and 20.14 cfs for the 10 and
100 -year storm events, respectively.
Sub -Basin F-2, 6.86 -acres, 12.1% impervious, consisting of offsite residential
area within Filing 1. This sub -basin drains to the overflow swale for Pond 9 and
eventually to Pond E 1. Basin runoffs coefficient are 0.15 and 0.29 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 12.1 minutes. The calculated runoff is 3.62 and 13.37 cfs for the 10 and
100 -year storm events, respectively.
16
Sub -Basin S-1, 16.99 -acres, 20% impervious, consisting of open space areas and
residential areas. This sub -basin drains to the overflow swale for Pond 9 and
eventually to Pond El. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and
100 -year storm events, respectively. The time of concentration (with the urban
check) is 17.7 minutes. The calculated runoff is 9.98 and 31.69 cfs for the 10 and
100 -year storm events, respectively.
Sub -Basin 5-2, 2.62 -acres, 20% impervious, consisting of residential areas. This
sub -basin drains to the overflow swale for Pond 9 and eventually to Pond El .
Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -year storm events,
respectively. The time of concentration (with the urban check) is 13.7 minutes.
The calculated runoff is 1.74 and 5.52 cfs for the 10 and 100 -year storm events,
respectively.
Sub -Basin S-3, 8.84 -acres, 20% impervious, consisting of residential areas. This
sub -basin drains to a culvert under Blue Herron Street, continuing to the overflow
swale for Pond 9 and eventually to Pond E l . Basin runoffs coefficient are 0.20
and 0.33 for the 10 and 100 -year storm events, respectively. The time of
concentration (with the urban check) is 14.9 minutes. The calculated runoff is
5.65 and 17.93 cfs for the 10 and 100 -year storm events, respectively.
Sub -Basin S-4, 30.26 -acres, 20% impervious, consisting of open space areas and
residential areas. This sub -basin drains to the overflow swale for Pond 9 which
drains to Pond El. Basin runoffs coefficient are 0.20 and 0.33 for the 10 and 100 -
year storm events, respectively. The time of concentration (with the urban check)
is 14.8 minutes. The calculated runoff is 19.41 and 61.61 cfs for the 10 and 100 -
year storm events, respectively.
Detention Ponds
Since the tributary areas to most of the Ponds are greater than 160 acres, the
EPASWMM Computer Model was utilized to model the ponds. Also, the
irrigation company who owns/operate the downstream reservoir doesn't permit
storm water to drain into their facilities, the 100 -year runoff must be retained
onsite and infiltrated in the sandy soil. The ponds in the EPASWMM model have
no infiltration. Upon review of the SCS soil map descriptions, the expected
infiltration rate will be between 2 inches per hour and 40 inches per hour.
Therefore, the assumption of no infiltration is very conservative. Upon
construction of the ponds, infiltration tests will be performed, and results will be
inputted in to the EPASWMM model.
Since the ponds will retain stormwater and infiltrate it into the soil, the 100 -year,
24 -hour storm was used to size the ponds. The 100 -year, 24 -hour rainfall is 4.64
inches.
Upstream of Filing 2 are the existing retention ponds located within the First
Filing. The 1998 Drainage Report for the First Filing has a table listing the
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volumes for each retention pond. In order to determine the runoff from Filing 1
that is tributary to Filing 2, the Filing 1 retention ponds were model within the
EPASWMM model for Filing 2. With the exception of one small pond, the
EPASWMM model shows that all of the existing Filing 1 ponds will retain 100
percent of the 100 -year runoff. Upon additional examination, Pond 9, as
constructed, will retain the 100 -year historic runoff but does not provide the
additional required volume (1.5 times the 100-yr volume) plus the one -foot
freeboard.
Ponds for West Area
Pond WI, tributary area of 827.88 acres, of which 671.44 acres is offsite area from
west of CR 39 and 42.01 acres consists of Filing 1 residential area. Per the
EPASWMM model, the peak flow into Pond W1 is 398.2 cfs (257.71 cfs per Rational
Method). The County requires 1.5 times the 100 -year volume for retention ponds.
Since the proposed pond doesn't have the 1.5 times the 100 -year volume (it only has
the 100 -year volume), Pond 1 will have an outfall structure with a small release rate.
Therefore, it is considered a detention pond. To encourage infiltration and the
reduction of volume flowing downstream, the invert of the outlet structure will be 3.5
feet above the bottom of the pond. Using an infiltration rate of 1 inch per hour, the
bottom 3.5 feet will infiltrate in approximately 42 hours. The 100 -year detention
volume is 42.22 ac -ft. The 100 -year release rate is 1.58 cfs. The bottom of the
detention pond is at an elevation of 4883.0 and the 100 -year water surface is 4890.67.
Pond 4, tributary area of 308.96 acres, of which 133.5 acres is offsite area from
Filing 1 residential area. Pond 4 is an existing infiltration pond that was constructed
with Filing 1. Per the Phase III Drainage Report for Filing 1, dated 1998, Pond 4
needs a retention volume of 33.3 ac -ft. However, per the County records, the
approved copy of the 1998 Phase III report doesn't have calculations supporting the
required volume. Also, the CUHP model may have been used to determine the
volume. Therefore, the Filing 1 drainage basins and retention ponds were inputted
into the EPASWMM model. The Filing 1 ponds, except for Pond 4, were model using
the design contours as shown on the approved drainage plan. Filing 1 Pond 4 was
recently surveyed, and the surveyed data was used to model this pond. Per the
EPASWMM model results, with the exception of Filing 1 Pond 11, the Filing 1 ponds
that are tributary to Pond 4 are oversized. Filing 1 Pond 2 which is directly upstream
of Pond 4 is only 32 percent full during the 100 -year storm event. This Filing 1 Pond
2 has zero outfall flow. This results in having excess volume in Pond 4. Per the
EPASWMM model, the peak flow into Pond 4 is 230.9 cfs compared to the Rational
Method value of 195.4 cfs. The County requires 1.5 times the 100 -year volume for
retention ponds. The 100 -year retention volume is 23.77 ac -ft. The bottom of the
detention pond is at an approximate elevation of 4831.0 and the 100 -year water
surface is 4836.44. Multiplying the 100 -year volume by 1.5 give the required volume
of 35.65 ac -ft of storage. The corresponding water surface for the 1.5 times the 100 -
year volume is 4838.41. The existing elevation of the spillway is 4839.08. There is
0.67 feet of freeboard provided. A variance will be requested to allow a reduction
from the required one foot of freeboard to the 0.67 feet provided. The length of the
18
existing spillway is approximately 128 feet long. Per the calculations in the
Appendix, the length of the spillway will need to be increased to 240 feet. The 100 -
year water depth is approximately 5.44 feet deep. Using an infiltration rate of 1 inch
per hour, the 100 -year volume will drain in approximately 66 hours.
Pond W3, tributary area of 24.20 acres. Pond W3 is a natural depression/sump that
will be utilized as a retention pond for this Filing. Per the Rational Method, the peak
100 -year flow into Pond W3 is 50.05 cfs. The County requires 1.5 times the 100 -year
volume for retention ponds. The 100 -year retention volume is 2.71 ac -ft. The bottom
of the detention pond is at an approximate elevation of 4890 and the 100 -year water
surface is 4895.29. Multiplying the 100 -year volume by 1.5 give the required volume
of 4.06 ac -ft of storage. The corresponding water surface for the 1.5 times the 100 -
year volume is 4896.95. The existing elevation of the overflow is 4902. Per the
calculations in the Appendix, the length of the spillway will need to be 50 feet long.
However, it is anticipated that this pond will be modified with future development
and therefore a spillway is not being planned at this time. The 100 -year water depth is
approximately 5.3 feet deep. Using an infiltration rate of 1 inch per hour, the 100 -year
volume will drain in approximately 63.6 hours.
Pond Sl, tributary area of 230.64 acres of which only 56.72 acres are within Filing
2. Pond S1 is situated on land that is planned for Open Space. Per the Rational
Method, the peak 100 -year flow into Pond 51 is 112.12 cfs. The County requires 1.5
times the 100 -year volume for retention ponds. The 100 -year retention volume is
13.94 ac -ft. The bottom of the detention pond is at an approximate elevation of 4915
and the 100 -year water surface is 4918.22. Multiplying the 100 -year volume by 1.5
give the required volume of 20.91 ac -ft of storage. The corresponding water surface
for the 1.5 times the 100 -year volume is 4919.66. The existing elevation of the
overflow is 4921.0. Per the calculations in the Appendix, the length of the spillway
will need to be 115 feet long. The 100 -year water depth is approximately 3.22 feet
deep. Using an infiltration rate of 1 inch per hour, the 100 -year volume will drain in
approximately 39 hours.
Pond S2, tributary area of 58.09 acres. Pond S2 is situated on land that is planned for
Open Space. Per the Rational Method, the peak 100 -year flow into Pond S2 is 90.11
cfs. The County requires 1.5 times the 100 -year volume for retention ponds. The 100 -
year retention volume is 6.33 ac -ft. The bottom of the detention pond is at an
approximate elevation of 4886 and the 100 -year water surface is 4892.50.
Multiplying the 100 -year volume by 1.5 give the required volume of 9.49 ac -ft of
storage. The corresponding water surface for the 1.5 times the 100 -year volume is
4894.75. The existing elevation of the overflow is 4895.0. Per the calculations in the
Appendix, the length of the spillway will need to be 90 feet long. The 100 -year water
depth is approximately 6.50 feet deep. Using an infiltration rate of 1 inch per hour,
the 100 -year volume will drain in approximately 78 hours.
Pond S3, tributary area of 74.16 acres. Pond S3 is situated on land that is planned for
Open Space. Per the Rational Method, the peak 100 -year flow into Pond S3 is 97.41
cfs. The County requires 1.5 times the 100 -year volume for retention ponds. The 100-
19
year retention volume is 6.33 ac -ft. The bottom of the detention pond is at an
approximate elevation of 4886 and the 100 -year water surface is 4892.85.
Multiplying the 100 -year volume by 1.5 give the required volume of 9.50 ac -ft of
storage. The corresponding water surface for the 1.5 times the 100 -year volume is
4893.76. The existing elevation of the overflow is 4896.0. Per the calculations in the
Appendix, the length of the spillway will need to be 100 feet long. The 100 -year
water depth is approximately 1.88 feet deep. Using an infiltration rate of 1 inch per
hour, the 100 -year volume will drain in approximately 23 hours.
Pond S4, tributary area of 294.72 acres. Pond S4 is situated on land that is planned
for Open Space. Per the Rational Method, the peak 100 -year flow into Pond S3 is
225.75 cfs. The County requires 1.5 times the 100 -year volume for retention ponds.
The 100 -year retention volume is 33.57 ac -ft. The bottom of the detention pond is at
an approximate elevation of 4851 and the 100 -year water surface is 4855.44.
Multiplying the 100 -year volume by 1.5 give the required volume of 50.36 ac -ft of
storage. The corresponding water surface for the 1.5 times the 100 -year volume is
4857.39. The existing elevation of the overflow is 4858.0. Per the calculations in the
Appendix, the length of the spillway will need to be 225 feet long. The 100 -year
water depth is approximately 4.44 feet deep. Using an infiltration rate of 1 inch per
hour, the 100 -year volume will drain in approximately 54 hours.
Ponds For East Areas
Pond 9, tributary area of 366.6 acres, of which 48.0 acres is offsite area from west of
CR 39. All of the tributary area to Pond 9 is undeveloped therefore, 2 percent
imperviousness was used in determining the runoff to Pond 9. The existing pond
encroaches onto existing lots within Filing 1 and the existing pond doesn't have the
County requirement of 1.5 times the 100 -year volume for retention ponds. Therefore,
Pond 9 will be enlarged to provide the 1.5 times the 100 -year volume plus a minimum
of one foot freeboard above the water surface associated with the 1.5 times the 100 -
year volume. Per the EPASWMM model, the peak flow into Pond 9 is 210.2 cfs. The
County requires 1.5 times the 100 -year volume for retention ponds. The 100 -year
retention volume is 28.26 ac -ft. The bottom of the retention pond is at an approximate
elevation of 4829 and the 100 -year water surface is 4834.73. Multiplying the 100 -
year volume by 1.5 give the required volume of 42.39 ac -ft of storage. The
corresponding water surface for the 1.5 times the 100 -year volume is 4837.05. The
existing elevation of the overflow is 483 8.66. Per the calculations in the Appendix,
the length of the spillway will need to be 196.2 feet long. However, the length of
existing spillway is 194.4 feet. A variance is requested to allow the use of the existing
spillway without modifications. The 100 -year water depth is approximately 5.73 feet
deep. Using an infiltration rate of 1 inch per hour, the 100 -year volume will drain in
approximately 69 hours. The enlargement of Pond 9 will lower the 100 -year water
surface thereby reducing the impacts on the existing residential lots on Filing 1. With
future development on the northside of Beebe Draw Farms Parkway, it is anticipated
that would reduce the runoff to Pond 9.
20
Pond El, tributary area of 77.9 acres, of which 19.2 acres consists of Filing 1
residential area. Per the Rational Method model, the peak flow into Pond El is 76.8
cfs. The County requires 1.5 times the 100 -year volume for retention ponds. The 100 -
year retention volume is 7.67 ac -ft. The bottom of the retention pond is at an
approximate elevation of 4815 and the 100 -year water surface is 4820.22.
Multiplying the 100 -year volume by 1.5 give the required volume of 11.51 ac -ft of
storage. The corresponding water surface for the 1.5 times the 100 -year volume is
4822.06. Since Pond E 1 is a temporary pond, no overflow is provided. The 100 -year
water depth is approximately 5.22 feet deep. Using an infiltration rate of 1 inch per
hour, the 100 -year volume will drain in approximately 63 hours.
Pond E2, tributary area of 59.71 acres. Per the Rational Method model, the peak
flow into Pond E2 is 72.7 cfs. The County requires 1.5 times the 100 -year volume for
retention ponds. The 100 -year retention volume is 6.78 ac -ft. The bottom of the
retention pond is at an approximate elevation of 4807 and the 100 -year water surface
is 4812.45. Multiplying the 100 -year volume by 1.5 give the required volume of
10.16 ac -ft of storage. The corresponding water surface for the 1.5 times the 100 -year
volume is 4814.48. Since Pond E2 is a temporary pond, no overflow is provided.
The 100 -year water depth is approximately 5.45 feet deep. Using an infiltration rate
of 1 inch per hour, the 100 -year volume will drain in approximately 66 hours.
IV. SUMMARY & CONCLUSIONS
In summary, the Pelican Lakes project will make use of existing grades to the greatest
extent possible, minimize impacts to on -site environmental amenities, provide
conveyance of on- and off -site storm flows through the site, and provide storm retention
in manner consistent with Best Management Practices. Under the Plan, no adverse
impacts to the local community or environment are expected.
V. GENERAL DRAINAGE MAINTENANCE
The following is the drainage/site maintenance plan for the project:
1. At all times, any erosion that may occur shall be corrected as soon as possible to
mitigate the chance of sediment leaving the site.
2. All outlet structures, storm pipes and swales shall be inspected regularly and
cleaned if necessary.
3. Any seeded areas that are not covered with vegetation shall be re -seeded and
irrigated as necessary to establish permanent vegetation.
4. Snow should not be piled in swales or near the detention pond.
5. Any necessary repairs shall be made as soon as possible. Repairs to privately
owned stormwater facilities shall not be the responsibility of Weld County.
Detention Pond Maintenance (EDBs):
The following description was taken from Urban Drainage- Urban Storm Drainage
Criteria Manual Volume 3 (November 2010):
EDBs have low to moderate maintenance requirements on a routine basis but may require significant
maintenance once every 15 to 25 years. Maintenance frequency depends on the amount of construction
21
activity within the tributary watershed, the erosion control measures implemented, the size of the
watershed, and the design of the facility.
7.1 Inspection
Inspect the EDB at least twice annually, observing the amount of sediment in the forebay and checking
for debris at the outlet structure.
7.2 Debris and Litter Removal
Remove debris and litter from the detention area as required to minimize clogging of the outlet.
7.3 Mowing and Plant Care
When starting from seed, mow native/drought tolerant grasses only when required to deter weeds
during the first three years. Following this period, mowing of native/drought tolerant grass may stop or
be reduced to maintain a height of no less than 6 inches (higher mowing heights are associated with
deeper roots and greater drought tolerance). In general, mowing should be done as needed to maintain
appropriate height and control weeds. Mowing of manicured grasses may vary from as frequently as
weekly during the summer, to no mowing during the winter. See Section 4 of this chapter for
additional recommendations from the CSU Extension.
7.4 Aeration
For EDBs with manicured grass, aeration will supply the soil and roots with air and increase infiltration.
It reduces soil compaction and helps control thatch while helping water move into the root zone. Aeration
is done by punching holes in the ground using an aerator with hollow punches that pull the soil cores or
"plugs" from the ground. Holes should be at least 2 inches deep and no more than 4 inches apart.
Aeration should be performed at least once per year when the ground is not frozen. Water the turf
thoroughly prior to aeration. Mark sprinkler heads and shallow utilities such as irrigation lines and
cable TV lines to ensure those lines will not be damaged. Avoid aerating in extremely hot and dry
conditions. Heavy traffic areas may require aeration more frequently.
7.5 Mosquito Control
Although the design provided in this manual implements practices specifically developed to deter
mosquito breeding, some level of mosquito control may be necessary if the BMP is located in close
proximity to outdoor amenities. The most effective mosquito control programs include weekly inspection
for signs of mosquito breeding with treatment provided when breeding is found. These inspections can be
performed by a mosquito control service and typically start in mid- May and extend to mid -September.
Treatment should be targeted toward mosquito larvae. Mosquitoes are more difficult to control when they
are adults. This typically requires neighborhood fogging with an insecticide.
The use of larvicidal briquettes or "dunks" may be appropriate. These are typically effective for about
one month and perform best when the basin has a hard
bottom (e.g., concrete lined micropool).
7.6 Irrigation Scheduling and Maintenance
Adjust irrigation throughout the growing season to provide the proper irrigation application rate to
maintain healthy vegetation. Less irrigation is typically needed in early summer and fall, with more
irrigation needed during July and August. Native grass and other drought tolerant plantings should not
require irrigation after establishment.
Check for broken sprinkler heads and repair them, as needed. Completely drain the irrigation system
22
before the first winter freeze each year. Upon reactivation of the irrigation system in the spring, inspect
all components and replace damaged parts, as needed.
7.7 Sediment Removal from the Forebay, Trickle Channel, and Micropool
Remove sediment from the forebay and trickle channel annually. If portions of the watershed are not
developed or if roadway or landscaping projects are taking place in the watershed, the required
frequency of sediment removal in the forebay may be as often as after each storm event. The forebay
should be maintained in such a way that it does not provide a significant source of resuspended
sediment in the stormwater runoff
Sediment removal from the micropool is required about once every one to four years and should occur
when the depth of the pool has been reduced to approximately 18 inches. Small micropools may be
vacuumed and larger pools may need to be pumped in order to remove all sediment from the
micropool bottom. Removing sediment from the micropool will benefit mosquito control. Ensure that
the sediment is disposed of properly and not placed elsewhere in the basin.
7.8 Sediment Removal from the Basin Bottom
Remove sediment from the bottom of the basin when accumulated sediment occupies about 20% of
the water quality design volume or when sediment accumulation results in poor drainage within the
basin. The required frequency may be every 15 to 25 years or more frequently in basins where
construction activities are occurring.
7.9 Erosion and Structural Repairs
Repair basin inlets, outlets, trickle channels, and all other structural components required for the basin
to operate as intended. Repair and vegetate eroded areas as needed following inspection.
Retention/Infiltration Pond Maintenance:
The following description was taken from Urban Drainage- Urban Storm Drainage Criteria
Manual Volume 3 (November 2010) and modified for this specific situation:
Inspection
Inspect the infiltrating surface at least twice annually following precipitation events to determine if the
retention area is providing acceptable infiltration. Retention/Infiltration facilities are designed with a
maximum depth for the WQCV of one foot and soils that will typically drain the WQCV over
approximately 12 hours. If standing water persists for more than 24 hours after runoff has ceased,
clogging should be further investigated and remedied. Additionally, check for erosion and repair as
necessary.
Debris and Litter Removal
Remove debris and litter from the infiltrating surface to minimize clogging of the media.
Mowing and Plant Care
• All vegetation: Maintain healthy, weed -free vegetation. Weeds should be removed before they
flower. The frequency of weeding will depend on the planting scheme and cover. When the
growing media is covered with mulch or densely vegetated, less frequent weeding will be
required.
23
■ Grasses: When started from seed, allow time for germination and establishment of grass prior to
mowing. If mowing is required during this period for weed control, it should be accomplished
with hand-held string trimmers to minimize disturbance to the seedbed. After established, mow as
desired or as needed for weed control. Following this period, mowing of native/drought tolerant
grasses may stop or be reduced to maintain a length of no less than 6 inches. Mowing of
manicured grasses may vary from as frequently as weekly during the summer, to no mowing
during the winter.
Irrigation Scheduling and Maintenance
Adjust irrigation throughout the growing season to provide the proper irrigation application rate to
maintain healthy vegetation. Less irrigation is typically needed in early summer and fall, while more
irrigation is needed during the peak summer months. Native grasses and other drought tolerant
plantings should not typically require routine irrigation after establishment, except during prolonged
dry periods.
Sediment Removal and Growing Media Replacement
If ponded water is observed in a retention pond for more than 24 hours after the end of a runoff event,
maintenance is needed. Maintenance activities to restore infiltration capacity of infiltration facilities
will vary with the degree and nature of the clogging. If clogging is primarily related to sediment
accumulation on the surface, infiltration may be improved by removing excess accumulated sediment
and scarifying the surface with a rake. If the clogging is due to migration of sediments deeper into the
pore spaces of the soil, removal, and replacement of a portion of the underlying may be required. The
frequency of media replacement will depend on site -specific pollutant loading characteristics. Based on
experience to date in the metro Denver area, the required frequency of media replacement is not
known. Although surface clogging of the media is expected over time, established root systems
promote infiltration. This means that mature vegetation that covers the filter surface should increase
the life span of the growing media, serving to promote infiltration even as the media surface clogs.
VI. REFERENCES
1. Soilogic Inc., Geology and Preliminary On -Site Wastewater Treatment Systems (OWTS)
Site Evaluation Report for Pelican Lakes Ranch Subdivision, Project No. 20-1130, May
28, 2020.
2. FEMA Flood Insurance Rate Map, Weld County, Colorado Unincorporated Area,
Community Panel Number 08123C 1935E, January 20, 2016.
3. Weld County Engineering and Construction Guidelines, Updated July 2017.
4. Weld County Code, Chapter 8, Article XI — Storm Drainage Criteria
5. Urban Drainage & Flood Control District, Urban Storm Drainage Design Criteria
Manual, V. 1-3, 2001, updated August 2018.
6. Phase III Drainage Report for Beebe Draw Farms Filing 1, June 1, 1998, by Milestone
Engineering.
24
7. Drainage Letter Beebe Draw Farms and Equestrian Center Filing 1 — Phase 5,
December 29, 2017, by Crestone Consultants, LLC.
APPENDIX
Page
Supplemental Information 27
Rational Method Calculations 47
Detention/Retention Ponds Calculations 60
Channels/Swales Calculations 80
Culvert Calculations 161
EPASWMM Model 198
Historic Conditions 199
Developed Conditions 216
Drainage Maps
Supplemental Information
This map is a user generated static output from an Internet mapping site and is for
reference only. Data layers that appear on this map may or may not be accurate,
current, or otherwise reliable.
28 THIS MAP IS NOT TO BE USED FOR NAVIGATION
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htrnl?lat=40.2316&...
NOAA Atlas 14, Volume 8, Version 2
Location name: Platteville, Colorado, USA*
Latitude: 40.2316°, Longitude: -104.6712°
Elevation: 4836.91 ft's*
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based
point
precipitation
frequency
estimates with 90% confidence intervals (in inches)1
Average recurrence interval
(years)
Duration
�L
1
2 IMI
10
_1
25
II 50
100
I 200
I 1000
5 -min
0.240
(0.194-0.299)
0.291
(0.235-0.363)
0.388
(0.312-0.486)
0.483
(0.386-0.607)
0.632
(0.495-0.852)
0.764
(0.577-1.04)
0.909
(0.659-1.27)
1.07
(0.739-1.53)
1.31
(0.861-1.93)
1.50
(0.953-2.22)
10
-min
0.352
(0.284-0.438)
0.426
(0.344-0.532)
0.569
(0.457-0.712)
0.707
(0.565-0.889)
0.926
(0.724-1.25)
1.12
(0.845-1.52)
1.33
(0.965-1.85)
1.57
(1.08-2.25)
1.91
(1.26-2.82)
2.20
(1.40-3.25)
15
-min
0.429
(0.347-0.535)
0.519
(0.420-0.648)
0.693
(0.558-0.868)
0.862
(0.689-1.08)
1.13
(0.883-1.52)
1.36
(1.03-1.85)
1.62
(1.18-2.26)
1.91 I
(1.32-2.74)
2.33
(1.54-3.44)
2.68
(1.70-3.96)
30 -min
0.576
(0.466-0.718)
0.695
(0.561-0.867)
0.925
(0.745-1.16) i
1.15
(0.920-1.45)
1.51
(1.18-2.04)
1.83
(1.38-2.49)
2.18
(1.58-3.04)
2.57
(1.78-3.69)
3.15
(2.08-4.64)
3.62
(2.30-5.36)
60 -min
0.711 I
(0.575-0.886)
0.846
(0.683-1.06)
1.12 I
(0.900-1.40)
1.39
(1.11-1.75)
1.84
(1.45-2.50)
2.24
(1.70-3.06)
2.70
(1.96-3.77)
3.20
(2.22-4.61)
3.95
(2.61-5.84)
4.58
(2.91-6.78)
2 -hr
0.846
(0.689-1.05)
0.998
(0.812-1.23)
1.31
(1.06-1.63)
1.64
(1.32-2.04)
2.17
(1.73-2.93)
2.66
(2.04-3.60)
3.21
(2.36-4.46)
3.84
(2.68-5.47)
4.76
(3.18-6.97)
5.54
(3.55-8.10)
3 -hr
0.924
(0.757-1.14)
1.08
(0.882-1.33)
1.41
(1.15-1.74)_i
1.75
(1.42-2.17)
2.33
(1.86-3.13)
2.86 I
(2.20-3.86) i
3.46
(2.56-4.78)
4.15
(2.92-5.89)
5.17
(3.48-7.53)
6.03
(3.90-8.77)
6 -hr
1.08
(0.890-1.32) ,
1.25
(1.03-1.53)
1.62
(1.33-1.98)
1.99
(1.63-2.45)
2.63
(2.12-3.48)
3.20
(2.49-4.27)
3.86
(2.87-5.26)
4.60
(3.26-6.44)
5.70
(3.87-8.20)
6.63
(4.32-9.53)
12
-hr
1.27 I
(1.06-1.53)
1.49
(1.24-1.80)
1.92
I (1.59-2.33)
2.34
(1.92-2.84)
3.00
(2.41-3.89)
3.58
(2.79-4.68)
4.22
(3.16-5.66)
4.93
(3.52-6.80)
5.97
(4.08-8.45)
6.83
(4.50-9.71)
24
-hr
1.51
(1.26-1.80)
1.77
(1.48-2.12)
2.26
(1.88-2.71)
2.71
(2.25-3.27)
3.41
(2.75-4.34)
4.00
(3.14-5.15)
4.64
(3.50-6.13)
5.35
(3.85-7.26)
6.37
(4.39-8.88)
7.19
(4.79-10.1)
2 -day
1.72
(1.45-2.03)
2.05
(1.73-2.44)
2.64
L(2.22-3.13)
3.15
(2.63-3.76)
3.89
(3.15-4.86)
4.50
(3.55-5.69) I
5.14
(3.90-6.66)
5.82
(4.21-7.76)
6.76
(4.69-9.27)
7.51
(5.05-10.4)
3 -day
y
1.88
(1.59-2.21)
2.22
(1.88-2.62)
2.81
(2.37-3.32)
3.33
(2.79-3.96)
4.08
(3.32-5.06)
4.70
(3.72-5.90)
5.34
(4.07-6.88)
6.03
(4.39-7.98)
6.97
(4.87-9.50)1
7.73
(5.23-10.6)
4 -day
2.01
(1.71-2.36)
2.35
(2.00-2.76)
2.94
(2.50-3.47)
3.47
(2.92-4.10)
4.22
(3.45-5.21)
4.84
(3.85-6.05)
5.49
(4.20-7.04)
6.18
(4.52-8.14)
7.13
(5.01-9.67)
7.89
(5.37-10.8)
7 -day
2.29
(1.97-2.67)
2.68
(2.29-3.12)
3.32
(2.84-3.89)
3.88
(3.29-4.56)
4.67
(3.83-5.69)
5.30
(4.23-6.54)
5.95
(4.58-7.53)
6.62
(4.88-8.62)
7.54
(5.33-10.1)
8.26
(5.67-11.2)
10
-day
2.54
(2.18-2.94)
2.96
(2.54-3.43)
3.66
(3.13-4.25)
4.24
(3.61-4.96)
5.06
(4.16-6.11)
5.70
(4.57-6.98)
6.35
(4.91-7.97)
7.02
(5.19-9.06)
7.91
(5.61-10.5)
8.60
(5.94-11.6)
20 -day
3.24
(2.81-3.72)
3.74
(3.24-4.29)
4.54
(3.92-5.23)
5.20
(4.46-6.01)
6.09
(5.04-7.25)
6.78
(5.48-8.19)
7.46
(5.82-9.24)
8.14
(6.08-10.4)
9.04
(6.48-11.8)
9.71
(6.78-12.9)
30 -day
3.80
(3.32-4.34)
4.36
(3.80-4.99)
5.26
(4.57-6.03)
5.99
(5.17-6.90)
6.98
(5.80-8.24)
7.72
(6.27-9.25)
8.45
(6.62-10.4)i
9.17
(6.88-11.6)
10.1
(7.28-13.1)
10.8
(7.58-14.3)
45 -day
4.48
r11.6
(3.93-5.09)
5.15
(4.51-5.85)
6.20
(5.41-7.06)
7.05
(6.11-8.06)
8.17F--
(6.81-9.56)
9.00
(7.34-10.7)
9.80
(7.72-11.9)
10.6
(7.98-13.2)
(8.38-14.9)
12.3
(8.69-16.1)
60 -day
5.03
(4.43-5.69)
5.80
(5.10-6.57)
7.02
(6.14-7.96)
7.98
(6.95-9.09)
9.24
(7.72-10.8)
10.2
(8.31-12.0)
11.0
(8.71-13.4)
11.9
(8.99-14.8)
12.9
(9.39-16.5)
13.7
(9.70-17.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
29
1 of 4 6/21/2022, 12:04 PM
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds jrintpage.html?lat=40.2316&...
Precipitation depth (in)
C
rQ
a
C
0
PDS-based depth -duration -frequency (DDF) curves
Latitude: 401316°, Longitude: -204.6712°
cc
Al
rn
5 10
25 50 100 200
NOAA Atlas 14, Volume 8, Version 2
C
1
Im
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Duration
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CZ CO CO MI rq
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Average recurrence interval (years)
CO PI CO CU
50100 1000
Created {GMT): Mon Jun 21 18:00:10 2021
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Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
1
2
5
10
25
50
100
200
500
1 000
Duration
rrtn — 2 -day
3 -day
15 —min — 4 -day
7 -day
5O-rmn — 10 -day
2 -hr — 20 -clay
3 -hr — 30 -clay
6 -hr — 45 -day
12 -hr — 60 -day
2r
30
2 of 4 6/21/2022, 12:04 PM
Precipitation Frequency Data Server hops://hdsc.nws.noaa.gov/hdsc/pfds/pfds jrintpage.html?lat=40.2316&...
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RPQRT
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3km
2mi
Large
Large scale map
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Fort Collins
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Large scale aerial
31
3 of 4 6/21/2022, 12:04 PM
Soil Map —Weld County, Colorado, Southern Part
MAP LEGEND
Area of Interest (AO')
Area of Interest (AOI)
Soils
O
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
0
a.
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA -MRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 21, Sep 1, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 8, 2021 Jun 12,
2021
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.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Page 2of3
Soil Map —Weld County, Colorado, Southern Part
Map Unit Legend
Map
Unit Symbol
Map
Unit
Name
Acres in AOI
Percent of AOI
10
Ellicott
complex,
slopes,
-Ellicott sandy
0 to 3
rarely flooded
-skeletal
percent
33.4
1.0%
35
Loup-Boel
percent
loamy
slopes
sands, 0 to 3
14.7
0.4%
44
Olney loamy
percent
slopes
sand, 1 to 3
78.8
2.3%
69
Valent
slopes
sand, 0 to 3
percent
502.2
14.8%
70
Valent
slopes
sand, 3 to 9
percent
1,658.3
48.8%
72
Vona
loamy sand,
percent slopes
0 to 3
988.2
29.1%
85
Water
122.6
3.6%
Totals for Area of Interest
3,398.3
100.0%
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Page 3of3
34
Map Unit Description: Olney loamy sand, 1 to 3 percent slopes ---Weld County, Colorado,
Southern Part
Weld County, Colorado, Southern Part
44 —Olney loamy sand, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: 362r
Elevation: 4,600 to 5,200 feet
Mean annual precipitation: 11 to 15 inches
Mean annual air temperature: 46 to 54 degrees F
Frost -free period: 125 to 175 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Olney and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Olney
Setting
Landform: Plains
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Mixed deposit outwash
Typical profile
H1 - 0 to 10 inches: loamy sand
H2 - 10 to 20 inches: sandy clay loam
H3 - 20 to 25 inches: sandy clay loam
H4 - 25 to 60 inches: fine sandy loam
Properties and qualities
Slope: 1 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high to high (0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 15 percent
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 6.5
inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (non irrigated): 4c
Hydrologic Soil Group: B
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
8/20/2022
Page 1 of 2
35
Map Unit Description: Olney loamy sand, 1 to 3 percent slopes ---Weld County, Colorado,
Southern Part
Ecological site: R067BY024CO - Sandy Plains
Hydric soil rating: No
Minor Components
Vona
Percent of map unit: 8
Hydric soil rating: No
Zigweid
Percent of map unit: 7
Hydric soil rating: No
percent
percent
Data Source Information
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 19, Jun 5, 2020
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
8/20/2022
Page 2of2
36
Map Unit Description: Valent sand, 0 to 3 percent slopes ---Weld County, Colorado, Southern
Part
Weld County, Colorado, Southern Part
69 Valent sand, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tczd
Elevation: 3,000 to 5,210 feet
Mean annual precipitation: 13 to 20 inches
Mean annual air temperature: 48 to 52 degrees F
Frost -free period: 130 to 166 days
Farmland classification: Farmland of local importance
Map Unit Composition
Valent and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Valent
Setting
Landform: Interdunes
nes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Noncalcareous eolian sands
Typical profile
A - 0 to 5 inches: sand
AC - 5 to 12 inches: sand
Cl - 12 to 30 inches: sand
C2 - 30 to 80 inches: sand
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to
very high (6.00 to 39.96 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline (0.1 to 1.9 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 2.4 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: A
USDA Natural Resources
dam Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Page 1 of 2
37
Map Unit Description: Valent sand, 0 to 3 percent slopes ---Weld County, Colorado, Southern
Part
Ecological site: R067BY015CO - Deep Sand, R072XA021 KS -
Sands (North) (PE 16-20)
Hydric soil rating: No
Minor Components
Dailey
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Concave
Ecological site: R067BY015CO - Deep Sand, R072XA022KS -
Sandy (North) Draft (April 2010) (PE 16-20)
Hydric soil rating: No
Julesburg
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: R067BY024CO - Sandy Plains, R072XA022KS -
Sandy (North) Draft (April 2010) (PE 16-20)
Hydric soil rating: No
Vona
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: R067BY024CO - Sandy Plains, R072XA022KS -
Sandy (North) Draft (April 2010) (PE 16-20)
Hydric soil rating: No
Data Source Information
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 21, Sep 1, 2022
USDA Natural Resources
dam Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Page 2of2
38
Map Unit Description: Valent sand, 3 to 9 percent slopes ---Weld County, Colorado, Southern
Part
Weld County, Colorado, Southern Part
70 Valent sand, 3 to 9 percent slopes
Map Unit Setting
National map unit symbol: 2tczf
Elevation: 3,050 to 5,150 feet
Mean annual precipitation: 12 to 18 inches
Mean annual air temperature: 48 to 55 degrees F
Frost -free period: 130 to 180 days
Farmland classification: Not prime farmland
Map Unit Composition
Valent and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Valent
Setting
Landform: Dunes, hills
Landform position (two-dimensional): Summit, shoulder, backslope,
footslope
Landform position (three-dimensional): Side slope, crest, head
slope, nose slope
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Parent material: Noncalcareous eolian sands
Typical profile
A - 0 to 5 inches: sand
AC - 5 to 12 inches: sand
Cl - 12 to 30 inches: sand
C2 - 30 to 80 inches: sand
Properties and qualities
Slope: 3 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High to
very high (6.00 to 39.96 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 2.4 inches)
Interpretive groups
Land capability classification (irrigated): 4e
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
10/28/2022
Page 1 of 2
39
Map Unit Description: Valent sand, 3 to 9 percent slopes ---Weld County, Colorado, Southern
Part
Land capability classification (non irrigated): 6e
Hydrologic Soil Group: A
Ecological site: R072XY109KS - Rolling Sands, R067BY015CO -
Deep Sand
Hydric soil rating: No
Minor Components
Dailey
Percent of map unit: 10 percent
Landform: Interdunes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Concave
Ecological site: R067BY015CO - Deep Sand, R072XA021 KS -
Sands (North) (PE 16-20)
Hydric soil rating: No
Vona
Percent of map unit: 5 percent
Landform: Hills
Landform position (two-dimensional): Shoulder, backslope,
footslope
Landform position (three-dimensional): Head slope, nose slope,
side slope, base slope
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: R067BY024CO - Sandy Plains, R072XA022KS -
Sandy (North) Draft (April 2010) (PE 16-20)
Hydric soil rating: No
Haxtun
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Concave
Ecological site: R067BY024CO - Sandy Plains, R072XY111 KS -
Sandy Plains
Hydric soil rating: No
Data Source Information
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 20, Aug 31, 2021
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
10/28/2022
Page 2of2
40
Map Unit Description: Vona loamy sand, 0 to 3 percent slopes ---Weld County, Colorado,
Southern Part
Weld County, Colorado, Southern Part
72 Vona loamy sand, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 363r
Elevation: 4,600 to 5,200 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 55 degrees F
Frost -free period: 130 to 160 days
Farmland classification: Farmland of local importance
Map Unit Composition
Vona and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Vona
Setting
Landform: Terraces, plains
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Alluvium and/or eolian deposits
Typical profile
H1 - 0 to 6 inches: loamy sand
H2 - 6 to 28 inches: fine sandy loam
H3 - 28 to 60 inches: sandy loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High
(1.98 to 6.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 15 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0
mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 6.5
inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (non irrigated): 4e
Hydrologic Soil Group: A
Ecological site: R067BY024CO - Sandy Plains
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
10/28/2022
Page 1 of 2
41
Map Unit Description: Vona loamy sand, 0 to 3 percent slopes ---Weld County, Colorado,
Southern Part
Hydric soil rating: No
Minor Components
Remmit
Percent of map unit: 10 percent
Hydric soil rating: No
Valent
Percent of map unit: 5 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 20, Aug 31, 2021
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
10/28/2022
Page 2of2
42
40° 15'7"N
40° 12' 49" N
104° 42' 45" W
524600
104° 42' 45" W
525300
525300
526000
526000
Hydrologic Soil Group Weld County, Colorado, Southern Part
526700
526700
Map Scale: 1:29,900 if printed on A landscape (11" x 8.5") sheet.
0 400 800
0 1000 2000
1600
Feet
4000 6000
527400
527400
Meters
2400
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
528100
528100
528800
529500
I I
529500
530200
40° 15' 7" N
40° 12' 49" N
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Pagel of4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
MAP LEGEND MAP INFORMATION
Area of Interest (AO')
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 0 A/D
# B
B/D
i o C
# C/D
D
Not rated or not available
Soil Rating Points
A
•
s
A/D
B
• B/D
O
O
C The soil surveys that comprise your AOI were mapped at
1:24,000.
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
i'"cia�
9
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA -MRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 21, Sep 1, 2022
Aerial Photography Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 8, 2021 Jun 12,
2021
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.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Page 2of4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of AOI
10
Ellicott
skeletal
3
rarely
-Ellicott
percent
complex,
slopes,
flooded
sandy-
0 to
A
33.4
1.0%
35
Loup-Boel
0
to 3
loamy sands,
percent slopes
A/D
14.7
0.4%
44
Olney
3
loamy
percent
sand,
slopes
1 to
B
78.8
2.3%
69
Valent
sand,
percent
slopes
0 to 3
A
502.2
14.8%
70
Valent
sand,
percent slopes
3 to 9
A
1,658.3
48.8%
72
Vona
loamy sand,
percent slopes
0 to 3
A
988.2
29.1%
85
Water
122.6
3.6%
Totals for Area of Interest
3,398.3
100.0%
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Page 3 of 4
45
Hydrologic Soil Group —Weld County, Colorado, Southern Part
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 CID). 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, BID, 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
USDA Natural Resources
dam Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/29/2023
Page 4 of 4
46
Rational Method Calculations
DEVELOPED PERCENT IMPERVIOUS - COMPOSITE C VALUES
FOR EXISTING FILING 1 LOTS
PROJECT Pelican Lakes Ranch
LOCATION WCR 39 & WCR 32 - WELD COL DATE 11/8/2022
CALCULATED BY
SUB-BSN
Soil Type
Total
Paved/Roof
Landscaped/Agricultural
Composite
Composite
DESIG
AREA
(AC)
AREA
(AC)
I
AREA
(AC)
I
C5
C10
C100
I*A
I
Filing
1 - Average %
Impervious
Lot 1
A
1.96
0.24
90%
1.72
2%
0.08
0.16
0.29
0.245977
12.6%
Lot 2
A
2.16
0.23
90%
1.93
2%
0.07
0.15
0.28
0.245641
11.4%
Lot 3
A
3.10
0.30
90%
2.80
2%
0.07
0.14
0.28
0.322324
10.4%
Lot 4
A
3.16
0.32
90%
2.84
2%
0.07
0.14
0.28
0.344957
10.9%
Lot 5
A
4.14
0.56
90%
3.59
2%
0.09
0.16
0.30
0.573341
13.8%
Lot 6
A
2.59
0.32
90%
2.26
2%
0.09
0.16
0.29
0.336827
13.0%
Total
A
17.10
1.96
90%
15.14
2%
0.08
0.15
0.29
2.069068
12.1%
Note: 6 developed
lots
within
Filing
1
were selected
and
paved
using Google
roadway that
was
Earth
adjacent
image,
to
the impervious
the lot.
area were determined
including
1/2 of
the
I
I
I
I
I
I I
I
I
I
48
DEVELOPED PERCENT IMPERVIOUS - COMPOSITE C VALUES
West Area
PROJECT Pelican Lakes Ranch
LOCATION WCR 39 & WCR 32 - WELD COUNTY
CALCULATED BY
West Area
DATE 3/28/2023
SUB-BSN
Soil Type
Total
Filing 1
Filing 2
Paved*
Composite
Composite
DESIG
AREA (AC)
AREA (AC)
I
AREA (AC)
I
AREA (AC)
I
AREA (AC)
I
C5
O10
O100
I*A
I
Historic - Offsite
OW4
A
80.70
0.00
12.1%
0.00
20%
0.00
90%
80.70
2%
0.00
0.07
0.22
1.614094
2.0%
OW5
A
590.74
0.00
12.1%
0.00
20%
0.00
90%
590.74
2%
0.00
0.07
0.22
11.81475
2.0%
OW6
A
173.92
0.00
12.1%
0.00
20%
0.00
90%
173.92
2%
0.00
0.07
0.22
3.478365
2.0%
Developed
W1
A
10.48
0.00
12.1%
10.48
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
2.09663
20.0%
W
1a
A
5.80 _ _
0.00
12.1%
5.80
20% _
0.00
90%
0.00
2% _
0.13
0.20
0.33
1.159027
20.0%
W
1
b
A
8.34
0.00
12.1%
8.34
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
1.667456
20.0%
W2
A
32.15
12.06
12.1%
1.70
20%
0.22
90%
18.17
2%
0.04
0.12
0.26
2.35762
7.3%
W2a
A
4.91
1.86
12.1%
2.34
20%
0.00
90%
0.71
2%
0.10
0.17
0.30
0.706885
14.4%
W3
A
16.54
0.00
12.1%
16.54
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
3.308
20.0%
W3a
A
26.69
0.00
12.1%
26.69
20% .
0.00
90%
0.00
2%
0.13
0.20
0.33
5.338251
20.0%
W3b
A
0.98
0.00
12.1%
0.98
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
0.195202
20.0%
W4
A
50.55
28.09
12.1%
3.68
20%
0.00
90%
18.78
2%
0.05
0.13
0.27
4.509973
8.9%
Pond
W1
827.88
42.01
76.54
709.11
34.76789
4.20%
W5
A
36.16
0.00
12.1%
24.71
20%
0.00
90%
11.45
2%
0.10
0.17
0.30
5.170731
14.3%
W6a
A
23.93
3.59
12.1%
9.72
20%
0.00
90%
10.63
2%
0.07
0.14
0.28
2.590716
10.8%
W6b
A
4.69
0.00
12.1%
4.69
20%
0.00
90%
0.00
2% _
0.13
0.20
0.33
0.937158
20.0%
W6
A
11.32
0.00
12.1%
11.32
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
2.26388
20.0%
W7
A
6.40
0.00
12.1%
6.40
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
1.279183
20.0%
W8a
A
0.73
0.00
12.1%
0.63
20%
0.10
90%
0.00
2%
0.19
0.25
0.37
0.212782
29.3%
W8
A
23.40
_
_
0.00
12.1%
23.40
20% _
0.00
90%
0.00
2% _
0.13
0.20
0.33
4.68
20.0%
Pond
W3
A
24.13
0.00
12.1%
24.03
20%
0.10
90%
0.00
2%
0.14
0.20
0.33
4.892782
20.3%
W9
A
4.03
0.00
12.1%
4.03
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
0.805657
20.0%
W10
A
19.30
0.00
12.1%
19.30
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
3.859738
20.0%
W11
A
3.94
_
3.94
12.1%
0.00
20%
0.00
90%
0.00
2%
0.08
0.15
0.29
0.476836
12.1%
W12
A
3.18
0.57
12.1%
2.40
20%
0.00
90%
0.21
2%
0.12
0.19
0.32
0.553448
17.4%
W13a
A
4.99
0.00
12.1%
4.53
20%
0.00
90%
0.45
2%
0.12
0.19
0.32
0.915493
18.4%
W13
A
8.70
0.00
12.1%
1.82
20%
0.00
90%
6.88
2%
0.03
0.10
0.25
0.502137
5.8%
W14
A
176.67
125.50
12.1%
0.00
20%
0.00
90%
51.18
2% _
0.06
0.13
0.27
16.20864
9.2%
W15
A
4.66
0.00
12.1%
0.00
20%
0.00
90%
4.66
2% _
0.00
0.07
0.22
0.093255
2.0%
Pond
4
307.96
133.59
88.92
0.00
85.46
39.96
12.97%
49
DEVELOPED PERCENT IMPERVIOUS - COMPOSITE C VALUES
West Area
PROJECT Pelican Lakes Ranch
LOCATION WCR 39 & WCR 32 - WELD COUNTY
CALCULATED BY
West Area
DATE 3/28/2023
SUB-BSN
Soil Type
Total
Filing 1
Filing 2
Paved*
Composite
Composite
DESIG
AREA (AC)
AREA (AC)
I
AREA (AC)
I
AREA (AC)
I
AREA (AC)
I
C5
O10
O100
I*A
I
W16
A
2.25
0.00
12.1%
2.25
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
0.449844
20.0%
S1
A
30.06
0.00
12.1%
30.06
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
6.012
20.0%
S2
A
24.41
0.00
12.1%
24.41
20%
0.00
90%
0.00
2% _
0.13
0.20
0.33
4.882
20.0%
Pond
S1
A
230.64
0.00
12.1%
56.72
20%
0.00
90%
173.92
2%
0.03
0.11
0.25
14.82221
6.4%
S3
A
6.33
0.00
12.1%
6.33
20%
0.00
90%
0.00
2% _
0.13
0.20
0.33
1.266
20.0%
S4
A
21.45
0.00
12.1%
21.45
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
4.29
20.0%
S5
A
7.63
0.00
12.1%
7.63
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
1.526
20.0%
S6
A
22.68
0.00
12.1%
22.68
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
4.536
20.0%
Pond
S2
A
58.09
_
0.00
12.1%
58.09
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
11.618
20.0%
S8
A
0.75
0.00
12.1%
0.75
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
0.15
20.0%
S9
A
6.98
0.00
12.1%
6.98
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
1.396
20.0%
S10
A
12.83
0.00
12.1%
12.83
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
2.566
20.0%
S11
A
11.22
0.00
12.1%
11.22
20% .
0.00
90%
0.00
2%
0.13
0.20
0.33
2.244
20.0%
S12
A
22.01
0.00
12.1%
22.01
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
4.402
20.0%
S13
A
72.94
0.00
12.1%
72.94
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
14.588
20.0%
S14
A
20.02
0.00
12.1%
20.02
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
4.004
20.0%
S15
A
23.77
0.00
12.1%
23.77
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
4.754
20.0%
S16
A
2.91
0.00
12.1%
2.91
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
0.582
20.0%
S17
A
27.46
0.00
12.1%
27.46
20%
0.00
90%
0.00
2% _
0.13
0.20
0.33
5.492
20.0%
Pond
S3
74.16
S7
A
1.78
0.00
12.1%
1.78
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
0.356
20.0%
S18
A
13.37
0.00
12.1%
13.37
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
2.674
20.0%
S19
A
69.68
0.00
12.1%
69.68
20%
0.00
90%
0.00
2% _
0.13
0.20
0.33
13.936
20.0%
S20
A
64.27
0.00
12.1%
64.27
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
12.854
20.0%
S21
A
7.10
0.00
12.1%
7.10
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
1.42
20.0%
S22
A
16.64
0.00
12.1%
16.64
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
3.328
20.0%
S23
A
7.98 _
0.00
12.1%
7.98
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
1.596
20.0%
Pond
S4
305.77
U1
A
2.36
0.00
12.1%
2.36
20%
0.00
90%
0.00
2%
0.13
0.20
0.33
0.472
20.0%
Total
Area
1198.89
50
DEVELOPED PERCENT IMPERVIOUS - COMPOSITE C VALUES
East Area - North and South Basins
PROJECT Pelican Lakes Ranch
LOCATION WCR 39 & WCR 32 - WELD COUNTY
CALCULATED BY
South Basin of East Area
DATE Date: 7/8/2023
SUB-BSN
Soil Type
Total
Filing 1
Filing 2
Gravel
I
Detention Pond
Composite
Composite
DESIG
AREA (AC)
AREA (AC)
I
AREA (AC)
I
AREA (AC)
I
AREA (AC)
I
AREA (AC)
I
C5
O10
C100
l*A
Historic - Offsite
F1
A
12.34
12.34
12.1%
0.00
20%
0.00
40%
0.00
2%
0.00
100%
0.08
0.15
0.29
1.492658
12.1%
F2
A
6.86
6.86
12.1%
0.00
20%
0.00
40%
0.00
2%
0.00
100%
0.08
0.15
0.29
0.830481
12.1%
19.20
Developed
N1
A
3.89
0.00
12.1%
3.89
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
0.777158
20.0%
N2
A
2.12
0.00
12.1%
2.12
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
0.424862
20.0%
N3
A
2.21
0.00
12.1%
2.21
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
0.442163
20.0%
N4
A
10.97
0.00
12.1%
10.97
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
2.193012
20.0%
N5
A
3.53
0.00
12.1%
3.53
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
0.706846
20.0%
N6
A
12.06
0.00
12.1%
12.06
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
2.411189
20.0%
N7
A
8.64
0.00
12.1%
8.64
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
1.727856
20.0%
N8
A
16.29
0.00
12.1%
16.29
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
3.258425
20.0%
Total To Pond E2
A
59.71
0.00
12.1%
59.71
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
11.94151
20.0%
S1
A
16.99
0.00
12.1%
16.99
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
3.397066
20.0%
S2
A
2.62
0.00
12.1%
2.62
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
0.524472
20.0%
S3
A
8.84
0.00
12.1%
8.84
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
1.768127
20.0%
S4
A
30.26
0.00
12.1%
30.26
20%
0.00
40%
0.00
2%
0.00
100%
0.13
0.20
0.33
6.051396
20.0%
Total To Pond E3
A
77.90
0.00
12.1%
58.71
20%
0.00
40%
19.20
2%
0.00
100%
0.10
0.17
0.31
12.12505
15.6%
51
TIME OF CONCENTRATION - West Area
PROJECT
CALCULATED BY
Pelican Lake Ranch
DATE 3/28/2023
t;=0.395(1.1-05)L112S-113
tt=Length/(Velocity x 60)
tt=Length/(Velocity x 60)
tc Check = (L/180) + 10
SUB-BSN DATA
INITIAL/OVERLAND TIME (ti)
CONCENTRATED OVERLAND TRAVEL TIME (tt)
GRASS SWALE TRAVEL TIME (tt)
tc CHECK
DESIG
C5
AREA (AC)
LNGTH (FT)
SLOPE (ft/ft)
ti (Min)
LNGTH (FT)
SLOPE %
Cv
VEL. FPS
tt (Min)
LNGTH (FT)
SLOPE %
Cv
VEL. FPS
tt (Min)
ti+tt
TOTAL LNGTH
tc
FINAL tc
REMARKS
Historic - Offsite
OW4
0.00
80.70
646
0.023
38.35
2875
2.9
7.0
1.2
40.1
78.4
3521
NA
78.4
Historic Land Use
OW5
0.00
590.74
1524
0.022
59.77
5293
1.8
7.0
0.9
93.7
153.4
6817
NA
153.4
Historic Land Use
OW6
0.00
173.92
718
0.046
32.16
3909
2.6
7.0
1.1
57.6
89.8
4627
NA
89.8
Historic Land Use
Developed
W1
0.13
10.48
300
0.017
25.51
446
1.5
15.0
1.9
4.0
29.5
746
14.1
14.1
W 1 a
0.13
5.80
152
0.049
12.73
200
3.5
7.0
1.3
2.5
1126
3.0
15.0
2.6
7.2
22.5
1478
18.2
18.2
W 1 b
0.13
8.34
173
0.028
16.33
62
1.3
7.0
0.8
1.3
1171
3.4
15.0
2.8
7.1
24.7
1406
17.8
17.8
W2
0.04
32.15
300
0.025
24.50
1419
1.8
7.0
0.9
25.2
635
1.5
15.0
1.8
5.8
55.4
2354
23.1
23.1
W2a
0.10
4.91
132
0.045
12.68
281
2.1
7.0
1.0
4.6
1405
2.5
15.0
2.4
9.9
27.2
1818
20.1
20.1
W3
0.13
16.54
271
0.020
22.73
720
4.6
7.0
1.5
8.0
30.7
991
15.5
15.5
W3a
0.13
26.69
219
0.064
13.99
1383
1.1
15.0
1.6
14.7
28.6
1602
18.9
18.9
W3b
0.13
0.98
36
0.044
6.42
165
8.8
7.0
2.1
1.3
100
2.2
15.0
2.2
0.7
8.5
301
11.7
8.5
W4
0.05
50.55
210
0.029
19.38
1518
1.5
7.0
0.9
29.5
48.9
1728
19.6
19.6
W5
0.10
36.16
244
0.049
16.77
1186
2.0
7.0
1.0
19.9
550
0.5
15.0
1.1
8.6
45.3
1980
21.0
21.0
W6a
0.07
23.93
296
0.040
20.27
673
2.4
7.0
1.1
10.3
202
0.2
15.0
0.7
5.0
35.6
1171
16.5
16.5
W6b
0.13
4.69
179
0.078
11.85
766
1.6
15.0
1.9
6.7
18.6
945
15.3
15.3
W6
0.13
11.32
215
0.042
15.93
494
1.5
7.0
0.9
9.6
177
0.2
15.0
0.7
4.4
29.9
886
14.9
14.9
W7
0.13
6.40
209
0.058
14.12
666
1.5
15.0
1.8
6.0
20.2
875
14.9
14.9
W8a
0.19
0.73
208
0.046
14.38
14.4
208
11.2
11.2
W8
0.13
23.40
247
0.087
13.42
241
4.4
7.0
1.5
2.7
288
1.8
15.0
2.0
2.4
18.5
776
14.3
14.3
W9
0.13
4.03
300
0.043
18.67
467
1.7
15.0
2.0
3.9
22.6
767
14.3
14.3
W10
0.13
19.30
300
0.070
15.90
996
1.3
15.0
1.7
9.7
25.6
1296
17.2
17.2
W11
0.08
3.94
194
0.020
20.43
414
0.7
15.0
1.3
5.4
25.8
608
13.4
13.4
W12
0.12
3.18
179
0.033
16.01
261
3.0
7.0
1.2
3.6
153
14.2
15.0
5.7
0.5
20.1
593
13.3
13.3
W13a
0.12
4.99
286
0.063
16.25
99
3.0
7.0
1.2
1.4
235
2.7
15.0
2.5
1.6
19.2
620
13.4
13.4
W13
0.03
8.70
291
0.086
16.26
1540
3.1
15.0
2.6
9.8
26.0
1831
20.2
20.2
W14
0.06
176.67
300
0.067
17.43
1580
2.3
7.0
1.1
24.6
2093
1.2
15.0
1.6
21.2
63.3
3973
32.1
32.1
W15
0.00
4.66
294
0.065
18.36
1176
5.3
7.0
1.6
12.2
30.5
1470
18.2
18.2
W16
0.13
2.25
137
0.080
10.28
218
2.2
15.0
2.2
1.6
11.9
355
12.0
11.9
S1
0.13
30.06
279
0.028
20.84
1981
1.7
15.0
2.0
16.7
37.5
2260
22.6
22.6
S2
0.13
24.41
196
0.046
14.76
1161
2.1
15.0
2.2
9.0
23.7
1357
17.5
17.5
S3
0.13
6.33
300
0.037
19.69
630
4.7
15.0
3.3
3.2
22.9
930
15.2
15.2
S4
0.13
21.45
269
0.037
18.54
2437
1.8
15.0
2.0
20.4
39.0
2706
25.0
25.0
S5
0.13
7.63
162
0.068
11.80
718
3.5
15.0
2.8
4.3
16.1
880
14.9
14.9
S6
0.13
22.68
300
0.065
16.29
295
3.7
7.0
1.4
3.6
1164
3.8
15.0
2.9
6.7
26.6
1759
19.8
19.8
S8
0.13
0.75
50
0.044
7.56
395
0.6
15.0
1.2
5.5
13.1
445
12.5
12.5
S9
0.13
6.98
50
0.044
7.56
693
1.9
15.0
2.1
5.6
13.2
743
14.1
13.2
S10
0.13
12.83
139
0.079
10.40
1240
1.9
15.0
2.0
10.1
20.5
1379
17.7
17.7
S11
0.13
11.22
217
0.092
12.34
865
3.4
15.0
2.7
5.3
17.6
1082
16.0
16.0
S12
0.13
22.01
300
0.009
31.68
1256
1.0
15.0
1.5
14.3
46.0
1556
18.6
18.6
S13
0.13
72.94
245
0.551
7.27
2684
1.1
15.0
1.6
28.2
35.5
2929
26.3
26.3
S14
0.13
20.02
300
0.008
32.13
2027
1.6
15.0
1.9
17.9
50.0
2327
22.9
22.9
S15
0.13
23.77
300
0.017
25.56
1439
2.9
15.0
2.6
9.4
34.9
1739
19.7
19.7
S16
0.13
2.91
67
0.039
9.13
1023
1.7
15.0
1.9
8.8
17.9
1090
16.1
16.1
S17
0.13
27.46
300
0.047
18.18
1594
1.5
15.0
1.8
14.4
32.6
1894
20.5
20.5
S7
0.13
1.78
103
0.049
10.51
178
1.6
7.0
0.9
3.4
270
2.6
15.0
2.4
1.9
15.7
551
13.1
13.1
S18
0.13
13.37
272
0.048
17.14
590
3.4
15.0
2.8
3.6
20.7
862
14.8
14.8
S19
0.13
69.68
300
0.067
16.16
3710
1A
15.0
1.8
34.8
51.0
4010
32.3
32.3
S20
0.13
64.27
300
0.023
22.85
3213
1.2
15.0
1.6
32.9
55.7
3513
29.5
29.5
S21
0.13
7.10
224
0.063
14.26
583
2.1
15.0
2.2
4.5
18.8
807
14.5
14.5
S22
0.13
16.64
267
0.101
13.29
1244
3.0
15.0
2.6
8.0
21.3
1511
18.4
18A
S23
0.13
7.98
128
0.063
10.78
1309
3.4
7.0
1.3
16.9
27.7
1437
18.0
18.0
U1
0.13
2.36
202
0.062
13.58
128
0.5
15.0
1.0
2.1
15.7
330
11.8
11.8
ti = [0.395(1.1-C1o)D1"]/S"3�
Max L for overland time = 500 feet (non urban) or 300 feet (urban)
min tc = 5 min(urban), 10 min(non-urban)
52
TIME OF CONCENTRATION - East Area - North and South Basins
PROJECT Pelican Lakes Ranch
CALCULATED BY
DATE 7/8/2023
ti=0.395(1.1-05;L112S 1'3
tt=Length/(Velocity x 60)
tt=Length/(Velocity x 60)
tc Check = (L/180) +
SUB-BSN DATA
INITIAL/OVERLAND TIME (ti)
CONCENTRATED OVERLAND TRAVEL T ME (ti)
GRASS SWALE TRAVEL TIME (ti)
tc CHECK
DESIG
C5
AREA (AC)
LNGTH (FTLOPE
(ft/ft
ti (Min)
LNGTH (FT;
SLOPE `)/0
Cv
VEL. FPS
tt (Min)
LNGTH (FT;
SLOPE %
Cv
VEL. FPS
tt (Min)
ti+tt
OTAL LNGT
tc
FINAL tc
REMARKS
Offsite
Filing 1
Fl
0.08
12.34
297
0.059
17.69
407
5.2
15.0
3.4
2.0
673
1.3
15.0
1.7
6.5
26.1
1377
17.7
17.7
F2
0.08
6.86
377
0.023
27.39
27.4
377
12.1
12.1
Developed
N1
0.13
3.89
182
0.039
15.08
180
0.5
15.0
1.1
2.8
17.9
362
12.0
12.0
N2
0.13
2.12
114
0.053
10.77
334
0.9
15.0
1.4
3.9
14.7
448
12.5
12.5
N3
0.13
2.21
36
0.083
5.20
505
2.0
15.0
2.1
4.0
9.2
541
13.0
9.2
N4
0.13
10.97
257
0.039
17.86
142
2.8
7.0
1.2
2.0
420
1.0
15.0
1.5
4.8
24.7
819
14.6
14.6
N5
0.13
3.53
256
0.047
16.76
298
3.7
7.0
1.3
3.7
20.5
554
13.1
13.1
N6
0.13
12.06
145
0.048
12.49
244
2.9
7.0
1.2
3.4
948
1.4
15.0
1.8
9.0
24.9
1337
17A
17A
N7
0.13
8.64
296
0.071
15.72
432
2.3
15.0
2.3
3.2
18.9
728
14.0
14.0
N8
0.13
16.29
300
0.090
14.63
672
1.6
7.0
0.9
12.5
27.1
972
15.4
15.4
S1
0.13
16.99
274
0.091
13.93
1113
0.6
15.0
1.2
15.7
29.6
1387
17.7
17.7
S2
0.13
2.62
43
0.071
5.98
1024
2.2
15.0
2.2
7.8
13.7
1067
15.9
13.7
S3
0.13
8.84
300
0.073
15.66
438
3.9
7.0
1.4
5.3
145
0.6
15.0
1.1
2.2
23.1
883
14.9
14.9
S4
0.13
30.26
443
0.011
35.57
418
0.5
7.0
0.5
14.4
50.0
861
14.8
14.8
ti = [0.395(1.1-C10)D1121/S0.33
Max L for overland time = 500 feet (non urban) or 300 feet (urban)
min tc = 5 min(urban), 10 min(non-urban)
53
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
DEVELOPED CONDITIONS - 10 Year
CALCULATED BY
DATE 3/28/2023
CHECKED BY EW
DESIGN STORM
10 YR
1.39
DIRECT RUNOFF
I
TOTAL RUNOFF I STREET I PIPE
I
TRAVEL TIME
REGION
DESIGN POINT
o2
w
Q
U
w
ct
Q
RUNOFF
COEFF
v
t)
--z
-
0v
�.
Z
U
.�
=
-2-
_
SUM(C*Cf*A)
(AC)
C v
il
Or
��
u)
STREET
FLOW(CFS)
DESIGN
FLOW(CFS)
a .�
o�
u)
U)
0
a
n_
Length (FT)
a
o
u)
ou
N0-
> ,,
Z
t
CI)
w
Historic - Offsite
DP OW4
OW4
80.70
0.07
5.60
78.4
1.17
6.54
1582
1.45
1.8
14.60
DP OW5
OW5
590.74
0.07
40.96
153.4
0.72
29.55
435
3.3
2.7
2.66
DP OW6
OW6
173.92
0.07
12.06
89.8
1.06
12.82
670
2.1
2.2
5.15
Developed Conditions
DP W1
W1
10.48
0.20
2.12
14.1
3.24
6.87
156.1
0.71
43.08
30.68
852
2.2
2.2
6.34
W 1 +OW5
DP 1
W 1 a
5.80
0.20
1.17
18.2
2.87
3.36
DP 1
W 1 b
8.34
0.20
1.68
17.8
2.90
4.89
162.4
0.69
45.93
31.76
W1 to Wb + OW5
DP W2
W2
32.15
0.12
3.72
23.1
2.53
9.42
93.0
1.04
9.32
9.66
801
2.2
2.2
6.07
W2+OW4
DP 2
W2a
4.91
0.17
0.82
20.1
2.73
2.24
99.1
0.99
10.14
10.05
W2+W2a+OW4
DP W3
W3
16.54
0.20
3.34
15.5
3.11
10.38
1093
0.8
1.3
13.75
DP 3
W3a
26.69
0.20
5.39
18.9
2.82
15.18
29.3
2.90
8.73
25.34
W3+W3a
DP 4
W3b
0.98
0.20
0.20
8.5
4.00
0.79
DP W4
W4
50.55
0.13
6.48
19.6
2.76
17.91
162.4
0.69
71.48
49.43
Total to Pond W1
DP W5
W5
36.16
0.17
6.03
21.0
2.66
16.06
421
1.2
1.6
4.34
DP 6
W6a
23.93
0.14
3.41
16.5
3.01
10.28
25.3
2.40
9.44
22.69
987
0.2
0.7
24.52
DP6 to W6
DP 6
W6b
4.69
0.20
0.95
15.3
3.13
2.96
25.3
2.40
10.38
24.96
DP W6
W6
11.32
0.20
2.29
14.9
3.16
7.23
49.9
1.59
12.67
20.13
586
0.3
0.8
12.53
W6 to W10
DP W7
W7
6.40
0.20
1.29
14.9
3.17
4.09
461
2.0
2.1
3.59
W7 to W10
DP 8
W8a
0.73
0.25
0.18
11.2
3.60
0.66
DP W8
W8
23.40
0.20
4.73
14.3
3.23
15.24
14.3
3.23
4.91
15.83
DP W9
W9
4.03
0.20
0.81
14.3
3.23
2.63
1070
1.7
2.0
9.01
W9 to W10
DP W10
W10
19.30
0.20
3.90
17.2
2.95
11.51
62.4
1.37
20.17
27.59
172
0.4
1.3
2.24
W10 to W12
DP W11
W11
3.94
0.15
0.60
13.4
3.33
1.99
DP W12
W12
3.18
0.19
0.59
13.3
3.34
1.98
64.6
1.34
21.36
28.53
467
0.4
0.9
8.73
W12 to W 13a
DPW 15
W 13a
4.99
0.19
0.96
13.4
3.32
3.18
73.4
1.22
22.32
27.32
1187
3.8
2.9
6.73
W 13a to Pond4
DPW 13
W13
8.70
0.10
0.90
20.2
2.72
2.44
80.1
1.15
23.21
26.74
DP W14
W14
176.67
0.13
23.00
32.1
2.10
48.21
DPW 15
W15
4.66
0.07
0.32
18.2
2.87
0.93
80.1
1.15
46.53
53.61
Total to Pond4
54
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
DEVELOPED CONDITIONS - 10 Year
CALCULATED BY
DATE 3/28/2023
CHECKED BY EW
DESIGN STORM
10 YR
1.39
DIRECT RUNOFF
TOTAL RUNOFF I STREET I PIPE
TRAVEL TIME
REGION
DESIGN POINT
z
o
w
w
Q
U
Q
w
ct
Q
RUNOFF
COEFF
v
v
E
--
0
E
2
z
~-
-
0v
Z
o
E
=
Z
_
SUM(C*Cf*A)
(AC)
C v
Oil r
��
STREET
FLGW(CFS)
DESIGN
FLGW(CFS)
�.�
o�
u)
N
{1)
o
a
n_
Length (FT)
a
o
u)
o0
N0-
>
Z
-
t
U)
W
DP W16
W16
2.25
0.20
0A5
11.9
3.50
1.59
136
1.1
1.6
1.44
DP S1
S1
30.06
0.20
6.07
22.6
2.56
15.57
94.9
1.02
18.13
18.53
S1 + OW6
DP S2
S2
24.41
0.20
4.93
17.5
2.92
14.42
94.9
1.02
23.51
24.03
Total to PondS1
DP S3
S3
6.33
0.20
1.28
15.2
3.14
4.01
DP S4
S4
21.45
0.20
4.33
25.0
2.42
10.48
25
2.42
5.61
13.58
S3 + S4
DP S5
S5
7.63
0.20
1.54
14.9
3.17
4.88
DP $6
S6
22.68
0.20
4.58
19.8
2.75
12.60
25
2.42
11.73
28.39
Total to PondS2
DP S8
S8
0.75
0.20
0.15
12.5
3.43
0.52
353
3.0
2.6
2.26
DP S9
S9
6.98
0.20
1.41
13.2
3.35
4.72
15
3.18
1.56
4.97
808
1.1
1.6
8.52
DP S10
S10
12.83
0.20
2.59
17.7
2.91
7.55
23
2.52
4.15
10.47
2148
1.5
1.8
19.55
DP S11
S11
11.22
0.20
2.27
16.0
3.06
6.93
951
2.0
2.1
7.47
DP S12
S12
22.01
0.20
4.44
18.6
2.84
12.60
23
2.51
6.71
16.83
2784
0.9
1.4
33.32
S11 + S12
DP S13
S13
72.94
0.20
14.73
26.3
2.36
34.69
57
1.46
25.44
37.08
492
2.0
2.1
3.84
59+510+511+512+513S10+
DP S14
S14
20.02
0.20
4.04
22.9
2.54
10.27
131
1.0
2.0
1.09
DP S15
S15
23.77
0.20
4.80
19.7
2.76
13.24
648
1.1
1.6
6.93
DP S16
S16
2.91
0.20
0.59
16.1
3.05
1.80
27
2.34
5.39
12.60
868
2.1
2.2
6.70
S15 + S16
DP S17
S17
27.46
0.20
5.55
20.5
2.70
14.96
33
2.05
14.98
30.69
Total to PondS3
DP S7
S7
1.78
0.20
0.36
13.1
3.36
1.21
DP S18
S18
13.37
0.20
2.70
14.8
3.18
8.58
3595
1.4
1.8
33.76
DP S19
S19
69.68
0.20
14.07
32.3
2.09
29.38
49
1.62
17.13
27.69
2407
1.0
1.5
27.44
DP S20
S20
64.27
0.20
12.98
29.5
2.20
28.58
76
1.20
55.55
66.39
Total to DP20
DP S21
S21
7.10
0.20
1.43
14.5
3.21
4.60
1911
2.6
2.4
13.12
DP S22
S22
16.64
0.20
3.36
18.4
2.86
9.59
28
2.29
4.79
10.98
S21 + S22
DP S23
S23
7.98
0.20
1.61
18.0
2.89
4.65
76
1.20
61.96
74.04
Total to PondS4
DP U1
U1
2.36
0.20
0.48
11.8
3.51
1.67
55
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
DEVELOPED CONDITIONS - 10 Year - East Area, North and South Basins
CALCULATED BY
DATE 7/8/2023
CHECKED BY EW
DESIGN STORM
10 YR
1.39
DIRECT RUNOFF
TOTAL RUNOFF
I STREET
PIPE
TRAVEL TIME
REGION
DESIGN POINT
z
w
o
LLI
CC
Q
Q
Li
Q
RUNOFF
COEFF
U
v
=
Cz
"�
E
z
-
��
U
_
E
z
s-
—
SUM(C*Cf*A)
(AC)
��
U
w
o_
O\
co °
STREET
FLOW(CFS)
DESIGN
FLOW(CFS)
w
a
°�
u) °
0
v
6
H
O'
a
�
�---
�
a
°
u)—
Velocity
(FPS)
2
Q
w
Offsite
Fl
12.34
0.15
1.87
17.7
2.92
5.45
F2
6.86
0.15
1.04
12.1
3.48
3.62
Developed
DP N1
N1
3.89
0.20
0.78
12.0
3.49
2.74
1370
1.5
1.8
12.60
DP N2
N2
2.12
0.20
0.43
12.5
3.43
1.47
12.5
3A3
1.21
4.16
1601
1.4
1.8
15.20
N1 +N2
DP N3
N3
2.21
0.20
0.45
9.2
3.89
1.73
965
0.8
1.4
11.77
DP N4
N4
10.97
0.20
2.21
14.6
3.20
7.09
21.0
2.67
2.66
7.10
321
5.0
3.3
1.60
N3+N4
DP N5
N5
3.53
0.20
0.71
13.1
3.36
2.40
1040
2.5
2.4
7.31
DP N6
N6
12.06
0.20
2.43
17.4
2.93
7.14
27.7
2.29
7.02
16.05
786
0.8
1.3
10.00
SUM N1 to N6
DP N7
N7
8.64
0.20
1.74
14.0
3.25
5.68
735
0.7
1.2
9.90
DP N8
N8
16.29
0.20
3.29
15.4
3.12
10.25
37.7
1.90
12.06
22.90
SUM to Pond N1
DP El
S1
16.99
0.20
3.43
17.7
2.91
9.98
17.7
2.91
5.30
15.43
1298
0.2
0.7
32.25
DP E2
S2
2.62
0.20
0.53
13.7
3.29
1.74
DP E3
S3
8.84
0.20
1.79
14.9
3.16
5.65
DP E4
S4
30.26
0.20
6.11
14.8
3.18
19.41
50.0
1.59
14.77
23.43
SUM to Pond S1
56
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
DEVELOPED CONDITIONS -100 Year - West Area
CALCULATED BY
DATE 3/28/2023
CHECKED BY EW
PROJECT
DESIGN STORM
#REF!
100 YR
2.7
DIRECT RUNOFF
i
TOTAL RUNOFF I STREET I PIPE
i
TRAVEL TIME
REGION
DESIGN POINT
AREA DESIGN
i3
Q
RUNOFF COEFF
U
�-
_
z
U
=
Z
SUM(C*Cf*A)
(AC)
L L
O
.�
o
w
STREET
FLOW(CFS)
DESIGN
FLOW(CFS)
.�
u)
N
Cl)Q
.
Length (FT)
o
u)
LL
>
Z
-
r
Historic - Offsite
DP OW4
OW4
80.70
0.22
17.52
78.4
2.27
39.80
1582
1.45
1.8
14.60
DP OW5
OW5
590.74
0.22
128.27
153.4
1.40
179.73
435
3.3
2.7
2.66
DP OW6
OW6
173.92
0.22
37.76
89.8
2.07
77.99
670
2.1
2.2
5.15
Developed
Conditons
DP W1
W1
10.48
0.33
3.46
14.1
6.30
21.79
156.1
1.38
131.73
182.25
852
2.2
2.2
6.34
W 1 +OW5
DP 1
W 1 a
5.80
0.33
1.91
18.2
5.57
10.66
156.1
1.38
133.64
184.90
DP 1
W1 b
8.34
0.33
2.75
17.8
5.64
15.51
162.4
1.34
136.39
183.23
W1 to Wb + OW5
DP W2
W2
32.15
0.26
8.28
23.1
4.92
40.75
93.0
2.01
25.81
51.98
801
2.2
2.2
6.07
W2+OW4
DP 2
W2a
4.91
0.30
1.48
20.1
5.30
7.84
99.1
1.93
27.29
52.55
W2+W2a+OW4
DP W3
W3
16.54
0.33
5.46
15.5
6.03
32.93
1093
0.8
1.3
13.75
DP 3
W3a
26.69
0.33
8.81
18.9
5.47
48.17
29.3
4.30
14.26
61.32
W3+W3a
DP 4
W3b
0.98
0.33
0.32
8.5
7.77
2.50
DP W4
W4
50.55
0.27
13.57
19.6
5.37
72.83
162.4
1.34
191.84
257.71
Total to Pond W1
DP W5
W5
36.16
0.30
10.88
21.0
5.18
56.33
421
1.2
1.6
4.34
DP 6
W6a
23.93
0.28
6.72
16.5
5.85
39.31
25.3
4.67
17.60
82.17
987
0.2
0.7
24.52
DP6 to W6
DP 6
W6b
4.69
0.33
1.55
15.3
6.08
9.40
25.3
4.67
19.14
89.39
DP W6
W6
11.32
0.33
3.73
14.9
6.14
22.95
49.9
3.09
22.88
70.60
586
0.3
0.8
12.53
W6 to W10
DP W7
W7
6A0
0.33
2.11
14.9
6.16
12.99
461
2.0
2.1
3.59
W7 to W10
DP 8
W8a
0.73
0.37
0.27
11.2
6.99
1.87
DP W8
W8
23.40
0.33
7.72
14.3
6.27
48.38
14.3
6.27
7.99
50.05
DP W9
W9
4.03
0.33
1.33
14.3
6.28
8.34
1070
1.7
2.0
9.01
W9 to W10
DPW 10
W10
19.30
0.33
6.37
17.2
5.74
36.53
62.4
2.66
32.69
86.86
172
0.4
1.3
2.24
W10 to W12
DP W11
W11
3.94
0.29
1.14
13.4
6A6
7.34
DPW 12
W12
3.18
0.32
1.01
13.3
6.48
6.54
64.6
2.59
34.83
90.37
467
0.4
0.9
8.73
W12 to W 13a
DP W15
W 13a
4.99
0.32
1.61
13.4
6.45
10.35
73.4
2.38
36.44
86.67
1187
3.8
2.9
6.73
W 13a to Pond4
DPW 13
W13
8.70
0.25
2.14
20.2
5.29
11.34
80.1
2.24
38.58
86.33
DPW 14
W14
176.67
0.27
47.72
32.1
4.07
194.28
DP W15
W15
4.66
0.22
1.01
18.2
5.58
5.65
80.1
2.24
87.31
195.38
Total to Pond4
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
DEVELOPED CONDITIONS -100 Year - West Area
CALCULATED BY
DATE 3/28/2023
CHECKED BY EW
PROJECT
DESIGN STORM
#REF!
100 YR
2.7
DIRECT RUNOFF I TOTAL RUNOFF
STREET
PIPE
TRAVEL TIME
REGION
DESIGN POINT
AREA DESIGN
Q
ct w
Q
RUNOFF COEFF
c�
v
�-
z
U
O
2-
U
2N
Z
—
SUM(C*Cf*A)
(AC)
•,_.o
Cl
o
W
O
n
STREET
FLOW(CFS)
DESIGN
FLOW(CFS)
o
c
0-
.
Length (FT)
�-
o
LL
°
>
z
-
r
Q
UJ
DPW 16
W16
2.25
0.33
0.74
11.9
6.80
5.05
136
1.1
1.6
1.44
DP S1
S1
30.06
0.33
9.92
22.6
4.98
49.40
94.9
1.99
47.68
94.66
S1 + OW6
DP S2
S2
24.41
0.33
8.05
17.5
5.68
45.75
94.9
1.99
56.48
112.12
Total to PondS1
DP S3
S3
6.33
0.33
2.09
15.2
6.10
12.74
DP S4
S4
21.45
0.33
7.08
25.0
4.70
33.27
25
4.70
9.17
43.09
S3 + S4
DP S5
S5
7.63
0.33
2.52
14.9
6.15
15.49
DP S6
S6
22.68
0.33
7.48
19.8
5.34
39.98
25
4.70
19.17
90.11
Total to PondS2
DP S8
S8
0.75
0.33
0.25
12.5
6.67
1.65
353
3.0
2.6
2.26
DP S9
S9
6.98
0.33
2.30
13.2
6.50
14.98
15
6.18
2.55
15.76
808
1.1
1.6
8.52
DP S10
S10
12.83
0.33
4.23
17.7
5.66
23.96
23
4.90
6.78
33.22
2148
1.5
1.8
19.55
DP S11
S11
11.22
0.33
3.70
16.0
5.94
22.00
951
2.0
2.1
7.47
DP S12
S12
22.01
0.33
7.26
18.6
5.51
40.00
23
4.87
10.96
53.42
2784
0.9
1.4
33.32
S11 + S12
DP S13
S13
72.94
0.33
24.07
26.3
4.57
110.10
57
2.83
41.57
117.67
492
2.0
2.1
3.84
S9 + 310+ 311+312 + S13
3
DP S14
S14
20.02
0.33
6.61
22.9
4.94
32.61
131
1.0
2.0
1.09
DP S15
S15
23.77
0.33
7.84
19.7
5.36
42.03
648
1.1
1.6
6.93
DP S16
S16
2.91
0.33
0.96
16.1
5.93
5.70
27
4.54
8.80
40.00
868
2.1
2.2
6.70
S15 + S16
DP S17
S17
27.46
0.33
9.06
20.5
5.24
47.47
33
3.98
24.47
97.41
Total to PondS3
DP S7
S7
1.78
0.33
0.59
13.1
6.53
3.84
DP S18
S18
13.37
0.33
4.41
14.8
6.17
27.22
3595
1.4
1.8
33.76
DP S19
S19
69.68
0.33
22.99
32.3
4.06
93.25
49
3.14
27.99
87.89
2407
1.0
1.5
27.44
DP S20
S20
64.27
0.33
21.21
29.5
4.28
90.70
76
2.32
90.76
210.69
Total to DP20
DP S21
S21
7.10
0.33
2.34
14.5
6.23
14.60
1911
2.6
2A
13.12
DP S22
S22
16.64
0.33
5.49
18.4
5.55
30.45
28
4.45
7.83
34.84
S21 + S22
DP S23
S23
7.98
0.33
2.63
18.0
5.61
14.77
76
2.32
101.23
234.98
Total to PondS4
DP U1
U1
2.36
0.33
0.78
11.8
6.82
5.31
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
DEVELOPED CONDITIONS - 100 Year - East Area, North and South Basins
CALCULATED BY
DATE 4/21/2023
CHECKED BY EW
DESIGN STORM
100 YR
2.7
DIRECT RUNOFF
TOTAL RUNOFF
I STREET
PIPE
TRAVEL TIME
REGION
DESIGN POINT
z
t.D
w
O`_"
Qfc
w
Q
AREA (AC)
RUNOFF
COEFF
v
v
c
.f
a
%6
Z
—
iii
CCU
Z
2
—
—
SUM (C*Cf*A)
(AC)
Cl)
0LL
Lu
O
en
STREET
FLOW(CFS)
DESIGN
FLOW(CFS)
a
o-
cn,�
N
{7
O
a
w
Length
(FT)
O
a
o
u)
op up
0-
O
> it
Z
=
co
w
rY
Offs ite
Fl
12.34
0.29
3.56
17.7
5.66
20.14
F2
6.86
0.29
1.98
12.1
6.75
13.37
Developed
DP N1
N1
3.89
0.33
1.28
12.0
6.77
8.69
1370
1.5
1.8
12.60
DP N2
N2
2.12
0.33
0.70
12.5
6.66
4.67
12.5
6.66
1.98
13.21
1601
1.4
1.8
15.20
+N2
Nl+N2
DP N3
N3
2.21
0.33
0.73
9.2
7.55
5.51
965
0.8
1.4
11.77
DP N4
N4
10.97
0.33
3.62
14.6
6.22
22.49
21.0
5.18
4.35
22.53
321
5.0
3.3
1.60
N3+N4
DP N5
N5
3.53
0.33
1.17
13.1
6.53
7.61
1040
2.5
2.4
7.31
DP N6
N6
12.06
0.33
3.98
17.4
5.70
22.67
27.7
4.44
11.47
50.94
786
0.8
1.3
10.00
SUM N1 to N6
DP N7
N7
8.64
0.33
2.85
14.0
6.32
18.02
735
0.7
1.2
9.90
DP N8
N8
16.29
0.33
5.38
15.4
6.05
32.54
37.7
3.69
19.70
72.69
SUM to Pond N1
DP El
S1
16.99
0.33
5.60
17.7
5.65
31.69
17.7
5.65
5.60
31.69
1298
0.2
0.7
32.25
DP E2
S2
2.62
0.33
0.87
13.7
6.38
5.52
DP E3
S3
8.84
0.33
2.92
14.9
6.15
17.93
DP E4
S4
30.26
0.33
9.98
14.8
6.17
61.61
50.0
3.08
22.93
70.66
SUM to Pond S1
59
Detention/Retention Ponds Calculations
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes 2
Basin ID: Pond W1
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
3
4.2
827.88
1
12.00
1.00
0.60
0.005
40
100
percent
acres
feet
inches
ft/ ft
hours
0/0
Diameter of holes, D =
Number of holes per row, N =
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
0.000
1
OR
inches
inches
inches
0.018 watershed inches
1.248 acre-feet
1.497 acre-feet 65220.269
13.12 square inches
0.00 square inches
0.000 square feet
c>
0
0
0
O 0
O 0
O 0
O O
�L
O 0
0 O O
O O
O 0
0
0
0
O _
Perforated
Plate
Examples
71
Central Elevations of Rows of Holes in feet
E
Flow
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23
4921.00
I
I
I
L
_
,
I
I
I
Collection Capacity for Each Row of Holes in cis'
4921.01
0.0000
0.00
4921.51
0.0000
0.00
#WA
#NIA
#WA
#N/A
#N/A
#WA
#WA
#NIA
#WA
#WA
#WA
#N/A
#WA
#NIA
#NIA
#NIA
#N/A
#NIA
#WA
#NIA
#N/A
#NIA
#N/A
#WA
#N/A
#NIA
#WA
#NIA
#N/A
#NIA
#N/A
#NIA
#N/A
#N/A
#WA
#NIA
#N/A
#NIA
#N/A
#WA
#N/A
#NIA
#WA
#NIA
#NIA
#NIA
#N/A
#NIA
#N/A
#NIA
#WA
#NIA
#N/A
#NIA
#N/A
#WA
#N/A
#NIA
#WA
#NIA
#N/A
#NIA
#N/A
#NIA
#N/A
#N/A
#WA
#NIA
#WA
#N/A
#WA
#WA
#WA
#NIA
#WA
#WA
#WA
#N/A
#WA
#WA
#WA
-
#NIA
#N/A
I
#NIA
Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row 6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 16
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
Copy of UD-Detention_v2.35 Pond W1, WQCV
61
3/29/2023, 9:52 AM
West Area - West Pond W-1
Detention Pond Volume Provided
Project
Minor Storm
Major Storm
By:
Checked by:
Date:
Revised:
Average End Area
Qmax=Q100
Pelican Lakes Ranch
10
100
EW
March 28, 2023
Orifice Width=
Orifice Height=
Elev of Centroid
Area of Orifice=
Elevation
Area (sf)
Volume
(cf)
Cumulative
Volume(cf)Volume
Cumulative
(ac
-ft)
•
4883
205764
0
0
0.000
4884
214151
209958
209958
4.820
4885
222729
218440
428398
9.835
4886
231521
_
227125
_
655523
15.049
4887
240523
236022
891545
20.467
4888
249736
245130
1136674
26.094
4889
259151
254444
1391118
31.936
4890
268719
•
263935
1655053
37.995
4891
277002
272861
1927913
44.259
4890.7
1.2*WQCV
100yr Det Vol
65220 WQCV Elev
1839158 100yr Elev
Elevation of Overflow Weir
Depth of flow over weir
WS over overflow weir
Elev. Of Top of Berm-
Freeboard -
398.10
cfs
4883.31
4890.67
4890.70
0.50
4891.20
4891.50
0.30
Depth
4883.31
4890.67
Emergency Overflow Weir
Q= C L H ^3/2, C=3.00, H max=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
398.10
4:1
Length/Angle
(ft)
374.00
75.96
Capacity
(cfs)
396.69
2.12
398.81
Depth
(ft)
0.5
Average Velocity= Qmax/(Length x Depth) -
2.13 fps
0.33
0.5
4886.75
0.165
Outflow from
.33x.50
Orifice (cfs)
0
0
0
0
0.397
0.888
1.192
1.432
1.638
1.579
62
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes 2
Basin ID: Pond 4
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
3
12.9
307.96
1
12.00
1.00
0.60
0.005
12
100
percent
acres Diameter of holes, D =
feet Number of holes per row, N =
inches
ft / ft
hours
cro
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
0.000
1
OR
inches
inches
inches
0.045 watershed inches
1.162 acre-feet
1.394 acre-feet 60724.024
40.87 square inches
0.00 square inches
0.000 square feet
O
O
O
O
O
O
O
O
O
O
O
O O.
O O
O O
O O O O
O O
O O
o O O
O O
O O
1
I I
Perforated
Plate
Examples
63
Copy of UD-Detention_v2.35 Pond 4, WQCV 3/29/2023, 9:56 AM
West Area - Pond 4
Detention Pond Volume Provided
Project
Minor Storm
Major Storm
By:
Checked by:
Date:
Revised:
Pelican Lakes Ranch
10
100
EW
March 28, 2023
Average End Area
Qmax=Q 100=
Elevation
Area (sf)
Volume
(cf)
Cumulative
Volume
(cf)
Cumulative
Volume
(ac
-ft)
4831
13487
0
0
4831.5
140180
38416.75
38416.75
0.882
4832
173989
78542.25
116959.00
2.685
4833
187525
180757.00
297716.00
6.835
4834
202421
194973.00
492689.00
11.311
4835
218163
210292.00
702981.00
16.138
4836
233364
225763.50
928744.50
21.321
4837
249376
241370.00
1170114.50
26.862
4838
273996
261686.00
1431800.50
32.870
4839
_
314779
294387.50
1726188.00
_
39.628
4840
368203
341491.00
2067679.00
47.467
1.2*WQCV 60724
100yr Det Vol = 1035251
1.5 X 100yr Vol 1552877
Elevation of Overflow Weir
Depth of flow over weir
WS over overflow weir
Elev. Of Top of Berm=
Freeboard=
248.20
cfs
WQCV Elev =
100yr Elev =
Elev =
4831.64
4836.44
4838.41
4839.08
0.50
4839.58
4839.93
0.35
Depth
0.64
5.44
7.41
Emergency Overflow Weir
Q=CLH^3/2, C=3.00, Hmax=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
248.20
4:1
Length/Angle
(ft)
240.00
75.96
Capacity
(cfs)
246.96
2.02
248.98
Depth
(ft)
0.49
Average Velocity: Qmax/(Length x Depth) -
2.11 fps
64
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes 2
Basin ID: Pond W3
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
3
20.3
24.13
1
12.00
1.00
0.60
0.005
12
100
percent
acres Diameter of holes, D =
feet Number of holes per row, N =
inches
ft / ft
hours
cro
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
0.000
1
OR
inches
inches
inches
0.071 watershed inches
0.143 acre-feet
0.172 acre-feet
7487.3801
5.59 square inches
0.00 square inches
0.000 square feet
O
O
O
O
rs/ _
O
O
O
O
O
0
O
O O.
O O
O O
O O O O
O O
O O
o O O
O O
O O
1
I I
Perforated
Plate
Examples
65
Copy of UD-Detention_v2.35 Pond W3, WQCV 3/29/2023, 10:02 AM
West Area - Southeast Pond W3
Detention Pond Volume Provided
Project Pelican Lakes Ranch
Minor Storm 10
Major Storm 100
By:
Checked by: EW
Date: March 28, 2023
Revised:
Average End Area
Elevation
Area (sf)
Volume
(cf)
Cumulative
Volume
(cf)
Cumulative
Volume
(ac
-ft)
4890
0
0
0
0
4891
20578
0
0
0.000
4892
23569
22073.5
22073.5
0.507
4893
26805
25187
47260.5 _
1.085
4894
30228
28516.5
75777
1.740
4895
34084
32156
107933
2.478
4896►
34561
34322.5
142255.5
3.266
4897
38371
36466
178721.5
4.103
1.2*WQCV
100yr Det Vol =
1.5 X 100yr Vol
7487 WQCV Elev
117935 100yr Elev =
176903 Elev
Elevation of Overflow
Freeboard=
Qm ax=Q 100= 50.05
cfs
4891.34
4895.29
4896.95
4902.00
5.05 FT
Depth
1.34
5.29
6.95
Emergency Overflow Weir
Q=CLH^3/2, C=3.00, Hmax=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
50.05
4:1
Length/Angle
(ft)
50.00
75.96
Capacity
(cfs)
53.03
2.12
55.15
Depth
(ft)
0.5
Average Vella( Qmax/(Length x Depth)=
2.00 fps
66
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes 2
Basin ID: Pond Si
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
3
6.4
230.64
1
12.00
1.00
0.60
0.005
40
100
percent
acres Diameter of holes, D =
feet Number of holes per row, N =
inches
ft / ft
hours
cro
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
0.000
1
OR
inches
inches
inches
0.028 watershed inches
0.530 acre-feet
0.636 acre-feet 27687.294
5.81 square inches
0.00 square inches
0.000 square feet
O
O
O
O
rs/ _
O
O
O
O
O
O
O
O O.
O O
O O
O O O O
O O
O O
o O O
O O
O O
1
I I
Perforated
Plate
Examples
67
Copy of UD-Detention_v2.35 Pond U1, WQCV 3/29/2023, 10:13 AM
West Area - Pond S1
Detention Pond Volume Provided
Project
Minor Storm
Major Storm
By:
Checked by:
Date:
Revised:
Pelican Lakes Ranch
10
100
JRL
EW
March 28, 2023
Average End Area
Elevation
.
Area (sf)
:
Volume
(cf)
Cumulativ
e Volume
(cf)
Cumulativ
e Volume
(ac
-ft)
4915
173027
.
0
0
0
4916
182219
177623
177623
4.078
4917
191662
186940.5
364563.5
8.369
4918
201592
196627
561190.5
12.883
4919
211917
206754.5
767945
17.630
4920
222601
217259
985204
22.617
4921
234252
228426.5
1213631
27.861
1.2*WQCV 27687
100yr Det Vol = 607313
1.5 X 100yr Vol 910970
Elevation of Overflow Weir
Depth of flow over weir
WS over overflow weir
Elev. Of Top of Berm=
Freeboard=
Qmax=Q 100= 112.12
cfs
WQCV Elev =
100yr Elev =
Elev =
4915.16
4918.22
4919.66
4921.00
0.50
4921.50
4922.50
1.00
Depth
0.16
3.22
4.66
Emergency Overflow Weir
Q=CLH^3/2, C=3.00, Hmax=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
112.12
4:1
Length/Angle Capacity
(ft) (cfs)
115.00 121.98
75.96 2.12
124.10
Depth
(ft)
0.5
Average Velocity Qmax/(Length x Depth)
1.95 fps
68
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes 2
Basin ID: Pond S2
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
3
20.0
58.09
1
12.00
1.00
0.60
0.005
40
100
percent
acres Diameter of holes, D =
feet Number of holes per row, N =
inches
ft / ft
hours
cro
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
0.000
1
OR
inches
inches
inches
0.086 watershed inches
0.417 acre-feet
0.500 acre-feet 21792.009
4.63 square inches
0.00 square inches
0.000 square feet
O
O
O
O
rs/ _
O
O
O
O
O
0
O
O O.
O O
O O
O O O O
O O
O O
o O O
O O
O O
1
I I
Perforated
Plate
Examples
69
Copy of UD-Detention_v2.35 Pond S2, WQCV 3/29/2023, 10:16 AM
West Area - Pond S2
Detention Pond Volume Provided
Project
Minor Storm
Major Storm
By:
Checked by:
Date:
Revised:
Pelican Lakes Ranch
10
100
JRL
EW
March 28, 2023
Average End Area
Qmax=Q100=
Elevation
Area (sf)
Volume
(cf)
Cumulative
Volume
( cf
)
Cumulative
Volume
(ac
-ft)
4886
31952
0
0
0
4887
34918
33435
33435
0.768
4888
38012
36465
69900
1.605
4889
41234
39623
109523
2.514
4890
44586
42910
152433
3.499
4891
48063
46324.5
19875T5
4.563
4892
51667
49865
248622.5
5.708
4893
55397
53532
302154.5
6.937
4894
59254
57325.5
359480
8.253
4895
84354
71804
431284
9.901
1.2*WQCV 21792 WQCV Elev =
100yr Det Vol = 275642 100yr Elev =
1.5 X 100yr Vol 413463 Elev =
Elevation of Overflow Weir
Depth of flow over weir
WS over overflow weir
Elev. Of Top of Berm -
Freeboard=
90.11
cfs
4886.65
4892.50
4894.75
4895.00
0.50
4895.50
4896.00
0.50
Depth
0.65
6.50
8.75
Emergency Overflow Weir
Q=CLH^3/2, C=3.00, Hmax=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
90.11
4:1
Length/Angle
(ft)
90.00
75.96
Capacity
(cfs)
95.46
2.12
97.58
Depth
(ft)
0.5
Average Velocity Qmax/(Length x Depth)
2.00 fps
70
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes 2
Basin ID: Pond S3
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
3
20.0
74.16
1
12.00
1.00
0.60
0.005
40
100
percent
acres Diameter of holes, D =
feet Number of holes per row, N =
inches
ft / ft
hours
cro
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
0.000
1
OR
inches
inches
inches
0.086 watershed inches
0.532 acre-feet
0.639 acre-feet 27820.544
5.84 square inches
0.00 square inches
0.000 square feet
O
O
O
O
rs/ _
O
O
O
O
O
O
O
O O.
O O
O O
O O O O
O O
O O
o O O
O O
O O
1
I I
Perforated
Plate
Examples
71
Copy of UD-Detention_v2.35 Pond S3, WQCV 3/29/2023, 10:18 AM
West Area - Pond S3
Detention Pond Volume Provided
Project Pelican Lakes Ranch
Minor Storm 10
Major Storm 100
By:
Checked by: EW
Date: March 28, 2023
Revised:
Average End Area
Elevation
Area (sf)
Volume
(cf)
Cumulative
Volume
(cf)
Cumulative
Volume
(ac
-ft)
4891
140220
0
0
0.000
4892
147199
143709.5
143709.5
3.299
4893
154303
150751
294460.5
6.760
4894
161530
157916.5
452377
10.385
4895 _
168885
165207.5
617584.5
14.178
4896
176353
172619
790203.5
18.141
1.2*WQCV 27821
100yr Det Vol = 276144
1.5 X 100yr Vol 414216
Elevation of Overflow Weir
Depth of flow over weir
WS over overflow weir
Elev. Of Top of Berm=
Freeboard=
Qmax=Q100= 97.41
cfs
WQCV Elev
100yr Elev
Elev =
4891.19
4892.88
4893.76
4996.00
0.50
4996.50
4997.50
1.00
Depth
0.19
1.88
2.76
Emergency Overflow Weir
Q=CLH^3/2, C=3.00, Hmax=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
97.41
4:1
Length/Angle
(ft)
100.00
75.96
Capacity
(cfs)
106.07
2.12
108.19
Depth
(ft)
0.5
Average Veloc Qmax/(Length x Depth)
1.95 fps
72
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes 2
Basin ID: Pond S4
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
3
20.0
308.21
1
12.00
1.00
0.60
0.005
40
100
percent
acres Diameter of holes, D =
feet Number of holes per row, N =
inches
ft / ft
hours
cro
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
0.000
1
OR
inches
inches
inches
0.086 watershed inches
2.212 acre-feet
2.654 acre-feet 115622.57
22.60 square inches
0.00 square inches
0.000 square feet
O
O
O
O
rs/ _
O
O
O
O
O
O
O
O O.
O O
O O
O O O O
O O
O O
o O O
O O
O O
1
I I
Perforated
Plate
Examples
%3
Copy of UD-Detention_v2.35 Pond S4, WQCV 3/29/2023, 10:21 AM
West Area - Pond S4
Detention Pond Volume Provided
Project Pelican Lakes Ranch
Minor Storm 10
Major Storm 100
By:
Checked by: EW
Date: March 28, 2023
Revised:
Average End Area
Elevation
Area (sf)
Volume
(cf)
(
}
Cumulative
Volume
(cf)
)
Cumulative
a
c -ft
4851
301939
0
0
0
4852
312591
307265
307265
7.054
4853
326273
319432
626697
14.387
4854
338368
332320.5
959017.5
22.016
4855
352609
345488.5
1304506
29.947
4856
367696
360152.5
1664658.5
38.215
4857
383628
375662
2040320.5
46.839
4858
400398
392013
2432333.5
55.839
Qmax=Q1
1.2*WQCV 115623 WQCV Elev =
100yr Det Vol = 1462425 100yr Elev =
1.5 X 100yr Vol 2193638 Elev =
Elevation of Overflow Weir
Depth of flow over weir
WS over overflow weir
Elev. Of Top of Berm -
Freeboard=
00= 235.49
cfs
4851.38
4855.44
4857.39
4858.00
0.50
4858.50
4859.50
1.00
Depth
0.38
4.44
6.39
Emergency Overflow Weir
Q=CLH^3/2, C=3.00, Hmax=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
235.49
4:1
Length/Angle
(ft)
225.00
75.96
Capacity
(cfs)
238.65
2.12
240.77
Depth
(ft)
0.5
Average Veloc Qmax/(Length x Depth) -
2.09 fps
74
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Pelican Lakes Ranch Filing 2
Basin ID: East Pond El
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
15.6
77.90
1
6.00
2.00
0.62
0.050
40
100
percent
acres
feet
inches
ft/ ft
hours
Diameter of holes, D =
Number of holes per row, N =
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume. WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
3
OR
inches
inches
inches
0.067 watershed inches
0.436 acre-feet
0.523 acre-feet 22794.389 CF
1.96 square inches
0.00 square inches
0.000 square feet
O
O
O
o 0
0
0
A
'b _
O
O
0
0
O 0
O 0
O O 0 O
O 0
A
O 0
O O O O
O 0
O 0
O
ft
O
O
C>
Perforated
Plate
Examples
rp
Central Elevations of Rows of Holes in feet
E
Flow
Row 1 Row 2 Row 3 _ Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23
ill'
I
I
Collection Capacity for Each Row of Holes in cfs
#NIA
#NIA
#NIA
#NIA
#WA
#NIA
#NIA
#NIA
#WA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#NIA
#NIA
#N!A
#NIA
#NIA
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#NIA
#NIA
#N!A
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row 6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 16
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
UD-Detention v2.35 Pond El, WQCV
75
7/7/2023, 8:55 AM
East Area - Temp Pond El
Detention Pond Volume Provided
Project Pelican Lakes Ranch
Minor Storm 10
Major Storm 100
By:
Checked by: EW
Date: July 8, 2023
Revised:
Average End Area
Elevation
Area (sf)
Volume
(cf)
Cumulative
Volume(et)
Cumulative
Volume
ac
-ft
)
4815
52911
0
0
0
4816
56890
54901
54901
1.260
4817
60976
58933
113834
2.613
4818
65169
63073
176906
4.061
4819
69470
67320
244226
5.607
4820
74766
72118
316344
7.262
4821
88156
81461
397805
9.132
4822
106062
97109
494914
11.362
4823
126387
116225
611138
14.030
WQCV 22791 WQCV Elev =
100yr Det Vol = 333999 100yr Elev =
1.5 X 100yr Vol 500999 Elev =
4815.42
4820.22
4822.06
Depth
0.42
5.22
7.06
76
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project Pelican Lake Ranch - Filing 2
Basin ID: East Area Pond E2
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
20.0
59.71
1
6.00
2.00
0.62
0.005
40
100
percent
acres
feet
inches
ft/ ft
hours
Diameter of holes, D =
Number of holes per row, N =
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume. WQCV =
Water Quality Capture Volume (WQCV) =
Design Volume (WQCV / 12 * Area * 1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
3
OR
inches
inches
inches
0.086 watershed inches
0.429 acre-feet
0.514 acre-feet 22399.74 CF
2.38 square inches
0.00 square inches
0.000 square feet
O O
O
O
o 0
0
A
O 0
O 0
O O 0 O
O 0
A
O 0
O O O O
O 0
O 0
O
ft
O
O
C>
Perforated
Plate
Examples
rp
Central Elevations of Rows of Holes in feet
E
Flow
Row 1 Row 2 Row 3 _ Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23
ill'
I
I
Collection Capacity for Each Row of Holes in cfs
#NIA
#NIA
#NIA
#NIA
#WA
#NIA
#NIA
#NIA
#WA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#NIA
#NIA
#N!A
#NIA
#NIA
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#NIA
#NIA
#N!A
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row 6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 16
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
UD-Detention_v2.35 Pond E2, WQCV
77
7/7/2023, 10:09 AM
East Area - Temp Pond E2
Detention Pond Volume Provided
Project Pelican Lakes Ranch
Minor Storm 10
Major Storm 100
By:
Checked by: EW
Date: July 8, 2023
Revised:
Average End Area
Elevation
Area (sf)
Volume
(cf)
Cumulative
Volume
( cf
Cumulative
Volume
(ac
-ft)
4807
43007
0
0
0.000
4808
46891
44949
44949
1.032
4809
50902
48897
93846
2.154
4810
55041
52972
146817
3.370
4811
59306
57174
203991
4.683
4812
63698
61502
265493
6.095
4813
68267
65983
331475
7.610
4814
76353
72310
403785
9.270
4815
84636
80495
484280
11.118
WQCV 22399 WQCV Elev = 4807.50
100yr Det Vol = 295153 100yr Elev = 4812.45
1.5 X 100yr Vol 442730 Elev = 4814.48
Depth
0.50
5.45
7.48
78
East Area - Pond 9
Detention Pond Volume Provided
Project
Minor Storm
Major Storm
By:
Checked by:
Date:
Revised:
Average End Area
Pelican Lakes Ranch
10
100
EW
July 8, 2023
Elevation
Area (sf)
Volume
(cf)
Cu
Volume
m u
I at
iv
(cf)
e
)
Cumulativ
e Volume
(ac
-ft)
4829
181301
0
0
0
4830
191759
186530.00
186530.00
4.282
4831
202363
197061.00
383591.00
8.806
4832
215667
209015.00
592606.00
13.604
4833
229547
222607.00
815213.00
18.715
4834
241859
235703.00
1050916.00
24.126
4835
254194
248026.50
1298942.50
29.820
4836
266790
260492.00
1559434.50
35.800
4837
279582
273186.00
1832620.50
42.071
4838
292738
286160.00
2118780.50
48.641
_
4839
305399
299068.50
2417849.00
55.506
100yr Det Vol = 1230861 100yr Elev =
1.5 X 100yr Vol 1846292 Elev =
Elevation of Overflow Weir
Depth of flow over weir
WS over overflow weir
Elev. Of Top of Berm=
Freeboard=
Qmax=Q100= 210.20
cfs
4834.73
4837.05
4838.66
0.50
4839.16
4840.16
1.00
Depth
5.73 28.25668
8.05 42.38502
Emergency Overflow Weir
Q=C LH"3/2, C=3.00, H m ax=0.5ft
Overflow
East Pond
Side Slopes
Total Flow
Flow
(cfs)
210.20
4:1
Length
(ft)
196.20
75.96
Capacity
(cfs)
208.10
2.12
210.22
Depth
(ft)
0.5
Average Velocity= Qmax/(Length x Depth)
2.14 fps
1.61
79
Channels/Swales Calculations
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel A -A - Q100=182 cfs, Max Depth
F
IT
T
Z1
0
_}
t_
B
_t
Z2
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0121
0.045
8.0
4.0
4.0
1.0
2.30
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
186.0
0.68
4.7
39.6
26.4
27.0
1.5
1.5
2.6
0.9
4.0
cfs
fps
sq ft
ft
ft
ft
ft
ft
ft
kip
UD-Channels AA - depth, Normal
81
2/14/2023, 2:24 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel A -A - Q100=182 cfs, Max Velocity
F
IT
T
Z1
0
_}
t_
B
_t
Z2
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0121
0.035
8.0
4.0
4.0
1.0
2.02
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
182.8
0.86
5.6
32.5
24.2
24.7
1.3
1.3
2.5
0.8
3.7
cfs
fps
sq ft
ft
ft
ft
ft
ft
ft
kip
UD-Channels AA - Vel, Normal
82
2/14/2023, 2:27 PM
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/213762/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
>»W1 -UP
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
P300
W1 - UP
182
0.0121
8
4
4
C 6-12 in
None
None
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
P300
Unvegetated
Underlying
Substrate
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
Straight
Straight
Straight
182 cfs
182 cfs
182 cfs
182 cfs
6.39 ft/s
6.39 ft/s
4.65 ft/s
4.65 ft/s
1.85 ft
1.85 ft
2.28 ft
2.28 ft
0.029
2.3 lbs/ft2
0.029 2.01 lbs/ft2
0.045 10 lbs/ft2
0.045 2.3 lbs/ft2
1.4 lbs/ft2
0.93 lbs/ft2
1.72 lbs/ft2
1.1 lbs/ft2
1.65
2.18
5.81
2.09
STABLE
STABLE E
STABLE E
STABLE E
E
83
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel B -B - Q100=184.9 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0025
0.045
12.0
4.0
4.0
1.0
2.99
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
185.4
0.32
2.6
71.6
35.9
36.7
2.0
2.0
3.1
1.2
6.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels B -B, Normal
84
2/14/2023, 2:33 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel B -B - Q100=184.9 cfs, Max Velocity
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0025
0.035
12.0
4.0
4.0
1.0
2.64
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
185.1
0.41
3.1
59.6
33.1
33.8
1.8
1.8
2.8
1.1
5.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels B -B Vel, Normal
85
2/15/2023, 8:41 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel C -C - Q100
52.55 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0277
0.045
8.0
4.0
4.0
1.0
0.99
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
53.0
0.92
4.5
11.8
15.9
16.2
0.7
0.7
1.3
0.4
0.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels C -C, Normal
86
2/14/2023, 2:38 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel C -C - Q100
52.55 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0277
0.035
8.0
4.0
4.0
1.0
0.87
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
53.5
1.16
5.4
10.0
15.0
15.2
0.7
0.7
1.3
0.4
0.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels C -C Vel, Normal
87
2/14/2023, 2:41 PM
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/214892/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
> > > Section C -C
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
P300
Section C -C
52
0.0277
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
P300
Unvegetated
Underlying
Substrate
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
Straight
Straight
Straight
52 cfs
52 cfs
52 cfs
52 cfs
6.07 ft/s
6.07 ft/s
4.58 ft/s
4.58 ft/s
0.77 ft
0.77 ft
0.96 ft
0.96 ft
0.029
2.3 lbs/ft2
0.029 2.01 lbs/ft2
0.043 10 lbs/ft2
0.043 2.3 lbs/ft2
1.34 lbs/ft2
1.03 lbs/ft2
1.66 lbs/ft2
1.23 lbs/ft2
1.72
1.95
6.04
1.87
STABLE
STABLE E
STABLE E
STABLE E
E
88
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel D -D - Q100=31.89 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0093
0.045
8.0
4.0
4.0
1.0
1.01
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
31.9
0.53
2.6
12.2
16.1
16.3
0.7
0.8
1.1
0.4
0.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels D -D, Normal
89
2/14/2023, 2:44 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel D -D - Q100=31.89 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0093
0.035
8.0
4.0
4.0
1.0
0.59
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
15.3
0.64
2.5
6.1
12.7
12.9
0.5
0.5
0.7
0.3
0.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels D -D Vel, Normal 2/14/2023, 2:46 PM
90
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel E -E - Q100=56.90 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.045
6.0
4.0
4.0
1.0
2.17
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
57.1
0.27
1.8
31.9
23.4
23.9
1.3
1.4
2.2
0.9
1.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels E -E, Normal
91
2/14/2023, 2:50 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel E -E - Q100=56.90 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.035
6.0
4.0
4.0
1.0
1.93
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
57.2
0.34
2.2
26.5
21.4
21.9
1.2
1.2
2.0
0.8
1.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels E -E Vel, Normal 2/14/2023, 2:51 PM
92
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel F -F, Q100=70.93 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.045
12.0
4.0
4.0
1.0
1.96
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
71.4
0.27
1.8
38.9
27.7
28.2
1.4
1.4
2.0
0.8
2.3
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels F -F, Normal
93
2/14/2023, 2:54 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel F -F, Q100=70.93 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.035
12.0
4.0
4.0
1.0
1.72
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
71.4
0.34
2.2
32.5
25.8
26.2
1.2
1.3
1.8
0.8
1.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels F -F Vel, Normal
94
2/14/2023, 2:56 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel G -G, Q100=12.99 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.045
4.0
4.0
4.0
1.0
1.02
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
13.1
0.34
1.6
8.2
12.2
12.4
0.7
0.7
1.1
0.4
0.3
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels G -G, Normal 2/14/2023, 2:59 PM
95
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel G -G, Q100=12.99 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.035
4.0
4.0
4.0
1.0
0.90
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
13.1
0.43
1.9
6.8
11.2
11.4
0.6
0.6
1.0
0.4
0.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels G -G Vel, Normal
96
2/14/2023, 3:01 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel H -H, W9 + W10, Q100 = 44.9 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.045
6.0
4.0
4.0
1.0
1.94
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
45.0
0.27
1.7
26.7
21.5
22.0
1.2
1.2
2.0
0.8
1.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels H -H, Normal
97
2/14/2023, 3:21 PM
Normal Flow Analysis - Trapezoidal Channel
Project: Pelican Lakes 2 - West Area
Channel ID: Channel H -H, W9 + W10, Q100 = 44.9 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020 ft/ft
0.035
6.0 ft
4.0 ft/ft
4.0 ft/ft
1.0 ft
1.72 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
44.9
0.34
2.0
22.2
19.8
20.2
1.1
1.1
1.8
0.7
1.1
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels H -H Vel, Normal 2/14/2023, 3:23 PM
98
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2
Channel I -I - Q100=90.64 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.045
12.0
4.0
4.0
1.0
1.86
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
91.2
0.38
2.5
36.2
26.9
27.3
1.3
1.3
2.0
0.8
2.3
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels I -I, Normal
99
2/14/2023, 3:26 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2
Channel I -I - Q100=90.64 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.035
12.0
4.0
4.0
1.0
1.63
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
91.1
0.48
3.0
30.2
25.0
25.4
1.2
1.2
1.8
0.7
1.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels I -I Vel, Normal 2/14/2023, 3:27 PM
100
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel J -J - Pond 1 Overflow, Q100=387 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.045
12.0
4.0
4.0
1.0
4.48
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V-
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
388.5
0.31
2.9
134.0
47.8
48.9
2.7
2.8
4.6
1.8
17.1
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels J -J, Normal
101
2/14/2023, 3:32 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel J -J - Pond 1 Overflow, Q100=387 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.035
12.0
4.0
4.0
1.0
3.98
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
387.5
0.39
3.5
43.8
44.8
2.5
2.5
4.2
1.6
13.7
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels J -J Vel, Normal
102
2/14/2023, 3:34 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel K -K, Q100 = 44.87 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0615
0.045
6.0
4.0
4.0
1.0
0.83
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
45.3
1.32
5.9
7.7
12.6
12.8
0.6
0.6
1.4
0.4
0.7
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels K -K, Normal
103
2/15/2023, 10:24 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel K -K, Q100 = 44.87 cfs, Max Vel
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0615
0.035
6.0
4.0
4.0
1.0
0.73
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
45.7
1.67
7.0
6.5
11.8
12.0
0.5
0.5
1.5
0.3
0.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels K -K Vel, Normal
104
2/15/2023, 10:26 AM
ECMDS 7.0 https://ecrds.com/project/150192/channel-analysis/218794/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
»>K -K
Name K -K
Discharge 44.9
Channel Slope 0.0615
Channel Bottom Width 6
Left Side Slope 4
Right Side Slope 4
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Poor < 50%
Soil Type Sand (SP)
SC250
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
SC250
Unvegetated
Straight
44.9 cfs
7.79 ft/s
0.67 ft
0.03
3 lbs/ft2
2.55 lbs/ft2
1.18
STABLE
E
Underlying
Substrate
Straight
44.9 cfs
7.79 ft/s
0.67 ft
0.03
2.63 lbs/ft2
1.92 lbs/ft2
1.36
STABLE
E
SC250
Reinforced
Vegetation
Straight
44.9 cfs
6.96 ft/s
0.72 ft
0.035
10 lbs/ft2
2.78 lbs/ft2
3.59
STABLE
E
Underlying
Substrate
Straight
44.9 cfs
6.96 ft/s
0.72 ft
0.035
3 lbs/ft2
2.07 lbs/ft2
1.45
STABLE
E
105
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel L -L - Q100=184.9 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0112
0.045
8.0
4.0
4.0
1.0
2.34
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
185.5
0.65
4.6
40.6
26.7
27.3
1.5
1.5
2.7
1.0
4.1
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels L -L, Normal
106
2/14/2023, 3:44 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel L -L - Q100=184.9 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0112
0.035
8.0
4.0
4.0
1.0
2.07
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
184.9
0.83
5.5
33.7
24.6
25.1
1.3
1.4
2.5
0.9
3.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels L -L Vel, Normal 2/14/2023, 3:45 PM
107
ECMDS 7.0 https://ecrds.com/project/150192/channel-analysis/218794/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
> > L -L
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
P300
L -L
184.9
0.0112
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
P300
Unvegetated
Underlying
Substrate
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
Straight
Straight
Straight
184.9 cfs
184.9 cfs
184.9 cfs
184.9 cfs
6.21 ft/s
6.21 ft/s
4.48 ft/s
4.48 ft/s
1.91 ft
1.91 ft
2.36 ft
2.36 ft
0.029
2.3 lbs/ft2
0.029 2.01 lbs/ft2
0.046 10 lbs/ft2
0.046 2.3 lbs/ft2
1.33 lbs/ft2
0.88 lbs/ft2
1.65 lbs/ft2
1.05 lbs/ft2
1.73
2.29
6.06
2.19
STABLE
STABLE E
STABLE E
STABLE E
E
108
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel M -M - Q100=184.9 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0304
0.045
8.0
4.0
4.0
1.0
1.84
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
186.3
1.04
6.6
28.3
22.7
23.2
1.2
1.2
2.5
0.8
3.7
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels M -M, Normal 2/14/2023, 3:49 PM
109
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel M -M - Q100=184.9 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0304
0.035
8.0
4.0
4.0
1.0
1.62
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
185.3
1.32
7.9
23.5
21.0
21.4
1.1
1.1
2.6
0.7
3.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels M -M Vel, Normal 2/14/2023, 3:51 PM
110
ECMDS 7.0
https://ecmds.com/project/150192/channel-analysis/218794/shown
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
»>M -M
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
SC250
M -M
184.9
0.0304
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
SC250
Unvegetated
Straight
184.9 cfs
8.85 ft/s
1.49 ft
0.03
3 lbs/ft2
2.83 lbs/ft2
1.06
STABLE
E
Underlying
Substrate
Straight
184.9 cfs
8.85 ft/s
1.49 ft
0.03
2.63 lbs/ft2
1.95 lbs/ft2
1.35
STABLE
E
SC250
Reinforced
Vegetation
Straight
184.9 cfs
7.89 ft/s
1.62 ft
0.035
10 lbs/ft2
3.07 lbs/ft2
3.25
STABLE
E
Underlying
Substrate
Straight
184.9 cfs
7.89 ft/s
1.62 ft
0.035
3 lbs/ft2
2.08 lbs/ft2
1.44
STABLE
E
111
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel N -N - Q100=184.9 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0590
0.045
8.0
4.0
4.0
1.0
1.56
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
186.3
1.42
8.4
22.2
20.5
20.9
1.1
1.1
2.7
0.7
4.0
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N -N, Normal
112
2/14/2023, 3:55 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel N -N - Q100=184.9 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0590
0.035
8.0
4.0
4.0
1.0
1.37
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
185.5
1.79
10.0
18.5
19.0
19.3
1.0
1.0
2.9
0.6
4.3
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N -N Vel, Normal 2/14/2023, 3:56 PM
113
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/218794/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
»>N -N
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
Rock Riprap
N -N
184.9
0.059
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Rock Riprap
Unvegetated
Straight
184.9 cfs
4.66 ft/s
2.3 ft
0.1
6 lbs/ft2
5.41 lbs/ft2
1.11
STABLE
--
Shoremax
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Shoremax w/
P300
Unvegetated
Underlying
Substrate
Shoremax w/
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
184.9 cfs
12.37 ft/s
1.18 ft
Straight
184.9 cfs
12.37 ft/s 1.18 ft
Straight
184.9 cfs
Straight
184.9 cfs
11.41 ft/s 1.25 ft
0.026
8.5 lbs/ft2
4.33 lbs/ft2
1.96
STABLE
F
0.026 5.25 lbs/ft2
3.11 lbs/ft2
0.029
11.41 ft/s 1.25 ft
0.029
14 lbs/ft2
4.6 lbs/ft2
8.5 lbs/ft2
3.26 lbs/ft2
1.69 STABLE
F
3.05 STABLE
F
2.6 STABLE F
114
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel O -O - Q100=184.9 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0204
0.045
8.0
4.0
4.0
1.0
2.03
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
186.5
0.86
5.7
32.7
24.2
24.7
1.3
1.3
2.5
0.8
3.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels 0-0, Normal 2/14/2023, 3:58 PM
115
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel O -O - Q100=184.9 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0204
0.035
8.0
4.0
4.0
1.0
1.79
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
185.5
1.09
6.8
27.1
22.3
22.8
1.2
1.2
2.5
0.8
3.7
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels 0-0 Vel, Normal 2/14/2023, 3:59 PM
116
ECMDS 7.0 https://ecrds.com/project/150192/channel-analysis/218794/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
>>>O -O
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
P300
O -O
184.9
0.0204
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
P300
Unvegetated
Underlying
Substrate
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
Straight
Straight
Straight
184.9 cfs
184.9 cfs
184.9 cfs
184.9 cfs
8.06 ft/s
8.06 ft/s
6.3 ft/s
6.3 ft/s
1.6 ft
1.6 ft
1.89 ft
1.89 ft
0.028
2.3 lbs/ft2
0.028 2.01 lbs/ft2
0.039 10 lbs/ft2
0.039 2.3 lbs/ft2
2.03 lbs/ft2
1.38 lbs/ft2
2.4 lbs/ft2
1.58 lbs/ft2
STABLE E
STABLE E
STABLE E
STABLE E
117
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel P -P, Q100=183.2 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0066
0.045
8.0
4.0
4.0
1.0
2.64
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
183.7
0.51
3.7
49.0
29.1
29.8
1.6
1.7
2.9
1.1
4.6
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels P -P, Normal
118
2/14/2023, 4:01 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel P -P, Q100=183.2 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0066
0.035
8.0
4.0
4.0
1.0
2.35
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
184.8
0.64
4.5
40.9
26.8
27.4
1.5
1.5
2.7
1.0
4.1
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels P -P Vel, Normal 2/14/2023, 4:03 PM
119
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/213773/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
>>>W1 -Down
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
P300
W1 - Down
183
0.0066
8
4
4
C 6-12 in
None
None
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
P300
Unvegetated
Underlying
Substrate
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
Straight
Straight
Straight
183 cfs
183 cfs
183 cfs
183 cfs
4.91 ft/s
4.91 ft/s
3.3 ft/s
3.3 ft/s
2.21 ft
2.21 ft
2.86 ft
2.86 ft
0.031
0.031
2.3 lbs/ft2
2.01 lbs/ft2
0.053 10 lbs/ft2
0.053 2.3 lbs/ft2
0.91 lbs/ft2
0.59 lbs/ft2
1.18 lbs/ft2
0.72 lbs/ft2
2.52
3.44
8.5
3.18
STABLE
STABLE E
STABLE E
STABLE E
E
120
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel Q -Q - Q100=13.0 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0812
0.045
4.0
4.0
4.0
1.0
0.47
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
13.0
1.39
4.7
2.8
7.8
7.9
0.4
0.4
0.8
0.2
0.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels Q -Q, Normal 2/14/2023, 4:07 PM
121
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel Q -Q - Q100=13.0 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0812
0.035
4.0
4.0
4.0
1.0
0.42
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
13.5
1.76
5.7
2.4
7.4
7.5
0.3
0.3
0.9
0.2
0.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels Q -Q Vel, Normal 2/14/2023, 4:08 PM
122
ECMDS 7.0
https://ecmds.com/project/150192/channel-analysis/213854/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
»>w7
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
P300
W7
13
0.0812
4
4
4
C 6-12 in
None
None
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
P300
Unvegetated
Underlying
Substrate
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
Straight
Straight
Straight
13 cfs
13 cfs
13 cfs
13 cfs
6.59 ft/s
6.59 ft/s
5.25 ft/s
5.25 ft/s
0.36 ft
0.36 ft
0.43 ft
0.43 ft
0.028
2.3 lbs/ft2
0.028 2.01 lbs/ft2
0.038 10 lbs/ft2
0.038 2.3 lbs/ft2
1.84 lbs/ft2
1.43 lbs/ft2
2.19 lbs/ft2
1.66 lbs/ft2
1.25
1.41
4.57
1.39
STABLE
STABLE E
STABLE E
STABLE E
E
123
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel R -R - Q100=91.1 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0208
0.045
8.0
4.0
4.0
1.0
1.42
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
91.9
0.83
4.7
19.4
19.4
19.7
1.0
1.0
1.8
0.6
1.6
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels R -R, Normal
124
2/14/2023, 4:11 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel R -R - Q100=91.1 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0208
0.035
8.0
4.0
4.0
1.0
1.25
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
92.1
1.05
5.7
16.3
18.0
18.3
0.9
0.9
1.7
0.5
1.6
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels R -R Vel, Normal 2/14/2023, 4:13 PM
125
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/218794/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
»>R -R
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
P300
R -R
91.1
0.0208
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
P300
Unvegetated
Underlying
Substrate
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
Straight
Straight
Straight
91.1 cfs
91.1 cfs
91.1 cfs
91.1 cfs
6.49 ft/s
6.49 ft/s
4.88 ft/s
4.88 ft/s
1.12 ft
1.12 ft
1.38 ft
1.38 ft
0.029
2.3 lbs/ft2
0.029 2.01 lbs/ft2
0.043 10 lbs/ft2
0.043 2.3 lbs/ft2
1.46 lbs/ft2
1.06 lbs/ft2
1.79 lbs/ft2
1.25 lbs/ft2
1.58
1.91
5.58
1.84
STABLE E
STABLE E
STABLE E
STABLE E
126
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel S -S - Q100=56.9 cis, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0124
0.045
4.0
4.0
4.0
1.0
1.57
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
57.6
0.64
3.6
16.1
16.6
16.9
1.0
1.0
1.8
0.6
1.0
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels S -S, Normal
127
2/14/2023, 4:19 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel S -S - Q100=56.9 cis, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0124
0.035
4.0
4.0
4.0
1.0
1.39
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
56.9
0.81
4.3
13.3
15.1
15.5
0.9
0.9
1.7
0.6
0.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels S -S Vel, Normal 2/14/2023, 4:20 PM
128
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel for Sec T -T - Q100=91.1 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0060
0.045
8.0
4.0
4.0
1.0
1.93
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
91.2
0.47
3.0
30.3
23.4
23.9
1.3
1.3
2.1
0.8
2.1
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels T -T, Normal
129
2/14/2023, 4:23 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel for Sec T -T - Q100=91.1 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0060
0.035
8.0
4.0
4.0
1.0
1.71
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
91.8
0.59
3.6
25.4
21.7
22.1
1.1
1.2
1.9
0.7
1.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels T -T Vel, Normal 2/14/2023, 4:25 PM
130
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel U -U, Q100=183.2 cfs, Max Depth
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.045
8.0
4.0
4.0
1.0
1.36
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V-
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
185.1
1.81
10.1
18.3
18.9
19.2
1.0
1.0
3.0
0.6
4.3
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels U -U, Normal
131
2/14/2023, 4:27 PM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel U -U, Q100=183.2 cfs, Max Velocity
F
IT
1
T
Z1
6
_}
B
t
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.035
8.0
4.0
4.0
1.0
1.20
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
186.8
2.29
12.2
15.4
17.6
17.9
0.9
0.9
3.5
0.5
4.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels U -U Vel, Normal 2/14/2023, 4:29 PM
132
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/214875/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
> > > W1 Rundown
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
Rock Riprap
W1 Rundown
183.2
0.1
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Rock Riprap
Unvegetated
Straight
183.2 cfs
12.07 ft/s
1.19 ft
0.035
6 lbs/ft2
5.32 lbs/ft2
1.13
STABLE
--
133
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel V -V, Q100=52.55 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.045
8.0
4.0
4.0
1.0
0.70
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
53.1
1.66
7.0
7.6
13.6
13.8
0.5
0.6
1.5
0.3
0.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels V -V, Normal
134
2/15/2023, 8:24 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel V -V, Q100=52.55 cfs, Max Velocity
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.035
8.0
4.0
4.0
1.0
0.61
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
53.2
2.09
8.4
6.4
12.9
13.0
0.5
0.5
1.7
0.3
1.0
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels V -V Vel, Normal
135
2/15/2023, 8:25 AM
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/214875/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
> > > W2 Rundown
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
Rock Riprap
W2 Rundown
52
0.1
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Rock Riprap
Unvegetated
Straight
52 cfs
8.27 ft/s
0.6 ft
0.035
4 lbs/ft2
3.02 lbs/ft2
1.33
STABLE
--
Shoremax
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Shoremax w/
P300
Unvegetated
Underlying
Substrate
Shoremax w/
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
52 cfs
8.27 ft/s
0.6 ft
Straight
52 cfs
8.27 ft/s
0.6 ft
Straight
52 cfs
Straight
52 cfs
8.27 ft/s
0.6 ft
0.035
8.5 lbs/ft2
3.76 lbs/ft2
2.26
STABLE
F
0.035 5.25 lbs/ft2
3.02 lbs/ft2
0.035
8.27 ft/s
0.6 ft
0.035
14 lbs/ft2
3.76 lbs/ft2
8.5 lbs/ft2
3.02 lbs/ft2
1.74 STABLE
F
3.72 STABLE
F
2.82 STABLE F
136
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel W -W, Q100=60.58 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.045
8.0
4.0
4.0
1.0
0.76
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
61.7
1.68
7.3
8.4
14.1
14.3
0.6
0.6
1.6
0.3
1.1
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels W -W, Normal 2/15/2023, 8:28 AM
137
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - West Area
Channel W -W, Q100=60.58 cfs, Max Velocity
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.035
8.0
4.0
4.0
1.0
0.66
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
61.3
2.12
8.7
7.0
13.3
13A
0.5
0.5
1.8
0.3
1.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels W -W Vel, Normal 2/15/2023, 8:30 AM
138
ECMDS 7.0
https://ecrds.com/project/150192/channel-analysis/214875/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
> > > W3 Rundown
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
Rock Riprap
W3 Rundown
60.6
0.1
8
4
4
C 6-12 in
Bunch Type
Poor < 50%
Sand (SP)
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Rock Riprap
Unvegetated
Straight
60.6 cfs
8.68 ft/s
0.66 ft
0.035
4 lbs/ft2
3.25 lbs/ft2
1.23
STABLE
--
Shoremax
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Shoremax w/
P300
Unvegetated
Underlying
Substrate
Shoremax w/
P300 Reinforced
Vegetation
Underlying
Substrate
Straight
60.6 cfs
8.68 ft/s
0.66 ft
Straight
60.6 cfs
8.68 ft/s 0.66 ft
Straight
60.6 cfs
Straight
60.6 cfs
8.68 ft/s 0.66 ft
0.035
8.5 lbs/ft2
4.1 lbs/ft2
2.07
STABLE
F
0.035 5.25 lbs/ft2
3.25 lbs/ft2
0.035
8.68 ft/s 0.66 ft
0.035
14 lbs/ft2
4.1 lbs/ft2
8.5 lbs/ft2
3.25 lbs/ft2
1.62 STABLE
F
3.42 STABLE
F
2.62 STABLE F
139
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel X -X, Q100=90.64 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.045
12.0
4.0
4.0
1.0
0.78
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
91.7
1.70
7.8
11.8
18.2
18A
0.6
0.6
1.7
0.4
1.6
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels X -X, Normal
140
2/15/2023, 8:32 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 West Area
Channel X -X, Q100=90.64 cfs, Max Velocity
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.1000
0.035
12.0
4.0
4.0
1.0
0.68
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
92.5
2.15
9.2
10.0
17.4
17.6
0.6
0.6
2.0
0.3
1.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels X -X Vel, Normal
141
2/15/2023, 8:34 AM
ECMDS 7.0 https://ecrds.com/project/150192/channel-analysis/218793/show
NORTH
AMERICAN
mui I GREEN
CHANNEL ANALYSIS
>>>XX
Name XX
Discharge 90.6
Channel Slope 0.1
Channel Bottom Width 12
Left Side Slope 4
Right Side Slope 4
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Poor < 50%
Soil Type Sand (SP)
Rock Riprap
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. 800.772.2040
>Fax 812.867.0247
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Rock Riprap
Unvegetated
Straight
90.6 cfs
7.84 ft/s
0.77 ft
0.044
4 lbs/ft2
3.93 lbs/ft2
1.02
STABLE
--
142
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section Y -Y, Q100=94.66
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0100
0.045
10.0
4.0
4.0
1.0
1.61
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
95.5
0.59
3.6
26.5
22.9
23.3
1.1
1.2
1.8
0.7
1.8
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels Y -Y, Normal 3/29/2023, 10:52 AM
143
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section Z -Z, Q100=112.12
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0042
0.045
10.0
4.0
4.0
1.0
2.18
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
112.6
0.40
2.8
40.8
27.4
28.0
1.5
1.5
2.3
0.9
2.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels Z -Z, Normal
144
3/29/2023, 10:53 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section AA -AA, Q100=90.11
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0050
0.045
16.0
4.0
4.0
1.0
1.55
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
90.8
0.42
2.6
34.4
28.4
28.8
1.2
1.2
1.7
0.7
2.0
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels AA -AA, Normal
145
3/29/2023, 10:56 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section BB -BB, Q100=53.42
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0060
0.045
16.0
4.0
4.0
1.0
1.10
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
53.5
0.44
2.4
22.4
24.8
25.1
0.9
0.9
1.2
0.5
1.0
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels BB -BB, Normal 3/29/2023, 10:54 AM
146
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section CC -CC, Q100=33.22
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0100
0.045
8.0
4.0
4.0
1.0
1.02
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
33.7
0.55
2.7
12.3
16.2
16.4
0.8
0.8
1.1
0.5
0.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels CC -CC, Normal
147
3/29/2023, 10:56 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section DD -DD, Q100=117.67
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0050
0.045
16.0
4.0
4.0
1.0
1.79
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
118.4
0.43
2.9
41.5
30.3
30.8
1.3
1.4
1.9
0.8
2.7
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels DD -DD, Normal 3/29/2023, 10:57 AM
148
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section EE -EE, Q100=88.57
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0100
0.045
8.0
4.0
4.0
1.0
1.68
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
88.9
0.59
3.6
24.7
21.4
21.9
1.1
1.2
1.9
0.7
1.7
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels EE -EE, Normal
149
3/29/2023, 10:55 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section FF-FF, Q100=201.44
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0050
0.045
16.0
4.0
4.0
1.0
2.38
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
202.9
0.45
3.3
60.7
35.0
35.6
1.7
1.7
2.6
1.0
5.3
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels FF-ff, Normal
150
3/29/2023, 10:58 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section GG-GG, Q100=211.19
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0200
0.045
20.0
4.0
4.0
1.0
1.52
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
211.8
0.85
5.3
39.6
32.2
32.5
1.2
1.2
2.0
0.7
3.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels GG-GG, Normal
151
3/29/2023, 10:57 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section HH-HH, Q100=34.84
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0200
0.045
10.0
4.0
4.0
1.0
0.78
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
34.9
0.76
3.4
10.2
16.2
16.4
0.6
0.6
1.0
0.4
0.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels HH-HH, Normal
152
3/29/2023, 11:00 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes Ranch - West Area
Channel Section II -II, Q100=33.22
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0115
0.045
8.0
4.0
4.0
1.0
0.98
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
33.5
0.59
2.9
11.7
15.8
16.1
0.7
0.7
1.1
0.4
0.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels II -II, Normal
153
3/29/2023, 11:00 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - East Area
Section EA, Q100= 13.21 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.045
2.0
4.0
4.0
1.0
1.20
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
13.3
0.34
1.6
8.2
11.6
11.9
0.7
0.7
1.2
0.5
0.3
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N1, Normal
154
7/7/2023, 9:11 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - East Area
Section EB, Q100= 5.51 cfs, Max Depth
F
IT
1
T
3-
Z1
6
I II
Vo
,, I
;
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.045
2.0
4.0
4.0
0.5
0.82
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
5.7
0.32
1.3
4.3
8.6
8.8
0.5
0.5
0.8
0.3
0.1
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N3, Normal
155
7/7/2023, 9:11 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - East Area
Section EC, Q100= 22.53 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.045
4.0
4.0
4.0
1.0
1.33
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
22.9
0.35
1.8
12.4
14.6
15.0
0.8
0.8
1.4
0.5
0.5
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N4, Normal
156
7/7/2023, 9:12 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - East Area
Section ED, Q100= 7.61 cfs, Max Depth
F
IT
1
T
3-
Z1
6
I II
Vo
,, I
;
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0050
0.045
2.0
4.0
4.0
1.0
1.00
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
9.8
0.37
1.6
6.0
10.0
10.2
0.6
0.6
1.0
0.4
0.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N5, Normal
157
7/7/2023, 9:12 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - East Area
Section EE, Q100= 50.94 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0100
0.045
8.0
4.0
4.0
1.0
1.28
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
52.0
0.57
3.1
16.8
18.2
18.6
0.9
0.9
1.4
0.6
0.9
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N6, Normal
158
7/7/2023, 9:13 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - East Area
Section EG, Q100= 50.94 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0040
0.045
8.0
4.0
4.0
1.0
1.60
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
51.0
0.37
2.2
23.0
20.8
21.2
1.1
1.1
1.7
0.7
1.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels N8, Normal
159
7/7/2023, 9:14 AM
Project:
Channel ID:
Normal Flow Analysis - Trapezoidal Channel
Pelican Lakes 2 - East Area
Section A, Q100= 5.52 cfs, Max Depth
F
IT
1
T
Z1
6
3-
t_
B
1
Design Information (Input)
Channel Invert Slope
Channel Manning's N
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
N=
B=
Z1 =
Z2 =
F=
Y=
0.0020
0.045
12.0
4.0
4.0
0.5
3.50
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr -
V=
A=
T=
P=
R-
D=
Es =
Yo =
Fs =
229.8
0.30
2.5
91.0
40.0
40.9
2.2
2.3
3.6
1.4
9.2
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
UD-Channels S2, Normal
160
7/7/2023, 9:14 AM
Culvert Calculations
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 1 - Fairbanks Rd S Sta 20+35, LP in street=4920.63, Max HW Elev = 4921.13
V
t
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
182.3
36
Square Edge Projecting
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
2
4912.5
4911.9
97
0.013
0
1
4914.87
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
7.07
3.00
2.85
0.20
0.70
1.90
8.71
7.27
4921.21
2.90
5.85
2.97
0.99
4.39
36.46
6.00
28
13
5
6
VL
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 2 - Fairbanks Rd S Sta 13+59, LP in road=4918.42, Max HW Elev = 4918.92
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
52
36
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4914.6
4914.25
68
0.013
0
1
4915.66
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
7.07
3.00
2.34
0.50
0.49
1.99
4.15
3.99
4918.75
1.38
3.34
1.41
0.47
5.11
10.40
23
8
7
9
L
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 3 - Morning Dove Dr Sta 17+91, LP in street=4905.81, Max HW Elev = 4906.31
H
1
� .:LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
31.88
24
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4898.75
4897
99
0.013
0
1
4898.01
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.14
1.77
1.89
1.26
0.50
1.22
2.72
5.41
4.55
4904.16
2.71
5.64
1.01
0.51
2.94
6.38
13
7
1.88
7
9
L
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 4 - Morning Dove Dr Sta 22+31, Street EL=4913.28, Max HW Elev = 4913.78
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
2.5
15
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4910
4909.7
53.3
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
Headwater/Diameter OR Headwater/Rise Ratio HW/D =
Outlet Protection:
1.23
0.64
0.63
0.99
0.50
1.23
2.73
0.93
N/A
N/A
N/A
ft2
ft
ft
ft
ft
ft
ft
Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.43
0.50
0.40
6.29
0.50
4
2
1
6
VL
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 5 - Morning Dove Dr Sta 32+19, LP in Street=4892.47, Max HW Elev = 4892.97
H
1
� .:LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
56.97
36
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4887.6
4887
63
0.013
0
1
4890
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
7.07
2.17
2.45
1.28
0.50
0.45
1.95
4.56
4.37
4892.16
1.52
3.65
3.00
1.00
6.70
11.39
9
5
2.58
3
6
VL
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 6 - Burghley Ct Rd Sta 3+67, LP in street=4895.24, Max HW Elev = 4895.74
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
70.98
36
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4881.7
4881
142
0.013
0
1
4885.74
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
7.07
3.00
2.67
0.50
1.02
2.52
5.98
7.99
4889.69
2.66
4.55
4.74
1.58
5.84
14.20
9
5
2
6
VL
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 7 - Morning Dove Dr Sta 42+45, LP in street=4901.65, Max HW Elev = 4902.15
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
12.99
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4897.7
4897.3
67
0.013
0
1
4899.27
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.77
1.50
1.35
0.50
1.21
2.71
3.13
3.85
4901.55
2.56
4.71
1.97
1.31
5.59
2.60
5
3
1
6
VL
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 8 - Nighthawk Dr Sta 10+79, LP in street=4908.24, Max HW Elev = 4908.74
H
1
� .:LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
1.87
15
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4905
4904.4
63
0.013
0
1
4906.58
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.23
0.47
0.54
1.35
0.50
1.46
2.96
0.78
1.69
4906.69
1.35
1.07
2.18
1.74
6.70
0.37
4
2
0.86
0
6
VL
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 9 - Ledyard Rd S Sta 15+44, LP in street=4904.01, Max HW Elev = 4904.51
H
1
� .:LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
8.34
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4899.25
4898.9
66
0.013
0
1
4906.58
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.77
1.03
1.12
1.19
0.50
1.20
2.70
1.89
2.49
4901.74
1.66
3.03
7.68
5.12
6.70
1.67
5
3
1.26
0
6
VL
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 10 - Ledyard Rd S Sta 7+94, LP in street=4896.89, Max HW Elev = 4897.39
V
t
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
87.2
42
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4880.1
4879.4
164
0.013
0
1
4881.25
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
9.62
3.50
2.90
0.50
0.96
2.46
5.58
5.64
4885.74
1.61
3.80
1.85
0.53
5.40
17.44
33
10
8
9
L
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Culvert 11 - Morning Dove Dr Sta 5+33, Max HW Elev = 4926.2
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
5.05
15
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4922.65
4922.34
56
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.23
1.09
0.91
0.67
0.50
1.29
2.79
1.51
1.51
4924.16
1.21
2.89
0.50
0.40
4.53
1.01
4
3
3
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Filing 2 - West Area
ID: Detention Pond W1 Outlet Pipe, Q100 = 3.2 cfs
H
1
V
t
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
3.2
12
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4886.5
4886.35
43.4
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
0.79
1.00
0.77
0.50
1.35
2.85
1.33
1.47
4887.97
1.47
3.20
0.40
0.40
4.21
0.64
3
2
3
6
VL
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: Si -Culvert 20 - Q100=94.66 cfs
H
1
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
94.66
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
3
4917
4910
105.53
0.013
0
1
4918.22
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
4.91
0.94
1.91
3.99
0.50
0.97
2.47
3.24
2.80
4920.24
1.29
3.19
8.22
3.29
6.70
18.93
7.50
8
9
1.72
1
6
VL
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S3 - Culvert 28 - Q100=12.74 cfs
H
1
LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
12.74
24
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4894.98
4894.7
57.29
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.14
1.36
1.28
0.90
0.50
0.71
2.21
2.00
1.93
4896.98
1.00
2.25
0.80
0.40
5.40
2.55
7
4
4
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S4 - Culvert 27 - Q100=43.09 cfs
H
1
V
t
LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
43.09
36
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4894.2
4886
106.26
0.013
0
1
4892.5
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
Headwater/Diameter OR Headwater/Rise Ratio HW/D =
Outlet Protection:
7.07
0.98
2.14
4.46
0.50
0.76
2.26
3.39
N/A
4897.59
1.13
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
2.76
6.50
2.17
6.70
8.62
9
5
1.99
1
6
VL
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S5 - Culvert 29 - Q100=15.49 cfs
H
1
V
t
LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
15.49
24
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4895.57
4886
104.79
0.013
0
1
4892.5
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
Headwater/Diameter OR Headwater/Rise Ratio HW/D =
Outlet Protection:
3.14
0.65
1.42
4.53
0.50
1.29
2.79
2.23
N/A
4897.80
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
2.74
6.50
3.25
6.70
3.10
6
3
1.32
0
6
VL
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S7 - Culvert 25 - Q100=3.84 cfs
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
3.84
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4928.37
4928.06
61.17
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
Headwater/Diameter OR Headwater/Rise Ratio HW/D =
Outlet Protection:
1.77
0.76
0.75
0.97
0.50
1.11
2.61
1.10
N/A
N/A
N/A
ft2
ft
ft
ft
ft
ft
ft
Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.39
0.60
0.40
6.32
0.77
5
3
2
6
VL
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S8 - Culvert 26 - Q100=1.65 cfs
H
1
V
t
� .:LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
1.65
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4913.5
4913
54.3
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
Headwater/Diameter OR Headwater/Rise Ratio HW/D =
Outlet Protection:
1.77
0.41
0.48
1.37
0.50
0.98
2.48
0.66
N/A
N/A
N/A
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
0.60
0.60
0.40
6.70
0.33
5
3
0.95
1
6
VL
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S9 - Culvert 30 - Q100=15.76 cfs
H
1
LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
15.76
24
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4902.71
4902.32
77.79
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.14
1.61
1.43
0.79
0.50
0.96
2.46
2.35
2.29
4905.06
1.17
2.79
0.80
0.40
4.67
3.15
10
5
5
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S10 - Culvert 32 - Q100
33.22 cfs
H
1
LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
33.22
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4893.79
4893.27
55
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
4.91
1.74
1.96
1.28
0.50
0.50
2.00
3.48
3.14
4897.27
1.39
3.36
1.00
0.40
4.06
6.64
17
7
2.12
7
9
L
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S11 - Culvert 35 - Q100
22.00 cfs
H
1
LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
22
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4902.51
4902.17
67.51
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
4.91
1.62
1.59
0.97
0.50
0.62
2.12
2.47
2.37
4904.98
0.99
2.23
1.00
0.40
5.43
4.40
11
5
5
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S12 - Culvert 31 - Q100
53.42 cfs
H
1
LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
53.42
36
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4886.16
4885.99
56.46
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
7.07
3.00
2.37
0.50
0.41
1.91
4.27
4.21
4890.43
1.42
3.43
1.20
0.40
4.01
10.68
24
9
9
9
L
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S13 Culvert 37 - Q100
117.67 cfs
H
1
� .:LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
117.67
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
3
4862.71
4862
71.12
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
4.91
1.95
2.11
1.19
0.50
0.65
2.15
4.18
3.73
4866.89
1.67
3.97
1.00
0.40
3.53
23.53
7.50
25
15
2.23
9
9
L
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S14 - Culvert 23 - Q100
32.61 cfs
H
1
LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
32.61
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4897.32
4891.08
113.44
0.013
0
1
4892.88
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
Headwater/Diameter OR Headwater/Rise Ratio HW/D =
Outlet Protection:
4.91
1.00
1.94
3.61
0.50
1.04
2.54
3.36
N/A
4900.68
1.34
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.30
1.80
0.72
6.69
6.52
8
4
1.75
4
6
VL
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S15 - Culvert 39 - Q100
42.03 cfs
H
1
LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
42.03
24
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
2
4911.67
4911.57
51.58
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn =
Ye _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.14
2.00
1.64
0.50
0.64
2.14
3.11
3.21
4914.88
1.60
3.71
0.80
0.40
3.75
8.41
4.00
20
10
6
9
L
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
HW/D > 1.5!
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S16 Culvert 40 - Q100
42.03 cfs
H
1
LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
42.03
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
2
4903.94
4903.54
47.72
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
ks _
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
4.91
1.34
1.56
1.34
0.50
0.44
1.94
2.39
2.18
4906.33
0.96
2.13
1.00
0.40
5.57
8.41
5.00
19
9
1.92
5
6
VL
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
V
ID: S17 - Culvert 38 - Q100
97.41 cfs
H
1
t
LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
97.41
36
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
2
4895
4891
81.68
0.013
0
1
4892.88
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
Headwater/Diameter OR Headwater/Rise Ratio HW/D =
Outlet Protection:
7.07
1.18
2.27
3.52
0.50
0.59
2.09
3.83
N/A
4898.83
1.28
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.12
1.88
0.63
6.63
19.48
6.00
29
11
2.09
5
6
VL
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S18 - Culvert 22 - Q100
27.22 cfs
H
1
LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
27.22
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4924.76
4924.22
68.19
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
4.91
1.61
1.78
1.22
0.50
0.63
2.13
2.90
2.61
4927.66
1.16
2.75
1.00
0.40
4.72
5.44
14
6
2.05
6
6
L
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S19 - Culvert 24 - Q100
88.57 cfs
H
1
LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
88.57
36
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
2
4874.82
4874.52
60.02
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
7.07
2.30
2.17
0.88
0.50
0.43
1.93
3.58
3.46
4878.40
1.19
2.84
1.20
0.40
4.60
17.71
6.00
30
13
7
9
L
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes Ranch - West Area
ID: S21 - Culvert 34 - Q100
14.60 cfs
H
1
LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
14.6
24
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4903.24
4902.95
56.8
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.14
1.48
1.38
0.86
0.50
0.70
2.20
2.21
2.14
4905.45
1.10
2.58
0.80
0.40
4.95
2.92
9
4
4
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes 2 - East Area
ID: Culvert El - Q100=8.69 cfs
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
8.69
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4838.28
4838.04
48.6
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.77
1.50
1.14
0.50
0.88
2.38
1.96
1.97
4840.25
1.32
3.15
0.60
0.40
4.25
1.74
6
3
4
6
VL
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes 2 - East Area
ID: Culvert E2 - Q100=4.67 cfs
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
4.67
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4840.49
4840.25
49.44
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.77
0.87
0.83
0.92
0.50
0.90
2.40
1.24
1.18
4841.73
0.83
1.69
0.60
0.40
6.03
0.93
5
3
2
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes 2 - East Area
ID: Culvert E3 - Q100=22.53 cfs
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
22.53
30
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4831.35
4831.05
58.95
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
4.91
1.64
1.61
0.97
0.50
0.54
2.04
2.52
2.42
4833.87
1.01
2.28
1.00
0.40
5.36
4.51
11
5
5
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes 2 - East Area
ID: Culvert E4 - Q100=5.51 cfs
H
1
� .:LE
Supercritical Flow!
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Using Adjusted Diameter to calculate protection type.
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
5.51
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4841.36
4841.06
48.07
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.77
0.89
0.91
1.03
0.50
0.87
2.37
1.38
1.26
4842.74
0.92
2.00
0.60
0.40
5.74
1.10
5
3
1.20
3
6
VL
ft2
ft
ft
Supercritical!
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes 2 - East Area
ID: Culvert ES - Q100=7.61 cfs
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
7.61
18
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4843.65
4843.42
46
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
1.77
1.26
1.07
0.70
0.50
0.83
2.33
1.75
1.73
4845.40
1.16
2.76
0.60
0.40
4.71
1.52
5
3
3
6
VL
ft2
ft
ft
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION
MHFD-Culvert, Version 4.00 (May 2020)
Project: Pelican Lakes 2 - East Area
ID: Culvert E6 - Q100=17.93 cfs
H
1
� .:LE
Soil Type:
Choose One:
• Sandy
o Non -Sandy
Design Information:
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
OR:
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q
D=
17.93
24
Square Edge with Headwall
H (Rise) =
W (Span) =
# Barrels =
Elev IN =
Elev OUT =
L=
n=
kb =
kX =
Yt, Elevation =
V=
OR
1
4824.26
4824.02
49.08
0.013
0
1
5
cfs
inches
ft
ft
ft
ft
ft
ft
ft/s
Calculated Results:
Culvert Cross Sectional Area Available
Culvert Normal Depth
Culvert Critical Depth
Froude Number
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Headwater:
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Outlet Protection:
Flow/(Diameter^2.5)
Tailwater Surface Height
Tailwater/Diameter
Expansion Factor
Flow Area at Max Channel Velocity
Width of Equivalent Conduit for Multiple Barrels
Length of Riprap Protection
Width of Riprap Protection at Downstream End
Adjusted Diameter for Supercritical Flow
Minimum Theoretical Riprap Size
Nominal Riprap Size
MHFD Riprap Type
A=
Yn
Yc _
Fr =
ke =
kf =
k_
HWI=
HWo =
HW =
HW/D =
Q/D^2.5 =
Yt =
Yt/D =
1/(2*tan(0)) =
At =
Weq =
Lp =
T=
Da =
d50 min=
d50 nominal=
Type =
3.14
2.00
1.53
0.50
0.61
2.11
2.63
2.59
4826.89
1.32
3.17
0.80
0.40
4.23
3.59
11
5
5
6
VL
ft2
ft
ft
Pressure flow
ft
ft
ft
ft
ft°.5/s
ft
ft2
ft
ft
ft
ft
in
in
EPASWMM Model
Historic Conditions
00121.2022 001 Y00
.1e
165 CO 1.2
J']
ii /
,C! //
X15
////////////
////////////
/////////////
/////////////
///////////////
///////////////
///////////////
///////////////
///////////////
///////././//// /
////// /////
///// ////
///// //
///////////////
/
////////
///////
////////
/////.
OUT] / /////
//////
/
//
///////// '0 �/. ///////// /
////////// / �///////////
/////////- /// ///////// /////
////// ////////////////A'///////
/// //////////////////// ////////
/- ////////////////////// " ////////
///////////////////////// ///////////
///////////////////////// ///////////
/////////////////////////
///////////////////////////////////.
///////////////////////.//////////.//
////////./<XX//////// //.liii i//./.
CS,
Historic Conditions
10-Yr Runoff
aOl
It N,s CH.s OUT•
ar<
NA CM%
0105
m CO OU1'
200
Pelican Lakes PUD - Historic Conditions - 10 Yr - 24 Hour Type 2 Storm
Node Inflow Summary
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
J1
JUNCTION
0.00
24.21
0
12:30
0
0.87
0.000
J11
JUNCTION
0.00
1.08
0
12:11
0
0.0679
0.000
J12
JUNCTION
0.00
7.54
0
13:21
0
1.14
0.000
J14
JUNCTION
0.00
1.96
0
12:11
0
0.0436
0.000
J16
JUNCTION
0.00
1.31
0
12:11
0
0.0692
0.000
J17
JUNCTION
0.00
6.33
0
16:05
0
1.17
0.000
J19
JUNCTION
0.00
0.23
0
12:11
0
0.00716
0.000
J2
JUNCTION
0.00
2.88
0
12:11
0
0.0699
0.000
J20
JUNCTION
0.00
6.17
0
17:14
0
1.08
0.000
J21
JUNCTION
0.00
5.87
0
12:11
0
0.355
0.000
J22
JUNCTION
0.00
2.27
0
12:11
0
0.117
0.000
J23
JUNCTION
0.00
2.07
0
12:11
0
0.0674
0.000
J24
JUNCTION
0.00
5.43
0
13:24
0
0.606
0.000
J25
JUNCTION
0.00
2.55
0
12:11
0
0.166
0.000
J26
JUNCTION
0.00
18.97
0
12:11
0
1.2
0.000
J27
JUNCTION
0.00
15.78
0
13:00
0
1.42
0.000
J28
JUNCTION
0.00
15.16
0
14:03
0
1.83
0.000
J29
JUNCTION
0.00
14.04
0
15:02
0
1.85
0.000
J3
JUNCTION
0.00
2.16
0
12:11
0
0.115
0.000
J30
JUNCTION
0.00
12.76
0
16:18
0
1.92
0.000
J31
JUNCTION
0.00
1.05
0
12:11
0
0.0359
0.000
SWMM 5.1
201
Page 1
Pelican Lakes PUD - Historic Conditions - 10 Yr - 24 Hour Type 2 Storm
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
J32
JUNCTION
0.00
5.39
0
12:11
0
0.359
0.000
J33
JUNCTION
0.00
6.62
0
12:15
0
0.52
0.000
J34
JUNCTION
0.00
51.76
0
12:41
0
9.21
0.000
J37
JUNCTION
0.00
24.65
0
13:45
0
4.21
0.000
J38
JUNCTION
0.00
7.94
0
12:35
0
1.78
0.000
J4
JUNCTION
0.00
2.27
0
13:26
0
0.279
0.000
J7
JUNCTION
0.00
4.07
0
12:15
0
0.365
0.000
J9
JUNCTION
0.00
7.92
0
12:15
0
1.01
0.000
JE1
JUNCTION
3.60
3.60
0
12:00
0.0709
0.0709
-0.000
JE2
JUNCTION
13.64
13.64
0
12:00
0.269
0.269
0.000
JE3
JUNCTION
4.95
4.95
0
12:00
0.098
0.098
0.000
JE4
JUNCTION
6.07
6.07
0
12:00
0.119
0.119
0.000
JE5
JUNCTION
44.28
44.28
0
12:00
0.87
0.87
0.000
JE6
JUNCTION
13.04
13.04
0
12:00
0.256
0.256
0.000
JH1
JUNCTION
49.90
49.90
0
11:59
0.98
0.98
0.000
JH10
JUNCTION
6.74
6.74
0
11:59
0.132
0.132
0.000
JH11
JUNCTION
2.92
2.92
0
12:00
0.0574
0.0574
0.000
JH12
JUNCTION
6.07
6.07
0
12:00
0.119
0.119
0.000
JH13
JUNCTION
1.87
1.87
0
12:00
0.0368
0.0368
0.000
JH14
JUNCTION
3.82
3.82
0
11:59
0.0751
0.0751
0.000
JH15
JUNCTION
110.52
110.52
0
12:00
2.17
2.17
0.000
JH16
JUNCTION
2.10
2.10
0
12:00
0.0412
0.0412
0.000
SWMM 5.1
202
Page 2
Pelican Lakes PUD - Historic Conditions - 10 Yr - 24 Hour Type 2 Storm
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
JH17
JUNCTION
1.65
1.65
0
12:00
0.0324
0.0324
0.000
JH18
JUNCTION
3.37
3.37
0
12:00
0.0662
0.0662
0.000
JH19
JUNCTION
10.04
10.04
0
12:00
0.197
0.197
0.000
JH2
JUNCTION
4.72
4.72
0
11:59
0.0927
0.0927
0.000
JH3
JUNCTION
2.62
2.62
0
12:00
0.0515
0.0515
0.000
JH4
JUNCTION
19.33
19.33
0
11:59
0.38
0.38
0.000
JH5
JUNCTION
2.25
2.25
0
11:59
0.0442
0.0441
0.000
JH6
JUNCTION
2.92
2.92
0
12:00
0.0574
0.0574
0.000
.TH7
JUNCTION
0.37
0.37
0
12:00
0.00736
0.00736
0.000
JH8
JUNCTION
20.38
20.38
0
12:00
0.4
0.4
0.000
JH9
JUNCTION
7.42
7.42
0
12:00
0.146
0.146
0.000
JN1
JUNCTION
52.13
52.13
0
12:06
0.687
0.687
0.000
JS1
JUNCTION
14.01
14.01
0
11:59
0.275
0.275
0.000
JS2
JUNCTION
1.72
1.72
0
12:00
0.0338
0.0338
0.000
OUT1
OUTFALL
0.00
24.65
0
13:46
0
4.21
0.000
OUT2
OUTFALL
0.00
7.93
0
12:36
0
1.78
0.000
OUT3
OUTFALL
0.00
51.57
0
12:48
0
9.14
0.000
OUT4
OUTFALL
0.00
1.02
0
12:11
0
0.0343
0.000
OUTS
OUTFALL
0.00
1.50
0
12:15
0
0.111
0.000
OUT6
OUTFALL
0.00
0
12:11
0
0.045
0.000
OUT7
OUTFALL
0.00
1.03
0
12:11
0
0.0316
0.000
SWMM 5.1
203
Page 3
Pelican Lakes PUD - Historic Conditions - 10 Yr - 24 Hour Type 2 Storm
Link Flow Summary
Link
Type
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Max
Full
Flow
/
Max
Full
Depth
/
Flowd
CFS
Velocity
ft/sec
Flow
Flow
Cl
CONDUIT
9.53
0
14:24
0.51
0.00
0.04
C10
CONDUIT
0.61
0
13:49
0.13
0.00
0.01
C11
CONDUIT
6.67
0
13:24
0.30
0.00
0.04
C12
CONDUIT
1.01
0
12:26
0.25
0.00
0.02
C14
CONDUIT
0.74
0
13:27
0.12
0.00
0.02
C15
CONDUIT
6.03
0
16:15
0.20
0.00
0.06
C17
CONDUIT
0.09
0
13:30
0.10
0.00
0.00
C18
CONDUIT
6.14
0
17:15
0.23
0.00
0.04
C19
CONDUIT
5.92
0
18:29
0.32
0.00
0.04
C20
CONDUIT
3.63
0
13:30
0.40
0.00
0.05
C21
CONDUIT
1.33
0
13:21
0.34
0.00
0.03
C22
CONDUIT
1.43
0
12:27
0.24
0.00
0.02
C23
CONDUIT
14.28
0
13:03
0.68
0.00
0.09
C24
CONDUIT
12.49
0
14:05
0.31
0.01
0.09
C25
CONDUIT
1.36
0
14:12
0.31
0.00
0.02
C26
CONDUIT
13.65
0
15:03
0.31
0.01
0.10
C27
CONDUIT
12.25
0
16:22
0.33
0.02
0.14
C3
CONDUIT
1.06
0
13:20
0.40
0.00
0.02
C30
CONDUIT
2.59
0
18:15
0.37
0.00
0.03
C31
CONDUIT
8.44
0
20:00
0.49
0.00
0.06
C32
CONDUIT
0.37
0
15:12
0.13
0.00
0.00
SWMM 5.1
204
Page 1
Pelican Lakes PUD - Historic Conditions - 10 Yr - 24 Hour Type 2 Storm
Link
Type
Maximum
Maximum
Day
Flow
of
Hour of
Maximum
Maximum
Max /
Full
Flow
Max
Full
Depth
/
IFlowl
CFS
VelocityI
ft/sec
Flow
C33
CONDUIT
2.27
0
15:48
0.40
0.00
0.03
C34
CONDUIT
4.54
0
13:48
0.29
0.00
0.03
C35
CONDUIT
51.57
0
12:48
0.65
0.01
0.13
C39
CONDUIT
24.65
0
13:46
0.86
0.01
0.06
C4
CONDUIT
1.22
0
13:30
0.34
0.00
0.02
C40
CONDUIT
7.93
0
12:36
0.57
0.00
0.03
C6
CONDUIT
2.15
0
15:36
0.36
0.00
0.02
C7
1.92
0
14:45
0.38
0.00
0.03
CONDUIT
CE1
2.88
0
12:11
1.13
0.00
0.07
CONDUIT
CE2
5.87
0
12:11
0.60
0.00
0.02
CONDUIT
CE3
2.27
0
12:11
0.46
0.00
0.01
CONDUIT
CE4
2.55
0
12:11
0.46
0.00
0.02
CONDUIT
CES
18.97
0
12:11
0.88
0.00
0.05
CONDUIT
CE6
5.39
0
12:11
0.61
0.00
0.03
CONDUIT
CH1
19.17
0
12:35
0.72
0.01
0.06
CONDUIT
CH 10
3.21
0
12:11
0.41
0.00
0.02
CONDUIT
CH 11
1.14
0
12:15
0.15
0.00
0.02
CONDUIT
CH 12
2.42
0
12:15
0.41
0.00
0.04
CONDUIT
CH13
1.05
0
12:11
0.32
0.00
0.01
CONDUIT
CH 14
1.50
0
12:15
0.23
0.00
0.02
CONDUIT
CH15
49.67
0
12:35
1.17
0.01
0.12
CONDUIT
CH 16
1.11
0
12:11
0.23
0.00
0.03
CONDUIT
SWMM 5.1
205
Page 2
Pelican Lakes PUD - Historic Conditions - 10 Yr - 24 Hour Type 2 Storm
Link
Type
Maximum
Maximum
Day
Flow
of
Hour of
Maximum
Maximum
Max /
Full
Flow
Max
Full
Depth
/
IFlowl
CFS
Velocity
ft/sec
Flow
CH17
1.03
0
12:11
0.40
0.00
0.03
CONDUIT
CH18
2.07
0
12:11
0.76
0.00
0.05
CONDUIT
CH19
4.07
0
12:15
0.55
0.00
0.05
CONDUIT
CH2
2.16
0
12:11
0.43
0.00
0.02
CONDUIT
CH3
CONDUIT
1.08
0
12:11
0.35
0.00
0.01
CH4
CONDUIT
7.92
0
12:15
0.88
0.00
0.05
CHS
CONDUIT
1.96
0
12:11
1.37
0.00
0.04
CH6
1.31
0
12:11
0A2
0.00
0.02
CONDUIT
CH7
0.23
0
12:11
0.24
0.00
0.01
CONDUIT
CH8
7.94
0
12:35
0.50
0.00
0.04
CONDUIT
CH9
3.04
0
12:15
0.50
0.00
0.04
CONDUIT
CN1
24.21
0
12:30
1.18
0.00
0.05
CONDUIT
CS1
6.62
0
12:15
0.95
0.00
0.08
CONDUIT
CS2
1.02
0
12:11
0.67
0.01
0.07
CONDUIT
SWMM 5.1
206
Page 3
Pelican Lakes PUD - Historic Conditions - 10 Yr - 24 Hour Type 2 Storm
Outfall Loading Summary
Outfall
Node
Flow
Freq.
Pcnt.
Avg.
Flow
CFS
Max.
Flow
CFS
Total
Volume
10^6
gal
OUT1
83.85
7.76
24.65
4.205
OUT2
79.97
3.45
7.93
1.781
OUT3
85.49
16.54
51.57
9.136
OUT4
95.00
0.06
1.02
0.034
OUTS
88.82
0.19
1.50
0.111
OUT6
94.24
0.07
1.11
0.045
OUT7
96.11
0.05
1.03
0.032
SWMM 5.1
207
Page 1
0612412022 00:1590
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JEL
CEA
5CE5 J:u
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///,a
DH5 ///
/// // i//i iii/
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///////// `// ///////// iii/
////// ///////////////,a'//////
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///////////////////////// ////iiiiiii
/////////////// / //// ///////////.
////////////// /// ////////////
///////////// // ///////////
//////////// /// //////////
/////////////// /// /////// I .
/////2222222
////22222 / C5,
/////
Outt
Jill
OUR
!W5
Historic Conditions
100-Yr Runoff
,
Clee
ctr.: out:
CM•'
Cuts
JP C 1 Our'
Pelican Lakes PUD - Historic Conditions - 100 Yr - 24 Hour Type 2 Storm
Node Inflow Summary
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
J1
JUNCTION
0.00
233.62
0
12:30
0
6.85
0.000
J11
JUNCTION
0.00
42.80
0
12:18
0
0.749
0.000
J12
JUNCTION
0.00
232.00
0
12:43
0
11.6
0.000
J14
JUNCTION
0.00
33.03
0
12:10
0
0.34
0.000
J16
JUNCTION
0.00
46.69
0
12:17
0
0.758
-0.000
J17
JUNCTION
0.00
169.22
0
13:43
0
13.9
0.000
J19
JUNCTION
0.00
5.35
0
12:13
0
0.065
0.000
J2
JUNCTION
0.00
41.43
0
12:15
0
0.656
0.000
J20
JUNCTION
0.00
166.69
0
14:04
0
14
0.000
J21
JUNCTION
0.00
92.79
0
12:34
0
2.84
0.000
J22
JUNCTION
0.00
44.75
0
12:26
0
1.1
0.000
J23
JUNCTION
0.00
24.41
0
12:20
0
0.466
0.000
J24
JUNCTION
0.00
113.46
0
13:03
0
4.87
0.000
J25
JUNCTION
0.00
41.97
0
12:33
0
1.27
0.000
J26
JUNCTION
0.00
283.63
0
12:35
0
8.68
0.000
J27
JUNCTION
0.00
276.70
0
12:51
0
10.6
0.000
J28
JUNCTION
0.00
290.14
0
13:13
0
14
0.000
J29
JUNCTION
0.00
269.45
0
13:36
0
14.9
0.000
J3
JUNCTION
0.00
47.24
0
12:23
0
1.01
0.000
J30
JUNCTION
0.00
238.22
0
14:10
0
16
0.000
J31
JUNCTION
0.00
36.88
0
12:11
0
0.381
0.000
SWMM 5.1
209
Page 1
Pelican Lakes PUD - Historic Conditions - 100 Yr - 24 Hour Type 2 Storm
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
J32
JUNCTION
0.00
92.76
0
12:29
0
2.6
0.000
J33
JUNCTION
0.00
139.66
0
12:35
0
5.32
0.000
J34
JUNCTION
0.00
769.29
0
12:54
0
80.6
0.000
J37
JUNCTION
0.00
541.59
0
12:36
0
38.2
0.000
J38
JUNCTION
0.00
188.82
0
14:24
0
19.7
0.000
J4
JUNCTION
0.00
55.85
0
12:51
0
2.46
0.000
J7
JUNCTION
0.00
121.55
0
12:29
0
3.94
0.000
J9
JUNCTION
0.00
210.44
0
12:30
0
10.1
0.000
JE1
JUNCTION
56.78
56.78
0
12:06
0.639
0.639
0.000
JE2
JUNCTION
179.15
179.15
0
12:06
2.24
2.24
0.000
JE3
JUNCTION
81.33
81.33
0
12:06
0.924
0.924
0.000
JE4
JUNCTION
85.24
85.24
0
12:06
0.915
0.915
0.000
JE5
JUNCTION
572.29
572.29
0
12:06
6.23
6.23
-0.000
JE6
JUNCTION
192.02
192.02
0
12:06
1.82
1.82
0.000
JH1
JUNCTION
1034.55
1034.55
0
12:06
8.31
8.31
0.000
JH10
JUNCTION
169.74
169.74
0
12:06
1.24
1.24
0.000
JH11
JUNCTION
69.51
69.51
0
12:06
0.523
0.523
0.000
JH12
JUNCTION
46.06
46.06
0
12:06
0.584
0.584
0.000
JH13
JUNCTION
50.33
50.33
0
12:06
0.358
0.358
0.000
JH14
JUNCTION
60.67
60.67
0
12:06
0.554
0.554
0.000
JH15
JUNCTION
1160.22
1160.22
0
12:06
13.9
13.9
0.000
JH16
JUNCTION
29.33
29.33
0
12:06
0.284
0.284
0.000
SWMM 5.1
210
Page 2
Pelican Lakes PUD - Historic Conditions - 100 Yr - 24 Hour Type 2 Storm
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
JH17
JUNCTION
39.65
39.65
0
12:06
0.297
0.297
0.000
JH18
JUNCTION
41.10
41.10
0
12:06
0.424
0.424
0.000
JH19
JUNCTION
245.53
245.53
0
12:06
1.82
1.82
0.000
JH2
JUNCTION
92.76
92.76
0
12:06
0.765
0.765
0.000
JH3
JUNCTION
78.63
78.63
0
12:06
0.532
0.532
0.000
JH4
JUNCTION
422.09
422.09
0
12:06
3.31
3.31
0.000
JH5
JUNCTION
38.88
38.88
0
12:06
0.341
0.341
0.000
JH6
JUNCTION
83.01
83.01
0
12:06
0.575
0.575
0.000
JH7
JUNCTION
7.70
7.70
0
12:06
0.0621
0.0621
0.000
JH8
JUNCTION
250.08
250.08
0
12:06
2.57
2.57
0.000
JH9
JUNCTION
84.54
84.54
0
12:06
0.899
0.899
0.000
JN1
JUNCTION
384.72
384.72
0
12:06
5.97
5.97
0.000
JS1
JUNCTION
276.68
276.68
0
12:06
2.54
2.54
0.000
JS2
JUNCTION
13.54
13.54
0
12:06
0.169
0.169
0.000
OUT1
OUTFALL
0.00
540.80
0
12:36
0
38.2
0.000
OUT2
OUTFALL
0.00
188.82
0
14:24
0
19.7
0.000
OUT3
OUTFALL
0.00
765.03
0
12:57
0
80.5
0.000
OUT4
OUTFALL
0.00
7.96
0
12:23
0
0.182
0.000
OUTS
OUTFALL
0.00
28.64
0
12:29
0
0.823
0.000
OUT6
OUTFALL
0.00
16.16
0
12:23
0
0.331
0.000
OUT7
OUTFALL
0.00
27.71
0
12:12
0
0.316
0.000
SWMM 5.1
211
Page 3
Pelican Lakes PUD - Historic Conditions - 100 Yr - 24 Hour Type 2 Storm
Link Flow Summary
Link
Type
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Max
Full
Flow
/
Max
Full
Depth
/
Flowd
CFS
Velocity
ft/sec
Flow
Flow
Cl
CONDUIT
135.92
0
13:42
1.44
0.06
0.20
C10
CONDUIT
29.55
0
12:40
0.56
0.02
0.13
C11
CONDUIT
193.49
0
12:44
0.91
0.07
0.27
C12
CONDUIT
23.72
0
12:21
0.65
0.01
0.10
C14
CONDUIT
33.49
0
12:38
0.50
0.01
0.13
C15
CONDUIT
163.06
0
13:46
0.53
0.07
0.32
C17
CONDUIT
2.89
0
12:44
0.45
0.00
0.02
C18
CONDUIT
166.05
0
14:04
0.75
0.07
0.24
C19
CONDUIT
161.29
0
14:30
0.95
0.06
0.26
C20
CONDUIT
75.32
0
13:07
1.12
0.05
0.25
C21
CONDUIT
34.61
0
12:56
1.04
0.02
0.17
C22
CONDUIT
24.06
0
12:25
0.68
0.02
0.11
C23
CONDUIT
258.87
0
12:52
1.53
0.07
0.32
C24
CONDUIT
242.98
0
13:14
0.79
0.19
0.45
C25
CONDUIT
28.81
0
13:12
0.98
0.02
0.13
C26
CONDUIT
263.59
0
13:37
0.79
0.20
0.46
C27
CONDUIT
233.15
0
14:11
0.77
0.31
0.59
C3
CONDUIT
22.96
0
13:02
1.43
0.01
0.10
C30
CONDUIT
59.37
0
14:42
1.17
0.02
0.16
C31
CONDUIT
157.22
0
15:43
1.24
0.05
0.26
C32
CONDUIT
16.31
0
13:00
0.65
0.00
0.03
SWMM 5.1
212
Page 1
Pelican Lakes PUD - Historic Conditions - 100 Yr - 24 Hour Type 2 Storm
Link
Type
Maximum
Maximum
Day
Flow
of
Hour of
Maximum
Maximum
Max /
Full
Flow
Max
Full
Depth
/
IFlowl
CFS
Velocity
ft/sec
Flow
C33
CONDUIT
44.85
0
13:43
1.28
0.03
0.14
C34
CONDUIT
112.56
0
13:03
0.83
0.03
0.19
C35
CONDUIT
765.03
0
12:57
1.40
0.21
0.50
C39
CONDUIT
540.80
0
12:36
2.28
0.11
0.35
C4
CONDUIT
34.80
0
12:48
1.14
0.02
0.14
C40
CONDUIT
188.82
0
14:24
1.67
0.04
0.20
C6
CONDUIT
65.79
0
13:29
1.21
0.02
0.17
C7
48.36
0
13:19
1.14
0.03
0.18
CONDUIT
CE1
41.43
0
12:15
1.69
0.04
0.26
CONDUIT
CE2
92.79
0
12:34
1.93
0.01
0.11
CONDUIT
CE3
44.75
0
12:26
1.45
0.01
0.09
CONDUIT
CE4
41.97
0
12:33
1.57
0.01
0.08
CONDUIT
CES
283.63
0
12:35
2.89
0.07
0.24
CONDUIT
92.76
0
12:29
2.23
0.02
0.14
CE6
CONDUIT
CH1
521.42
0
12:35
3.02
0.21
0.36
CONDUIT
CH10
98.04
0
12:16
1.60
0.03
0.17
CONDUIT
CH11
32.93
0
12:29
0.66
0.03
0.16
CONDUIT
CH12
22.86
0
12:45
1.16
0.03
0.16
CONDUIT
CH13
36.88
0
12:11
1.05
0.02
0.11
CONDUIT
CH14
28.64
0
12:29
0.89
0.01
0.09
CONDUIT
CH15
624.51
0
12:53
3.26
0.16
0.39
CONDUIT
CH16
16.16
0
12:23
0.65
0.02
0.15
CONDUIT
SWMM 5.1
213
Page 2
Pelican Lakes PUD - Historic Conditions - 100 Yr - 24 Hour Type 2 Storm
Link
Type
Maximum
Maximum
Day
Flow
of
Hour of
Maximum
Maximum
Max /
Full
Flow
Max
Full
Depth
/
IFlowl
CFS
Velocity
ft/sec
Flow
CH17
27.71
0
12:12
1.06
0.04
0.21
CONDUIT
CH18
24.41
0
12:20
1.74
0.02
0.20
CONDUIT
CH19
121.55
0
12:29
2.37
0.13
0.33
CONDUIT
CH2
47.24
0
12:23
1.64
0.01
0.12
CONDUIT
CH3
CONDUIT
42.80
0
12:18
1.81
0.02
0.12
CH4
CONDUIT
210.44
0
12:30
3.59
0.10
0.30
CHS
CONDUIT
33.03
0
12:10
2.35
0.04
0.22
CH6
CONDUIT
46.69
0
12:17
1.93
0.02
0.13
CH7
5.35
0
12:13
0.61
0.01
0.08
CONDUIT
CH8
CONDUIT
127.55
0
12:42
1.72
0.05
0.20
CH9
41.75
0
12:35
1.63
0.03
0.16
CONDUIT
CN1
233.62
0
12:30
1.97
0.03
0.19
CONDUIT
CS1
139.66
0
12:35
3.29
0.07
0.32
CONDUIT
CS2
7.96
0
12:23
1.29
0.05
0.24
CONDUIT
SWMM 5.1
214
Page 3
Pelican Lakes PUD - Historic Conditions - 100 Yr - 24 Hour Type 2 Storm
Outfall Loading Summary
Outfall
Node
Flow
Freq.
Pcnt.
Avg.
Flow
CFS
Max.
Flow
CFS
Total
Volume
10^6
gal
OUT1
90.94
64.99
540.80
38.196
OUT2
87.12
35.04
188.82
19.730
OUT3
91.08
136.81
765.03
80.523
OUT4
96.49
0.29
7.96
0.182
OUTS
91.84
1.39
28.64
0.823
OUT6
96.11
0.53
16.16
0.331
OUT7
97.26
0.50
27.71
0.316
SWMM 5.1
215
Page 1
Developed Conditions
06/24/2022 00:15:00
FIPOND11
J75
Vf
2 /
JE2
// / CE3
CE2
CE6
c2
J21
J128
C20
C69
Jg9
J74
PONDW1
1
//
/
C89
JS.
C53
J123 C133
PONDSI
J76
F1POND1
F1POND8
C77
F1POND2
J52 O55
J54
C58
J77
J
F1PO
O62
J60
PONDW3
/ ///?
$12'////
J110
Gage100
J14
Gage10
S2
POND4
//
-Nos ///
J131 -
J67
J29
a C76
J68
OUTS
Northern Half
Developed
Conditions
JEA E4
CEO
N
Co
C25
J25
J128
J83
J130
J131
J47
C109
JH4
' //_'. / Jag
F1-8 J62
090
J4 �H`,J'�/// C27
PONDWI
1
PON DS3
J44
053
J123 C133
PONDS1
51
C42
J52 055
J133C107
C56
C57
C65
J63
C62
J&J
J54
C C92 JPON C73
PON DVV3
J56 C1 7 OUT10
/ S3 C122
///s:
/// ///,
J95 ! ///
/ f /// : //
�//
/1
PON DS2
J109123
0127
tells
0116 0144
0125 145
J125 -'ND
///// ////
7////// ////
10
C78
35
J119
C75
J39
0 C76
C74 J66
OUTS
06/2412022 00:15:00
Southern Half
Developed
Conditions
Pelican Lakes PUD - West Area - Developed 100 Yr
Subcatchment Runoff Summary
Subcatchment
Total
Precip
in
Total
Runon
in
Total
Evap
in
Total
Infil
1n
Total
Runoff
1n
Total
Runoff
10^6 gal
Peak
Runoff
CFS
Runoff
Coeff
OW2
4.63
0.00
0.00
4.19
0.45
2.24
179.15
0.098
OW3
4.63
0.00
0.00
4.12
0.52
0.93
81.33
0.111
OW4
4.63
0.00
0.00
4.22
0.42
0.92
85.24
0.090
Ow5
4.63
0.00
0.00
4.25
0.39
6.23
572.29
0.084
OW6
4.63
0.00
0.00
4.26
0.38
1.81
192.02
0.083
W4
4.63
0.00
0.00
3.60
1.05
2.76
237.68
0.226
WI
4.63
0.00
0.00
3.37
1.27
0.36
25.44
0.275
W13a
4.63
0.00
0.00
3.38
1.27
0.18
12.84
0.274
H18
4.63
0.00
0.00
3.84
0.80
0.98
60.58
0.173
W2
4.63
0.00
0.00
4.06
0.58
0.51
35.64
0.125
W3
4.63
0.00
0.00
3.39
1.25
0.56
37.80
0.271
W5
4.63
0.00
0.00
3.57
1.08
1.06
92.14
0.232
W6
4.63
0.00
0.00
3.77
0.87
0.95
50.75
0.188
W7
4.63
0.00
0.00
3.32
1.33
0.23
18.12
0.288
W8
4.63
0.00
0.00
3.31
1.35
0.85
68.04
0.290
W9
4.63
0.00
0.00
3.36
1.29
0.14
10.30
0.279
W10
4.63
0.00
0.00
3.38
1.27
0.67
46.36
0.274
W14
4.63
0.00
0.00
3.87
0.77
3.70
320.03
0.167
WI1
4.63
0.00
0.00
3.70
0.95
0.10
9.00
0.205
W12
4.63
0.00
0.00
2.99
1.67
0.12
9.12 0.360
51
4.63
0.00
0.00
3.38
1.27
1.04
72.10
0.274
SWMM 5.1
219
Page 1
Pelican Lakes PUD - West Area - Developed 100 Yr
Subcatchment
Total
Precip
in
Total
Runon
in
Total
Evap
in
Total
Infil
in
Total
Runoff
1n
Total
Runoff
10"6 gal
Peak
Runoff
CFS
Runoff
Coeff
OS1
4.63
0.00
0.00
4.14
0.50
2.54
276.68
0.108
H15
4.63
0.00
0.00
4.18
0.46
6.62
834.50
0.100
F1 -I1
4.63
0.00
0.00
3.89
0.75
1.14
61.54
0.161
F1-2
4.63
0.00
0.00
3.84
0.80
1.66
102.74
0.173
F1-1
4.63
0.00
0.00
3.86
0.78
2.17
126.00
0.167
FI-8
4.63
0.00
0.00
3.80
0.84
0.95
64.09
0.181
W15
4.63
0.00
0.00
4.15
0.50
0.06
8.59
0.108
W13
4.63
0.00
0.00
3.97
0.68
0.16
17.93
0.146
F1-3
4.63
0.00
0.00
3.72
0.93
0.24
20.51
0.201
S4
4.63
0.00
0.00
3.36
1.29
0.75
54.49
0.278
S3
4.63
0.00
0.00
3.37
1.28
0.22
15.53
0.276
S5
4.63
0.00
0.00
3.29
1.37
0.28
24.41
0.297
$6
4.63
0.00
0.00
3.34
1.31
0.81
60.65
0.283
S17
4.63
0.00
0.00
4.14
0.51
0.38
52.74
0.111
S14
4.63
0.00
0.00
3.45
1.19
0.65
37.96
0.258
S2
4.63
0.00
0.00
3.32
1.34
0.89
69.63
0.288
S21
4.63
0.00
0.00
3.32
1.34
0.26
20.36
0.289
S9
4.63
0.00
0.00
3.23
1.45
0.28
30.14
0.314
S10
4.63
0.00
0.00
3.27
1.40
0.49
44.61
0.301
S12
4.63
0.00
0.00
3.33
1.33
0.79
61.19
0.286
511
4.63
0.00
0.00
3.30
1.36
0.41
34.02
0.294
S19
4.63
0.00
0.00
3.34
1.31
2.57
193.69
0.283
SWMM 5.1
220
Page 2
Pelican Lakes PUD - West Area - Developed 100 Yr
Subcatclunent
Total
Precip
in
Total
Runon
in
Total
in
Total
Infil
in
Total
Runoff
Runoff
10A6
Total
Runoff
Peak
Runoff
Evap
in
gal
CFS
Coeff
S20
4.63
0.00
0.00
3.39
1.25
2.18
145.21
0.270
S13
4.63
0.00
0.00
3.33
1.33
2.63
203.81
0.286
S8
4.63
0.00
0.00
3.23
1.45
0.03
3.24
0.314
S15
4.63
0.00
0.00
3.41
1.23
0.80
50.82
0.266
S16
4.63
0.00
0.00
3.25
1.42
0.11
11.07
0.306
S18
4.63
0.00
0.00
3.35
1.30
0.47
35.21
0.281
S22
4.63
0.00
0.00
3.31
1.34
0.61
48.35
0.290
18
4.63
0.00
0.00
3.27
1.39
0.30
27.45
0.301
8A
4.63
0.00
0.00
3.32
1.33
0.03
2.05
0.287
SWMM 5.1
221
Page 3
Pelican Lakes PUD - West Area - Developed 100 Yr
Node Inflow Summary
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
JE2
JUNCTION
179.15
179.15
0
12:06
2.24
2.24
0.000
J21
JUNCTION
0.00
92.79
0
12:34
0
2.84
0.000
JE3
JUNCTION
81.33
81.33
0
12:06
0.924
0.924
0.000
J22
JUNCTION
0.00
44.75
0
12:26
0
1.1
0.000
JH18
JUNCTION
60.58
60.58
0
12:06
0.981
0.981
0.000
J23
JUNCTION
0.00
42.29
0
12:12
0
0.973
0.000
J24
JUNCTION
0.00
119.09
0
13:05
0
6.29
0.000
JE4
JUNCTION
85.24
85.24
0
12:06
0.915
0.915
0.000
J25
JUNCTION
0.00
41.97
0
12:33
0
1.27
0.000
JE5
JUNCTION
572.29
572.29
0
12:06
6.23
6.23
0.000
JW1
JUNCTION
25.44
25.44
0
12:06
0.364
0.364
0.000
J26
JUNCTION
0.00
283.63
0
12:35
0
8.68
0.000
JH4
JUNCTION
237.68
237.68
0
12:06
2.77
2.77
0.000
J29
JUNCTION
0.00
109.68
0
12:10
0
3.11
0.000
JH13
JUNCTION
12.84
12.84
0
12:06
0.185
0.185
0.000
JE6
JUNCTION
192.02
192.02
0
12:06
1.82
1.82
0.000
J32
JUNCTION
0.00
92.74
0
12:29
0
2.62
0.000
J39
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J41
JUNCTION
0.00
82.15
0
12:06
0
3.15
-0.000
J42
JUNCTION
0.00
105.18
0
12:13
0
2.43
0.000
J43
JUNCTION
92.14
92.14
0
12:06
1.06
1.06
0.000
SWMM 5.1
222
Page 1
Pelican Lakes PUD - West Area - Developed 100 Yr
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
J44
JUNCTION
0.00
1.58
1
00:00
0
0.453
0.000
J45
JUNCTION
320.03
320.03
0
12:06
3.71
3.71
0.000
J46
JUNCTION
0.00
284.92
0
12:35
0
9.04
0.000
J47
JUNCTION
0.00
47.68
0
12:45
0
1.81
0.000
JW2
JUNCTION
35.64
35.64
0
12:06
0.506
0.506
0.000
J48
JUNCTION
37.80
37.80
0
12:06
0.565
0.565
0.000
J49
JUNCTION
0.00
35.48
0
12:10
0
0.562
0.000
J50
JUNCTION
0.00
81.63
0
12:12
0
1.05
0.000
J51
JUNCTION
50.75
50.75
0
12:06
0.948
0.948
0.000
J52
JUNCTION
0.00
100.63
0
12:17
0
2.41
0.000
J53
JUNCTION
0.00
65.30
0
12:08
0
2.32
0.000
J54
JUNCTION
18.12
18.12
0
12:06
0.232
0.232
0.000
J55
JUNCTION
0.00
18.24
0
12:07
0
0.232
0.000
J56
JUNCTION
68.04
68.04
0
12:06
0.858
0.858
0.000
J58
JUNCTION
10.30
10.30
0
12:06
0.142
0.142
0.000
J59
JUNCTION
46.36
46.36
0
12:06
0.668
0.668
0.000
J60
JUNCTION
0.00
10.22
0
12:07
0
0.142
0.000
J61
JUNCTION
9.00
9.00
0
12:06
0.102
0.102
0.000
J62
JUNCTION
0.00
8.80
0
12:07
0
0.102
0.000
J63
JUNCTION
9.12
9.12
0
12:00
0.125
0.125
0.000
J66
JUNCTION
72.10
72.10
0
12:06
1.04
1.04
0.000
J67
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
SWMM 5.1
223
Page 2
Pelican Lakes PUD - West Area - Developed 100 Yr
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
J68
JUNCTION
276.68
276.68
0
12:06
2.54
2.54
0.000
J69
JUNCTION
0.00
139.66
0
12:35
0
5.32
0.000
J70
JUNCTION
0.00
445.85
0
12:35
0
18.7
0.000
J71
JUNCTION
0.00
103.39
0
12:26
0
3.66
0.000
J72
JUNCTION
834.50
834.50
0
12:06
6.63
6.63
0.000
J2
JUNCTION
0.00
47.63
0
12:47
0
1.81
0.000
JPOND2
JUNCTION
0.00
110.50
0
12:10
0
3.55
0.000
J74
JUNCTION
61.54
89.01
0
12:49
1.14
4.08
0.000
J75
JUNCTION
0.00
37.23
0
13:42
0
2.38
0.000
J76
JUNCTION
102.74
102.74
0
12:06
1.67
4.05
0.000
J77
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J78
JUNCTION
126.00
126.00
0
12:06
2.18
2.18
0.000
J79
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J80
JUNCTION
0.00
293.79
0
12:09
0
3.7
0.000
J81
JUNCTION
64.09
64.09
0
12:06
0.948
0.948
0.000
J82
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J83
JUNCTION
0.00
47.74
0
12:43
0
1.81
-0.000
J84
JUNCTION
0.00
93.39
0
12:07
0
3.33
0.000
J85
JUNCTION
8.59
8.59
0
12:06
0.0636
0.0636
0.000
J86
JUNCTION
17.93
17.93
0
12:06
0.161
0.161
0.000
J87
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J88
JUNCTION
0.00
33.50
0
12:13
0
0.559
0.000
SWMM 5.1
224
Page 3
Pelican Lakes PUD - West Area - Developed 100 Yr
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
J89
JUNCTION
0.00
285.02
0
12:36
0
9.04
0.000
J4
JUNCTION
0.00
168.90
0
12:12
0
2.8
0.000
J5
JUNCTION
0.00
82.92
0
12:11
0
1.05
0.000
J14
JUNCTION
0.00
166.55
0
12:25
0
4.2
0.000
J91
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J92
JUNCTION
0.00
86.27
0
12:08
0
1.25
0.000
J93
JUNCTION
54.49
54.49
0
12:06
0.754
0.754
0.000
J94
JUNCTION
15.53
15.53
0
12:06
0.22
0.22
0.000
J95
JUNCTION
24.41
24.41
0
12:00
0.286
0.286
0.000
J96
JUNCTION
60.65
60.65
0
12:06
0.809
0.809
0.000
J97
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J98
JUNCTION
52.74
52.74
0
12:06
0.383
0.383
0.000
J99
JUNCTION
37.96
37.96
0
12:06
0.651
0.651
0.000
J100
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J101
JUNCTION
69.63
69.63
0
12:06
0.889
0.889
0.000
J102
JUNCTION
0.00
177.96
0
12:16
0
3.01
0.000
J104
JUNCTION
0.00
30.28
0
12:03
0
0.307
0.000
J105
JUNCTION
20.36
20.36
0
12:06
0.259
0.259
0.000
J106
JUNCTION
0.00
20.46
0
12:07
0
0.259
0.000
J107
JUNCTION
44.61
44.61
0
12:00
0.489
0.489
0.000
J108
JUNCTION
61.19
61.19
0
12:06
0.795
0.795
0.000
J109
JUNCTION
203.81
203.81
0
12:06
2.64
2.64
0.000
SWMM 5.1
225
Page 4
Pelican Lakes PUD - West Area - Developed 100 Yr
Node
Type
Maximum
Lateral
Inflow
CFS
Maximum
Total
Inflow
CFS
Day of
Maximum
Inflow
Hour of
Maximum
Inflow
Lateral
Inflow
Volume
10^6 gal
Total
Inflow
Volume
10^6 gal
Flow
Balance
Error
Percent
JI10
JUNCTION
0.00
94.36
0
12:08
0
1.21
0.000
J111
JUNCTION
34.02
34.02
0
12:00
0.416
0.416
0.000
J112
JUNCTION
30.14
30.14
0
12:00
0.277
0.277
0.000
J113
JUNCTION
0.00
347.84
0
12:11
0
4.61
0.000
J114
JUNCTION
0.00
286.99
0
12:10
0
3.83
0.000
J115
JUNCTION
193.69
193.69
0
12:06
2.58
2.58
0.000
J116
JUNCTION
0.00
205.19
0
12:11
0
3.03
0.000
J118
JUNCTION
145.21
145.21
0
12:06
2.19
2.19
0.000
J119
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J122
JUNCTION
3.24
3.24
0
12:00
0.0298
0.0298
0.000
J123
JUNCTION
0.00
0.00
0
00:00
0
0
0.000
J124
JUNCTION
0.00
70.25
0
12:07
0
0.793
0.000
J125
JUNCTION
0.00
336.09
0
12:14
0
4.59
0.000
J126
JUNCTION
0.00
34.10
0
12:07
0
0.416
0.000
J127
JUNCTION
0.00
37.64
0
12:08
0
0.649
0.000
J128
JUNCTION
50.82
50.82
0
12:06
0.797
0.797
0.000
J129
JUNCTION
11.07
11.07
0
12:00
0.113
0.113
-0.000
J130
JUNCTION
0.00
50.20
0
12:08
0
0.796
0.000
J131
JUNCTION
0.00
58.73
0
12:09
0
0.907
0.000
J132
JUNCTION
35.21
35.21
0
12:06
0.475
0.475
0.000
J133
JUNCTION
0.00
35.08
0
12:07
0
0.474
0.000
J134
JUNCTION
48.35
48.35
0
12:06
0.61
0.61
0.000
SWMM 5.1
226
Page 5
Pelican Lakes PUD - West Area - Developed 100 Yr
Node
Type
Maximum
Maximum
Maximum
Day of
Hour
Maximum
of
Lateral
Inflow
Total
Inflow
Flow
Balance
Lateral
Inflow
Total
Inflow
Volume
10^6 gal
Volume
10^6
gal
Error
Percent
CFS
CFS
Inflow
Inflow
J135
JUNCTION
27.45
27.45
0
12:00
0.303
0.303
0.000
J136
JUNCTION
0.00
68.56
0
12:07
0
0.857
0.000
J137
JUNCTION
2.05
2.05
0
12:06
0.0265
0.0265
0.000
J138
JUNCTION
0.00
2.89
0
12:04
0
0.0297
0.000
OUT9
OUTFALL
0.00
443.93
0
12:38
0
18.8
0.000
OUT 10
OUTFALL
0.00
0.00
0
00:00
0
0
0.000
PONDW1
STORAGE
0.00
398.40
0
12:27
0
14.2
-0.000
STORAGE
0.00
248.14
0
12:24
0
7.74
0.000
POND4
STORAGE
0.00
118.77
0
13:09
0
6.28
0.056
F 1POND
11
STORAGE
0.00
99.03
0
12:08
0
4.04
-0.000
F 1POND2
F
1
POND
1
STORAGE
0.00
87.67
0
12:12
0
2.16
0.000
F
1POND8
STORAGE
0.00
39.95
0
12:15
0
0.937
0.000
PONDW3
STORAGE
0.00
70.27
0
12:08
0
0.882
0.000
STORAGE
0.00
139.01
0
12:08
0
4.54
0.000
PONDS1
STORAGE
20.51
20.51
0
12:06
0.243
0.243
-0.000
FIPOND3
STORAGE
0.00
146.50
0
12:08
0
2.06
-0.000
PONDS2
PONDS3
STORAGE
0.00
108.58
0
12:11
0
2.07
0.000
PONDS4
STORAGE
0.00
681.84
0
12:14
0
10.9
0.000
SWMM 5.1
227
Page 6
Pelican Lakes PUD - West Area - Developed 100 Yr
Link Flow Summary
Link
Type
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Max
Full
Flow
/
Max
Full
Depth
/
Flowd
CFS
Velocity
ft/sec
Flow
Flow
CE2
CONDUIT
92.79
0
12:34
1.93
0.44
0.59
CE3
CONDUIT
44.75
0
12:26
1.45
0.01
0.09
CH
18
CONDUIT
42.29
0
12:12
1.48
0.08
0.34
C20
CONDUIT
86.38
0
12:49
0.98
0.04
0.19
C21
CONDUIT
34.61
0
12:56
1.04
0.02
0.17
C22
CONDUIT
40.80
0
12:17
0.82
0.03
0.15
CE4
41.97
0
12:33
1.57
0.01
0.08
CONDUIT
CES
CONDUIT
283.63
0
12:35
2.89
0.11
0.29
CH10
CONDUIT
25.24
0
12:07
3.64
0.03
0.17
C23
CONDUIT
283.62
0
12:35
8.42
0.15
0.41
CH9
168.90
0
12:12
1.84
0.54
0.71
CONDUIT
C25
CONDUIT
39.34
0
12:50
0.89
0.32
0.55
C27
CONDUIT
69.77
0
12:20
7.95
1.06
1.00
CH13
12.75
0
12:07
3.33
0.09
0.27
CONDUIT
92.74
0
12:29
2.22
0.04
0.18
CE6
CONDUIT
C30
CONDUIT
118.77
0
13:09
1.61
0.10
0.36
C41
CONDUIT
1.57
1
00:00
0.64
0.00
0.05
C42
CONDUIT
100.63
0
12:17
2.62
0.26
0.51
C46
CONDUIT
293.79
0
12:09
1.81
0.21
0.50
C47
CONDUIT
285.02
0
12:36
7.95
0.20
0.48
C48
CONDUIT
21.59
0
12:16
0.88
0.17
0.38
SWMM 5.1
228
Page 1
Pelican Lakes PUD - West Area - Developed 100 Yr
Link
Type
Maximum
Maximum
Day
Flow
of
Hour of
Maximum
Maximum
Max /
Full
Flow
Max
Full
Depth
/
IFlowl
CFS
Velocity
ft/sec
Flow
C49
CONDUIT
47.63
0
12:47
4.52
0.05
0.23
C50
CONDUIT
35.48
0
12:10
1.39
0.04
0.22
C51
CONDUIT
33.50
0
12:13
3.23
0.10
0.31
C52
CONDUIT
82.92
0
12:11
2.01
0.42
0.64
C53
CONDUIT
80.55
0
12:13
4.22
0.25
0.53
C54
CONDUIT
50.19
0
12:07
2.03
0.13
0.36
C55
CONDUIT
49.06
0
12:31
7.74
1.05
1.00
C56
62.09
0
12:13
1.97
0.18
0.43
CONDUIT
C57
81.57
0
12:09
2.76
0.16
0.40
CONDUIT
C58
18.24
0
12:07
4.03
0.12
0.45
CONDUIT
C59
18.08
0
12:08
4.74
0.02
0.15
CONDUIT
C60
68.56
0
12:07
1.62
0.33
0.64
CONDUIT
C62
10.22
0
12:07
3.65
0.06
0.34
CONDUIT
C63
9.90
0
12:10
3.36
0.02
0.14
CONDUIT
C64
45.83
0
12:08
4.53
0.13
0.37
CONDUIT
C65
0.00
0
00:00
0.00
0.00
0.00
CONDUIT
C66
8.80
0
12:07
2.45
0.09
0.39
CONDUIT
C67
8.69
0
12:08
4.27
0.04
0.29
CONDUIT
C68
9.09
0
12:01
5.57
0.03
0.26
CONDUIT
C69
92.54
0
12:31
5.74
0.08
0.28
CONDUIT
C70
69.90
0
12:09
5.94
0.07
0.25
CONDUIT
C73
0.00
0
00:00
0.00
0.00
0.00
CONDUIT
SWMM 5.1
229
Page 2
Pelican Lakes PUD - West Area - Developed 100 Yr
Link
Type
Maximum
Maximum
Day
Flow
of
Maximum
Hour of
Maximum
Max
Full
/
Flow
Max
Full
Depth
/
Flow
CFS
Velocity
ft/sec
Flow
C74
CONDUIT
139.66
0
12:35
3.29
0.44
0.64
C75
CONDUIT
112.56
0
13:03
0.83
0.62
0.77
C76
CONDUIT
443.93
0
12:38
1.22
0.58
0.77
C77
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C78
CONDUIT
416.66
0
12:29
3.43
0.20
0.44
C79
CONDUIT
47.63
0
12:47
8.05
0.04
0.19
C80
CONDUIT
110.51
0
12:11
9.27
0.65
0.79
C82
CONDUIT
82.00
0
13:11
0.86
0.09
0.35
C83
CONDUIT
37.24
0
14:19
1.13
0.08
0.26
C84
CONDUIT
99.03
0
12:08
1.43
0.38
0.58
C85
CONDUIT
87.67
0
12:12
2.50
0.58
0.77
C86
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C87
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C88
CONDUIT
166.55
0
12:25
1.55
0.29
0.59
C89
CONDUIT
39.95
0
12:15
1.35
0.16
0.37
C90
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C91
CONDUIT
47.68
0
12:45
3.85
0.39
0.70
C92
CONDUIT
91.63
0
12:10
6.37
0.06
0.23
C93
CONDUIT
4.97
0
12:16
1.23
0.01
0.10
C94
CONDUIT
15.37
0
12:10
3.75
0.03
0.14
C95
CONDUIT
103.39
0
12:26
14.60
0.10
0.29
C96
CONDUIT
33.51
0
12:13
7.17
0.07
0.24
SWMM 5.1
230
Page 3
Pelican Lakes PUD - West Area - Developed 100 Yr
Link
Type
Maximum
Maximum
Day
Flow
of
Maximum
Hour of
Maximum
Max
Full
/
Flow
Max
Full
Depth
/
Flow
CFS
Velocity
ft/sec
Flow
C97
CONDUIT
284.99
0
12:36
12.53
0.63
0.79
C98
CONDUIT
169.30
0
12:12
3.57
0.59
0.79
C99
CONDUIT
81.63
0
12:12
3.35
0.51
0.76
C100
CONDUIT
166.52
0
12:25
5.06
0.03
0.13
C102
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C103
CONDUIT
51.40
0
12:10
5.64
0.05
0.21
C104
CONDUIT
15.40
0
12:07
5.33
0.07
0.37
C105
CONDUIT
23.83
0
12:07
5.62
0.13
0.46
C106
CONDUIT
86.22
0
12:08
10.04
0.01
0.08
C107
CONDUIT
60.57
0
12:07
7.82
0.30
0.63
C108
CONDUIT
28.57
0
12:18
1.51
0.05
0.24
C109
CONDUIT
37.64
0
12:08
5.90
0.19
0.54
C110
CONDUIT
70.16
0
12:07
5.92
0.24
0.55
C111
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C112
CONDUIT
177.96
0
12:16
5.42
0.11
0.29
C113
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C114
20.46
0
12:07
4.34
0.14
0.48
CONDUIT
C116
19.47
0
12:11
5.65
0.12
0.43
CONDUIT
C117
27.91
0
12:03
5.53
0.17
0.51
CONDUIT
C119
42.36
0
12:07
5.54
0.08
0.28
CONDUIT
C120
336.09
0
12:14
5.81
0.49
0.69
CONDUIT
C121
60.66
0
12:08
4.16
0.06
0.22
CONDUIT
SWMM 5.1
231
Page 4
Pelican Lakes PUD - West Area - Developed 100 Yr
Link
Type
Maximum
Maximum
Day
Flow
of
Hour of
Maximum
Maximum
Max /
Full
Flow
Max
Full
Depth
/
IFlowl
CFS
Velocity
ft/sec
Flow
C122
CONDUIT
34.10
0
12:07
6.16
0.18
0.52
C123
CONDUIT
195.51
0
12:09
1.91
0.23
0.50
C124
CONDUIT
92.42
0
12:10
4.31
0.09
0.28
C125
CONDUIT
285.10
0
12:12
5.02
0.34
0.58
C126
CONDUIT
180.09
0
12:10
7.83
0.19
0.43
C127
CONDUIT
177.96
0
12:16
5.36
0.18
0.40
C129
CONDUIT
133.55
0
12:11
6.04
0.12
0.31
C133
0.00
0
00:00
0.00
0.00
0.00
CONDUIT
C134
69.62
0
12:09
5.73
0.28
0.52
CONDUIT
C135
335.78
0
12:14
8.82
0.10
0.29
CONDUIT
C136
33.89
0
12:09
5.09
0.21
0.55
CONDUIT
C137
37.64
0
12:08
18.02
0.24
0.34
CONDUIT
C138
50.20
0
12:08
6.72
0.24
0.58
CONDUIT
C139
49.32
0
12:09
4.03
0.42
0.72
CONDUIT
C140
10.02
0
12:08
4.61
0.07
0.35
CONDUIT
C141
57.89
0
12:11
5.25
0.36
0.68
CONDUIT
C142
35.08
0
12:07
5.76
0.16
0.50
CONDUIT
C143
28.17
0
12:13
4.61
0.03
0.17
CONDUIT
C144
46.92
0
12:09
3.02
0.05
0.18
CONDUIT
C145
22.11
0
12:11
1.74
0.21
0.39
CONDUIT
C146
68.26
0
12:08
4.12
0.41
0.64
CONDUIT
C147
2.02
0
12:08
1.98
0.00
0.05
CONDUIT
SWMM 5.1
232
Page 5
Pelican Lakes PUD - West Area - Developed 100 Yr
Link
Type
Maximum
Maximum
Day
Flow
of
Maximum
Hour of
Maximum
Max
Full
/
Flow
Max
Full
Depth
/
Flowd
CFS
Velocity
ft/sec
Flow
C148
CONDUIT
2.89
0
12:04
2.51
0.03
0.26
C149
CONDUIT
2.84
0
12:06
2.96
0.01
0.20
C150
CONDUIT
28.38
0
12:06
3.71
0.07
0.26
S2
WEIR
0.00
0
00:00
0.00
F1-11
WEIR
37.23
0
13:42
0.00
F1-2
WEIR
0.00
0
00:00
0.00
F1-1
WEIR
0.00
0
00:00
0.00
F1-8
0.00
0
00:00
0.00
WEIR
5
WEIR
0.00
0
00:00
0.00
6
0.00
0
00:00
0.00
WEIR
7
WEIR
0.00
0
00:00
0.00
8
WEIR
0.00
0
00:00
0.00
9
WEIR
0.00
0
00:00
0.00
10
0.00
0
00:00
0.00
WEIR
1
DUMMY
1.58
1
00:00
SWMM 5.1
233
Page 6
Pelican Lakes PUD - West Area - Developed 100 Yr
Storage Volume Summary
Storage
Unit
Average
Volume
Average
Percent
Full
Percent
Evap
Loss
Exfil
Maximum
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Percent
Loss
Volume
Percent
Full
Outflow
CFS
1000 ft3
1000
ft3
Volume
Volume
PONDW1
845.250
44
0
0
1839.158
95
1
00:00
1.58
POND4
467.265
23
0
0
1035.251
50
1
00:00
0.00
FIPOND11
210.856
47
0
0
449.016
100
0
13:28
37.23
FIPOND2
218.335
20
0
0
540.062
49
1
00:00
0.00
F 1
POND
1
136.842
12
0
0
288.862
25
1
00:00
0.00
FIPOND8
58.568
14
0
0
125.236
29
1
00:00
0.00
PONDW3
58.022
32
0
0
117.935
66
1
00:00
0.00
PONDS1
282.171
23
0
0
607.313
50
1
00:00
0.00
F 1 POND3
16.128
8
0
0
32.512
17
1
00:00
0.00
PONDS2
135.037
31
0
0
275.642
64
1
00:00
0.00
PONDS3
133.298
17
0
0
276.144
35
1
00:00
0.00
PONDS4
696.819
33
0
0
1462.425
69
1
00:00
0.00
SWMM 5.1
234
Page 1
EAST AREA - SOUTH BASIN
Pelican Lakes PUD - East Area - South Basins - Developed 100yr
Subcatchment Runoff Summary
Subcatchment
Total
Precip
in
Total
Runon
in
Total
in
Total
Infil
Total
Runoff
Runoff
10^6
Total
Runoff
Peak
CFS
Runoff
Evap
in
in
gal
Coeff
OW 1
4.63
0.00
0.00
4.15
0.49
0.64
56.78
0.106
H2
4.63
0.00
0.00
4.20
0.45
0.77
92.85
0.096
Fl
4.63
0.00
0.00
3.69
0.96
0.32
29.17
0.208
H4
4.63
0.00
0.00
4.17
0.47
3.27
418.45
0.102
F2
4.63
0.00
0.00
3.77
0.88
0.16
12.28
0.189
S2
4.63
0.00
0.00
3.21
1.48
0.11
12.17
0.319
51
4.63
0.00
0.00
3.32
1.34
0.62
48.53
0.288
S3
4.63
0.00
0.00
3.34
1.32
0.32
24.02
0.284
S4
4.63
0.00
0.00
3.48
1.16
0.95
51.48
0.250
SWMM 5.1
236
Page 1
Pelican Lakes PUD - East Area - South Basins - Developed 100yr
Storage Volume Summary
Storage
Unit
Average
Volume
Average
Percent
Full
Evap
Percent
Loss
Maximum
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Outflow
Exfil
Percent
Loss
Volume
Percent
Full
CFS
1000 ft3
1000 ft3
Volume
Volume
PONDE1
160.726
26
0
0
333.999
55
1
00:00
0.00
F 1 PONDS
524.203
22
0
0
1230.861
51
1
00:00
0.00
SWMM 5.1
237
Page 1
Pelican Lakes PUD - East Area - South Basins - Developed 100yr
Link Flow Summary
Link
Type
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Max
Full
Flow
/
Max
Full
Depth
/
Flowd
CFS
Velocity
ft/sec
Flow
Flow
Cl
CONDUIT
22.96
0
13:02
1.43
0.01
0.10
C2
CONDUIT
34.85
0
12:48
1.14
0.02
0.14
C3
CONDUIT
54.12
0
13:04
0.68
0.06
0.27
CH4
CONDUIT
207.29
0
12:29
3.41
0.13
0.34
CH3
CONDUIT
18.67
0
12:15
1.17
0.17
0.46
C6
CONDUIT
18.65
0
12:16
3.09
0.02
0.11
C4
210.17
0
12:38
5.32
0.31
0.58
CONDUIT
C10
CONDUIT
7.36
0
12:15
0.68
0.01
0.10
CE1
CONDUIT
41.44
0
12:15
1.69
0.04
0.26
CH2
CONDUIT
47.30
0
12:23
1.64
0.01
0.13
CS1
CONDUIT
10.41
0
12:04
5.98
0.06
0.34
C7
CONDUIT
9.65
0
12:09
2.07
0.01
0.10
CS
48.36
0
12:08
3.92
0.09
0.30
CONDUIT
CS3
CONDUIT
23.98
0
12:07
5.59
0.10
0.42
C8
53.33
0
12:14
2.28
0.13
0.35
CONDUIT
C9
70.88
0
12:13
4.18
0.07
0.26
CONDUIT
CS4
CONDUIT
51.44
0
12:08
1.83
0.01
0.17
C68
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
C74
CONDUIT
51.45
0
12:08
29.54
0.00
0.04
2
WEIR
0.00
0
00:00
0.00
4
WEIR
0.00
0
00:00
0.00
SWMM 5.1
238
Page 1
EAST AREA - NORTH BASIN
PON D E2
N4 J70
CN2
C64 JN2
JOUT
Pelican Lakes PUD - East Area - North Basin -Developed
Subcatchment Runoff Summary
Subcatchment
Total
Precip
in
Total
Runon
in
Total
in
Total
Infil
Total
Runoff
Total
Runoff
10^6
Peak
Runoff
CFS
Runoff
Evap
in
in
gal
Coeff
N1
4.63
0.00
0.00
3.32
1.34
0.14
11.33
0.288
N5
4.63
0.00
0.00
3.34
1.31
0.13
9.43
0.282
N2
4.63
0.00
0.00
3.27
1.40
0.08
7.37
0.301
N3
4.63
0.00
0.00
3.20
1.49
0.09
10.60
0.321
N4
4.63
0.00
0.00
3.35
1.30
0.39
28.48
0.280
N6
4.63
0.00
0.00
3.29
1.37
0.45
37.67
0.295
N8
4.63
0.00
0.00
3.33
1.33
0.59
45.48
0.286
N7
4.63
0.00
0.00
3.34
1.32
0.31
23.47
0.284
SWMM 5.1
240
Page 1
Pelican Lakes PUD - East Area - North Basin -Developed
Storage Volume Summary
Storage
Unit
Average
Volume
Average
Percent
Full
Evap
Percent
Loss
Maximum
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Outflow
Exfil
Percent
Loss
Volume
Percent
Full
CFS
1000 ft3
1000 ft3
Volume
Volume
PONDE2
142.496
29
0
0
295.153
61
1
00:00
0.00
SWMM 5.1
241
Page 1
Pelican Lakes PUD - East Area - North Basin -Developed
Link Flow Summary
Link
Type
Maximum
Maximum
Day of
Maximum
Hour of
Maximum
Max
Full
Flow
/
Max
Full
Depth
/
Flowd
CFS
Velocity
ft/sec
Flow
Flow
CN
1
CONDUIT
11.33
0
12:07
2.22
0.13
0.46
CN1-2
CONDUIT
16.53
0
12:11
4.02
0.09
0.35
CN2
CONDUIT
9.25
0
12:08
1.03
0.02
0.19
Cl
CONDUIT
84.86
0
12:10
4.40
0.23
0.49
C2
CONDUIT
147.88
0
12:10
16.85
0.04
0.20
C62
CONDUIT
6.99
0
12:08
1.50
0.07
0.36
C63
CONDUIT
6.91
0
12:09
2.23
0.07
0.36
C64
CONDUIT
9.88
0
12:02
4.77
0.06
0.34
C65
CONDUIT
34.76
0
12:08
5.62
0.04
0.20
C66
CONDUIT
28.32
0
12:07
3.81
0.09
0.33
C67
CONDUIT
37.50
0
12:08
5.31
0.11
0.36
C69
CONDUIT
42.05
0
12:11
1.33
0.06
0.29
C71
CONDUIT
23.41
0
12:07
5.32
0.10
0.43
C72
CONDUIT
23.25
0
12:08
3.83
0.18
0.52
C77
CONDUIT
5.77
0
12:16
0.50
0.04
0.14
C78
CONDUIT
8.63
0
12:13
2.88
0.07
0.37
E2
0.00
0
00:00
0.00
WEIR
SWMM 5.1
242
Page 1
.0
EXITING
CONDITIONS
SUBBASIN
DESIGN
POINT
SUBBASIN
AREA
(AC)
BASIN
RUNOFF
(CFS)
10yr
BASIN
RUNOFF
(CFS)
100yr
TRIBUTARY
AREA
TOTAL
(AC)
TOTAL
RUNOFF
(CFS)
10yr
TOTAL
RUNOFF
(CFS)
100yr
ON1
DP
ON1
24.2
234
307
OW1
DP
OW1
48
2.9
41
OW2
DP
OW2
182
5.9
93
OW3
DP
OW3
66
2.3
45
OW4
DP
OW4
81
2.6
42
OW5
DP
OW5
591
19.0
284
OW6
DP
OW6
5.4
93
174
OS1
DP
OS1
6.6
140
187
OS2
DP
OS2
23
1.0
8
H1
H1
666
19.2
521
541
1107
24.7
DP
H2
DP
H2
63
2.2
47
H3
H3
35
1.1
43
DP
H4
H4
258
210
7.9
DP
H5
H5
30
2.0
33
DP
H6
DP
H6
39
1.3
47
5
0.2
5
H7
H7
DP
H8
DP
H8
128
189
750
7.9
272
7.9
H9
H9
99
3.0
42
861
15.2
290
DP
H10
H10
90
3.2
98
681
15.8
277
DP
H11
DP
H11
39
1.1
33
900
14.0
269
H12
DP
H12
81
2.4
23
981
12.8
238
H13
H13
26
1.1
37
DP
H14
DP
H14
51
1.5
29
H15
H15
625
51.6
2127
49.7
765
1475
DP
H16
H16
28
1.1
16
DP
22
1.0
28
H17
H17
DP
H18
H18
45
2.1
24
DP
H19
H19
134
4.1
122
DP
DRAWN FOR
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SUBBASIN NAME
XDP-2
SUBBASIN AREA
(IN ACRES)
BASIN LABEL
DESIGN POINT
FLOW DIRECTION
IN IN Tc PATH
DEVELOPED CONDITIONS - RATIONAL METHOD
SUBBASIN
OW4
OW5
OW6
W1
W1 a
W1 b
W2
W2a
W3
W3a
W3b
W4
Pond1
W5
W6a
W6b
W6
W7
W8a
W8
W9
W10
W11
W12
W13a
W13
W14
W15
Pon d4
W16
S1
S2
POND S1
S3
S4
S5
$6
POND S2
58
S9
510
511
S12
S13
514
515
S16
S17
POND S3
518
S19
S20
S21
S22
S23
POND S4
U1
DESIGN
POINT
DP OW4
DP OW5
DP 0W6
DP W1
DP 1
DP 1
DP W2
DP 2
DP W3
DP 3
DP 4
DP W4
DP W4
DP W5
DP 6a
DP 6b
DP W6
DP W7
DP 8
DP W8
DP W9
DP W10
DP W11
DP W12
DP H15
DP W13
DP W14
DP W15
DP W13
DP W16
DP S1
DP S2
DP S2
DP S3
DP S4
DP S5
DP $6
DP $6
DP S8
DP S9
DP S1O
DP 511
DP S12
DP S13
DP S14
DP S15
DP S16
DP S17
DP 517
DP 518
DP 519
DP S20
DP S21
DP S22
DP S23
DP S20
DP U1
SUBBASIN
AREA (AC)
81
591
174
10.5
5.80
8.34
32.1
4.91
16.5
26.7
0.98
50.6
827.9
36.2
23.9
4.69
11.32
6.40
0.73
23.40
4.03
19.3
3.94
3.18
4.99
8.70
176.67
4.66
307.96
2.25
30.06
24.41
230.64
6.33
21.45
7.63
22.68
58.09
0.75
6.98
12.83
11.22
22.01
72.94
20.02
23.77
2.91
27.46
74.16
13.37
72.12
64.27
7.10
16.64
7.98
308.21
2.36
COMPOSITE
C10
0.07
0.07
a07
0.20
0.20
0.20
0.12
0.17
0.20
0.20
0.20
0.13
0.17
0.14
0.20
0.20
0.20
0.25
0.20
0.20
0.20
0.15
0.19
0.19
0.10
0.13
0.07
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
COMPOSITE
C100
0.22
0.22
0.22
0.33
0.33
0.33
0.26
0.30
0.33
0.33
0.33
0.27
0.30
0.28
0.33
0.33
0.33
0.37
0.33
0.33
0.33
0.29
0.32
0.32
0.25
0.27
0.22
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
0.33
BASIN 10yr
RUNOFF
(CFS)
6.54
29.6
12.8
6.87
3.36
4.89
9.42
2.24
10.38
15.18
0.79
17.91
49.43
16.06
1 a28
2.96
7.23
4.09
0.66
15.24
2.63
11.51
1.99
1.98
3.18
2.44
48.21
a93
53.61
1.59
15.57
14.42
24.03
4.01
10.48
4.88
12.60
28.39
0.52
4.72
7.55
6.93
12.60
34.69
10.27
13.24
1.80
14.96
30.69
8.58
30.41
28.58
4.60
9.59
4.65
74.20
1.67
BASIN 100yr
RUNOFF
(CFS)
39.80
179.73
77.99
21.79
10.66
15.51
40.75
7.84
32.93
48.17
2.50
72.83
257.71
56.33
39.31
9.40
22.95
12.99
1.87
48.38
8.34
36.53
7.34
6.54
10.35
11.34
194.28
5.65
195.38
5.05
49.40
45.75
112.12
12.74
33.27
15.49
39.98
90.11
1.65
14.98
23.96
22.00
40.00
110.10
32.61
42.03
5.70
47.47
97.41
27.22
96.51
90.70
14.60
30.45
14.77
235.49
5.31
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LEGEND
XDP-2
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--
____e BASIN BOUNDARY
SUBBASIN NAME
SUBBASIN AREA
(IN ACRES)
BASIN LABEL
DESIGN POINT
FLOW DIRECTION
- - Tc PATH
PEL
RATIONAL
DEVELOPED
CONDITIONS
-
METHOD
SUBBASIN
DESIGN
PINT
SUBBASIN
AREA
(AC)
COMPOSITE
C10
COMPOSITE
C100
BASIN
RUNOFF
(CFS)
10yr
BASIN
RUNOFF
(CFS)
100yr
N1
DP
N1
3.89
0.20
0.33
8.69
2.74
N2
DP
N2
2.12
0.20
0.33
1.47
4.67
N3
DP
N3
2.21
0.20
0.33
5.51
1.73
N4
DP
N4
0.20
0.33
22.49
7.09
10.97
N5
DP
N5
3.53
0.19
0.32
2.40
7.61
N6
DP
N6
12.06
0.20
0.33
7.14
22.67
8.64
0.20
0.33
5.68
18.02
N7
DP
N7
N8
DP
NB
16.29
0.20
0.33
10.25
32.54
PONDE2
DP
NB
0.20
0.33
22.90
72.69
59.71
S1
DP
Si
16.99
0.15
0.29
9.98
31.69
S2
DP
S2
2.62
0.20
0.33
5.52
1.74
S3
DP
S3
8.84
0.20
0.33
5.65
17.93
S4
DP
S4
30.26
0.15
0.28
19.41
61.61
PONDE1
DP
S4
0.31
23.43
76.76
77.90
0.17
OFFSITE
Fl
DP
Fl
12.34
0.15
0.29
5.45
20.14
F2
DP
F2
6.86
0.15
0.29
3.62
13.37
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THE CONTRACTOR IS TO VERIFY LOCATION AND GRADE OF
ALL EXISTING UTILITIES IN THE VICINITY PRIOR TO BEGINEEING
ANY WORK. THE CONTRACTOR SHALL COORDINATE AND
PROVIDE FOR THE PROTECTION OF CONFLICTING UTILITIES.
THE ENGINEER AND/OR OWNER ASSUMES NO RESPONSIBILITY
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