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Comprehensive Urbanized Area Stormwater Master Plan - Volume 1OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED
AREA STORMWATER
MASTER PLAN
VOLUME 1
MAY 2007
CAS PROJECT No. 00-0903-146
PREPARED BY
Corporate Office: Branch Offices:
1000 W. McNab Road Wellington
Pompano Beach, FL 33069 Canal Point
Tel : (954) 782-8222
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OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
SECTION 1
ENGINEER'S NARRATIVE
TABLE OF CONTENTS
1_0 EXECUTIVE SUMMARY 1
1.1
BACKGROUND 2
1.2
PROPOSITION OF SOLUTION 3
1.3
EXTENT OF MASTER PLAN 4
2.0
DATA COMPILATION 6
2.1
INTENT OF OUTREACH SURVEY 6
2.2
QUESTION DEVELOPMENT 7
2.3
OUTREACH SURVEY DISTRIBUTION 7
2.4
RESULTS 8
3.0 PROBLEM AREA IDENTIFICATION 10
3.1
3.2
3.3
THE "SOUTHWEST CORRIDOR"
FOUR SEASONS
A DESIGNATED "GENERAL" REGION
10
12
13
4.0 MODELING SOFTWARE FOR WATER QUALITY AND WATER QUANTITY 14
4.1
4.2
4.3
WATER QUALITY SUMMARY
WATER QUANTITY SUMMARY
WATER QUANTITY MODEL (PRE & POST)
15
18
18
5.0 DEVELOPMENT & EVALUATION OF ALTERNATIVES 26
6.0 CONCEPTUAL PLAN/PRELInIINARY DESIGN 33
7.0 BOARD OF COUNTY COMMISSIONERS 34
8.0 PERMITTING AND EASEMENT IDENTIFICATION 34
8.1
8.2
PERMITTING
EASEMENT IDENTIFICATION
34
35
9.0 FUNDING ANALYSIS 36
10.0 PLANNING/RECOMMENDATIONS 74
Craig A. Smith & Associates q
September 4, 2007
UST OF ABLIF-S
TABLE 1: HYDROLOGIC INPUT DATA...................................................................................22
TABLE 2: COMPARISON MATRIX.........................................................................................62
TABLE 3: POTENTIAL USE OF FUNDS..........................................................................63
TABLE 4: ERU CALCULATION............................................................................................65
TABLE 5: IMPACT OF RATE STRUCTURE ALTERNATIVES.........................................67
TABLE 6: FUTURE PROPOSED BUDGET......................................................................68
TABLE 7: FUTURE PROPOSED BUDGET......................................................................69
Craig A. Smith & Associates
September 4, 2007
LIST OF FIGURES
FIGURE 1 : RCC- FLOW VS. TIME CURVE 25
FIGURE 2: 25-YR, 3-DAY PRE & POST STAGE @ SW 28TH ST & SW 7TH AVENUE 27
FIGURE 3: 10-YR, 3-DAY PRE & POST STAGE @ SW 28TH ST & SW 7TH AVENUE 28
FIGURE 4: 5-YR, 1-DAY PRE & POST STAGE @ SW 28TH ST & SW 7TH AVENUE 28
FIGURE 5: 25-YR, 3-DAY PRE & POST STAGE @ SW 32ND ST & SW 7TH AVENUE 29
FIGURE 6: 10-YR, 3-DAY PRE & POST STAGE @ SW 32ND ST & SW 7TH AVENUE 29
FIGURE 7: 5-YR, 1-DAY PRE & POST STAGE @ SW 32ND ST & SW 7TH AVENUE 30
FIGURE 8: 25-YR, 3-DAY PRE & POST STAGES @ NORTH LAKE BUSINESS PARK AREA 30
FIGURE 9: 10-YR, 3-DAY PRE & POST STAGES @ NORTH LAKE BUSINESS PARK AREA 31
FIGURE 10: 5-YR, 1-DAY PRE & POST STAGES @ NORTH LAKE BUSINESS PARK AREA 31
FIGURE 11: EXAMPLE EASEMENT SCHEMATIC
99
Craig A. Smith & Associates
September 4, 2007
1.0 Executive Summary
The Okeechobee County Board of County Commissioners (BOCC) has recognized the
deficiencies and consequent needs of the County and the public at large with regard to
stormwater and ensuing drainage issues that have arisen over the years. The
Commissioners subsequently requested that a Stormwater Master Plan (Plan) be put
together in order to identify the deficiencies of the current system and to outline
suggested requirements to improve the drainage systems in order to meet current
standards and alleviate flooding within the County -wide area.
The Commissioners took steps to insure stormwater improvements by directing Craig A.
Smith & Associates (CAS) to prepare a Stormwater Master Plan. Areas of immediate
concern were determined and a stormwater design criteria was established whereby
existing conditions within the County could be evaluated and conceptual engineering
designs could be completed.
Survey base maps were prepared with available survey data (supplemented with
additional survey data by CAS) permit data research, and infrastructure data gathering
within the County targeted areas and within City of Okeechobee targeted areas.
Drainage basins were identified and conceptual analyses were performed on existing
and proposed systems. Upon determination of stormwater solutions, based on
established regulatory criteria, current competitive unit prices were utilized to prepare
opinions of cost for each of the targeted areas.
Estimated opinions of costs for these areas are anticipated to be between $51.8M and
$55.2M. The difference in the two costs is illustrated' in this Plan. There are two areas
that have two possible options each. Both areas have an option to discharge via a
gravity system or a pumped system. The construction costs include land acquisition at
an assumed average unit price of $50,000.00 per acre. However, land acquisitions will
be negotiated in accordance with fair market value assessments. It is also important to
1 See Exhibits PIA, P1B, P5, & P6
Craig A. Smith & Associates 1
September 4, 2007
note that depth of implementation is a factor to be solely decided by the BOCC in
accordance to the level of annual funding the County deems feasible for the outlined
capital improvements.
This report identifies funding mechanisms, including a stormwater utility, that can be
utilized by the County and City, in part or a combination thereof, to meet financial goals
on a long term or continuous basis. Through these funding sources the County and the
City have an opportunity to help alleviate their stormwater needs with an immediate
impact in the present or as a long-term goal for the future. With the Plan in place, the
County and City have a tool with which to implement a long-term plan of action and
obtain funding. In addition, it should be noted that the Plan is a living document that can
be amended or updated the City or County chooses.
1.1 Background
Okeechobee County is one of the few remaining rural counties in peninsular Florida and
encompasses over 774 square miles in area with a permanent population nearing
40,000. The rural description may soon no longer apply as the pace of development has
been increasing. The more densely populated City, covering approximately 5 square
miles, has seen its population increase to nearly 6,000 permanent residents. Both the
City and the County have significant seasonal population increases, as is common
throughout Florida. Fueled in large part by migration from coastal Florida, the
landscapes of both the County and City of Okeechobee are on the verge of significant
change.
Noting a variety of factors, including the coastal migration, the availability and relative
affordability of land and housing, a pleasant climate and an enviable quality of life, it is
anticipated that the population and rate of growth in the City and County will continue to
increase. Development pressure will be strong and sustained over the next several
decades. Along with the growth have come growing pains, including the realization that
some of the existing infrastructure will not be sufficient to provide for the short term and
longer term needs of the County. Some existing deficiencies in the City and County
Craig A. Smith & Associates 2
September 4, 2007
stormwater management systems have already been identified and brought to the
attention of all during the severe weather events of the last several years.
A point to be made is that the US Army Corps of Engineers, in its March 12, 19632
General Design Memorandum discussing the Lake Okeechobee Northeast Shore Area,
projected that the land use pattern in Okeechobee County in 20103 would remain
predominantly agricultural with very little urbanization. It can now be seen that the
present day does not reflect what was projected more than 40 years ago. The City and
County expect to do a better job of preparing for the impacts over the next 40 years.
The City and County wish to maintain the quality of life and the essence of their rural
characters while providing a higher level of infrastructure to support the inevitable
residential, commercial and industrial development. Correcting existing deficiencies
while providing the framework for future improvements and the proper guidance for new
development is of paramount importance. Also of significant importance are the
preservation and enhancement of the natural environment while accommodating the
growth and changing landscape that have already begun.
With past and current deficiencies in mind, the City and County have initiated plans to
provide a better stormwater management system for the next generation. It is the goal
of the City and County to better address the quality and quantity of stormwater runoff, to
better protect the natural environment, to better serve the investment in the County and
to better protect the residents of the County.
1.2 Proposition of Solution
Preliminary research has concluded that in order to achieve the previously mentioned
goals of land utility maximization with regard to current residential and commercial
needs in addition to the allowance of additional growth, a Stormwater Master Plan is
essential to ensuring that these goals are met. The ultimate goal is to augment and
2 See Exhibit E1 — US ACOE 1963 Land Use Map
3 See Exhibit E2 — US ACOE 2010 projected Land Use Map
Craig A. Smith & Associates 3
September 4, 2007
support areas in which pre-existing stormwater infrastructure and management
procedures are in place and to construct stormwater improvements that will benefit the
City and County equitably in areas of need.
1.3 Extent of Master Plan
In order to maximize the efficiency of the study, the scope of the geographical area was
focused on the southern -most developed region of the County and includes the City of
Okeechobee. Intentionally, these boundaries were selected due largely in part to their
increased flooding tendencies. A large portion of stormwater issues fall
disproportionately on the outlined region as would be expected due to its development.
Causes of flooding are the direct result of undersized or underperforming drainage
systems, unmaintained flowways, the close proximity of the region to Lake Okeechobee
and its potential to inundate low lying lands, a high potential for growth within non -
engineered subdivisions and the existing stormwater removal capacity of the South
Florida Water Management District's (District) system. All in all, the environmental
demands placed upon areas in which substantive growth is underway have
continuously given way to socio-ecological clashes. In this instance, increased storm
runoff is often the inevitable result of such coexistence in which growth has not been
sufficiently planned for in advance.
Following the hurricanes of 2004 and 2005 along with year-round storms, Okeechobee
County in conjunction with the District determined that a Stormwater Master Plan which
would initially focus on the most distressed areas should be developed. Said plan aims
to provide for a road map into the future to enhance the water resources of the County
and better the quality of the Lake. Funding for this project was made possible by a
Cooperative Agreement No. OT0601187 between the County and the District. Every
effort to include the City of Okeechobee in this study is utilized. CAS is familiar with
many of the designated flood prone areas under consideration due to its long-standing
professional association with the County.
Craig A. Smith & Associates 4
September 4, 2007
The primary objective of the plan is to identify and determine corrective and
preventative actions required to resolve existing flooding conditions, to prioritize the
target areas, to develop water quality solutions, and to develop cost estimates for
present and future strategic planning. This is accomplished by utilizing Best
Management Practices (BMP) and engineering design principles for the development of
new retrofitted stormwater systems which address water quality and water quantity
concerns to the maximum extent possible.
Current Federal, State, and County regulations and legislation (e.g. Northern
Everglades and Estuary Act) have increased the need to create an overall Plan to
address both the quantity and quality of runoff that is conveyed through gravity systems
with ultimate discharge into nearby water bodies such as Lake Okeechobee. With
current concerns for stormwater and environmental protection, municipalities are now
finding themselves required to implement plans that preserve the water resources of the
County and State by reducing off -site discharge, increasing water quality treatment, and
enhancing groundwater recharge.4
Specifically, the Environmental Protection Agency (EPA) passed legislation as part of
the Water Quality Act of 1987 in the final rule of the National Pollutant Discharge
Elimination System (NPDES) Permit Regulations for Stormwater Discharges published
in the November 16, 1990 Federal Register which required municipalities to obtain
permits and provide and implement a plan to reduce pollutant loading from stormwater
discharges. A second phase to the NPDES Permit is currently being regulated. On a
local level, the stormwater discharges directly affect such pivotal issues as quality of
groundwater recharge, primary waterways, and natural resources.
The purpose of the Plan is to inventory existing systems within the study area, evaluate
needed stormwater conveyance systems, and recommend future improvements (as
needed) to the existing stormwater management infrastructure within the City/County
4 It should be noted that most rural areas are currently facing such issues as flood plain restoration and protection.
Craig A. Smith & Associates 5
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parameters; it should be noted that caution should also be taken in evaluating storage.
This Plan is to serve as a tool to help the governing bodies manage its stormwater
facilities effectively. By reducing unplanned off -site discharges, increasing water quality
treatment techniques, and properly maintaining existing and proposed drainage
networks, the City/County, through this study, can implement an efficient stormwater
system that provides relief for critically flood -prone areas throughout the community in
addition to allowing for extensive growth to take hold in the area in the near or distant
future. The implementation of The Plan is to be used as a systematic approach to
achieving these goals within the budgetary constraints of the project.
2.0 Data Compilation
Within the master plan boundaries, infrastructure information obtained from Tradewinds
Professional Services, Inc. (TPS) via the previous HDR Engineering Inc. Stormwater
Master Plan update was combined with infrastructure data obtained by CAS. Survey
information obtained by TPS under the guidance of the HDR master plan update was
utilized for water quantity analysis. For modeling input, missing channel sections were
surveyed for SW 7t", SW 26t", and SW 32nd Avenues flowways including culvert
crossings and combined with the survey data obtained by TPS. Additional channel
survey data was obtained for a County ditch immediately upstream of the L-62 Canal
and for the Airport ditch. Existing District permit information was obtained and
mapped5. In the absence of available contour map data, USGS Quadrangle Maps were
combined to create the requested Condensed Topographic Contour Map6. In addition,
public involvement was included in the data collection process through a public
workshop and community outreach survey described in further detail below.
2.1 � Intent of Outreach Survey
The Planning Team for the Stormwater Study wished to collect data from the general
public regarding the drainage issues in Okeechobee County and their reaction to
5 See Exhibit J for DISTRICT Permitted Site Map
6 See Exhibit G for USGS Condensed Topographic Map
Craig A. Smith & Associates 6
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potential solutions. One public workshop was conducted at the onset of the Plan.
Another public workshop will be planned prior to final plan adoption. In addition, a
survey was given wide distribution for all residents of the County.
The survey was intended to convey the thoughts of the general public regarding
drainage issues. The public was asked questions about the severity of the problems
and other questions regarding solutions. This survey was not intended to be a
referendum regarding any issue, but rather an opportunity for the public to have input.
2.2 Question Development
The development of the survey instrument was a collaborative effort among all of the
Planning Team. The first step was to determine the information required by the
technical team members and to gain an insight regarding the potential Stormwater Fee
issue. The survey was kept short to elicit more response from the public. The original
version of the survey instrument was reviewed by the Administration and elected
officials of Okeechobee County and the City of Okeechobee. Every effort was made to
incorporate all concerns of the parties impacted by the issue.
2.3 Outreach Survey Distribution
The Planning Team attempted to distribute the survey in a manner that gave the widest
opportunity for residents to provide input. Cooperation from the City of Okeechobee,
Okeechobee County and the South Florida Water Management District was vital to the
distribution efforts. The final distribution included the following:
• Public input meetings where residents were requested to complete the forms and
return them to the Planning Team
• The survey was placed in the newspaper for wider distribution
• A website was produced where residents could complete the survey
• Surveys were placed in various public places with a collection opportunity
Craig A. Smith & Associates 7
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The public was able to return their completed surveys to a Planning Team member,
through fax, in an e-mail or on the website.
2.4 Results
The completed surveys enabled the Planning Team to identify a variety of locations
where stormwater is a problem. The persons who completed the survey were also able
to offer their thoughts to the process and potential solutions.
There were several questions that led to important findings for the Planning Team.
These questions are:
Have you noticed a drainage problem?
RESPONSE
NUMBER
PERCENTAGE
Yes
74
94.8
No
3
3.9
No Answer
1
1.3
TOTAL
78
100.0
Result:
A vast majority of the respondents believe that drainage problems exist.
Place of residence:
LOCATION
NUMBER
PERCENTAGE
City
16
20.5
County
59
75.6
No Answer
3
3.9
TOTAL
78
100.0
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September 4, 2007
Result:
According to census data, the population of the City of Okeechobee is 14.2% of the
population of Okeechobee County.
Occurrence of Drainage problems':
OCCURENCE
NUMBER
PERCENTAGE
After a short rain of 1 hour (A)
12
15.4
After a short rain and an intense storm (A&C)
1
1.3
All rain events (A, B & C)
4
5.1
After a 2 hour rain event (B)
36
45.2
After a 2 hour rain and an intense storm (B & C)
6
7.7
Only after an intense storm (C)
15
19.2
No Answer
4
5.1
TOTAL
78
100.0
Result:
Most of the problems are observed during storm events with durations greater than or
equal to 2 hours.
Would you be willing to pay a fee to address stormwater issues?
RESPONSE
NUMBER
PERCENTAGE
Yes
38
48.7
No
29
37.2
No Answer
11
14.1
TOTAL
78
100.0
Result:
See Exhibit K for Questionnaire Location Map
Craig A. Smith & Associates 9
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The responses indicate that the general public is likely to be receptive to a Stormwater
Fee.
3.0 Problem Area Identification
Within the designated area$, three targeted areas9 were selected in order to capture a
confident assessment of the regional needs at large. Having compiled all available
information within the County targeted areas and within City of Okeechobee targeted
areas, drainage basins were identified and conceptual analysis were performed on
existing and proposed systems. These areas have been labeled as:
3.1 The "Southwest Corridor"
It should be noted that this "Southwest Corridor" has faced the most flooding problems
of the three sub regions. This area is approximately 4,800 acres in size and is located
west of US Highway 441 and south of the SEC Railroad. This area also falls within the
District's basin limits of the S-133 Pump station. In the Plan, four major flowways within
this section of the County were identified. They are known as Whidden, Ferrell (City
Limits), Wolf, and the FDOT flowways and are also known as SW 7t", SW 161" (NW
121"), SW 261", and SW 32"d Avenue ditches. For the purposes of this report, three
systems of conveyance will be defined as follows; primary, secondary, and tertiary
systems. Primary conveyance systems are those operated by the District and/or ACOE
such as the Rim Canal, secondary systems are those County and City flowways which
discharge into the primary systems, and tertiary systems are those systems with the
ability to collect and bring water to the secondary systems via roadside swales, catch
basins, and culverts.
The Southwest Corridor is primarily controlled by the Rim Canal elevations and S-133
Pump Station. The S-133 Pump Station serves a 40 square -mile area in the southern
8 See Exhibit A for Comprehensive Stormwater Master Plan Project Area.
9 See Exhibit N for Targeted Areas
Craig A. Smith & Associates 10
September 4, 2007
region of Okeechobee County per the District's Technical Publication of April 1992
(DRE-313). This station is the primary flood control structure for this basin and can
remove 0.58" of runoff from the area in a day. It is turned on when headwater stage
reaches 14.0' NGVD and is turned off when it declines to 13.0" NGVD. Highest
headwater recorded to date was 18.0' NGVD (3/10/83). Other structures within the
basin such as the S-193 and G-106 exist to provide access for boats to pass between
Lake Okeechobee and Taylor Creek and to transfer water from Taylor Creek to the
lower reaches of Mosquito Creek to improve water quality, respectively.
The SW 7th Avenue flowway limits are between SW 2nd Street and SR 78 and is
approximately 3.25 miles long. The flowway serves the most urbanized areas of the
County and City west of US Highway 441 including a stretch of US Highway 441.
Structure and roadway flooding has been reported in these areas north of SW 32nd
Street.
The SW 16th Avenue flowway limits are between NW 7th Court and about 2/10th of a
mile south of NW 44th Lane where it then takes a western turn and connects to the SW
26th Avenue flowway. Note that within the City limits, SW 16th Avenue is identified as
NW 12th Avenue and the flowway is identified as "City Limits Ditch."
The SW 26th Avenue flowway limits are between 3/10th of a mile north of SW 16th Street
(Old Dixie) and Lemkin Creek and is approximately 3 miles long. The SW 32nd Avenue
flowway limits are between SW 8th Street and Lemkin Creek and is about 2.75 miles
long.
The apparent contributing drainage areas of these secondary conveyances consist of
non -engineered platted subdivisions, undeveloped parcels, and a few stormwater
engineered developments. The majority of the drainage systems consist of roadside
swales and driveway culvert systems. While roadside swales typically provide
adequate stormwater conveyance and water quality treatment for a road right-of-way,
they are not adequate to serve the areas outside the right-of-way. Additionally,
Craig A. Smith & Associates 11
September 4, 2007
impediments are sometimes created with undersized driveway culverts. The latter and
the lack of surface water storage are the primary reasons for flooding in the area.
Impediments or inefficiencies are also created when discharge culverts are improperly
installed. Culverts installed one foot above ditch bottoms will not realize full flow
capacity until conditions are severe enough to create full flow capacity.
3.2 Four Seasons
This northeastern region of the study area, comprising roughly 1,174 acres, is a largely
residential development with some commercial areas. Four Seasons is an un-platted,
subdivided, and non -engineered community. Challenges to the Plan for this area are
created by the fact that some of the existing natural or man-made conveyances are
located on private property such as Center Street ditch. In addition to flooding
concerns, untreated runoff is discharged to the Lake via Mosquito Creek and its
tributaries.
Four Seasons is primarily located within the District's C-59 (Taylor Creek -Nubbin
Slough) Basin. Per the District's Technical Publication of November 1988, the C-59
Basin is approximately 187.9 square -miles in area lying in Okeechobee County (159.8
sq-mi.), St. Lucie County (9.4 sq-mi), and Martin County (18.7 sq-mi). There are three
control structures regulating flow in the C-59 Basin: S-191, S-192, and the previously
mentioned G-106. S-191 is a gated spillway located at the outlet of the C-59 Canal to
Lake Okeechobee. The structure's function is to maintain optimum stages upstream in
the C-59 Canal and in the L63N and L63S Canals and to prevent a hurricane tide on
Lake Okeechobee from entering the C-59 Basin. The structure is operated to maintain
a headwater stage of 19.0' NGVD and has a recorded peak stage of 23.08' NGVD
(7/18/74). S-192 is a gated culvert and pump station located in L63N at the point the
levee crosses Taylor Creek. The structure functions as a divide between the C-59
Basin and the S-133 Basin. The gates may be open to divert flows from Upper Taylor
Creek and the L63N canal to Lower Taylor Creek to facilitate maintenance on the L63N
Canal. The gates may also be opened to augment flows in lower Taylor Creek to
Craig A. Smith & Associates 12
September 4, 2007
mitigate, by the effects of the stagnant water conditions that occurs in the lower portion
of Taylor Creek.
Four Seasons is primarily a non -engineered subdivision and is served by passive
roadside swale systems, sloughs that are tributary to Mosquito Creek, and man-made
canals (Center Street ditch) and culvert crossings. At the time of this writing, there are
two developments within 1,173 acre area that were issued permits from the District to
date and cover less than 40 acres. They are Cedar Cove II and Tall Pine Estates (f.k.a.
Armstrong Subdivision).
A flood control study of Four Seasons was performed by Briley, Wilds & Associates in
December 1991 under DISTRICT Contract No. SF 91058-3 R. Based on the Briley
Wilds study, storm runoff from about 1,300 acres east of NE 80t" Avenue impacts Four
Seasons. The impact is created when the storm runoff from this off -site area is trying to
flow to Mosquito Creek via Four Seasons. The study determined existing peak flood
stages and the improvements needed to alleviate the on -going flooding. The high costs
of the recommended improvements and lack of funding prevented the County from
going forward with the improvements. The study also considered detention ponds for
water quality treatment but was not required to analyze the flood protection benefits that
detention ponds would bring. Similar to the Southwest Corridor, the majority of the
drainage systems consist of roadside swales and driveway culvert systems. While
roadside swales typically provide adequate stormwater conveyance and water quality
treatment for a road right-of-way, they are not adequate to serve the areas outside the
right-of-way. Additionally, impediments are created with undersized driveway culverts.
The latter and the lack of surface water storage combined with continued development
near the tributaries sloughs are the primary reasons for flooding in the area.
3.3 A Designated "General" Region
For lack of a better name, the "General" Region comprises the northern limits of the
study area and includes areas within the Taylor Creek and S-154 Basins. The divide
Craig A. Smith & Associates 13
September 4, 2007
between the two District basins occurs about '/4 mile east of SR 9810 with the limits of
the S-154 Basin covering the Okeechobee County Airport, the Okeechobee County
Airport Industrial Park, and about 2/3 of the Basswood Subdivision. CAS observed that
while a hydraulic connection exists by way of 3-54" diameter RCP under SR 98 that
would justify the inclusion of these areas to be in the S-154 Basin, portions of
Basswood, and all of the airport and Industrial Park discharge into Taylor Creek via the
airport and US Highway 441 ditch system. East of SR 98 this General Region includes
US Highway 441, Basswood, and "City of Okeechobee Lots" non -engineered platted
subdivisions. The airport and the Industrial Park have District permits and their systems
are operational. Other areas include large undeveloped parcels or unplatted tracts of
lands. West of SR 98 this General Region includes Royal Concrete Concepts
(permitted and currently under construction), El Mira Sol, Okeechobee Parks, and
Playland Park subdivisions as well as undeveloped parcels or unplatted tracts of lands.
Flooding in Basswood was reported in the outreach survey and culvert blowouts have
occurred east of US Highway 441 within the primary outfall ditch. Similar to the other
areas, the majority of the drainage systems consist of roadside swales and driveway
culvert systems. While roadside swales typically provide adequate stormwater
conveyance and water quality treatment for a road right-of-way, they are not adequate
to serve the areas outside the right-of-way. Additionally, impediments are sometimes
created with undersized driveway culverts. The latter and the lack of surface water
storage are the primary reasons for flooding in the area.
4.0 Modeling Software for Water Quality and Water Quantity
Per Task 4 of the contract, the intent of this task is to identify and utilize an appropriate
existing hydrologic hydraulic model capable of simulating the existing project area
features and alternative water management strategies. Model calibration and
verification will be accomplished if sufficient data exists. The modeling program chosen
should also be able to simulate water quality processes, and reuse of prior assembled
io See Exhibit C
Craig A. Smith & Associates 14
September 4, 2007
data (as much as possible); moreover, water quality modeling may be accomplished in
separate modeling software, typically acceptable to the District or State agencies.
4.1 Water Quality Summary
This section provides a summary of the water quality modeling. Details on the water
quality modeling and supporting information can be located in Volume II of the Master
Plan.
The GLEAMS model was used to simulate storm water discharge for Four Seasons and
Okeechobee Southwest Corridor problem areas in Okeechobee County, Florida. The
50-yr (1931-80) daily precipitation record from Avon Park, Florida was selected for
model applications since greater runoff events occurred during that period compared
with that for 1956-2005. The 75-yr (1931-2005) record was used for frequency
analyses to estimate 1-, 2-, and 3-day storm water discharge for 5-, 10-, 25-, 50-, and
100-yr recurrence intervals. A long-term record is needed to make valid frequency
analyses for storm water discharge rates and volumes. The 75-yr Avon Park improves
the estimates for 50-yr and 100-yr events. Avon Park is in the same climatic region. A
climate generator, such as CLIGEN, could have been used to generate a long-term
record, but it was considered better to use the long-term record at Avon Park, which is
physically measured data. Stations closer to Okeechobee such as Okeechobee
Hurricane gate 6 was terminated in the 1970's. The record at Fort Drum is short term
and other readily available records are also short term.
Model simulations were made for residential and agricultural land uses in Four Seasons
and Okeechobee Southwest Corridor problem areas. Average annual storm water,
return flow, and total stream flow were estimated to determine water volumes to be
considered in proposed storm water treatment areas (STA's) and/or drainage canals.
Total nitrogen and total phosphorus loads were determined for each sub -basin source in
the problem areas. Unit masses of each element were calculated at sub -basin outlets,
Craig A. Smith & Associates 15
September 4, 2007
and estimates were made for losses in channel conveyance systems and STA's. These
estimates provide potential plant -nutrient loadings to Nubbin Slough, Mosquito Creek,
and Lemkin Creek.
Average -annual unit -area storm flow in Four Seasons ranged from 6.46 in/ac for
improved pasture to 9.65 in/ac for residential area. Average annual unit -area stream
flow (storm flow + return flow) ranged from 9.69 in/ac to 12.53 in/ac for the same land
uses. The 1-day 5-yr storm flow was 2.67 in/ac for improved pasture and the 100-yr
storm flow was 5.99 in/ac. The 1-day storm flow for residential areas ranged from 3.08
to 6.37 in/ac for the 5-yr and 100-yr recurrence, respectively.
Average -annual unit -area total -nitrogen (TN) losses in storm flow at Four Seasons
ranged from 2.82 to 4.78 Ibs/ac while the unit area losses in stream flow ranged from
3.19 to 5.23 Ibs/ac. Average annual unit area total phosphorus (TP) losses in storm
flow ranged from 0.08 to 2.56 Ibs/ac, and the losses in total stream flow was the same.
In the Okeechobee Southwest Corridor, average -annual unit -area storm flow ranged
from 5.89 in/ac for a basin with improved pasture sod farms to 12.87 in/ac for a
residential and municipal basin with relatively large impervious areas. The total stream
flow ranged from 8.48 to 15.12 in/ac for the same basins. The 1-day storm flow for the
agricultural basin was 2.51 in/ac for a 5-yr event and 5.52 in/ac for a 100-yr event. The
corresponding values for the residential/municipal basin was 3.43 in/ac and 6.88 in/ac
for the 5-yr and 100-year events, respectively.
In the Okeechobee Southwest Corridor, average annual unit area losses of TN in storm
flow ranged from 2.05 to 4.29 Ibs/ac, while that for total stream flow ranged from 2.29-
8.05 Ibs/ac. TP losses ranged from 0.08 to 2.56 Ibs/ac for both storm flow and total
stream flow.
Reductions of TN and TP in conveyance channels from literature were found to be
approximately 60% and 15%, respectively. Reductions of TN and TP in wet detention
Craig A. Smith & Associates 16
September 4, 2007
(STA's) were found to be 25% and 60% respectively. Total loads of TN and TP would
be 10,229 Ibs and 4,195 Ibs, respectively, with channel losses of 6,137 Ibs of TN and
629 Ibs of TP for flow from Four Seasons basins into existing and proposed STA's11
The estimated losses for wet detention in the STA's would be 1,023 Ibs for TN and
2,140 Ibs for TP. Thus, the estimated loads discharging from the STA's would be 3,069
Ibs of TN and 1,425 Ibs of TP. Similar conveyance reductions for off -site basins OD -OF
would be 689 Ibs and 70 Ibs for TN and TP, respectively, resulting in estimated loads
entering Mosquito Creek would be 460 Ibs TN and 403 Ibs TP.
In the Okeechobee Southwest Corridor, where all the drainage canal flow is proposed to
discharge into STA's or water management areas, the channel and wet detention
reductions resulted in TN loads from 18,407 Ibs to 5,522 lbs. Similar reductions for TP
reduced the total source loads from 3,827 Ibs to 1,301 Ibs.
11 Refer to Volume II of the Master Plan
Craig A. Smith & Associates 17
September 4, 2007
4.2 Water Quantity Summary
In order to effectively evaluate system performance from a flood control standpoint,
surface water management models of the targeted drainage areas were executed using
Streamline Technologies' Advanced Inter -Connected Pond Routing (ICPR) model
Version 3.0. ICPR is hydrodynamic numerical modeling software that approximates
solutions to many equations governing flows. ICPR is a FEMA and District accepted
modeling software for performing such analyses and is used by the majority of the
consulting community.
Pre- and Post -mitigation analyses otherwise known as Existing and Proposed
conditions were performed for the Southwest Corridor, Four Seasons, and the General
Region areas. Design storms of magnitudes of the 5-yr, 1-day, 10-yr, 3-day, and the
25-yr, 3-day were utilized in the modeling per Task 4. While the status is unknown at
this time, FEMA has undergone the remapping processes of the Flood Insurance Rate
Maps12 (FIRM) for the entire County. There are currently no FIRMs for the City of
Okeechobee and the remapping process will correct this omission. Since the future map
revisions extend beyond the Plan limits to include a revised 100-yr floodplain, the 100-
yr, 3-day design storm event was not analyzed except for zero discharge flood stages
for the Southwest Corridor and the General Region basins.
Flood benefits in the post -mitigation analyses were realized in terms of lowered peak
flood stages and lower flood durations. All model input and output data are attached to
this report. In the post -mitigation condition, the input file used in the pre -mitigation
condition was modified and noted to represent expected improvements for District
review.
4.3 Water Quantity Model (Pre & Post)
For the Southwest and General areas, simulations were executed for each design storm
event. Due to its large complexity and the need to manipulate model data, as allowed
12 See Exhibit F (Current Flood Zone Map)
Craig A. Smith & Associates 18
September 4, 2007
by the ICPR model, the Southwest Corridor model was broken up into sub -groups; SW
7t", SW 16/121", SW 26t", and SW 32nd groups. Basins were assigned to their
appropriate sub -group. Due to the relatively flat topography, overland flow was
assumed in some areas using best engineering judgment. Channel flood profiles were
developed representing instantaneous peak stages. One group (General) was used in
the simulation of the General Region area with similar modeling assumptions.
Through the Surface Water Improvement and Management (SWIM) Act and the Lake
Okeechobee Protection (LOP) Act, the District, has constructed Stormwater Treatment
Areas (STA) in an attempt to meet Total Maximum Daily Load limits for the requirement
of phosphorus load reductions to Lake Okeechobee. Relevant to the Four Seasons
Area is the Nubbin Slough STA, located about 3 miles south-southeast of Four
Seasons, and the concept to restore the amount storm runoff to the STA tributaries to
maximize/optimize treatment. This concept brought forward a feasibility study by PEER
Consultants under District Contract No. C-15983-WO 01-05. The recommendation from
the PEER study was to divert runoff from the intersection of NE 80t" Avenue and Center
Street ditch to the Nubbin Slough STA via the western and eastern branches of Nubbin
Slough. Due to the prescribed scope, flood benefits from the flow diversion of the
eastern branch were not analyzed. The intent of the current modeling effort was to
combine the recommendations of the past two studies and evaluate the water quantity
and water quality benefits. At the time of analyses, CAS performed these analyses
with the intent that diverting storm runoff from the Center Street ditch to the STA was
still desired by the District. A few minor modifications to the Briley Wilds study were
made but generally kept the same. This involved recreating the analysis of the Briley
Wilds & Associates study with the use of a detention pond, control structures, upsized
culverts, improved ditches, and the flow diversion concept derived from the PEER
study. The latter involved a different route to divert runoff but the concept remained
generally the same13. Since an earlier version of ICPR model was used at the time in
Briley Wilds study, the data was reviewed and recreated to run in the latest version of
ICPR Version 3.0.
13 See Exhibits 01 & 02
Craig A. Smith & Associates 19
September 4, 2007
With regards to modeling the improvements for the Southwest Corridor, the primary
focus was placed on downstream reservoir storage, upstream or intermediate detention
pond storage, and channel and culvert improvements. Any model input data or
simulation name prefixed by the term "PRO_" represents a proposed condition. Node
nomenclature was set up so that nodes prefixed by a numeral 7 such as node 7N01
represents node 1 in the "SW 7 AVE" group, nodes prefixed by numeral 16 such as
node 16N01 represents node 1 in the "SW 16/12 AVE" group, nodes prefixed by
numeral 26 such as node 26N01 represents node 1 in the "SW 26 AVE" group, and
nodes prefixed by numeral 32 such as node 32N01 represents node 1 in the "SW 32
AVE" group. Additionally, nodes prefixed by the letter G such as node GN05 represents
node 5 in the "GENERAL" group. All other nodal data were either imported from other
models or were created prior to establishing this naming convention.
Model assumptions for the targeted areas were made as follows and are shown in
Table 1:
Existing land use: Area assumptions were made with respect to building areas,
pavement/concrete areas and green areas for the model by visual observation or by
existing permit.
Time of concentration (Tc): Due to very limited survey data, broad based
assumptions were made for the Tc by applying methods for calculating times of
concentration as shown in the FDOT Drainage Manual (Figure 5-19) for municipal -
residential areas.
Peak Hydrograph Values: Undeveloped or unimproved parcels were assigned peak
hydrograph values of 200 using the model's Gamma function while other developed
parcels were assigned peak hydrograph values of 256.
Soil Conservation Service — Soil Storage/Curve Number (CN): For the purposes of
the curve number determination and modeling, flatwoods soil storage was chosen.
Craig A. Smith & Associates 20
September 4, 2007
Each basin was assigned an adjusted soil storage value that was based on the depth to
the water table and the basin's percent pervious coverage. The soil storage value is
then converted to a CN using SCS methods and entered in the model. The CN for each
basin are shown in the following table with their respective times of concentration.
Design storms: Design storms of magnitudes of the 5-yr, 1-day, 10-yr, 3-day, and the
25-yr, 3-day were utilized in the modeling per Task 4 having rainfall values of 4.5", 7",
and 9", respectively. Theoretical zero -discharge stages were also calculated for
analytical purposes and are shown in the attached spreadsheet calculations including
the 100-yr, 3-day design storm event.
Craig A. Smith & Associates 21
September 4, 2007
Table 1: Hydrologic Input Data
BASIN
NAME
GROUP
NODE
UNIT
HYDROGRPAH
HYDROGRAPH
PEAK FACTOR
TIME OF
CONCENTRATION
(MINUTES)
AREA
(AC)
CURVE
NUMBER
(SOIL
STORAGE)
COMMENTS
BASIN A
4 SEASONS
NA
Uh256
256.0
60.0
217.0
79.0
Hydrologic data was taken from the
December 1991 study produced by
BWA.
BASIN B
4 SEASONS
NB
Uh256
256.0
40.0
120.0
81.0
BASIN C
4 SEASONS
NC
Uh256
256.0
40.0
60.0
80.0
BASIN CC
4 SEASONS
NCC
Uh256
256.0
60.0
12.0
82.0
BASIN D
4 SEASONS
ND
Uh256
256.0
60.0
76.0
81.0
BASIN E
4 SEASONS
NE
Uh256
256.0
100.0
144.0
80.0
BASIN F
4 SEASONS
NF
Uh256
256.0
100.0
147.0
79.0
BASIN G
4 SEASONS
NG
Uh256
256.0
75.0
66.0
79.0
BASIN H
4 SEASONS
NH
Uh256
256.0
120.0
120.0
85.0
RAISED CN FROM 80 TO 85
BASIN 1
4 SEASONS
NI
Uh256
256.0
100.0
104.0
85.0
RAISED CN FROM 80 TO 85
BASIN J
4 SEASONS
NJ
Uh256
256.0
75.0
38.0
82.0
RAISED CN FROM 77 TO 82
BASIN JJ
4 SEASONS
NJJ
Uh256
256.0
10.0
3.9
85.0
RAISED CN FROM 80 TO 85
BASIN K
4 SEASONS
NK
Uh256
256.0
120.0
66.0
85.0
RAISED CN FROM 80 TO 85
BASIN OA
4 SEASONS
NOA
Uh256
256.0
150.0
190.0
80.0
BASIN OB
4 SEASONS
NOB
Uh256
256.0
200.0
254.0
79.0
BASIN OC
4 SEASONS
NOC
Uh256
256.0
430.0
578.0
79.0
BASIN OD
4 SEASONS
NOD
Uh256
256.0
120.0
99.0
80.0
BASIN OE
4 SEASONS
NOE
Uh256
256.0
150.0
109.0
1 79.0
BASIN OF
4 SEASONS
NOF
Uh256
256.0
60.0
49.0
80.0
BASIN 01
GENERAL
BASSWOOD
Uh256
256.0
226.0
1050.0
80.7
BASIN 02
GENERAL
AIRP_INUDSTRIAL
Uh256
256.0
229.0
139.8
72.1
BASIN 03
GENERAL
AIRPORT
Uh256
256.0
151.0
655.3
72.9
BASIN 04
GENERAL
GN04
Uh256
256.0
253.0
840.0
73.0
AREA NW OF ROYAL CONCRETE
CONCEPTS
BASIN 05
GENERAL
GN05
Uh256
256.0
66.0
95.7
82.3
AREA WEST OF US 98 & NORTH
OF ROYAL CONCRETE
CONCEPTS
BASIN 06
GENERAL
GN06
Uh256
256.0
194.0
683.5
68.2
AREA NORTH SR 70, SOUTH
SCRR, & WEST OF COUNTY
Craig A. Smith & Associates 22
September 4, 2007
CURVE
TIME OF
NUMBER
BASIN
UNIT
HYDROGRAPH
CONCENTRATION
AREA
(SOIL
NAME
GROUP
NODE
HYDROGRPAH
PEAK FACTOR
(MINUTES)
(AC)
STORAGE)
COMMENTS
DITCH
AREA SOUTH SR 70, NORTH &
BASIN 07
GENERAL
GN07
GAMMA
200.0
151.0
424.0
84.4
WEST OF L-62 CANAL
AREA SOUTH OF SCRR, WEST
OF US 98, EAST OF COUNTY
BASIN 08
GENERAL
GN08
Uh256
256.0
94.0
242.0
78.2
DITCH, & NORTH SR 70
AREA WEST OF SR 15, SOUTH
OF BASSWOOD, EAST OF
AIRPORT, & NORTH AIRPORT
DITCH. ACREAGE BEING
HANDLED BY FDOT SYSTEM
WAS REMOVED FROM THIS
BASIN 09
GENERAL
GN09
Uh256
256.0
91.0
301.8
67.9
AREA.
AREA SOUTH AIRPOT DITCH,
WEST OF SR 15, EAST OF US 98,
BASIN 10
GENERAL
GN10
Uh256
256.0
66.0
394.0
67.9
& NORTH OF SCRR
OUSLEY ESTATES & PALM
VILLAGE WERE COMBINED AS
ONE BASIN AS CONTROL
STRUCTURE IN PALM VILLAGE
COULD NOT BE LOCATED; PALM
VILLAGE WAS ASSUMED TO BE
CONTROLLED BY OUSLEY
BASIN 17C
SW 16/12 AVE
OUSLEY/P VLLG
Uh256
256.0
29.0
142.4
73.8
ESTATES STRUCTURE
BASIN 20
SW 16/12 AVE
N116
Uh256
256.0
151.0
324.0
73.0
BASIN 21
SW 16/12 AVE
N117
Uh256
256.0
74.0
105.3
82.0
BASIN 22
SW 16/12 AVE
N118
Uh256
256.0
72.7
320.0
83.0
CN & TC WERE MODIFIED TO
ACCOUNT FOR ADDITION OF 25
BASIN 23
SW 16/12 AVE
N119
Uh256
256.0
37.0
301.0
77.5
ACRE LAKE
BASIN 24
SW 16/12 AVE
N120
GAMMA
200.0
37.0
97.0
89.9
UNDEVELOPED AREA W/MINING
BASIN 25A
SW 16/12 AVE
N121
GAMMA
200.0
151.0
366.7
87.7
PITS
BASIN 25B
SW 26 AVE
EAGLE POINT SUB
Uh256
256.0
29.0
28.3
84.9
BASIN 27
SW 26 AVE
N123
Uh256
256.0
29.0
246.0
68.2
Craig A. Smith & Associates 23
Septemh.-- n, 2007
BASIN
NAME
GROUP
NODE
UNIT
HYDROGRPAH
HYDROGRAPH
PEAK FACTOR
TIME OF
CONCENTRATION
(MINUTES)
AREA
(AC)
CURVE
NUMBER
(SOIL
STORAGE)
COMMENTS
BASIN 32
SW 26 AVE
RESERVOIR
Uh256
256.0
15.0
311.0
97.0
RESERVOIR REPRESENTS LAND
CURRENTLY OWNED BY
DISTRICT & COUNTY (150 AC)
AND SURROUNDING PRIVATE
PROPERTY RECOMMENDED FOR
STORMWATER USE.
PRO BASIN 26
SW 26 AVE
N122
GAMMA
200.0
140.0 1
233.0
82.8
SUBSTRACTED 20 ACRES FROM
THIS BASIN TO BE COME PART
OF RESERVOIR; LOWERED TC
FROM 151 TO 140
BASIN 28
SW 32 AVE
N124
GAMMA
200.0
29.0
303.0
62.1
BASIN 29
SW 32 AVE
N125
GAMMA
200.0
228.0
331.0
85.0
BASIN 30
SW 32 AVE
N126
Uh256
256.0
74.0
353.0
80.3
BASIN 31
SW 32 AVE
N127
GAMMA
200.0
43.0
72.0
80.8
BASIN 11
SW 7 AVE
N101
Uh256
256.0
66.0
326.0
70.9
BASIN 12
SW 7 AVE
N102
Uh256
256.0
66.0
274.0
74.5
BASIN 13
SW 7 AVE
N103
Uh256
256.0
43.0
243.0
92.5
BASIN CN & TC WERE MODIFIED
TO ACCOUNT FOR ADDITION OF
25 ACRE LAKE
BASIN 14
SW 7 AVE
N104
Uh256
256.0
66.0
203.0
78.2
BASIN 15
SW 7 AVE
N105
GAMMA
200.0
69.0
78.2
84.6
BASIN 16A
SW 7 AVE
N106
Uh256
256.0
14.0
4.3
73.5
BASIN 16B
SW 7 AVE
N107
Uh256
256.0
20.0
34.6
72.2
OAKVIEW BAPTIST CHURCH
BASIN 16C
SW 7 AVE
N108
Uh256
256.0
20.0
10.9
90.7
BASIN 16D
SW 7 AVE
N109
Uh256
256.0
14.0
3.1
62.1
BASIN 16E
SW 7 AVE
N110
Uh256
256.0
14.0
6.7
66.2
BASIN 16F
SW 7 AVE
N111
Uh256
256.0
6.0
1.4
78.5
BASIN 16G
SW 7 AVE
N112
Uh256
256.0
16.0
4.4
82.0
BASIN 17A
SW 7 AVE
N113
Uh256
256.0
66.0
65.3
78.2
BASIN 17B
SW 7 AVE
SEMINOLE COVE
Uh256
256.0
14.0
53.2
90.1
BASIN 18
SW 7 AVE
N114
Uh256
256.0
74.0
332.0
81.2
BASIN 19
SW 7 AVE
N115
GAMMA
200.0
66.0
123.0
84.6
UNDEVELOPED PARCEL
(PRIMARILY OUA SITE
Craig A. Smith & Associates 24
September 4, 2007
Basin Surface Storage: The Stage vs. Area method was used to develop surface
storage by using the grading assumptions made in the calculations.
Existing Topography: USGS quadrangle maps14 and elevations were used to develop
stage -vs. -area relationships. Channel surveyed data supplied by others and CAS was
used in the modeling as well.
Boundary Stage & Flow Conditions: USACOE S-133 design data and District
Technical Publication were researched to develop tailwater history curves for each
design storm event using best engineering judgment. For the Southwest Corridor, three
tailwater conditions were created for SW 7t" Avenue, SW 26t" Avenue, and SW 32"d
Avenue flowways. Where available, time vs. discharge hydrographs were used as
boundary flows in the simulations to represent flows from previously permitted projects,
such as Royal Concrete Concepts (LBFH — C. Rucks 2007) as shown on Figure 1.
RCC1
2
I
i
RCC1
0.5
0
-- -- -----
.__
--__.- ----
0 s0 100 150 200
Time (hrs)
Figure 1: RCC- Flow vs. Time Curve
14 See Exhibit G USGS Topographic Map
Craig A. Smith & Associates 25
September 4, 2007
Other time vs. discharge hydrographs were developed from limited permit staff report
data from FDOT projects such as SR 70 and US Highway 441 using best engineering
judgment.
Model boundaries/Offsite areas: Basin boundaries were determined within the study
limits. Although immediate basin limits have been defined for the purpose of the model
and future permitting, additional off -site (surface/groundwater) flows, internal/external to
the area, may affect model accuracy and the system's performance.
5.0 Development & Evaluation of Alternatives
Proposed improvements include the installation of gravity stormwater collection systems
with the ability to capture, treat, store, and efficiently discharge storm runoff to the
existing flowways. These improvements are also known as stormwater retrofit projects
which seek improvements over existing conditions to the maximum extent possible.15
Flowway improvements include channel slope modification or sediment removal and
culvert replacement or modification. Planned for the Southwest Corridor and currently
under design by others is the District's Lemkin Creek Stormwater Facility (LCSF)
located west of SW 16t" Avenue and north of SR 78. This 150 acre facility or reservoir
will be used to provide limited flood protection, storage and treatment for the areas
served by the SW 7t", SW 16t", and SW 26t" Avenue flowways. The reservoir is
planned to have a pumped inflow discharge with a gravity outfall to Lemkin Creek. The
SW 7t" Avenue flowway is planned to have flows diverted west to the reservoir by either
gravity or by mechanical means. If by gravity, an east -west flowway will be constructed
with a gravity diversion operable control structure16. Property acquisition or easement
dedication will be needed to accommodate the right-of-way needed for the flowway. If
by mechanical means, i.e., by pumping, a stormwater forcemain may be needed which
would require less right-of-way17. The 7t" Avenue connection could also contain an
additional storage cell. The benefits of any option will be evaluated under a separate
" Retrofit projects are treated on a case by case basis.
'G See Exhibit PIA & P1A1
17 See Exhibit P1B & U4
Craig A. Smith & Associates 26
September 4, 2007
scope of services by CAS. Inflows from the SW 16t" and SW 26t" Avenue flowways are
directly north of the reservoir. Due to the large drainage area (4,210 acres) to be
served by the 150 acre reservoir, additional reservoir area (+150 acres) adjacent to the
LCSF was conceptualized in order to optimize flood control operations18. The following
figures represent graphs of Stage vs. Time for the pre- and post -mitigation conditions at
desired locations in the model.
Node N005
22--7
— SvVAREA025 3
—••-•• PROSWA025 3
21
C 20
Cn
m
t
to
0 20 40 60 80 100 120
Time fts)
"
I
:a
a
1
E
i
i
Figure 2: 25-Yr, 3-Day Pre & Post Stage @ SW 28" ST & SW 7TH AVENUE
Actual locations for expansion to be determined at a late date. -
Craig A. Smith &Associates 27
September 4, 2007
Node H005
20
SWAREA010-3
PROSWA010_3
19
U)
%
17
161
50
610 10
1.
40
Time(hrs)
f
apt
Figure 3: 10-Yr, 3-Day Pre & Post Stage @ SW 28th ST & SW 7TH AVENUE
Mode
NOOS
18.6
PROSWA 015 1
SWAREA005-1
18.4
18.2
18
17.0
14
is
18
20
22
12
Ttme(brs)
Figure 4: 5-Yr, 1-Day Pre & Post Stage @ SW 28th ST & SW 7TH AVENUE
Craig A.
Node N014
zz
- SWPREA025 3
...... PROSWAG25 3.
20
C
w'
rn
C
CO
1B
18
20 ..40 s0 Bo 100 120
The(hrs)
f
'•4
i
i
't
t
Figure 5: 25-Yr, 3-Day Pre & Post Stage @ SW 32ND ST & SW 7TH AVENUE
Node N014
22
••••^• PROSWA010 3.
- SNAREA010 3
20
C'
w
fl
W
18
18
so so
' ro
80
80 100
40
Time(hrs)
I I
III
t
I
I I
I
1
•11•
I�t
1y
r
i ly
I
l`
Figure 6: 10-Yr, 3-Day Pre & Post Stage @ SW 32ND ST & SW 7TH AVENUE
Craig A. Smith &Associates 29
September 4, 2007
Node NO14
20
PRO5NJA005 1
---- SYAREA005 1
19
C 16
19
rn
17
16
10
20
30
40
50
60
0
Tme(hrs)
Figure 7: 5-Yr, 1-Day Pre & Post Stage @ SW 32ND ST & SW 7TH AVENUE
Node
N1O8
22
SYAREAO25 3
-••-•• PROSNA025 3
21
i
C20
r...,,....-..
k9
VJ
19
18
40
so
so
100
120
20
Time(hm)
Figure 8: 25-yr, 3-day Pre & Post Stages @ North Lake Business Park Area
Craig A. Smith & Associates 30
September 4, 2007
Node
N108
22
S VAREA010_3
i
•••••••• PROSWA010 3
21
20
....
...............-...............
m
5q
M
19
18
90
50
80
10D
120
20
Time(hrs)
Figure 9: 10-yr, 3-day Pre & Post Stages @ North Lake Business Park Area
Node
N108
22
- &NMEA005 1
PROSINAA05 1
21
.5 20
k9
19
--
I
18
1s
20
25
30
35
to
Time(h,$)
Figure 10: 5-yr,1-day Pre & Post Stages @ North Lake Business Park Area
Craig A. Smith & Associates 31
September 4, 2007
Improvements for areas west of SW 32"d Avenue flowway are planned to be
independent of the LCSF at this time. Proposed improvements for this area are
primarily located within the non -engineered Oak Park Subdivision and include the
installation of gravity stormwater collection systems with the ability to capture, treat,
store, and discharge storm runoff to the SW 32"d Avenue flowway. Two options19 for
this area include 1) the utilization of an existing pond for water quality treatment and for
flood control with a gravity outfall or 2) a small stormwater pumping station without the
use of the existing pond. Water quality treatment with the latter option can be provided
within the roadside swales and in combination with alternative treatment devices.
As stated earlier in this report, the intent of the current modeling effort was to combine
the recommendations of the past two studies in Four Seasons and evaluate the water
quantity and water quality benefits. Improvements in Four Seasons involve flow
diversion at Center Street Ditch and west of NE 80t" Avenue via a fix weir structure.
Culvert upsizing, channel improvements, detention pond storage were also considered
for this area.
Due to limited data, improvements within the General Region were limited to improved
western outfalls from Basswood and the addition of detention ponds east of US
Highway 44 120 . The latter, in addition to water quality and water quantity benefits, will
eliminate ditch failures which can lead to adjacent parking lot failures if not addressed.
Basswood's drainage is served by non -engineered moderately deep ditches and culvert
crossings. Basswood, as a subdivision, could benefit by the addition of detention areas.
However, proper location of detention areas is necessary to optimize use. As such,
additional topographic survey data is needed before additional recommendations are
made. An option that would benefit the area or other non -engineered subdivisions is
the use of on -lot retention 21. The benefits of adopting an ordinance for on -lot retention
19 See Exhibits P4-P6
20 See Exhibit R
2' The City of Hallandale Beach, Florida has this requirement in their Code of Ordinance, Sec. 32-885 (Retention of
5-yr, 1-hour Storm; 3.3 inches of rainfall).
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are that water quality treatment would be addressed for private property lessoning the
County's efforts to address water quality issues and attention to lot grading detail would
be addressed as well. To make an impact, this option should be implemented
significantly before a non -engineered subdivision reaches build -out. In addition, a
revision to Article VII, Section 7.06.04 "Exemptions" (shown below) of the County's Land
Development Regulations will be needed prior to implementation.
it7.06.04. Exemptions.
The following development activities are exempt from these stormwater management requirements, except
that steps to control erosion and sedimentation must be taken for all development.
A. The construction of a single-family or duplex residential dwelling unit and accessory
structures on a single parcel of land."
6.0 Conceptual Plan/Preliminary Design
Conceptual plans of preferred improvements were created for the purposes of
developing opinions of construction costs and for future funding application
opportunities. The Plan calls for flowway improvements, flowway diversions, and the
installation of operable and non -operable (fixed) control structures. Improvements also
include tertiary drainage systems (roadside stormwater collection systems) to be
designed in accordance with the Florida Department of Transportation (FDOT) design
guidelines. In addition, the Plan calls for the utilization of the District's Lemkin Creek
Stormwater Facility and land acquisition to expand this facility as well as land
acquisition to provide upstream attenuation and water quality treatment in wet detention
areas. Said improvements were analyzed in the ICPR model. Not analyzed at this time
were the tertiary drainage systems. These systems do not normally impede flow when
properly sized and FDOT design criteria are implemented. Comparative model results
are attached to this report.
One on -going project not located within the targeted areas was Douglas Park
Neighborhood Drainage Improvements22. Due to limited Community Development
22 See Exhibit Q1 & Q2
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Block Grant (CDBG) funding, stormwater improvements include the (partial) installation
of gravity collection systems on three County streets with partial water quality treatment
provided by swales and by alternate treatment technologies23. Additional efforts are
underway to provide additional water quality treatment via a detention pond after the
land is acquired. Completing the collection system was made part of the Master Plan
and to demonstrate the County's intent on improving existing infrastructure.
7.0 Board of County Commissioners
Advertising & notice to County for a future workshop for public input/questions has not been
initiated at this time but will be initiated after District & County cursory reviews are completed.
8.0 Permitting and Easement Identification
8.1 Permitting
All non -maintenance type of improvements will require a Joint ACOE/District/FDEP
Environmental Resource Permit (ERP). All proposed improvements will at least require
the issuance of a Standard General ERP. This permit does not require Governing
Board action from the District and therefore can be issued at the staff level. All permit
applications are reviewed within 30 days of submittal and if deemed incomplete, a
request for additional information letter is sent to the applicant's consultant. If
satisfactorily complete, the District has within 60 days from the most recent submittal to
issue/deny the permit. The District has within 90 days from the most recent submittal to
issue/deny the permit if the permit, known as an Individual ERP, requires Governing
Board action.
At this time, future potential projects consist of the flow diversion of SW 7t" Avenue
flowway24 to the Lemkin Creek Stormwater Facility and the implementation of the
23 Swirl Boxes/Sediment Traps
24 See Exhibits PIA & P I B
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drainage improvements25 on SW 28th Street, SW 32"d Street, and SW 3`d Court between
SW 7th Avenue and US Highway 441. The BOCC will decide which projects will be
implemented and when.
8.2 Easement Identification
CAS observed that many of these existing flowways are located on private property and
at the very minimum, the County needs to secure the maintenance and drainage
easements necessary to insure long term positive drainage. Any flowway improvement
not located on County property will require the approval of the property owner via a
dedicated temporary construction easement.
At times, adjacent developments are normally asked to provide maintenance access in
addition to the flowway drainage easements. This situation does not happen often but
does benefit both parties by way of insuring positive drainage to upstream areas and to
the proposed development by allowing the County to perform routine or emergency
maintenance.
u See Exhibits P3
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Development
Requested 30'
Maintenance
Easement
Figure II: Example Easement Schematic
9.0 Funding Analysis
9.1 Alternative Funding Sources
Flowway/Drainage
Easement
The purpose of this section is to identify the potential mechanisms for funding the
stormwater management program in Okeechobee County including, but not limited to, a
possible Stormwater Utility system. The system used most often throughout the State
of Florida is a Non -Ad Valorem Tax levy included on the property owner's annual tax
bill. This system is not the only source of funds available to local units of government,
nor the only mechanism available.
One of the sources of data regarding the potential funding alternatives for a Stormwater
Utility is the "Stormwater Services Funding Options" prepared for Lee County
Natural Resources Division in October 2005. A total of 14 funding mechanisms were
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discussed and evaluated for application to a Stormwater Utility in Lee County. None of
these alternatives were considered to be the sole funding source for the service.
Rather, a combination of these sources would be most appropriate. For this analysis,
the basis of the funding alternative analysis from the Lee County Study was applied to
Okeechobee County and the City of Okeechobee for consideration for funding of the
potential Stormwater Utility. As in the case of the Lee County analysis, no single source
is likely to provide all necessary funds for the development and operation of the
Stormwater Utility.
Since the inception of this study, the State of Florida has experienced a strong political
movement that is focused on reducing Property Taxes in the State. Several concepts
have been discussed that include a reduction of Property Taxes and the potential
increase in Sales Taxes. Although several combinations of these methods have
surfaced, no single plan can be considered as a likely final bill, at this time. However, is
does appear certain that the ability of local governments to raise revenue will be
reduced.
The impact of the tax reduction proposals on local governments such as Okeechobee
County and the City of Okeechobee cannot be estimated, at this time. Any final
decision on the funding alternative(s) for the Stormwater utility may have to wait the
decisions by the Florida Legislature.
The potential mechanisms for funding Okeechobee's stormwater management program
are varied and include the following:
• General Fund
• Property Taxes
• Dedicated property Tax Increments
• Sales Taxes
• Dedicated sales Tax Increments
• Special Purpose districts
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• Homeowners/Condominium Owner Associations Fees
• Special assessments
• Fees, Licenses and permits
• Penalties and Fines
• Developer Contributions
• Impacts Fees
• Fee -in -Lieu -Of Payments
• Stormwater Service Fees
Okeechobee County could potentially use these funding sources singularly or in
combination to meet the needs of the existing and/or expanded stormwater
management program. In addition to the discussion of the potential sources of revenue,
this memorandum also includes a review of possible grant scenarios available to the
Stormwater Utility. These grants cannot be relied upon, at this time, nor would they be
the primary source of funding.
(a) Evaluation Criteria
A set of criteria has been established to conduct the review of the potential
funding sources for the Stormwater Utility in Okeechobee County. The criteria
established for this purpose reflects the ability to meet the objectives of the
system, the equity of the levy and the ease of implementation.
The five criteria are:
1. Revenue Generation Capacity — Does this source have the ability to
generate the funds required to operate and construct the system?
2. Association of Cost with Benefit — Is there a nexus between the fee paid
by any person or entity and the benefit attained?
3. Implementation — How difficult would it be to put this system into
operation?
4. Public Approval — Is a referendum required?
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5. Jurisdiction — Does the County and/or City currently have the power to
enact this source?
There is no specific weighting of these criteria. Any decision to support any
particular mechanism will include all of these points in the review. Table 2
contains the matrix identifying the strengths and weaknesses of the options.
Table 3 lists the various alternatives and the best use of the funds generated
from that source.
(b) Alternative Mechanisms
The following list of funding sources will serve as an identification of the methods
considered in this review. In addition, the descriptions of the designated sources
have culminated in assigned points that have led to a rating within the
comparison matrix.
(1) General Fund:
Governmental Accounting is typically divided into General Fund and
Enterprise Fund accounts for all governmental agencies. The General
Fund represents the accounting for Revenue and Expenditures that are of
a common (or general) nature for the agency. Enterprise Funds address
special activities where Revenue is either earned or generated for a single
purpose. The most common Enterprise Fund is a Water and Wastewater
Utility.
Revenue sources for the General Fund include Ad Valorem Taxes,
Franchise Fees, Utility Taxes and Intergovernmental Transfers such as
State Shared Revenue and Gas Taxes. Any consideration of use of
General Fund Revenues for Stormwater Utility purposes must recognize
that ultimately the source of funding are those mentioned previously.
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An allocation from the General Fund for stormwater purposes is the
method used by local governmental agencies that do not have a specific
Stormwater Utility. The functions are usually addressed through the
Public Works Department, and are a recognized responsibility of the local
government.
The General Fund Budgets of the County ($14.7 million) and City ($5.5
million) for FY 2006-2007 include a variety of revenue sources including
Property Taxes, Franchise Fees, Utility Taxes, User Fees and other
devices. Based on estimated annual costs of the Stormwater Utility of
$4.7 million, the stress on the General Fund could be significant due to the
competition for funding of other governmental services. In addition, the
County and City may not be able to direct funds in a pro rata share from
their current budgets.
Such a source would be easy to implement since no other authorization is
required and the jurisdictions have the power to fund this system. Such a
funding source will not be able to insure fairness and equity for the
association of costs and benefits.
Strengths of this method:
• Ease of implementation with only a vote of the governing body required
• No public approval required
Weaknesses of this method:
• Other services provided by the local governments compete for funds
• Recurring commitments by the local government agencies account for
much of the current budgets
• No direct association with fees paid and benefits received
Analysis:
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The General Fund is typically a "catch-all" for general services provided by
the local government. Additionally, services such as Public Safety and
Administration consume a significant portion of the revenue generated.
General Fund revenue has been used for special purposes by many local
governments. However, this mechanism is typically used when the
expenditures are not significant to the total budget, or as a temporary source
until a stormwater utility fee can be fully implemented.
The annual budget for the proposed Stormwater Utility will be approximately
23% of the combined County/City General Fund, which will significantly
hinder the operations of the local governments. A more likely solution is to
use the General Fund to help establish the Stormwater Utility for
Administrative purposes and generate revenue from other sources for the
capital and operational issues.
(II) Property Taxes:
Use of Ad Valorem Tax levies for stormwater purposes can be accomplished
through a designation of a portion of the funds generated by the millage rate
for that function. The current property tax collections by the County and City
account for approximately one-third of the total revenues for the General
Fund. The ability to collect sufficient funds from this source is questionable,
particularly in light of the Property Tax reduction initiatives in the Florida
Legislature.
Any new development should not contribute more/higher peak discharge than
from existing development due to Environmental Resource permitting. This
method also does not associate the costs and benefits of the stormwater
program. Since the levy is based on value of the property, high value parcels
will pay a higher share regardless of the impact generated. This method
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would be easy to implement since the jurisdictions have the power and no
other authorization is required.
Strengths of this method:
• Ease in implementation
• No public approval required
Weaknesses of this method:
• No direct association with fees paid and benefits received
• Upper limit on millage rates exist
• Stormwater purposes must compete with other services
Analysis:
Property Taxes may not be a likely source of funding for specific
governmental activities based on the Property Tax issues currently under
discussion in the State. In addition, the use of this source does not
provide a relationship between the impact generated by an individual
parcel and the tax. Property owners will pay a fee based on value of their
property and not the generation of stormwater run-off. Even if the local
governments retain most of their ability to impose Property Taxes, the use
of this method will require an increase of approximately 67% in the millage
rates of the County and City.
Since Property Taxes are a large portion of the General Fund revenue, their
inclusion in the overall funding mechanisms for a Stormwater Utility should follow
the same concept of assisting in the establishment of the Utility, until permanent
funding can be generated.
(III) Dedicated Property Tax Increments:
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This method would function similar to the one above except that a specific
millage rate will be identified and fixed for stormwater purposes only. To make
such a method work properly, both the County and City would have to impose
the same millage rate for the Fiscal Year.
The current Taxable Value for the entirety of Okeechobee County is
$2,264,220,916. A dedicated levy of .1 mills will generate a total of $226,000
annually.
The strengths and weaknesses of this method are the same as in the previous
source.
Analysis:
The principal difference of this option to the previous one is that the millage rate
will be established exclusively for the Stormwater Utility purposes. The adoption
of the annual millage rate is now divided into two segments: Operations and Debt
Service. This proposal would include Stormwater Utility as a third. The increase
in Property Taxes to cover all of the annual costs of the program would be 2.1
mills.
The restriction on the ability of the local governments to levy Property Taxes as
previously discussed exists in this option as well.
(IV) Sales Taxes:
One of the principal discussions in the Lee County Study previously mentioned is
the use of Sales Tax revenues for Stormwater Utility purposes. They note that
"Many communities throughout the United States have elected to use a portion of
their sales tax proceeds to fund their stormwater management program and
construct/repair infrastructure". However, the principal on which this is based,
local distribution and control of sales tax dollars, does not exist in Florida.
Communities are permitted to levy an additional Y2 Cent or 1 Cent that can be
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used for special purposes. Okeechobee County has levied an additional 1 Cent
for tourist related purposes.
State Sales Tax revenue is received in Okeechobee County from State Shared
Revenues which is placed in the General Fund. These funds are from the Y2
Cent that is allocated to the local jurisdictions from the State budget. The County
and City could pledge a portion of these revenues for stormwater purposes. This
source is funded primarily using population as a factor.
The County and City could allocate a portion of the funds for the special
purposes and will not require authorization. The strengths and weaknesses are
similar to the use of General Fund sources.
Analysis:
The Sales Tax option is not appropriate for use in Okeechobee County since the
only mechanism to levy sales taxes at the local level is the additional V2 Cent or 1
Cent option. Okeechobee County has already used that option.
M Dedicated Sales Tax Increments:
The State Constitution does permit local jurisdictions to impose an additional 1
Cent to the Sales Tax (to 7%) for local improvements. Okeechobee County
already has a levy of 1 Cent and cannot add additional Sales Taxes. Increased
Sales Taxes are imposed based on the results of a referendum that states the
increase considered and the specific use of these funds. The 1 Cent Sales Tax is
defined in the original ordinance (92-14A), which was reaffirmed in 1999. This 1
Cent sales tax was dedicated for use for Tourist Development purposes as
specified in Section 62-129.1 of the County Code. Since the referendum did not
include a stormwater program, funds cannot be diverted for such a use.
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The figures for the most recent year (2005) reveal that the Taxable Sales in
Okeechobee County were $445,548,995. The additional Sales Tax revenue from
the 1 Cent levy base on the sale of the first $5,000.00 is $1,950,000, with the
major part of these funds coming from the unincorporated area of the County.
This source does raise a significant amount of funds. However, they are already
allocated for the tourist development purposes stated in the referendum.
This method assumes the Stormwater Utility would be allocated the increase in
Sales Taxes collected over the current amount. This system would be similar to
Tax Increment Financing (TIF) used in CRAs and other special districts. The
current Sales Tax revenues (and likely the increases) have been included in the
budgetary process of the County and City. Removal of this source could have a
significant impact.
Weaknesses of this method:
• Not permitted under State law and current increased Sales Tax commitment
to tourism
Analysis:
The Sales Tax option is not appropriate for use in Okeechobee County since
the only mechanism to levy sales taxes at the local level is the additional Y2
Cent or 1 Cent option. Okeechobee County has already used that option.
(VI) Special Purpose Districts:
Income from a special purpose district or special assessment district is
generally dedicated to that district. The area that is designated special, for
whatever reason, would pay an additional tax or has an increased
assessment. The justification for such levies is that many capital
improvements enhance the value of the adjacent land, thereby providing a
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potential benefit to property owners. The funds from the additional tax or
assessment would be returned to that area and used for program
administration, renewal/replacement, capital improvements, and water quality.
Districts of this type could be dependent (reporting to the establishing
governmental entity) or independent (with its own governing board). If the
entity is dependent, the district could be established without a referendum.
Considering that the entity in Okeechobee County would include both the
County and City governments, an independent district may be required. This
type of entity would require a referendum.
The district could raise funds through either an ad valorem tax levy or a non -
ad valorem fee. Placement of either fee on the annual Tax bill would be the
simplest form and would be appropriate. This source does match the charge
to the benefit received better than General Fund or similar sources since the
revenue can only be used for the stated purpose.
Strengths of this method:
o Associates costs with benefits
o Relatively easy to implement
o No competition for funds from other sources
Weaknesses of this method:
• Administration requires strong coordination by both the County and
City
• Public approval required
Analysis:
Use of Special Purpose Districts for funding of Stormwater activities has
significant potential in that the district will be created only for the stated
purpose of providing stormwater programs. Districts can be established
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along Watersheds or other appropriate geographic designations. Since
the funds raised can only be used in that district, there is a direct
relationship between the fee and the benefit received.
The levy can be either an ad valorem or a non -ad valorem tax applied to
the annual tax bill. This mechanism is similar to that used by many of the
Improvement Districts and Water Control Districts in the State.
(VII) Homeowner/Condominium Owner Associations Fees:
Under this option, the source of funding would be the associations organized to
represent specific residential, commercial or industrial areas. Each of these
associations impose an annual fee for general operation and/or maintenance of
the common properties of the development. A separate charge could be levied
for the stormwater portion of the operation since many of the existing
associations are responsible for maintenance and operation of drainage facilities,
typically lakes or other waterways. The active maintenance that occurs typically
addresses weed control or other conditions. They do not normally address
drainage, flood control or maintenance issues.
This mechanism will directly allocate costs to the persons receiving benefit (the
property owners). However, no county -wide system is likely. Drawbacks to the
area -wide plan are:
• These entities are authorized to address the facilities that are within
their geographic jurisdiction and cannot be used outside of the
development
• Associations of this type are not universal throughout the County
• Most associations do not have sufficient authority through their Charter
• Coordination with all entities would be very difficult
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Analysis:
The Homeowners/Condominium Owner Association alternative can be a useful
source for funding programs within their geographic area only. These entities
cannot pay for services provided to others.
(VIII) Special Assessment Districts:
Special assessments, typically in the form of municipal services taxing/benefit
units, are a means of funding specialized activities that benefit a defined area(s)
of the community. Special assessments are essentially a special purpose district
that is operated by a municipality without an independent governing board, to
provide what might be a standard community service in other communities.
This method is similar to the Special Purpose District with the option of a
dependent district. The advantage over the other type of entity is that this district
does not require a referendum, easing implementation.
Strengths and weaknesses are similar to Special Purpose Districts.
However, public approval is not required.
Analysis:
Use of Special Purpose Districts for funding of Stormwater activities has
significant potential in that the district will be created only for the stated purpose
of providing stormwater programs. Districts can be established along
Watersheds or other appropriate geographic designations. Since the funds
raised can only be used in that district, there is a direct relationship between the
fee and the benefit received.
(IX) Fees, Licenses, and Permits:
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The local jurisdictions can impose a fee or charge for any lawful purpose.
Assigning a charge for stormwater purposes does meet that designation. Both
the County and City could impose this type of charge to generate sufficient funds
to meet stormwater operations and capital.
The implementation process would not be complicated in that both jurisdictions
have the power to impose such a charge. This method would also associate the
costs to the property owners with the benefit received. Although the size of the
charge and nexus to the property could vary, this method does offer equity.
The collection of the charges would prove to be the most difficult issue. If the
charge is collected through an annual billing process, the payment by the
property owner could be less certain. In addition, the cost associated with the
establishment and operation of a billing system would increase the costs to the
local jurisdictions.
Strengths of this method:
• Associates cost with benefits
• Ease in implementation
Weaknesses of this method:
• Not able to generate sufficient funds
Analysis:
This source is used typically only for recovery of costs associated with issuing
the permits and licenses. The ability to generate significant revenue does not
exist
(X) Penalties and Fines:
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The underlying focus of this method is the association of a charge with an illegal
activity. Any Penalties and Fines would also have to be associated with drainage
issues so that a direct connection with the charge occurs. The first issue is the
amount of revenue that can be collected from this source. The current amount of
Penalties and Fines from all sources (Other than Traffic) is not significant.
Projections of revenue from this source would be difficult, if not impossible, to
estimate, particularly since it should be assumed that property owners would
correct any problems in order that they may avoid further fines.
This source can be included as an adjunct to another funding mechanism. Any
penalties or fines associated with stormwater issues could be added to the
Stormwater Fund.
Strengths of this method:
• Ease in implementation
Weaknesses of this method:
• Not able to generate sufficient funds
• Additional enforcement costs for operation
• Association of costs and benefits not always attained
Analysis:
The revenues generated from penalties and fines typically can only recover the
cost associated with the inspection process. Some fines can be assessed to pay
for corrective action that is taken by the Stormwater Utility. These fines are
charged when a substantial action is necessary.
(XI) Developer Contributions:
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This mechanism could be a method to generate capital infusion to the
Stormwater System. Developers would contribute funds that would be used to
construct the required facilities and improve the overall drainage service. Since
the developers will only be present during the planning and construction stage of
the project, this source would not provide long-term financing unless sufficient
funds were contributed up front to cover the long term operation and
maintenance costs.
The method would be easy to implement since an ordinance form the
jurisdictions is the only requirement. In addition, the method allocates costs to
those generating the drainage issues. This method does not address the current
problems from areas already developed and does not provide funds for on -going
operations.
Strengths of this method:
• Associates cost with benefits
• Ease in implementation
Weaknesses of this method:
• Use for capital costs only
• Does not provide funding for county -wide uses
Analysis:
This mechanism can only be reasonably used for capital items in the stormwater
program. The contributions would be used to complete infrastructure
improvements that will benefit the property under development. Annual
operations cannot be consistently funded from this source. Developers who are
required to complete on -site retention and other drainage systems as part of their
project will also object to such a fee since they will have already paid significant
funds for drainage purposes on site.
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(XII) Impact Fees:
There are currently no Impact Fees in Okeechobee County and the
establishment of such a fee would require analysis and approval by both
jurisdictions. Impact Fees have been established for drainage purposes in other
jurisdictions. However, the most frequent use is for Roadways, Schools and
Recreation. It is unlikely that Impact Fees for drainage will be imposed prior to
inclusion of such fees for the other services. At present, neither Okeechobee
County nor the City of Okeechobee is considering Impact Fees. This condition
may change in the future based on growing needs and the potential limitation of
revenue sources.
Data collected from the Okeechobee County Planning and Development
Department was used to determine the amount of new development occurring in
the County. The only data regarding the current or future development came
from a report from CRW Associates listing the developments under
consideration. A review of the current development approval applications in
Okeechobee County reveals 88 projects. However, most of these projects are
small in size and would not generate significant funds from Impact Fees. There
are approximately 15 larger subdivisions considered for approval. However, all
of these projects are large ranches and ranchettes that average approximately
10 acres per unit. These units will not have a significant impact on the
stormwater issues in the County since the amount of impervious surfaces are
minor compared to the total amount of land for the parcel.
It is anticipated that the future growth in the County and City would include more
typical residential developments that may generate the opportunity for Impact
Fees.
Strengths of this method:
• Associates cost with benefits
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• Moderate implementation concerns
Weaknesses of this method:
• Use for capital costs only
• Not able to generate sufficient funds for maintenance and operation
• Does not provide funding for county -wide uses
Analysis:
This mechanism can only be reasonably used for capital items in the stormwater
program. The contributions would be used to complete infrastructure
improvements that will benefit the property under development. Annual
operations cannot be funded from this source. Developers who are required to
complete on -site retention and other drainage systems as part of their project will
also object to such a fee since they will have already paid significant funds for
drainage purposes.
(XIII) Fee -in -Lieu -of Payments:
An alternative to requiring developers to construct stormwater management
facilities on their own property is to require them to pay an initial "front-end"
charge for the capital improvements needed to regionally serve their
development. Typically the fee -in -lieu -of payment is charged for the community's
construction for larger localized or regional facilities to provide peak flow
attenuation to reduce downstream flooding and/or provide off -site stormwater
treatment in -lieu -of conventional on -site stormwater treatment requirements
required by the State/Water Management Districts.
The charge would be representative of the development's contribution to the
regional facility on the watershed. A fee -in -lieu -of is a technique to generate the
funding needed for capital improvements in a watershed. The term is developed
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from the case in which the developer is required to construct infrastructure
including stormwater systems.
The strengths and weaknesses of this method are similar to those with
Developer Contributions or Impact Fees.
Strengths of this method:
• Associates cost with benefits
• Ease in implementation
Weaknesses of this method:
• Use for capital costs only
• Not able to generate sufficient funds for maintenance and operation
• Does not provide funding for county -wide uses
Analysis:
This mechanism can only be reasonably used for capital items in the stormwater
program. The contributions would be used to complete infrastructure
improvements that will benefit the property under development. Annual
operations cannot be funded from this source. Developers who are required to
complete on -site retention and other drainage systems as part of their project will
also object to such a fee since they will have already paid significant funds for
drainage purposes.
(XIV) Stormwater Service Fees:
This method allocates costs to the property based on the service provided and is
considered a user fee system. The implementation is not difficult since the
jurisdictions have the authority. The only issue is how the service would be
provided.
Craig A. Smith & Associates 54
September 4, 2007
The allocation of the costs to build and operate the system is based on the run-
off generated from each individual parcel. This process makes Stormwater
Service Fees a more equitable method since all parties pay based on their
impact to the system.
The key element of this method is a parcel -by -parcel allocation of costs requiring
an identification of use for each property in the area. Okeechobee County has
an advantage in that a Fire Fee has previously been imposed and is also levied
on an individual parcel basis. Each parcel is identified by use and size and a fee
applied. This current file will have to be modified slightly to add the potential of a
Stormwater Utility Fee.
Many urban areas have such a process, where no on -site retention is required.
The local government develops the facilities and charges the property owner for
use of the system. The property owner for a large project has an option of using
this program or providing their own retention.
Although a combination of several sources could be used to fund a stormwater
program, the governing agency should identify a primary source of funds for the
operation of the Stormwater Utility.
Strengths of this method:
• Associates costs with benefits
• Relatively easy to implement
• No competition for funds from other sources
Weaknesses of this method:
• Administration requires strong coordination by both the County and City
Analysis:
Craig A. Smith & Associates 55
September 4, 2007
This alternative provides the most reasonable combination of allocating costs to
those who cause impact as well as the ability to generate funds. The fact that a
similar system is already in place in Okeechobee County makes application of
this alternative easy to perform.
(8) Comparison Matrix
Table 2 contains the matrix where all of the means and methods are listed in
accordance with their ease of attainment. Table 3 lists the potential use of the
funds generated by each alternative.
(C) Governmental Grants
Grants cannot be guaranteed for future funding of the program. Grants may be
available for some aspects of the program, especially in the start-up period.
However, the long-term potential is not significant.
Non -local funding of stormwater programs/projects are exceptionally limited and
have not been a priority for the Federal Government and the State of Florida as
stormwater management has been relegated to the localities as an unfunded
mandate; therefore the following section has been partitioned off from the
majority of funding alternatives as the grants category is essentially a stand alone
financial anomaly in and of itself that should not be solely relied upon for project
solvability. Nevertheless, monies acquired from governmental grants remain a
very real possibility that holds the potential to ease the project's financial burden
and will be elaborated on accordingly.
One known source of direct funding for such programs/projects is known, the
United States Environmental Protection Agency's (EPA) Section 319 Non -Point
Source Management Implementation Grant. In the State of Florida, funds
(approximately $9 million annually) are passed from EPA through the State of
Craig A. Smith & Associates 56
September 4, 2007
Florida's Department of Environmental Protection. In this process, local projects
must be submitted to the Florida DEP for consideration, ranking and selection.
Programs and/or projects funded through this program are required to provide a
minimum of a 40% non-federal match to any funds awarded. Applications to the
program must be submitted to the Florida DEP no later than July 1 for funding
after July 1 of the following year. (example: an application submitted July 1,
2006 may be funded after July 1, 2007) A fact sheet regarding this program in
included in the Appendix.
The only other identifiable source of financial assistance is Florida's State Bond
Loan program by which money is loaned to a political subdivision of the State
through the sale of Pollution Control Bonds. Terms of the loan are negotiated
with repayment interest rates equal to those currently available to the State. The
repayment period is negotiated based on the anticipated useful life of the project
to be financed.
Beyond these funding/financing mechanisms, the other potential sources of
funds are appropriations from the State or Water Management District for direct
funding. These appropriations would require negotiation with the funding
agencies and in the case of State appropriations, a request to the legislature
through local delegation of state elected officials is required.
The County should also investigate non-traditional sources of funding by
leveraging funds for other types of projects. Many projects to be undertaken by
the County can have stormwater components designed as an integral part of the
program. Therefore, by obtaining grants for the primary project, the stormwater
components will also receive funding. Examples include funding for parks that
may include detention/retention areas or roadway reconstruction or beautification
with swales, curb and gutter, and drainage.
Craig A. Smith & Associates 57
September 4, 2007
Such non-traditional sources of funding could provide some stormwater funding
from parks and recreation sources such as the Florida Recreation Development
Assistance Program (FRDAP) or the Land and Water Conservation Fund
Program (LWCF) administered by the Florida Department of Environmental
Protection or from roadway sources such as the National Economic Crossroads
Transportation Efficiency Act (NEXTEA) enhancement funds or discretionary
funding through the local district office of the Florida Department of
Transportation.
(D) Recommendation
Based on the conditions that exist in Okeechobee County, a Stormwater
Utility intended to fund the Capital Improvement projects as designated in
this included Master Plan should address issues in both the County and
City. This utility should be county -wide and cover both jurisdictions. The
best mechanism for this requirement is a Special District that has the
power to levy a charge for all properties in the County. This charge should
be a Non -Ad Valorem levy attached to the annual property tax bill. The
strengths of this method are:
• There is a direct relationship between the fee charged and the benefits
received.
• A system is already in place with the Fire Fee in the County. This
process must be adapted to include the City.
• The funds generated must be used only for the purposes of
stormwater.
This recommendation follows a system that has been implemented throughout
the State of Florida and been ratified.
9.3 Analysis of Alternative Funding Sources
Craig A. Smith & Associates 58
September 4, 2007
The following section is intended to address the methodology and changes to be
implemented in a proposed Okeechobee County and City Stormwater Utility. The utility
will be an Equivalent Residential Unit (ERU) based charge. These units will be defined
and proper methodology for computing multiple ERU sites will be provided. All charges
will be based on an ERU which is equivalent to one (1) residential unit.
Okeechobee County contains varying types of property usages. Each type is unique
and contributes differently to the stormwater system. Some uses have high coverage of
impervious material while others may have minimal coverage of such areas.
Commercial properties with large paved areas contribute high volumes. Meanwhile,
agricultural properties are mostly pervious; however, they likely contribute nutrients to
the system. Ultimately, regardless of property usage, the goal is to see stormwater
runoff reduced dramatically across all uses.
Non -local funding of stormwater programs/projects are exceptionally limited and have
not been a priority for the Federal Government and the State of Florida as stormwater
management has been relegated to the localities as an unfunded mandate.
(A) Alternative Mechanisms for the Establishment of a Stormwater Fee
There are generally three structure types for the establishment of a Stormwater
Fee. The selection of the specific type for this system should be based on the
question of equity so that each property owner pays a charge based on the
impact generated from their property. The three types of fee structures are:
• Flat Rate — where all properties are charged the same rate per ERU.
Non-residential properties will be assessed based on their size and
run-off coefficients.
• Multi -tier Rate — which acknowledges some of the special
characteristics of large tracts with pervious surfaces (such as
agriculture). Although these lands still add to the issue of drainage
around roadways and other similar uses, they also hold water that
Craig A. Smith & Associates 59
September 4, 2007
would otherwise need to be addressed through a stormwater program.
Under this scenario, costs such as Administration and some regional
services will be paid by all properties, and specific projects that exist in
more urban areas are only paid by developed properties.
• Ad Valorem Millage — this option divides the total cost by the Taxable
Value of the jurisdiction and the cost is allocation based on the value of
the property.
(1) Flat Rate
The strength of the Flat Rate system is that it is easier
to implement. All properties pay the same rate per
ERU. After the number of ERUs is established for
each parcel, the calculation is simple.
One of the major weaknesses of this system is that
agricultural properties pay the same rate per ERU as
developed property. Although the coefficients
significantly reduce the number of ERUs per acre, the
overall impact is that a large portion of the cost will be
paid by agricultural properties, just because of the
shear size of these parcels.
(II) Multi -tier Rate
The multi -tier rate could divide the costs into General
Administrative, Regional Facilities and Sub -regional
facilities. Under this concept, all parcels pay a rate
that addresses the Administrative and Regional
aspects of the program. All properties will benefit
from these services and a region -wide fee is
appropriate. Sub -regional facilities (such as those
that serve more urban areas) will only be paid by
those properties that have experienced development
Craig A. Smith & Associates 60
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and generate more stormwater that must be
addressed. These costs will be allocated only over
the parcels that contain these properties. Vacant
resident, commercial and industrial properties will be
included since they are within the developed area.
However, the coefficients generate a smaller ERU for
such properties. The name multi -tier denotes that the
number of tiers could be any number. For this
analysis, we assume that there are two tiers,
agricultural and developed.
The principal weakness of this system is that the
definition of the two tiers must be made and the
distinction be made clear. Additionally, the costs
associated with each tier must be clearly defined so
that one tier does not pay for facilities and services
they do not use. I
(III) Ad Valorem Millage
The application of this method is the easiest of all
three types. The Taxable Value is already known and
a simple calculation will generate the millage rate.
The weaknesses are that the system allocates costs
by value, not the amount of impact on the system,
and the method also puts a significantly higher burden
on agricultural lands. In addition, the proposed
changes in the State Legislature may make this
method moot.
Craig A. Smith & Associates 61
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Table 2: Comparison Matrix
FUNDING ALTERNATIVES - STORMWATER UTILITY
Method
Revenue
Associate
Implementation
Public
Jurisdiction
Generation
Cost with
Potential
Approval
Locally
Capacity
Users
Required
General Fund
Moderate
Low
Easy
No
Yes
Property Taxes
Good
Low
Easy
No
Yes
Dedicated Property
Good
Low
Easy
Yes
Yes
Tax Increments
Sales Taxes
Very Low
None
Very Difficult
No
No
Dedicated Sales
Very Low
None
Very Difficult
Yes
No
Tax Increments
Special Purpose
Good
High
Easy
Yes
Yes
Districts
Homeowner/Condo
Very Low
Good
Difficult
Yes
No
Associations
Special Assessment
Good
High
Easy
No
Yes
Districts
Fees, Licenses and
Low
Good
Easy
No
Yes
Permits
Penalties and Fines
Low
Uncertain
Easy
No
Yes
Developer
Capital
Good
Easy
No
Yes
Contributions
Only
Impact Fees
Capital
Good
Moderate
No
Yes
Only
Fee -In -Lieu of
Capital
Good
Easy
No
Yes
Payments
Only
Stormwater
Good
High
Easy
No
Yes
Service Fees
Craig A. Smith & Associates 62
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Table 3: POTENTIAL USE OF FUNDS
ALTERNATIVE FUNDING SOURCES
Funding
Program
Planning
Engineering
Regulation
and
Operations
and
Capital
Facilities
Water
Quality
Source
Administration
and Design
Enforcement
Maintenance
Construction
Mana ement
General Fund
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Property Tax
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Dedicated
Property Tax
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Increment
Sales Tax
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Dedicated
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Sales Tax
(If Specified)
(If Specified)
(If Specified)
(If Specified)
(if Specified)
(If Specified)
(If Specified)
Increment
Special
Yes
Purpose
Yes
Yes
Yes
Yes
Yes
Yes
(If Specified)
Districts
Homeowner
and
Yes
Yes
Yes
Condominium
Possibly
Internally
Internally
Internally
Owner
only
only
only
Associations
Fees
Special
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Assessment
(If Specified)
(If Specified)
(If Specified)
(if Specified)
(If Specified)
(If Specified)
(If Specified)
District
Fees, Licenses
Yes
Yes
Yes
Yes
and Permits
Penalties and
Yes
Yes
Yes
Fines
Developer
Possibly
Possibly
Yes
Contributions
Impact Fees
Possibly
Possibly
Yes
Fee -In -Lieu -of
Possibly
Possibly
Possibly
Yes
Possibly
Payments
Stormwater
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Service Fees
Craig A. Smith & Associates 63
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9.4 Calculation of ERUs
An Equivalent Residential Unit (ERU) is a measure that represents the typical run-off
from one single family housing unit. Typically, all residential units (single family, multi-
family, condominium and mobile home) are defined as one (1) ERU. For non-
residential properties, the number of ERUs is calculated based on the amount of square
footage on the property.
The basic principle is that each residence will be designated as 1 ERU. For multi -family
residences, the number of ERUs corresponds to the number of units in the structure.
All mobile homes will also be 1 ERU.26
Commercial, Industrial and Institutional property is levied based on the relationship to a
single residential unit. To determine the value of an ERU, all single family homes in
Okeechobee County were identified along with the square footage of the unit. The
average of all single family units is 1,800 square feet. Therefore, a commercial property
will be calculated based on the square footage of the building is divided by 1,800 to
determine the number of ERUs for that property. However, each parcel will be a
minimum of 1 ERU.
For vacant and agricultural acreage, a factor was used to modify the size of the parcel.
This accounts for percolation ability and lack of impervious surfaces. These factors
have been previously developed in the Brevard County Stormwater Utility Analysis27.
The soil conditions in the two counties are reasonably similar, so the same factors were
employed for this analysis. The application of the adjustment factors result in a ratio of
approximately 3 ERUs for each 10 acres of land.28
26 For a complete methodology of ERU and billing calculation, please reference page 24 of the attached Appendix
which features an in depth calculation procedure as established Ordinance No. 95 in Brevard County.
27 * Number of ERU's = Gross area of parcel in sq. feet x 0.03 x 0.4
1800 sq. feet
* Billing = Number of ERU's x $48 x Number of dwelling units or hook-ups
28 See Exhibit 7.1 for further information regard the Fire Assessment Fee for 2006-2007.
Craig A. Smith & Associates 64
September 4, 2007
Government properties, canals, rights -of -way and other similar properties were not
levied an ERU.
The total number of ERUs is shown as follows:
Table 4: ERU Calculation
Category
Parcels
ERUs
Agriculture
3,014
154,248
Vacant Residential
14056
8,960
Residential
14,604
14,829
Vacant Commercial
188
121
Commercial
1007
2,927
Vacant Industrial
50
19
Industrial
164
451
Vacant Institutional
3
3
Institutional
243
571
Leaseholds
28
76
Canals R-O-W
136
0
Government
796
0
Non-Ag Acres
871
3,880
Total
19,692
186,084
Total Non-Ag
16,678
31,836
ERUs for the portion of Okeechobee County that lies within the St. Johns Water
Management District have been estimated as 3,413 including all parcels. For
agricultural properties, the ERU count is 3,331.
9.5 Revenue Generation
The typical stormwater utility fee throughout Florida is approximately $4 per month, or
$48 annually. This average accounts for larger and small areas as well as urban and
rural communities.
Based on the estimated budget of approximately $4.7 million annually, the Stormwater
Fee can be estimated for each of the alternate fee structures discussed in this section.
Craig A. Smith & Associates 65
September 4, 2007
The Flat Rate options include all parcels paying a fee at the full amount of ERUs.
Under this scenario, the ERUs would generate an annual fee of $25.26 per ERU. For a
residential unit, this equates to $25.26 per year. Based on the average size of an
agricultural parcel, the typical fee would be $1,266 per year.
The system could eliminate the fee for agricultural lands and charge a Flat Rate of
$147.63 for each ERU.
The Flat Rate system could put an undue burden on agricultural lands. However, some
of the facilities do provide benefit for the agricultural properties. The development of a
Multi -tier system would adjust for the impact that both property types have on the
system. Under the Multi -tier Rate, the agricultural properties will only have to pay for a
portion of the system. Based on the current plans, it is estimated that the agricultural
lands will receive benefit from 1/4 to 1/3 of the facilities and programs. Methods 3 and 4
in Table 5 provide the annual fees for each land use type under the Multi -tier Rate. The
agricultural properties will receive a fee of between $6.31 and $8.42 per ERU. Non-
agricultural parcels will be charged a fee of between $106.83 and $117.03 per ERU. A
further breakdown of the costs for the system must be prepared to assess the proper
ratio for the Multi -tier Rate.
The Ad Valorem Millage Rate that must be imposed to generate sufficient funds is 2.1
mills.
Craig A. Smith & Associates 66
September 4, 2007
Tnhln A• IMPACT nF RATF STRUCTURE ALTERNATIVES
Method
Agricultural
Fee/ERU/Year
Non-
Agricultural
Fee/ERU/Year
1. Flat Rate all parcels at full ERUs
$25.26
$ 25.26
2. Flat Rate only Non -Agricultural parcels charged
$ 0.00
$147.63
3. Multi -Tier Rate (Agriculture at 25% of cost)
$ 6.31
$117.03
4. Multi -Tier Rate (Agriculture at 33.3% of cost)
$ 8.42
$106.83
5. Ad Valorem Millage
2.1 mills
2.1 mills
9.6 Recommendation
The best structure for the proposed Stormwater Utility System and the annual fee is the
Multi -tier Rate. The exact allocation of costs must be determined, but it is expected that
the cost to be allocated to Agricultural lands is between 25% and 33.3%. In addition,
the other revenue systems identified earlier should also be used to establish and
supplement the system. The use of these sources will reduce the estimated fee.
9.7 Programmatic Budget
It should be noted that until the BOCC approves the suggested stormwater fee at the
designated ERU rate, that no official budgetary estimates can be provided. However, a
tentative budget was made available through a statistical methodology employed in the
related Stormwater Utility Feasibility Study, which evidences the proposed expenditures
under an expanded Road and Bridge Department. Furthermore, line item appropriations
for Master Plan Capital Improvement suggestions cannot be published until an annual
budget is decided upon; likewise, the budget cannot be finalized until a stormwater fee
amount is decided upon. Nevertheless, Tables 5 and 6 demonstrate a suggested
budget which includes a line item Capital Improvements allotment, an item that is fully
subjective based upon what the annual agreed upon expenditures are set at under the
BOCC authority.
Craig A. Smith & Associates 67
September 4, 2007
Table 6: FUTURE PROPOSED BUDGET
POST -ROAD AND BRIDGE DEPARTMENT RESTRUCTURING29
(Costs shown in thousands)
PERSONNEL
EST. ( +/- %) CHANGE IN CURRENT
ROAD DEPT. FUNDING
General Oversight
Director of Public Works
$85,000.00
Administrative Assistant
$35,000.00
Capital Improvements Program Director (Contracts Manager)
$45,000.00
Road Maintenance & Stormwater Director
$65,000.00
Operations Scheduler
$35,000.00
Natural Resources Director (Water Quality Monitoring)
$40,000.00
Permitting (est. 1)
$40,000.00
Custodian (est. 1)
$12,000.00
Survey & Mapping
Global Information System (GIS) Team (est. 1)
$50,000.00
Registered Surveyor (est. 1)
$65,000.00
Survey Team (est. 2)
$80,000.00
Road Maintenance
Assistant Director of Road Maintenance
$60,000.00
Clerical/Accounting (est. 1)
$32,000.00
Miscellaneous (est. 25; existing Road Dept. Personnel Expenditures)
$1,770,000.00
Stormwater Management
Assistant Director of Stormwater Management
$60,000.00
Clerical/Accounting est. 1
$32,000.00
Supervisor of Field Operations
$50,000.00
Equipment Operators (est. 4)
$200,000.00
Laborers (est. 6)
$120,000.00
PERSONNEL
TOTAL:
$2,876,000.00
+ 168%
OPERATING EXPENSES
Oversight Administrative
Office Supplies & Equipment
$ 15,000.00
Utilities (Electric, Rent, Internet, etc.)
$ 80,000.00
ping
Survey & Map
Equipment Operations (Gas, insurance, safety, etc.)
$100,000.00
Equipment Repair
$10,000.00
Miscellaneous
$350,000.00
Road Maintenance
Equipment Operations (Gas, insurance, safety, etc.)
$ 100,000.00
Equipment Repair
$ 22,000.00
Miscellaneous
$2,244,000.00
Stormwater Mana ement
Equipment Operations (Gas, insurance, safety, etc.)
$ 167,000.00
Equipment Repair
$ 37,000.00
Miscellaneous
$ 330,000.00
OPERATING
EXPENSES TOTAL:
$3,455,000.00
+ 132%
CAPITAL IMPROVEMENTS
Road Maintenance
New Equipment
$ 320,000.00
Miscellaneous
$1,824,000.00
Stormwater Management
New Equipment
$ 540,000.00
Master Plan Project Im lementations
$2,500,000.00
Drainage
$ 52,000.00
29 Furthermore, CAS reserves the rights to revise or make editions to the preliminary budget as information from the
underway Master Plan continues to be received.
so It should be noted that this financial estimate is solely contingent upon the amount of revenue that the Board of
County Commissioners is willing to allocate to the project and has the potential to vary considerably.
Craig A. Smith & Associates 68
September 4, 2007
CAPITAL IMPROVEMENTS TOTAL: 1 $5,236,000.00 1 + 218%
EST. TOTAL DEPARTMENT BUDGET: 1 $11,567,000.00 1 + 168%
Table 7: FUTURE PROPOSED BUDGET
STORMWATER RESTRUCTURING31
(Costs shown in thousands)32
STORMWATER RELATED PERSONNEL
STORMWATER
EST.( +/- % ) CHANGE IN
EXPENSES
CURRENT ROAD DEPT.
FUNDING
Stormwater General Oversight
Director of Public Works
$46,750.00
Administrative Assistant
$19,250.00
Capital Improvements Program Director (Contracts Manager)
$24,750.00
Road Maintenance & Stormwater Director
$35,750.00
Operations Scheduler
$19,250.00
Natural Resources Director (Water Quality Monitoring)
$22,000.00
Permitting (est. 1)
$22,000.00
Survey & Mapping
Global Information System (GIB) Team (est. 1)
$27,500.00
Registered Surveyor (est. 1)
$35,750.00
Survey Team est.2
$44,000.00
Stormwater Management
Assistant Director of Stormwater Management
$60,000.00
Clerical/Accounting (est. 1)
$32,000.00
Supervisor of Field Operations
$50,000.00
Equipment Operators (est. 4)
$200,000.00
Laborers (est. 6)
$120,000.00
PERSONNEL TOTAL:
$759,000.00
+ 175%
STORMWATER OPERATING EXPENSES
Stormwater Oversight Administrative
Office Supplies & Equipment
$ 7,500.00
Utilities (Electric, Rent, Internet, etc.)
$ 40,000.00
Surve & Mapping
Equipment Operations (Gas, insurance, safety, etc.)
$55,000.00
Equipment Repair
$12,100.00
Miscellaneous
$192,500.00
Stormwater Management
Equipment Operations Gas, insurance, safety, etc.
$ 167,000.00
Equipment Repair
$ 38,000.00
Miscellaneous
$ 330000.00
OPERATING EXPENSES TOTAL:
$ 842,100.00
+ 333%
STORMWATER CAPITAL IMPROVEMENTS
New Equipment
$ 540,000.00
33
Master Plan Project Implementations
$2,500,000.00
" Please note that C.A.S. reserves the rights to revise or make editions to the preliminary budget as information
from the underway Master Plan and input from the Board of County Commissions continues to be received. More
importantly, it should be noted that a five percent (5%) inflation was built into this total to prevent budgetary
shortages in the future due to unforeseen costs that may arise during the implementation process.
32 Methodologically, the numbers in column two were calculated using a ".55 threshold"; for statistical purposes, it
is assumed that all new staff positions not directly under the new stormwater sub -department's jurisdiction will be
employed on stormwater related projects for 55% of the time. The original costs founds in Table 4.1 were then
multiplied by the .55 threshold to attain the likely dollar amount to be allocated to stormwater purposes. This is
synonymous with the 5% inflation rate referenced in Footnote 12.
It should be noted that this financial estimate is solely contingent upon the amount of revenue that the Board of
County Commissioners is willing to allocate to the project and has the potential to vary considerably.
Craig A. Smith & Associates 69
September 4, 2007
Drainage
1 $ 52,000.00
CAPITAL IMPROVEMENTS TOTAL:
$3,092,000.00
+ 1203%
EST. TOTAL STORMWATER RELATED BUDGET:
$4 693 100.00
+ 499%
9.7 Action Plan and Tentative Schedule
The following text details a specified plan of action that will enable this stormwater utility
to manifest. As to be expected, any mention of explicit dates or timelines are tentative
and subject to change and/or revision as either the County or City see fit. What follows
is a brief overview of the perceived course of action:
• Contract Completion
• Presentation & Selection of Alternatives
• Public Hearing
• Creation of Selected Alternative
• Implementation of Needs
(A) Contract Completion:
Upon completion of the preliminary draft at hand, the feasibility project will go to
both the City and County for further addendums, revisions, or change to any
potential problems the body may find within the content of this study. With this
draft to serve as an initial guideline for the overall body of the stormwater utility, it
is expected that the City/County will collaborate the affected local municipalities
to streamline the specifics of the project, as it is unlikely that an initial draft such
as this will encompass all of the questions and concerns that either the governing
bodies or the public at large may encounter.
The City/County will be asked to provide further insight, using the completed
study at hand as a basic outline, to fill in any quantitative gaps or revise the
report in such a way as to make the feasibility of the project all the more feasible.
Ultimately, the idea is to tailor the implementation and practical workings of the
Craig A. Smith & Associates 70
September 4, 2007
utility to the specific needs of the County, which necessitates further qualitative
input for substantive output. `e
Immediately succeeding the aforementioned input phase, the report will be
revised to any extent that is necessary to successfully incorporate the specific
needs of the City and County governments and citizens. It should be noted that
even at this stage of the utility development that a majority of budgetary
estimates will remain in flux, pending successful passage of a municipal
ordinance; however, the finalized slate of expenditures is not expected to vary
greatly from the preliminary budgeting provided in this report, as variation has
already been taken into account by building flexibility into the numbers that have
been provided.
(B) Presentation & Selection of Alternatives
Following both the City and County staff input coupled with public revision
processes, the report will then be delivered to the Board of County
Commissioners (B. O. C. C.) for final inspection, revision, and approval. It is
during this phase of the action plan in which final substantive concerns from the
governing bodies will be incorporated into the report and developing Master Plan.
It is at this point when finalized budgeting details will become available following
the succeeding degrees of approval from the B. O. C. C. Comments will be
considered and final quantitative revisions will be made before the project outline
is presented to the affected public.
(C) Public Hearing
After the concerns brought forth by the Board of County Commissioners have
been taken into account and incorporated into the revised project draft, the utility
outline will go before several public hearings at locations and times to be
decided. It is the intention that the multiple available occasions for public input
Craig A. Smith & Associates 71
September 4, 2007
will allow for a greater comprehensiveness in utility specifics. Questions and
concerns from the affected public will be welcomed and incorporated into the
finalized project documents.
(D) Creation of Selected Alternative
Following both the public and private input stages of project development, a
finalized feasibility document will be established and presented before its
respective authorities. It is the expectation that a comprehensive and thorough
outline to the proposed stormwater utility will result from these numerous and
inclusive input phases.
(E) Implementation of Needs
Upon the finalization of the study at hand, it is expected that a stormwater utility
ordinance will then be introduced, establishing the project as set forth within the
agreed upon final documentation. This procedure will solidify the essential
skeleton of the project including services to be provided as well as the
organizational set up of the utility as well as its finalized operating procedure. It is
expected that the following final two stages will include a financial solidification of
budgetary formulae.
At this stage, a finalized Master Plan as well as a detailed listing of capital
improvement requirements will be available and incorporated into the preliminary
budget presented within the initial project drafts. The utility will be considerably
closer to its execution date at this time and will have had several additional
rounds of public and private input to determine the appropriate service level that
will be necessitated by the current and projected growth of the stormwater
demand level. Given this, it will now be possible to construct a working budget
with precision, as well as to denote the locale for incoming project funds for both
Craig A. Smith & Associates 72
September 4, 2007
the initial annual operations as well as detailed projections of upcoming fiscal
years.
A finalized annual budget will then be constructed from the available array of
information and used to relegate a definitive order for putting the various
branches of the utility project in action in addition to witnessing the finalized
establishment of a working timeline for accomplishing such an act.
Finally, the project will entail the creation of a stormwater division within the Road
and Bridge, department, as the existing stormwater services are currently
performed under this jurisdiction therefore the department already possesses
many of the necessary resources and stormwater knowledge. The stormwater
division will be established according to the organization plan outlined in this
report and as approved by public authorities. This will include a Division Director
position to be filled; it should be noted that the Director will remain accountable to
the City and County Administration as well as the Road and Bridge Department. '
While functioning as a separate and ultimately more efficient entity, the
Stormwater Division will possess the resources needed to effectively combat the
stormwater runoff issues that have plagued the region.
Accordingly, the personnel will be screened and brought on board to implement
the outlined plans as set forth by the organizational outline. Following the genesis
of the independently functioning stormwater utility, the division will operate
autonomously and adopt a proactive approach to stormwater which entails
proper maintenance and preventative environmental landscaping as well as
possessing the regulatory authority to affect stormwater policies for both current
and incoming commercial and residential developments.
Craig A. Smith & Associates 73
September 4, 2007
10.0 Planning/Recommendations
Recommended is the adoption and implementation of the Stormwater Master Plan.
Additional recommendations are as follows:
For quite some time, Okeechobee County has regulated land development projects
through its Land Development Regulations (LDRs). Recommended is that
Okeechobee County continues to enforce its LDRs for land development projects or
existing sites proposed for redevelopment. Article VII of the LDRs establishes design
storm criteria for a project's outfall and for minimum road crown and minimum finished
floor elevations as follows:
"A. Hydraulic design: criteria.
1. Rainfall and runoff criteria. The system shall be designed for "design floods" resulting from
rainstorms of the following expected frequencies or greater:
a. Twenty -five-year three-day rainfall interval for allowable discharge34 from project -
development, however discharge from development shall not exceed
predevelopment discharge.
b. Twenty -five-year frequency storm, 24-hour duration rainfall interval for major
drainageways (over one square mile drainage area).
C. Five-year one -day rainfall interval for underground drainage utilizing storm sewers.
d. Ten-year one -day rainfall interval for all road crowns and all others. Rainfall
intensity factors shall come from accepted meteorological and rainfall sources as
applicable to Okeechobee County. Ultimate land usage shall be assumed for
selection of proper runoff coefficients within the basins involved, whether within the
subdivision or not. Weighted runoff coefficients shall be applied where different
coefficients apply within the areas comprising the basins.
B. Minimum building elevations and adjoining grades.
1. The minimum elevation for all residential structures, non-residential structures and
substantial improvements or additions located in a flood hazard area shall be at or above the
base flood elevation or otherwise shall meet the minimum building elevation established by
34 The above requires more attenuation for projects located within the C-59 Basin which has a design storm of a 10-
year, 3-day magnitude. Also, the ACOE Taylor Creek (S-133) Basin design was based on a 1-in-10 year flood and
District and County regulations require 1-in-25 year flood attenuation.
Craig A. Smith & Associates 74
September 4, 2007
the NFIP. All electrical, heating, ventilation, plumbing, air conditioning equipment,
ductwork and other service facilities also shall be located at or above the base flood
elevation, or shall be designed or located to prevent water from entering or accumulating
within the components during conditions of flooding.
2. In addition to meeting the requirements of paragraph 1 above, when applicable, minimum
building elevations shall be at least 18 inches above the crown of adjacent roadway and shall
be at or above the 100 year three-day storm event, zero discharge, except that:
(a) When included with an engineered site plan that demonstrates compliance with
drainage and runoff regulations, the minimum elevation for a principal structure
within 200 feet of the adjacent roadway may be ten inches above the crown of the
adjacent roadway, and shall be at or above the 100-year three-day storm event, zero
discharge.
(b) When included with an engineered site plan that demonstrates compliance with
drainage and runoff regulations, the minimum elevation of all structures that are
200 feet or more from the adjacent roadway shall be at least 24 inches above natural
grade and shall be at or above the 100 year three-day storm event, zero discharge.
(c) When not included with an engineered site plan, the minimum elevation of all
principal structures that are 200 feet or more from the adjacent roadway may shall
be at least 30 inches above natural grade and shall be at or above the 100-year
three-day storm event, zero discharge."
Per Article VI1, Section 7.06.03............ the design and performance of all stormwater
management systems shall comply with applicable state regulations regarding
stormwater quality (chapter 17-25 and chapter 17-302, Florida Administrative Code) or
rules of the South Florida Water Management District or the St. Johns River Water
Management District, as appropriate. ,35
"A. Performance standards. All development must be designed, constructed and maintained to meet the
following performance standards:
1. While development activity is underway and after it is completed, the characteristics of
stormwater runoff shall approximate the rate, volume, quality, and timing of stormwater runoff that
occurred under the site's natural unimproved or existing state, except that the first one inch or the
total runoff of 2.5 times the percentage impervious, whichever is greater, of stormwater runoff shall
be retained in an off-line dry or wet retention system or according to other best management
practices.
2. The proposed development and development activity shall not violate the water quality standards
as set forth in chapter 17-3, Florida Administrative Code.
35 The LDRs contain performance standards for water quality treatment criteria for land development projects.
Noted herein is that references to Chapter 17, Florida Administrative Code should be revised to reflect Chapter 62
where needed.
Craig A. Smith & Associates 75
September 4, 2007
4. Dry retention and detention systems shall be designed with the wet season water table at least one
foot below the bottom surface of the treatment area.
5. Wet detention systems shall have water depths no more than ten feet, unless specifically accepted
by the county engineer, and side slopes of 4:1 from proposed finished grade to two feet below the
control elevation.
These requirements set the standards for insuring that new developments must address
water quantity and water quality treatment criteria. Recommended is a design policy or
a Code revision regarding the design of tertiary drainage systems for both, City and
County.
Tertiary drainage system design should, at a minimum, be based on FDOT design
criteria as follows:
➢ Design storm for storm sewers should be based on a 1-in-3 year storm based on
the rational formula of Q = CIA where Q = flow in cubic feet per second (CFS), C
= land use ratio which takes into account pervious/impervious coverages, and I
= Rainfall Intensity in inches per hour obtained from FDOT - Zone 8 Intensity -
Duration -Frequency Curves from a given time of concentration.
➢ Minimum Starting Time of Concentration (Tc): 10-15 minutes; greater Tc can be
used if justified.
➢ Minimum Tailwater should be based on a peak flood stage from a 3-year, 1-day
design storm event for each storm sewer run.
➢ Catch basins should be spaced adequately in narrow rights -of -way to capture
sufficient stormwater to prevent travel lane flooding.
The City of Okeechobee's Development Standards for water management which can be
located in Chapter 78, Article IV, "Stormwater Management"36 are limited to the
following:
Sec. 78-101. Requirements.
36 It is not clear in this Code if the developer is given the option of having to comply with (a), (b) or both. However
based CAS experience, the requirement cited in part (a) is normally the route taken by developers for meeting water
quality and water quantity criteria.
Craig A. Smith & Associates 76
September 4, 2007
(a) Required stormwater management systems shall comply with state approved standards adopted by the
South Florida Water Management District.
(b) Minimum stormwater management requirements are as follows:
(1) Stormwater treatment and disposal facilities shall be designed for a 25-year storm event of 24-
hour duration.
(2) The first inch of stormwater runoff shall be treated on site.
(3) Post development runoff rates, volumes and pollutant loads shall not exceed predevelopment
conditions.
(4) Erosion and sediment controls shall be used during construction.
(5) Minimum road elevation is the crown of the road or 100-year, three-day event, whichever is
highest.37
Recommended is a revision to the City's Development standards to fall closer in line
with the District's water quality treatment and water quantity requirements by either
actual code revision or by reference of Chapter 40E-4 and portions of the District's
"Basis of Review". The County's LDRs references Chapter 40E-4 by code. The City
can choose to have non -conflicting standards that are stricter than District standards.
For the City and County, recommended is the adoption and implementation of on lot -
retention for new construction on existing subdivided property. The volume of retention
can be determined during code implementation.
One major component of a successful stormwater program is maintenance. All
systems, private or public, should be inspected a minimum of twice a year and after a
storm event equaling or exceeding a 3 inch rainfall. Recommended is the
implementation of routine maintenance measures to insure system functionality for City
and County owned secondary and tertiary systems. Systems on private property which
serve regional areas are recommended for drainage and maintenance easement
assignment to the City and/or the County. If necessary, reciprocal maintenance rights
should be obtained in areas where systems located in the City's jurisdiction are either
partially, primarily, or entirely serving areas within the County's jurisdictional limits or
37 Minimum road elevations required in item 78-101 (b) (5) is unusual and appears difficult to regulate.
Craig A. Smith & Associates 77
September 4, 2007
vice versa. Furthermore, coordination with the District, the Florida Department of
Transportation and the CSX Railroad is recommended as it pertains to maintenance.
L:\LAND\00-0903\146 Stormwater Plan\Stormwater Masterplan Text\FINAL DOCUMENT\Master Plan Final.doc
Craig A. Smith & Associates 78
September 4, 2007
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
SECTION 2
HYDROLOGIC AND HYDRAULIC
CALCULATIONS
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
DRAINAGE BASIN
STAGE/ STORAGE CALCULATIONS
ASSUMED LAND USE BASED ON AERIAL MAP VISUAL OBSERVATION
% LAND USES WERE ASSUMED BASED VISUAL
OBSERVATION VIA PROPERTY APPRAISER AERIALS
OR BY PERMIT DATA
%LAKEJCANAU
AREA BASIN ACREAGE WETLAND %BLDG %PAVMT %LAWN
USED FDOT FIGURE 5-19 TO DETERMINE
TIME OF CONCENTRATION FOR EACH
BASIN FOR MUNICIPAL -RESIDENTIAL;
SOME Tc WERE MANUALLY ENTERED
ASSUME TERRAIN SLOPE
ASSUMED NO GREATER THAN 0.1%
RUNOFF SUCH THAT AVG
LENGTH (FT) OVERLAND V = 35'/MIN
35
N m D G)
BASIN 01
1050.00
10%
30%
25%
35%
7920
226.3
=` � M z
BASIN 02
139.79
7%
25%
25%
43%
-
228.6
=' � O m
BASIN 03
655.26
9%
25%
25%
41%
5280
150.9
OO ;
BASIN 04
840.OD
1 %
20%
25%
54%
8870
253.4
0 z G)
BASIN 05
95.70
1%
21 %
25%
53%
2300
65.7
O O
BASIN D6
683.50
2%
15%
15%
68%
6800
194.3
a c
BASIN 07
424.00
1%
0.100%
0.100%
99%
5280
150.9
r- ;u
BASIN 08
242.00
1%
15%
15%
69%
3300
94.3
cl)p -
BASIN 09
301.80
1%
15%
15%
69%
3168
90.5
r
BASIN 10
394.00
1%
10%
20%
69%
2300
65.7
BASIN 11
326.OD
0%
20%
20%
60%
2300
65.7
cl)
:E
BASIN 12
274.00
0%
25%
25%
50%
2300
65.7
4
BASIN 13
243.00
1%
10%
10%
79%
2300
65.7
<
BASIN 13B
243.00
10%
10%
10%
70%
1500
42.9
Z
BASIN 14
203.00
1%
10%
20%
69%
2300
65.7
m
BASIN 15
78.20
1%
1%
1%
97%
2400
68.6
cn
BASIN 16A
4.27
0%
0%
60%
40%
500
14.3
c:�E
BASIN 16B
34.60
0%
9%
35%
56%
700
20.0
rn
BASIN 16C
10.87
0%
40%
45%
15%
700
20.0
r i
BASIN 16D
3.10
0%
1%
10%
89%
500
14.3
BASIN 16E
6.66
0%
5%
21%
74%
500
14.3
m
BASIN 16F
1.43
0%
20%
40%
40%
200
5.7
C
BASIN 16G
4.37
0%
13%
55%
32%
550
15.7
m
BASIN 17A
65.30
1%
10%
20%
69%
2300
65.7
BASIN 17B
53.17
39%
20%
14%
27%
500
14.3
BASIN 17C
142.37
8.0%
15%
12%
65%
1000
28.6
BASIN 18
332.00
3%
20%
20%
57%
2600
74.3
m
BASIN 19
123.00
1%
1%
1%
97%
2300
65.7
C
BASIN 20
324.00
1%
25%
20%
54%
5280
150.9
in
BASIN 21
105.30
1 %
10%
15%
74%
2600
74.3
CD
BASIN 22
320.00
1 %
15%
15%
69%
2600
74.3
w
BASIN 23
301.00
2%
10%
10%
78%
2600
74.3
N
BASIN 23B
301.00
8%
10%
10%
72%
1300
37.1
BASIN 24
97.00
1 %
1 %
1 %
97%
1300
37.1
m
C
BASIN 25A
366.70
25%
0.005%
0.005%
75%
5280
150.9
m
BASIN 25B
28.30
14%
11%
8%
67%
400
11.4
G)
BASIN 26
253.00
30%
0%
0%
70%
5280
150.9
OC
BASIN 27
246.00
2%
15%
15%
68%
1000
28.6
0
BASIN 28
303.00
1 %
5%
5%
89%
1000
28.6
BASIN 29
331.OD
6%
0%
0%
94%
8000
228.6
y
w
BASIN 30
353.00
10%
10%
5%
75%
260D
74.3
BASIN 30A
103.00
0%
20%
20%
60%
1726
49.3
BASIN 31
72.00
20%
0%
0%
80%
1500
42.9
BASIN 32
93.70
20%
2%
2%
76%
1125
32.1
BASIN 33
160.00
30%
5%
1 %
64%
10DO
28.6
BASIN - LAND USE 1 OF 44 OC SWMP DRAINAGE BASIN INFORMATION.As
SOIL STORAGE CALCULATIONS
Adjusted soil storage calculation per SFWMD Volume IV, Page E-2 (4/5101)
Depth to
W.T ft
Flatwoods
Storage in NAS
CN
75% reduction
for compaction (DAS)
Adj.
CN
1
0.6
94
0.45
96
2
2.5
80
1.875
84
3
5.4
65
4.05
71
4
9
53
6.85
59
5
12
45
9
53
6
14
42
10.5
49
BASIN
ACREAGE
PERVIOUS ACREAGE
AVG SITE GRADE
WATER TABLE
DWT
DAS
5
L;N
NO
(FT-NGVD)
(FT-NGVD)
(FT)
(IN)
(IN)
BASIN 01
1050.00
367.50
32.00
28
4.00
6.85
2.40
80.7
BASIN 02
139.79
60.24
31.00
26
5.00
9.00
3.88
72.1
BASIN 03
655.26
270.03
31.00
26
5.00
9.00
3.71
72.9
BASIN 04
840.00
453.60
28.00
24
4.00
6.85
3.70
73.0
BASIN 05
95.70
50.72
27.00
24
3.00
4.05
2.15
82.3
BASIN 06
683.50
464.78
27.00
23
4.00
6.85
4.66
68.2
BASIN 07
424.00
418.91
29.00
27
2.00
1.88
1.85
84.4
BASIN 08
242.00
166.98
27.00
24
3.00
4.05
2.79
78.2
BASIN 09
301.80
208.24
27.00
23
4.00
6.85
4.73
67.9
BASIN 10
394.00
271.86
27.00
23
4.00
6.85
4.73
67.9
BASIN 11
326.00
195.60
27.00
23
4.00
6.85
4.11
70.9
BASIN 12
274.00
137.00
27.00
23
4.00
6.85
3.43
74.5
BASIN 13
243.00
191.97
21.00
19.5
1.50
1.16
0.92
91.6
BASIN 13B
243.00
169.40
21.00
19.5
1.50
1.16
0.81
92.5
BASIN 14
203.00
140.07
21.00
18
3.00
4.05
2.79
78.2
BASIN 15
78.20
75.85
20.00
18
2.00
1.88
1.82
84.6
BASIN 16A
4.27
1.71
20.00
15
5.00
9.00
3.60
73.5
BASIN 16B
34.60
19.49
19.00
15
4.00
6.85
3.86
72.2
BASIN 16C
10.87
1.63
19.00
15
4.00
6.85
1.03
90.7
BASIN 16D
3.10
2.76
19.00
15
4.00
6.85
6.10
62.1
BASIN 16E
6.66
4.96
21.00
17
4.00
6.85
5.10
66.2
BASIN 16F
1.43
0.57
21.00
17
4.00
6.85
2.74
78.5
BASIN 16G
4.37
1.40
20.00
16
4.00
6.85
2.19
82.0
BASIN 17A
65.30
45.05
18.00
15
3.00
4.05
2.79
78.2
BASIN 17B
53.17
14.36
18.00
15
3.00
4.05
1.09
90.1
BASIN 17C
142.37
92.54
18.00
14.5
3.50
5.45
3.54
73.8
BASIN 18
332.00 -
189.70
18.00
15
3.00
4.05
2.31
81.2
BASIN 19
123.00
119.31
17.00
15
2.00
1.88
1.82
84.6
BASIN 20
324.00
174.96
29.00
25
4.00
6.85
3.70
73.0
BASIN 21
105.30
77.92
30.00
27.5
2.50
2.96
2.19
82.0
BASIN 22
320.00
220.80
27.50
24
3.50
5.45
3.76
72.7
BASIN 23
301.00
234.78
22.50
19.5
3.00
4.05
3.16
76.0
BASIN 23B
301.00
215.80
22.50
19.5
3.00
4.05
2.90
77.5
BASIN 24
97.00
94.09
20.00
18.5
1.50
1.16
1.13
89.9
BASIN 25A
366.70
274.99
16.50
14.5
2.00
1.88
1.41
87.7
BASIN 25B
28.30
19.06
18.00
15.6
2.40
2.75
1.85
84.4
BASIN 26
253.00
177.10
17.00
14.5
2.50
2.96
2.07
82.8
BASIN 27
246.00
167.28
23.00
19
4.00
6.85
4.66
68.2
BASIN 28
303.00
269.67
25.00
21
4.00
6.85
6.10
62.1
BASIN 29
331.00
311.14
25.00
23
2.00
1.88
1.76
85.0
BASIN 30
353.00
264.75
17.00
14.5
2.50
2.96
2.22
81.8
BASIN 30A
103.00
61.80
17.00
14.5
2.50
2.96
1.78
84.9
BASIN 31
72.00
57.60
18.00
13.5
4.50
7.93
6.34
61.2
Soil Storage 2 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
SOIL STORAGE CALCULATIONS
Adjusted soil storage calculation per SFWMD Volume IV, Page E-2 (415101)
Depth to
W.T ft
Flatwoods
FStorage in NAS
CN----T
75% reduction
for compaction DAS
Adj.
CN
1
0.6
94
0.45
96
2
2.5
80
1.875
84
3
5.4
65
4.05
71.
4
9
53
6.85
59
5
12
45
9
53
6
14
42
10.5
49
BASIN
NO.
ACREAGE
PERVIOUS ACREAGE
AVG SITE GRADE
FT-NGVD
-WATER TABLE
FT-NGVD
DWT
DAS
IN
S
IN
CN
BASIN 32
93.70
71.21
15.00
13.5
1.50
1.16
0.88
91.9
BASIN 33
160.00
102.40
15.00
13.5
1.50
1.16
0.74
93.1
TOTALS &
AVERAGES
10732.4
6931.60
22.42
17.5
3.21
4.63
2.99
77.0
Soil Storage 3 OF 44 OC_SWMP DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 01
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
1050 ac.
28 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
25%
262.50
33.0
35.0
30%
315.00
10%
105.00
28.0
vertically
35%
357.50
29.0
36.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
28.0
0.00
105.00
O.OD
105.00
0.00
28.5
0.00
105.00
0.00
105.00
52.50
29.0
0.00
105.00
0.00
105.OD
105.00
29.5
O.OD
105.00
26.25
131.25
164.06
30.0
0.00
105.00
52.50
157.50
236.25
30.5
0.00
105.00
78.75
183.75
321.56
31.0
0.00
105.00
105.00
210.00
420.00
31.3
0.00
105.00
118.13
223.13
474.14
31.5
0.00
105.OD
131.25
236.25
531.56
31.8
0.00
105.00
144.38
249.38
592.27
32.0
0.00
105.00
157.50
262.50
656.25
32.5
0.00
105.00
183.75
288.75
794.D6
33.0
0.00
105.00
210.00
315.00
945.OD
33.5
65.63
105.00
236.25
406.88
1125.47
34.0
131.25
105.00
262.50
498.75
1351.88
34.5
196.88
105.00
288.75
590.63
1624.22
35.0
262.50
105.00
1 315.00
1 682.50
1942.50
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.40 inches
Soil Storage = S = 2.40 inches
EXFILTRATION TRENCH VOLUME ()(T Volume)
0 AC -FT
P( 2S)A2
PP( 2S)A2
Runoff Depth = v = (P+.8S) =
7.6 inches
Runoff Depth = v = (P+.8S) =
4.8 inches
Net Runoff Volume = V = v x Project Area/12 -XT \
665.5 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT b
417.2 ac-ft
From Stage - Storage Table, Peak Stage =
32.03 ft_NGVD
From Stage - Storage Table, Peak Stage =
30.99 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.40 inches
Soil Storage = S = 2.40 inches
P-.2g A2
P-2S A2
Runoff Depth = v = (P+,8S) =
6.6 inches
Runoff Depth = v = (P+.8S) =
2.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT \
581.8 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT 1v
220.4 ac-ft
From Stage - Storage Table, Peak Stage =
31.70 ft_NGVD
From Stage - Storage Table, Peak Stage =
29.89 ft_NGVD
BASSWOOD 4 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 02
Basin Grading Assumptions:
Total Project Area =
139.79 ac.
Control Elevation =
26 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
25%
34.72
28.0
33.0
Building Area
25%
34.72
Lake/Canal Area
7%
10.12
27.0
vertically
Green Area
43%
60.24
28.0
33.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
26.0
0.00
0.00
0.00
0.00
0.00
26.5
0.00
0.00
0.00
0.00
0.00
27.0
0.00
10.12
0.00
10.12
2 553
27.5
0.00
10.12
0.00
10.12
7.59
28.0
0.00
10.12
0.00
10.12
12.65
28.5
3.47
10.12
6.02
19.62
20.08
29.0
6.94
10.12
12.05
29.11
32.27
29.3
868
10.12
15.06
33.86
40.14
29.5
16.41
10.12
18.07
38.61
49.19
29.8
12.15
10.12
21.08
43.35
59.44
30.0
13.89
10.12
24.10
48.10
70.87
30.5
17.36
10.12
30.12
57.60
97.30
31.0
20.83
10.12
36.14
67.09
128.47
31.5
24.30
10.12
42.17
76.59
164.39
32.0
27.77
10.12
48.19
86.08
205.06
32.5
31.24
10.12
54.22
95.58
250.47
33.0
34.72
10.12
60.24
105.08
300.64
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 3.88 inches Soil Storage = S = 3.88 inches
EXFILTRATION TRENCH VOLUME (XT Volume) 0 AC -FT
P-f 2S)"2 P-f 2S)"2
Runoff Depth = v = (P+.8S) = 6.5 inches Runoff Depth = v = (P+.8S) = 3.8 inches
Net Runoff Volume = V = v x Project Area/12 -XT \ 75.6 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT b 44.7 ac-ft
From Stage - Storage Table, Peak Stage = 30.09 fi NGVD From Stage - Storage Table, Peak Stage = 29.37 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.88 inches Soil Storage = S = 3.88 inches
P-( 2S)"2 P-.2S "2
Runoff Depth = v = (P+.BS) = 5.6 inches Runoff Depth = v = (P+.8S) = 1.8 inches
Net Runoff Volume = V = v x Project Area/12 -XT \ 65.1 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT b 21.3 ac-ft
From Stage - Storage Table, Peak Stage = 29.87 ft_NGVD From Stage - Storage Table, Peak Stage = 28.55 ft_NGVD
OCAIP 5 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 03
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
%
Roads, Pads & Parking
25%
Building Area
25%
Lake/Canal Area
9%
Green Area
41 %
65526 ac.
26 ff-NGVD
Stores Linearly
Area (ac)
From
To
163.82
28.DD
33.D0
163.82
57.60
27.0
vertically
270.03
28.D0
33.DD
Stage
R-NGVD
Area
ac
Storage
aft
Roads
Detention
Green
Total
26.0
0.D0
0.D0
O.DO
O.DD
O.DD
26.5
0.D0
0.00
O.DO
0.00
ODD
27.0
O.DO
57.60
0.D0
57.60
14.40
27.5
ODD
57.60
ODD
57.60
4320
28.0
0.00
57.60
0.00
57.60
72.00
28.5
16.38
57.6D
27.00
100.98
111.65
29.0
32.76
57.60
54.01
144.37
172.98
29.3
40.95
57.60
67.51
166.06
211.79
29.5
49.14
57.60
81.01
187.75
256.02
29.8
57.34
57.60
94.51
209.45
305.67
30.0
65.53
57.60
108.01
231.14
360.74
30.5
81.91
57.60
135.02
274.52
487.15
31.0
98.29
57.60
162.02
317.91
63526
31.5
114.67
57.60
189.02
36129
805.D6
32.0
131.05
57.60
216.02
4D4.68
996.55
32.5
147A3
57.60
243.03
448.06
12D9.74
33.0
163.82
57.6D
270.03
491.45
1444.61
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
1 DO - YEAR,3-DAY RAINFALL = 10 inches
Soil Storage = S = 3.71 inches
EXFILTRATION TRENCH VOLUME ()(T Volume) _
P-2S "
Runoff Depth = v = (P+.8S) _
Net Runoff Volume = V = v x Project Area/12 -XT Volume =
From Stage - Storage Table, Peak Stage =
25 - YEAR, 3-DAY RAINFALL = 9 inches
Sal Storage = S = 3.71 inches
P-.2 "2
Runoff Depth = v = (P+.BS) _
Net Runoff Volume = V = v x Project Area/12 -XT Volume =
From Stage - Storage Table, Peak Stage =
1 D - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 3.71 inches
0 AC -FT
(P 2S)A2
6.6 inches
Runoff Depth = v = (P+.BS) =
3.9 inches
360.9 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT Volume
214.6 ac-ft
30.DO ft_NGVD
From Stage - Storage Table, Peak Stage =
2925 ft_NGVD
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soo Storage = S = 3.71 inches
(P-.2S)"2
5.7 inches
Runoff Depth = v = (P+.BS) =
1.9 inches
311.2 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT Volume
103.3 ac-ft
29.78 ft_NGVD
From Stage - Storage Table, Peak Stage =
28.39 ft NGVD
OA 6 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 04
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
840 ac.
24 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
25%
210.00
25.0
32.0
20%
168.00
1 %
8.40
24.0
vertically
54%
453.60
25.0
31.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
'Green
Total
24.0
0.0D
8.40
0.00
8.40
0.00
24.5
0.00
8.40
0.00
8.40
4.20
25.0
0.00
8.40
0.00
8.40
B.40
25.5
15.00
8.40
37.80
61.20
25.80
26.0
30.00
8.40
75.60
114.00
69.60
26.5
45.00
8.40
113.40
166.80
139.80
27.0
60.00
8.40
151.20
219.60
236.40
27.3
67.50
8.40
170.10
246.00
294.60
27.5
75.00
8.40
189.0D
272.40
359.40
27.8
82.50
8.40
207.90
298.80
430.80
28.0
90.0D
8.40
226.80
325.20
508.80
28.5
105.00
8AD
264.60
378.00
664.60
29.0
120.00
8.40
302.40
430.80
886.80
29.5
135.00
8AD
340.20
483.60
1115.40
30.0
150.00
8.40
378.00
536.40
1370.40
30.5
165.00
8.40
415.80
589.20
1651.80
31.0
180.00
8AD
453.60
642.00
1959.60
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 3.70 inches Soil Storage = S = 3.70 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S A2 P-( 2S)^2
Runoff Depth = v = (P+.BS) = 6.6 inches Runoff Depth = v = (P+.BS) _
7 inches
3.9 inches
Net Runoff Volume = V = v x Project Area/12 -X7 463.2 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 275.5 ac-ft
From Stage - Storage Table, Peak Stage = 27.85 ft NGVD From Stage - Storage Table, Peak Stage = 27.16 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.70 inches Soil Storage = S = 3.70 inches
P( 2S)A2 P( 2S)A2
Runoff Depth = v = (P+.BS) = 5.7 inches Runoff Depth = v = (P+.BS) = 1.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 399.4 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 132.7 ac-ft
From Stage - Storage Table, Peak Stage = 27.64 ft NGVD From Stage - Storage Table, Peak Stage = 26.45 ft NGVD
BASIN 04 7 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN OS
Basin Grading Assumptions:
Total Project Area =
95.7 ac.
Control Elevation =
24 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
25%
23.93
25.0
32.0
Building Area
21%
20.10
Lake/Canal Area
1%
0.96
24.0
vertically
Green Area
53%
50.72
25.0
31.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
24.0
0.00
0.96
0.00
0.96
0.00
24.5
0.00
0.96
0.00
0.96
0.46
25.0
0.00
0.96
0.00
0.96
0.96
25.5
1.71
0.96
4.23
6.89
2.92
26.0
3.42
0.96
8.45
12.83
7.85
26.5
5A3
0.96
12.6E
18.76
15.75
27.0
6.84
0.96
16.91
24.70
26.61
27.3
7.69
0.96
19.02
27.67
33.16
27.5
B_54
0.96
21.13
30.64
40.45
27.8
9.40
0.96
23.25
33.60
48.48
28.0
10.25
0.96
25.36
36.57
57.25
28.5
11.96
0.96
29.59
42.51
77.02
29.0
13.67
0.96
33.81
48.44
99.76
29.5
15.38
0.96
38.04
54.38
125.46
30.0
17.09
0.96
42.27
60.31
154.13
30.5
18.80
0.96
46.49
66.25
185.77
31.0
20.51
1 0.96
1 50.72
1 72.19
N 220.38
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 2.15 inches Soil Storage = S = 2.15 inches
7 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S "2 P-.2S "2 -
Runoff Depth = v = (P+.8S) = 7.8 inches Runoff Depth = v = (P+.8S) - 5.0 inches
Net Runoff Volume = V = v x Project Area/12 -XT 62.3 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 39.5 ac-ft
From Stage - Storage Table, Peak Stage = 28.13 ft-NGVD From Stage - Storage Table, Peak Stage = 27.47 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.15 inches Soil Storage = S = 2.15 inches
P- 2S ^2 P-_2S 2 -
Runoff Depth = v = (P+.SS) = 6.9 inches Runoff Depth = v = (P+.8S) - 2.7 inches
Net Runoff Volume = V = v x Project Area/12 -XT 54.7 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 21.3 ac-ft
From Stage - Storage Table, Peak Stage = 27.92 ft_NGVD From Stage - Storage Table, Peak Stage = 26.75 ft NGVD
BASIN 05 8 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 06
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
663.5 ac.
23 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
15%
102.53
24.0
30.0
15%
102.53
2%
13.67
23.0
vertically
68%
464.78
24.0
29.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
23.0
0.00
13.67
0.00
13.67
0.00
23.5
0.00
13.67
0.00
13.67
6.84
24.0
0.00
13.67
0.00
13.67
13.57
24.5
B.54
13.67
46.48
6B.69
34.26
25.0
17.09
13.67
92.96
123.71
82.36
25.5
25.63
13.67
139.43
178.74
157.97
26.0
34.18
13.67
185.91
233.76
261.10
26.3
38.45
13.67
209.15
261.27
322.98
26.5
42.72
13.67
232.39
288.78
391.73
26.8
46.99
13.67
255.63
316.29
467.36
27.0
51.26
13.67
278.87
343.80
549.88
27.5
59.81
13.67
325.35
398.82
735.53
28.0
68,35
13.67
371.82
453.84
948.70
28.5
76.89
13.67
418.30
508.87
1189.36
29.0
85.44
13.67
464.78
563.89
1457.56
29.5
93.98
13.67
464.78
572.43
1741.64
30.0
102.53
13.67
464.76
5130.913
1 2030.00
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
10D - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 4.66 inches Soil Storage = S = 4.66 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
pL 2S)A2 PLS)°2
Runoff Depth = v = (P+.BS) = 6.0 inches Runoff Depth = v = (P+.8S) _
7 inches
3.4 inches
Net Runoff Volume = V = v x Project Area/12 -XT 341.2 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 195.5 ac-ft
From Stage - Storage Table, Peak Stage = 26.31 ft NGVD From Stage - Storage Table, Peak Stage = 25.68 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 4.66 inches Soil Storage = S = 4.66 inches
P-.2S 2 P-( 2S)"2
Runoff Depth = v = (P+.BS) = 5.1 inches Runoff Depth = v = (P+,BS) = 1.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT 291.4 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 88.2 ac-ft
From Stage - Storage Table, Peak Stage = 26.12 ft NGVD From Stage - Storage Table, Peak Stage = 25.04 ft_NGVD
BASIN O6 9 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 07
Basin Grading Assumptions:
Total Project Area
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
424 ac.
24 ft-NGVD
Stores Linearly
%
Area (ac)
From To
0%
0.42
27.0 30.0
0%
0.42
1 %
4.24
24.0 vertically
99%
418.91
24.0 30.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green I
Total
24.0
0.00
4.24
0.00
4.24
0.00
24.5
0.00
4.24
34.91
39.15
10.85
25.0
0.00
4.24
69.82
74.06
39.15
25.5
0.00
4.24
104.73
108.97
B4.91
26.0
0.00
4.24
139.64
143.88
148.12
26.5
0.00
4.24
174.55
178.79
228.78
27.0
0.00
4.24
209.46
213.70
326.90
27.3
0.04
4.24
226.91
231.19
382.51
27.5
0.07
4.24
244.37
248.68
442.50
27.8
0.11
4.24
261.82
266.17
506.85
28.0
0.14
4.24
279.27
283.66
575.58
26.5
0.21
4.24
314.18
318.64
726.15
29.0
0.28
4.24
349.09
353.62
894.22
29.5
0.35
4.24
384.00
388.60
1079.77
30.0
0.42
4.24
418.91
423.5E
1282.81
30.5
0.42
4.24
418.91
423.58
1494.60
31.0
0.42
1 4.24
1 418.91
1 423.58
1706.39
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.85 inches
Soil Storage = S = 1.85 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P-.2S ^2
P-( 2S)A2
Runoff Depth = v = (P+.8S) =
8.1 inches
Runoff Depth = v = (P+.BS) =
5.2 inches
Net Runoff Volume = V = v x Project Area/12 -X7
285.3 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
183.1 ac-ft
From Stage - Storage Table, Peak Stage =
26.79 tt NGVD
From Stage - Storage Table, Peak Stage =
26.22 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.85 inches
Soil Storage = S = 1.85 inches
P-.2S 2
P-.2S 2
Runoff Depth = v = (P+.8S) =
7.1 inches
Runoff Depth = v = (P+.8S) =
2.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT
251.0 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
100.7 ac-ft
From Stage - Storage Table, Peak Stage =
26.61 ft_NGVD
From Stage - Storage Table, Peak Stage =
25.63 ft NGVD
BASIN 07 10 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 08
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads 8: Parking
Building Area
Lake/Canal Area
Green Area
242 ac.
23 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
15%
36.30
25.0
30.0
15%
36.30
1 %
2.42
23.0
vertically
69%
166.98
24.0
30.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
23.0
0.00
2.42
O.OD
2.42
O.OD
23.5
0.00
2.42
0.00
2.42
1.21
24.0
O.OD
2.42
0.00
2.42
2.42
24.5
0.00
2.42
13.92
16.34
7.11
25.0
0.00
2.42
27.83
30.25
18.76
25.5
3.63
2.42
41.75
47.80
3B.27
26.0
7.26
2.42
55.66
65.34
66.55
26.3
9.08
2.42
62.62
74.11
83.98
26.5
10.89
2.42
69.58
82.89
103.61
26.8
12.71
2.42
76.53
91.66
125.42
27.0
14.52
2.42
83.49
100.43
149.44
27.5
18.15
2.42
97.41
117.98
204.04
28.0
21.78
2.42
111.32
135.52
267.41
28.5
25.41
2.42
125.24
153.07
339.56
29.0
29.04
2.42
139.15
170.61
420.48
29.5
32.67
2.42
153.07
188.16
510.17
30.0
36.30
2.42
166.98
205.70
608.63
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
Soil Storage = S = 2.79 inches
EXFILTRATION TRENCH VOLUME (XT Volum
P-.2S "2
Runoff Depth = v = (P+.8S) _
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.79 inches
0 AC -FT
P-( 2S)^2
7.3 inches Runoff Depth = v = (P+.8S) = 4.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT
146.9 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
90.6 ac-ft
From Stage - Storage Table, Peak Stage =
26.97 ft_NGVD
From Stage - Storage Table, Peak Stage =
26.32 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.79 inches
Soil Storage = S = 2.79 inches
P-.2S "2
P-.2S 2
Runoff Depth = v = (P+.8S) =
6.3 inches
Runoff Depth = v = (P+.8S) =
2.3 inches
Net Runoff Volume = V = v x Project Area/12 -XT
127.9 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
46.5 ac-ft
From Stage - Storage Table, Peak Stage =
26.76 ft_NGVD
From Stage - Storage Table, Peak Stage =
25.65 ft_NGVD
BASIN 08 11 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 09
Basin Grading Assumptions:
Total Project Area =
301.8 ac.
Control Elevation =
24 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
15%
45.27
25.0
30.0
Building Area
15%
45.27
Lake/Canal Area
1 %
3.02
24.0
vertically
Green Area
69%
208.24
25.0
30.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
24.0
0.00
3.02
0.00
3.02
0.00
24.5
0.00
3.02
0.00
3.02
1.51
25.0
0.00
3.02
0.00
3.02
3.02
25.5
4.53
3.02
20.82
28.37
10.86
26.0
9.05
3.02
41.65
53.72
31.39
26.5
13.56
3.02
62.47
79.07
64.59
27.0
18.11
3.02
83.30
104.42
110.46
27.3
20.37
3.02
93.71
117.10
138.15
27.5
22.64
3.02
104.12
129.77
169.01
27.8
24.90
3.02
114.53
142.45
203.04
28.0
27.16
3.02
124.95
155.13
240.23
28.5
31.69
3.02
145.77
180.48
324.13
29.0
36.22
3.02
166.59
205.83
420.71
29.5
40.74
3.02
187.42
231.18
529.96
30.0
45.27
3.02
208.24
256.53
651.89
30.5
45.27
3.02
208.24
256.53
786.15
31.0
45.27
3.02
1 208.24
256.53
908.42
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 4.73 inches Soil Storage = S = 4.73 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
p-( 2S)"2 P-.2S ^2
Runoff Depth = v = (P+.BS) = 5.9 inches Runoff Depth = v = (P+.BS) = 3.4 inches
Net Runoff Volume = V = v x Project Area/12 -XT 149.6 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 85.5 ac-ft
From Stage - Storage Table, Peak Stage = 27.33 ft NGVD From Stage - Storage Table, Peak Stage = 26.73 H NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 -YEAR 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 4.73 inches Soil Storage = S = 4.73 inches
Pi 2S)"2 P! 2S) 2
Runoff Depth = v = (P+.BS) = 5.1 inches Runoff Depth = v = (P+.BS) _
Net Runoff Volume = V = v x Project Area/12 -XT 127.7 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 27.15 ft NGVD From Stage - Storage Table, Peak Stage =
1.5 inches
38.4 ac-ft
26.11 ft NGVD
BASIN 09 12 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 10
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
394 ac.
24 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
20%
78.80
25.0
30.0
10%
39.40
1 %
3.94
24.0
vertically
69%
271.86
25.0
30.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
24.0
0.00
3.94
0.00
3.94
0.00
24.5
0.00
3.94
0.00
3.94
1.97
25.0
0.00
3.94
0.00
3.94
3.94
25.5
7.88
3.94
27.19
39.01
14.68
26.0
15.76
3.94
54.37
74.07
42.95
26.5
23.64
3.94
81.56
109.14
88.75
27.0
31.52
3.94
108.74
144.20
152.08
27.3
35.46
3.94
122.34
161.74
190.33
27.5
39.40
3.94
135.93
179.27
232.95
27.8
43.34
3.94
149.52
196.80
279.96
28.0
47.28
3.94
163.12
214.34
331.35
28.5
55.16
3.94
190.30
249.40
447.29
29.0
63.D4
3.94
217.49
284.47
580.76
29.5
70.92
3.94
244.67
319.53
731.76
30.0
78.80
3.94
271.86
354.60
9D0.29
30.5
78.80
3.94
271.86
354.60
1077.59
31.0
78.80
3.94
271.86 f
354.60
1254.89
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 4.73 inches Soil Storage = S = 4.73 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S A2 P-.2S A2
Runoff Depth = v = (P+.BS) = 5.9 inches Runoff Depth = v = (P+.BS) = 3.4 inches
Net Runoff Volume = V = v x Project Area/12 -XT 195.3 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 111.6 ac-ft
From Stage - Storage Table, Peak Stage = 27.27 ft_NGVD From Stage - Storage Table, Peak Stage = 26.68 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 4.73 inches Soil Storage = S = 4.73 inches
P-c 2S)A2 P-i 2S) 2
Runoff Depth = v = (P+.BS) = 5.1 inches Runoff Depth = v = (P+.BS) = 1.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT 166.7 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 50.1 ac-ft
From Stage - Storage Table, Peak Stage = 27.09 ft NGVD From Stage - Storage Table, Peak Stage = 26.08 ft NGVD
BASIN 10 13 OF 44 OC SWMP DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 11
Basin Grading Assumptions:
Total Project Area =
326 ac.
Control Elevation =
23 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
20%
65.20
25.0
30.0
Building Area
20%
65.20
Lake/Canal Area
0%
0.00
23.0
vertically
Green Area
60%
195.60
25.0
30.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
I Total
23.0
0.00
0.00
0.00
0.09
0.0D
23.5
0.00
0.00
0.00
0.00
0.00
24.0
0.00
0.00
0.00
0.00
0.00
24.5
0.00
0.00
0.00
0.00
0.00
25.0
O.OD
0.00
0.00
0.00
0.OD
25.5
6.52
0.00
19.56
26.08
6.52
26.0
13.04
0.00
39.12
52.16
26.08
26.3
16.30
0.00
48.90
65.20
40.75
26.5
19.56
0.00
58.6E
78.24
56.6E
26.8
22.82
0.00
68.46
91.28
79.67
27.0
26.08
0.00
78.24
104.32
1 D4.32
27.5
32.60
0.00
97.60
130.40
163.OD
28.0
39.12
0.00
117.36
156.48
234.72
28.5
45.64
0.00
136.92
182.56
319.48
29.0
52.16
0.00
156.48
208.64
417.28
29.5
58.6E
0.00
176.D4
234.72
528.12
30.0
65.20
1 0.00
195.60
1 260.80
f 652.00
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 4.11 inches
Soil Storage = S = 4.11 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P� 2�2
Pi .2
Runoff Depth = v = (P+.BS) =
6.3 inches
Runoff Depth = v = (P+.8S) = 3.7 inches
Net Runoff Volume = V = v x Project Area/12 -XT
172.2 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 100.8 ac-ft
From Stage - Storage Table, Peak Stage =
27.56 ft NGVD
From Stage - Storage Table, Peak Stage = 26.96 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 4.11 inches
Soil Storage = S = 4.11 inches
P-.2S ^2
P-L �S "ice
Runoff Depth = v = (P+.8S) =
5.4 inches
Runoff Depth = v = (P+.8S) = 1.7 inches
Net Runoff Volume = V = v x Project Area/12 -XT
147.9 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 47.2 ac-ft
From Stage - Storage Table, Peak Stage =
27.37 ft_NGVD
From Stage - Storage Table, Peak Stage = 26.32 ft NGVD
BASIN 11 14 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 12
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
274 ac.
24 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
25%
68.50
25.0
29.0
25%
68.50
0%
0.00
24.0
vertically
50%
137.00
25.0
29.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
24.0
0.01)
0.00
O.DO
0.00
0.00
24.5
0.00
0.00
0.00
0.00
0.00
25.0
0.00
0.00
0.00
0.00
0.00
25.5
8.56
0.00
17.13
25.69
6.42
26.0
17.13
O.OD
34.25
51.38
25.69
26.5
25.69
0.00
51.38
77.D6
57.80
27.0
34.25
0.00
68.50
102.75
102.75
27.3
38.53
0.00
77.06
115.59
130.04
27.5
42.81
0.00
85.63
128.44
160.55
27.8
47.09
0.00
94.19
141.28
194.26
28.0
51.3E
0.00
102.75
154.13
231.19
28.5
59.94
0.00
119.88
179.81
314.67
29.0
68.50
0.00
137.00
205.50
411.00
29.5
68.50
0.00
137.00
205.50
513.75
30.0
68.50
0.00
137.00
205.50
616.50
30.5
68.50
0.00
137.00
205.50
719.25
31.0
68.50
0.00
137.00
205.50
822.00
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 3.43 inches Soil Storage = S = 3.43 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-{ 2S)^2 P-( 2S)"2
Runoff Depth = v = (P+.BS) = 6.8 inches Runoff Depth = v = (P+.BS) _
7 inches
4.1 inches
Net Runoff Volume = V = v x Project Area/12 -XT 155.5 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 93.5 ac-ft
From Stage - Storage Table, Peak Stage = 27.46 ft NGVD From Stage - Storage Table, Peak Stage = 26.90 fi NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.43 inches Soil Storage = S = 3.43 inches
P-1 2S)A2 P-( 2S)A2
Runoff Depth = v = (P+.BS) = 5.9 inches Runoff Depth = v = (P+.BS) = 2.0 inches
Net Runoff Volume = V = v x Project Area/12 -XT 134.5 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 45.9 ac-ft
From Stage - Storage Table, Peak Stage = 27.27 it_NGVD From Stage - Storage Table, Peak Stage = 26.31 ft NGVD
BASIN 12 15 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 13
Basin Grading Assumptions:
Total Project Area =
243 ac.
Control Elevation =
19.5 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads 8 Parking
10%
24.30
20.0
24.0
Building Area
10°%
24.30
Lake/Canal Area
1 %
2.43
19.5
vertically
Green Area
79%
191.97
20.0
24.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green I
Total
19.5
0.00
2.43
O.OD
2.43
0.00
20.0
0.OD
2.43
0.00
2.43
1.22
20.5
3.04
2.43
24.00
29.46
9.19
21.0
6.OB
2.43
47.99
56.50
30.68
21.5
9.11
2.43
71.99
83.53
65.69
22.0
12.15
2.43
95.99
110.57
114.21
22.5
15.19
2.43
119.98
137.60
176.25
22.8
16.71
2.43
131.98
151.12
212.34
23.0
18.23
2.43
143.98
164.63
251.81
23.3
19.74
2.43
155.98
178.15
294.66
23.5
21.26
2.43
167.97
191.67
340.8E
24.0
24.30
2.43
191.97
218.70
443.48
24.5
24.30
2.43
191.97
218.70
552.83
25.0
24.30
2.43
191.97
218.70
662.18
25.5
24.30
2.43
191.97
218.70
771.53
26.0
24.30
2.43
191.97
218.70
880.88
26.5
24.30
1 2.43
1 191.97
1 218.70
990.23
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 0.92 inches
Soil Storage = S = 0.92 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P-.2S ^2
P-.2S "2
Runoff Depth = v = (P+,BS) =
9.0 inches
Runoff Depth = v = (P+.SS) = 6.0 inches
Net Runoff Volume = V = v x Project Area/12 -XT
181.8 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 121.6 ac-ft
From Stage - Storage Table, Peak Stage =
22.52 ft_NGVD
From Stage - Storage Table, Peak Stage = 22.06 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 0.92 inches
Soil Storage = S = 0.92 inches
P-.2S 2
P-.2S 2
Runoff Depth = v = (P+.8S) =
8.0 inches
Runoff Depth = v = (P+,Bs) = 3.6 inches
Net Runoff Volume = V = v x Project Area/12 -XT
161.7 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 72.1 ac-ft
From Stage - Storage Table, Peak Stage =
22.36 ft_NGVD
From Stage - Storage Table, Peak Stage = 21.57 tt NGVD
BASIN 13 16 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.xIs
STAGE STORAGE CALCULATIONS
BASIN 13B
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
243 ac.
19.5 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
10%
24.30
20.0
24.0
10%
24.30
10%
25.00
19.5
vertically
70%
169.40
20.0
24.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
I Total
19.5
0.00
25.00
0.00
25.00
0.00
20.0
0.00
25.00
0.00
25.00
12.50
20.5
3.04
25.00
21.18
49.21
31.05
21.0
6.06
25.00
42.35
73.43
61.71
21.5
9.11
25.00
63.53
97.64
104.48
22.0
12.15
25.00
84.70
121.85
159.35
22.5
15.19
25.00
105.88
146.06
226.33
22.8
16.71
25.00
116.46
158.17
264.36
23.0
18.23
25.00
127.05
170.28
305.41
23.3
19.74
25.00
137.64
182.38
349.49
23.5
21.26
25.00
148.23
194.49
396.60
24.0
24.30
25.00
169.40
218.70
499.90
24.5
24.30
25.00
169.40
218.70
609.25
25.0
24.30
25.00
169.40
218.70
718.60
25.5
24.30
25.00
169.40
218.70
827.95
26.0
24.30
25.00
169.40
218.70
937.30
26.5
24.30
25.00
169.40
218.70
1046.65
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 0.81 inches Soil Storage = S = 0.81 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S ^2 P-( 2S)^2
Runoff Depth = v = (P+.BS) = 9.1 inches Runoff Depth = v = (P+.BS) _
7 inches
6.1 inches
Net Runoff Volume = V = v x Project Area/12 -XT 184.1 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 123.8 ac-ft
From Stage - Storage Table, Peak Stage = 22.18 ft NGVD From Stage - Storage Table, Peak Stage = 21.68 tt NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 0.81 inches Soil Storage = S = 0.81 inches
P-.2S ^2 P-f 2S1"2
Runoff Depth = v = (P+.BS) = 8.1 inches Runoff Depth = v = (P+.BS) = 3.7 inches
Net Runoff Volume = V = v x Project Area/12 -XT 163.9 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 74.0 ac-ft
From Stage - Storage Table, Peak Stage = 21.99 ft NGVD From Stage - Storage Table, Peak Stage = 21.14 ft NGVD
BASIN 13B PROPOSED 17 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 14
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
203 ac.
18 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
20%
40.60
19.0
25.0
10%
20.30
1%
2.03
18.0
vertically
69%
140.07
19.0
25.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green I
Total
18.0
0.00
2.03
0.00
2.03
0.00
18.5
0.00
2.03
0.00
2.03
1.02
19.0
0.00
2.03
0.00
2.03
2.03
19.5
3.38
2.03
11.67
17.09
6.81
20.0
6.77
2.03
23.35
32.14
19.12
20.5
10.15
2.03
35.02
47.20
38.95
21.0
13.53
2.03
46.69
62.25
66.31
21.3
15.23
2.03
52.53
69.78
82.82
21.5
16.92
2.03
5B.36
77.31
101.20
21.8
18.61
2.03
64.20
84.84
121.47
22.0
20.30
2.03
70.04
92.37
143.62
22.5
23.68
2.03
81.71
107.42
193,57
23.0
27.07
2.03
93.38
122.48
251.04
23.5
30.45
2.03
105.05
137.53
316.05
24.0
33.83
2.03
116.73
152.59
388.58
24.5
37.22
2.03
128.40
167.64
468.63
25.0
40.60
1 2.03
1 140.07
182.70
556.22
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
Soil Storage = S = 2.79 inches
EXFILTRATION TRENCH VOLUME (XT Volum
P-.2S A2
Runoff Depth = v = (P+.8S) _
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.79 inches
0 AC -FT
P-.2S A2
7.3 inches Runoff Depth = v = (P+,8S) = 4.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT
123.2 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
76.0 ac-ft
From Stage - Storage Table, Peak Stage =
21.77 ft NGVD
From Stage - Storage Table, Peak Stage =
21.15 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.79 inches
Soil Storage = S = 2.79 inches
P-.2S A2
PPr 2Sr2
Runoff Depth = v = (P+.8S) =
6.3 inches
Runoff Depth = v = (P+.8S) =
2.3 inches
Net Runoff Volume = V = v x Project Area/12 -XT
107.3 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
39.0 ac-ft
From Stage - Storage Table, Peak Stage =
21.53 ft NGVD
From Stage - Storage Table, Peak Stage =
20.42 ft NGVD
BASIN 14 18 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 15
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
78.2 ac.
18.5 ft-NGVD
Stores Linearly
%
Area (ac)
From To
1%
0.78
18.5 21.0
1 %
0.78
1%
0.78
18.5 vertically
97%
75.85
18.5 21.0
Stage
ft-NGVD
Area ac
Storage
Roads
Detention
Green
Total(acft
18.5
0.00
0.78
0.00
0.78
0.00
19.0
0.16
0.78
15.17
16.11
4.22
19.5
0.31
0.78
30.34
31.44
16.11.
20.0
0.47
0.78
45.51
46.76
35.66
20.5
0.63
0.78
60.68
62.09
62.87
21.0
0.78
0.78
75.85
77.42
97.75
21.5
0.78
0.78
75.85
77.42
136.46
21.8
0.78
0.78
75.85
77.42
155.81
22.0
0.78
0.78
75.85
77.42
175.17
22.3
0.78
0.78
75.85
77.42
194.52
22.5
0.78
0.78
75.85
77.42
213.88
23.0
0.78
0.78
75.85
77.42
252.59
23.5
0.78
0.78
75.85
77.42
291.30
24.0
0.78
0.78
75.85
77.42
330.00
24.5
0.78
0.78
75.85
77.42
366.71
25.0
0.78
0.78
75.85
77.42
407.42
25.5
0.78
0.78
75.85
77.42
446.13
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.82 inches Soil Storage = S = 1.82 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S A2 P-( 2S)"2
Runoff Depth = v = (P+.8S) = 8.1 inches Runoff Depth = v = (P+,SS) = 5.2 inches
Net Runoff Volume = V = v x Project Area/12 -XT 52.8 acft Net Runoff Volume = V = v x Project Area/12 -XT V 33.9 ac-ft
From Stage - Storage Table, Peak Stage = 20.32 fi NGVD From Stage - Storage Table, Peak Stage = 19.96 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.82 inches Soil Storage = S = 1.82 inches
P-( 2S)A2 P-f 2S)A2
Runoff Depth = v = (P+.8S) = 7.1 inches Runoff Depth = v = (P+.8S) = 2.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 46.5 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 18.7 acft
From Stage - Storage Table, Peak Stage = 20.20 ft_NGVD From Stage - Storage Table, Peak Stage = 19.57 ft_NGVD
BASIN 15 19 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 16A
Basin Grading Assumptions:
Total Project Area =
4.27 ac.
Control Elevation =
15 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
60%
2.56
15.0
17.0
Building Area
0%
0.00
Lake/Canal Area
0%
0.00
15.0
vertically
Green Area
40%
1.71
16.0
17.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
15.0
0.00
0.00
0.00
0.00
0.00
15.5
0.64
0.00,
0.00
0.64
0.16
16.0
1.28
0.00
0.00
1.28
0.64
16.5
1.92
0.00
0.85
2.78
1.65
17.0
2.56
0.00
1.71
4.27
3.42
17.5
2.56
0.00
1.71
4.27
5.55
18.0
2.56
0.00
1.71
4.27
7.69
18.3
2.56
0.00
1.71
4.27
8.75
18.5
2.56
0.00
1.71
4.27
9.82
18.8
2.56
0.00
1.71
4.27
10.89
19.0
2.56
0.00
1.71
4.27
11.96
19.5
2.56
0.00
1.71
4.27
14.09
20.0
2.56
0.00
1.71
4.27
16.23
20.5
2.56
0.00
1.71
4.27
18.36
21.0
2.56
0.00
1.71
4.27
20.50
21.5
2.56
0.00
1.71
4.27
22.63
22.0
2.56
0.00
1 1.71
4.27
24.77
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 3.60 inches Soil Storage = S = 3.60 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S A2 P-L �S)A2
Runoff Depth = v = (P+.8S) = 6.7 inches Runoff Depth = v = (P+.8S) = 4.0 inches
Net Runoff Volume = V = v x Project Area/12 -XT 2.4 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 1.4 ac-ft
From Stage - Storage Table, Peak Stage = 16.76 ft NGVD From Stage - Storage Table, Peak Stage = 16.38 ft_NGVD
25 - YEAR, 3 DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.60 inches Soil Storage = S = 3.60 inches
p( 2S)A2 P-.2S 2
Runoff Depth = v = (P+.8S) = 5.8 inches Runoff Depth = v = (P+.8S) _
Net Runoff Volume = V = v x Project Area/12 -XT 2.1 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 16.61 ft NGVD From Stage - Storage Table, Peak Stage =
1.9 inches
0.7 ac-ft
16.02 ft NGVD
BASIN 16A 20 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 16B
OAKVIEW BAPTIST CHURCH
Basin Grading Assumptions:
Total Project Area =
34.6 ac.
Control Elevation =
18 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
% Area (ac)
From
To
Roads, Pads & Parking
35% 12.11
19.0
21.0
Building Area
9% 3.0D
Lake/Canal Area
0% 2.00
18.0
vertically
Green Area
56% 19.49
19.0
21.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
18.0
0.00
2.00
0.0D
2.00
D.OD
18.5
0.00
2.00
0.00
2.00
1.00
19.0
0.00
2.00
0.00
2.00
2.00
19.5
3.03
2.00
4.87
9.90
4.98
20.0
6.06
2.00
9.75
17.80
11.90
20.5
9.08
2.00
14.62
25.70
22.78
21.0
12.11
2.00
19.49
33.60
37.60
21.3
12.11
2.00
19.49
33.60
46.00
21.5
12.11
2.00
19.49
33.60
54.40
21.8
12.11
2.00
19.49
33.60
62.80
22.0
12.11
2.00
19.49
33.60
71.20
22.5
12.11
2.00
19.49
33.60
88.00
23.0
12.11
2.00
19.49
33.60
1 D4.80
23.5
12.11
2.00
19.49
33.60
121.60
24.0
12.11
2.00
19.49
33.60
13B.40
24.5
12.11
2.00
19.49
33.60
155.20
25.0
12.11
2.00
19.49
33.60
1 172.00
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 3.86 inches Soil Storage = S = 3.86 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-( 2S)"2 P-( 2S)^2
Runoff Depth = v = (P+.8S) = 6.5 inches Runoff Depth = v = (P+.8S) = 3.8 inches
Net Runoff Volume = V = v x Project Area/12 -XT 18.8 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 11.1 ac-ft
From Stage - Storage Table, Peak Stage = 20.32 ft NGVD From Stage - Storage Table, Peak Stage = 19.94 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 -YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.86 inches Soil Storage = S = 3.86 inches
P-( 2S)^2 P-( 2S) 2
Runoff Depth = v = (P+.BS) = 5.6 inches Runoff Depth = v = (P+.8S) _
Net Runoff Volume = V = v x Project Area/12 -XT 16.2 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 20.20 ft NGVD From Stage - Storage Table, Peak Stage =
1.8 inches
5.3 ac-ft
19.52 ft_NGVD
BASIN 16B 21 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 16C
NORTH LAKE BUSINESS PARK
Basin Grading Assumptions:
Total Project Area = 10.87 ac.
Control Elevation = 19 ft-NGVD
Assumptions:
Stores
Linearly
Land Use % Area (ac)
From
To
Roads, Pads & Parking 45% 4.89
19.0
20.5
Building Area 40% 4.35
Lake/Canal Area 0% 0.00
19.0
vertically
Green Area 15% 1.63
19.0
21.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
19.0
0.00
0.00
0.00
0.00
0.00
19.5
1.63
0.00
0.41
2.04
0.51
20.0
3.26
0.00
0.82
4.06
2.04
20.5
4.89
0.00
1.22
6.11
4.59
21.0
4.89
0.00
1.63
6.52
7.74
21.5
4.89
0.00
1.63
6.52
11.01
22.0
4.89
0.00
1.63
6.52
14.27
22.3
4.89
0.00
1.63
6.52
15.90
22.5
4.89
0.00
1.63
6.52
17.53
22.8
4.89
0.00
1.63
6.52
19A6
23.0
4.89
0.00
1.63
6.52
20.79
23.5
4.89
0.00
1.63
6.52
24.05
24.0
4.89
0.00
1.63
6.52
27.31
24.5
4.89
0.00
1.63
6.52
30.57
25.0
4.89
0.00
1.63
6.52
33.83
25.5
4.89
0.00
1.63
6.52
37.09
26.0
4.89
1 0.00
1 1.63
1 6.52
40.35
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.03 inches Soil Storage = S = 1.03 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P� 2S)A2 PAL
Runoff Depth = v = (P+.8S) = 8.9 inches Runoff Depth = v = (P+.8S) = 5.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 8.0 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 5.3 ac-ft
From Stage - Storage Table, Peak Stage = 21.04 ft_NGVD From Stage - Storage Table, Peak Stage = 20.62 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.03 inches Soil Storage = S = 1.03 inches
P-( 2S)"2 P-�"2
Runoff Depth = v = (P+.8S) = 7.9 inches Runoff Depth = v = (P+.8S) _
Net Runoff Volume = V = v x Project Area/12 -XT 7.1 ac-ft Net Runoff Volume = V = v x Project Ama/12 -XT V
From Stage - Storage Table, Peak Stage = 20.90 ft_NGVD From Stage - Storage Table, Peak Stage =
3.5 inches
3.1 ac-ft
20.22 ft_NGVD
BASIN 16C 22 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 16D
MIMS
Basin Grading Assumptions:
Total Project Area =
3.1 ac.
Control Elevation =
18 ft-NGVD
Assumptions:
Stores Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
10%
0.31
19.0
21.0
Building Area
1%
0.03
Lake/Canal Area
06%
0.00
18.0
vertically
Green Area
89%
2.76
19.0
21.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
18.0
0.00
0.00
0.00
0.00
0.00
18.5
0.00
D.00
0.00
0.00
0.00
19.0
0.00
0.00
0.00
0.00
0.00
19.5
0.08
0.00
0.69
0.77
0.19
20.0
0.16
0.00
1.38
1.53
0.77
20.5
0.23
0.00
2.07
2.30
1.73
21.0
0.31
0.00
2.76
3.07
3.07
21.3
0.31
0.00
2.76
3.07
3.84
21.5
0.31
0.00
2.76
3.07
4.60
21.8
0.31
0.00
2.76
3.07
5.37
22.0
0.31
0.00
2.76
3.07
6.14
22.5
0.31
0.00
2.76
3.07
7.67
23.0
0.31
0.00
2.76
3.07
9.21
23.5
0.31
0.00
2.76
3.07
10.74
24.0
0.31
0.00
2.76
3.07
12.28
24.5
0.31
0.00
2.76
3.07
13.81
25.0
0.31
0.0D
2.76
3.07
15.35
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 6.10 inches Soil Storage = S = 6.10 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S "2 P-.2S "2
Runoff Depth = v = (P+.8S) = 5.2 inches Runoff Depth = v = (P+.BS) = 2.8 inches
Net Runoff Volume = V = v x Project Area/12 -XT 1.3 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 0.7 ac-ft
From Stage - Storage Table, Peak Stage = 20.30 ft NGVD From Stage - Storage Table, Peak Stage = 19.96 ft NGVD
25 - YEAR, 3 DAY RAINFALL = 9 inches 5-YEAR 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 6.10 inches Soil Storage = S = 6.10 inches
P-.2S ^2 P-.2S 2
Runoff Depth = v = (P+.BS) = 4.4 inches Runoff Depth = v = (P+.BS) _
Net Runoff Volume = V = v x Project Area/12 -XT 1.1 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 20.19 ft_NGVD From Stage - Storage Table, Peak Stage =
1.1 inches
0.3 ac-ft
19.59 ft NGVD
BASIN 16D 23 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 16E
OKEECHOBEE MOTORS
(INCLUDING VACANT PARCEL OWNED BY SAME OWNER)
Basin Grading Assumptions:
Total Project Area = 6.66 ac.
Control Elevation = 17.5 ft-NGVD
Assumptions:
Stores Linearly
Land Use % Area (ac) From To
Roads, Pads & Parking 21% 1.37 20.0 22.5
Building Area 5% 0.33
Lake/Canal Area 0% 0.51 18.5 vertically
Green Area 74% 4.96 18.5 22.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
17.5
0.00
0.00
0.00
0.00
0.00
18.0
0.00
0.00
0.00
0.00
0.00
1 B.5
0.00
0.51
0.00
0.51
0.13
19.0
0.00
0.51
0.71
1.22
0.56
19.5
0.00
0.51
1.42
1.93
1.35
20.0
0.00
0.51
2.13
2.64
2.49
20.5
0.27
0.51
2.83
3.62
4.05
20.8
0.41
0.51
3.19
4.11
5.02
21.0
0.55
0.51
3.54
4.60
6.11
21.3
0.69
0.51
3.90
5.09
7.32
21.5
0.82
0.51
4.25
5.58
8.65
22.0
1.10
0.51
4.96
6.57
11.69
22.5
1.37
0.51
4.96
6.84
15.04
23.0
1.37
0.51
4.96
6.84
18.46
23.5
1.37
0.51
4.96
6.84
21.88
24.0
1.37
0.51
4.96
6.94
25.30
24.5
1.37
1 0.51
1 4.96
6.84
28.72
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 5.10 inches Soil Storage = S = 5.10 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S A2 P-( 2S)A2
Runoff Depth = v = (P+.8S) = 5.7 inches Runoff Depth = v = (P+,BS) = 3.2 inches
Net Runoff Volume = V = v x Project Area/12 -XT 3.2 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 1.8 ac-ft
From Stage - Storage Table, Peak Stage = 20.22 ft_NGVD From Stage - Storage Table, Peak Stage = 19.69 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 5.10 inches Soil Storage = S = 5.10 inches
P-.2S A2 P-.2S A2
Runoff Depth = v = (P+.8S) = 4.9 inches Runoff Depth = v = (P+.8S) _
Net Runoff Volume = V = v x Project Area/12 -XT 2.7 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 20.07 ft_NGVD From Stage - Storage Table, Peak Stage =
1.4 inches
0.8 ac-ft
19.14 ft_NGVD
BASIN 16E 24 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 16F
HARBOUR FEDERAL
Basin Grading Assumptions:
Total Project Area = 1.43 ac.
Control Elevation = 18 ft-NGVD
Assumptions:
Stores
Linearly
Land Use % Area (ac)
From
To
Roads, Pads & Parking 40% 0.57
18.5
21.0
Building Area 20% 0.29
Lake/Canal Area 0% 0.00
18.0
vertically
Green Area 40% 0.57
18.0
21.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
18.0
0.0D
O.OD
0.00
0.00
0.00
18.5
0.00
0.00
0.10
0.10
0.02
19.0
0.11
0.00
0.19
0.31
0.12
19.5
0.23
0.00
0.29
0.51
0.33
20.0
0.34
0.0D
0.38
0.72
0.64
20.5
0.46
0.00
0.48
0.93
1.05
1
21.0
0.57
O.OD
0.57
1.14
1.57
21.3
0.57
O.OD
0.57
1.14
1.86
21.5
0.57
0.00
0.57
1.14
2.15
21.8
0.57
O.OD
0.57
1.14
2.43
22.0
0.57
0.00
0.57
1.14
2.72
22.5
0.57
0.00
0.57
1.14
3.29
23.0
0.57
0.00
0.57
1.14
3.86
23.5
0.57
0.00
0.57
1.14
4.43
24.0
0.57
0.00
0.57
1.14
5.01
24.5
0.57
0.00
0.57
1.14
5.58
25.0
0.57 1
0.00
1 0.57
1.14
6.15
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.74 inches Soil Storage = S = 2.74 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-( 2S)"2 PP-( 2S)"2
Runoff Depth = v = (P+.BS) = 7.3 inches Runoff Depth = v = (P+.8S) = 4.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT 0.9 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 0.5 ac-ft
From Stage - Storage Table, Peak Stage = 20.28 ft_NGVD From Stage - Storage Table, Peak Stage = 19.84 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.74 inches Soil Storage = S = 2.74 inches
P( 2S)^2 Pr 2Sr2
Runoff Depth = v = (P+.8S) = 6.4 inches Runoff Depth = v = (P+.8S) _
Net Runoff Volume = V = v x Project Area/12 -XT 0.8 ac-ft Net Runoff Volume = V = v x Project Area112 -XT V
From Stage - Storage Table, Peak Stage = 20.15 ft NGVD From Stage - Storage Table, Peak Stage =
2.3 inches
0.3 ac-ft
19.38 ft_NGVD
BASIN 16F 25 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 16G
HOLIDAY INN
Basin Grading Assumptions:
Total Project Area =
4.37 ac.
Control Elevation =
18 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
% Area (ac)
From
To
Roads, Pads & Parking
55% 2.39
20.6
22.0
Building Area
13% 0.58
Lake/Canal Area
0% 0.14
18.3
vertically
Green Area
32% 1.40
18.3
23.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
18.0
0.00
0.00
0.00
0.00
0.00
18.5
0.00
0.14
0.06
0.20
0.05
19.0
0.00
0.14
0.21
0.35
0.19
19.5
0.00
0.14
0.36
0.50
0.40
20.0
0.00
0.14
0.51
0.65
0.68
20.5
0.00
0.14
0.66
0.80
1.D4
21.0
0.66
0.14
0.80
1.63
1.65
21.3
1.11
0.14
0.88
2.13
2.12
21.5
1.54
0.14
0.95
2.63
2.71
21.8
1.96
0.14
1.03
3.13
3.43
22.0
2.39
0.14
1.10
3.63
4.28
22.5
2.39
0.14
1.25
3.78
6.13
23.0
2.39
0.14
1.40
3.93
8.06
23.5
2.39
0.14
1.40
3.93
10.03
24.0
2.39
0.14
1.40
3.93
11.99
24.5
2.39
0.14
1.40
3.93
13.96
25.0
2.39
0.14
1 1.40
1 3.93
15.92
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.19 inches Soil Storage = S = 2.19 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-( 2S)^2 PP-r 2Sr2
Runoff Depth = v = (P+.BS) = 7.8 inches Runoff Depth = v = (P+.8S) = 4.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 2.8 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 1.8 ac-ft
From Stage - Storage Table, Peak Stage = 21.54 fi NGVD From Stage - Storage Table, Peak Stage = 21.07 ft NGVD
25 -YEAR, 3 DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.19 inches Soil Storage = S = 2.19 inches
P-( 2S)"2 P-.2S 2
Runoff Depth = v = (P+.SS) = 6.8 inches Runoff Depth = v = (P+.8S) _
Net Runoff Volume = V = v x Project Area/12 -XT 2.5 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 21.32 ft NGVD From Stage - Storage Table, Peak Stage =
2.6 inches
1.0 ac-ft
20.38 ft NGVD
BASIN 16G 26 OF 44 OC_SWMP DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 17A
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
65.30 ac.
17 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
20%
13.06
17.0
19.0
10%
6.53
1%
0.65
17.0
vertically
69%
45.06
17.5
19.0
Stage
ft-NGVD
Area ac
Storage
Roads
Detention
Green
Total(acft
17.0
0.00
0.65
0.00
0.65
0.00
17.5
3.27
0.65
0.00
3.92
1.14
18.0
6.53
0.65
15.02
22.20
7.67
18.5
9.80
0.65
30.04
40.49
23.34
19.0
13.06
0.65
45.06
58.77
48.16
19.5
13.06
0.65
45.06
58.77
77.54
20.0
13.06
0.65
45.06
5B.77
106.93
20.3
13.06
0.65
45.06
58.77
121.62
20.5
13.06
0.65
45.06
58.77
136.31
20.8
13.05
0.65
45.06
58.77
151.01
21.0
13.06
0.65
45.06
56.77
165.70
21.5
13.06
0.65
45.06
58.77
195.08
22.0
13.06
0.65
45.06
58.77
224.47
22.5
13.06
0.65
45.06
58.77
253.85
23.0
13.06
0.65
45.06
58.77
283.24
23.5
13.06
0.65
45.06
58.77
312.62
24.0
13.06
0.65
45.06
58.77
342.01
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 2.79 inches Soil Storage = S = 2.79 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S A2 P-( 2S)^2
Runoff Depth = v = (P+.BS) = 7.3 inches Runoff Depth = v = (P+.BS) _
7 inches
4.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT 39.6 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 24.4 ac-ft
From Stage - Storage Table, Peak Stage = 18.83 ft_NGVD From Stage - Storage Table, Peak Stage = 18.52 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.79 inches Soil Storage = S = 2.79 inches
P-.2S A2 P-.2S A2
Runoff Depth = v = (P+.BS) = 6.3 inches Runoff Depth = v = (P+.BS) = 2.3 inches
Net Runoff Volume = V = v x Project Area/12 -XT 34.5 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 12.5 ac-ft
From Stage - Storage Table, Peak Stage = 18.72 ft NGVD From Stage - Storage Table, Peak Stage = 18.16 ft NGVD
BASIN 17A 27 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 17B
Basin Grading Assumptions:
Total Project Area =
53.17 ac.
Control Elevation =
15 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
14%
7.44
17.0
19.0
Building Area
20%
10.63
Lake/Canal Area
39%
20.74
15.0
vertically
Green Area
27%
14.36
15.0
19.0
Stage
ft-NGVD
Area ac
Storage
Roads
Detention
Green
Total(acft
15.0
0.00
20.74
0.00
20.74
0.00
15.5
0.00
20.74
1.79
22.53
10.82
16.0
0.00
20.74
3.59
24.33
22.53
16.5
0.0D
20.74
5.38
26.12
35.14
17.0
0.0D
20.74
7.18
27.91
48.65
17.5
1.86
20.74
8.97
31.57
63.52
18.0
3.72
20.74
10.77
35.23
80.22
18.3
4.65
20.74
11.66
37.05
89.25
18.5
5.58
20.74
12.56
38.88
98.75
18.8
6.51
20.74
13.46
40.71
108.70
19.0
7.44
20.74
14.36
42.54
119.10
19.5
7.44
20.74
14.36
42.54
140.37
20.0
7.44
20.74
14.36
42.54
161.64
20.5
7.44
20.74
14.36
42.54
182.90
21.0
7.44
20.74
14.36
42.54
204.17
21.5
7.44
20.74
14.36
42.54
225.44
22.0
7.44
20.74
14.36
42.54
246.71
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR, 3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.09 inches
Soil Storage = S = 1.09 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P-.2S ^2
P-.2S "2
Runoff Depth = v = (P+.BS) =
8.8 inches
Runoff Depth = v = (P+.8S) = 5.8 inches
Net Runoff Volume = V = v x Project Area/12 -XT
39.0 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 25.9 ac-ft
From Stage - Storage Table, Peak Stage =
16.64 fi NGVD
From Stage - Storage Table, Peak Stage = 16.13 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.09 inches
Soil Storage = S = 1.09 inches
P-.2S ^2
P-L 2S 2
Runoff Depth = v = (P+.8S) =
7.8 inches
Runoff Depth = v = (P+.BS) = 3.4 inches
Net Runoff Volume = V = v x Project Area/12 -XT
34.6 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 15.1 ac-ft
From Stage - Storage Table, Peak Stage =
16.48 ft NGVD
From Stage - Storage Table, Peak Stage = 15.68 ft NGVD
SEMINOLE COVE (17B) 28 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 17C
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads ✓i Parking
Building Area
Lake/Canal Area
Green Area
142.37 ac.
14.5 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
12%
17.08
17.0
19.0
15%
21.36
8%
11.39
14.5
vertically
65%
92.54
15.0
19.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
I Total
14.5
0.00
11.39
0.00
11.39
0.00
15.0
0.00
11.39
0.00
11.39
5.69
15.5
O.OD
11.39
11.57
22.96
14.28
16.0
0.00
11.39.
23.14
34.52
26.65
16.5
1 O.OD
11.39
34.70
46.09
48.81
17.0
0.00
11.39
46.27
57.66
74.74
17.5
4.27
11.39
57.84
73.50
107.53
17.8
6.41
11.39
63.62
81.42
126.90
18.0
8.54
11.39
69.41
89.34
148.24
18.3
10.68
11.39
75.19
97.26
171.57
18.5
12.81
11.39
80.97
105.18
196.87
19.0
17.08
11.39
92.54
121.01
253.42
19.5
17.08
11.39
92.54
121.01
313.93
20.0
17.08
11.39
92.54
121.01
374.43
20.5
17.08
11.39
92.54
121.01
434.94
21.0
17.08
11.39
92.54
121.01
495.45
21.5
17.08
11.39
92.54
121.01
555.95
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 3.54 inches Soil Storage = S = 3.54 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-( 2S)^2 PP-f 2S)"2
Runoff Depth = v = (P+.8S) = 6.7 inches Runoff Depth = v = (P+.BS)
7 inches
Net Runoff Volume = V = v x Project Area/12 -XT 79.8 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 17.08 ft NGVD From Stage - Storage Table, Peak Stage =
4.0 inches
47.8 ac-ft
16.47 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 -YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.54 inches Soil Storage = S = 3.54 inches
P( 2S)"2 P-.2S) 2
Runoff Depth = v = (P+.8S) = 5.8 inches Runoff Depth = v = (P+.SS) = 2.0 inches
Net Runoff Volume = V = v x Project Area/12 -XT 68.9 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 23.3 ac-ft
From Stage - Storage Table, Peak Stage = 16.89 ft NGVD From Stage - Storage Table, Peak Stage = 15.81 ft NGVD
OE&PV (17C) 29 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 18
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
332.00 ac.
14 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
20%
66.40
15.0
19.0
20%
66.40
3%
9.50
14.0
vertically
57%
189.70
14.0
19.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
14.0
0.00
9.50
0.00
9.50
0.00
14.5
0.00
9.50
18.97
28.47
9.49
15.0
0.00
9.50
37.94
47.44
28.47
15.5
8.30
9.50
56.91
74.71
59.01
16.0
16.60
9.50
75.8E
101.98
103.18
16.5
24.90
9.50
94.85
129.25
160.99
17.0
33.20
9.50
113.82
156.52
232.43
17.3
37.35
9.50
123.31
170.16
273.26
17.5
41.50
9.50
132.79
183.79
317.51
17.8
45.65
9.50
142.28
197.43
365.16
18.0
49.80
9.50
151.76
211.06
416.22
18.5
58.10
9.50
170.73
238.33
528.57
19.0
66.40
9.50
189.70
265.60
654.55
19.5
66.40
9.50
189.70
265.60
787.35
20.0
66.40
9.50
189.70
265.60
920.15
20.5
66.40
9.50
189.70
265.60
1052.95
21.0 11
66.40
1 9.50
189.70
265.6D
1185.75
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 2.31 inches Soil Storage = S = 2.31 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-r 2S1^2 P-! ESL
Runoff Depth = v = (P+.SS) = 7.7 inches Runoff Depth = v = (P+.8S) _
7 inches
4.8 inches
Net Runoff Volume = V = v x Project Area/12 -XT
212.3 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
133.6 ac-ft
From Stage - Storage Table, Peak Stage =
16.86 ft_NGVD
From Stage - Storage Table, Peak Stage =
16.26 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.31 inches
Soil Storage = S = 2.31 inches
P( 2S)^2
PSL
Runoff Depth = v = (P+.8S) =
6.7 inches
Runoff Depth = v = (P+.8S) =
2.6 inches
Net Runoff Volume = V = v x Project Area/12 -XT
185.8 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
71.0 ac-ft
From Stage - Storage Table, Peak Stage =
16.64 ft NGVD
From Stage - Storage Table, Peak Stage =
15.64 ft NGVD
BASIN 18 30 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
Net Runoff Volume = V = v x Project Area/12 -XT
From Stage - Storage Table, Peak Stage =
STAGE STORAGE CALCULATIONS
BASIN 19
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
123.00 ac.
13.5 ft-NGVD
Stores Linearly
%
Area (ac)
From To
1%
1.23
15.0 19.0
1 %
1.23
1 %
1.23
13.5 vertically
97%
119.31
14.0 19.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
13.5
0.00
1.23
0.00
1.23
0.00
14.0
0.00
1.23
0.00
1.23
0.62
14.5
0.00
1.23
11.93
13.16
4.21
15.0
0.00
1.23
23.86
25.09
13.78
15.5
0.15
1.23
35.79
37.18
29.34
16.0
0.31
1.23
47.72
49.26
50.95
16.5
0.46
1.23
59.66
61.35
78.60
16.8
0.54
1.23
65.62
67.39
94.70
17.0
0.62
1.23
71.59
73.43
112.30
17.3
0.69
1.23
77.55
79.47
131.41
17.5
0.77
1.23
83.52
85.52
152.04
18.0
0.92
1.23
95.45
97.60
197.81
18.5
1.06
1.23
107.311
109.69
249.64
19.0
1.23
1.23
119.31
121.77
307.50
19.5
1.23
1.23
119.31
121.77
368.39
20.0
1.23
1.23
119.31
121.77
429.27
20.5
1.23
1.23 f
119.31
121.77
490.16
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
Soil Storage = S = 1.82 inches
EXFILTRATION TRENCH VOLUME (XT Volum
P-.2S A2 P-.2S A2
Runoff Depth = v = (P+.8S) = 8.1 inches Runoff Depth = v = (P+.8S) _
83.1 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
16.57 ft_NGVD From Stage - Storage Table, Peak Stage =
0 AC -FT
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.82 inches
5.2 inches
53.4 ac-ft
16.04 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.82 inches Soil Storage = S = 1.82 inches
P1 2S)A2 P( 2S)A2
Runoff Depth = v = (P+.8S) = 7.1 inches Runoff Depth = v = (P+,8S) = 2.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 73.1 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 29.4 ac-ft
From Stage - Storage Table, Peak Stage = 16.38 tt NGVD From Stage - Storage Table, Peak Stage = 15.42 ft_NGVD
BASIN 19 31 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 20
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
324.D0 ac.
25 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
20%
6C80
27.0
30.0
25%
81.00
1%
3.24
25.0
vertically
54%
174.96
26.0
31.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
I Total
25.0
0.00
3.24
0.00
3.24
0.00
25.5
0.00
3.24
0.00
3.24
1.62
26.0
0.00
3.24
0.00
3.24
3.24
26.5
0.00
3.24
17.50
20.74
9.23
27.0
O.OD
3.24
34.99
38.23
23.98
27.5
10.80
3.24
52.49
66.53
50.17
213.0
21.60
3.24
69.98
94.82
90.50
28.3
27.00
3.24
78.73
108.97
115,911
28.5
32.40
3.24
87.48
123.12
144.99
28.8
37.80
3.24
96.23
137.27
177.54
29.0
43.20
3.24
104.98
151.42
213.62
29.5
54.00
3.24
122.47
179.71
296.41
30.0
64.80
3.24
139.97
208.01
393.34
30.5
64.80
3.24
157.46
225.50
501.71
31.0
64.80
3.24
174.96
243.00
618.84
31.5
64.80
3.24
174.96
243.00
740.34
32.0
64.8D
3.24
174.96
243.00
861.84
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR, 3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 3.70 inches
Soil Storage = S = 3.70 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P-( 2S)^2
P-�--.2S)A2
Runoff Depth = v = (P+.BS) =
6.6 inches
Runoff Depth = v = (P+.8S) = 3.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT
178.7 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 106.2 ac-ft
From Stage - Storage Table, Peak Stage =
28.75 ft NGVD
From Stage - Storage Table, Peak Stage = 28.14 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.70 inches
Soil Storage = S = 3.70 inches
P-.2S 2
P-.2S 2
Runoff Depth = v = (P+.8S) =
5.7 inches
Runoff Depth = v = (P+.8S) = 1.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT
154.0 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 51.2 ac-ft
From Stage - Storage Table, Peak Stage =
28.57 ft_NGVD
From Stage - Storage Table, Peak Stage = 27.51 ft NGVD
BASIN 20
32
OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 21
Basin Grading Assumptions:
Total Project Area =
105.30 ac.
Control Elevation =
25 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
15%
15.80
27.0
30.0
Building Area
10%
10.53
Lake/Canal Area
1 %
1.05
25.0
vertically
Green Area
74%
77.92
26.0
31.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
25.0
0.00
1.05
0.00
1.05
0.00
25.5
0.00
1.05
0.00
1.05
0.53
26.0
0.00
1.05
0.00
1.05
1.05
26.5
0.00
1.05
7.79
8.85
3.53
27.0
1 0.00
1.05
15.58
16.64
9.90
27.5
2.63
1.05
23.38
27.06
20.82
28.0
5.27
1.05
31.17
37.49
36.96
28.3
6.58
1.05
35.06
42.70
46.98
28.5
7.90
1.05
38.96
47.91
58.31
28.8
9.21
1.05
42.86
53.12
70.94
29.0
10.53
1.05
46.75
58.34
84.87
29.5
13.16
1.05
54.55
68.76
116.65
30.0
15.80
1.05
62.34
79.19
153.63
30.5
15.80
1.05
70.13
86.98
195.17
31.0
15.80
1.05
77.92
94.77
240.61
31.5
15.80
1.05
77.92
94.77
288.00
32.0
15.80
1 1.05 1
77.92
94.77
335.38
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.19 inches Soil Storage = S = 2.19 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-( 2S)"2 P-( 2S)"2
Runoff Depth = v = (P+.8S) = 7.8 inches Runoff Depth = v = (P+.8S) = 4.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 68.3 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 43.2 ac-ft
From Stage - Storage Table, Peak Stage = 28.70 ft_NGVD From Stage - Storage Table, Peak Stage = 28.15 tt_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.19 inches Soil Storage = S = 2.19 inches
P-.2S 2 P-( 2S)A2
Runoff Depth = v = (P+.8S) = 6.8 inches Runoff Depth = v = (P+.BS) = 2.6 inches
Net Runoff Volume = V = v x Project Area/12 -XT 59.8 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 23.1 ac tt
From Stage - Storage Table, Peak Stage = 28.50 ft NGVD From Stage - Storage Table, Peak Stage = 27.57 it_NGVD
BASIN 21 33 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 22
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
320.00 ac.
24 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
15%
48.00
25.0
30.0
15%
48.00
1%
3.20
24.0
vertically
69%
220.80
25.0
31.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green I
Total
24.0
0.00
3.20
0.00
3.20
0.00
24.5
0.00
3.20
0.00
3.20
1.60
25.0
0.00
3.20
0.00
3.20
3.20
25.5
4.80
3.20
18.40
26.40
10.60
26.0
9.60
3.20
36.80
49.60
29.60
26.5
14.40
3.20
55.20
72.80
60.20
27.0
19.20
3.20
73.60
96.00
102.40
27.3
21.60
3.20
82.80
107.60
127.85
27.5
24.00
3.20
92.00
119.20
156.20
27.8
26.40
3.20
101.20
130.80
187.45
28.0
28.80
3.20
110.40
142.40
221.60
28.5
33.60
3.20
128.80
165.60
298.60
29.0
38.40
3.20
147.20
188.80
387.20
29.5
43.20
3.20
165.60
212.00
487.40
30.0
48.00
3.20
184.00
235.20
599.20
30.5
48.00
3.20
202.40
253.60
721.40
31.0
48.00
3.20
220.80
272.00
852.80
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 3.76 inches Soil Storage = S = 3.76 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-.2S A2 P-1 ESL
Runoff Depth = v = (P+.8S) = 6.6 inches Runoff Depth = v = (P+.BS) _
7 inches
3.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 175.3 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 104.0 ac-ft
From Stage - Storage Table, Peak Stage = 27.65 ft_NGVD From Stage - Storage Table, Peak Stage = 27.01 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 -YEAR. 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.76 inches Soil Storage = S = 3.76 inches
P- 2S A2 P-.25 A2
Runoff Depth = v = (P+.8S) = 5.7 inches Runoff Depth = v = (P+.BS) = 1.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT 151.1 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 49.9 ac-ft
From Stage - Storage Table, Peak Stage = 27.41 ft_NGVD From Stage - Storage Table, Peak Stage = 26.33 ft_NGVD
BASIN 22 34 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 23
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
301.00 ac.
19.5 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
10%
30.10
21.0
23.0
10%
30.10
2%
6.02
19.5
vertically
78%
234.78
21.0
24.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
19.5
0.00
6.02
0.00
6.02
0.00
20.0
0.00
6.02
0.00
6.02
3.01
20.5
0.00
6.02
0.00
6.02
6.02
21.0
0.00
6.02
0.00
6.02
9.03
21.5
7.53
6.02
39.13
52.68
23.70
22.0
15.05
6.02
78.26
99.33
61.71
22.5
22.58
6.02
117.39
145.99
123.03
22.8
26.34
6.02
136.96
169.31
162.45
23.0
30.10
6.02
156.52
192.64
207.69
23.3
30.10
6.02
176.09
212.21
258.30
23.5
30.10
6.02
195.65
231.77
313.79
24.0
30.10
6.02
234.78
270.90
439.46
24.5
30.10
6.02
234.78
270.90
574.91
25.0
30.10
6.02
234.78
270.90
710.36
25.5
30.10
6.02
234.78
270.90
845.81
26.0
30.10
6.02
234.78
270.90
981.26
26.5 11
30.10 1
6.02 1
234.78
270.90
1116.71
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 3.16 inches
Soil Storage = S = 3.16 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
Pr 2S)^2
Pi_2�"2
Runoff Depth = v = (P+.SS) =
7.0 inches
Runoff Depth = v = (P+.8S) = 4.3 inches
Net Runoff Volume = V = v x Project Area/12 -XT
175.7 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 106.8 ac-ft
From Stage - Storage Table, Peak Stage =
22.81 ft NGVD
From Stage - Storage Table, Peak Stage = 22.37 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 3.16 inches
Soil Storage = S = 3.16 inches
P-.2S "2
P-.2S 2
Runoff Depth = v = (P+.8S) =
6.1 inches
Runoff Depth = v = (P+.8S) = 2.1 inches
Net Runoff Volume = V = v x Project Area/12 -XT
152.4 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 153.4 ac-ft
From Stage - Storage Table, Peak Stage =
22.67 ft_NGVD
From Stage - Storage Table, Peak Stage = 21.89 ft NGVD
BASIN 23 35 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 23B
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
301.0D ac.
19.5 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
10%
30.10
21.0
23.0
10%
30.10
8%
25.00
19.5
vertically
72%
215.80
21.0
24.0
Stage
ft-NGVD
Area ac
Storage
Roads
Detention
Green
Total(acft
19.5
0.00
25.00
0.00
25.00
0.00
20.0
0.00
25.00
0.00
25.00
12.50
20.5
0.00
25.00
0.00
25.00
25.00
21.0
0.00
25.00
0.00
25.00
37.50
21.5
7.53
25.00
35.97
68.49
60.87
22.0
15.05
25.00
71.93
111.98
105.99
22.5
22.5E
25.00
107.90
155.48
172.86
22.8
26.34
25.00
125.BB
1T7.22
214.44
23.0
30.10
25.00
143.87
198.97
261.47
23.3
30.10
25.00
161.85
216.95
313.46
23.5
30.10
25.00
179.83
234.93
369.94
24.0
30.10
25.00
215.60
270.90
495.40
24.5
30.10
25.00
215.90
270.90
631.85
25.0
30.10
25.00
215.80
270.90
767.30
25.5
30.10
25.00
215.80
270.90
902.75
26.0
30.10
25.00
215.80
270.90
1038.20
26.5
30.10
25.00
215.80
270.90
1173.65
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.90 inches
Soil Storage = S = 2.90 inches
EXFILTRATION TRENCH VOLUME (XT Volume) =
0 AG -FT
P-f 2S)^2
PP-f 2S)"2
Runoff Depth = v = (P+.8S) =
7.2 inches
Runoff Depth = v = (P+.8S) =
4.4 inches
Net Runoff Volume = V = v x Project Area/12 -XT Volumc
180.6 acft
Net Runoff Volume = V = v x Project Area/12 -XT V
110.9 ao-ft
From Stage - Storage Table, Peak Stage =
22.54 ft NGVD
From Stage - Storage Table, Peak Stage =
22.04 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.90 inches
Soil Storage = S = 2.90 inches
P-.2S ^2
PP( 2S)A2
Runoff Depth = v = (P+.8S) =
6.3 inches
Runoff Depth = v = (P+.8S) =
2.3 inches
Net Runoff Volume = V = v x Project Area/12 -XT Volunx
157.0 acft
Net Runoff Volume = V = v x Project Area/12 -XT V
56.5 acft
From Stage - Storage Table, Peak Stage =
22.33 ft_NGVD
From Stage - Storage Table, Peak Stage =
21.41 ft NGVD
BASIN 23 (PROPOPSED) 36 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
Net Runoff Volume = V = v x Project Area/12 -XT
From Stage - Storage Table, Peak Stage =
STAGE STORAGE CALCULATIONS
BASIN 24
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
97.00 ac.
18.5 ft-NGVD
Stores Linearly
%
Area (ac)
From To
1%
0.97
19.0 21.0
1%
0.97
1%
0.97
18.5 vertically
97%
94.09
18.5 22.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
18.5
0.00
0.97
0.00
0.97
0.00
19.0
0.00
0.97
13.44
14.41
3.85
19.5
0.24
0.97
26.88
28.10
14.47
20.0
0.49
0.97
40.32
41.78
31.94
20.5
0.73
0.97
53.77
55.46
56.25
21.0
0.97
0.97
67.21
69.15
87.40
21.5
0.97
0.97
80.65
82.59
125.34
21.8
0.97
0.97
87.37
89.31
146.83
22.0
0.97
0.97
94.09
96.03
169.99
22.3
0.97
0.97
94.09
96.03
194.00
22.5
0.97
0.97
94.09
96.03
218.01
23.0
0.97
0.97
94.09
96.03
266.02
23.5
0.97
0.97
94.09
96.03
314.04
24.0
0.97
0.97
94.09
96.03
362.05
24.5
0.97
0.97
94.09
96.03
410.07
25.0
0.97
0.97
94.09
96.03
45B.08
25.5
0.97
0.97
94.09
96.03
5D6.10
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
Soil Storage = S = 1.13 inches
EXFILTRATION TRENCH VOLUME (XT Volum
Pr 2S)^2 PP( 2S)A2
Runoff Depth = v = (P+.BS) = 8.8 inches Runoff Depth = v = (P+.BS) _
70.8 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
20.73 ft_NGVD From Stage - Storage Table, Peak Stage =
0 AC -FT
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.13 inches
5.8 inches
46.9 ac-ft
20.31 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.13 inches Soil Storage = S = 1.13 inches
P-( 2S)"2 P-i 2SL2
Runoff Depth = v = (P+.8S) = 7.8 inches Runoff Depth = v = (P+.8S) = 3.4 inches
Net Runoff Volume = V = v x Project Area/12 -XT 62.9 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 27.3 ac-ft
From Stage - Storage Table, Peak Stage = 20.56 ft NGVD From Stage - Storage Table, Peak Stage = 19.87 ft NGVD
BASIN 24 37 OF 44 OC SWMP DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 25A
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
366.70 ac.
14.5 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
0%
0.02
16.0
21.0
0%
0.02
25%
91.68
14.5
vertically
75%
274.99
15.0
21.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
14.5
0.00
91.68
0.00
91.68
0.00
15.0
0.00
91.68
0.00
91.68
45.84
15.5
0.00
91.68
22.92
114.59
97.40
16.0
0.00
91.66
45.83
137.51
160.43
16.5
0.00
91.6E
68.75
160.42
234.91
17.0
0.00
91.6E
91.66
183.34
320.85
17.5
0.01
91.68
114.58
206.26
418.25
17.8
0.01
91.68
126.04
217.72
471.25
18.0
0.01
91.68
137.49
229.18
527.11
18.3
0.01
91.68
148.95
240.64
585.B4
18.5
0.01
91.6E
160.41
252.09
647.43
19.0
0.01
91.68
183.33
275.01
779.21
19.5
0.01
91.68
206.24
297.93
922.44
20.0
0.01
91.68
229.16
320.85
1077.13
20.5
0.02
91.68
252.07
343.76
1243.29
21.0
0.02
91.68
274.99
366.68
1420.90
21.5
0.02
91.68
274.99
366.68
1604.24
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
Soil Storage = S = 1.41 inches
EXFILTRATION TRENCH VOLUME (XT Volum
P-( 2S)^2
Runoff Depth = v = (P+.BS) _
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.41 inches
0 AC -FT
P-1 2S)^2
8.5 inches Runoff Depth = v = (P+.BS) = 5.6 inches
Net Runoff Volume = V = v x Project Area/12 -XT 259.5 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 169.8 ac-ft
From Stage - Storage Table, Peak Stage = 16.64 ft NGVD From Stage - Storage Table, Peak Stage = 16.06 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.41 inches Soil Storage = S = 1.41 inches
P( 2S)"2 P- 2S)A2
Runoff Depth = v = (P+.BS) = 7.5 inches Runoff Depth = v = (P+.BS) = 3.2 inches
Net Runoff Volume = V = v x Project Area/12 -XT 229.4 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 95.7 ac-ft
From Stage - Storage Table, Peak Stage = 16.43 ft NGVD From Stage - Storage Table, Peak Stage = 15.49 ft NGVD
BASIN 25A 38 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 25B
Basin Grading Assumptions:
Total Project Area =
28.30 ac.
Control Elevation =
15.6 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
8%
2.24
17.5
19.1
Building Area
11%
3.13
Lake/Canal Area
14%
3.87
15.6
vertically
Green Area
67%
19.06
18.0
19.1
Stage
ft-NGVD
Area ac
Storage
Roads
Detention
Green
Total(acft
15.60
0.00
3.87
0.00
3.87
0.00
16.00
0.00
3.87
O.DO
3.87
1.55
16.25
0.00
3.87
O.OD
3.87
2.51
16.50
0.00
3.87
0.00
3.87
3.48
16.75
0.00
3.87
0.00
3.87
4.45
17.00
0.00
3.87
0.00
3.87
5.42
17.25
0.00
3.87
0.00
3.87
6.38
17.50
O.OD
3.87
0.00
3.87
7.35
17.75
0.35
3.87
0.00
4.22
8.36
18.00
0.70
3.87
0.00
4.57
9.46
18.25
1.05
3.87
4.33
9.25
11.19
18.50
1.40
3.87
8.67
13.93
14.09
18.75
1.75
3.87
13.00
18.62
18.15
19.00
2.10
3.87
17.33
23.30
23.39
19.25
2.24
3.87
19.06
25.17
29.45
19.50
2.24
3.67
19.06
25.17
35.74
19.75
2.24
3.87
19.06
25.17
42.D4
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.85 inches
Soil Storage = S = 1.85 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P-1 2S1^2_
P-.2S ^2
Runoff Depth = v = (P+.8S) =
8.1 inches
Runoff Depth = v = (P+.8S) =
5.2 inches
Net Runoff Volume = V = v x Project Area/12 -XT
19.1 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
12.2 ac-ft
From Stage - Storage Table, Peak Stage =
18.69 ft NGVD
From Stage - Storage Table, Peak Stage =
18.30 ft_NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 -YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.85 inches
Soil Storage = S = 1.85 inches
P-f 2S)AZ
P-.2S A2
Runoff Depth = v = (P+.8S) =
7.1 inches
Runoff Depth = v = (P+.8S) =
2.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT
16.8 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
6.7 ac-ft
From Stage - Storage Table, Peak Stage =
18.64 tt_NGVD
From Stage - Storage Table, Peak Stage =
17.34 tt NGVD
EAGLE POINT (256) 39 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 26
Basin Grading Assumptions:
Total Project Area =
253.0D ac.
Control Elevation =
14.5 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
0%
0.00
16.D
21.0
Building Area
0%
0.00
Lake/Canal Area
30%
75.90
14.5
vertically
Green Area
70%
177.10
15.0
21.0
Stage
ft-NGVD
Area ac
Storage
ac-ft
Roads
Detention
Green
Total
14.5
0.00
75.90
0.00
75.90
0.00
15.0
0.00
75.90
0.00
75.90
37.95
15.5
0.D0
75.90
14.76
90.66
79.59
16.0
0.00
75.90
29.52
105.42
128.61
16.5
0.00
75.90
44.28
120.18
185.01
17.0
0.00
75.90
59.03
134.93
248.78
17.5
0.00
75.90
73.79
149.69
319.94
17.8
0.00
75.90
81.17
157.07
358.28
18.0
O.OD
75.90
88.55
164.45
398.48
18.3
0.01)
75.9D
95.93
171.83
440.51
18.5
0.00
75.90
103.31
179.21
484.39
19.0
0.00
75.90
118.07
193.97
577.6B
19.5
O.OD
75.90
132.83
208.73
678.36
20.0
0.00
75.90
147.58
223.48
786.41
20.5
0.OD
75.90
162.34
238.24
901.84
21.0
0.00
75.90
177.10
253.00
1024.65
21.5
0.00
75.90
177.10
253.00
n 1151.15
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.07 inches
Soil Storage = S = 2.07 inches
EXFILTRATION TRENCH VOLUME ()(T Volum
0 AC -FT
P-.2S A2
P( 2S)A2
Runoff Depth = v = (P+.8S) =
7.9 inches
Runoff Depth = v = (P+.8S) = 5.0 inches
Net Runoff Volume = V = v x Project Area/12 -XT
166.1 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 105.6 ac-ft
From Stage - Storage Table, Peak Stage =
16.33 ft_NGVD
From Stage - Storage Table, Peak Stage = 15.77 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.07 inches
Soil Storage = S = 2.07 inches
P-{ 2S)A2
P-.2S A2
Runoff Depth = v = (P+.8S) =
6.9 inches
Runoff Depth = v = (P+.8S) = 2.7 inches
Net Runoff Volume = V = v x Project Area/12 -XT
145.8 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V 57.1 ac-ft
From Stage - Storage Table, Peak Stage =
16.15 ft_NGVD
From Stage - Storage Table, Peak Stage = 15.23 ft_NGVD
BASIN 26 40 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 27
Basin Grading Assumptions:
Total Project Area =
246.00 ac.
Control Elevation =
18.5 ft-NGVD
Assumptions:
Stores
Linearly
Land Use
%
Area (ac)
From
To
Roads, Pads & Parking
15%
36.90
21.0
23.0
Building Area
15%
36.90
Lake/Canal Area
2%
4.92
18.5
vertically
Green Area
66%
167.26
21.0
24.0
Stage
ft-NGVD
Area ac
Storage
ac
Roads
Detention
Green
Total
18.5
0.00
4.92
0.00
4.92
0.00
19.0
0.00
4.92
0.00
4.92
2.46
19.5
0.00
4.92
0.00
4.92
4.92
20.0
0.00
4.92
0.00
4.92
7.38
20.5
0.0D
4.92
0.00
4.92
9.84
21.0
0.00
4.92
0.00
4.92
12.30
21.5
9.23
4.92
27.88
42.03
24.04
21.8
13.84
4.92
41.82
60.58
36.86
22.0
18.45
4.92
55.76
79.13
54.33
22.3
23.06
4.92
69.70
97.68
76.43
22.5
27.68
4.92
83.64
116.24
103.17
23.0
36.90
4.92
111.52
153.34
170.56
23.5
36.90
4.92
139.40
181.22
254.20
24.0
36.90
4.92
167.28
209.10
351.78
24.5
36.90
4.92
167.28
209.10
456.33
25.0
36.90
4.92
167.28
209.10
560.88
25.5
36.90
4.92
167.28
209.10
665.43
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 4.66 inches
Soil Storage = S = 4.66 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P-I 2S)"2
P-1 2S)"2
Runoff Depth = v = (P+.8S) =
6.0 inches
Runoff Depth = v = (P+.SS) =
3.4 inches
Net Runoff Volume = V = v x Project Area/12 -XT
122.8 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
70.4 ac-ft
From Stage - Storage Table, Peak Stage =
22.65 fi NGVD
From Stage - Storage Table, Peak Stage =
22.16 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 4.66 inches
Soil Storage = S = 4.66 inches
P-( 2S)^2
P-I 2S)"2
Runoff Depth = v = (P+.8S) =
5.1 inches
Runoff Depth = v = (P+.8S) =
1.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT
104.9 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
31.7 ac-ft
From Stage - Storage Table, Peak Stage =
22.43 fi NGVD
From Stage - Storage Table, Peak Stage =
21.65 ft NGVD
BASIN 27 41 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 27
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
246.0D ac.
21 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
15%
36.90
24.0
29.0
15%
36.9D
2%
4.92
21.0
vertically
68%
167.28
24.0
29.0
Stage
ft-NGVD
Area ac
Storage
Roads
Detention
Green
Total(acft
21.0
0.00
4.92
0.00
4.92
0.00
21.5
0.0D
4.92
0.00
4.92
2.46
22.0
0.00
4.92
0.00
4.92
4.92
22.5
0.00
4.92
0.00
4.92
7.38
23.0
0.00
4.92
0.00
4.92
9.84
23.5
0.00
4.92
0.00
4.92
12.30
24.0
0.00
4.92
0.00
4.92
14.76
24.3
1.85
4.92
8.36
15.13
17.27
.24.5
3.69
4.92
16.73
25.34
22.32
24.8
5.54
4.92
25.09
35.55
29.94
25.0
7.38
4.92
33.46
45.76
40.10
25.5
11.07
4.92
50.18
66.17
66.06
26.0
14.76
4.92
66.91
86.59
1D6.27
26.5
18.45
4.92
83.64
107.01
154.67
27.0
22.14
4.92
100.37
127.43
213.28
27.5
25.83
4.92
117.10
147.85
282.10
28.0
29.52
4.92 1
133.82 1
168.26
361.13
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches 10 - YEAR,3-DAY RAINFALL =
Soil Storage = S = 4.66 inches Soil Storage = S = 4.66 inches
EXFILTRATION TRENCH VOLUME (XT Volum 0 AC -FT
P-( 2S)A2 P-.2S A2
Runoff Depth = v = (P+.8S) = 6.0 inches Runoff Depth = v = (P+_8S) _
7 inches
Net Runoff Volume = V = v x Project Area/12 -XT 122.8 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V
From Stage - Storage Table, Peak Stage = 26.17 ft_NGVD From Stage - Storage Table, Peak Stage =
3.4 inches
70.4 ac-ft
25.53 fi NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches 5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 4.66 inches Soil Storage = S = 4.66 inches
P-( 2S)A2 P-.2S A2
Runoff Depth = v = (P+.BS) = 5.1 inches Runoff Depth = v = (P+.BS) = 1.5 inches
Net Runoff Volume = V = v x Project Area/12 -XT 104.9 ac-ft Net Runoff Volume = V = v x Project Area/12 -XT V 31.7 ac-ft
From Stage - Storage Table, Peak Stage = 25.98 ft NGVD From Stage - Storage Table, Peak Stage = 24.76 ft NGVD
BASIN 28 42 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 29
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
331.00 ac.
23 ft-NGVD
Stores Linearly
%
Area (ac)
From To
0%
0.00
24.0 27.0
0%
0.00
6%
19.86
22.0 vertically
94%
311.14
22.0 27.0
Stage
ft-NGVD
Area ac
Roads
Detention
Green
Total
23.0
0.00
19.86
62.23
82.09
23.5
0.00
19.86
93.34
113.2024.0
F48.82
0.00
19.86
124.46
144.3224.5
0.00
19.86
155.57
175.43
25.0
0.00
19.86
186.68
206.54
288.63
25.5
0.00
19.86
217.80
237.66
399.68
26.0
0.00
19.86
248.91
268.77
526.29
26.3
0.00
19.86
264.47
284.33
1 595.43
26.5
0.00
19.86
280.03
299.89
668.45
26.8
0.00
19.86
295.58
315.44
745.37
27.0
0.00
19.86
311.14
331.00
826.18
27.5
0.00
19.86
311.14
331.00
991.68
28.0
0.00
19.86
311.14
331.00
1157.18
28.5
O.OD
19.86
311.14
331.00
1322.68
29.0
0.00
19.86
311.14
331.0D
148B.18
29.5
0.00
19.86
311.14
331.00
1653.68
30.0
0.00 1
19.86 1
311.14 1
331.00 g
1819.18
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 1.76 inches
Soil Storage = S = 1.76 inches
EXFILTRATION TRENCH VOLUME (XT Volum
0 AC -FT
P-.2S A2
P-.2S A2
Runoff Depth = v = (P+.8S) =
8.2 inches
Runoff Depth = v = (P+.8S) =
5.3 inches
Net Runoff Volume = V = v x Project Area/12 -XT
225.0 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
144.9 ac-ft
From Stage - Storage Table, Peak Stage =
24.67 ft_NGVD
From Stage - Storage Table, Peak Stage =
24.20 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 -YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 1.76 inches
Soil Storage = S = 1.76 inches
P{ .2S)A 2
P-.2S A2
Runoff Depth = v = (P+.8S) =
7.2 inches
Runoff Depth = v = (P+.8S) =
2.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT
198.1 ac-ft
Net Runoff Volume = V = v x Project Area/12 -XT V
80.3 ac-ft
From Stage - Storage Table, Peak Stage =
24.53 ft NGVD
From Stage - Storage Table, Peak Stage =
23.74 ft NGVD
BASIN 29 43 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
STAGE STORAGE CALCULATIONS
BASIN 30
Basin Grading Assumptions:
Total Project Area =
Control Elevation =
Assumptions:
Land Use
Roads, Pads & Parking
Building Area
Lake/Canal Area
Green Area
353.00 ac.
14.5 ft-NGVD
Stores Linearly
%
Area (ac)
From
To
5%
17.65
21.0
24.0
10%
35.30
10%
35.30
14.5
vertically
75%
264.75
20.0
24.0
Stage
ft-NGVD
Area ac
Storage
ao-o-ft
Roads
Detention
Green
Total
14.5
0.00
35.30
0.00
35.30
0.00
15.0
0.00
35.30
0.00
35.30
17.65
15.5
0.00
35.3D
0.00
35.30
35.30
16.0
0.D0
35.30
0.0D
35.30
52.95
16.5
O.DD
35.30
0.00
35.30
70.60
17.0
0.00
35.30
0.00
35.30
88.25
17.5
0.D0
35.30
0.00
35.30
105.90
17.8
O.DO
35.30
0.00
35.30
114.73
18.0
0.00
35.30
0.00
35.30
123.55
18.3
0.00
35.30
O.DO
35.30
132.38
18.5
0.00
35.30
0.00
35.30
141.20
19.0
0.00
35.30
0.00
35.30
158.85
19.5
O.DO
35.30
0.00
35.3D
176.50
20.0
O.DO
35.30
0.00
35.30
194.15
20.5
0.00
35.30
33.09
68.39
2.20.07
21.0
0.00
35.30
65.19
101.49
262.54
21.5
2.94
35.30
99.28
137.52
322.30
THE FOLLOWING REUSLTS ARE THEORETICAL PEAK FLOOD STAGES WITH NO OFF -SITE DISCHARGE.
100 - YEAR,3-DAY RAINFALL = 10 inches
10 - YEAR,3-DAY RAINFALL = 7 inches
Soil Storage = S = 2.22 inches
Soil Storage = S = 2.22 inches
EXFILTRATION TRENCH VOLUME (XT Volume) =
0 AC -FT
P-.2S 2
P-.2S "2
Runoff Depth = v = (P+.8S) =
7.8 inches
Runoff Depth = v = (P+.8S) = 4.9 inches
Net Runoff Volume = V = v x Project Area/12 -XT Volume
228.1 acft
Net Runoff Volume = V = v x ProjectArea/12 -XT V, 144.0 acft
From Stage - Storage Table, Peak Stage =
20.59 tt NGVD
From Stage - Storage Table, Peak Stage = 18.58 ft NGVD
25 - YEAR, 3-DAY RAINFALL = 9 inches
5 - YEAR, 1-DAY RAINFALL = 4.5 inches
Soil Storage = S = 2.22 inches
Soil Storage = S = 2.22 inches
P-i 2S)^2
P-LS)A2
Runoff Depth = v = (P+.8S) =
6.8 inches
Runoff Depth = v = (P+.SS) = 2.6 inches
Net Runoff Volume = V = v x Project Area/12 -XT Volume
199.8 acft
Net Runoff Volume = V = v x Project Area/12 -XT V. 77.1 ac-ft
From Stage - Storage Table, Peak Stage =
20.11 ft NGVD
From Stage - Storage Table, Peak Stage = 16.68 ft NGVD
BASIN 30 44 OF 44 OC_SWMP_ DRAINAGE BASIN INFORMATION.As
m
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
SW CORRIDOR PRE AND POST STAGES
FOR 5-YR 1-DAY DESIGN STORM
EVENT RESULTS
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maxim
Design
Max
Stage
ft
re & Post Mitigation Stages
Swrm Event
Warning Max Delta Max Surf
Stage Stage Area
ft ft ft2
for 5-yr,
Max Time
Inflow
hrs
1-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
16N01
SW
16/12
AVE
PROSWA005
20.32
16.255
17.000
0.0003
49143
17.67
254.412
17.80
251.586
16N01
SW
16/12
AVE
SWAREA005
_1
1
12.00
16.999
17.000
0.0000
51867
16.07
137.607
16.07
138.210
16NO2
SW
16/12
AVE
PROSWA005
1
20.27
16.275
17.000
0.0000
107777
16.33
139.036
16.70
126.726
16NO2
SW
16/12
AVE
SWAREA005
1
12.01
17.000
17.000
0.0000
113485
17.11
123.781
17.13
125.157
16NO3
SW
16/12
AVE
PROSWA005
1
18.80
17.226
19.000
0.0001
53128
16.57
141.851
16.71
139.851
16NO3
SW
16/12
AVE
SWAREA005
1
15.70
17.561
19.000
0.0001
55885
16.83
134.812
16.93
135.158
16N04
SW
16/12
AVE
PROSWA005
17.50
17.821
19.000
0.0002
14558
16.50
142.364
16.57
141.851
16N04
SW
16/12
AVE
SWAREA005
_1
1
16.38
18.331
19.000
0.0001
15593
16.72
134.830
16.82
134.996
16N05
SW
16/12
AVE
PROSWA005
1
17.21
18.572
18.000
0.0025
16089
16.43
142.676
16.50
142.364
16N05
SW
16/12
AVE
SWAREA005
1
16.48
18.819
18.000
0.0030
16629
16.61
134.751
16.72
134.630
16N06
SW
16/12
AVE
PROSWA005
1
17.17
18.706
21.000
-0.0002
14393
16.35
143.021
16.43
142.676
16N06
SW
16/12
AVE
SWAREA005
1
16.51
19.212
21.000
-0.0021
13673
16.51
134.727
16.61
134.751
16N07
SW
16/12
AVE
PROSWA005
1
16.62
19.219
20.000
-0.1000
15058
16.25
143.320
16.35
143.021
16N07
SW
16/12
AVE
SWAREA005
1
16.49
19.712
20.000
0.0006
14955
16.37
125.358
16.46
125.329
16N08
SW
16/12
AVE
PROSWA005
1
16.61
19.229
21.000
0.0008
7937
16.00
135.170
16.04
134.871
16N08
SW
16/12
AVE
SWAREA005
1
16.42
21.180
21.000
0.0072
10138
16.25
125.411
16.37
125.358
16N09
SW
16/12
AVE
PROSWA005
1
16.34
19.804
22.000
0.0001
31642
15.87
135.901
16.00
135.170
16N09
SW
16/12
AVE
SWAREA005
1
16.41
21.263
22.000
0.0001
33408
15.94
122.861
16.15
122.220
1010
SW
16/12
AVE
PROSWA005
1
16.18
20.285
22.000
0.0001
26381
15.74
136.499
15.87
135.901
16N10
SW
16/12
AVE
SWAREA005
1
16.33
21.533
22.000
0.0002
28374
13.43
127.240
15.94
122.861
16N11
SW
16/12
AVE
PROSWA005
1
16.13
20.400
22.000
0.0001
7229
15.70
136.691
15.74
136.499
16Nll
SW
16/12
AVE
SWAREA005
1
16.30
21.569
22.000
0.0036
7881
15.86
128.382
15.88
128.206
16N12
SW
16/12
AVE
PROSWA005
1
16.05
20.539
21.000
0.0002
6634
15.60
132.422
15.63
132.208
1012
SW
16/12
AVE
SWAREA005
1
16.27
21.645
21.000
0.0003
7339
13.64
126.021
15.86
125.787
1013
SW
16/12
AVE
PROSWA005
15.97
20.643
22.000
0.0006
10638
15.50
126.931
15.54
126.507
1013
SW
16/12
AVE
SWAREA005
_1
1
16.23
21.683
22.000
0.0019
11980
14.95
123.996
15.06
123.520
1014
SW
16/12
AVE
PROSWA005
1
15.22
21.515
22.000
0.0031
6514
14.14
132.391
14.14
132.326
1014
SW
16/12
AVE
SWAREA005
1
15.69
22.083
22.000
0.0031
7267
14.31
127.258
14.34
126.994
1015
SW
16/12
AVE
PROSWA005
1
14.94
21.967
22.000
0.0041
3221
14.20
160.768
14.20
160.732
1015
SW
16/12
AVE
SWAREA005
1
15.50
22.483
22.000
0.0041
3471
14.12
155.137
14.15
154.979
Craig A. Smith & Associates Project No. 00-0903-146
Interconne- hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo, ° Inc. Page 1 of 18
outhwest Corridor Nodal Comparison of Maximum Pre & k Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
16N16
SW
16/12
AVE
SWAREA005_1
15.37
22.681
22.000
0.0006
6952
14.14
134.667
14.18
134.430
16N17
SW
16/12
AVE
PROSWA005
1 14.43
22.636
22.000
0.0003
7512
14.25
114.095
14.28
114.066
16N17
SW
16/12
AVE
SWAREA005_1
15.19
22.869
22.000
0.0003
7837
14.19
111.346
14.28
111.152
16N18
SW
16/12
AVE
PROSWA005
1 14.40
22.846
22.000
0.0002
10604
14.27
95.124
14.32
95.095
16N18
SW
16/12
AVE
SWAREA005_1
15.04
23.026
22.000
0.0002
10814
14.20
93.230
14.30
93.013
1019
SW
16/12
AVE
PROSWA005
1 14.38
23.015
22.000
0.0009
7470
14.26
90.807
14.29
90.785
16N19
SW
16/12
AVE
SWAREA005_1
14.92
23.164
22.000
0.0008
7575
14.17
89.164
14.23
69.013
16N20
SW
16/12
AVE
PROSWA005
1 14.30
24.168
23.000
0.0009
5237
14.18
89.366
14.24
89.337
16N20
SW
16/12
AVE
SWAREA005_1
14.50
24.262
23.000
0.0009
5286
14.09
87.798
14.18
87.670
16N21
SW
16/12
AVE
PROSWA005
1 14.30
24.206
25.000
-0.0006
8616
14.35
52.999
14.46
53.050
16N21
SW
16/12
AVE
SWAREA005_1
14.50
24.296
25.000
-0.0006
8749
14.39
52.763
14.49
52.735
16N22
SW
16/12
AVE
PROSWA005_1
14.31
24.265
25.000
0.0086
3789
14.45
46.730
14.50
46.765
16N22
SW
16/12
AVE
SWAREA005_1
14.50
24.349
25.000
0.0086
3837
14.46
46.532
14.52
46.531
16N23
SW
16/12
AVE
PROSWA005
1 14.34
24.448
25.000
-0.0051
1253
14.54
45.599
14.56
45.615
16N23
SW
16/12
AVE
SWAREA005_1
14.50
24.531
25.000
-0.0051
1271
14.54
45.331
14.57
45.335
16N24
SW
16/12
AVE
PROSWA005
1 14.36
24.555
25.000
0.0005
3675
14.47
45.567
14.54
45.599
16N24
SW
16/12
AVE
SWAREA005_1
14.51
24.626
25.000
0.0005
3728
14.47
45.332
14.54
45.331
16N25
SW
16/12
AVE
PROSWA005
1 14.37
24.709
26.000
-0.0004
2470
14.43
45.556
14.47
45.567
16N25
SW
16/12
AVE
SWAREA005_1
14.50
24.768
26.000
-0.0005
2499
14.42
45.340
14.47
45.332
16N26
SW
16/12
AVE
PROSWA005
1 14.44
25.408
26.000
0.0051
1954
14.28
45.809
14.47
45.411
16N26
SW
16/12
AVE
SWAREA005_1
14.48
25.414
26.000
0.0051
1956
14.48
45.608
14.46
45.164
16N27
SW
16/12
AVE
PROSWA005
1 14.44
25.408
26.000
0.0003
6711
12.16
7.876
12.15
7.835
16N27
SW
16/12
AVE
SWAREA005_1
14.48
25.414
26.000
0.0003
6718
12.16
7.876
12.15
7.834
16N28
SW
16/12
AVE
PROSWA005_1
14.45
25.413
26.000
0.0003
5148
12.16
7.919
18.02
8.591
16N28
SW
16/12
AVE
SWAREA005_1
14.48
25.419
26.000
0.0004
5152
12.16
7.918
18.11
8.529
16N29
SW
16/12
AVE
PROSWA005
1 14.45
25.418
27.000
0.0003
1979
12.17
7.939
12.16
7.919
16N29
SW
16/12
AVE
SWAREA005_1
14.48
25.423
27.000
0.0004
1980
12.17
7.939
12.16
7.918
16N30
SW
16/12
AVE
PROSWA005
1 14.45
25.419
27.000
0.0003
1874
12.18
7.958
12.17
7.939
16N30
SW
16/12
AVE
SWAREA005_1
14.48
25.425
27.000
0.0004
1875
12.18
7.957
12.17
7.939
16N31
SW
16/12
AVE
PROSWA005
1 14.44
25.429
27.000
0.0003
3020
12.20
7.980
12.18
7.958
16N31
SW
16/12
AVE
SWAREA005_1
14.48
25.434
27.000
0.0003
3022
12.19
7.980
12.18
7.957
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
16N32
SW
16/12
AVE
PROSWA005
1 14.44
25.437
26.000
0.0003
3614
12.16
7.996
12.20
7.980
16N32
SW
16/12
AVE
SWAREA005
1 14.48
25.442
26.000
0.0003
3619
12.16
7.996
12.19
7.980
16N33
SW
16/12
AVE
PROSWA005
1 14.33
25.570
27.000
0.0002
1134
12.15
7.997
12.16
7.996
16N33
SW
16/12
AVE
SWAREA005
1 14.37
25.573
27.000
0.0001
1135
12.15
7.997
12.16
7.996
16N34A
SW
16/12
AVE
PROSWA005
1 13.98
25.882
28.000
-0.5000
237
12.10
7.997
12.15
7.998
16N34A
SW
16/12
AVE
SWAREA005
1 14.01
25.883
28.000
-0.5000
237
12.10
7.997
12.15
7.998
16N34B
SW
16/12
AVE
PROSWA005
1 14.27
25.627
28.000
-0.1000
260
12.15
7.998
12.15
7.997
16N34B
SW
16/12
AVE
SWAREA005
1 14.31
25.630
26.000
-0.1000
261
12.15
7.998
12.15
7.997
16N35
SW
16/12
AVE
PROSWA005
1 12.13
26.768
26.000
-0.6000
214
12.12
7.998
12.10
7.997
16N35
SW
16/12
AVE
SWAREA005
1 12.13
26.768
28.000
-0.6000
214
12.12
7.998
12.10
7.997
16N36
SW
16/12
AVE
PROSWA005
1 12.12
26.981
30.000
0.0003
1160
12.10
7.998
12.12
7.998
16N36
SW
16/12
AVE
SWAREA005
1 12.12
26.981
30.000
0.0003
1160
12.10
7.998
12.12
7.998
16N37
SW
16/12
AVE
PROSWA005
1 12.12
27.019
30.000
0.0002
1332
12.07
8.002
12.10
7.998
16N37
SW
16/12
AVE
SWAREA005
1 12.12
27.019
30.000
0.0002
1332
12.07
8.002
12.10
7.998
16N38
SW
16/12
AVE
PROSWA005
12.11
27.126
30.000
0.0003
556
12.07
8.995
12.08
8.993
16N38
SW
16/12
AVE
SWAREA005
_1
1 12.11
27.126
30.000
0.0003
556
12.07
8.995
12.08
8.993
16N39
SW
16/12
AVE
PROSWA005
1 12.09
27.526
30.000
0.0001
2385
12.05
21.446
12.09
21.437
16N39
SW
16/12
AVE
SWAREA005
1 12.09
27.526
30.000
0.0001
2385
12.05
21.446
12.09
21.437
16N40
SW
16/12
AVE
PROSWA005
1 12.08
27.782
30.000
0.0001
2555
12.00
21.472
12.05
21.446
16N40
SW
16/12
AVE
SWAREA005
1 12.08
27.782
30.000
0.0001
2555
12.00
21.472
12.05
21.446
16N41
SW
16/12
AVE
PROSWA005
12.08
27.781
30.000
0.0001
2249
184.96
1.719
58.40
1.799
16N41
SW
16/12
AVE
SWAREA005
_1
1 12.08
27.781
30.000
0.0001
2249
150.00
1.561
150.00
1.565
16N42
SW
16/12
AVE
PROSWA005
1 33.90
27.593
31.000
-0.0010
1008
184.97
1.718
184.96
1.719
16N42
SW
16/12
AVE
SWAREA005
1 33.90
27.593
31.000
-0.0010
1008
150.00
1.561
150.00
1.561
16N43
SW
16/12
AVE
PROSWA005
1 43.83
27.589
31.000
0.0000
150
63.38
0.002
70.99
0.000
16N43
SW
16/12
AVE
SWAREA005
1 43.89
27.589
31.000
0.0000
150
46.93
0.002
71.57
0.000
16N44
SW
16/12
AVE
PROSWA005
43.83
27.589
31.000
-0.0002
258
153.72
0.079
63.38
0.002
16N44
SW
16/12
AVE
SWAREA005
_1
1 43.89
27.589
31.000
-0.0002
258
54.60
0.030
46.93
0.002
16N45
SW
16/12
AVE
PROSWA005
1 43.83
27.589
31.000
-0.0003
296
153.62
0.295
153.72
0.079
16N45
SW
16/12
AVE
SWAREA005
1 43.75
27.589
31.000
-0.0002
296
124.50
0.132
54.60
0.030
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec 'hannel and Pond Routing Model (ICPR) ®2002 Streamline Technolo "nc. Page 3 of 18
outhwest Corridor Nodal Comparison of Maximum Pre &
Max Time
Max
Name
Group
Simulation
Stage
Stage
hrs
ft
16N46
SW
16/12
AVE
PROSWA005
44.07
27.589
16N46
SW
16/12
AVE
SWAREA005
_1
1
44.01
27.589
16N47
SW
16/12
AVE
PROSWA005
1
44.00
27.589
16N47
SW
16/12
AVE
SWAREA005
1
44.12
27.589
16N48
SW
16/12
AVE
PROSWA005
1
44.12
27.589
16N48
SW
16/12
AVE
SWAREA005
1
44.07
27.589
16N49
SW
16/12
AVE
PROSWA005
44.11
27.589
16N49
SW
16/12
AVE
SWAREA005
_1
1
44.10
27.589
16N50
SW
16/12
AVE
PROSWA005
1
44.12
27.589
16N50
SW
16/12
AVE
SWAREA005
1
44.12
27.589
16N51
SW
16/12
AVE
PROSWA005
44.35
27.589
16N51
SW
16/12
AVE
SWAREA005
_1
1
44.35
27.589
16N52
SW
16/12
AVE
PROSWA005
44'.35
27.589
16N52
SW
16/12
AVE
SWAREA005
_1
1
44.34
27.589
16N53
SW
16/12
AVE
PROSWA005
44.35
27.589
16N53
SW
16/12
AVE
SWAREA005
_1
1
44.34
27.589
26@-LEMKIN CK
SW 26
AVE
PROSWA005
12.00
17.000
26@-LEMKIN CK
SW 26
AVE
SWAREA005
_1
1
12.00
17.000
26N01
SW 26
AVE
PROSWA005
0.00
13.500
26N01
SW 26
AVE
SWAREA005_1
_1
12.00
17.000
26NO2
SW 26
AVE
PROSWA005
0.00
13.500
26NO2
SW 26
AVE
SWAREA005
_1
1
12.00
17.000
26NO3
SW 26
AVE
PROSWA005
0.00
13.500
26NO3
SW 26
AVE
SWAREA005
_1
1
12.00
17.000
26N04
SW 26
AVE
PROSWA005
0.00
13.500
26N04
SW 26
AVE
SWAREA005
_1
1
12.00
17.000
26N05
SW 26
AVE
PROSWA005
1
0.00
13.500
26N05
SW 26
AVE
SWAREA005
1
12.00
16.999
26N06
SW 26
AVE
PROSWA005
1
0.00
13.500
26N06
SW 26
AVE
SWAREA005
1
12.00
17.000
26N07
SW 26
AVE
PROSWA005
1
0.00
13.500
Craig A. Smith & Associates Project No. 00-0903-146
Mitigation Stages for 5-yr, 1-day Design Storm
Warning Max Delta Max Surf Max Time Max
Stage Stage Area Inflow Inflow
ft ft ft2 hrs cfs
Event-
Max Time
Outflow
hrs
Max
Outflow
cfs
31.000
-0.0002
433
14.81
0.049
153.62
0.295
31.000
-0.0002
433
14.81
0.049
124.50
0.132
31.000
-0.0004
521
153.62
0.378
14.81
0.049
31.000
-0.0004
521
44.23
0.161
14.81
0.049
31.000
-0.0001
2013
18.27
1.013
0.00
1.539
31.000
-0.0002
2013
18.27
1.013
0.00
1.539
31.000
-0.0001
2077
16.41
0.729
16.62
0.677
31.000
-0.0002
2077
16.41
0.729
16.62
0.677
31.000
-0.0005
1918
17.52
0.914
17.70
0.879
31.000
-0.0005
1918
17.52
0.914
17.70
0.879
31.000
0.0008
1355
17.41
0.937
17.52
0.914
31.000
0.0008
1355
17.41
0.937
17.52
0.914
31.000
0.0005
2174
18.54
1.380
18.58
1.353
31.000
0.0006
2174
18.54
1.380
18.58
1.353
31.000
-1.3000
2782
0.00
0.000
45.46
0.031
31.000
-1.3000
2782
0.00
0.000
46.62
0.030
18.000
0.0000
0
92.20
93.094
0.00
0.000
18.000
0.0000
4454
15.04
191.114
0.00
0.000
18.000
0.0000
17550
0.00
0.000
0.00
0.000
18.000
0.0008
21727
15.04
190.862
15.04
191.114
18.000
0.0000
37933
0.00
0.000
0.00
0.000
18.000
-0.0005
37969
15.04
190.423
15.04
190.862
18.000
0.0000
38478
0.00
0.000
0.00
0.000
18.000
0.0004
38712
15.04
189.975
15.04
190.423
18.000
0.0000
30755
0.00
0.000
0.00
0.000
18.000
0.0005
30827
15.04
189.619
15.04
189.975
18.000
0.0000
30875
0.00
0.000
0.00
0.000
18.000
0.0005
31603
15.04
189.253
15.04
189.619
18.000
0.0000
31124
0.00
0.000
0.00
0.000
18.000
-0.0006
34141
37.06
194.305
15.04
189.253
18.000
0.0000
10614
0.00
0.000
0.00
0.000
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & ! Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time
Max
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Max
Name
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
26N07
SW
26
AVE
SWAREA005
1
12.00
16.999
18.000
0.0004
40546
15.04
188.393
37.06
194.305
26N08
SW
26
AVE
PROSWA005
1
20.33
16.241
18.000
0.0003
89497
15.51
261.756
14.63
250.000
26N08
SW
26
AVE
SWAREA005
1
12.00
16.999
16.000
-0.0001
120693
15.04
187.006
15.04
188.393
26N09
SW
26
AVE
PROSWA005
1
20.33
16.241
18.000
0.0007
8241
15.24
56.702
15.24
55.661
26N09
SW
26
AVE
SWAREA005
1
12.00
16.999
18.000
0.0002
8652
14.79
63.307
14.79
63.406
26N10
SW
26
AVE
PROSWA005
20.36
16.257
18.000
-0.0002
11694
15.25
58.248
15.24
56.702
26N10
SW
26
AVE
SWAREA005
_1
1
13.89
17.018
18.000
0.0000
12446
14.78
63.166
14.79
63.307
26N11
SW
26
AVE
PROSWA005
20.38
16.266
18.000
-0.0000
26569
15.24
61.130
15.25
58.248
26N11
SW
26
AVE
SWAREA005
_1
1
14.08
17.047
18.000
0.0000
29588
14.74
62.850
14.78
63.166
26N12
SW
26
AVE
PROSWA005
20.42
16.295
18.000
0.0001
24412
15.20
62.720
15.24
61.130
26N12
SW
26
AVE
SWAREA005
_1
1
14.34
17.140
18.000
0.0000
28544
14.66
65.490
14.72
65.735
26N13
SW
26
AVE
PROSWA005
20.43
16.310
18.000
0.0000
40809
15.06
66.052
15.20
62.720
26N13
SW
26
AVE
SWAREA005
_1
1
14.44
17.245
18.000
0.0000
45328
14.53
65.232
14.66
65.490
26N14
SW
26
AVE
PROSWA005
1
20.43
16.312
18.000
0.0000
47684
14.77
70.825
15.06
66.052
26N14
SW
26
AVE
SWAREA005
1
14.44
17.252
18.000
0.0000
51618
14.38
65.209
14.53
65.232
26N15
SW
26
AVE
PROSWA005-1
20.41
16.329
18.000
-0.0003
16778
14.57
72.679
14.77
70.825
2015
SW
26
AVE
SWAREA005
1
14.43
17.323
18.000
-0.0001
18014
14.32
65.277
14.38
65.209
26N16
SW
26
AVE
PROSWA005
20.41
16.330
18.000
0.0004
29102
14.31
76.085
14.57
72.246
26N16
SW
26
AVE
SWAREA005
_1
1
14.43
17.324
18.000
0.0001
31128
14.21
65.798
14.31
65.559
26N17
SW
26
AVE
PROSWA005
20.41
16.330
18.000
-0.0005
28007
14.20
80.946
14.46
76.745
26N17
SW
26
AVE
SWAREA005
_1
1
14.43
17.326
18.000
-0.0001
28936
14.16
83.557
14.24
83.256
26N18
SW
26
AVE
PROSWA005
1
20.41
16.330
18.000
0.0004
14195
14.12
83.311
14.20
80.946
26N18
SW
26
AVE
SWAREA005
1
14.43
17.327
18.000
-0.0001
14948
14.13
83.753
14.16
83.557
26N19
SW
26
AVE
PROSWA005
1
20.41
16.330
18.000
0.0002
4675
14.00
62.957
14.02
62.203
26N19
SW
26
AVE
SWAREA005
1
14.42
17.329
18.000
0.0001
5416
14.01
62.729
14.02
62.625
26N20
SW
26
AVE
PROSWA005
20.36
16.347
18.000
0.0002
3877
14.00
63.180
14.00
62.957
26N20
SW
26
AVE
SWAREA005
_1
1
14.30
17.471
18.000
-0.0000
4434
13.99
62.809
14.01
' 62.729
26N21
SW
26
AVE
PROSWA005
14.00
17.430
18.000
0.0002
5556
13.97
63.188
14.00
63.180
26N21
SW
26
AVE
SWAREA005
_1
1
14.15
17.746
18.000
-0.0000
5817
13.95
62.896
13.99
62.809
26N22
SW
26
AVE
PROSWA005
13.98
17.923
18.000
0.0002
11045
13.90
63.224
13.97
63.188
26N22
SW
26
AVE
SWAREA005
_1
1
14.07
18.072
18.000
0.0000
11393
13.88
63.030
13.95
62.896
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec 'hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo nc. Page 5 of 18
southwest Corridor Nodal Comparison of Maximum Pre & Mitigation Stages for 5-yr, 1-day Design Storm Even -
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
26N23
SW
26
AVE
PROSWA005
1 13.96
18.130
18.000
0.0002
12722
13.81
63.327
13.90
63.224
26N23
SW
26
AVE
SWAREA005_1
14.03
18.246
18.000
0.0000
12978
13.79
63.225
13.88
63.030
26N24
SW
26
AVE
PROSWA005
_1 13.92
18.384
19.000
0.0001
10508
13.72
63.467
13.81
63.327
26N24
SW
26
AVE
SWAREA005_1
13.98
18.471
19.000
0.0001
10729
13.70
63.419
13.79
63.225
26N25
SW
26
AVE
PROSWA005
1 13.85
18.712
19.000
0.0001
11975
13.60
63.678
13.72
63.467
26N25
SW
26
AVE
SWAREA005_1
13.89
18.768
19.000
0.0001
12124
13.59
63.655
13.70
63.419
26N26
SW
26
AVE
PROSWA005
1 13.75
19.317
21.000
0.0001
9501
13.51
63.839
13.60
63.678
26N26
SW
26
AVE
SWAREA005_1
13.76
19.344
21.000
0.0001
9558
13.51
63.816
13.59
63.655
26N27
SW
26
AVE
PROSWA005
1 13.59
20.196
22.000
0.0001
11224
13.43
63.933
13.51
63.839
26N27
SW
26
AVE
SWAREA005_1
13.59
20.203
22.000
0.0001
11243
13.43
63.909
13.51
63.816
26N28
SW
26
AVE
PROSWA005
1 13.45
21.295
22.000
0.0037
7180
13.39
63.948
13.43
63.933
26N28
SW
26
AVE
SWAREA005_1
13.45
21.296
22.000
0.0037
7183
13.39
63.924
13.43
63.909
32@-LEMKIN CK
SW
32
AVE
PROSWA005
_1 12.00
17.000
18.000
0.0000
18604
17.76
34.811
0.00
0.000
32@-LEMKIN CK
SW
32
AVE
SWAREA005_1
12.00
17.000
18.000
0.0000
18604
16.30
27.134
0.00
0.000
32N01
SW
32
AVE
PROSWA005
1 12.00
17.000
18.000
0.0000
30865
17.76
34.450
17.76
34.811
32N01
SW
32
AVE
SWAREA005_1
12.00
17.000
18.000
0.0000
30865
16.30
26.773
16.30
27.134
32NO2
32NO2
SW
32
AVE
PROSWA005
1 12.00
16.999
18.000
0.0001
11058
17.76
34.323
17.76
34.450
SW
32
AVE
SWAREA005_1
12.00
16.999
18.000
0.0001
11058
16.30
26.645
16.30
26.773
32NO3
32NO3
SW
32
AVE
PROSWA005
1 16.58
17.312
18.000
0.0001
4439
17.72
34.272
17.76
34.323
SW
32
AVE
SWAREA005_1
15.69
17.151
18.000
-0.0001
4439
16.27
26.594
16.30
26.645
32N04
32NO4
SW
32
AVE
PROSWA005
1 16.58
17.313
18.000
0.0000
19697
17.54
34.063
17.72
34.272
SW
32
AVE
SWAREA005_1
15.69
17.151
18.000
-0.0000
19697
16.13
26.398
16.27
26.594
32N05
32N05
SW
32
AVE
PROSWA005
_1 16.58
17.313
18.000
0.0000
29005
16.91
38.608
17.07
38.745
SW
32
AVE
SWAREA005_1
15.69
17.152
18.000
-0.0000
29005
15.84
27.833
15.99
27.969
32N06
32N06
SW
32
AVE
PROSWA005
1 16.58
17.314
18.000
0.0000
29387
16.75
38.521
16.91
38.608
SW
32
AVE
SWAREA005_1
15.69
17.152
18.000
0.0000
29387
15.68
27.789
15.84
27.833
32N07
32N07
SW
32
AVE
PROSWA005
1 16.58
17.314
18.000
0.0000
29081
16.58
38.494
16.75
38.521
SW
32
AVE
SWAREA005_1
15.69
17.152
18.000
-0.0000
29081
15.52
27.848
15.68
27.789
32N08
SW
32
AVE
PROSWA005
1 16.58
17.314
18.000
0.0000
33186
16.37
38.541
16.58
36.494
32N08
SW
32
AVE
SWAREA005_1
15.69
17.152
18.000
0.0000
33147
15.35
28.044
15.52
27.848
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & . . Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time
Max
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Max
Name
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
32N09
SW
32
AVE
PROSWA005
16.58
17.315
18.000
0.0000
23597
16.19
38.636
16.37
38.541
32N09
SW
32
AVE
SWAREA005
_1
1
15.69
17.153
18.000
0.0000
23339
15.24
28.261
15.35
28.044
32N10
SW
32
AVE
PROSWA005
1
16.58
17.317
18.000
0.0000
17480
15.99
38.753
16.19
38.636
32N10
SW
32
AVE
SWAREA005
1
15.69
17.154
18.000
0.0000
17310
15.17
28.461
15.24
28.261
32N11
SW
32
AVE
PROSWA005
16.58
17.318
18.000
0.0000
6567
15.82
38.825
15.99
38.753
32Nll
SW
32
AVE
SWAREA005
_1
1
15.68
17.155
18.000
0.0000
6549
15.14
28.546
15.17
28.461
32N12
SW
32
AVE
PROSWA005
16.25
17.984
18.000
0.0000
45950
15.08
40.428
15.82
38.825
32N12
SW
32
AVE
SWAREA005
_1
1
15.35
17.510
18.000
0.0000
44302
14.67
29.922
15.14
28.546
32N13
SW
32
AVE
PROSWA005
16.25
17.995
18.000
-0.0001
50254
14.58
44.435
15.08
40.428
32N13
SW
32
AVE
SWAREA005
_1
1
15.34
17.518
18.000
0.0001
48415
53.15
42.600
14.67
29.922
32N14
SW
32
AVE
PROSWA005
1
16.24
17.995
18.000
-0.0013
2519
14.56
44.680
14.58
44.435
32N14
SW
32
AVE
SWAREA005
1
15.34
17.518
18.000
-0.0013
2448
50.09
34.189
53.15
42.600
32N15
SW
32
AVE
PROSWA005
16.24
17.996
18.000
0.0004
7798
14.51
45.457
14.56
44.680
32N15
SW
32
AVE
SWAREA005
_1
1
15.34
17.519
18.000
0.0004
7572
14.26
33.768
50.09
34.189
32N16
SW
32
AVE
PROSWA005
1
16.24
17.997
18.000
0.0002
9437
14.45
46.437
14.51
45.457
32N16
SW
32
AVE
SWAREA005
1
15.33
17.519
18.000
-0.0002
9213
19.04
36.911
14.26
33.766
32N17
SW
32
AVE
PROSWA005
1
16.24
17.997
18.000
0.0001
20021
14.34
48.643
14.45
46.437
32N17
SW
32
AVE
SWAREA005
1
15.33
17.519
18.000
0.0001
19677
14.13
36.242
19.04
36.911
32N18
SW
32
AVE
PROSWA005
1
16.24
17.997
18.000
0.0000
28098
14.23
51.939
14.34
48.643
32N18
SW
32
AVE
SWAREA005
1
15.33
17.519
18.000
0.0000
27475
14.03
38.821
14.13
36.242
32N19
SW
32
AVE
PROSWA005
16.21
18.012
18.000
-0.0001
7266
14.20
52.777
14.23
51.939
32N19
SW
32
AVE
SWAREA005
_1
1
15.29
17.532
18.000
-0.0001
6891
14.01
39.468
14.03
38.821
32N20
SW
32
AVE
PROSWA005_1
15.01
18.486
18.000
0.0001
5229
14.15
53.421
14.20
52.777
32N20
SW
32
AVE
SWAREA005_1
14.64
17.800
18.000
0.0001
4853
13.96
39.952
14.01
39.468
32N21
SW
32
AVE
PROSWA005
_1
14.99
18.502
18.000
0.0000
13930
14.01
52.699
14.15
50.751
32N21
SW
32
AVE
SWAREA005
1
14.61
17.832
18.000
0.0000
12802
13.96
56.372
14.06
55.175
32N22
SW
32
AVE
PROSWA005
14.99
18.502
18.000
0.0000
14124
24.99
2.841
24.98
4.039
32N22
SW
32
AVE
SWAREA005
_1
1
14.61
17.832
18.000
0.0000
13009
19.10
2.071
19.10
2.931
32N23
SW
32
AVE
PROSWA005
14.99
18.502
19.000
0.0000
13132
24.99
1.774
24.99
2.841
32N23
SW
32
AVE
SWAREA005
_1
1
14.61
17.832
19.000
0.0000
11999
19.10
1.295
19.10
2.071
32N24
SW
32
AVE
PROSWA005
-1
14.99
18.502
21.000
0.0000
13537
15.30
0.738
24.99
1.774
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec bannel and Pond Routing Model (ICPR) ®2002 Streamline Technolo; nc. Page 7 of 18
southwest Corridor Nodal Comparison of Maximum Pre &
Max Time Max
Name Group Simulation Stage Stage
hrs ft
32N24
SW
32
AVE
SWAREA005
1 14.61
17.832
32N25
SW
32
AVE
PROSWA005
1 14.99
18.502
32N25
SW
32
AVE
SWAREA005
1 14.62
17.832
32N26
SW
32
AVE
PROSWA005
14.99
18.502
32N26
SW
32
AVE
_1
SWAREA005
1 0.00
18.000
32N27
SW
32
AVE
PROSWA005
0.00
18.000
32N27
SW
32
AVE
SWAREA005
_1
1 0.00
18.000
32N28
SW
32
AVE
PROSWA005
0.00
18.000
32N28
SW
32
AVE
_1
SWAREA005
1 0.00
18.000
32N29
SW
32
AVE
PROSWA005
1 0.00
18.000
32N29
SW
32
AVE
SWAREA005
1 0.00
18.000
32N30
SW
32
AVE
PROSWA005
0.00
18.000
32N30
SW
32
AVE
SWAREA005
_1
1 0.00
18.000
32N31
SW
32
AVE
PROSWA005
0.00
18.000
32N31
SW
32
AVE
SWAREA005
_1
1 0.00
18.000
32N32
SW
32
AVE
PROSWA005
1 0.00
18.000
32N32
SW
32
AVE
SWAREA005
1 0.00
18.000
7MH01
SW
7
AVE
PROSWA005
0.00
24.000
7MH01
SW
7
AVE
SWAREA005
_1
1 0.00
24.000
7N01
SW
7
AVE
PROSWA005
12.01
16.999
7N01
SW
7
AVE
SWAREA005
_1
1 12.04
16.998
7NO2
SW
7
AVE
PROSWA005
12.01
16.999
7NO2
SW
7
AVE
SWAREA005_1
_1
12.04
16.998
7NO3
SW
7
AVE
PROSWA005
20.31
16.291
7NO3
SW
7
AVE
SWAREA005
_1
1 15.98
17.026
7N04
SW
7
AVE
PROSWA005
1 20.30
16.296
7N04
SW
7
AVE
SWAREA005
1 16.01
17.033
7N05
SW
7
AVE
PROSWA005
20.28
16.316
7N05
SW
7
AVE
SWAREA005
_1
1 16.09
17.051
7N06
SW
7
AVE
PROSWA005
20.22
16.378
7N06
SW
7
AVE
SWAREA005
_1
1 16.28
17.121
Craig A. Smith & Associates Project No. 00-0903-146
Mitigation Stages for 5-yr, 1-day Design Storm Event
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Stage
Stage
Area
Inflow
Inflow
Outflow
ft
ft
ft2
hrs
cfs
hrs
21.000
0.0000
12379
19.10
0.498
19.10
21.000
0.0001
8390
0.00
0.990
15.30
21.000
0.0001
7700
0.00
0.990
19.10
22.000
-0.0000
1949
0.00
0.000
0.00
22.000
-0.0000
1949
0.00
0.000
0.00
22.000
0.0000
8681
0.00
0.000
0.00
22.000
0.0000
8681
0.00
0.000
0.00
22.000
0.0000
8807
0.00
0.000
0.00
22.000
0.0000
8807
0.00
0.000
0.00
23.000
0.0000
5439
0.00
0.000
0.00
23.000
0.0000
5439
0.00
0.000
0.00
23.000
0.0000
5822
0.00
0.000
0.00
23.000
0.0000
5822
0.00
0.000
0.00
23.000
0.0000
5130
0.00
0.000
0.00
23.000
0.0000
5130
0.00
0.000
0.00
23.000
0.0000
2464
0.00
0.000
0.00
23.000
0.0000
2464
0.00
0.000
0.00
28.000
0.0000
130
0.00
0.000
0.00
28.000
0.0000
130
0.00
0.000
0.00
16.000
0.0000
11655
150.00
23.293
150.00
16.000
0.0000
11654
17.56
102.253
17.57
16.000
0.0000
53820
150.01
23.118
150.00
16.000
0.0000
53829
17.53
101.672
17.56
16.000
0.0000
82326
15.29
138.344
15.14
16.000
0.0000
54258
17.22
102.258
17.28
15.000
0.0000
22759
15.31
141.282
15.29
15.000
0.0000
22913
17.19
102.050
17.22
16.000
0.0000
27128
15.32
144.643
15.31
16.000
0.0000
26552
17.16
101.816
17.19
16.000
-0.0000
35407
15.33
148.544
15.32
16.000
0.0000
34619
17.11
101.536
17.16
Max
Outflow
cfs
1.295
0.738
0.498
0.990
0.990
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
23.348
102.387
23.293
102.253
128.277
102.765
138.344
102.256
141.282
102.050
144.643
101.816
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & : Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
7N07
SW
7 AVE
PROSWA005
1 20.16
16.423
16.000
-0.0000
25066
15.32
151.100
15.33
148.544
7N07
SW
7 AVE
SWAREA005
1 16.34
17.159
16.000
0.0000
24982
17.07
101.348
17.11
101.536
7N08
SW
7 AVE
PROSWA005
1 20.16
16.427
15.000
-0.0000
23296
15.38
153.282
15.40
150.942
7N08
SW
7 AVE
SWAREA005
1 16.35
17.161
15.000
0.0000
24120
16.98
110.693
17.02
110.858
7N09
SW
7 AVE
PROSWA005
1 18.10
17.007
19.000
0.0001
16358
15.36
154.108
15.38
153.282
7N09
SW
7 AVE
SWAREA005
1 16.58
17.452
19.000
0.0001
17223
16.94
110.602
16.98
110.693
7N10
SW
7 AVE
PROSWA005
1 17.69
17.505
18.000
0.0003
17990
15.28
155.067
15.36
154.108
7N10
SW
7 AVE
SWAREA005
1 16.69
17.763
18.000
0.0006
17779
16.86
110.526
16.93
110.601
7Nll
SW
7 AVE
PROSWA005
1 17.04
18.127
19.000
-0.0002
19610
15.60
134.529
15.68
134.131
7N11
SW
7 AVE
SWAREA005
1 16.79
18.336
19.000
0.0009
17203
16.82
93.488
16.91
93.500
7N12
SW
7 AVE
PROSWA005
1 16.93
18.461
19.000
0.0007
9162
16.20
117.412
16.27
117.318
7N12
SW
7 AVE
SWAREA005
1 16.94
18.489
19.000
0.0055
8519
18.95
81.554
18.89
81.810
7N13
SW
7 AVE
PR0SWA005
1 16.88
18.613
19.000
-0.0002
8672
16.13
116.255
16.19
116.163
7N13
SW
7 AVE
SWAREA005
1 17.02
18.615
19.000
0.0000
7818
19.06
81.090
19.02
81.275
7N14
SW
7 AVE
PROSWA005
16.75
19.077
20.000
0.0002
12105
16.07
116.418
16.13
116.255
7N14
SW
7 AVE
SWAREA005
_1
1 17.20
19,177
20.000
0.0001
11132
19.11
80.552
19.06
81.090
7N15
SW
7 AVE
PROSWA005
1 16.61
19.618
19.000
0.0015
307
13.93
100.900
13.93
100.864
7N15
SW
7 AVE
SWAREA005
1 17.30
19.799
19.000
0.0011
9302
19.39
78.463
19.38
78.681
7N16
SW
7 AVE
PR0SWA005
1 16.07
19.735
20.000
0.0110
4408
15.56
64.713
15.59
64.600
7N16
SW
7 AVE
SWAREA005
1 17.29
19.959
20.000
-1.1000
3864
17.22
39.515
17.28
38.699
7N17
SW
7 AVE
PROSWA005
1 15.69
19.801
20.000
-0.1000
4336
12.89
76.329
12.90
75.373
7N17
SW
7 AVE
SWAREA005
1 17.13
19.998
20.000
0.0003
4286
13.75
54.013
13.74
53.315
7N18
SW
7 AVE
PROSWA005
1 15.78
19.946
21.000
-0.1000
5394
12.88
77.943
12.89
76.329
7N18
SW
7 AVE
SWAREA005
1 16.87
20.302
21.000
-0.0007
5813
13.79
54.727
13.75
54.013
7N19
SW
7 AVE
PROSWA005
1 15.74
20.019
21.000
-0.4900
5392
12.79
79.305
12.88
77.943
7N19
SW
7 AVE
SWAREA005
1 16.87
20.320
21:000
0.0004
5891
13.81
55.425
13.79
54.727
7N20
SW
7 AVE
PROSWA005
1 15.68
20.169
21.000
-0.5000
2878
12.78
80.995
12.79
79.305
7N20
SW
7 AVE
SWAREA005
1 16.79
20.511
21.000
0.0003
3029
13.81
55.593
13.81
55.425
7N21
SW
7 AVE
PROSWA005
1 15.66
20.197
21.000
-0.0009
2849
12.78
82.676
12.78
80.995
7N21
SW
7 AVE
SWAREA005
1 16.78
20.523
21.000
-0.1000
2723
13.82
55.740
13.81
55.593
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec hannel and Pond Routing Model (ICPR) 02002 Streamline Technoloow Inc. Page 9 of 18
outhwest
Corridor
Nodal Comparison of Maximum Pre &
iMitigation Stages for 5-yr, 1-day Design Storm
F
Event --
Max Time
Max
Warning
Max Delta Max
Surf
Max Time
Max
Max Time
Max
Name
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
7N22
SW
7 AVE
PROSWA005
1 15.11
20.354
21.000
-0.0006
2552
12.78
84.088
12.78
82.676
7N22
SW
7 AVE
SWAREA005_1
16.72
20.816
21.000
0.0001
2410
13.82
55.851
13.82
55.740
7N23
SW
7 AVE
PROSWA005
1 15.08
20.381
21.000
-0.0014
2533
12.78
85.470
12.78
84.088
7N23
SW
7 AVE
SWAREA005_1
16.71
20.830
21.000
0.0001
2412
13.81
55.959
13.82
55.851
7N24
SW
7 AVE
PROSWA005
1 14.93
20.552
21.000
0.0008
6944
12.78
88.960
12.78
85.470
7N24
SW
7 AVE
SWAREA005_1
16.62
21.213
21.000
0.0001
6722
13.76
56.504
13.81
55.959
7N25
SW
7 AVE
PROSWA005-1
14.86
20.645
21.000
-0.0012
6782
12.77
92.227
12.78
88.960
7N25
SW
7 AVE
SWAREA005_1
16.60
21.271
21.000
0.0001
6340
13.84
59.892
13.88
59.456
7N26
SW
7 AVE
PROSWA005
1 14.74
20.827
21.000
0.0022
1116
12.77
92.829
12.77
92.227
7N26
SW
7 AVE
SWAREA005_1
16.57
21.361
21.000
0.0001
1112
13.83
59.963
13.84
59.892
7N27
SW
7 AVE
PROSWA005
1 14.73
20.842
22.000
0.0022
1118
12.77
94.333
12.77
92.829
7N27
SW
7 AVE
SWAREA005_1
16.57
21.369
22.000
0.0001
1157
13.82
60.037
13.83
59.963
7N28
SW
7 AVE
PROSWA005
1 14.63
21.037
21.000
-0.1000
7058
12.77
96.829
12.77
94.333
7N28
SW
7 AVE
SWAREA005_1
14.72
21.929
21.000
0.0001
7546
13.69
60.587
13.82
60.037
7N29
SW
7 AVE
PROSWA005
1 14.56
21.176
23.000
-0.0006
6922
12.76
99.528
12.77
96.829
7N29
SW
7 AVE
SWAREA005_1
14.60
22.064
23.000
-0.0001
6362
13.71
64.431
13.78
64.022
7N30
SW
7 AVE
PROSWA005
1 14.51
21.278
22.000
0.0031
1626
12.76
102.403
12.76
101.806
7N30
SW
7 AVE
SWAREA005_1
14.48
22.286
22.000
-0.0002
1372
13.99
84.107
14.00
84.053
7N31
SW
7 AVE
PROSWA005
1 14.50
21.283
23.000
-0.0049
1359
14.03
21.807
0.00
35.692
7N31
SW
7 AVE
SWAREA005_1
14.46
22.297
23.000
0.0001
1246
14.07
22.819
14.09
22.780
7N32
SW
7 AVE
PROSWA005
1 14.45
21.319
23.000
0.0022
817
14.02
21.849
14.03
21.807
7N32
SW
7 AVE
SWAREA005_1
14.38
22.359
23.000
-0.0003
800
14.07
22.844
14.07
22.819
7N33
SW
7 AVE
PROSWA005
1 14.44
21.323
23.000
0.0013
804
14.02
21.892
14.02
21.849
7N33
SW
7 AVE
SWAREA005_1
14.37
22.365
23.000
-0.0007
804
14.06
22.868
14.07
22.844
7N34
SW
7 AVE
PROSWA005
1 14.39
21.364
23.000
0.0029
1635
0.00
37.137
14.02
21.892
7N34
SW
7 AVE
SWAREA005_1
14.30
22.455
23.000
0.0005
1670
14.04
22.918
14.06
22.868
7N35
SW
7 AVE
PROSWA005
_1 14.37
21.383
24.000
-0.0017
1573
13.98
22.065
0.00
37.137
7N35
SW
7 AVE
SWAREA005_1
14.28
22.483
24.000
0.0002
1506
14.02
22.964
14.04
22.918
7N36
SW
7 AVE
PROSWA005
1 14.35
21.426
24.000
0.0028
1342
0.00
51.643
0.00
20.239
7N36
SW
7 AVE
SWAREA005_1
14.27
22.542
24.000
0.0001
1194
14.13
17.220
14.16
17.201
7N37
SW
7 AVE
PROSWA005-1
14.34
21.448
25.000
-0.0035
1315
14.06
16.928
0.00
51.643
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 10 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & . Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time
Max
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Max
Name
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
7N37
SW
7 AVE
SWAREA005
1 14.26
22.600
25.000
-0.1000
1127
14.10
17.240
14.13
17.220
7N38
SW
7 AVE
PROSWA005
14.30
21.539
25.000
-0.0016
560
14.04
16.949
14.06
16.928
7N38
SW
7 AVE
_1
SWAREA005
1 14.19
22.888
25.000
0.0004
534
14.09
17.246
14.10
17.240
7N39
SW
7 AVE
PROSWA005
1 14.29
21.547
25.000
-0.0016
516
14.03
16.969
14.04
16.949
7N39
SW
7 AVE
SWAREA005
1 14.19
22.902
25.000
0.0004
499
14.08
17.251
14.09
17.246
7N40
SW
7 AVE
PROSWA005
14.24
21.663
25.000
-0.0057
551
14.02
16.988
14.03
16.969
7N40
SW
7 AVE
_1
SWAREA005
1 14.16
23.049
25.000
0.0007
561
14.07
17.257
14.08
17.251
7N41
SW
7 AVE
PROSWA005
14.24
21.674
25.000
0.0071
543
0.02
17.761
14.02
16.988
7N41
SW
7 AVE
_1
SWAREA005
1 14.16
23.063
25.000
0.0010
594
14.06
17.263
14.07
17.257
7N42
SW
7 AVE
PROSWA005
1 14.23
21.683
25.000
0.0076
684
0.00
61.940
0.02
17.761
7N42
SW
7 AVE
SWAREA005
1 14.16
23.074
25.000
0.0009
755
14.05
5.752
14.07
5.743
7N43
SW
7 AVE
PROSWA005
1 0.00
22.000
26.000
-0.0066
731
0.00
21.148
0.00
61.940
7N43
SW
7 AVE
SWAREA005
1 14.15
23.080
26.000
-0.0004
672
14.04
5.760
14.05
5.752
7N44
SW
7 AVE
PROSWA005
1 0.00
22.000
25.000
-0.0004
1225
0.00
19.055
0.00
21.148
7N44
SW
7 AVE
SWAREA005
1 14.13
23.124
25.000
0.0002
927
14.02
5.772
14.04
5.760
7N45
SW
7 AVE
PROSWA005
0.00
22.055
26.000
0.0017
1119
0.00
23.900
0.00
19.055
7N45
SW
7 AVE
_1
SWAREA005
1 14.08
23.289
26.000
-0.5000
673
14.03
5.809
14.02
5.772
7N46
SW
7 AVE
PROSWA005
0.00
22.600
28.000
-0.0025
1492
0.01
9.634
0.00
23.900
7N46
SW
7 AVE
_1
SWAREA005
1 14.08
23.289
28.000
-0.0001
727
15.07
0.269
15.07
0.332
7N47
SW
7 AVE
PROSWA005-1
0.00
22.387
27.000
0.0014
1300
0.01
4.703
0.01
9.634
7N47
SW
7 AVE
SWAREA005
1 14.08
23.289
27.000
0.0001
775
15.07
0.203
15.07
0.269
7N48
SW
7 AVE
PROSWA005
0.01
22.412
26.000
0.0010
1100
0.00
12.488
0.01
4.703
7N48
SW
7 AVE
_1
SWAREA005
1 14.08
23.289
26.000
0.0000
742
15.07
0.140
15.07
0.203
7N49
SW
7 AVE
PROSWA005
0.00
22.600
28.000
-0.0010
1000
0.00
0.000
0.00
12.488
7N49
SW
7 AVE
-1
SWAREA005
1 14.08
23.289
28.000
0.0001
651
15.07
0.088
15.07
0.140
7N50
SW
7 AVE
PROSWA005
1 0.00
22.200
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N50
SW
7 AVE
SWAREA005
1 14.08
23.289
28.000
0.0001
706
15.07
0.064
15.07
0.088
7N51
SW
7 AVE
PROSWA005
0.00
23.100
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N51
SW
7 AVE
-1
SWAREA005
1 14.08
23.289
28.000
0.0000
483
0.00
0.000
15.07
0.064
7N52
SW
7 AVE
PROSWA005-1
0.00
23.400
28.000
-0.0002
284
219.83
0.004
0.00
0.000
7N52
SW
7 AVE
SWAREA005
1 0.00
23.400
28.000
-0.0002
284
143.23
0.004
0.00
0.000
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec hannel and Pond Routing Model (ICPR) 02002 Streamline Technolof nc. ?age 11 of 18
southwest Corridor Nodal Comparison of Maximum Pre & Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
7N53
SW
7 AVE
PROSWA005_1
220.00
23.252
28.000
0.0002
321
162.99
0.001
219.83
0.004
7N53
SW
7 AVE
SWAREA005_1
149.99
23.250
28.000
0.0002
320
149.13
0.001
143.23
0.004
7N54
SW
7 AVE
PROSWA005
1
220.00
23.252
28.000
0.0000
179
14.05
0.000
162.99
0.001
7N54
SW
7 AVE
SWAREA005_1
150.00
23.250
28.000
0.0000
179
14.05
0.000
149.13
0.001
7N55
SW
7 AVE
PROSWA005
1
14.05
23.611
26.000
0.0000
232
156.75
0.046
14.05
0.000
7N55
SW
7 AVE
SWAREA005_1
14.05
23.611
26.000
0.0000
232
13.81
0.020
14.05
0.000
7N56
SW
7 AVE
PROSWA005_1
14.05
23.611
26.000
-0.0000
532
8.07
0.000
156.75
0.046
7N56
SW
7 AVE
SWAREA005_1
14.05
23.611
26.000
-0.0000
532
8.07
0.000
13.81
0.020
7N57
7N57
SW
7 AVE
PROSWA005
1
8.07
23.619
28.000
0.0000
1034
4.01
0.001
8.07
0.000
SW
7 AVE
SWAREA005_1
8.07
23.619
28.000
0.0000
1034
4.01
0.001
8.07
0.000
7N58
7N58
SW
7 AVE
PROSWA005
1
2.69
23.812
28.000
0.0001
433
127.93
0.171
4.01
0.001
SW
7 AVE
SWAREA005_1
2.69
23.812
28.000
-0.0000
433
124.96
0.088
4.01
0.001
7N59
7N59
SW
7 AVE
PROSWA005
1
2.69
23.812
28.000
-0.0001
494
0.38
0.003
127.93
0.171
SW
7 AVE
SWAREA005_1
2.69
23.812
28.000
0.0000
494
0.38
0.003
124.96
0.088
7N60
7N60
SW
7 AVE
PROSWA005_1
0.39
24.216
28.000
0.0000
1046
0.06
0.040
0.38
0.003
SW
7 AVE
SWAREA005_1
0.39
24.216
28.000
0.0000
1046
0.06
0.040
0.38
0.003
7N61
7N61
SW
7 AVE
PROSWA005_1
0.06
24.217
28.000
0.0001
1033
0.00
0.308
0.06
0.040
SW
7 AVE
SWAREA005_1
0.06
24.217
28.000
0.0001
1033
0.00
0.308
0.06
0.040
7N62
7N62
SW
7 AVE
PROSWA005_1
0.00
24.500
28.000
-0.0002
143
0.00
0.000
0.00
0.308
SW
7 AVE
SWAREA005_1
0.00
24.500
28.000
-0.0002
143
0.00
0.000
0.00
0.308
7N63
7N63
SW
7 AVE
PROSWA005_1
0.00
24.500
28.000
0.0000
116
0.00
0.000
0.00
0.000
SW
7 AVE
SWAREA005_1
0.00
24.500
28.000
0.0000
116
0.00
0.000
0.00
0.000
7N64
7N64
SW
7 AVE
PROSWA005_1
0.00
24.000
28.000
0.0000
125
0.00
0.000
0.00
0.000
SW
7 AVE
SWAREA005_1
0.00
24.000
28.000
0.0000
125
0.00
0.000
0.00
0.000
7N65
7N65
SW
7 AVE
PROSWA005_1
0.00
24.000
28.000
0.0000
117
0.00
0.000
0.00
0.000
SW
7 AVE
SWAREA005_1
0.00
24.000
28.000
0.0000
117
0.00
0.000
0.00
0.000
7N66
7N66
SW
7 AVE
PROSWA005_1
0.00
24.000
28.000
0.0000
120
0.00
0.000
0.00
0.000
SW
7 AVE
SWAREA005_1
0.00
24.000
28.000
0.0000
120
0.00
0.000
0.00
0.000
7N67
7N67
SW
7 AVE
PROSWA005_1
0.00
25.100
29.000
0.0000
136
0.00
0.000
0.00
0.000
SW
7 AVE
SWAREA005_1
0.00
25.100
29.000
0.0000
136
0.00
0.000
0.00
0.000
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 12 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & : Mitigation Stages for 5-yr, 1-day Design Storm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs Cfs
7N68
SW
7
AVE
PROSWA005_1
0.00
25.100
28.000
0.0000
122
0.00
0.000
0.00
0.000
7N68
SW
7
AVE
SWAREA005
1
0.00
25.100
28.000
0.0000
122
0.00
0.000
0.00
0.000
7N69
SW
7
AVE
PROSWA005_1
0.00
25.300
28.000
0.0000
132
0.00
0.000
0.00
0.000
7N69
SW
7
AVE
SWAREA005
1
0.00
25.300
28.000
0.0000
132
0.00
0.000
0.00
0.000
7N70
SW
7
AVE
PR0SWA005_1
0.00
25.300
28.000
0.0000
121
0.00
0.000
0.00
0.000
7N70
SW
7
AVE
SWAREA005
1
0.00
25.300
28.000
0.0000
121
0.00
0.000
0.00
0.000
7N71
SW
7
AVE
PROSWA005_1
0.00
25.300
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N71
SW
7
AVE
SWAREA005
1
0.00
25.300
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N72
SW
7
AVE
PROSWA005_1
0.00
25.300
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N72
SW
7
AVE
SWAREA005
1
0.00
25.300
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N73
SW
7
AVE
PROSWA005_1
0.00
26.000
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N73
SW
7
AVE
SWAREA005
1
0.00
26.000
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N74
SW
7
AVE
PROSWA005_1
0.00
26.400
29.000
0.0000
115
0.00
0.000
0.00
0.000
7N74
SW
7
AVE
SWAREA005
1
0.00
26.400
29.000
0.0000
115
0.00
0.000
0.00
0.000
7N75
SW
7
AVE
PROSWA005_1
0.00
26.700
30.000
0.0000
115
0.00
0.000
0.00
0.000
7N75
SW
7
AVE
SWAREA005
1
0.00
26.700
30.000
0.0000
115
0.00
0.000
0.00
0.000
7N76
SW
7
AVE
PROSWA005_1
0.00
26.800
29.500
0.0000
117
0.00
0.000
0.00
0.000
7N76
SW
7
AVE
SWAREA005
1
0.00
26.800
29.500
0.0000
117
0.00
0.000
0.00
0.000
CN001
SW
7
AVE
PROSWA005_1
0.00
17.200
21.000
*********
113
0.00
0.000
0.00
0.000
CN001
SW
7
AVE
SWAREA005
1
16.94
18.489
21.000
0.0000
1686
18.51
0.275
18.51
0.343
CN002
SW
7
AVE
PROSWA005_1
0.00
17.000
21.000
*********
113
0.00
0.000
0.00
0.000
CN002
SW
7
AVE
SWAREA005
1
16.94
18.489
21.000
0.0000
719
18.51
0.207
18.51
0.237
CN003
SW
7
AVE
PROSWA005_1
0.00
17.600
21.000
-0.0000
120
0.00
0.000
0.00
0.000
CN003
SW
7
AVE
SWAREA005
1
16.94
18.489
21.000
0.0000
963
18.51
0.123
18.51
0.161
CN004
SW
7
AVE
PR0SWA005
1
0.00
17.920
21.000
-0.4200
113
0.00
0.000
0.00
0.000
CN004
SW
7
AVE
SWAREA005
1
16.94
18.489
21.000
-0.4200
1273
18.54
0.007
18.51
0.054
CN006
SW
7
AVE
PROSWA005_1
0.00
17.330
21.000
-0.3300
113
0.00
0.000
0.00
0.000
CN006
SW
7
AVE
SWAREA005
1
16.79
18.338
21.000
-0.3300
304
0.00
1.091
0.04
0.274
CN007
SW
7
AVE
PROSWA005_1
0.00
18.340
21.000
-0.0900
261
0.00
0.000
0.00
0.000
CN007
SW
7
AVE
SWAREA005
1
0.01
18.260
21.000
0.0001
1212
0.00
0.796
0.00
0.000
CN008
SW
7
AVE
PR0SWA005
1
0.00
18.300
21.000
*********
113
0.00
0.000
0.00
0.000
Craig A. Smith & Associates Project No. 00-0903-146
Interconne ;hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo Inc. Page 13 of 18
southwest Corridor Nodal Comparison of Maximum Pre & Mitigation Stages for 5-yr, 1-day Design Storm Event -
Name �.
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
CN008
SW
7
AVE
SWAREA005
1
0.00
CN009
SW
7
AVE
PROSWA005
0.00
CN009
SW
7
AVE
SWAREA005
_1
1
0.00
CN010
SW
7
AVE
PROSWA005
0.00
CN010
SW
7
AVE
SWAREA005
_1
1
0.00
CN011
SW
7
AVE
PROSWA005
0.00
CN011
SW
7
AVE
SWAREA005
_1
1
16.82
CN012
SW
7
AVE
PROSWA005
0.00
CN012
SW
7
AVE
SWAREA005
_1
1
78.84
CN014
SW
7
AVE
PROSWA005
0.00
CN014
SW
7
AVE
SWAREA005
_1
1
78.79
CN015
SW
7
AVE
PROSWA005
1
0.00
CN015
SW
7
AVE
SWAREA005
1
78.74
CN016
SW
7
AVE
PROSWA005
0.00
CN016
SW
7
AVE
SWAREA005
_1
1
0.00
EAGLE POINT SUB
SW 26
AVE
PROSWA005
24.76
EAGLE POINT SUB
SW 26
AVE
SWAREA005
_1
1
24.91
GBC01
SW
16/12
AVE
PROSWA005
20.32
GBC01
SW
16/12
AVE
SWAREA005
_1
1
12.00
GBCO2
SW
16/12
AVE
PROSWA005
20.32
GBCO2
SW
16/12
AVE
SWAREA005
_1
1
12.00
N001
SW
7
AVE
PROSWA005
0.00
N001
SW
7
AVE
SWAREA005
_1
1
16.94
N002
SW
7
AVE
PROSWA005
1
0.00
N002
SW
7
AVE
SWAREA005
1
16.94
N003
SW
7
AVE
PROSWA005
193.28
N003
SW
7
AVE
_1
SWAREA005
1
16.94
N004
SW
7
AVE
PROSWA005
0.00
N004
SW
7
AVE
_1
SWAREA005
1
16.94
N005
SW
7
AVE
PROSWA005
16.92
N005
SW
7
AVE
_1
SWAREA005
1
16.94
Craig A. Smith & Associates Project No. 00-0903-146
18.300
21.000
-0.0002
969
0.04
0.000
0.00
0.796
18.510
21.500
-0.0100
160
0.00
0.000
0.00
0.000
18.510
21.500
-0.0100
161
0.00
0.000
0.00
0.000
19.800
22.000
0.0000
217
0.00
0.000
0.00
0.000
19.800
22.000
-0.0001
279
0.14
0.000
0.00
0.000
16.500
21.000
*********
113
0.00
0.000
0.00
0.000
18.013
21.000
-0.0001
1731
78.87
9.779
78.90
9.779
16.900
21.000
*********
113
0.00
0.000
0.00
0.000
18.398
21.000
-0.0003
1899
78.78
9.779
78.83
9.779
16.600
21.000
*********
113
0.00
0.000
0.00
0.000
18.818
21.000
-0.3000
1093
78.71
9.779
78.74
9.779
16.600
21.000
*********
113
0.00
0.000
0.00
0.000
19.517
21.000
-0.0400
771
15.13
20.358
15.55
10.228
18.000
20.000
0.0000
113
0.00
0.000
0.00
0.000
18.000
20.000
-0.0000
3434
0.20
0.009
0.00
0.730
17.252
22.000
0.0000
168577
12.25
34.869
26.45
0.510
17.362
22.000
0.0000
168577
12.25
34.869
54.86
0.480
16.253
18.000
-0.0001
84604
17.80
251.586
18.00
247.240
16.999
18.000
0.0000
88268
16.07
138.210
16.05
139.236
16.245
18.000
0.0001
152867
17.90
237.489
18.23
230.542
16.999
10.000
0.0000
158975
16.20
123.563
16.20
125.415
17.000
21.000
0.0000
223
0.00
0.000
0.00
0.000
18.489
21.000
0.0000
2110
18.51
0.343
18.50
0.429
17.000
21.000
0.0000
223
0.00
0.000
0.00
0.000
18.489
21.000
0.0000
913
18.51
0.237
18.51
0.275
17.005
21.000
0.0000
223
0.00
0.000
0.00
0.000
18.489
21.000
0.0001
1165
18.51
0.161
18.51
0.207
17.200
21.000
0.0000
218
0.00
0.000
0.00
0.000
18.489
21.000
0.0000
1750
18.51
0.054
18.51
0.123
18.465
21.000
-0.0011
267
16.23
1.252
0.00
10.379
18.489
21.000
0.0000
164
0.00
0.000
18.54
0.007
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 14 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & = Mitigation Stages for 5-yr, 1-day Design Storm Eveni
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
N006
SW
7
AVE
PROSWA005
1
0.00
17.400
21.000
0.0000
240
0.00
0.000
0.00
0.000
N006
SW
7
AVE
SWAREA005
1
16.79
18.338
21.000
0.0001
455
0.04
0.274
0.15
0.132
N007
SW
7
AVE
PROSWA005
1
0.00
18.000
21.000
0.0000
558
0.00
0.000
0.00
0.000
N007
SW
7
AVE
SWAREA005
1
16.79
18.338
21.000
-0.0001
783
0.00
0.000
0.00
1.091
N008
SW
7
AVE
PROSWA005
1
0.00
18.000
21.000
0.0000
254
0.00
0.000
0.00
0.000
N008
SW
7
AVE
SWAREA005
1
0.04
18.231
21.000
0.0003
435
0.00
0.000
0.04
0.000
N009
SW
7
AVE
PROSWA005
0.00
20.660
21.500
0.0000
148
0.00
0.000
0.00
0.000
N009
SW
7
AVE
_1
SWAREA005
1
0.00
20.660
21.500
0.0000
148
0.00
0.000
0.00
0.000
N010
SW
7
AVE
PROSWA005
0.00
18.000
21.000
*********
113
0.00
0.000
0.00
0.000
N010
SW
7
AVE
-1
SWAREA005
1
0.14
19.651
21.000
-1.4200
165
0.00
0.000
0.14
0.000
N011
SW
7
AVE
PROSWA005
1
0.00
15.520
18.500
0.0000
113
0.00
0.000
0.00
0.000
N011
SW
7
AVE
SWAREA005
1
16.74
17.865
18.500
0.0001
1676
78.54
10.044
78.58
10.044
N012
SW
7
AVE
PROSWA005
1
0.00
16.500
21.000
*********
113
0.00
0.000
0.00
0.000
N012
SW
7
AVE
SWAREA005
1
78.85
18.277
21.000
0.0002
1546
78.83
9.779
78.87
9.779
N013
SW
7
AVE
PROSWA005
1
0.00
16.040
21.000
*********
113
0.00
0.000
0.00
0.000
N013
SW
7
AVE
SWAREA005
1
76.83
18.521
21.000
0.0005
1205
78.74
9.779
78.78
9.779
N014
SW
7
AVE
PROSWA005
1
17.72
17.656
21.000
-0.0009
259
79.84
10.339
0.00
10.459
N014
SW
7
AVE
SWAREA005
1
78.74
19.511
21.000
0.0005
789
15.55
10.226
78.71
9.779
N015
SW
7
AVE
PROSWA005
-1
0.00
16.760
21.000
*********
113
0.00
0.000
0.00
0.000
N015
SW
7
AVE
SWAREA005
1
15.55
20.813
21.000
-0.0079
117
78.61
9.779
15.13
20.358
N016
SW
7
AVE
PROSWA005
77.85
22.702
21.000
-0.0014
131
124.14
11.396
79.84
10.076
N016
SW
7
AVE
SWAREA005
-1
1
78.64
22.998
21.000
0.0007
115
78.67
10.813
78.61
9.779
N017
SW
7
AVE'
PROSWA005
0.00
17.500
20.000
0.0000
113
0.00
0.000
0.00
0.000
N017
SW
7
AVE
SWAREA005
_1
1
0.30
17.666
20.000
0.0001
1477
0.00
0.738
0.30
0.340
N018
SW
7
AVE
PROSWA005
1
0.00
17.830
20.000
0.0000
113
0.00
0.000
0.00
0.000
N018
SW
7
AVE
SWAREA005
1
0.09
17.934
20.000
0.0000
215
0.00
0.000
0.20
0.009
N019
SW
7
AVE
PROSWA005
1
77.87
22.719
21.500
-0.0008
113
12.00
15.372
12.00
15.363
N019
SW
7
AVE
SWAREA005
1
78.55
23.015
21.500
-0.0004
113
12.00
13.813
12.00
13.806
N101
SW
7
AVE
PROSWA005
13.85
25.209
25.000
0.0018
513874
12.75
136.431
12.77
101.638
N101
SW
7
AVE
SWAREA005
-1
1
13.92
25.222
25.000
0.0018
540477
12.75
136.431
12.73
100.417
Craig A. Smith & Associates Project No. 00-0903-146
Interconne channel and Pond Routing Model QCPR) 02002 Streamline Technolc Inc. Page 15 of 18
outhwest Corridor Nodal Comparison of Maximum Pre & `Mitigation Stages for 5-yr, 1-day Design Storm Even` T
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
N102
SW
7 AVE
PROSWA005
14.03
N102
SW
7 AVE
SWAREA005
_1
1 14.24
N103
SW
7 AVE
PROSWA005
18.04
N103
SW
7 AVE
SWAREA005
_1
1 18.39
N104
SW
7 AVE
PROSWA005
16.78
N104
SW
7 AVE
SWAREA005
_1
1 17.25
N105
SW
7 AVE
PROSWA005
14.49
N105
SW
7 AVE
SWAREA005
_1
1 14.52
N106
SW
7 AVE
PROSWA005
16.07
N106
SW
7 AVE
SWAREA005
_1
1 17.29
N107
SW
7 AVE
PROSWA005
24.77
N107
SW
7 AVE
SWAREA005
_1
1 24.77
N108
SW
7 AVE
PROSWA005
16.23
N108
SW
7 AVE
SWAREA005
_1
1 26.00
N109
SW
7 AVE
PROSWA005
77.90
N109
SW
7 AVE
_1
SWAREA005
1 78.70
N110
SW
7 AVE
PROSWA005
78.13
N110
SW
7 AVE
_1
SWAREA005
1 78.79
N111
SW
7 AVE
PROSWA005
24.75
N111
SW
7 AVE
_1
SWAREA005
1 24.75
N112
SW
7 AVE
PROSWA005
138.83
N112
SW
7 AVE
_1
SWAREA005
1 144.31
N113
SW
7 AVE
PROSWA005
1 20.27
N113
SW
7 AVE
SWAREA005
1 13.36
N114
SW
7 AVE
PROSWA005
31.25
N114
SW
7 AVE
_1
SWAREA005
1 31.25
N115
SW
7 AVE
PROSWA005
1 33.75
N115
SW
7 AVE
SWAREA005
1 33.75
N116
SW 16/12
AVE
PROSWA005
1 35.72
N116
SW 16/12
AVE
SWAREA005
1 35.72
N116_TC
SW 16/12
AVE
PROSWA005
1 12.00
Craig A. Smith & Associates Project No. 00-0903-146
25.255
25.000
0.0001
603167
12.75
136.373
12.75
111.190
25.366
25.000
0.0002
835972
12.75
136.373
13.00
81.282
20.071
25.000
0.0000
1239093
12.75
193.330
20.01
0.043
21.381
25.000
-0.0000
3358284
12.75
219.542
26.78
39.891
19.669
25.000
-0.0001
966827
12.75
118.367
12.86
78.677
19.948
25.000
0.0001
1331969
12.75
119.460
14.58
37.353
18.910
22.000
-0.0001
581550
12.75
49.923
14.78
34.376
18.899
22.000
-0.0001
566756
12.75
49.923
13.88
33.439
19.735
17.000
0.0003
186001
12.25
4.405
21.89
12.135
19.959
17.000
0.0001
186001
12.25
4.405
27.12
14.368
19.516
21.000
0.0000
419600
12.25
30.829
24.77
0.279
19.516
21.000
0.0000
419600
12.25
30.829
24.77
0.279
20.079
20.500
0.0000
191763
12.25
18.141
16.23
1.252
20.241
20.500
0.0000
220292
12.25
18.141
0.00
0.000
22.701
21.000
-0.0001
133729
12.25
1.764
166.18
2.551
22.998
21.000
0.0000
133729
12.25
1.764
150.00
1.408
22.718
22.000
-0.0004
275735
12.25
4.859
162.71
3.097
23.015
22.000
0.0001
275735
12.25
4.859
150.00
2.416
19.393
21.000
0.0000
20359
12.00
2.754
0.00
0.000
19.393
21.000
0.0000
20359
12.00
2.754
0.00
0.000
21.590
22.000
0.0001
120189
12.25
6.003
170.70
0.326
21.683
22.000
0.0001
128344
12.25
6.003
150.00
0.074
16.277
21.000
0.0004
22486
12.75
38.076
13.14
35.989
17.469
21.000
0.0000
161870
12.75
31.322
13.44
21.698
15.661
17.000
0.0000
3636007
12.75
199.450
0.00
0.000
15.673
17.000
0.0000
3665342
12.75
199.450
0.00
0.000
15.499
17.000
0.0000
1618083
12.75
81.218
0.00
0.000
15.545
17.000
0.0000
1666653
12.75
81.218
0.00
0.000
27.590
30.000
0.0000
3119293
13.75
81.145
183.87
1.228
27.590
30.000
0.0000
3119293
13.75
81.145
150.00
1.117
19.000
29.000
711.5000
16
0.00
0.000
0.00
0.000
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 16 of 18
Southwest Corridor Nodal Comparison of Maximum Pre & t Mitigation Stages for 5-yr, 1-day Design Storm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max Warning
Stage Stage
ft ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
N116 TC
SW
16/12
AVE
SWAREA005
1 12.00
19.000
29.000
-11.5000
16
0.00
0.000
0.00
0.000
N117
SW
16/12
AVE
PROSWA005
1 44.78
27.589
29.000
0.0000
1259346
12.75
65.187
19.04
1.876
N117
SW
16/12
AVE
SWAREA005
1 44.77
2.7.589
29.000
0.0000
1259347
12.75
65.186
19.04
1.876
N118
SW
16/12
AVE
PROSWA005
1 14.47
25.541
28.000
-0.0001
1233644
12.75
209.336
14.56
114.620
N118
SW
16/12
AVE
SWAREA005
1 14.49
25.545
28.000
0.0001
1242043
12.75
209.336
14.54
113.378
N119
SW
16/12
AVE
PROSWA005
1 18.31
21.114
24.000
0.0000
1519116
13.10
125.723
20.25
52.679
N119
SW
16/12
AVE
SWAREA005
1 18.85
21.843
24.000
0.0001
3688829
13.10
125.774
26.50
55.496
N120
SW
16/12
AVE
PROSWA005
1 14.89
19.544
22.000
0.0000
1276325
12.50
110.729
14.89
21.706
N120
SW
16/12
AVE
SWAREA005
1 14.89
19.544
22.000
0.0000
1276325
12.50
110.729
14.89
21.706
N121
SW
16/12
AVE
PROSWA005
1 33.54
14.712
18.000
0.0000
3993613
14.00
142.905
33.20
1.232
N121
SW
16/12
AVE
SWAREA005
1 70.49
15.395
18.000
0.0000
4782093
14.00
142.905
84.76
6.688
N122
SW 26
AVE
PROSWA005
1 46.50
15.262
18.000
0.0000
3642791
14.00
83.479
0.00
0.000
N122
SW 26
AVE
SWAREA005_1
46.50
15.243
18.000
0.0000
3619005
14.00
83.479
0.00
0.000
N123
SW 26
AVE
PROSWA005
1 13.65
20.707
22.000
0.0001
214317
12.25
146.976
13.65
62.444
N123
SW 26
AVE
SWAREA005
1 13.65
20.707
22.000
0.0001
214317
12.25
146.976
13.65
62.444
N124
SW 32
AVE
PROSWA005
1 13.43
22.013
27.000
-0.0221
214477
12.50
119.275
13.39
63.948
N124
SW 32
AVE
SWAREA005_1
13.43
22.013
27.000
-0.0221
214477
12.50
119.275
13.39
63.924
N125
SW 32
AVE
PROSWA005
1 31.74
23.655
25.000
-0.0014
5351128
15.25
85.452
31.74
7.442
N125
SW 32
AVE
SWAREA005_1
31.74
23.655 1\
25.000
-0.0014
5351133
15.25
85.452
31.74
7.442
SW 32
AVE
PROSWA005
1 52.80
21.000
0.0000
1537776
12.75
207.915
87.55
14.393
SW 32
AVE
SWAREA005_1
32.30
=15176)�
21.000
0.0000
1537764
12.75
207.914
71.66
15.316
N127
SW 32
AVE
PROSWA005_1
30.50
13.800
20.000
0.0000
2200459
12.50
56.570
0.00
0.000
N127
SW 32
AVE
SWAREA005_1
30.50
13.800
20.000
0.0000
2200459
12.50
56.570
0.00
0.000
N129
SW
16/12
AVE
PROSWA005
1 28.50
19062.694
18.000
*********
113
12.25
232.965
0.00
0.000
N129
SW
16/12
AVE
SWAREA005_1
28.50
19062.694
18.000
*********
113
12.25
232.965
0.00
0.000
OUSLEY/P VLLG
SW
16/12
AVE
PROSWA005_1
24.81
15.921
18.000
0.0000
1423880
12.25
113.825
27.39
4.700
OUSLEY/P VLLG
SW
16/12
AVE
SWAREA005_1
32.99
16.301
18.000
0.0000
1806973
12.25
113.824
53.48
5.319
PRO 16NOlB
SW
16/12
AVE
PROSWA005-1
20.31
16.272
18.000
-0.0001
75722
15.14
128.277
18.06
122.720
PRO 7NO3B
SW 7
AVE
PROSWA005-1
12.01
16.999
18.000
0.0000
45956
150.02
22.358
150.01
22.501
PRO 7N15B
SW 7
AVE
PROSWA0051
16.66
19.397
0.000
-14.3000
10742
15.96
116.553
16.07
116.418
Craig A. Smith & Associates Project No. 00-0903-146
Interconne Mannel and Pond Routing Model (ICPR) 02002 Streamline Technolc Inc. Page 17 of 18
r
Southwest Corridor Nodal Comparison of Maximum Pre & Mitigation Stages for 5-yr, 1-day Design Storm Even -
.Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
RC_SW 7 AVE
SW
7
AVE
PROSWA005_1
12.00
17.000
19.000
0.0000
50
150.00
23.348
0.00
0.000
RC -SW 7 AVE
SW
7
AVE
SWAREA005_1
12.00
17.000
19.000
0.0000
50
17.57
102.387
0.00
0.000
RESERVOIR
SW
26
AVE
PROSWA005_1
68.14
15.557
18.000
-0.0000
13136941
14.63
250.000
92.20
93.094
SEMINOLE COVE
SEMINOLE COVE
SW
7
AVE
PROSWA005
1
25.92
15.784
19.000
0.0000
1016967
12.00
101.152
27.26
0.837
SW
7
AVE
SWAREA005_1
36.75
16.217
19.000
0.0000
1085480
12.00
101.151
53.66
1.935
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 18 of 18
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
SW CORRIDOR PRE AND POST STAGES
FOR 10-YR 3-DAY DESIGN STORM
EVENT RESULTS
Southwest Corridor Nodal Comparison of Maximt- e & Post Mitigation Stages for 10-yr, 3-day
Design ULUlm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
16NO1
SW
16/12
AVE
PROSWA010
3
67.81
17.786
17.000
0.0003
53622
61.82
284.079
61.81
272.599
16NO1
SW
16/12
AVE
SWAREA010_3
63.78
18.503
17.000
-0.0000
55109
95.21
103.616
95.44
104.798
16NO2
SW
16/12
AVE
PROSWA010
3
67.81
17.800
17.000
0.0000
119186
62.07
175.663
62.12
151.047
16NO2
SW
16/12
AVE
SWAREA010_3
66.00
18.508
17.000
-0.0000
122814
67.32
109.782
95.21
111.389
16NO3
SW
16/12
AVE
PROSWA010
3
67.33
18.309
19.000
0.0001
60624
62.16
175.919
62.17
171.076
16NO3
SW
16/12
AVE
SWAREA010_3
67.24
18.731
19.000
0.0001
63320
67.21
129.568
67.26
129.566
16NO4
SW
16/12
AVE
PROSWA010
3
66.61
19.979
19.000
0.0002
18885
62.56
178.728
62.16
175.966
16NO4
SW
16/12
AVE
SWAREA010_3
67.22
19.756
19.000
0.0001
18488
67.12
133.489
67.21
133.467
16NO5
16NO5
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3
66.57
20.200
18.000
0.0025
18592
62.57
181.243
62.56
178.728
SWAREA010_3
67.20
19.921
18.000
0.0030
18455
67.04
133.539
67.12
133.489
16NO6
16NO6
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3
66.47
20.674
21.000
-0.0002
18139
62.56
183.616
62.57
181.243
SWAREA010_3
67.14
20.634
21.000
-0.0021
16491
66.95
133.625
67.04
133.539
16NO7
16NO7
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3
66.43
20.844
20.000
-0.1000
18819
62.54
185.510
62.56
183.616
SWAREA010_3
67.10
20.778
20.000
0.0006
17947
65.84
118.384
66.04
118.137
16N08
16N08
SW
SW
16/12
16/12
AVE
PROSWA010
3
66.43
20.848
21.000
0.0006
10232
62.65
172.316
62.66
171.323
AVE
SWAREA010_3
66.87
22.147
21.000
0.0072
10738
65.68
118.553
65.84
118.384
16NO9
16NO9
SW
SW
16/12
16/12
AVE
PROSWA010
3
66.35
21.041
22.000
0.0001
35969
62.60
174.942
62.65
172.316
AVE
SWAREA010_3
66.86
22.186
22.000
0.0001
36584
65.48
124.508
65.72
123.839
16N10
16N10
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3
66.14
21.326
22.000
0.0002
29598
62.53
176.544
62.60
174.942
SWAREA010_3
66.82
22.334
22.000
0.0002
30923
65.44
125.073
65.48
124.508
16N11
16N11
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3
66.08
21.393
22.000
0.0002
8091
62.50
176.952
62.53
176.544
SWAREA010_3
66.81
22.365
22.000
0.0036
8557
63.62
132.200
65.44
131.963
16N12
16N12
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3
65.98
21.473
21.000
0.0003
7371
62.52
170.785
62.55
170.453
SWAREA010_3
66.80
22.398
21.000
0.0004
7947
62.95
132.519
63.00
132.234
16N13
16N13
SW
SW
16/12
16/12
AVE
PROSWA010
3
65.89
21.532
22.000
0.0006
11828
62.54
160.103
62.57
159.613
AVE
SWAREA010_3
66.79
22.421
22.000
0.0019
12985
62.66
136.443
62.75
135.938
16N14
16N14
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3
65.06
22.094
22.000
0.0031
7243
62.54
150,054
62.55
149.906
SWAREA010_3
66.52
22.647
22..000
0.0031
7940
62.49
141.245
62.53
141.002
16N15
1015
SW
SW
16/12
16/12
AVE
PROSWA010
3
64.29
22.583
22.000
0.0041
3527
62.25
171.665
62.26
171.580
AVE
SWAREA010_3
65.06
23.058
22.000
0.0041
3765
62.09
164.899
62.11
164.753
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maximus e & Post Mitigation
Design SL-m Event
Max Warning Max Delta Max
Stage Stage Stage
ft ft ft
Stages
Surf
Area
ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
16N16
SW
16/12
AVE
PROSWA010-3
64.01
22.805
22.000
0.0006
7095
62.24
150.069
62.28
149.939
16N16
SW
16/12
AVE
SWAREA010
3
64.75
23.187
22.000
0.0006
7528
62.11
144.694
62.17
144.451
16N17
SW
16/12
AVE
PROSWA010
63.66
23.017
22.000
0.0003
8034
62.30
125.199
62.33
125.090
16N17
SW
16/12
AVE
_3
SWAREA010
3
64.45
23.320
22.000
0.0003
6450
62.21
121.196
62.27
120.978
16N18
SW
16/12
AVE
PROSWA010
63.33
23.192
22.000
0.0002
11002
62.32
105.803
62.37
105.682
16N18
SW
16/12
AVE
_3
SWAREA010
3
64.23
23.443
22.000
0.0002
11291
62.26
102.757
62.35
102.510
16N19
SW
16/12
AVE
PROSWA010
63.13
23.349
22.000
0.0009
7692
62.29
101.390
62.35
101.311
16N19
SW
16/12
AVE
_3
SWAREA010
3
64.00
23.561
22.000
0.0008
7839
62.23
98.594
62.30
98.432
16N20
SW
16/12
AVE
PROSWA010
62.61
24.758
23.000
0.0009
5546'
62.22
99.087
62.31
99.019
16N20
SW
16/12
AVE
_3
SWAREA010
3
62.89
24.867
23.000
0.0009
5602
62.13
96.318
62.23
96.189
16N21
SW
16/12
AVE
PROSWA010
62.62
24.790
25.000
-0.0006
9472
62.56
64.478
62.70
64.485
1GN21
SW
16/12
AVE
_3
SWAREA010
3
62.88
24.894
25.000
-0.0006
9625
62.56
63.206
62.68
63.131
16N22
SW
16/12
AVE
PROSWA010
3
62.62
24.837
25.000
0.0086
4162
62.70
56.174
62.76
56.187
16N22
SW
16/12
AVE
SWAREA010
3
62.88
24.935
25.000
0.0086
4231
62.59
54.916
62.66
54.886
16N23
SW
16/12
AVE
PROSWA010
62.66
25.254
25.000
-0.0051
1460
62.92
52.804
62.97
52.820
16N23
SW
16/12
AVE
SWAREA010
_3
3
62.84
25.334
25.000
-0.0051
1482
62.66
51.368
62.69
51.359
16N24
SW
16/12
AVE
PROSWA010
62.66
25.303
25.000
0.0005
4235
62.76
52.773
62.92
52.804
16N24
SW
16/12
AVE
SWAREA010
_3
3
62.83
25.377
25.000
0.0005
4290
62.55
51.402
62.66
51.368
16N25
SW
16/12
AVE
PROSWA010
3
62.67
25.367
26.000
-0.0005
2794
62.67
52.767
62.76
52.773
16N25
SW
16/12
AVE
SWAREA010
3
62.82
25.450
26.000
-0.0004
2824
62.47
51.432
62.55
51.402
16N26
SW
16/12
AVE
PROSWA010
62.71
25.838
26.000
0.0051
2085
62.96
51.272
63.04
51.286
16N26
SW
16/12
AVE
SWAREA010
_3
3
62.78
25.853
26.000
0.0051
2089
62.50
49.778
62.56
49.763
16N27
SW
16/12
AVE
PROSWA010
3
62.71
25.838
26.000
0.0003
7226
76.29
12.239
76.03
12.376
16N27
SW
16/12
AVE
SWAREA010
3
62.77
25.854
26.000
0.0003
7245
76.82
12.133
76.67
12.245
16N28
SW
16/12
AVE
PROSWA010
62.71
25.843
26.000
0.0003
5445
68.53
13.182
68.52
14.072
16N28
SW
16/12
AVE
SWAREA010
_3
3
62.78
25.859
26.000
0.0004
5454
68.75
13.221
68.74
14.098
16N29
SW
16/12
AVE
PROSWA010
62.72
25.852
27.000
0.0003
2053
68.53
12.837
68.53
13.182
16N29
SW
16/12
AVE
SWAREA010
_3
3
62.79
25.867
27.000
0.0004
2054
68.75
12.881
68.75
13.221
16N30
SW
16/12
AVE
PROSWA010
62.72
25.854
27.000
0.0003
1973
68.54
12.518
68.53
12.837
16N30
SW
16/12
AVE
SWAREA010
_3
3
62.79
25.869
27.000
0.0005
1976
68.75
12.567
68.75
12.881
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec ;cannel and Pond Routing Model (ICPR) 02002 Streamline TechnoloL, nc. Page 2 of 18
Southwest Corridor Nodal Comparison of Maxims `e & Post Mitigation Stages for 10-yr, 3-day
Design Storm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs Cfs
16N31
SW
16/12
AVE
PROSWA010
3 62.73
25.867
27.000
0.0004
3227
73.31
12.344
68.54
12.518
16N31
SW
16/12
AVE
SWAREA010_3
62.80
25.882
27.000
0.0004
3234
73.22
12.346
68.75
12.567
16N32
SW
16/12
AVE
PROSWA010
_3 62.73
25.877
26.000
0.0005
4028
72.93
12.297
73.31
12.344
16N32
SW
16/12
AVE
SWAREA010_3
62.80
25.892
26.000
0.0004
4042
72.97
12.297
73.22
12.346
16N33
SW
16/12
AVE
PROSWA010
3 62.75
25.962
27.000
0.0000
1286
72.92
12.297
72.93
12.297
16N33
SW
16/12
AVE
SWAREA010_3
62.83
25.974
27.000
0.0000
1291
72.97
12.297
72.97
12.297
16N34A
SW
16/12
AVE
PROSWA010
3 62.83
26.199
28.000
-0.5000
245
72.68
12.301
72.91
12.301
16N34A
SW
16/12
AVE
SWAREA010_3
62.93
26.206
28.000
-0.5000
245
72.56
12.300
72.97
12.302
16N34B
SW
16/12
AVE
PROSWA010
3 62.78
26.015
28.000
-0.1000
282
72.91
12.299
72.92
12.297
16N34B
SW
16/12
AVE
SWAREA010_3
62.85
26.027
28.000
-0.1000
283
72.97
12.299
72.97
12.297
16N35
SW
16/12
AVE
PROSWA010
3 72.80
27.045
28.000
-0.6000
223
72.91
12.299
72.68
12.301
16N35
SW
16/12
AVE
SWAREA010_3
72.97
27.045
28.000
-0.6000
223
72.87
12.300
72.56
12.300
16N36
SW
16/12
AVE
PROSWA010
3 72.90
27.209
30.000
0.0002
1229
72.89
12.299
72.91
12.299
1GN36
SW
16/12
AVE
SWAREA010_3
72.92
27.209
30.000
0.0002
1229
72.87
12.300
72.87
12.300
16N37
SW
16/12
AVE
PROSWA010
3 72.90
27.262
30.000
0.0001
1396
72.88
12.299
72.89
12.299
16N37
SW
16/12
AVE
SWAREA010_3
72.91
27.262
30.000
0.0001
1396
72.87
12.300
72.87
12.300
16N38
SW
16/12
AVE
PROSWA010
3 72.89
27.416
30.000
0.0002
536
72.88
13.897
72.88
13.897
16N38
SW
16/12
AVE
SWAREA010_3
72.90
27.416
30.000
0.0002
536
72.87
13.898
72.87
13.898
16N39
SW
16/12
AVE
PROSWA010
3 72.88
27.919
30.000
0.0000
2607
72.86
31.008
72.88
31.008
16N39
SW
16/12
AVE
SWAREA010_3
72.88
27.919
30.000
0.0000
2607
72.86
31.008
72.88
31.008
16N40
SW
16/12
AVE
PROSWA010
3 72.87
28.172
30.000
0.0001
2772
71.05
32.093
72.86
31.008
16N40
SW
16/12
AVE
SWAREA010_3
72.87
28.172
30.000
0.0001
2772
71.05
31.381
72.86
31.008
16N41
SW
16/12
AVE
PROSWA010
3 72.88
28.172
30.000
0.0002
2509
180.05
4.121
180.16
4.129
16N41
SW
16/12
AVE
SWAREA010_3
72.88
28.172
30.000
0.0002
2509
180.06
4.121
180.14
4.129
16N42
SW
16/12
AVE
PROSWA010
3 76.96
28.231
31.000
-0.0010
1396
180.09
4.120
180.05
4.121
16N42
SW
16/12
AVE
SWAREA010_3
76.95
28.231
31.000
-0.0010
1396
180.07
4.120
180.06
4.121
16N43
SW
16/12
AVE
PROSWA010_3
80.29
28.232
31.000
-0.0001
329
157.72
0.094
126.35
0.085
16N43
SW
16/12
AVE
SWAREA010_3
80.31
28.232
31.000
-0.0000
329
134.62
0.091
126.45
0.085
16N44
SW
16/12
AVE
PROSWA010_3
80.31
28.232
31.000
0.0002
320
213.14
0.236
157.72
0.094
16N44
SW
16/12
AVE
SWAREA010_3
80.37
28.232
31.000
-0.0002
320
159.04
0.164
134.62
0.091
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) m2002 Streamline Technologies, Inc. Page 3 of 18
Southwest Corridor Nodal Comparison of Maxims re & Post Mitigation Stages for 10-yr, 3-day
Design Suorm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
16N45
SW
16/12
AVE
PROSWA010
3
80.20
28.232
31.000
-0.0006
344
213.20
0.749
213.14
0.236
16N45
SW
16/12
AVE
SWAREA010
3
80.38
28.232
31.000
-0.0002
344
178.97
0.450
159.04
0.164
16N46
SW
16/12
AVE
PROSWA010
3
80.35
28.232
31.000
-0.0004
548
214.68
0.137
213.20
0.749
16N46
SW
16/12
AVE
SWAREA010
3
80.36
28.232
31.000
-0.0002
548
130.76
0.097
178.97
0.450
16N47
SW
16/12
AVE
PROSWA010
80.38
28.232
31.000
0.0004
601
213.20
0.738
214.68
0.137
16N47
SW
16/12
AVE
_3
SWAREA010
3
80.38
28.232
31.000
-0.0004
601
84.83
0.275
130.76
0.097
16N48
SW
16/12
AVE
PROSWA010
80.54
28.231
31.000
-0.0003
2281
214.68
1.829
0.00
1.539
16N48
SW
16/12
AVE
_3
SWAREA010
3
80.54
28.231
31.000
-0.0002
2261
62.93
1.693
0.00
1.539
16N49
SW
16/12
AVE
PROSWA010
80.52
28.231
31.000
0.0002
2330
74.38
0.695
214.68
1.397
16N49
SW
16/12
AVE
_3
SWAREA010
3
80.51
28.231
31.000
-0.0002
2330
74.34
0.695
74.48
0.690
16N50
SW
16/12
AVE
PROSWA010
80.55
28.231
31.000
-0.0005
2191
61.99
1.090
62.15
0.989
16N50
SW
16/12
AVE
SWAREA010
_3
3
80.55
28.231
31.000
-0.0005
2191
61.99
1.090
62.15
0.989
16N51
SW
16/12
AVE
PROSWA010
3
80.56
26.231
31.000
0.0008
1625
61.95
1.162
61.99
1.090
16N51
SW
16/12
AVE
SWAREA010
3
80.58
28.231
31.000
0.0008
1625
61.95
1.162
61.99
1.090
16N52
SW
16/12
AVE
PROSWA010
80.95
28.231
31.000
0.0005
2695
62.53
2.201
62.61
2.106
16N52
SW
16/12
AVE
SWAREA010
_3
3
80.95
28.231
31.000
0.0006
2695
62.53
2.201
62.61
2.106
16N53
SW
16/12
AVE
PROSWA010
80.89
28.231
31.000
-1.3000
3315
0.00
0.000
215.18
0.091
16N53
SW
16/12
AVE
SWAREA010
_3
3
80.88
28.231
31.000
-1.3000
3315
0.00
0.000
84.77
0.094
26@-LEMKIN CK
SW 26
AVE
PROSWA010
60.00
18.500
18.000
0.0000
0
114.87
200.726
0.00
0.000
26@-LEMKIN CK
SW 26
AVE
SWAREA010
_3
3
60.00
18.500
18.000
0.0000
4454
73.88
164.163
0.00
0.000
26N01
SW 26
AVE
PROSWA010
3
0.00
13.500
18.000
0.0000
17550
0.00
0.000
0.00
0.000
26N01
SW 26
AVE
SWAREA010
3
63.37
18.500
18.000
0.0009
21727
86.77
208.958
73.88
164.163
26NO2
SW 26
AVE
PROSWA010-3
0.00
13.500
18.000
0.0000
37933
0.00
0.000
0.00
0.000
26NO2
SW 26
AVE
SWAREA010
3
63.37
18.501
18.000
-0.0005
37969
73.88
262.632
86.77
208.958
26NO3
SW 26
AVE
PROSWA010
0.00
13.500
18.000
0.0000
38478
0.00
0.000
0.00
0.000
26NO3
SW 26
AVE
SWAREA010
_3
3
63.37
18.501
18.000
-0.0005
38712
93.09
224.386
73.88
262.632
26N04
SW 26
AVE
PROSWA010
3
0.00
13.500
18.000
0.0000
30755
0.00
0.000
0.00
0.000
26N04
SW 26
AVE
SWAREA010
3
63.37
18.501
18.000
-0.0008
30827
73.88
241.582
93.09
224.386
26N05
SW 26
AVE
PROSWA010
0.00
13.500
18.000
0.0000
30875
0.00
0.000
0.00
0.000
26N05
SW 26
AVE
SWAREA010
_3
3
63.37
18.501
18.000
0.0009
31603
93.09
226.929
73.88
241.582
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec hannel and Pond Routing Model (ICPR) 02002 Streamline Technolot nc. Page 4 of 18
Southwest Corridor Nodal Comparison of Maxim- -e & Post Mitigation Stages for 10-yr, 3-day
Design JL-,:m Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
26N06
SW
26
AVE
PROSWA010
3
0.00
13.500
18.000
0.0000
31124
0.00
0.000
0.00
0.000
26N06
SW
26
AVE
SWAREA010_3
63.37
18.502
18.000
-0.0010
34141
73.88
323.135
93.09
226.929
26N07
SW
26
AVE
PROSWA010
3
0.00
13.500
18.000
0.0000
10614
0.00
0.000
0.00
0.000
26N07
SW
26
AVE
SWAREA010_3
63.37
18.502
18.000
0.0008
40822
92.63
160.327
73.88
323.135
26N08
SW
26
AVE
PROSWA010
3
67.80
17.777
18.000
0.0004
96602
68.89
272.132
60.56
250.000
26N08
SW
26
AVE
SWAREA010_3
63.37
18.502
18.000
0.0002
127319
103.92
114.220
92.63
160.327
26N09
SW
26
AVE
PROSWA010
3
67.80
17.777
18.000
0.0007
9065
62.27
65.582
62.45
63.721
26N09
SW
26
AVE
SWAREA010_3
63.22
18.502
18.000
0.0002
9308
62.84
52.916
62.84
52.915
26N10
SW
26
AVE
PROSWA010
3
67.64
17.800
18.000
0.0002
13209
62.20
68.286
62.27
65.582
26N10
SW
26
AVE
SWAREA010_3
62.85
18.575
18.000
0.0000
13973
62.83
52.917
62.84
52.916
26N11
SW
26
AVE
PROSWA010
3
67.60
17.804
18.000
0.0000
32335
62.14
74.173
62.20
68.286
26N11
SW
26
AVE
SWAREA010_3
62.84
18.583
18.000
0.0000
35286
62.80
52.926
62.83
52.917
26N12
SW
26
AVE
PROSWA010
3
67.44
17.824
18.000
0.0000
31941
62.13
78.519
62.14
74.173
26N12
SW
26
AVE
SWAREA010_3
62.83
18.617
18.000
0.0000
35853
62.76
69.297
62.80
69.276
26N13
SW
26
AVE
PROSWA010
_3
67.05
17.868
18.000
0.0000
48336
62.05
85.962
62.13
78.519
26N13
SW
26
AVE
SWAREA010_3
62.80
18.736
18.000
0.0000
52534
62.66
69.392
62.76
69.297
26N14
SW
26
AVE
PROSWA010
3
67.02
17.871
18.000
0.0000
54197
61.93
94.731
62.05
85.962
26N14
SW
26
AVE
SWAREA010_3
62.80
18.741
18.000
-0.0000
57749
62.56
69.609
62.66
69.392
26N15
26N15
SW
26
AVE
PROSWA010
3
66.70
17.899
18.000
-0.0003
18710
61.90
97.464
61.93
94.731
SW
26
AVE
SWAREA010_3
62.74
18.826
18.000
-0.0002
19772
62.50
69.726
62.56
69.609
26N16
26N16
SW
26
AVE
PROSWA010
3
66.70
17.900
18.000
0.0004
32284
61.79
101.826
61.90
96.989
SW
26
AVE
SWAREA010_3
62.74
18.827
18.000
0.0002
34152
62.41
75.159
62.50
74.684
26N17
26N17
SW
26
AVE
PROSWA010
3
66.69
17.901
18.000
-0.0005
29470
62.10
114.562
62.19
110.419
SW
26
AVE
SWAREA010_3
62.74
18.829
18.000
-0.0003
30298
62.38
115.580
62.46
115.315
26N18
26N18
SW
26
AVE
PROSWA010
3
66.69
17.901
18.000
0.0004
15378
62.05
116.732
62.10
114.562
SW
26
AVE
SWAREA010_3
62.74
18.830
18.000
0.0003
15968
62.34
115.745
62.38
115.580
26N19
26N19
SW
26
AVE
PROSWA010
3
66.68
17.902
18.000
0.0002
5646
61.93
87.192
61.94
86.417
SW
26
AVE
SWAREA010_3
62.73
18.831
18.000
0.0003
6031
62.25
85.175
62.27
85.098
26N20
26N20
SW
26
AVE
PROSWA010
3
66.22
17.968
18.000
0.0001
4625
61.91
87.644
61.93
87.192
SW
26
AVE
SWAREA010_3
62.66
18.913
18.000
-0.0001
4930
62.23
85.237
62.25
85.175
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 18
Southwest Corridor Nodal Comparison of Maximi re & Post Mitigation Stages for 10-yr, 3-day
Design b,vrm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
26N21
SW
26
AVE
PROSWA010
3
65.71
16.142
18.000
0.0001
6156
61.90
87.632
61.91
87.644
26N21
SW
26
AVE
SWAREA010
3
62.45
19.511
18.000
-0.0000
7420
62.18
85.347
62.23
85.237
26N22
SW
26
AVE
PROSWA010
3
61.88
18.379
18.000
0.0001
11992
61.81
87.649
61.90
87.632
26N22
SW
26
AVE
SWAREA010
3
62.43
19.605
18.000
0.0000
14488
62.06
85.619
62.18
85.347
26N23
SW
26
AVE
PROSWA010
3
61.87
18.599
18.000
0.0001
13570
61.73
87.710
61.81
87.649
26N23
SW
26
AVE
SWAREA010
3
62.41
19.668
18.000
0.0000
14987
61.92
86.009
62.06
85.619
26N24
SW
26
AVE
PROSWA010
3
61.84
18.871
19.000
0.0001
11723
61.65
87.788
61.73
87.710
26N24
SW
26
AVE
SWAREA010
3
62.38
19.748
19.000
0.0000
13226
61.79
86.454
61.92
86.009
26N25
SW
26
AVE
PROSWA010
3
61.78
19.224
19.000
0.0001
13314
61.55
87.902
61.65
87.788
26N25
SW
26
AVE
SWAREA010
3
62.33
19.866
19.000
0.0000
14388
61.51
87.106
61.79
86.454
26N26
SW
26
AVE
PROSWA010
3
61.68
19.842
21.000
-0.0001
10486
61.46
87.993
61.55
87.902
26N26
SW
26
AVE
SWAREA010
3
62.18
20.194
21.000
0.0000
11103
61.43
87.523
61.51
87.106
26N27
SW
26
AVE
PROSWA010
3
61.56
20.689
22.000
-0.0001
12506
61.38
88.066
61.46
87.993
26N27
SW
26
AVE
SWAREA010
3
61.88
20.806
22.000
-0.0001
12821
61.36
87.744
61.43
87.523
26N28
SW
26
AVE
PROSWA010
3
61.43
21.725
22.000
0.0037
7866
61.33
86.085
61.38
88.066
26N28
SW
26
AVE
SWAREA010
3
61.50
21.745
22.000
0.0037
7936
61.32
87.786
61.36
87.744
32@-LEMKIN CK
SW
32
AVE
PROSWA010
3
60.00
18.500
18.000
0.0000
18604
65.50
55.463
0.00
0.000
32@-LEMKIN CK
SW
32
AVE
SWAREA010
3
60.00
18.500
18.000
0.0000
18604
93.58
43.523
0.00
0.000
32N01
SW
32
AVE
PROSWA010
3
65.50
18.500
18.000
-0.0002
30878
65.42
52.095
65.50
55.463
32N01
SW
32
AVE
SWAREA010_3
67.66
18.500
18.000
-0.0001
30878
92.63
41.421
93.58
43.523
32NO2
SW
32
AVE
PROSWA010
3
65.42
18.500
18.000
0.0003
11097
145.77
27.233
65.42
52.095
32NO2
SW
32
AVE
SWAREA010_3
64.88
18.500
18.000
-0.0002
11097
136.85
28.114
92.63
41.421
32NO3
SW
32
AVE
PROSWA010
3
65.50
18.539
18.000
0.0010
4439
71.82
53.345
145.77
27.233
32NO3
SW
32
AVE
SWAREA010_3
64.88
18.519
18.000
0.0007
4439
79.95
37.343
136.85
28.114
32N04
SW
32
AVE
PROSWA010
-3
65.42
18.539
18.000
-0.0003
19697
92.21
30.385
71.82
53.345
32N04
SW
32
AVE
SWAREA010
3
64.88
18.519
18.000
-0.0002
19697
136.74
27.852
79.95
37.343
32N05
SW
32
AVE
PROSWA010
65.50
18.540
18.000
0.0001
29005
64.97
63.763
65.50
70.318
32N05
SW
32
AVE
SWAREA010
-3
3
64.88
18.519
18.000
-0.0000
29005
64.81
58.973
64.85
58.433
32N06
SW
32
AVE
PROSWA010-3
65.42
18.540
18.000
-0.0002
29387
75.80
69.066
64.97
63.763
32N06
SW
32
AVE
SWAREA010
3
64.88
18.520
18.000
0.0000
29387
64.78
58.947
64.81
58.973
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec 'hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo. `nc. Page 6 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maxim,..
Design
Max
Stage
ft
:e & Post Mitigation Stages
.,,.;;zm Event
Warning Max Delta Max Surf
Stage Stage Area
ft ft ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
32N07
SW
32
AVE
PROSWA010
3
65.42
18.540
18.000
0.0001
29081
65.11
62.924
75.80
69.066
32N07
SW
32
AVE
SWAREA010_3
64.88
18.520
18.000
0.0000
29081
64.74
58.958
64.78
58.947
32N08
SW
32
AVE
PROSWA010
_3
65.42
18.541
18.000
0.0001
33419
65.11
62.852
65.11
62.924
32N08
SW
32
AVE
SWAREA010_3
64.88
18.521
18.000
0.0000
33416
64.70
58.969
64.74
58.958
32N09
SW
32
AVE
PROSWA010
3
65.42
18.542
18.000
0.0000
25126
65.11
62.836
65.11
62.852
32N09
SW
32
AVE
SWAREA010_3
64.88
18.521
18.000
0.0000
25109
64.66
58.980
64.70
58.969
32N10
SW
32
AVE
PROSWA010
_3
65.42
18.544
18.000
0.0000
18356
65.09
62.832
65.11
62.836
32N10
SW
32
AVE
SWAREA010_3
64.88
18.523
18.000
0.0000
18343
64.64
58.989
64.66
58.980
32Nll
SW
32
AVE
PROSWA010
3
65.42
18.545
18.000
-0.0000
6654
65.07
62.831
65.09
62.832
32Nll
SW
32
AVE
SWAREA010_3
64.87
18.525
18.000
0.0000
6652
64.63
58.992
64.64
58.989
32N12
SW
32
AVE
PROSWA010
3
65.12
20.303
18.000
0.0000
48705
63.34
63.322
65.07
62.831
32N12
SW
32
AVE
SWAREA010_3
64.65
20.074
18.000
0.0000
48473
63.37
59.951
64.63
58.992
32N13
SW
32
AVE
PROSWA010
_3
65.11
20.311
18.000
-0.0001
56966
62.02
68.680
63.34
63.322
32N13
SW
32
AVE
SWAREA010_3
64.64
20.082
18.000
-0.0001
56269
62.35
66.795
63.37
59.951
32N14
SW
32
AVE
PROSWA010
3
65.10
20.315
18.000
0.0018
2367
65.21
124.059
62.02
68.680
32N14
SW
32
AVE
SWAREA010_3
64.64
20.085
18.000
-0.0014
2355
77.62
81.377
62.35
66.795
32N15
32N15
SW
32
AVE
PROSWA010
3
65.12
20.316
18.000
-0.0010
8719
63.88
129.915
65.21
124.059
SW
32
AVE
SWAREA010_3
64.64
20.086
18.000
-0.0009
8665
76.64
83.795
77.62
81.377
32N16
32N16
SW
32
AVE
PROSWA010
_3
65.12
20.317
18.000
0.0011
10121
65.21
217.042
63.88
129.915
SW
32
AVE
SWAREA010_3
64.64
20.087
18.000
-0.0007
10114
77.62
113.091
76.64
83.795
32N17
32N17
SW
32
AVE
PROSWA010
_3
65.12
20.317
18.000
-0.0005
21394
66.91
99.130
65.21
217.042
SW
32
AVE
SWAREA010_3
64.64
20.087
18.000
0.0004
21373
62.25
74.293
77.62
113.091
32N18
32N18
SW
32
AVE
PROSWA010
3
65.12
20.317
18.000
0.0002
30790
61.72
80.503
66.91
99.130
SW
32
AVE
SWAREA010_3
64.64
20.087
18.000
0.0002
30647
62.21
79.855
62.25
74.293
32N19
32N19
SW
32
AVE
PROSWA010
_3
65.09
20.322
18.000
0.0001
8774
61.71
81.936
61.72
80.503
SW
32
AVE
SWAREA010_3
64.63
20.093
18.000
0.0000
8662
62.21
81.392
62.21
79.855
32N20
32N20
SW
32
AVE
PROSWA010
3
62.55
21.457
18.000
0.0002
6455
61.63
83.268
61.71
81.936
SW
32
AVE
SWAREA010_3
62.59
21.217
18.000
0.0000
6327
62.14
82.851
62.21
81.392
32N21
32N21
SW
32
AVE
PROSWA010
_3
62.54
21.464
18.000
0.0001
16776
61.59
88.086
61.63
77.928
SW
32
AVE
SWAREA010_3
62.58
21.235
18.000
0.0000
16587
61.94
114.239
62.15
107.363
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maximi
Design
Max
Stage
ft
re & Post Mitigation
S,orm Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
32N22
SW
32
AVE
PROSWA010
3 62.54
21.465
18.000
0.0001
17363
62.22
33.762
62.24
33.348
32N22
SW
32
AVE
SWAREA010_3
62.58
21.236
18.000
0.0000
17144
62.48
31.140
62.51
30.868
32N23
SW
32
AVE
PROSWA010_3
62.54
21.466
19.000
0.0001
17924
62.19
34.231
62.22
33.762
32N23
SW
32
AVE
SWAREA010_3
62.58
21.237
19.000
0.0000
17558
62.43
31.582
62.48
31.140
32N24
SW
32
AVE
PROSWA010
3 62.53
21.468
21.000
0.0001
18668
62.16
34.773
62.19
34.231
32N24
SW
32
AVE
SWAREA010_3
62.58
21.239
21.000
0.0000
18272
62.30
32.512
62.43
31.582
32N25
SW
32
AVE
PROSWA010_3
62.52
21.470
21.000
-0.0001
11448
62.14
35.137
62.16
34.773
32N25
SW
32
AVE
SWAREA010_3
62.57
21.241
21.000
0.0001
11212
62.16
34.294
62.30
32.512
32N26
SW
32
AVE
PROSWA010
3 62.52
21.471
22.000
0.0004
8035
62.13
35.410
62.14
35.137
32N26
SW
32
AVE
SWAREA010_3
62.57
21.242
22.000
0.0001
7799
62.15
36.168
62.18
34.294
32N27
SW
32
AVE
PROSWA010_3
62.30
21.550
22.000
0.0002
17169
62.07
35.979
62.13
35.410
32N27
SW
32
AVE
SWAREA010_3
62.37
21.376
22.000
0.0001
16770
62.14
36.430
62.15
36.168
32N28
SW
32
AVE
PROSWA010
3 62.29
21.558
22.000
0.0002
16061
62.00
36.755
62.07
35.979
32N28
SW
32
AVE
SWAREA010_3
62.36
21.384
22.000
0.0001
15715
62.12
36.715
62.14
36.430
32N29
SW
32
AVE
PROSWA010
3 62.28
21.567
23.000
-0.0002
11310
61.93
37.550
62.00
36.755
32N29
SW
32
AVE
SWAREA010_3
62.34
21.393
23.000
0.0001
11067
62.10
36.981
62.12
36.715
32N30
SW
32
AVE
PROSWA010
3 62.27
21.573
23.000
-0.0003
9302
61.84
38.513
61.93
37.550
32N30
SW
32
AVE
SWAREA010_3
62.32
21.401
23.000
-0.0001
9139
61.89
37.946
62.10
36.981
32N31
SW
32
AVE
PROSWA010
3 62.26
21.576
23.000
0.0003
10383
61.64
40.478
61.84
38.513
32N31
SW
32
AVE
SWAREA010_3
62.30
21.404
23.000
0.0001
10130
61.64
40.206
61.89
37.946
32N32
SW
32
AVE
PROSWA010
3 62.25
21.586
23.000
-0.0002
5842
61.36
43.036
61.64
40.478
32N32
SW
32
AVE
SWAREA010_3
62.22
21.416
23.000
0.0001
5681
61.36
43.112
61.64
40.206
7MH01
SW 7
AVE
PROSWA010_3
64.03
25.060
28.000
-0.0005
176
214.50
0.281
64.20
0.149
7MH01
SW 7
AVE
SWAREA010_3
63.19
25.605
28.000
-0.0001
196
65.10
0.740
65.10
0.755
7N01
SW 7
AVE
PROSWA010_3
72.00
18.429
16.000
0.0000
12448
96.23
51.190
96.21
51.323
7N01
SW 7
AVE
SWAREA010_3
67.33
16.469
16.000
-0.0000
12455
87.58
122.870
87.58
123.007
7NO2
SW 7
AVE
PROSWA010
3 72.00
18.394
16.000
0.0000
59015
96.07
51.595
96.23
51.190
7NO2
SW 7
AVE
SWAREA010_3
67.33
18.454
16.000
-0.0000
59106
87.54
122.256
87.58
122.870
7NO3
SW 7
AVE
PROSWA010_3
67.83
17.807
16.000
0.0000
89942
62.59
135.722
73.65
125.522
7NO3
SW 7
AVE
SWAREA010_3
67.32
18.460
16.000
0.0000
55574
83.53
74.809
83.59
75.226
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec hannel and Pond Routing Model QCPR) 02002 Streamline Technolol nc.
Page 8 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maximi_ e & Post Mitigation Stages
Design ouuLm Event
Max Warning Max Delta Max Surf
Stage Stage Stage Area
ft ft ft ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
7N04
SW
7
AVE
PROSWA010
3
67.83
17.810
15.000
0.0000
23051
62.52
140.412
62.59
135.722
7N04
SW
7
AVE
SWAREA010_3
67.32
18.461
15.000
0.0000
23028
83.50
74.637
83.53
74.809
7N05
SW
7
AVE
PROSWA010
3
67.84
17.817
16.000
0.0000
28052
62.12
146.204
62.52
140.412
7N05
SW
7
AVE
SWAREA010_3
67.28
18.462
16.000
0.0000
27762
83.47
74.432
83.50
74.637
7N06
SW
7
AVE
PROSWA010
3
67.84
17.840
16.000
0.0000
36829
62.08
153.715
62.12
146.204
7N06
SW
7
AVE
SWAREA010_3
67.27
18.469
16.000
0.0000
36257
83.22
72.936
83.26
73.191
7N07
SW
7
AVE
PROSWA010
3
67.84
17.862
16.000
0.0000
25770
62.06
158.803
62.08
153.715
7NO7
SW
7
AVE
SWAREA010_3
67.24
18.487
16.000
0.0000
25664
67.15
99.597
67.16
99.597
7N08
7N08
SW
7
AVE
PROSWA010
3
67.84
17.863
15.000
0.0000
24758
62.34
165.809
62.47
161.346
SW
7
AVE
SWAREA010_3
67.23
18.488
15.000
0.0000
25128
66.24
116.961
66.25
116.976
7N09
7N09
SW
7
AVE
PROSWA010
3
67.78
18.147
19.000
0.0001
18053
62.30
167.758
62.34
165.809
SW
7
AVE
SWAREA010_3
66.61
18.633
19.000
0.0001
18791
66.22
116.984
66.24
116.981
7N10
7N10
SW
7
AVE
PROSWA010
3
67.46
18.616
18.000
0.0003
20528
62.23
170.054
62.30
167.758
SW
7
AVE
SWAREA010_3
66.36
18.989
18.000
0.0004
20205
66.16
118.143
66.21
118.139
7Nll
7Nll
SW
7
AVE
PROSWA010
_3
66.62
18.955
19.000
-0.0002
22207
63.17
155.887
63.43
154.892
SW
7
AVE
SWAREA010_3
66.29
19.260
19.000
0.0007
19960
66.10
102.429
66.18
102.424
7N12
7N12
SW
7
AVE
PROSWA010
3
66.35
19.384
19.000
0.0007
9934
65.97
132.444
66.01
132.416
SW
7
AVE
SWAREA010_3
66.89
19.479
19.000
0.0055
9691
68.19
95.058
68.25
94.974
7N13
7N13
SW
7
AVE
PROSWA010
3
66.34
19.475
19.000
0.0003
9098
66.16
130.620
66.19
130.608
SW
7
AVE
SWAREA010_3
66.96
19.561
19.000
0.0000
8880
68.12
94.921
68.15
94.933
7N14
7N14
SW
7
AVE
PROSWA010_3
66.26
20.064
20.000
0.0003
12753
66.08
130.644
66.16
130.620
SW
7
AVE
SWAREA010_3
67.37
20.369
20.000
0.0001
12081
68.04
94.906
68.12
94.921
7N15
7N15
SW
SW
7
7
AVE
PROSWA010
3
66.22
20.446
19.000
0.0015
227
65.40
106.966
65.40
106.966
AVE
SWAREA010_3
67.40
20.664
19.000
0.0011
10437
67.54
88.574
67.67
88.578
7N16
7N16
SW
7
AVE
PROSWA010
3
65.75
20.620
20.000
0.0110
4838
63.98
79.020
64.01
78.866
SW
7
AVE
SWAREA010_3
66.68
20.947
20.000
-1.1000
4430
66.41
38.848
66.08
37.755
7N17
7N17
SW
7
AVE
PROSWA010
3
65.63
20.662
20.000
-0.1000
4809
62.63
88.337
62.66
88.004
SW
7
AVE
SWAREA010_3
66.63
20.962
20.000
0.0003
4736
61.50
48.385
61.50
47.885
7N16
7N18
SW
7
AVE
PROSWA010
3
65.14
20.854
21.000
-0.1000
5957
62.56
86.768
62.63
88.337
SW
.7
AVE
SWAREA010_3
65.96
21.266
21.000
-0.0007
6135
61.33
49.255
61.50
48.385
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) m2002 Streamline Technologies, Inc. Page 9 of 18
Southwest Corridor Nodal Comparison of Maximi re & Post Mitigation Stages for 10-yr, 3-day
Design Suurm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
7N19
SW
7
AVE
PROSWA010
3
65.02
20.904
21.000
-0.4900
5960
62.44
89.200
62.56
88.768
7N19
SW
7
AVE
SWAREA010
3
65.94
21.273
21.000
0.0003
6182
61.31
50.424
61.33
49.255
7N20
SW
7
AVE
PROSWA010
64.64
21.113
21.000
-0.5000
3192
62.35
89.456
62.44
89.200
7N20
SW
7
AVE
_3
SWAREA010
3
65.41
21.603
21.000
0.0001
3184
61.29.
51.031
61.31
50.424
7N21
SW
7
AVE
PROSWA010
3
64.61
21.133
21.000
-0.0009
3162
62.30
89.719
62.35
89.456
7N21
SW
7
AVE
SWAREA010
3
65.41
21.607
21.000
-0.1000
3018
61.28
51.564
61.29
51.031
7N22
SW
7
AVE
PROSWA010
3
64.28
21.352
21.000
0.0006
2847
62.24
89.968
62.30
89.719
7N22
SW
7
AVE
SWAREA010
3
65.15
21.950
21.000
0.0000
2745
61.25
52.110
61.28
51.584
7N23
SW
7
AVE
PROSWA010
64.25
21.371
21.000
-0.0014
2826
62.19
90.223
62.24
89.968
7N23
SW
7
AVE
_3
SWAREA010
3
65.14
21.958
21.000
-0.0000
2746
61.42
53.362
61.46
53.010
7N24
SW
7
AVE
PROSWA010
63.96
21.606
21.000
0.0008
7816
61.98
91.014
62.19
90.223
7N24
SW
7
AVE
_3
SWAREA010
3
64.79
22.436
21.000
0.0000
7721
61.13
55.134
61.42
53.362
7N25
SW
7
AVE
PROSWA010
63.90
21.672
21.000
-0.0012
7642
62.15
96.714
62.28
96.065
7N25
SW
7
AVE
-3
SWAREA010
3
64.74
22.467
21.000
0.0000
7315
61.17
63.583
61.22
61.588
7N26
SW
7
AVE
PROSWA010
3
63.68
21.938
21.000
0.0022
1253
62.12
96.830
62.15
96.714
7N26
SW
7
AVE
SWAREA010
3
64.17
22.748
21.000
0.0001
1253
61.17
63.931
61.17
63.583
7N27
SW
7
AVE
PROSWA010
63.67
21.948
22.000
0.0022
1255
62.10
96.947
62.12
96.830
7N27
SW
7
AVE
SWAREA010
_3
3
64.16
22.753
22.000
-0.0001
1277
61.16
64.297
61.17
63.931
7N28
SW
7
AVE
PROSWA010
63.49
22.234
21.000
-0.1000
8008
60.20
97.822
62.10
96.947
7N28
SW
7
AVE
SWAREA010
_3
3
63.37
23.527
21.000
0.0000
8001
61.11
66.823
61.16
64.297
7N29
SW
7
AVE
PROSWA010
63.45
22.319
23.000
-0.0006
7587
61.94
102.402
62.13
101.692
7N29
SW
7
AVE
SWAREA010
_3
3
63.34
23.572
23.000
-0.0001
7434
61.11
74.965
61.14
72.843
7N30
SW
7
AVE
PROSWA010
63.27
22.810
22.000
0.0031
1631
62.62
124.679
62.64
124.601
7N30
SW
7
AVE
SWAREA010
_3
3
63.19
23.934
22.000
-0.0004
1606
62.08
108.023
62.09
107.869
7N31
SW
7
AVE
PROSWA010
63.27
22.821
23.000
-0.0049
1608
62.76
63.925
62.78
63.869
7N31
SW
7
AVE
SWAREA010
_3
3
63.18
23.946
23.000
0.0001
1531
62.19
58.563
62.21
58.455
7N32
SW
7
AVE
PROSWA010-3
63.05
23.547
23.000
0.0022
1011
62.75
63.962
62.76
63.925
7N32
SW
7
AVE
SWAREA010
3
62.80
24.539
23.000
0.0001
1011
62.17
58.640
62.19
58.563
7N33
SW
7
AVE
PROSWA010-3
63.05
23.551
23.000
0.0013
1011
62.73
64.002
62.75
63.962
7N33
SW
7
AVE
SWAREA010
3
62.79
24.544
23.000
-0.0001
1011
62.15
58.722
62.17
58.640
Craig A. Smith & Associates Project No. 00-0903-146
Interconnei ;hannel and Pond Routing Model (ICPR) ®2002 Streamline Technolo Inc. Page 10 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maximi
Design
Max
Stage
ft
e & Post Mitigation
DLozm Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
7N34
SW
7 AVE
PROSWA010
3
62.95
24.285
23.000
0.0029
2243
62.68
64.104
62.73
64.002
7N34
SW
7 AVE
SWAREA010_3
62.60
25.149
23.000
0.0001
2230
62.09
58.941
62.15
58.722
7N35
SW
7 AVE
PROSWA010
3
62.95
24.294
24.000
-0.0017
2243
62.63
64.228
62.68
64.104
7N35
SW
7 AVE
SWAREA010_3
62.60
25.159
24.000
0.0001
2205
62.05
59.218
62.09
58.941
7N36
SW
7 AVE
PROSWA010
3
63.01
24.511
24.000
0.0028
2017
0.00
51.643
63.86
35.545
7N36
SW
7 AVE
SWAREA010_3
62.59
25.274
24.000
0.0002
1896
65.03
30.357
65.73
33.079
7N37
SW
7 AVE
PROSWA010
_3
63.01
24.514
25.000
-0.0035
2014
63.68
35.207
0.00
51.643
7N37
SW
7 AVE
SWAREA010_3
62.59
25.278
25.000
-0.1000
1789
64.99
30.149
65.03
30.357
7N38
SW
7 AVE
PROSWA010
3
63.04
24.769
25.000
-0.0016
754
63.52
60.625
63.68
35.207
7N38
SW
7 AVE
SWAREA010_3
62.58
25.377
25.000
0.0004
667
64.98
30.075
64.99
30.149
7N39
SW
7 AVE
PROSWA010
_3
63.06
24.770
25.000
-0.0016
744
63.68
35.079
63.52
60.625
7N39
SW
7 AVE
SWAREA010_3
62.58
25.379
25.000
0.0004
665
64.96
30.005
64.98
30.075
7N40
SW
7 AVE
PROSWA010
3
63.10
25.018
25.000
-0.0057
814
63.61
35.092
63.68
35.079
7N40
SW
7 AVE
SWAREA010_3
62.55
25.506
25.000
0.0007
743
64.93
29.913
64.96
30.005
7N41
SW
7 AVE
PROSWA010
3
63.09
25.019
25.000
0.0071
810
63.58
34.872
63.61
35.092
7N41
SW
7 AVE
SWAREA010_3
62.55
25.508
25.000
0.0010
779
61.24
30.165
64.93
29.913
7N42
SW
7 AVE
PROSWA010
3
63.11
25.158
25.000
0.0076
1099
0.00
61.940
63.35
27.874
7N42
SW
7 AVE
SWAREA010_3
62.50
25.583
25.000
0.0009
1071
64.78
23.353
64.80
23.461
7N43
SW
7 AVE
PROSWA010
3
63.11
25.160
26.000
-0.0066
1143
63.26
27.796
0.00
61.940
7N43
SW
7 AVE
SWAREA010_3
62.50
25.584
26.000
0.0003
1072
64.76
23.248
64.78
23.353
7N44
SW
7 AVE
PROSWA010
3
63.12
25.302
25.000
0.0006
2024
63.14
27.994
63.26
27.796
7N44
SW
7 AVE
SWAREA010_3
62.47
25.618
25.000
0.0003
1742
64.74
23.091
64.76
23.248
7N45
SW
7 AVE
PROSWA010_3
63.12
25.304
26.000
0.0017
1943
63.16
28.822
63.14
27.994
7N45
SW
7 AVE
SWAREA010_3
62.46
25.632
26.000
-0.5000
1490
61.95
23.478
64.74
23.091
7N46
SW
7 AVE
PROSWA010
3
63.12
25.304
28.000
-0.0025
2487
0.01
9.634
0.00
23.900
7N46
SW
7 AVE
SWAREA010_3
62.46
25.632
28.000
0.0001
1848
65.76
5.675
65.76
6.136
7N47
SW
7 AVE
PROSWA010
3
63.12
25.304
27.000
0.0014
2366
0.01
4.703
0.01
9.634
7N47
SW
7 AVE
SWAREA010_3
62.46
25.631
27.000
0.0001
1887
65.76
5.211
65.76
5.675
7N48
SW
7 AVE
PROSWA010_3
63.12
25.304
26.000
0.0010
2057
0.00
12.488
0.01
4.703
7N48
SW
7 AVE
SWAREA010_3
62.47
25.631
26.000
0.0001
1753
65.76
4.779
65.76
5.211
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) ®2002 Streamline Technologies, Inc. Page 11 of 18
Southwest Corridor Nodal Comparison of Maximt re & Post Mitigation Stages for 10-yr, 3-day
Design SLorm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
7N49
SW
7 AVE
PROSWA010
3 63.12
25.304
28.000
-0.0010
1979
64.78
3.360
0.00
12.488
7N49
SW
7 AVE
SWAREA010
3 62.47
25.630
28.000
0.0001
1670
65.77
4.381
65.76
4.779
7N50
SW
7 AVE
PROSWA010
63.12
25.304
28.000
0.0005
1614
64.76
3.006
64.78
3.360
7N50
SW
7 AVE
_3
SWAREA010
3 62.47
25.630
28.000
0.0003
1756
65.77
3.963
65.77
4.381
7N51
SW
7 AVE
PROSWA010
63.12
25.304
28.000
0.0002
1417
64.74
2.717
64.76
3.006
7N51
SW
7 AVE
_3
SWAREA010
3 62.47
25.629
28.000
0.0001
1562
65.77
3.616
65.77
3.963
7N52
SW
7 AVE
PROSWA010
63.13
25.304
28.000
-0.0002
837
64.73
2.549
64.74
2.717
7N52
SW
7 AVE
_3
SWAREA010
3 62.48
25.627
28.000
-0.0002
922
65.77
3.414
65.77
3.616
7N53
SW
7 AVE
PROSWA010_3
63.13
25.303
28.000
0.0002
969
64.71
2.351
64.73
2.549
7N53
SW
7 AVE
SWAREA010
3 62.48
25.626
28.000
0.0002
1048
65.66
3.188
65.77
3.414
7N54
SW
7 AVE
PROSWA010_3
63.14
25.303
28.000
0.0002
2725
64.59
1.881
64.71
2.351
7N54
SW
7 AVE
SWAREA010
3 62.49
25.623
28.000
0.0001
3058
65.59
2.620
65.66
3.188
7N55
SW
7 AVE
PROSWA010_3
63.14
25.302
26.000
0.0001
2420
64.59
1.511
64.59
1.881
7N55
SW
7 AVE
SWAREA010
3 62.49
25.620
26.000
0.0000
2741
65.32
2.193
65.59
2.620
7N56
SW
7 AVE
PROSWA010_3
63.14
25.302
26.000
-0.0006
1710
64.58
1.232
64.59
1.511
7N56
SW
7 AVE
SWAREA010
3 62.49
25.620
26.000
-0.0004
1887
65.29
1.892
65.32
2.193
7N57
SW
7 AVE
PROSWA010
_3 63.14
25.302
28.000
0.0007
1834
64.20
0.962
64.58
1.232
7N57
SW
7 AVE
SWAREA010
3 62.49
25.619
28.000
0.0004
1971
65.26
1.570
65.29
1.692
7N58
SW
7 AVE
PROSWA010
63.14
25.301
28.000
-0.0005
594
63.61
4.269
64.20
0.962
7N58
SW
7 AVE
SWAREA010
_3
3 62.49
25.616
28.000
0.0001
621
65.25
1.466
65.26
1.570
7N59
SW
7 AVE
PROSWA010
3 63.14
25.302
28.000
0.0004
687
64.46
0.687
63.61
4.269
7N59
SW
7.AVE
SWAREAD10
3 62.49
25.616
28.000
0.0001
715
65.23
1.346
65.25
1.466
7N60
SW
7 AVE
PROSWA010_3
63.15
25.300
28.000
0.0001
1447
64.28
0.460
64.46
0.687
7N60
SW
7 AVE
SWAREA010_3
62.98
25.612
28.000
0.0001
1541
65.18
1.107
65.23
1.346
7N61
SW
7 AVE
PROSWA010
3 63.15
25.299
28.000
0.0001
1376
0.00
0.308
64.28
0.460
7N61
SW
7 AVE
SWAREA010_3
62.98
25.612
28.000
0.0001
1467
65.13
0.890
65.18
1.107
7N62
SW
7 AVE
PROSWA010
-3 63.15
25.297
28.000
0.0003
462
64.20
0.204
0.00
0.308
7N62
SW
7 AVE
SWAREA010
3 63.03
25.611
28.000
-0.0002
530
65.11
0.821
65.13
0.890
7N63
SW
7 AVE
PROSWA010
3 63.15
25.296
28.000
0.0002
451
64.20
0.149
64.20
0.204
7N63
SW
7 AVE
SWAREA010
3 63.05
25.610
28.000
0.0001
526
65.10
0.755
65.11
0.821
Craig A. Smith & Associates Project No. 00-0903-146
Interconne4 'hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo; `nc. Page 12 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maxim
Design
Max
Stage
ft
ce & Post Mitigation
.._:;gym Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
7N64
SW
7
AVE
PROSWA010
3
64.03
25.060
28.000
0.0001
1805
64.20
0.095
214.50
0.281
7N64
SW
7
AVE
SWAREA010_3
63.20
25.605
28.000
0.0001
2400
65.10
0.557
65.10
0.740
7N65
SW
7
AVE
PROSWA010
3
64.03
25.060
28.000
0.0001
1838
64.20
0.045
64.20
0.095
7N65
SW
7
AVE
SWAREA010_3
63.20
25.605
28.000
0.0001
2441
65.09
0.376
65.10
0.557
7N66
7N66
SW
7
AVE
PROSWA010
3
64.03
25.060
28.000
0.0001
1680
0.00
0.000
64.20
0.045
SW
7
AVE
SWAREA010_3
63.21
25.604
28.000
0.0001
2621
65.02
0.188
65.09
0.376
7N67
7N67
SW
7
AVE
PROSWA010
_3
0.00
25.100
29.000
0.0000
136
0.00
0.000
0.00
0.000
SW
7
AVE
SWAREA010_3
63.22
25.604
29.000
0.0000
1986
64.98
0.122
65.02
0.188
7N68
7N68
SW
7
AVE
PROSWA010
3
0.00
25.100
28.000
0.0000
122
0.00
0.000
0.00
0.000
SW
7
AVE
SWAREA010_3
63.24
25.599
28.000
0.0000
1322
64.93
0.081
64.98
0.122
7N69
7N69
SW
7
AVE
PROSWA010
3
0.00
25.300
28.000
0.0000
132
0.00
0.000
0.00
0.000
SW
7
AVE
SWAREA010_3
63.27
25.593
28.000
0.0000
1300
64.23
0.045
64.93
0.081
7N70
7N70
SW
SW
7
7
AVE
PROSWA010
3
0.00
25.300
28.000
0.0000
121
0.00
0.000
0.00
0.000
AVE
SWAREA010_3
63.72
25.567
28.000
0.0000
640
64.23
0.030
64.23
0.045
7N71
7N71
SW
SW
7
7
AVE
AVE
PROSWA010
3
0.00
25.300
28.000
0.0000
115
0.00
0.000
0.00
0.000
SWAREA010_3
63.72
25.567
28.000
0.0000
629
64.23
0.016
64.23
0.030
7N72
7N72
SW
SW
7
7
AVE
AVE
PROSWA010
_3
0.00
25.300
28.000
0.0000
115
0.00
0.000
0.00
0.000
SWAREA010_3
63.72
25.567
28.000
0.0000
677
0.00
0.000
64.23
0.016
7N73
7N73
SW
SW
7
7
AVE
AVE
PROSWA010_3
0.00
26.000
28.000
0.0000
115
0.00
0.000
0.00
0.000
SWAREA010_3
0.00
26.000
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N74
7N74
SW
SW
7
7
AVE
PROSWA010_3
0.00
26.400
29.000
0.0000
115
0.00
0.000
0.00
0.000
AVE
SWAREA010_3
0.00
26.400
29.000
0.0000
115
0.00
0.000
0.00
0.000
7N75
7N75
SW
SW
7
7
AVE
AVE
PROSWA010
3
0.00
26.700
30.000
0.0000
115
0.00
0.000
0.00
0.000
SWAREA010_3
0.00
26.700
30.000
0.0000
115
0.00
0.000
0.00
0.000
7N76
7N76
SW
SW
7
7
AVE
AVE
PROSWA010_3
0.00
26.800
29.500
0.0000
117
0.00
0.000
0.00
0.000
SWAREA010_3
0.00
26.800
29.500
0.0000
117
0.00
0.000
0.00
0.000
CN001
CN001
SW
SW
7
7
AVE
AVE
PROSWA010_3
0.00
17.200
21.000
*********
113
0.00
0.000
0.00
0.000
SWAREA010_3
66.89
19.479
21.000
0.0000
2709
87.64
0.220
87.63
0.275
CN002
CN002
SW
SW
7
7
AVE
AVE
PROSWA010_3
0.00
17.000
21.000
*********
113
0.00
0.000
0.00
0.000
SWAREA010_3
66.89
19.479
21.000
-0.0000
1043
87.64
0.164
77.19
0.331
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 13 of 18
Southwest Corridor Nodal Comparison of MaximL re & Post Mitigation Stages for 10-yr, 3-day
Design Si-orm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
CN003
SW
7
AVE
PROSWA010
3
0.00
17.600
21.000
-0.0000
120
0.00
0.000
0.00
0.000
CN003
SW
7
AVE
SWAREA010
3
66.89
19.479
21.000
0.0000
1771
79.65
0.097
73.89
0.136
CN004
SW
7
AVE
PROSWA010
3
0.00
17.920
21.000
-0.4200
113
0.00
0.000
0.00
0.000
CN004
SW
7
AVE
SWAREA010
3
66.89
19.479
21.000
-0.4200
2758
73.09
0.022
67.15
0.065
CN006
SW
7
AVE
PROSWA010
3
0.00
17.330
21.000
-0.3300
113
0.00
0.000
0.00
0.000
CN006
SW
7
AVE
SWAREA010
3
69.19
19.313
21.000
-0.3300
427
72.61
1.992
72.63
1.996
CN007
SW
7
AVE
PROSWA010
3
0.00
18.340
21.000
-0.0900
261
0.00
0.000
0.00
0.000
CN007
SW
7
AVE
SWAREA010
3
70.65
19.433
21.000
0.0001
4516
72.26
1.959
72.49
1.978
CN008
SW
7
AVE
PROSWA010
3
0.00
18.300
21.000
*********
113
0.00
0.000
0.00
0.000
CN008
SW
7
AVE
SWAREA010
3
70.67
19.435
21.000
-0.0002
1995
72.19
1.954
72.26
1.959
CN009
SW
7
AVE
PROSWA010
3
0.00
18.510
21.500
-0.0100
160
0.00
0.000
0.00
0.000
CN009
SW
7
AVE
SWAREA010
3
71.11
19.491
21.500
-0.0100
918
72.13
1.949
72.16
1.951
CN010
SW
7
AVE
PROSWA010
0.00
19.800
22.000
0.0000
217
0.00
0.000
0.00
0.000
CN010
SW
7
AVE
SWAREA010
_3
3
0.00
19.800
22.000
-0.0001
279
0.14
0.000
0.00
0.000
CN011
SW
7
AVE
PROSWA010
3
0.00
16.500
21.000
*********
113
0.00
0.000
0.00
0.000
CN011
SW
7
AVE
SWAREA010
3
66.74
19.146
21.000
-0.0001
2478
113.54
12.632
113.01
12.632
CN012
SW
7
AVE
PROSWA010
3
0.00
16.900
21.000
*********
113
0.00
0.000
0.00
0.000
CN012
SW
7
AVE
SWAREA010
3
67.09
19.285
21.000
-0.0003
2195
113.87
12.632
113.72
12.632
CN014
SW
7
AVE
PROSWA010
3
0.00
16.600
21.000
*********
113
0.00
0.000
0.00
0.000
CN014
SW
7
AVE
SWAREA010
3
68.02
19.509
21.000
-0.3000
1419
113.98
12.633
113.95
12.632
CN015
SW
7
AVE
PROSWA010
3
0.00
16.600
21.000
*********
113
0.00
0.000
0.00
0.000
CN015
SW
7
AVE
SWAREA010
3
72.15
20.619
21.000
-0.0400
905
37.48
20.909
117.23
13.368
CN016
SW
7
AVE
PROSWA010
3
0.00
18.000
20.000
0.0000
113
0.00
0.000
0.00
0.000
CN016
SW
7
AVE
SWAREA010
3
66.84
18.522
20.000
-0.0001
4450
88.84
0.081
0.00
0.738
EAGLE POINT SUB
SW 26
AVE
PROSWA010
72.70
18.280
22.000
0.0000
427608
60.25
48.472
73.30
0.702
EAGLE POINT SUB
SW 26
AVE
SWAREA010
_3
3
69.23
18.569
22.000
0.0000
663543
60.25
48.472
75.85
2.477
GBC01
SW
16/12
AVE
PROSWA010
67.81
17.785
18.000
-0.0002
92061
61.81
272.599
73.59
261.915
GBC01
SW
16/12
AVE
SWAREA010
_3
3
63.72
18.503
18.000
-0.0000
95271
95.44
104.798
95.44
106.981
GBCO2
SW
16/12
AVE
PROSWA010
3
67.80
17.780
18.000
0.0001
165305
61.42
247.294
73.73
246.587
GBCO2
SW
16/12
AVE
SWAREA010
3
63.47
18.502
18.000
0.0000
169281
95.44
98.320
95.31
103.051
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec bannel and Pond Routing Model (ICPR) 02002 Streamline Technolol tic. :age 14 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maximt_.....e & Post Mitigation
Design ,,uim Event
Max Warning Max Delta Max
Stage Stage Stage
ft ft ft
Stages
Surf
Area
ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
Cfs
N001
SW
7
AVE
PROSWA010
_3
0.00
17.000
21.000
0.0000
223
0.00
0.000
0.00
0.000
N001
SW
7
AVE
SWAREA010_3
66.88
19.479
21.000
-0.0000
3222
87.63
0.275
87.63
0.345
N002
SW
7
AVE
PROSWA010
_3
0.00
17.000
21.000
0.0000
223
0.00
0.000
0.00
0.000
N002
SW
7
AVE
SWAREA010_3
66.89
19.479
21.000
-0.0000
1269
77.19
0.331
87.64
0.220
N003
SW
7
AVE
PROSWA010
3
193.28
17.005
21.000
0.0000
223
0.00
0.000
0.00
0.000
N003
SW
7
AVE
SWAREA010_3
66.89
19.479
21.000
0.0000
1946
73.89
0.136
87.64
0.164
N004
SW
7
AVE
PROSWA010
3
0.00
17.200
21.000
0.0000
218
0.00
0.000
0.00
0.000
N004
SW
7
AVE
SWAREA010_3
66.89
19.479
21.000
0.0000
3071
67.15
0.065
79.65
0.097
N005
SW
7
AVE
PROSWA010
_3
66.23
19.392
21.000
-0.0011
288
61.03
8.539
0.00
10.379
N005
SW
7
AVE
SWAREA010_3
66.87
19.479
21.000
-0.0000
120
0.00
0.000
73.89
0.022
N006
SW
7
AVE
PROSWA010
3
0.00
17.400
21.000
0.0000
240
0.00
0.000
0.00
0.000
N006
SW
7
AVE
SWAREA010_3
69.11
19.308
21.000
0.0001
626
72.63
1.996
72.65
2.001
N007
SW
7
AVE
PROSWA010
3
0.00
18.000
21.000
0.0000
558
0.00
0.000
0.00
0.000
N007
SW
7
AVE
SWAREA010_3
70.21
19.387
21.000
-0.0001
2040
72.49
1.978
72.61
1.992
N008
SW
7
AVE
PROSWA010
3
0.00
18.000
21.000
0.0000
254
0.00
0.000
0.00
0.000
N008
SW
7
AVE
SWAREA010_3
70.75
19.445
21.000
0.0003
1158
72.16
1.951
72.19
1.954
N009
SW
7
AVE
PROSWA010
_3
0.00
20.660
21.500
0.0000
148
0.00
0.000
0.00
0.000
N009
SW
7
AVE
SWAREA010_3
0.00
20.660
21.500
0.0000
148
0.00
0.000
0.00
0.000
N010
SW
7
AVE
PROSWA010
3
0.00
18.000
21.000
*********
113
0.00
0.000
0.00
0.000
N010
SW
7
AVE
SWAREA010_3
0.14
19.651
21.000
-1.4200
165
0.00
0.000
0.14
0.000
N011
SW
7
AVE
PROSWA010
3
0.00
15.520
18.500
0.0000
113
0.00
0.000
0.00
0.000
N011
SW
7
AVE
SWAREA010_3
66.68
19.121
18.500
0.0001
2418
112.84
12.946
111.23
12.948
N012
SW
7
AVE
PROSWA010_3
0.00
16.500
21.000
*********
113
0.00
0.000
0.00
0.000
N012
SW
7
AVE
SWAREA010_3
67.02
19.260
21.000
0.0002
1960
113.72
12.632
113.54
12.632
N013
SW
7
AVE
PROSWA010_3
0.00
16.040
21.000
*********
113
0.00
0.000
0.00
0.000
N013
SW
7
AVE
SWAREA010_3
67.53
19.429
21.000
0.0005
1448
113.95
12.632
113.87
12.632
N014
SW
7
AVE
PROSWA010
3
67.75
18.431
21.000
-0.0009
274
99.99
12.979
99.70
12.975
N014
SW
7
AVE
SWAREA010_3
72.15
20.617
21.000
0.0005
921
113.98
12.633
113.98
12.633
N015
SW
7
AVE
PROSWA010
3
0.00
16.760
21.000
*********
113
0.00
0.000
0.00
0.000
N015
SW
7
AVE
SWAREA010_3
117.88
22.209
21.000
-0.0081
117
117.22
13.388
37.48
20.909
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 42002 Streamline Technologies, Inc. Page 15 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of MaximL re & Post Mitigation Stages
Design Suvrm Event
Max Warning Max Delta Max Surf
Stage Stage Stage Area
ft ft ft ft2
for 10-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
N016
SW
7
AVE
PROSWA010
122.39
27.102
21.000
-0.0014
131
126.96
14.070
100.02
12.663
N016
SW
7
AVE
_3
SWAREA010
3
117.35
27.092
21.000
0.0010
115
117.14
15.063
117.22
13.388
N017
SW
7
AVE
PROSWA010
3
0.00
17.500
20.000
0.0000
113
0.00
0.000
0.00
0.000
N017
SW
7
AVE
SWAREA010
3
66.69
18.608
20.000
0.0001
3150
0.00
0.738
0.30
0.340
N018
SW
7
AVE
PROSWA010
0.00
17.830
20.000
0.0000
113
0.00
0.000
0.00
0.000
N018
SW
7
AVE
SWAREA010
_3
3
80.49
18.246
20.000
0.0000
253
88.84
0.079
88.84
0.081
N019
SW
7
AVE
PROSWA010
3
122.24
27.118
21.500
-0.0008
163
60.00
18.303
60.00
18.291
N019
SW
7
AVE
SWAREA010
3
117.29
27.109
21.500
-0.0003
163
60.00
18.168
60.00
18.156
N101
SW
7
AVE
PROSWA010
62.07
25.693
25.000
0.0018
1575753
60.50
266.798
61.88
151.270
N101
SW
7
AVE
SWAREA010
_3
3
62.26
25.709
25.000
0.0018
1611723
60.50
266.798
61.86
149.430
N102
SW
7
AVE
PROSWA010
63.27
25.832
25.000
0.0004
1861976
60.50
242.844
60.18
114.098
N102
SW
7
AVE
SWAREA010
_3
3
63.66
25.924
25.000
0.0002
2069028
60.50
242.844
66.92
86.370
N103
SW
7
AVE
PROSWA010
68.85
20.712
25.000
0.0001
2591402
60.25
352.766
73.81
6.006
N103
SW
7
AVE
SWAREA010
_3
3
70.31
21.907
25.000
-0.0000
4596853
60.50
276.337
76.71
49.827
N104
SW
7
AVE
PROSWA010
66.63
20.505
25.000
-0.0001
2062260
60.50
198.619
60.37
81.863
N104
SW
7
AVE
SWAREA010
_3
3
68.20
20.811
25.000
-0.0000
2463853
60.50
200.330
73.88
47.545
N105
SW
7
AVE
PROSWA010
62.70
19.104
22.000
-0.0002
840037
60.75
71.310
61.19
38.288
N105
SW
7
AVE
SWAREA010
_3
3
64.84
19.294
22.000
-0.0001
1094897
60.75
71.310
61.06
24.147
N106
SW
7
AVE
PROSWA010
3
65.75
20.620
17.000
0.0003
186001
60.00
8.784
78.35
17.607
N106
SW
7
AVE
SWAREA010
3
66.68
20.947
17.000
0.0001
186001
60.00
8.784
87.85
11.594
N107
SW
7
AVE
PROSWA010
72.93
19.949
21.000
0.0000
699219
60.00
56.821
77.95
0.318
N107
SW
7
AVE
SWAREA010
_3
3
73.06
19.956
21.000
0.0000
703313
60.00
56.821
95.39
0.317
N108
SW
7
AVE
PROSWA010
3
61.03
20.285
20.500
0.0000
228201
60.00
23.771
61.03
8.539
N108
SW
7
AVE
SWAREA010
3
72.13
20.607
20.500
0.0000
269959
60.00
23.771
72.08
0.565
N109
SW
7
AVE
PROSWA010
122.28
27.102
21.000
0.0000
133729
60.00
4.778
199.83
4.636
N109
SW
7
AVE
SWAREA010
_3
3
117.40
27.092
21.000
0.0000
133729
60.00
4.778
200.00
3.341
N110
SW
7
AVE
PROSWA010
122.39
27.117
22.000
0.0001
275735
60.00
11.549
206.61
6.541
N110
SW
7
AVE
SWAREA010
_3
3
117.46
27.109
22.000
0.0001
275735
60.00
11.549
202.05
6.198
N111
SW
7
AVE
PROSWA010
72.75
19.857
21.000
0.0000
28740
60.00
4.180
0.00
0.000
N111
SW
7
AVE
SWAREA010
_3
3
72.75
19.857
21.000
0.0000
28740
60.00
4.180
0.00
0.000
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec 'hannel and Pond Routing Model (ICPR) 02002 Streamline Technolol nc. Page 16 of 18
Southwest Corridor Nodal Comparison of Maximu -- •e & Post Mitigation Stages for 10-yr, 3-day
Design -LJim Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
N112
SW 7
AVE
PROSWA010
3 205.43
22.599
22.000
0.0000
162724
60.00
9.758
220.00
0.176
N112
SW 7
AVE
SWAREA010_3
201.01
22.613
22.000
0.0001
162882
60.00
9.759
220.00
0.186
N113
SW 7
AVE
PROSWA010
_3 68.66
17.681
21.000
0.0003
459568
60.50
62.173
60.84
45.203
N113
SW 7
AVE
SWAREA010_3
63.63
18.249
21.000
-0.0001
1363450
60.50
31.879
105.18
8.636
N114
SW 7
AVE
PROSWA010
3 84.60
17.961
17.000
0.0000
9100354
60.75
307.225
94.12
56.312
N114
SW 7
AVE
SWAREA010_3
80.53
18.243
17.000
0.0000
9771657
60.75
307.225
91.60
78.186
N115
SW 7
AVE
PROSWA010
3 81.75
16.259
17.000
0.0000
2418168
60.50
115.300
0.00
0.000
N115
SW 7
AVE
SWAREA010_3
99.17
17.445
17.000
0.0000
3667075
60.50
115.300
104.82
7.444
N116
SW
16/12
AVE
PROSWA010
3 77.47
28.240
30.000
0.0000
4723285
61.50
156.053
74.31
5.470
N116
SW
16/12
AVE
SWAREA010_3
77.47
28.240
30.000
0.0000
4723284
61.50
158.053
74.31
5.470
N116 TC
SW
16/12
AVE
PROSWA010
3 60.00
21.500
29.000
-11.5000
16
0.00
0.000
0.00
0.000
N116_TC
SW
16/12
AVE
SWAREA010_3
60.00
21.500
29.000
-11.5000
16
0.00
0.000
0.00
0.000
N117
SW
16/12
AVE
PROSWA010
3 84.74
28.229
29.000
0.0000
1840922
60.75
98.641
62.86
3.894
N117
SW
16/12
AVE
SWAREA010_3
84.74
28.229
29.000
0.0000
1840922
60.75
98.641
62.86
3.894
N118
N118
SW
SW
16/12
16/12
AVE
AVE
PROSWA010
3 62.74
25.964
28.000
-0.0010
2087235
60.75
307.308
62.90
141.742
SWAREA010_3
62.78
25.973
28.000
-0.0010
2106820
60.75
307.308
62.79
139.434
N119
N119
SW
SW
16/12
16/12
AVE
PROSWA010
3 68.17
22.009
24.000
0.0001
4912103
60.25
455.665
76.48
84.386
AVE
SWAREA010_3
69.02
22.484
24.000
-0.0000
6295841
60.75
255.926
78.26
57.579
N120
N120
SW
SW
16/12
16/12
AVE
PROSWA010
3 62.56
19.764
22.000
0.0000
1538297
60.25
142.935
62.56
30.717
AVE
SWAREA010_3
62.56
19.764
22.000
0.0000
1538297
60.25
142.935
62.56
30.717
N121
N121
SW
SW
16/12
16/12
AVE
PROSWA010
3 84.05
15.935
18.000
0.0000
5859729
61.75
201.765
87.69
14.745
AVE
SWAREA010_3
103.27
17.281
18.000
0.0000
8547923
61.75
201.765
144.74
30.922
N122
N122
SW 26
AVE
PROSWA010
_3 116.26
16.879
18.000
0.0000
5722543
61.50
126.796
0.00
0.000
SW 26
AVE
SWAREA010_3
117.69
16.919
18.000
0.0000
5773773
61.75
130.386
0.00
0.000
N123
N123
SW 26
AVE
PROSWA010
3 62.76
21.577
22.000
0.0001
2078263
60.25
311.081
61.05
110.300
SW 26
AVE
SWAREA010_3
61.55
21.518
22.000
0.0001
1887721
60.25
311.082
61.55
111.851
N124
N124
SW 32
AVE
PROSWA010
3 61.36
24.332
27.000
-0.0221
804833
60.25
303.120
61.35
131.119
SW 32
AVE
SWAREA010_3
61.36
24.333
27.000
-0.0221
807633
60.25
303.129
61.35
130.893
N125
N125
SW 32
AVE
PROSWA010
3 79.54
24.031
25.000
-0.0014
6370612
62.50
130.839
79.54
9.770
SW 32
AVE
SWAREA010_3
79.54
24.031
25.000
-0.0014
6370612
62.50
130.839
79.54
9.770
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 17 of 18
Southwest Corridor Nodal Comparison of Maximi re & Post Mitigation Stages for 10-yr, 3-day
Design b,,�rm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
N126
SW 32
AVE
PROSWA010
85.82
1_
21.000
0.0000
1537714
60.75
326.809
146.15
23.104
N126
SW 32
AVE
_
3
17.045
21.000
0.0000
1537715
60.75
326.808
83.01
27.523
N127
SW 32
AVE
PROSWA010
3 78.50
14.066
20.000
0.0000
2204934
60.25
85.056
0.00
0.000
N127
SW 32
AVE
SWAREA010_3
78.50
14.066
20.000
0.0000
2204934
60.25
85.056
0.00
0.000
N129
SW
16/12
AVE
PROSWA010
3 0.00
13.500
18.000
*********
113
0.00
0.000
0.00
0.000
N129
SW
16/12
AVE
SWAREA010_3
76.50
31690.625
18.000
*********
113
60.25
278.541
0.00
0.000
OUSLEY/P VLLG
SW
16/12
AVE
PROSWA010
_3 79.02
16.812
18.000
0.0000
2322184
60.25
203.889
88.54
15.244
OUSLEY/P VLLG
SW
16/12
AVE
SWAREA010_3
92.42
17.714
18.000
0.0000
3496505
60.25
203.889
134.36
16.195
PRO 16NOlB
SW
16/12
AVE
PROSWA010_3
67.83
17.800
18.000
-0.0001
83679
73.65
125.522
73.71
127.722
PRO 7NO3B
SW 7
AVE
PROSWA010_3
71.92
18.394
18.000
0.0000
47251
2.48
31.771
2.48
30.427
PRO 7N15B
SW 7
AVE
PROSWA010_3
66.24
20.255
0.000
-14.3000
11816
65.96
124.402
66.04
124.367
RC SW 7 AVE
SW 7
AVE
PROSWA010
3 60.00
18.500
19.000
0.0000
50
96.21
51.323
0.00
0.000
RC -SW 7 AVE
SW 7
AVE
SWAREA010_3
60.00
18.500
19.000
0.0000
50
87.58
123.007
0.00
0.000
RESERVOIR
SW 26
AVE
PROSWA010_3
102.32
17.462
18.000
0.0000
13200742
60.00
1025.118
114.87
200.726
SEMINOLE COVE
SW 7
AVE
PROSWA010
3 80.09
16.751
19.000
0.0000
1170210
60.00
139.246
84.25
5.190
SEMINOLE COVE
SW 7
AVE
SWAREA010_3
88.82
18.023
19.000
0.0000
1538680
60.00
139.247
108.80
10.235
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec 'hannel and Pond Routing Model (ICPR) ®2002 Streamline Technolo; nc• I Page 18 of 18
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
SW CORRIDOR PRE AND POST STAGES
FOR 25-YR 3-DAY DESIGN STORM
EVENT RESULTS
Southwest Corridor Nodal Comparison of Maximi re & Post Mitigation Stages for 25-yr, 3-day
Design S,orm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
16N01
SW
16/12
AVE
PROSWA025
3
68.65
18.200
17.000
0.0003
54505
61.38
294.385
61.37
281.861
16N01
SW
16/12
AVE
SWAREA025
3
65.00
18.505
17.000
0.0000
55115
103.27
139.358
103.27
139.935
16NO2
SW
16/12
AVE
PROSWA025-3
68.66
18.214
17.000
0.0001
121477
61.41
182.733
71.07
158.542
16NO2
SW
16/12
AVE
SWAREA025
3
67.94
18.512
17.000
0.0000
122908
70.32
127.623
89.23
129.052
16NO3
SW
16/12
AVE
PROSWA025
3
68.72
18.653
19.000
0.0001
62695
63.27
182.525
63.46
177.180
16NO3
SW
16/12
AVE
SWAREA025_3
70.04
18.778
19.000
0.0001
63561
70.09
144.159
70.15
144.164
16N04
SW
16/12
AVE
PROSWA025_3
68.72
20.513
19.000
0.0002
19199
61.86
186.587
63.39
184.080
16N04
SW
16/12
AVE
SWAREA025
3
70.09
20.042
19.000
0.0001
18946
70.01
148.227
70.10
148.222
16N05
SW
16/12
AVE
PROSWA025_3
68.71
20.694
18.000
0.0025
18697
61.86
190.275
68.60
190.064
16N05
SW
16/12
AVE
SWAREA025_3
70.08
20.204
18.000
0.0030
18608
69.95
148.482
70.02
148.471
16N06
SW
16/12
AVE
PROSWA025_3
68.66
21.275
21.000
-0.0002
19405
61.84
193.794
61.86
190.275
16N06
SW
16/12
AVE
SWAREA025_3
70.02
21.086
21.000
-0.0021
17405
69.84
148.503
69.95
148.482
16N07
SW
16/12
AVE
PROSWA025
3
68.63
21.406
20.000
-0.1000
20076
61.82
196.684
61.84
193.794
16N07
SW
16/12
AVE
SWAREA025_3
69.97
21.192
20.000
0.0006
18911
64.93
121.209
65.41
120.763
16N08
SW
16/12
AVE
PROSWA025
3
68.63
21.409
21.000
0.0008
10911
64.21
181.335
64.42
180.990
16N08
SW
16/12
AVE
SWAREA025_3
69.22
22.596
21.000
0.0072
10840
64.67
121.496
64.93
121.209
16N09
SW
16/12
AVE
PROSWA025_3
68.49
21.547
22.000
0.0001
36803
62.31
183.931
64.21
181.335
16N09
SW
16/12
AVE
SWAREA025_3
69.21
22.626
22.000
0.0001
37964
64.30
128.291
65.04
127.271
16N10
SW
16/12
AVE
PROSWA025
3
68.26
21.772
22.000
0.0001
30673
62.09
186.445
62:31
183.931
16N10
SW
16/12
AVE
SWAREA025_3
69.13
22.741
22.000
0.0002
32023
63.46
129.280
64.30
128.291
16N11
SW
16/12
AVE
PROSWA025_3
68.20
21.825
22.000
0.0001
8467
62.08
187.105
62.09
186.445
16N11
SW
16/12
AVE
SWAREA025_3
69.10
22.766
22.000
0.0036
8906
63.48
136.635
63.80
136.342
16N12
SW
16/12
AVE
PROSWA025
3
68.12
21.890
21.000
-0.0002
7707
62.15
180.887
62.17
180.345
16N12
SW
16/12
AVE
SWAREA025_3
69.07
22.792
21.000
0.0003
8264
63.11
138.426
63.28
138.114
16N13
SW
16/12
AVE
PROSWA025
3
68.06
21.937
22.000
0.0006
12372
62.33
169.950
62.38
169.183
16N13
SW
16/12
AVE
SWAREA025_3
69.04
22.810
22.000
0.0019
13523
62.87
143.128
63.04
142.578
16N14
SW
16/12
AVE
PROSWA025
3
67.62
22.377
22.000
0.0031
7586
62.51
159.445
62.53
159.195
16N14
SW
16/12
AVE
SWAREA025_3
68.59
22.981
22.000
0.0031
8322
62.79
148.358
62.85
148.081
16N15
SW
16/12
AVE
PROSWA025
3
64.88
22.905
22.000
0.0041
3691
62.50
178:012
62.51
177.888
16N15
SW
16/12
AVE
SWAREA025_3
66.17
23.416
22.000
0.0041
3951
62.44
170.889
62.46
170.730
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec 'hannel and Pond Routing Model (ICPR) (02002 Streamline Technolo; nc. Page 1 of 18
Southwest Corridor Nodal Comparison of Maximu a & Post Mitigation Stages for 25-yr, 3-day
Design Si;--im Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
16N16
SW
16/12
AVE
PROSWA025
3 64.66
23.087
22.000
0.0005
7416
62.54
156.434
62.57
156.235
16N16
SW
16/12
AVE
SWAREA025_3
65.95
23.520
22.000
0.0006
7907
62.49
150.710
62.55
150.436
16N17
SW
16/12
AVE
PROSWA025
3 64.45
23.267
22.000
0.0003
8375
62.62
131.379
62.69
131.205
16N17
SW
16/12
AVE
SWAREA025_3
65.57
23.630
22.000
0.0003
8869
62.58
127.036
62.65
126.777
16N18
SW
16/12
AVE
PROSWA025
3 64.28
23.424
22.000
0.0002
11268
62.66
111.746
62.76
111.552
1018
SW
16/12
AVE
SWAREA025_3
65.36
23.735
22.000
0.0002
11625
62.60
108.371
62.72
108.070
16N19
SW
16/12
AVE
PROSWA025
3 64.12
23.571
22.000
0.0009
7839
62.63
107.291
62.69
107.165
16N19
SW
16/12
AVE
SWAREA025_3
65.17
23.842
22.000
0.0008
8026
62.56
104.162
62.63
103.962
16N20
SW
16/12
AVE
PROSWA025
3 63.35
25.125
23.000
0.0009
5739
62.52
104.483
62.63
104.380
16N20
SW
16/12
AVE
SWAREA025_3
63.77
25.265
23.000
0.0009
5800
62.41
101.335
62.52
101.171
16N21
SW
16/12
AVE
PROSWA025
3 63.34
25.153
25.000
-0.0006
10005
62.93
70.835
63.10
70.770
16N21
SW
16/12
AVE
SWAREA025_3
63.75
25.288
25.000
-0.0006
10197
62.78
69.029
62.94
68.866
16N22
SW
16/12
AVE
PROSWA025
_3 63.34
25.193
25.000
0.0086
4406
62.97
61.009
63.01
60.979
16N22
SW
16/12
AVE
SWAREA025_3
63.74
25.321
25.000
0.0086
4495
62.70
59.102
62.82
59.020
16N23
SW
16/12
AVE
PROSWA025
_3 63.27
25.670
25.000
-0.0051
1573
62.87
56.165
62.93
56.151
16N23
SW
16/12
AVE
SWAREA025_3
63.52
25.757
25.000
-0.0051
1596
62.56
54.086
62.62
54.049
16N24
SW
16/12
AVE
PROSWA025
_3 63.26
25.705
25.000
0.0005
4549
62.73
56.216
62.87
56.165
16N24
SW
16/12
AVE
SWAREA025_3
63.51
25.786
25.000
0.0005
4615
62.41
54.207
62.56
54.086
16N25
16N25
SW
16/12
AVE
PROSWA025
3 63.25
25.762
26.000
-0.0004
2960
62.66
56.236
62.73
56.195
SW
16/12
AVE
SWAREA025_3
63.49
25.834
26.000
-0.0005
2992
62.28
54.254
62.37
54.160
16N26
16N26
SW
SW
16/12
16/12
AVE
PROSWA025
3 63.20
26.140
26.000
0.0051
2176
62.69
53.357
62.76
53.335
AVE
SWAREA025_3
63.32
26.161
26.000
0.0051
2181
62.05
51.278
62.15
51.205
16N27
16N27
SW
SW
16/12
16/12
AVE
PROSWA025
3 63.20
26.140
26.000
0.0003
7600
77.26
13.393
77.03
13.513
AVE
SWAREA025_3
63.32
26.162
26.000
0.0003
7627
77.79
13.233
77.47
13.327
16N28
SW
16/12
AVE
PROSWA025
3 63.21
26.143
26.000
0.0003
5650
70.98
15.129
70.97
15.979
16N28
SW
16/12
AVE
SWAREA025_3
63.33
26.165
26.000
0.0004
5667
71.47
15.097
71.47
15.916
16N29
SW
16/12
AVE
PROSWA025
3 63.25
26.156
27.000
0.0003
2101
70.98
14.800
70.98
15.129
16N29
SW
16/12
AVE
SWAREA025_3
63.37
26.178
27.000
0.0004
2106
71.47
14.780
71.47
15.097
16N30
SW
16/12
AVE
PROSWA025
_3 63.25
26.158
27.000
0.0003
2039
70.98
14.497
70.98
14.800
16N30
SW
16/12
AVE
SWAREA025_3
63.38
26.180
27.000
0.0004
2043
71.47
14.488
71.47
14.780
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 18
Southwest Corridor Nodal Comparison of Maximu _e & Post Mitigation Stages for 25-yr, 3-day
Design Storm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
16N31
SW
16/12
AVE
PROSWA025
63.28
26.170
27.000
0.0003
3391
70.97
14.045
70.98
14.497
16N31
SW
16/12
AVE
_3
SWAREA025
3
63.42
26.192
27.000
0.0003
3403
71.47
14.052
71.47
14.488
16N32
SW
16/12
AVE
PR0SWA025
3
63.31
26.178
26.000
0.0003
4311
72.33
13.655
70.97
14.045
16N32
SW
16/12
AVE
SWAREA025
3
63.44
26.200
26.000
0.0003
4332
72.38
13.656
71.47
14.052
16N33
SW
16/12
AVE
PR0SWA025
3
63.46
26.231
27.000
0.0000
1389
72.30
13.655
72.33
13.655
16N33
SW
16/12
AVE
SWAREA025
3
63.62
26.251
27.000
0.0000
1396
72.38
13.656
72.38
13.656
16N34A
SW
16/12
AVE
PROSWA025
3
64.58
26.414
28.000
-0.5000
252
72.10
13.676
72.33
13.676
16N34A
SW
16/12
AVE
SWAREA025
3
64.61
26.431
28.000
-0.5000
252
72.04
13.674
72.38
13.677
16N34B
SW
16/12
AVE
PROSWA025
3
63.64
26.272
28.000
-0.1000
290
72.33
13.657
72.30
13.655
16N34B
SW
16/12
AVE
SWAREA025
3
63.83
26.292
28.000
-0.1000
290
72.38
13.658
72.38
13.656
16N35
SW
16/12
AVE
PROSWA025
72.14
27.125
28.000
-0.6000
225
72.30
13.674
72.10
13.676
16N35
SW
16/12
AVE
SWAREA025
_3
3
72.31
27.125
28.000
-0.6000
225
72.25
13.674
72.04
13.674
16N36
SW
16/12
AVE
PROSWA025
72.24
27.282
30.000
0.0002
1250
72.29
13.674
72.30
13.674
16N36
SW
16/12
AVE
SWAREA025
_3
3
72.31
27.282
30.000
0.0002
1250
72.24
13.674
72.25
13.674
16N37
SW
16/12
AVE
PROSWA025
72.26
27.339
30.000
0.0001
1414
72.28
13.674
72.29
13.674
16N37
SW
16/12
AVE
SWAREA025
_3
3
72.30
27.339
30.000
0.0001
1414
72.24
13.674
72.24
13.674
16N38
SW
16/12
AVE
PROSWA025
3
72.26
27.505
30.000
0.0002
537
72.27
15.393
72.27
15.393
16N38
SW
16/12
AVE
SWAREA025_3
72.29
27.505
30.000
0.0002
537
72.24
15.393
72.24
15.393
16N39
SW
16/12
AVE
PR0SWA025
3
72.27
28.034
30.000
0.0000
2671
72.24
34.032
72.27
34.032
16N39
SW
16/12
AVE
SWAREA025
3
72.27
28.034
30.000
0.0000
2671
72.23
34.032
72.26
34.032
16N40
SW
16/12
AVE
PR0SWA025
3
72.26
28.287
30.000
0.0001
2836
72.20
34.032
72.24
34.032
16N40
SW
16/12
AVE
SWAREA025
3
72.25
28.287
30.000
0.0001
2836
72.19
34.032
72.23
34.032
16N41
SW
16/12
AVE
PROSWA025
72.27
28.288
30.000
0.0002
2589
173.74
5.789
173.73
5.796
16N41
SW
16/12
AVE
SWAREA025_3
_3
72.27
28.288
30.000
0.0002
2589
173.68
5.789
173.73
5.796
16N42
SW
16/12
AVE
PROSWA025
_3
76.14
28.552
31.000
-0.0010
1575
173.70
5.788
173.74
5.789
16N42
SW
16/12
AVE
SWAREA025_3
76.14
28.552
31.000
-0.0010
1575
173.67
5.788
173.68
5.789
16N43
SW
16/12
AVE
PR0SWA025
3
80.02
28.587
31.000
-0.0001
421
102.10
0.302
102.21
0.302
16N43
SW
16/12
AVE
SWAREA025
3
80.01
28.587
31.000
-0.0000
421
101.92
0.302
102.10
0.302
16N44
SW
16/12
AVE
PROSWA025_3
80.05
28.588
31.000
-0.0002
365
200.20
0.349
102.10
0.302
16N44
SW
16/12
AVE
SWAREA025
3
80.09
28.588
31.000
-0.0002
365
102.29
0.302
101.92
0.302
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec bannel and Pond Routing Model (ICPR) 02002 Streamline Technology nc.
Page 3 of 18
Southwest Corridor Nodal Comparison of Maxima.. e & Post Mitigation Stages for 25-yr, 3-day
Design Storm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
16N45
SW
16/12
AVE
PROSWA025
_3 80.09
28.588
31.000
0.0005
366
200.68
0.942
200.20
0.349
16N45
SW
16/12
AVE
SWAREA025_3
80.09
28.588
31.000
0.0002
366
200.61
0.727
107.42
0.300
16N46
SW
16/12
AVE
PROSWA025
_3 80.09
28.588
31.000
-0.0003
606
105.95
0.300
200.68
0.942
16N46
SW
16/12
AVE
SWAREA025_3
80.09
28.588
31.000
-0.0002
606
102.61
0.301
200.61
0.727
16N47
SW
16/12
AVE
PROSWA025
3 80.19
28.589
31.000
-0.0004
639
200.68
0.748
105.95
0.300
16N47
SW
16/12
AVE
SWAREA025_3
80.20
28.589
31.000
-0.0004
639
82.94
0.514
102.61
0.301
16N48
SW
16/12
AVE
PROSWA025
3 60.29
28.589
31.000
-0.0002
2399
61.78
2.295
61.89
1.944
16N48
SW
16/12
AVE
SWAREA025_3
80.31
28.589
31.000
-0.0002
2399
61.78
2.295
61.89
1.944
16N49
SW
16/12
AVE
PROSWA025
3 80.29
28.589
31.000
0.0002
2454
71.49
0.889
200.20
1.519
16N49
SW
16/12
AVE
SWAREA025_3
80.27
28.589
31.000
-0.0002
2454
71.48
0.889
143.76
1.099
16N50
SW
16/12
AVE
PROSWA025
3 80.26
28.589
31.000
-0.0005
2345
61.48
1.274
61.57
1.139
16N50
SW
16/12
AVE
SWAREA025_3
80.29
28.589
31.000
-0.0005
2345
61.48
1.274
61.57
1.139
16N51
SW
16/12
AVE
PROSWA025_3
80.30
28.589
31.000
0.0008
1760
61.45
1.372
61.48
1.274
16N51
SW
16/12
AVE
SWAREA025_3
80.31
26.589
31.000
0.0008
1760
61.45
1.372
61.48
1.274
16N52
SW
16/12
AVE
PROSWA025
3 80.58
28.588
31.000
0.0005
2983
61.94
2.954
61.97
2.814
16N52
SW
16/12
AVE
SWAREA025_3
80.57
28.588
31.000
0.0006
2983
61.94
2.954
61.97
2.814
16N53
16N53
SW
SW
16/12
16/12
AVE
PROSWA025
3 80.53
28.588
31.000
-1.3000
3611
0.00
0.000
201.94
0.143
AVE
SWAREA025_3
80.54
28.588
31.000
-1.3000
3611
0.00
0.000
83.63
0.140
26@-LEMKIN CK
26@-LEMKIN CK
SW 26
AVE
PROSWA025_3
60.00
18.500
18.000
0.0000
0
105.04
284.104
0.00
0.000
SW 26
AVE
SWAREA025_3
60.00
18.500
18.000
0.0000
4454
105.98
178.511
0.00
0.000
26N01
26N01
SW 26
AVE
PROSWA025
3 0.00
13.500
18.000
0.0000
17550
0.00
0.000
0.00
0.000
SW 26
AVE
SWAREA025_3
64.86
18.501
18.000
0.0009
21727
88.63
227.775
105.98
178.511
26NO2
26NO2
SW 26
AVE
PROSWA025_3
0.00
13.500
18.000
0.0000
37933
0.00
0.000
0.00
0.000
SW 26
AVE
SWAREA025_3
64.86
18.501
18.000
-0.0006
37969
88.77
276.721
88.63
227.775
26NO3
26NO3
SW 26
AVE
PROSWA025_3
0.00
13.500
18.000
0.0000
38478
0.00
0.000
0.00
0.000
SW 26
AVE
SWAREA025_3
64.86
18.502
18.000
0.0006
38712
88.70
247.486
88.77
276.721
26N04
26N04
SW 26
AVE
PROSWA025
3 0.00
13.500
18.000
0.0000
30755
0.00
0.000
0.00
0.000
SW 26
AVE
SWAREA025_3
64.86
18.502
18.000
-0.0007
30827
88.70
253.840
88.70
247.486
26N05
26N05
SW 26
AVE
PROSWA025_3
0.00
13.500
18.000
0.0000
30875
0.00
0.000
0.00
0.000
SW 26
AVE
SWAREA025_3
64.86
18.502
18.000
-0.0010
31603
92.65
248.900
88.70
253.840
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) C)2002 Streamline Technologies, Inc. Page 4 of 18
Southwest Corridor Nodal Comparison of Maxims re & Post Mitigation Stages for 25-yr, 3-day
Design Suurm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
26N06
SW
26
AVE
PROSWA025_3
0.00
13.500
18.000
0.0000
31124
0.00
0.000
0.00
0.000
26N06
SW
26
AVE
SWAREA025_3
64.86
18.503
18.000
-0.0010
34141
92.43
404.619
92.65
248.900
26N07
SW
26
AVE
PROSWA025_3
0.00
13.500
18.000
0.0000
10614
0.00
0.000
0.00
0.000
26N07
SW
26
AVE
SWAREA025_3
64.86
18.503
18.000
0.0008
40822
92.35
197.562
92.43
404.619
26N08
SW
26
AVE
PROSWA025
3 68.63
18.194
18.000
0.0005
97972
61.41
273.242
59.32
250.000
26N08
SW
26
AVE
SWAREA025_3
64.86
18.504
18.000
0.0002
127324
97.85
182.436
92.35
197.562
26N09
SW
26
AVE
PROSWA025_3
68.63
18.194
18.000
0.0005
9241
62.15
66.999
62.20
65.137
26N09
SW
26
AVE
SWAREA025_3
64.84
18.504
18.000
0.0003
9308
63.42
65.329
63.42
65.328
26N10
SW
26
AVE
PROSWA025
3 68.11
18.253
18.000
0.0002
13656
62.00
69.778
62.15
66.999
26N10
SW
26
AVE
SWAREA025_3
63.46
18.615
18.000
0.0000
14012
63.41
65.331
63.42
65.329
26N11
SW
26
AVE
PROSWA025
3 68.06
18.261
18.000
0.0001
34077
61.91
76.259
62.00
69.778
26N11
SW
26
AVE
SWAREA025_3
63.45
18.627
18.000
-0.0000
35467
63.37
65.339
63.41
65.331
26N12
SW
26
AVE
PROSWA025
3 67.89
18.297
18.000
0.0001
34273
62.46
81.893
62.59
77.206
26N12
SW
26
AVE
SWAREA025_3
63.43
18.673
18.000
0.0000
36123
63.33
82.053
63.37
82.038
26N13
SW
26
AVE
PROSWA025
3 67.36
18.403
18.000
0.0000
50923
61.86
90.592
62.46
81.893
26N13
SW
26
AVE
SWAREA025_3
63.36
18.840
18.000
-0.0000
53036
63.19
82.115
63.33
82.053
26N14
SW
26
AVE
PROSWA025
3 67.34
18.408
18.000
0.0000
56376
61.71
101.025
61.86
90.592
26N14
SW
26
AVE
SWAREA025_3
63.38
18.846
18.000
-0.0000
58190
63.01
82.275
63.19
82.115
26N15
SW
26
AVE
PROSWA025
3 67.06
18.466
18.000
-0.0002
19334
61.66
104.367
61.71
101.025
26N15
SW
26
AVE
SWAREA025_3
63.30
18.980
18.000
-0.0002
19966
62.92
62.375
63.01
82.275
26N16
SW
26
AVE
PROSWA025
3 67.06
18.467
18.000
0.0003
33417
61.52
109.055
61.61
103.092
26N16
SW
26
AVE
SWAREA025_3
63.30
18.981
18.000
0.0003
34464
62.76
88.099
62.88
87.836
26N17
SW
26
AVE
PROSWA025
3 67.06
18.468
18.000
-0.0003
29997
62.28
127.527
62.57
123.089
26N17
SW
26
AVE
SWAREA025_3
63.30
18.982
18.000
-0.0004
30422
62.73
130.886
62.84
130.636
26N18
SW
26
AVE
PROSWA025
3 67.05
18.469
18.000
-0.0003
15802
62.08
130.007
62.28
127.527
26N18
SW
26
AVE
SWAREA025_3
63.30
18.984
18.000
0.0004
16024
62.67
131.047
62.73
130.886
26N19
SW
26
AVE
PROSWA025
3 67.05
18.470
18.000
0.0004
5882
61.69
92.506
61.73
91.535
2019
SW
26
AVE
SWAREA025_3
63.29
18.985
18.000
0.0005
6094
62.70
91.927
62.74
91.868
26N20
SW
26
AVE
PROSWA025
_3 66.76
18.542
18.000
0.0001
4770
61.66
93.109
61.69
92.506
26N20
SW
26
AVE
SWAREA025_3
63.24
19.072
18.000
-0.0001
4998
62.67
91.977
62.70
91.927
Craig A. Smith & Associates Project No. 0.0-0903-146
Interconnec ;hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo; Inc. Page 5 of 18
Southwest Corridor Nodal Comparison of MaximL e & Post Mitigation Stages for 25-yr, 3-day
Design J''Luim Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
26N21
SW
26
AVE
PROSWA025
3 66.28
18.777
18.000
0.0001
6699
61.72
93.364
61.66
93.109
26N21
SW
26
AVE
SWAREA025_3
62.99
19.770
18.000
-0.0000
7575
62.57
92.066
62.67
91.977
26N22
SW
26
AVE
PROSWA025
_3 65.99
18.913
18.000
0.0001
13113
61.75
93.648
61.72
93.364
26N22
SW
26
AVE
SWAREA025_3
62.97
19.857
18.000
0.0000
14934
62.40
92.297
62.57
92.066
26N23
SW
26
AVE
PROSWA025.3
64.85
19.014
18.000
0.0001
14154
61.75
93.894
61.75
93.648
26N23
SW
26
AVE
SWAREA025_3
62.95
19.917
18.000
0.0000
15302
62.18
92.633
62.40
92.297
26N24
SW
26
AVE
PROSWA025
_3 64.74
19.184
19.000
0.0001
12455
61.74
94.056
61.75
93.894
26N24
SW
26
AVE
SWAREA025_3
62.92
19.988
19.000
0.0000
13556
61.99
93.027
62.18
92.633
26N25
SW
26
AVE
PROSWA025
3 64.55
19.430
19.000
0.0001
13830
61.70
94.183
61.74
94.056
26N25
SW
26
AVE
SWAREA025_3
62.87
20.092
19.000
0.0000
14681
61.77
93.535
61.99
93.027
26N26
26N26
SW
26
AVE
PROSWA025
_3 62.35
19.973
21.000
-0.0001
10735
61.65
94.247
61.70
94.183
SW
26
AVE
SWAREA025_3
62.72
20.381
21.000
-0.0000
11410
61.64
93.875
61.77
93.535
26N27
26N27
SW
26
AVE
PROSWA025
3 61.78
20.810
22.000
-0.0001
12823
61.57
94.288
61.65
94.247
SW
26
AVE
SWAREA025_3
62.36
20.935
22.000
-0.0001
13161
61.55
94.062
61.64
93.875
26N28
26N28
SW
26
AVE
PROSWA025
3 61.63
21.832
22.000
0.0037
8037
61.53
94.299
61.57
94.288
SW
26
AVE
SWAREA025_3
61.70
21.847
22.000
0.0037
8102
61.52
94.082
61.55
94.062
32@-LEMKIN CK
32@-LEMKIN CK
SW
32
AVE
PROSWA025
3 60.00
18.500
18.000
0.0000
18604
66.77
58.219
0.00
0.000
SW
32
AVE
SWAREA025_3
60.00
18.500
18.000
0.0000
18604
74.01
47.638
0.00
0.000
32N01
32N01
SW
SW
32
32
AVE
PROSWA025
3 66.77
18.500
18.000
-0.0002
30878
75.20
56.344
66.77
58.219
AVE
SWAREA025_3
63.95
18.500
18.000
-0.0001
30878
74.00
47.210
74.01
47.638
32NO2
32NO2
SW
SW
32
32
AVE
PROSWA025
3 66.77
18.500
18.000
0.0003
11097
126.55
34.824
75.20
56.344
AVE
SWAREA025_3
65.68
18.500
18.000
-0.0002
11097
121.30
39.425
74.00
47.210
32NO3
32NO3
SW
32
AVE
PROSWA025
3 65.81
18.575
18.000
0.0007
4439
61.26
41.884
126.55
34.824
SW
32
AVE
SWAREA025_3
65.68
18.561
18.000
0.0001
4439
121.26
39.376
121.30
39.425
32NO4
32NO4
SW
32
AVE
PROSWA025
3 65.81
18.575
18.000
0.0002
19697
126.42
34.558
61.26
41.884
SW
32
AVE
SWAREA025_3
65.68
18.561
18.000
0.0000
19697
121.04
39.161
121.26
39.376
32NO5
32NO5
SW
32
AVE
PROSWA025_3
65.81
18.576
18.000
-0.0001
29005
65.69
68.377
65.76
68.374
SW
32
AVE
SWAREA025_3
65.68
18.561
18.000
0.0000
29005
65.57
66.270
73.09
66.333
32NO6
32NO6
SW
32
AVE
PROSWA025_3
65.81
18.577
18.000
0.0001
29387
65.63
68.383
65.69
68.377
SW
32
AVE
SWAREA025_3
65.68
18.562
18.000
-0.0000
29387
65.51
66.278
65.57
66.270
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) m2002 Streamline Technologies, Inc. Page 6 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maxims
Design
Max
Stage
ft
re & Post Mitigation
S,jrm Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 25-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
32N07
SW
32
AVE
PROSWA025
3 65.81
18.577
18.000
-0.0001
29081
65.55
68.393
65.63
68.383
32N07
SW
32
AVE
SWAREA025
3 65.68
18.562
18.000
0.0000
29081
65.45
66.290
65.51
66.278
32N08
SW
32
AVE
PROSWA025
3 65.81
18.577
18.000
0.0000
33423
65.47
68.408
65.55
68.393
32N08
SW
32
AVE
SWAREA025_3
65.68
18.563
18.000
0.0000
33421
65.37
66.309
65.45
66.290
32N09
SW
32
AVE
PROSWA025
3 65.81
18.578
18.000
0.0000
25157
65.40
68.423
65.47
68.408
32N09
SW
32
AVE
SWAREA025_3
65.67
18.564
18.000
0.0000
25145
65.31
66.328
65.37
66.309
32N10
SW
32
AVE
PROSWA025
3 65.80
18.581
18.000
0.0000
18381
65.35
68.436
65.40
68.423
32N10
SW
32
AVE
SWAREA025_3
65.67
18.566
18.000
0.0000
18371
65.27
66.344
65.31
66.328
32N11
SW
32
AVE
PROSWA025
3 65.80
18.583
18.000
0.0000
6657
65.33
68.442
65.35
68.436
32N11
SW
32
AVE
SWAREA025_3
65.67
18.568
18.000
0.0000
6655
65.26
66.350
65.27
66.344
32N12
SW
32
AVE
PROSWA025_3
65.39
20.669
18.000
0.0000
48896
64.43
68.964
65.33
68.442
32N12
SW
32
AVE
SWAREA025_3
65.30
20.528
18.000
0.0000
48841
64.35
66.993
65.26
66.350
32N13
SW
32
AVE
PROSWA025_3
65.38
20.676
18.000
-0.0001
57539
61.79
72.883
64.43
68.964
32N13
SW
32
AVE
SWAREA025_3
65.30
20.536
18.000
-0.0001
57376
61.86
72.237
64.35
66.993
32N14
SW
32
AVE
PROSWA025
3 65.38
20.681
16.000
0.0021
2387
66.77
146.748
61.79
72.883
32N14
SW
32
AVE
SWAREA025_3
65.30
20.540
18.000
0.0019
2379
74.01
130.935
61.86
72.237
32N15
SW
32
AVE
PROSWA025
3 65.38
20.682
18.000
-0.0010
8774
69.35
130.901
66.77
146.748
32N15
SW
32
AVE
SWAREA025_3
65.29
20.541
18.000
-0.0010
8753
74.07
121.796
74.01
130.935
32N16
SW
32
AVE
PROSWA025_3
65.38
20.682
18.000
0.0012
10133
67.37
235.629
69.35
130.901
32N16
SW
32
AVE
SWAREA025_3
65.29
20.541
18.000
0.0013
10129
73.95
217.588
74.07
121.796
32N17
SW
32
AVE
PROSWA025
3 65.38
20.682
18.000
-0.0005
21400
69.35
103.295
67.37
235.629
32N17
SW
32
AVE
SWAREA025_3
65.29
20.541
18.000
-0.0005
21400
74.07
95.069
73.95
217.588
32N18
SW
32
AVE
PROSWA025-3
65.38
20.683
18.000
0.0002
30859
61.27
85.802
69.35
103.295
32N18
SW
32
AVE
SWAREA025_3
65.29
20.542
18.000
0.0002
30856
61.54
88.794
74.07
95.069
32N19
SW
32
AVE
PROSWA025
3 65.37
20.688
18.000
0.0001
8881
61.26
87.412
61.27
85.802
32N19
SW
32
AVE
SWAREA025_3
65.29
20.547
18.000
0.0001
8872
61.54
90.767
61.54
88.794
32N20
SW
32
AVE
PROSWA025
3 63.81
21.932
18.000
0.0001
6512
61.16
88.935
61.26
87.412
32N20
SW
32
AVE
SWAREA025_3
63.36
21.753
18.000
0.0001
6495
61.43
92.925
61.54
90.767
32N21
SW
32
AVE
PROSWA025
3 63.79
21.937
18.000
0.0001
17142
61.07
95.806
61.16
83.595
32N21
SW
32
AVE
SWAREA025_3
63.31
21.765
18.000
0.0001
17015
61.31
127.887
61.45
116.168
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec %annel and Pond Routing Model QCPR) 02002 Streamline Technolo; Inc. Page 7 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of MaximL_.. re & Post Mitigation Stages
Design uLvrm Event
Max Warning Max Delta Max Surf
Stage Stage Stage Area
ft ft ft ft2
for 25-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
32N22
SW
32
AVE
PROSWA025
3
63.77
21.939
18.000
0.0001
17765
62.12
63.073
62.16
62.483
32N22
SW
32
AVE
SWAREA025_3
63.30
21.767
18.000
0.0001
17632
62.27
63.054
62.31
62.582
32N23
SW
32
AVE
PROSWA025
3
63.73
21.941
19.000
0.0001
18497
62.07
63.718
62.12
63.073
32N23
SW
32
AVE
SWAREA025_3
63.27
21.770
19.000
0.0001
18293
62.23
63.578
62.27
63.054
32N24
SW
32
AVE
PROSWA025
3
63.68
21.944
21.000
0.0001
19462
62.03
64.435
62.07
63.718
32N24
SW
32
AVE
SWAREA025_3
63.23
21.775
21.000
0.0001
19180
62.19
64.173
62.23
63.578
32N25
32N25
SW
32
AVE
PROSWA025
3
63.61
21.948
21.000
-0.0001
11941
62.00
64.896
62.03
64.435
SW
32
AVE
SWAREA025_3
63.19
21.760
21.000
0.0001
11767
62.16
64.564
62.19
64.173
32N26
32N26
SW
SW
32
32
AVE
PROSWA025
3
63.58
21.950
22.000
0.0004
8562
61.98
65.238
62.00
64.896
AVE
SWAREA025_3
63.17
21.783
22.000
-0.0001
8393
62.14
64.856
62.16
64.564
32N27
32N27
SW
SW
32
32
AVE
PROSWA025
3
62.78
22.050
22.000
0.0002
18254
61.92
65.857
61.98
65.238
AVE
SWAREA025_3
62.59
21.928
22.000
0.0001
17977
62.08
65.356
62.14
64.856
32N28
32N28
SW
SW
32
32
AVE
PROSWA025
3
62.72
22.065
22.000
0.0002
17071
61.85
66.516
61.92
65.857
AVE
SWAREA025_3
62.55
21.946
22.000
0.0001
16833
62.00
65.944
62.08
65.356
32N29
32N29
SW
SW
32
32
AVE
PROSWA025
3
62.67
22.083
23.000
0.0002
12035
61.79
67.049
61.85
66.516
AVE
SWAREA025_3
62.52
21.967
23.000
0.0001
11871
61.93
66.470
62.00
65.944
32N30
32N30
SW
SW
32
32
AVE
AVE
PROSWA025
3
62.62
22.097
23.000
-0.0002
9796
61.73
67.551
61.79
67.049
SWAREA025_3
62.49
21.983
23.000
-0.0001
9688
61.85
67.023
61.93
66.470
32N31
32N31
SW
SW
32
32
AVE
AVE
PROSWA025_3
62.60
22.104
23.000
0.0002
11160
61.64
60.245
61.73
67.551
SWAREA025_3
62.48
21.991
23.000
0.0001
10994
61.70
67.953
61.85
67.023
32N32
32N32
SW
SW
32
32
AVE
AVE
PROSWA025_3
62.55
22.124
23.000
0.0003
6346
61.55
68.748
61.64
68.245
SWAREA025_3
62.44
22.013
23.000
0.0001
6241
61.55
66.798
61.70
67.953
7MH01
7MH01
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.03
25.952
28.000
-0.0003
199
67.04
0.934
67.04
0.953
SWAREA025_3
63.27
26.034
28.000
-0.0002
198
68.62
0.779
68.62
0.795
7N01
7N01
SW
SW
7
7
AVE
AVE
PROSWA025
3
72.00
18.430
16.000
-0.0000
12448
93.44
57.381
93.44
57.514
SWAREA025_3
72.00
18.487
16.000
0.0000
12459
90.55
168.920
90.56
169.057
7NO2
7NO2
SW
SW
7
7
AVE
AVE
PROSWA025
SWAREA025_3
3
72.01
72.00
18.395
18.461
16.000
0.0000
59017
93.49
57.836
93.44
57.301
16.000
-0.0000
59146
90.51
168.323
90.55
168.920
7NO3
7NO3
SW
SW
7
7
AVE
AVE
PROSWA025_3
68.67
18.214
16.000
0.0001
91980
77.19
152.387
77.35
153.574
SWAREA025_3
72.01
18.492
16.000
0.0000
55584
88.56
106.918
88.61
107.404
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maxims
Design
Max
Stage
ft
re & Post Mitigation
Sturm Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 25-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
7N04
SW
7
AVE
PROSWA025
3
68.68
18.216
15.000
0.0001
23051
77.11
152.096
77.19
152.387
7N04
SW
7
AVE
SWAREA025
3
72.02
18.493
15.000
0.0000
23031
88.54
106.718
88.56
106.918
7N05
SW
7
AVE
PROSWA025
3
68.68
18.220
16.000
0.0001
28050
61.40
152.086
77.11
152.096
7N05
SW
7
AVE
SWAREA025
3
72.02
18.496
16.000
0.0000
27791
88.50
106.482
88.54
106.718
7N06
SW
7
AVE
PROSWA025_3
68.69
18.233
16.000
0.0000
36871
61.39
160.330
61.40
152.086
7N06
SW
7
AVE
SWAREA025
3
72.03
18.507
16.000
0.0000
36302
88.51
104.753
88.57
105.056
7N07
SW
7
AVE
PROSWA025-3
68.70
18.252
16.000
0.0000
25909
61.39
166.095
61.39
160.330
7N07
SW
7
AVE
SWAREA025
3
72.03
18.531
16.000
0.0000
25685
73.74
119.132
73.67
119.304
7N08
SW
7
AVE
PROSWA025
3
68.70
18.254
15.000
0.0000
25045
61.83
173.366
61.86
168.374
7N08
SW
7
AVE
SWAREA025_3
72.03
18.532
15.000
0.0000
25158
68.48
132.685
68.50
132.679
7N09
SW
7
AVE
PROSWA025
_3
68.75
18.506
19.000
0.0001
18527
61.80
175.596
61.83
173.366
7N09
SW
7
AVE
SWAREA025
3
72.04
18.707
19.000
0.0001
18879
68.48
132.788
68.50
132.784
7N10
SW
7
AVE
PROSWA025
3
68.85
19.031
18.000
0.0003
21202
61.73
178.280
61.80
175.596
7N10
SW
7
AVE
SWAREA025_3
68.73
19.162
18.000
0.0006
20592
68.41
134.064
68.47
134.059
7N11
SW
7
AVE
PROSWA025
3
68.88
19.324
19.000
-0.0002
22804
62.52
170.864
62.57
169.499
7N11
SW
7
AVE
SWAREA025
3
68.65
19.470
19.000
0.0009
20530
68.41
118.430
68.49
118.426
7N12
SW
7
AVE
PROSWA025
3
68.54
19.845
19.000
0.0007
9967
68.04
146.087
68.08
146.058
7N12
SW
7
AVE
SWAREA025_3
69.36
19.768
19.000
0.0055
9798
69.91
110.660
69.94
110.671
7N13
SW
7
AVE
PROSWA025
3
68.51
19.920
19.000
-0.0002
9197
67.92
143.806
67.96
143.776
7N13
SW
7
AVE
SWAREA025_3
69.43
19.847
19.000
0.0000
8974
69.81
106.733
69.83
106.741
7N14
SW
7
AVE
PROSWA025
3
68.35
20.634
20.000
0.0002
13015
67.83
143.854
67.92
143.806
7N14
SW
7
AVE
SWAREA025_3
69.68
20.870
20.000
0.0001
12422
69.71
106.728
69.81
106.733
7N15
SW
7
AVE
PROSWA025_3
68.28
20.980
19.000
0.0015
227
66.59
118.699
66.59
118.697
7N15
SW
7
AVE
SWAREA025_3
69.67
21.117
19.000
0.0011
10945
69.54
100.413
69.62
100.407
7N16
SW
7
AVE
PROSWA025
_3
67.49
21.141
20.000
0.0110
4957
64.22
78.826
64.29
78.667
7N16
SW
7
AVE
SWAREA025
3
69.01
21.414
20.000
-1.1000
4681
68.00
40.172
67.40
38.921
7N17
SW
7
AVE
PROSWA025
_3
67.37
21.167
20.000
-0.1000
4927
61.89
90.311
61.95
89.767
7N17
SW
7
AVE
SWAREA025
3
68.97
21.424
20.000
0.0003
4891
60.99
47.100
61.00
46.484
7N18
SW
7
AVE
PROSWA025-3
66.67
21.346
21.000
-0.1000
6124
61.84
91.020
61.89
90.311
7N18
SW
7
AVE
SWAREA025
3
67.92
21.727
21.000
-0.0005
6206
60.91
48.042
60.99
47.100
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec ,hannel and Pond Routing Model (ICPR) (02002 Streamline Technoloi Inc. Page 9 of 18
Southwest Corridor Nodal Comparison of Maximi.....:e & Post Mitigation Stages for 25-yr, 3-day
Design - im Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
7N19
SW
7
AVE
PROSWA025
3
66.55
21.378
21.000
-0.4900
6178
61.80
91.721
61.84
91.020
7N19
SW
7
AVE
SWAREA025_3
67.90
21.733
21.000
0.0003
6206
60.91
49.154
60.91
48.042
7N20
SW
7
AVE
PROSWA025_3
65.96
21.573
21.000
-0.5000
3269
61.77
92.114
61.80
91.721
7N20
SW
7
AVE
SWAREA025_3
67.05
22.059
21.000
0.0001
3221
60.91
49.814
60.91
49.154
7N21
SW
7
AVE
PROSWA025
3
65.93
21.587
21.000
-0.0009
3268
61.74
92.512
61.77
92.114
7N21
SW
7
AVE
SWAREA025_3
67.04
22.062
21.000
-0.1000
3132
60.86
50.440
60.91
49.814
7N22
7N22
SW
7
AVE
PROSWA025
3
65.45
21.793
21.000
0.0005
2909
61.71
92.886
61.74
92.512
SW
7
AVE
SWAREA025_3
66.62
22.402
21.000
0.0000
2878
60.83
51.077
60.86
50.440
7N23
7N23
SW
7
AVE
PROSWA025
3
65.42
21.807
21.000
-0.0014
2909
62.05
94.732
62.09
94.497
SW
7
AVE
SWAREA025_3
66.62
22.408
21.000
-0.0000
2878
61.66
54.019
61.69
53.695
7N24
7N24
SW
7
AVE
PROSWA025
3
65.02
22.052
21.000
0.0008
7970
61.92
95.462
62.05
94.732
SW
7
AVE
SWAREA025_3
66.21
22.944
21.000
-0.0000
7868
61.57
55.007
61.66
54.019
7N25
7N25
SW
7
AVE
PROSWA025
3
64.96
22.104
21.000
-0.0012
7925
61.93
102.464
62.08
101.802
SW
7
AVE
SWAREA025_3
66.19
22.968
21.000
-0.0000
7644
61.61
64.250
63.39
63.819
7N26
7N26
SW
7
AVE
PROSWA025_3
64.61
22.391
21.000
0.0022
1286
61.90
102.567
61.93
102.464
SW
7
AVE
SWAREA025_3
65.86
23.277
21.000
0.0001
1285
61.60
64.408
61.61
64.250
7N27
7N27
SW
SW
7
7
AVE
AVE
PROSWA025_3
64.60
22.399
22.000
0.0022
1291
61.87
102.717
61.90
102.587
SWAREA025_3
65.86
23.280
22.000
-0.0001
1287
60.79
64.734
61.60
64.408
7N28
7N28
SW
SW
7
7
AVE
PROSWA025_3
64.28
22.708
21.000
-0.1000
8107
61.66
103.785
61.87
102.717
AVE
SWAREA025_3
64.93
24.127
21.000
-0.0001
8059
60.72
68.242
60.79
64.734
7N29
7N29
SW
SW
7
7
AVE
AVE
PROSWA025
3
64.22
22.774
23.000
-0.0006
7741
61.62
109.780
61.77
108.681
SWAREA025_3
64.87
24.157
23.000
0.0002
7608
60.71
77.501
60.72
74.244
7N30
7N30
SW
SW
7
7
AVE
PROSWA025_3
63.83
23.357
22.000
0.0031
1638
62.37
136.566
62.42
136.492
AVE
SWAREA025_3
64.54
24.522
22.000
-0.0007
1633
61.56
113.760
61.59
113.557
7N31
7N31
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.82
23.366
23.000
-0.0049
1627
62.55
77.878
62.58
77.820
SWAREA025_3
64.53
24.530
23.000
-0.0001
1615
61.68
65.682
61.72
65.541
7N32
7N32
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.27
24.434
23.000
0.0022
1011
62.53
77.916
62.55
77.878
SWAREA025_3
63.93
25.201
23.000
0.0002
1011
61.65
65.783
61.68
65.682
7N33
7N33
SW
SW
7
7
AVE
PROSWA025_3
63.27
24.437
23.000
0.0013
1011
62.50
77.956
62.53
77.916
AVE
SWAREA025_3
63.92
25.204
23.000
-0.0002
1011
61.62
65.893
61.65
65.783
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) m2002 Streamline Technologies, Inc. Page 10 of 18
Southwest Corridor Nodal Comparison of Maximt re & Post Mitigation Stages for 25-yr, 3-day
Design S wrm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
7N34
SW
7
AVE
PROSWA025
3
63.06
25.522
23.000
0.0029
2243
62.43
78.054
62.50
77.956
7N34
SW
7
AVE
SWAREA025
3
63.38
25.894
23.000
-0.0001
2243
61.54
66.209
61..62
65.893
7N35
SW
7
AVE
PROSWA025
3
63.06
25.527
24.000
-0.0017
2243
62.34
78.172
62.43
78.054
7N35
SW
7
AVE
SWAREA025
3
63.37
25.900
24.000
0.0001
2243
61.50
66.623
61.54
66.209
7N36
SW
7
AVE
PROSWA025
3
63.07
25.619
24.000
0.0028
2019
0.00
51.643
67.08
36.441
7N36
SW
7
AVE
SWAREA025
3
63.36
25.931
24.000
0.0003
1992
60.74
28.351
69.27
30.142
7N37
SW
7
AVE
PROSWA025
63.07
25.619
25.000
-0.0035
2021
67.02
35.635
0.00
51.643
7N37
SW
7
AVE
-3
SWAREA025
3
63.36
25.931
25.000
-0.1000
1940
60.75
29.574
60.74
28.351
7N38
SW
7
AVE
PROSWA025
3
63.06
25.724
25.000
-0.0016
807
63.05
99.775
67.02
35.635
7N38
SW
7
AVE
SWAREA025
3
63.34
25.966
25.000
0.0002
716
63.36
40.924
60.75
29.574
7N39
SW
7
AVE
PROSWA025
3
63.06
25.729
25.000
-0.0016
804
66.99
35.350
63.05
99.775
7N39
SW
7
AVE
SWAREA025
3
63.34
25.969
25.000
0.0002
715
60.76
30.465
63.36
40.924
7N40
SW
7
AVE
PROSWA025
3
63.04
25.830
25.000
-0.0057
865
63.04
79.051
66.99
35.350
7N40
SW
7
AVE
SWAREA025
3
63.31
26.003
25.000
0.0004
788
60.76
30.949
60.76
30.485
7N41
SW
7
AVE
PROSWA025
63.04
25.834
25.000
0.0071
864
66.95
35.055
63.04
79.051
7N41
SW
7
AVE
SWAREA025
_3
3
63.31
26.004
25.000
0.0007
824
60.77
31.439
60.76
30.949
7N42
SW
7
AVE
PROSWA025
3
63.02
25.891
25.000
0.0076
1162
0.00
61.940
66.83
27.713
7N42
SW
7
AVE
SWAREA025
3
63.27
26.019
25.000
0.0008
1132
60.79
23.314
60.78
22.626
7N43
SW
7
AVE
PROSWA025
63.02
25.892
26.000
-0.0066
1164
66.80
27.403
0.00
61.940
7N43
SW
7
AVE
SWAREA025
-3
3
63.27
26.019
26.000
-0.0004
1126
60.81
24.011
60.79
23.314
7N44
SW
7
AVE
PROSWA025
3
63.00
25.951
25.000
-0.0004
2050
61.47
28.078
66.80
27.403
7N44
SW
7
AVE
SWAREA025
3
63.24
26.032
25.000
0.0006
1859
60.82
25.056
60.81
24.011
7N45
SW
7
AVE
PROSWA025
63.00
25.952
26.000
0.0017
2020
61.46
29.217
61.47
28.078
7N45
SW
7
AVE
SWAREA025
-3
3
63.24
26.033
26.000
-0.5000
1621
60.83
25.829
60.82
25.056
7N46
SW
7
AVE
PROSWA025
-3
63.00
25.952
28.000
-0.0025
2670
0.01
9.634
0.00
23.900
7N46
SW
7
AVE
SWAREA025
3
63.24
26.033
28.000
0.0001
2032
69.29
5.802
69.29
6.282
7N47
SW
7
AVE
PROSWA025
3
63.00
25.952
27.000
0.0014
2578
67.56
6.962
0.01
9.634
7N47
SW
7
AVE
SWAREA025
3
63.24
26.033
27.000
0.0001
2069
69.30
5.321
69.29
5.802
7N48
SW
7
AVE
PROSWA025
63.00
25.952
26.000
0.0010
2267
0.00
12.488
67.56
6.962
7N48
SW
7
AVE
SWAREA025
_3
3
63.24
26.033
26.000
0.0001
1916
69.09
4.911
69.30
5.321
Craig A. Smith & Associates Project No. 00-0903-146
Interconnect :_- hannel and Pond Routing Model (ICPR) C2002 Streamline Technolol hc. f Page 11 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maximi......_e
Design
Max
Stage
ft
& Post Mitigation
.,,.,,gym Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 25-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
CfS
7N49
SW
7
AVE
PROSWA025
3
63.00
25.952
28.000
-0.0010
2190
67.46
5.462
0.00
12.488
7N49
SW
7
AVE
SWAREA025_3
63.24
26.033
28.000
0.0001
1837
69.07
4.538
69.09
4.911
7N50
7N50
SW
7
AVE
PROSWA025
3
63.00
25.952
28.000
0.0006
1893
67.44
4.979
67.46
5.462
SW
7
AVE
SWAREA025_3
63.24
26.033
28.000
0.0003
1927
69.06
4.147
69.07
4.538
7N51
7N51
SW
7
AVE
PROSWA025
3
63.01
25.952
28.000
0.0003
1706
67.42
4.578
67.44
4.979
SW
7
AVE
SWAREA025_3
63.24
26.033
28.000
0.0001
1742
69.04
3.818
69.06
4.147
7N52
7N52
SW
7
AVE
PROSWA025
3
63.01
25.952
28.000
0.0003
1006
67.41
4.344
67.42
4.578
SW
7
AVE
SWAREA025_3
63.24
26.033
28.000
-0.0002
1027
68.91
3.628
69.04
3.818
7N53
7N53
SW
SW
7
7
AVE
PROSWA025
3
63.01
25.952
28.000
0.0003
1121
67.39
4.074
67.41
4.344
AVE
SWAREA025_3
63.24
26.033
28.000
0.0002
1139
68.90
3.417
68.91
3.628
7N54
7N54
SW
SW
7
7
AVE
PROSWA025_3
63.01
25.952
28.000
0.0003
3366
67.35
3.375
67.39
4.074
AVE
SWAREA025_3
63.24
26.033
28.000
0.0001
3404
68.87
2.857
68.90
3.417
7N55
7N55
SW
7
7
AVE
PROSWA025
3
63.01
25.952
26.000
0.0002
3044
67.32
2.806
67.35
3.375
SW
AVE
SWAREA025_3
63.24
26.033
26.000
0.0001
3098
68.84
2.388
68.87
2.857
7N56
7N56
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.01
25.952
26.000
0.0003
2052
67.28
2.402
67.32
2.806
SWAREA025_3
63.24
26.033
26.000
-0.0004
2084
68.82
2.053
68.84
2.368
7N57
7N57
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.01
25.952
28.000
0.0005
2115
67.23
1.976
67.28
2.402
SWAREA025_3
63.24
26.033
28.000
0.0004
2149
68.79
1.694
68.82
2.053
7N58
7N58
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.01
25.952
28.000
0.0006
649
66.77
6.228
67.23
1.976
SWAREA025_3
63.25
26.034
28.000
0.0001
655
68.78
1.578
68.79
1.694
7N59
7N59
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.01
25.952
28.000
-0.0005
741
67.19
1.687
66.77
6.228
SWAREA025_3
63.25
26.033
28.000
0.000.1
746
68.76
1.444
68.78
1.578
7N60
7N60
SW
SW
7
7
AVE
AVE
PROSWA025_3
63.02
25.952
28.000
0.0001
1640
67.14
1.387
67.19
1.687
SWAREA025_3
63.26
26.034
28.000
0.0001
1663
68.72
1.180
68.76
1.444
7N61
7N61
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.02
25.952
28.000
0.0001
1565
67.08
1.119
67.14
1.387
SWAREA025_3
63.25
26.034
28.000
0.0001
1588
68.66
0.941
68.72
1.180
7N62
7N62
SW
SW
7
7
AVE
PROSWA025_3
63.02
25.952
28.000
0.0003
603
67.06
1.034
67.08
1.119
AVE
SWAREA025_3
63.25
26.034
28.000
0.0002
620
68.65
0.866
68.66
0.941
7N63
7N63
SW
SW
7
7
AVE
AVE
PROSWA025
3
63.02
25.952
28.000
0.0002
601
67.04
0.953
67.06
1.034
SWAREA025_3
63.26
26.034
28.000
0.0001
619
68.62
0.795
68.65
0.866
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) ®2002 Streamline Technologies, Inc. Page 12 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maximi
Design
Max
Stage
ft
re & Post Mitigation
b,.irm Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 25-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
7N64
SW
7 AVE
PROSWA025_3
63.03
25.952
28.000
0.0001
2645
67.04
0.711
67.04
0.934
7N64
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0001
2702
68.62
0.593
68.62
0.779
7N65
SW
7 AVE
PROSWA025
3 63.03
25.952
28.000
0.0001
2687
66.43
0.496
67.04
0.711
7N65
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0001
2745
64.81
0.502
68.62
0.593
7N66
SW
7 AVE
PROSWA025_3
63.03
25.952
28.000
0.0001
2936
66.17
0.336
66.43
0.496
7N66
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0001
3010
64.59
0.448
64.81
0.502
7N67
SW
7 AVE
PROSWA025_3
63.03
25.952
29.000
0.0001
2323
66.13
0.231
66.17
0.336
7N67
SW
7 AVE
SWAREA025_3
63.27
26.034
29.000
0.0001
2402
67.03
0.229
67.06
0.328
7N68
SW
7 AVE
PROSWA025_3
63.03
25.952
28.000
0.0001
1583
66.10
0.162
66.13
0.231
7N68
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0001
1642
67.02
0.163
67.03
0.229
7N69
SW
7 AVE
PROSWA025
3 63.03
25.952
28.000
0.0001
1536
66.05
0.095
66.10
0.162
7N69
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0001
1588
66.94
0.099
67.02
0.163
7N70
SW
7 AVE
PROSWA025_3
63.03
25.952
28.000
0.0000
750
66.05
0.064
66.05
0.095
7N70
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0000
772
66.93
0.069
66.94
0.099
7N71
SW
7 AVE
PROSWA025
3 63.03
25.952
28.000
0.0000
737
66.04
0.033
66.05
0.064
7N71
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0000
758
66.92
0.038
66.93
0.069
7N72
SW
7 AVE
PROSWA025
3 63.03
25.952
28.000
0.0001
794
0.00
0.000
66.04
0.033
7N72
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0001
975
64.58
0.022
66.92
0.038
7N73
SW
7 AVE
PROSWA025_3
0.00
26.000
28.000
0.0000
115
0.00
0.000
0.00
0.000
7N73
SW
7 AVE
SWAREA025_3
63.27
26.034
28.000
0.0000
815
0.00
0.000
64.58
0.022
7N74
SW
7 AVE
PROSWA025
3 0.00
26.400
29.000
0.0000
115
0.00
0.000
0.00
0.000
7N74
SW
7 AVE
SWAREA025_3
0.00
26.400
29.000
0.0000
115
0.00
0.000
0.00
0.000
7N75
SW
7 AVE
PROSWA025
3 0.00
26.700
30.000
0.0000
115
0.00
0.000
0.00
0.000
7N75
SW
7 AVE
SWAREA025_3
0.00
26.700
30.000
0.0000
115
0.00
0.000
0.00
0.000
7N76
SW
7 AVE
PROSWA025_3
0.00
26.800
29.500
0.0000
117
0.00
0.000
0.00
0.000
7N76
SW
7 AVE
SWAREA025_3
0.00
26.800
29.500
0.0000
117
0.00
0.000
0.00
0.000
CN001
SW
7 AVE
PROSWA025
3 0.00
17.200
21.000
*********
113
0.00
0.000
0.00
0.000
CN001
SW
7 AVE
SWAREA025_3
69.45
19.784
21.000
0.0000
3041
71.35
3.956
71.35
3.963
CN002
SW
7 AVE
PROSWA025
3 0.00
17.000
21.000
*********
113
0.00
0.000
0.00
0.000
CN002
SW
7 AVE
SWAREA025_3
69.86
19.893
21.000
-0.0000
1161
71.31
3.950
71.33
3.952
Craig A. Smith & Associates Project No. 00-0903-146
Interconne "-hannel and Pond Routing Model (ICPR) m2002 Streamline Technolo Inc.
Page 13 of 18
Southwest Corridor Nodal Comparison of Maximu_.....e & Post Mitigation Stages for 25-yr, 3-day
Design S�viin Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
CN003
SW
7 AVE
PROSWA025
3
0.00
17.600
21.000
-0.0000
120
0.00
0.000
0.00
0.000
CN003
SW
7 AVE
SWAREA025_3
70.08
19.991
21.000
-0.0000
2141
71.16
3.940
71.24
3.944
CN004
SW
7 AVE
PROSWA025
3
0.00
17.920
21.000
-0.4200
113
0.00
0.000
0.00
0.000
CN004
SW
7 AVE
SWAREA025_3
70.21
20.092
21.000
-0.4200
3316
70.49
3.927
70.93
3.932
CN006
SW
7 AVE
PROSWA025
3
0.00
17.330
21.000
-0.3300
113
0.00
0.000
0.00
0.000
CN006
SW
7 AVE
SWAREA025_3
65.25
19.671
21.000
-0.3300
484
64.44
3.312
64.47
3.309
CN007
SW
7 AVE
PROSWA025
3
0.00
18.340
21.000
-0.0900
261
0.00
0.000
0.00
0.000
CN007
SW
7 AVE
SWAREA025_3
64.85
19.936
21.000
0.0001
5103
62.92
3.437
64.20
3.335
CN008
SW
7 AVE
PROSWA025
3
0.00
18.300
21.000
*********
113
0.00
0.000
0.00
0.000
CN008
SW
7 AVE
SWAREA025_3
64.84
19.939
21.000
-0.0002
2190
62.58
3.537
62.92
3.437
CN009
SW
7 AVE
PROSWA025
3
0.00
18.510
21.500
-0.0100
160
0.00
0.000
0.00
0.000
CN009
SW
7 AVE
SWAREA025_3
64.77
19.968
21.500
-0.0100
1031
62.36
3.667
62.41
3.611
CN0.10
SW
7 AVE
PROSWA025
_3
0.00
19.800
22.000
0.0000
217
0.00
0.000
0.00
0.000
CN010
SW
7 AVE
SWAREA025_3
0.00
19.800
22.000
-0.0001
279
0.14
0.000
0.00
0.000
CN011
SW
7 AVE
PROSWA025
3
0.00
16.500
21.000
*********
113
0.00
0.000
0.00
0.000
CN011
SW
7 AVE
SWAREA025_3
66.78
19.306
21.000
-0.0001
2562
115.13
12.741
114.31
12.740
CN012
SW
7 AVE
PROSWA025
3
0.00
16.900
21.000
*********
113
0.00
0.000
0.00
0.000
CN012
SW
7 AVE
SWAREA025_3
68.78
19.427
21.000
-0.0003
2216
115.76
12.741
115.58
12.741
CN014
SW
7 AVE
PROSWA025
3
0.00
16.600
21.000
*********
113
0.00
0.000
0.00
0.000
CN014
SW
7 AVE
SWAREA025_3
68.73
19.634
21.000
-0.3000
1449
115.97
12.742
115.90
12.742
CN015
SW
7 AVE
PROSWA025
3
0.00
16.600
21.000
*********
113
0.00
0.000
0.00
0.000
CN015
SW
7 AVE
SWAREA025_3
62.52
20.667
21.000
-0.0400
909
37.44
20.909
123.19
14.300
CN016
SW
7 AVE
PROSWA025
_3
0.00
18.000
20.000
0.0000
113
0.00
0.000
0.00
0.000
CN016
SW
7 AVE
SWAREA025_3
72.14
18.595
20.000
-0.0000
4544
95.98
0.035
0.00
0.738
EAGLE POINT SUB
EAGLE POINT SUB
SW 26
AVE
PROSWA025
3
69.44
18.525
22.000
0.0001
627515
60.25
64.437
70.90
2.871
SW 26
AVE
SWAREA025_3
68.36
18.814
22.000
0.0000
862893
60.25
64.437
70.82
4.675
GBC01
SW
16/12
AVE
PROSWA025
3
68.64
18.200
18.000
-0.0001
93965
61.37
281.861
74.84
279.752
GBC01
SW
16/12
AVE
SWAREA025_3
64.99
18.505
18.000
0.0000
95280
103.27
139.935
103.27
140.919
GBCO2
SW
16/12
AVE
PROSWA025
3
68.64
18.196
18.000
0.0002
167945
75.88
260.998
76.31
262.548
GBCO2
SW
16/12
AVE
SWAREA025_3
64.90
18.504
18.000
-0.0000
169285
104.62
147.526
104.62
149.296
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 14 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maxima
Design
Max
Stage
ft
re & Post Mitigation
Swrm Event
Warning Max Delta Max
Stage Stage
ft ft
Stages
Surf
Area
ft2
for 25-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
N001
SW
7
AVE
PROSWA025
3
0.00
17.000
21.000
0.0000
223
0.00
0.000
0.00
0.000
N001
SW
7
AVE
SWAREA025_3
69.43
19.780
21.000
-0.0000
3551
71.35
3.963
72.90
3.978
N002
SW
7
AVE
PROSWA025
3
0.00
17.000
21.000
0.0000
223
0.00
0.000
0.00
0.000
N002
SW
7
AVE
SWAREA025_3
69.86
19.892
21.000
-0.0000
1425
71.33
3.952
71.35
3.956
N003
SW
7
AVE
PROSWA025
3
193.28
17.005
21.000
0.0000
223
0.00
0.000
0.00
0.000
N003
SW
7
AVE
SWAREA025_3
70.08
19.987
21.000
0.0000
2226
71.24
3.944
71.31
3.950
N004
SW
7
AVE
PROSWA025_3
0.00
17.200
21.000
0.0000
218
0.00
0.000
0.00
0.000
N004
SW
7
AVE
SWAREA025_3
70.21
20.084
21.000
-0.0000
3664
70.93
3.932
71.16
3.940
N005
SW
7
AVE
PROSWA025
3
68.49
19.859
21.000
-0.0011
298
60.85
13.518
60.86
13.444
N005
SW
7
AVE
SWAREA025_3
70.28
20.569
21.000
-0.0000
116
70.46
3.927
70.49
3.927
N006
SW
7
AVE
PROSWA025
3
0.00
17.400
21.000
0.0000
240
0.00
0.000
0..00
0.000
N006
SW
7
AVE
SWAREA025_3
65.27
19.663
21.000
0.0001
698
64.47
3.309
64.52
3.304
N007
SW
7
AVE
PROSWA025
3
0.00
18.000
21.000
0.0000
558
0.00
0.000
0.00
0.000
N007
SW
7
AVE
SWAREA025_3
64.88
19.912
21.000
-0.0001
2477
64.20
3.335
64.44
3.312
N008
SW
7
AVE
PROSWA025
3
0.00
18.000
21.000
0.0000
254
0.00
0.000
0.00
0.000
N008
SW
7
AVE
SWAREA025_3
64.80
19.958
21.000
0.0003
1315
62.41
3.611
62.58
3.537
N009
SW
7
AVE
PROSWA025_3
0.00
20.660
21.500
0.0000
148
0.00
0.000
0.00
0.000
N009
SW
7
AVE
SWAREA025_3
0.00
20.660
21.500
0.0000
148
0.00
0.000
0.00
0.000
N010
SW
7
AVE
PROSWA025
3
0.00
18.000
21.000
*********
113
0.00
0.000
0.00
0.000
N010
SW
7
AVE
SWAREA025_3
0.14
19.651
21.000
-1.4200
165
0.00
0.000
0.14
0.000
N011
SW
7
AVE
PROSWA025_3
0.00
15.520
18.500
0.0000
113
0.00
0.000
0.00
0.000
N011
SW
7
AVE
SWAREA025_3
68.77
19.287
18.500
0.0001
2528
114.08
13.079
111.86
13.080
N012
SW
7
AVE
PROSWA025_3
0.00
16.500
21.000
*********
113
0.00
0.000
0.00
0.000
N012
SW
7
AVE
SWAREA025_3
68.7-8
19.410
21.000
0.0002
1981
115.58
12.741
115.13
12.741
N013
SW
7
AVE
PROSWA025
-3
0.00
16.040
21.000
*********
113
0.00
0.000
0.00
0.000
N013
SW
7
AVE
SWAREA025_3
68.75
19.578
21.000
0.0005
1481
115.90
12.742
115.76
12.741
N014
SW
7
AVE
PROSWA025-3
69.45
18.501
21.000
-0.0009
275
114.16
13.674
113.83
13.670
N014
SW
7
AVE
SWAREA025_3
62.51
20.665
21.000
0.0005
923
115.97
12.742
115.97
12.742
N015
SW
7
AVE
PROSWA025-3
0.00
16.760
21.000
*********
113
0.00
0.000
0.00
0.000
N015
SW
7
AVE
SWAREA025_3
123.38
22.481
21.000
-0.0081
117
123.17
14.300
37.44
20.909
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec bannel and Pond Routing Model (ICPR) 02002 Streamline Technolol nc.
Page 15 of 18
Name
Southwest
Group
Corridor Nodal
Simulation
Comparison
Max Time
Stage
hrs
of Maxim
Design
Max
Stage
ft
:e & Post Mitigation Stages
.,,.arm Event
Warning Max Delta Max Surf
Stage Stage Area
ft ft ft2
for 25-yr,
Max Time
Inflow
hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
N016
N016
SW
7
AVE
PROSWA025
3
134.11
28.277
21.000
-0.0014
131
114.16
15.172
114.17
13.337
SW
7
AVE
SWAREA025_3
123.22
28.052
21.000
-0.0013
115
148.53
16.158
123.17
14.300
N017
N017
SW
7
AVE
PROSWA025
3
0.00
17.500
20.000
0.0000
113
0.00
0.000
0.00
0.000
SW
7
AVE
SWAREA025_3
72.07
18.679
20.000
0.0001
3285
0.00
0.738
0.30
0.340
N018
N018
SW
7
AVE
PROSWA025
3
0.00
17.830
20.000
0.0000
113
0.00
0.000
0.00
0.000
SW
7
AVE
SWAREA025_3
78.45
18.393
20.000
0.0000
248
95.92
0.033
95.98
0.035
N019
N019
SW
7
7
AVE
PROSWA025
3
134.06
28.292
21.500
-0.0008
178
60.00
18.237
60.00
18.223
SW
AVE
SWAREA025_3
123.18
28.069
21.500
0.0006
175
60.00
18.173
60.00
18.158
N101
N101
SW
SW
7
7
AVE
PROSWA025
3
62.73
25.995
25.000
0.0018
2260286
60.50
381.402
61.47
189.150
AVE
SWAREA025_3
63.17
26.052
25.000
0.0018
2390514
60.50
381.402
61.14
178.470
N102
N102
SW
SW
7
7
AVE
AVE
PROSWA025
_3
64.00
26.179
25.000
0.0004
2639450
60.50
340.060
59.96
109.305
SWAREA025_3
64.30
26.258
25.000
-0.0003
2814570
60.50
340.060
64.38
89.706
N103
N103
SW
SW
7
7
AVE
AVE
PROSWA025_3
71.44
21.281
25.000
0.0001
3791569
60.25
457.669
72.85
20.746
SWAREA025_3
73.56
22.286
25.000
-0.0000
5488849
60.50
359.995
84.19
56.392
N104
N104
SW
SW
7
7
AVE
PROSWA025_3
68.94
21.090
25.000
-0.0001
2829862
60.50
276.428
74.46
75.844
AVE
SWAREA025_3
70.29
21.315
25.000
-0.0000
3124463
60.50
278.222
76.08
64.591
N105
N105
SW
SW
7
7
AVE
AVE
PROSWA025
3
69.36
19.333
22.000
-0.0001
1147119
60.75
95.074
62.27
43.341
SWAREA025_3
65.28
19.499
22.000
-0.0001
1368599
60.75
95.074
61.30
25.775
N106
N106
SW
SW
7
7
AVE
AVE
PROSWA025
3
67.49
21.141
17.000
0.0003
186001
60.00
12.309
86.54
13.619
SWAREA025_3
69.01
21.414
17.000
0.0001
186001
60.00
12.309
96.25
11.600
N107
N107
SW
SW
7
7
AVE
AVE
PROSWA025_3
SWAREA025_3
73.05
20.221
21.000
0.0000
874214
60.00
80.516
87.92
0.340
73.17
20.226
21.000
0.0000
877700
60.00
80.516
99.11
0.340
N108
N108
SW
SW
7
7
AVE
AVE
PROSWA025_3
60.85
20.388
20.500
0.0000
246288
60.00
31.033
60.85
13.518
SWAREA025_3
62.36
20.662
20.500
0.0000
271955
60.00
31.033
61.80
3.323
N109
N109
SW
SW
7
7
AVE
AVE
PROSWA025_3
SWAREA025_3
134.16
28.278
21.000
-0.0000
133729
60.00
7.205
199.90
4.635
123.27
28.052
21.000
0.0000
133729
60.00
7.206
200.60
4.208
N110
N110
SW
SW
7
7
AVE
AVE
PROSWA025_3
134.22
28.292
22.000
0.0000
275735
60.00
16.911
211.64
6.953
SWAREA025_3
123.35
28.069
22.000
0.0000
275735
60.00
16.911
203.95
6.778
N111
N111
SW
SW
7
7
AVE
PROSWA025_3
72.75
20.162
21.000
0.0000
34327
60.00
5.679
0.00
0.000
AVE
SWAREA025_3
73.28
20.513
21.000
0.0000
40742
60.00
5.679
73.39
0.076
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 16 of 18
Southwest Corridor Nodal Comparison of Maxim- re & Post Mitigation Stages for 25-yr, 3-day
Design Sturm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
N112
SW 7
AVE
PROSWA025
3 214.19
22.905
22.000
0.0000
166196
60.00
13.137
220.00
0.114
N112
SW 7
AVE
SWAREA025_3
207.61
22.896
22.000
0.0001
166092
60.00
13.137
220.00
0.154
N113
SW 7
AVE
PROSWA025
3 70.21
17.910
21.000
0.0004
824126
60.50
79.660
60.65
44.748
N113
SW 7
AVE
SWAREA025_3
63.47
18.352
21.000
0.0000
1527945
60.50
51.877
105.23
14.023
N114
SW 7
AVE
PROSWA025
3 79.08
18.186
17.000
0.0000
9636620
60.75
415.573
87.80
70.940
N114
SW 7
AVE
SWAREA025_3
78.48
18.390
17.000
0.0000
10119801
60.75
415.574
96.31
85.708
N115
SW 7
AVE
PROSWA025_3
88.56
16.958
17.000
0.0000
3154636
60.50
153.879
0.00
0.000
N115
SW 7
AVE
SWAREA025_3
93.18
17.677
17.000
0.0000
3911514
60.50
153.879
104.45
12.411
N116
SW
16/12
AVE
PROSWA025_3
76.67
28.605
30.000
0.0000
5622175
61.50
223.636
74.06
9.220
N116
SW
16/12
AVE
SWAREA025_3
76.67
28.605
30.000
0.0000
5622189
61.50
223.636
74.07
9.220
N116_TC
SW
16/12
AVE
PROSWA025
_3 60.00
21.500
29.000
-11.5000
16
0.00
0.000
0.00
0.000
N116_TC
SW
16/12
AVE
SWAREA025_3
60.00
21.500
29.000
-11.5000
16
0.00
0.000
0.00
0.000
N117
SW
16/12
AVE
PROSWA025_3
84.06
28.586
29.000
0.0000
2165080
60.75
132.961
62.33
5.922
N117
SW
16/12
AVE
SWAREA025_3
84.06
28.586
29.000
0.0000
2165085
60.75
132.961
62.33
5.922
N118
SW
16/12
AVE
PROSWA025_3
63.17
26.262
28.000
-0.0010
2690761
60.75
412.402
62.99
164,052
N118
SW
16/12
AVE
SWAREA025_3
63.25
26.274
28.000
-0.0010
2715381
60.75
412.402
62.92
160.776
N119
SW
16/12
AVE
PROSWA025
3 69.70
22.412
24.000
0.0001
6437499
60.25
618.554
75.43
89.529
N119
SW
16/12
AVE
SWAREA025_3
71.44
22.868
24.000
-0.0000
7856594
60.75
361.369
77.34
69.989
N120
SW
16/12
AVE
PROSWA025
3 62.59
19.951
22.000
0.0000
1761937
60.25
187.015
62.59
39.194
N120
SW
16/12
AVE
SWAREA025_3
62.59
19.951
22.000
0.0000
1761937
60.25
187.015
62.59
39.194
N121
SW
16/12
AVE
PROSWA025
3 91.09
16.665
18.000
0.0000
7316649
61.50
266.347
98.04
26.929
N121
SW
16/12
AVE
SWAREA025_3
97.00
17.510
18.000
0.0000
9005470
61.50
266.347
120.11
34.660
N122
SW 26
AVE
PROSWA025
_3 111.76
17.336
18.000
0.0000
6309626
61.50
170.690
117.11
5.194
N122
SW 26
AVE
SWAREA025_3
113.14
17.411
18.000
0.0000
6405422
61.75
175.499
119.89
6.900
N123
SW 26
AVE
PROSWA025
3 64.68
21.997
22.000
0.0001
3438080
60.25
449.183
60.70
120.533
N123
SW 26
AVE
SWAREA025_3
63.91
21.871
22.000
0.0001
3031033
60.25
449.185
61.22
127.666
N124
SW 32
AVE
PROSWA025
3 61.55
24.820
27.000
-0.0221
1673281
60.25
457.429
61.55
163.046
N124
SW 32
AVE
SWAREA025_3
61.55
24.821
27.000
-0.0221
1674850
60.25
457.449
61.55
162.878
N125
SW 32
AVE
PROSWA025_3
79.93
24.335
25.000
-0.0014
7193992
62.50
174.807
79.93
11.742
N125
SW 32
AVE
SWAREA025_3
79.93
24.335
25.000
-0.0014
7193992
62.50
174.807
79.93
11.742
Craig A. Smith & Associates Project No.. 00-0903-146
Interconnec 'hannel and Pond Routing Model (ICPR) ®2002 Streamline Technolo, :nc.
Page 17 of 18
Southwest Corridor Nodal Comparison of Maxime & Post Mitigation Stages for 25-yr, 3-day
Design u�uim Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow
hrs ft ft ft ft2 hrs rfc
N126
SW 32
AVE
PROSWA025
3 79.72
19.535 i�j
21.000
0.0001
1537713
60.75
443.255
86.62
N126
SW 32
AVE
SWAREA025_3
73.93
20.613
21.000
0.0000
3156415
60.75
443.256
81.43
N127
N127
SW 32
AVE
PROSWA025
_3 78.50
14.288
20.000
0.0000
2208668
60.25
115.320
0.00
SW 32
AVE
SWAREA025_3
78.50
14.288
20.000
0.0000
2208668
60.25
115.320
0.00
N129
N129
SW
SW
16/12
16/12
AVE
PROSWA025
3 0.00
13.500
18.000
*********
113
0.00
0.000
0.00
AVE
SWAREA025_3
76.50
41859.393
18.000
*********
113
60.25
361.192
0.00
OUSLEY/P VLLG
OUSLEY/P VLLG
SW
SW
16/12
16/12
AVE.
PROSWA025
3 85.43
17.307
18.000
0.0000
2934659
60.25
285.070
101.33
AVE
SWAREA025
3 87.39
17.901
18.000
0.0000
3755397
60.25
285.071
132.93
PRO 16NOIB
SW
16/12
AVE
PROSWA025-3
68.67
18.210
18.000
0.0001
85815
77.35
153.574
77.58
PRO 7NO3B
SW 7
AVE
PROSWA025-3
72.01
18.395
18.000
0.0000
47251
215.37
28.433
215.57
PRO 7N15B
SW 7
AVE
PROSWA025_3
68:31
20.786
0.000
-14.3000
12101
67.66
137.565
67.75
RC SW 7 AVE
RC SW 7 AVE
SW 7
SW 7
AVE
AVE
PROSWA025
3 60.00
18.500
19.000
0.0000
50
93.44
57.514
0.00
SWAREA025_3
60.00
18.500
19.000
0.0000
50
90.56
169.057
0.00
RESERVOIR
SW 26
AVE
PROSWA025_3
102.11
17.877
18.000
0.0000
13214654
60.00
1312.750
105.04
SEMINOLE COVE
SEMINOLE COVE
SW 7
SW 7
AVE
AVE
PROSWA025_3
85.65
17.393
19.000
0.0000
1335923
60.00
181.936
93.59
SWAREA025_3
88.27
18.236
19.000
0.0000
1607286
60.00
181.938
106.40
Craig A. Smith & Associates Project No. 00-0903-146
Max
Outflow
cfs
37.616
48.100
0.000
0.000
0.000
0.000
21.939
17.699
154.754
28.436
137.513
0.000
0.000
284.104
9.017
12.106
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 18 of 18
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
FOUR SEASONS PRE AND POST STAGES
FOR 5-YR 1-DAY DESIGN STORM
EVENT RESULTS
Name
NA
NA
NA2
NA2
NB
NB
NC
NC
NC2
NC2
NCC
NCC
NCH1
NCH1
NCH10
NCH10
NCH2
NCH2
NCH3
NCH3
NCH4
NCH4
NCH5
NCH5
NCH6
NCH6
NCH7
NCH7
NCHB'
NCH6
Four Seasons Nodal Comparison of
Maximum •--
& Post
Mitigation
Stages for
5-yr, 1-day
Design StOtm Event
Max Time
Max
Warning
Max Delta
Max Surf Max Time
Max
Max Time
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
4 SEASONS
4S 05Y1DPROF
17.79
32.536
31.800
0.0020
762310
12.75
137.680
13.14
4 SEASONS
45 05Y 1DAY
20.21
32.676
31.800
0.0029
762305
12.75
137.674
12.25
4 SEASONS
4S 05Y1DPROF
23.85
31.420
31.600
0.0009
419180
16.65
14.588
26.52
4 SEASONS
4S_05Y 1DAY
29.34
31.701
31.600
0.0023
419180
17.30
15.066
39.83
4 SEASONS
4S 05YIDPROF
17.85
32.529
31.000
0.0050
318112
12.50
140.196
17.76
4 SEASONS
9S_05Y_1DAY
20.15
32.676
31.000
0.0021
318027
12.50
118.957
20.15
4 SEASONS
4S 05Y1DPROF
15.56
28.521
28.900
0.0011
240625
12.50
51.199
17.47
4 SEASONS
4S_05Y 1DAY
28.41
30.538
28.900
0.0024
653442
12.50
51.195
39.58
4 SEASONS
4S 05Y1DPROF
15.48
28.462
29.100
0.0041
4623
17.47
25.080
17.47
4 SEASONS
4S_05Y 1DAY
27.45
30.521
29.100
0.0049
81361
39.58
22.365
41.03
4 SEASONS
4S 05Y1DPROF
30.56
27.174
27.920
-0.0030
26966
18.97
177.280
19.05
4 SEASONS
49_05Y 1DAY
27.43
30.517
27.920
0.0041
111236
41.03
408.220
27.28
4 SEASONS
4S 05Y1DPROF
31.25
22.591
23.770
-0.0029
27389
31.12
103.060
31.25
4 SEASONS
49_05Y_1DAY
26.77
26.850
23.770
0.0028
517563
20.02
22B.527
26.77
4 SEASONS
4S 05Y1DPROF
19.64
33.676
33.200
-0.0050
182387
18.88
149.428
19.08
4 SEASONS
49_05Y 1DAY
21.27
33.994
33.200
0.0050
182381
18.90
148.578
19.07
4 SEASONS
4
4S 05Y1DPROF
31.28
26.057
25.300
0.0043
16712
31.22
102.194
31.28
SEASONS
49_05Y 1DAY
26.04
27.834
25.300
0.0029
114935
20.95
164.775
23.35
4 SEASONS
4
4S 05Y1DPROF
31.49
27.096
25.600
0.0006
2182796
15.29
224.855
31.58
SEASONS
49_05Y 1DAY
26.24
28.531
25.600
0.0035
31668
27.46
143.448
27.49
4 SEASONS
4
4S 05Y1DPROF
0.00
23.210
25.710
0.0000
488
0.00
0.000
0.00
SEASONS
4S_05Y 1DAY
27.28
29.506
25.710
0.0042
28181
28.01
141.303
28.11
4 SEASONS
4
4S 05Y1DPROF
0.00
21.700
24.200
0.0000
558
0.00
0.000
0.00
SEASONS
4S_05Y 1DAY
27.51
29.993
24.200
0.0050
338707
24.71
142.254
28.01
4 SEASONS
4
4S 05Y1DPROF
19.21
28.153
27.900
-0.0027
142762
17.74
155.384
19.25
SEASONS
4S_05Y 1DAY
25.80
31.173
27.900
0.0031
480574
18.30
160.837
21.98
4 SEASONS
4S 05YlDPROF
20.09
30.335
28.700
0.0012
51852
19.96
111.623
20.21
4 SEASONS
. 49_05Y_1DAY
23.87
31.700
28.700
0.0030
191094
21.50
133.604
22.31
4 SEASONS
4
4S-05Y1DPROF
19.92
32.873.0lr31.400
0.0030
36120
19.71
99.662
19.93
SEASONS
4S_05Y 1DAY
21.46
33.738-
31.400
0.0048
96728
20.23
133.521
21.04
Craig A. Smith & Associates Project No. 00-0903-146
Max
Outflow
cfs
60.923
27.975
14.054
13.139
17.578
8.190
25.080
22.365
25.127
335.958
177.267
138.825
103.051
160.950
146.036
141.015
102.192
163.103
101.265
143.540
0.000
141.383
0.000
141.303
152.298
145.582
111.622
131.542
99.576
131.654
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 3
Name
Four Seasons Nodal Comparison of
Max Time
Group Simulation Stage
hrs
Maximum . & Post Mitigation
Design SLurm Event
Max Warning Max Delta
Stage Stage Stage
ft ft ft
Stages for 5-yr, 1-day
Max Surf Max Time Max
Area Inflow Inflow
ft2 hrs cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
NCH9
4
SEASONS
4S 05Y1DPROF
19.85
33.318
31.500
-0.0078
198255
19.08
148.036
19.82
145.701
NCH9
4
SEASONS
45_05Y_1DAY
21.35
33.926
31.500
-0.0064
182179
19.07
141.015
20.23
133.521
ND
4
SEASONS
4S 05Y1DPROF
23.82
31.415
31.100
0.0042
419188
12.75
49.320
23.82
16.912
ND
4
SEASONS
4S-05Y 1DAY
29.34
31.700
31.100
0.0039
419180
12.50
52.137
39.73
18.688
ND2
4
SEASONS
4S 05Y1DPROF
23.85
29.973
31.100
0.0010
2850
23.82
16.912
23.85
16.912
ND2
4
SEASONS
4S_05Y_iDAY
25.81
31.174
31.100
0.0045
49543
39.73
18.688
39.66
48.098
NE
4
SEASONS
4S-05Y1DPROF
20.92
31.077
31.500
0.0011
210678
13.00
66.075
13.06
60.093
NE
4
SEASONS
4S-05Y-1DAY
25.33
31.813
31.500
0.0029
210678
13.00
66.074
18.93
74.432
NE2
4.SEASONS
4S 05Y1DPROF
20.92
31.077
30.490
0.0029
210680
13.06
60.093
16.95
17.302
NE2
4
SEASONS
4S_05Y iDAY
25.33
31.814
30.490
0.0033
210680
18.93
74.432
42.99
14.148
NF
4
SEASONS
4S 05Y1DPROF
14.62
31.220
31.500
0.0019
146728
13.25
64.780
14.09
47.394
NF
4
SEASONS
4S_05Y 1DAY
14.71
31.222
31.500
-0.0023
146728
13.25
64.780
14.09
47.400
NG
4
SEASONS
4S 05Y1DPROF
14.63
31.218
31.000
0.0017
436966
13.84
72.533
14.63
64.960
NG
4
SEASONS
4S 05Y 1DAY
14.73
31.219
31.000
0.0017
437666
13.84
72.543
14.51
64.129
NH
4
SEASONS
4S 05Y1DPROF
13.41
31.064
32.200
0.0036
308928
13.25
58.206
13.41
57.850
NH
4
SEASONS
4S-05Y 1DAY
14.07
31.063
32.200
0.0028
234113
13.25
48.311
14.07
56.147
NI
4
SEASONS
4S 05Y1DPROF
13.13
30.867
29.010
0.0042
2184
13.00
57.484
13.13
57.194
NI
4
SEASONS
4S_05Y_1DAY
13.20
29.946
29.010
0.0050
2158
13.00
47.720
13.20
47.659
NJ
4
SEASONS
4S 05Y1DPROF
13.02
28.079
28.800
0.0013
8990
12.75
23.279
13.01
22.701
NJ
4
SEASONS
4905Y 1DAY
26.27
28.531
28.000
-0.0029
55454
12.75
19.047
13.02
18.681
NJ2
4
SEASONS
4S 05Y1DPROF
31.49
27.096
27.000
0.0028
9188
13.01
22.701
13.14
22.324
NJ2
4
SEASONS
4S-05Y-1DAY
26.27
28.531
27.000
-0.0049
145923
13.02
18.681
12.99
17.721
NJJ
4
SEASONS
4S 05Y1DPROF
31.30
26.131
25.560
0.0050
1504
31.43
101.652
31.44
101.653
NJJ
4
SEASONS
4S 05Y 1DAY
26.01
27.895
25.560
0.0028
30497
25.93
151.336
25.95
151.266
NK
4
SEASONS
4S 05Y1DPROF
13.37
31.081
31.500
-0.0046
323411
13.25
32.013
13.59
46.043
NK
4
SEASONS
4S_05Y 1DAY
13.77
31.061
31.500
-0.0050
316176
13.25
26.571
13.77
42.477
NK2
4
SEASONS
4S 05Y1DPROF
16.20
28.769
29.380
0.0036
415755
13.59
46.043
16.20
17.548
NK2
4
SEASONS
49_05Y_IDAY
15.96
28.672
29.380
0.0049
415701
13.77
42.477
15.96
15.896
NOA
4
SEASONS
4S 05Y1DPROF
13.76
43.731
43.900
-0.0049
2213
13.75
64.874
13.76
64.858
NOA
4
SEASONS
49_05Y_1DAY
13.75
43.731
43.900
-0.0049
2213
13.75
64.872
13.75
64.059
Craig A. Smith & Associates Project No. 00-0903-146
Interconnec ;hannel and Pond Routing Model QCPR) 02002 Streamline Technolog�w=nc. Page 2 of 3
Name
Four Seasons Nodal Comparison of
Max Time
Group Simulation Stage
hrs
Maximum
Design
Max
Stage
ft.
.& Post Mitigation
U wim Event
Warning Max Delta
Stage Stage
ft ft
Stages for 5-yr, 1-day
Max Surf Max Time Max
Area Inflow Inflow
ft2 hrs cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
NOA2
4
SEASONS
4S
05YIDPROF
18.57
43.186
44.000
0.0011
588898
13.76
64.858
14.14
58.914
NOA2
4
SEASONS
4S_05Y_1DAY
18.57
43.186
44.000
0.0023
588898
13.75
64.859
14.14
58.920
NOB
4
SEASONS
4S
05Y1DPROF
18.69
43.067
42.200
-0.0029
588833
14.25
125.073
18.69
69.348
NOB
4
SEASONS
4S_05Y_1DAY
18.69
43.067
42.200
-0.0031
586833
14.25
125.077
18.69
69.364
NOB2
4
SEASONS
4S
05Y1DPROF
19.14
41.805
42.200
-0.0016
72825
18.69
69.348
19.14
68.705
NOB2
4
SEASONS
49_05Y
1DAY
19.14
41.806
42.200
0.0023
72830
18.69
69.364
19.14
68.697
NOC
4
SEASONS
4S
05Y1DPROF
18.94
34.915
33.200
-0.0041
192953
18.75
149.617
18.88
149.428
NOC
4
SEASONS
4S_05Y
1DAY
19.57
34.934
33.200
-0.0045
192945
18.75
149.618
18.90
148.578
NOD
4
SEASONS
4S
05Y1DPROF
13.47
31.106
31.700
-0.0036
414178
13.25
39.857
13.72
51.031
NOD
4
SEASONS
4S_05Y
1DAY
13.47
31.106
31.700
-0.0048
414178
13.25
39.857
13.72
51.037
NOD2
4
SEASONS
4S
05Y1DPROF
17.13
28.977
29.240
-0.0020
413779
13.72
51.031
17.13
18.759
NOD2
4
SEASONS
45_05Y_1DAY
17.13
28.977
29.240
0.0017
413779
13.72
51.037
17.13
18.750
NOE
4
SEASONS
4S
05YIDPROF
31.14
24.069
24.900
-0.0010
33500
30.99
103.069
31.12
103.060
NOE
4
SEASONS
4S_05Y_1DAY
26.10
27.781
24.900
-0.0043
423877
20.83
175.203
49.47
211.067
NOF
4
SEASONS
4S
05YIDPROF
12.82
25.043
25.500
-0.0044
161213
12.75
32.293
12.82
31.457
NOF
4
SEASONS
49_05Y_1DAY
26.77
26.849
25.500
0.0041
212178
12.75
32.292
20.02
59.665
NSLOUGH SEC28
4
SEASONS
4S-05Y1DPROF
0.00
28.000
32.000
0.0000
3920
21.33
43.81.1
0.00
0.000
PRO 8ST&80AV S
4
SEASONS
4S-05Y1DPROF
21.24
31.544
33.000
0.0013
492
20.33
21.416
20.34
21.404
PRO 8ST&80AV N
4
SEASONS
4S-05Y1DPROF
21.16
31.616
33.000
0.0013
14480
20.03
21.808
20.33
21.416
PRO CENTERST_CS
4
SEASONS
4S-05Y1DPROF
19.87
33.158
34.000
-0.2300
15735
19.74
121.448
19.80
121.413
PRO_JUNC OF E&W
4
SEASONS
4S-05Y1DPROF
21.33
31.482
33.000
0.0006
124096
20.17
45.685
21.33
43.811
TW MOSQUITO_CK
TW MOSQUITO CK
4
SEASONS
4S
05Y1DPROF
0.00
18.000
20.500
0.0000
240
31.25
103.051
0.00
0.000
4
SEASONS
45_05Y_1DAY
0.00
18.000
20.500
0.0000
8
26.77
160.950
0.00
0.000
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 3
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
FOUR SEASONS PRE AND POST STAGES
FOR 10-YR 3-DAY DESIGN STORM
EVENT RESULTS
Name
Four Seasons Nodal Comparison of
Max Time
Group Simulation Stage
hrs
Maximum F=:; Post Mitigation
Design uLulm Event
Max Warning Max Delta
Stage Stage Stage
ft ft ft
Stages for 10-yr,
Max Surf Max Time
Area Inflow
ft2 hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
NA
4
SEASONS
4S 10Y3DPROF
62.71
32.501
31.800
0.0016
762310
60.50
224.675
64.85
121.355
NA
4
SEASONS
4S_10Y
3DAY
62.46
33.698
31.800
0.0027
762305
60.50
224.670
62.55
96.134
NA2
4
SEASONS
4S
lOY3DPROF
65.48
31.667
31.600
-0.0024
419180
61.95
13.592
66.00
8.977
NA2
4
SEASONS
4S_l0Y
3DAY
68.09
33.095
31.600
0.0017
419180
62.44
108.876
62.59
44.659
NB
4
SEASONS
4S
lOY3DPROF
62.05
31.773
31.000
0.0023
318021
60.25
210.944
62.05
128.275
NB
4
SEASONS
4S_10Y_3DAY
62.46
33.698
31.000
0.0021
318001
60.25
158.309
62.46
33.310
NC
4
SEASONS
4S
lOY3DPROF
65.74
30.944
28.900
0.0015
653432
61.20
166.705
65.99
153.787
NC
4
SEASONS
4S_l0Y_3DAY
72.70
32.332
28.900
0.0014
653432
60.25
89.531
84.86
42.523
NC2
4
SEASONS
4S
lOY3DPROF
65.26
30.009
29.100
0.0049
81364
65.99
153.787
75.03
340.537
NC2
4
SEASONS
4S_10Y_3DAY
72.70
32.334
29.100
-0.0046
81361
84.86
42.523
102.54
341.509
NCC
4
SEASONS
4S
lOY3DPROF
71.81
29.579
27.920
-0.0030
93107
68.77
532.032
66.06
371.251
NCC
4
SEASONS
4S_l0Y_3DAY
72.69
32.331
27.920
0.0043
453662
70.82
429.212
71.87
225.229
NCH1
4
SEASONS
4S
lOY3DPROF
71.78
25.064
23.770
-0.0029
242674
71.15
284.467
71.78
283.969
NCH1
4
SEASONS
45_10Y
3DAY
76.70
28.295
23.770
0.0025
517557
65.69
296.719
76.70
224.116
NCH10
4
SEASONS
4S
lOY3DPROF
65.57
34.842
33.200
-0.0050
182381
64.06
311.646
64.82
296.747
NCH10
4
SEASONS
4S_10Y_3DAY
64.71
35.103
33.200
-0.0050
182381
64.09
311.063
64.73
306.616
NCH2
4
SEASONS
4S
lOY3DPROF
71.44
27.629
25.300
0.0012
21020
71.41
270.143
71.45
270.140
NCH2
4
SEASONS
4S_lOY_3DAY
76.37
28.476
25.300
-0.0029
127642
64.48
232.342
64.44
229.272
NCH3
4
SEASONS
4S
lOY3DPROF
72.47
29.472
25.600
0.0013
2485025
62.17
436.347
73.20
235.525
NCH3
4
SEASONS
45_10Y_3DAY
75.72
29.279
25.600
-0.0019
35080
75.55
201.043
75.42
200.925
NCH4
4
SEASONS
4S
lOY3DPROF
0.00
23.210
25.710
0.0000
488
0.00
0.000
0.00
0.000
NCH4
4
SEASONS
9S_10Y_3DAY
75.01
31.249
25.710
0.0046
108705
84.78
265.128
74.77
200.156
NCH5
4
SEASONS
4S
lOY3DPROF
0.00
21.700
24.200
0.0000
558
0.00
0.000
0.00
0.000
NCH5
4
SEASONS
49_10Y_3DAY
74.88
31.605
24.200
-0.0031
567938
72.52
222.871
64.78
265.128
NCH6
4
SEASONS
4S
lOY3DPROF
68.78
29.855
27.900
0.0031
160075
63.90
247.379
65.08
240.054
NCH6
4
SEASONS
4S_lOY_3DAY
71.40
32.782
27.900
0.0034
828109
65.20
286.799
88.74
271.569
NCH7
4
SEASONS
4S
lOY3DPROF
66.89
31.391
28.700
0.0024
166160
65.85
171.018
66.53
167.901
NCH7
4
SEASONS
4S_10Y_3DAY
68.67
33.304
28.700
0.0028
521517
64.74
321.703
66.94
247.609
NCH8
4
SEASONS
4S
lOY3DPROF
65.91
34.252 (1
31.400
0.0031
169207
64.91
163.833
65.81
156.043.
NCH8
4
SEASONS
49_10Y
3DAY
64.58
34.6581
31.400
0.0034
498313
64.80
307.512
64.76
316.313
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 3
Name
Four Seasons Nodal Comparison of
Max Time
Group Simulation Stage
hrs
Maximum
Design
Max
Stage
ft
& Post Mitigation
SLvrm Event
Warning Max Delta
Stage Stage
ft ft
Stages for 10-yr, 3-day
Max Surf Max Time Max
Area Inflow Inflow
ft2 hrs cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
NCH9
4
SEASONS
4S
10Y3DPROF
65.63
34.782
31.500
-0.0078
206466
64.82
296.747
65.19
290.675
NCH9
4
SEASONS
45
10Y 3DAY
64.70
35.053
31.500
-0.0064
182388
64.73
306.616
64.80
307.512
ND
4
SEASONS
4S
10Y3DPROF
65.47
31.666
31.100
-0.0038
419188
60.26
74.174
65.47
18.820
ND
4
SEASONS
4S
10Y 3DAY
68.10
33.095
31.100
0.0017
419180
60.38
83.007
67.34
25.872
ND2
4
SEASONS
4S
10Y3DPROF
68.78
30.177
31.100
-0.0011
3356
65.47
18.820
65.25
18.805
ND2
4
SEASONS
4S
10Y 3DAY
71.39
32.781
31.100
-0.0050
49543
67.34
25.872
88.74
143.396
NE
4
SEASONS
4S
68.74
32.654
31.500
0.0017
210678
61.00
107.034
61.01
62.152
NE
4
SEASONS
-10Y3DPROF
4S-10Y-3DAY
72.24
33.556
31.500
0.0024
210678
61.00
107.040
67.32
84.083
NE2
4
SEASONS
4S
10Y3DPROF
68.74
32.654
30.490
0.0018
210680
61.01
62.152
62.41
21.759
NE2
4
SEASONS
4S
l0Y 3DAY
72.24
33.556
30.490
0.0024
210680
67.32
64.083
100.94
19.777
NF
4
SEASONS
4S
10Y3DPROF
61.68
31.488
31.500
-0.0016
146728
61.00
107.417
61.26
96.801
NF
4
SEASONS
4S
10Y 3DAY
71.40
32.783
31.500
0.0013
146728
61.00
107.423
61.41
97.302
NG
4
SEASONS
4S
10Y3DPROF
61.69
31.481
31.000
-0.0015
437956
61.00
149.557
61.69
133.549
NG
4
SEASONS
4S
l0Y 3DAY
71.40
32.783
31.000
0.0013
529228
61.00
148.819
61.44
136.741
NH
4
SEASONS
4S
10Y3DPROF
61.30
31.097
32.200
-0.0010
308928
61.25
85.004
61.30
84.486
NH
4
SEASONS
45
10Y 3DAY
74.88
31.605
32.200
-0.0011
308928
61.25
78.826
61.29
78.440
NI
4
SEASONS
4S
10Y3DPROF
61.00
32.092
29.010
0.0050
2182
61.00
83.312
61.00
63.307
NI
4
SEASONS
49
10Y 3DAY
61.22
32.127
29.010
0.0050
2180
61.00
77.307
61.00
77.202
NJ
4
SEASONS
4S
10Y3DPROF
72.65
29.475
28.800
-0.0032
191628
60.75
35.379
62.50
46.117
NJ
4
SEASONS
48
10Y 3DAY
75.76
29.279
28.800
-0.0029
191628
60.75
32.532
61.07
22.315
NJ2
4
SEASONS
4S
10Y3DPROF
72.65
29.474
27.000
0.0027
191524
62.50
46.117
61.19
29.025
NJ2
4
SEASONS
49
10Y 3DAY
75.76
29.279
27.000
-0.0047
191460
61.07
22.315
113.18
14.888
NJJ
4
SEASONS
4S
10Y3DPROF
71.53
27.821
25.560
0.0050
1984
72.00
249.419
72.00
249.423
NJJ
4
SEASONS
4S_l0Y_3DAY
76.20
28.568
25.560
-0.0028
33731
75.60
210.407
75.64
210.334
NK
4
SEASONS
4S
10Y3DPROF
60.60
31.081
31.500
-0.0047
315227
61.25
46.752
60.87
54.905
NK
4
SEASONS
4S
10Y-3DAY
60.72
31.081
31.500
0.0020
315226
61.25
43.354
60.96
53.710
NK2
4
SEASONS
4S
10Y3DPROF
64.36
29.076
29.380
0.0024
415924
60.87
54.905
64.36
23.071
NK2
4
SEASONS
4S
l0Y 3DAY
64.33
29.006
29.380
0.0018
415886
60.98
53.710
64.33
21.792
NOA
4
SEASONS
4S
10Y3DPROF
63.09
44.628
43.900
-0.0049
2184
61.50
106.941
61.51
106.895
NOA
4
SEASONS
49
10Y 3DAY
63.09
44.628
43.900
-0.0047
2184
61.50
106.944
61.52
106.897
Craig A. Smith & Associates Project No. 00-0903-146
Interconne«hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo, Inc. Page 2 of 3
Name
NOA2
NOA2
NOB
NOB
NOB2
NOB2
NOC
NOC
NOD
NOD
NOD2
NOD2
NOE
NOE
NOF
NOF
NSLOUGH SEC28
PRO 8ST&80AV S
PRO 8ST&80AV N
PRO CENTERST CS
PRO JUNC OF E&W
TW MOSQUITOCK
TW MOSQUITO_CK
Four Seasons Nodal Comparison of Maximum k Post Mitigation Stages for 10-yr, 3-day
Design 10m Event
M
ax Time
Max
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
4 SEASONS
4S
10Y3DPROF
63.50
43.467
44.000
0.0008
588784
61.51
106.895
61.55
4 SEASONS
4S_l0Y_3DAY
63.50
43.467
44.000
0.0011
588784
61.52
106.897
61.55
4 SEASONS
4S
10Y3DPROF
63.47
43.336
42.200
-0.0025
588804
61.75
193.592
63.47
4 SEASONS
4S_l0Y_3DAY
63.46
43.336
42.200
0.0026
588804
61.75
193.593
63.46
4 SEASONS
4S
10Y3DPROF
63.51
42.114
42.200
-0.0049
253047
63.47
175.432
63.51
4 SEASONS
4S_l0Y_3DAY
63.51
42.114
42.200
0.0050
253047
63.46
175.436
63.51
4 SEASONS
4S
10Y3DPROF
64.36
35.236
33.200
-0.0045
252981
63.95
313.185
64.06
4 SEASONS
4S_l0Y_3DAY
64.43
35.252
33.200
-0.0049
252981
63.96
313.187
64.09
4 SEASONS
4S
10Y3DPROF
60.64
31.111
31.700
-0.0021
414178
61.25
65.032
60.85
4 SEASONS
4S_10Y
3DAY
60.64
31.111
31.700
0.0012
414178
61.25
65.032
60.85
4 SEASONS
4S
10Y3DPROF
65.41
29.611
29.240
-0.0031
414092
60.85
65.697
65.41
4 SEASONS
45_l0Y_3DAY
65.41
29.611
29.240
-0.0021
414092
60.85
65.680
65.41
4 SEASONS
4S
10Y3DPROF
71.25
25.938
24.900
0.0017
46906
70.15
283.094
70.27
4 SEASONS
4S_l0Y
3DAY
76.49
28.419
24.900
-0.0045
436410
63.46
268.229
63.04
4 SEASONS
4
4S
10Y3DPROF
60.60
25.079
25.500
0.0035
161388
60.50
51.594
60.60
SEASONS
49_10Y_3DAY
76.70
26.295
25.500
-0.0025
212178
60.50
51.593
82.98
4 SEASONS
4S-10Y3DPROF
0.00
28.000
32.000
0.0000
3920
66.75
122.577
0.00
4 SEASONS
4S-10Y3DPROF
66.71
33.080
33.000
-0.0050
527
66.05
56.263
66.28
4 SEASONS
4S_l0Y3DPROF
66.62
33.354
33.000
0.0026
22826
65.65
57.553
66.05
4 SEASONS
4S-10Y3DPROF
65.82
34.458
34.000
-0.2300
23003
65.07
220.525
65.14
4 SEASONS
4S-10Y3DPROF
66.75
33.044
33.000
0.0031
152705
65.96
130.412
66.75
4 SEASONS
4
4S
10Y3DPROF
0.00
18.000
20.500
0.0000
240
71.78
283.969
0.00
SEASONS
4S_l0Y
3DAY
0.00
18.000
20.500
0.0000
8
76.70
224.116
0.00
Craig A. Smith & Associates Project No. 00-0903-146
Max
Outflow
cfs
84.284
84.286
175.432
175.436
175.380
175.384
311.846
311.063
65.697
65.680
25.874
25.875
282.887
258.908
50.369
62.704
0.000
59.650
56.263
219.277
122.577
0.000
0.000
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 3
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
FOUR SEASONS PRE AND POST STAGES
FOR 25-YR 3-DAY DESIGN STORM
EVENT RESULTS
Name
Four Seasons Nodal Comparison of
Max Time
Group Simulation Stage
hrs
Maximum IR!& Post Mitigation
Design :,arm Event
Max Warning Max Delta
Stage Stage Stage
ft ft ft
Stages for 25-yr,
Max Surf Max Time
Area Inflow
ft2 hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
NA
4
SEASONS
4S
25Y3DPROF
62.96
33.006
31.800
0.0021
762310
60.50
307.109
61.92
NA
4
SEASONS
99_25Y13DAY
61.31
33.908
31.800
0.0030
762305
60.50
307.113
61.35
NA2
4
SEASONS
4S
25Y3DPROF
68.50
32.117
31.600
-0.0026
419180
61.54
15.381
65.75
NA2
4
SEASONS
4S_25Y_3DAY
63.23
33.404
31.600
0.0030
419180
61.29
220.372
63.02
NB
4
SEASONS
4S
25Y3DPROF
62.93
32.984
31.000
0.0041
318001
60.57
282.740
62.03
NB
4
SEASONS
49_25Y'3DAY
61.31
33.908
31.000
0.0030
318000
60.50
153.711
61.31
NC
NC
4
4
SEASONS
4S
25Y3DPROF
68.93
31.413
28.900
0.0020
653412
60.68
222.083
62.55
SEASONS
49_25Y
3DAY
68.77
32.945
28.900
0.0023
653411
61.18
173.399
74.12
NC2
NC2
4
SEASONS
4S
25Y3DPROF
70.57
30.763
29.100
-0.0048
81364
62.55
168.770
63.33
4
SEASONS
49_25Y13DAY
68.77
32.943
29.100
0.0049
81361
74.12
197.558
107.83
NCC
NCC
4
SEASONS
4S
25Y3DPROF
70.57
30.761
27.920
-0.0032
115702
63.33
708.836
63.07
4
SEASONS
4S_25Y'3DAY
68.77
32.945
27.920
0.0033
453662
64.74
623.335
68.40
NCH1
NCH1
4
4
SEASONS
4S
25Y3DPROF
70.50
26.182
23.770
0.0029
247318
69.15
389.297
70.50
SEASONS
4S_25Y
3DAY
75.38
30.938
23.770
0.0025
517547
74.20
545.588
75.38
NCH10
NCH10
4
4
SEASONS
SEASONS
4S
4S_25Y'3DAY
25Y3DPROF
64.52
35.316
33.200
-0.0043
182381
63.62
440.825
63.81
64.56
35.339
33.200
-0.0040
182381
63.65
440.307
63.77
NCH2
NCH2
4
4
SEASONS
SEASONS
4S
4S_25Y'3DAY
25Y3DPROF
69.99
28.327
25.300
0.0028
22978
69.89
360.551
69.94
75.32
30.968
25.300
0.0030
272190
69.19
402.591
69.25
NCH3
NCH3
4
4
SEASONS
SEASONS
4S
49_25Y'3DAY
25Y3DPROF
71.39
30.418
25.600
0.0021
2484768
62.86
628.234
71.87
73.62
31.392
25.600
-0.0050
298589
68.63
461.735
68.50
NCH4
NCH4
4
4
SEASONS
SEASONS
4S
4S_25Y
25Y3DPROF
3DAY
0.00
23.210
25.710
0.0000
488
0.00
0.000
0.00
69.29
32.447
25.710
0.0047
111830
68.70
472.811
68.72
NCH5
NCH5
4
4
SEASONS
4S
25Y3DPROF
0.00
21.700
24.200
0.0000
558
0.00
0.000
0.00
SEASONS
9S_25Y
3DAY
68.84
32.891
24.200
-0.0037
568979
68.36
475.664
68.70
NCH6
NCH6
4
4
SEASONS
4S
25Y3DPROF
70.13
30.975
27.900
0.0031
485818
65.93
342.763
66.38
SEASONS
4S_25Y_3DAY
68.23
33.363
27.900
0.0030
829820
64.51
625.851
66.20
NCH7
NCH7
4
4
SEASONS
SEASONS
4S
49_25Y
25Y3DPROF
3DAY
66.46
32.542
28.700
0.0022
518871
64.88
303.004
66.23
66.72
34.445
28.700
0.0028
524118
64.36
430.809
66.50
NCH8
NCH8
4
4
SEASONS
SEASONS
4S
4S_25Y_3DAY
25Y3DPROF
64.46
34.887
31.400
0.0028
498303
64.93
260.833
64.88
66.01
35.170
31.400
0.0031
498313
63.81
434.788
63.98
Craig A. Smith & Associates Project No. 00-0903-146
Max
Outflow
cfs
148.855
218.354
8.246
118.055
174.492
113.493
168.770
197.558
390.401
342.294
465.667
452.820
383.042
318.797
431.939
437.409
360.538
380.335
314.112
446.348
0.000
472.562
0.000
472.811
320.980
459.761
259.165
395.383
286.291
414.982
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Pagel of 3
Name
Four Seasons Nodal Comparison of
Max Time
Group Simulation Stage
hrs
Maximum
Design
Max
Stage
ft
& Post Mitigation
SLorm Event
Warning Max Delta
Stage Stage
ft ft
Stages for 25-yr,
Max Surf Max Time
Area Inflow
ft2 hrs
3-day
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
NCH9
4
SEASONS
4S
25Y3DPROF
64.53
35.240
31.500
-0.0078
209066
63.81
431.939
64.86
427.956
NCH9
4
SEASONS
49
25Y 3DAY
65.16
35.266
31.500
-0.0064
182388
63.77
437.409
63.81
434.788
ND
4
SEASONS
4S
25Y3DPROF
68.50
32.117
31.100
0.0050
419180
60.07
76.157
64.75
21.235
ND
4
SEASONS
4S
25Y'3DAY
63.24
33.391
31.100
0.0030
419180
61.26
158.897
63.21
151.639
ND2
4
SEASONS
4S
25Y3DPROF
70.12
31.028
31.100
-0.0049
49543
64.75
21.235
78.28
46.896
ND2
4
SEASONS
4S
25Y'3DAY
68.23
33.362
31.100
-0.0048
49543
63.21
151.639
64.51
268.375
NE
4
SEASONS
4S
25Y3DPROF
66.21
33.819
31.500
0.0030
210678
61.00
145.742
74.26
117.592
NE
4
SEASONS
4S
25Y'3DAY
66.72
34.446
31.500
0.0028
210676
61.00
145.741
64.60
203.862
NE2
4
SEASONS
4S
25Y3DPROF
66.21
33.818
30.490
0.0032
210680
74.26
117.592
66.19
38.806
NE2
4
SEASONS
4S
25Y 3DAY
66.73
34.446
30.490
0.0028
210680
64.60
203.862
66.92
44.637
NF
4
SEASONS
4S-25Y3DPROF
61.59
31.733
31.500
-0.0021
146728
61.00
146.957
61.25
134.750
NF
4
SEASONS
4S
25Y 3DAY
68.23
33.364
31.500
0.0018
146728
61.00
146.955
61.20
137.916
NG
4
SEASONS
4S
25Y3DPROF
61.60
31.722
31.000
-0.0019
438542
61.00
208.509
61.60
187.354
NG
4
SEASONS
4S
25Y 3DAY
68.23
33.363
31.000
0.0018
529228
61.00
211.964
61.34
192.176
NH
4
SEASONS
4S
25Y3DPROF
61.84
31.146
32.200
0.0028
306928
61.25
113.309
61.59
125.092
NH
4
SEASONS
4S
25Y'3DAY
68.84
32.891
32.200
0.0023
308928
61.25
107.378
61.26
102.768
NI
4
SEASONS
4S
25Y3DPROF
61.00
32.179
29.010
0.0050
2182
61.00
111.016
61.00
111.009
NI
4
SEASONS
4S_25Y_3DAY
61.00
32.222
29.010
0.0050
2180
61.00
105.257
61.00
105.244
NJ
4
SEASONS
4S-25Y3DPROF
71.80
30.423
28.800
-0.0031
191628
60.75
47.693
60.70
72.451
NJ
4
SEASONS
4S
25Y '3DAY
74.00
31.392
28.600
-0.0029
191628
60.75
44.894
61.07
35.867
NJ2
4
SEASONS
4S
25Y3DPROF
71.76
30.423
27.000
0.0044
191631
60.70
72.451
60.17
23.931
NJ2
4
SEASONS
4S
25Y 3DAY
74.00
31.392
27.000
-0.0050
191631
61.07
35.867
93.23
26.942
NJJ
4
SEASONS
4S
25Y3DPROF
70.14
28.583
25.560
0.0050
2191
70.95
331.999
70.97
332.006
NJJ
4
SEASONS
49_25Y
'3DAY
74.32
31.271
25.560
0.0037
298590
68.96
418.795
69.41
391.951
NK
4
SEASONS
4S
25Y3DPROF
61.33
31.067
31.500
-0.0031
416178
61.25
62.320
61.27
61.834
NK
4
SEASONS
4S
25Y 3DAY
74.35
31.271
31.500
0.0020
416178
61.25
59.058
61.27
58.683
NK2
4
SEASONS
4S
25Y3DPROF
64.63
29.374
29.380
0.0035
416087
61.27
61.834
64.63
28.745
NK2
4
SEASONS
4S
25Y 3DAY
74.33
31.271
29.380
-0.0030
416180
61.27
58.683
64.15
27.365
NOA
4
SEASONS
4S
25Y3DPROF
62.10
45.010
43.900
0.0049
2184
61.50
145.870
61.50
145.566
NOA
4
SEASONS
45
25Y 3DAY
62.10
45.010
43.900
0.0049
2184
61.50
145.866
61.50
145.566
Craig A. Smith & Associates Project No. 00-0903-146
Interconne Channel and Pond Routing Model (ICPR) m2002 Streamline Technolc- Inc.
Page 2 of 3
Four Seasons Nodal Comparison of Maximum � Post Mitigation Stages for 25-yr, 3-day
Design ,,,.;;gym Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
NOA2
4
SEASONS
4S
25Y3DPROF
62.83
43.663
44.000
0.0020
588784
61.50
145.566
62.79
118.388
NOA2
4
SEASONS
4S_25Y_3DAY
62.83
43.663
44.000
0.0012
588784
61.50
145.566
62.79
118.391
NOB
4
SEASONS
4S
25Y3DPROF
62.87
43.497
42.200
-0.0034
588804
62.50
271.087
62.87
267.224
NOB
4
SEASONS
4S_25Y_3DAY
62.87
43.497
42.200
0.0024
588804
62.50
271.091
62.87
267.229
NOB2
NOB2
4
SEASONS
4S
25Y3DPROF
62.92
42.176
42.200
-0.0042
253047
62.87
267.224
62.92
267.128
4
SEASONS
45_25Y_3DAY
62.92
42.176
42.200
0.0048
253047
62.87
267.229
62.92
267.134
NOC
NOC
4
4
SEASONS
4S
25Y3DPROF
64.11
35.435
33.200
-0.0045
252981
63.50
442.302
63.62
440.825
SEASONS
4S_25Y_3DAY
64.00
35.447
33.200
0.0042
252981
63.50
442.300
63.65
440.307
NOD
NOD
4
4
SEASONS
SEASONS
4S
45_25Y_3DAY
25Y3DPROF
61.56
31.130
31.700
-0.0017
414178
61.25
88.588
61.30
86.660
61.56
31.131
31.700
0.0014
414178
61.25
88.587
61.30
86.659
NOD2
NOD2
4
4
SEASONS
SEASONS
4S
45_25Yr3DAY
25Y3DPROF
65.73
30.192
29.240
-0.0033
414190
61.30
86.660
65.73
33.092
76.08
30.968
29.240
-0.0038
414180
61.30
86.659
65.36
33.471
NOE
NOE
4
4
SEASONS
SEASONS
4S
4S_25Y_3DAY
25Y3DPROF
70.09
26.859
24.900
0.0019
53365
68.88
383.430
69.03
382.757
75.37
30.950
24.900
-0.0047
577518
69.14
403.553
69.70
351.954
NOF
NOF
4
4
SEASONS
SEASONS
4S
4S_25Y'3DAY
25Y3DPROF
70.50
26.182
25.500
0.0026
212178
60.50
70.193
60.98
75.828
75.38
30.939
25.500
-0.0026
212178
60.50
70.194
76.08
218.763
NSLOUGH_SEC28
NSLOUGH_SEC28
4
4
SEASONS
SEASONS
4S
25Y3DPROF
0.00
28.000
32.000
0.0000
3920
65.28
162.998
0.00
0.000
4S_25Y_3DAY
0.00
28.000
32.000
0.0000
1568
0.00
0.000
0.00
0.000
PRO_8ST&BOAV S
PRO
4
4
SEASONS
SEASONS
4S
4S_25Y_3DAY
25Y3DPROF
65.26
33.645
33.000
0.0050
583
64.44
78.504
64.60
83.973
_BST&BOAV_S
0.00
29.000
33.000
0.0000
120
0.00
0.000
0.00
0.000
PRO _8ST&80AV_N
PRO_8ST&80AV N
4
4
SEASONS
SEASONS
4S
4S_25Y_3DAY
25Y3DPROF
64.88
34.359
33.000
0.0033
27723
63.82
84.865
64.44
78.504
0.00
29.000
33.000
0.0000
120
0.00
0.000
0.00
0.000
PRO _CENTERST_CS
PRO_CENTERST_CS
4
4
SEASONS
SEASONS
4S
25Y3DPROF
64.52
35.183
34.000
-0.2300
27264
64.86
336.886
64.87
337.920
4S_25Y_3DAY
0.00
30.000
34.000
-2.0000
113
0.00
0.000
0.00
0.000
PRO_JUNC OF E&W
PRO JUNC OF E&W
4
4
SEASONS
SEASONS
4S
4S_25Y_3DAY
25Y3DPROF
65.28
33.611
33.000
0.0029
163077
64.60
176.119
65.28
162.998
2.998
0.00
29.000
33.000
0.0000
1681
0.00
0.000
0.00
000
TW_MOSQUITO _CK
TW_MOSQUITO_CK
4
SEASONS
4S
25Y3DPROF
0.00
18.000
20.500
0.0000
240
70.50
383.042
0.00
4
SEASONS
4S_25Y_3DAY
0.00
18.000
20.500
0.0000
8
75.38
318.797
0.000
0.00
0.000
Craig A. Smith & Associates Project No. 00-0903-146
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Page 3 of 3
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
GENERAL REGION PRE AND POST STAGES
FOR 5-YR 1-DAY DESIGN STORM
EVENT RESULTS
General Region Nodal Comparison of Maximmazaa, & Post Mitigation Stages for 5-yr, 1-day
Design harm Event
Name
Group
Max Time
Simulation Stage
Max
Stage
Warning
Stage
Max Delta
Max Surf
Max Time
Max
Max Time
Max
hrs
Stage
Area
Inflow
Inflow
Outflow
Outflow
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
4A 01
4A 01
GENERAL
GENERAL
G
05YR
1D
18.65
20.497
25.000
0.0003
10033
18.76
148.584
18.78
148.593
PRO
G05Y
1D
18.88
20.549
25.000
0.0004
10100
18.98
157.211
18.99
157.219
4A 02
4A 02
GENERAL
GENERAL
G
05YR_1D
19.10
20.563
24.000
0.0004
25806
26.55
73.332
26.55
73.546
PRO
G05Y_1D
19.48
20.632
24.000
0.0004
26086
30.47
94.212
30.45
94.337
4A_03
4A 03
GENERAL
GENERAL
G
PRO
05YR_1D
G05Y
1D
23.96
21.652
27.000
0.0004
23088
26.48
73.275
26.55
73.332
28.70
21.891
27.000
0.0000
24210
30.41
94.178
30.47
94.212
4A 04
4A 04
GENERAL
GENERAL
G
PRO_G05Y
05YR
1D
1D
25.41
29.60
21.947
25.000
0.0006
29530
26.36
73.234
26.48
73.275
22.245
25.000
0.0001
30898
30.30
94.155
30.41
94.178
4A 05
4A 05
GENERAL
GENERAL
G
PRO
05YR
G05Y
1D
iD
25.46
21.971
19.500
0.0006
13280
26.31
73.218
26.36
73.234
29.63
22.275
19.500
0.0001
13632
30.25
94.146
30.30
94.155
4A 06_BC_SR70
4A 06 BC SR70
GENERAL
GENERAL
G_05YR
PRO_G05Y_1D
1D
25.66
22.075
28.000
0.0006
3055
26.30
73.215
26.31
73.218
29.74
22.377
28.000
-0.0006
3165
30.24
94.144
30.25
94.146
4A 07
4A 07
GENERAL
GENERAL
G05YR
PRO7
G05Y_1D
1D
25.84
22.221
23.000
-0.1300
14307
26.25
73.206
26.30
73.215
29.85
22.520
23.000
-0.1300
15024
30.19
94.139
30.24
94.144
4A 08
4A 08
GENERAL
GENERAL
G
PRO
05YR
G05Y
1D
1D
26.16
22.968
28.000
0.0006
27597
26.13
73.205
26.25
73.206
30.09
23.285
28.000
0.0001
29310
30.07
94.137
30.19
94.139
4A 09
4A 09
GENERAL
GENERAL
G
PRO
05YR 1D
G05Y 1D
26.14
30.08
23.355
24.000
0.0006
29167
25.99
73.210
26.13
73.205
23.725
24.000
0.0001
30755
29.93
94.141
30.07
99.137
4A 10
4A 10
GENERAL
GENERAL
G
PRO
05YR
G05Y_1D
1D
26.09
30.05
23.413
23.000
0.0006
16701
25.30
68.877
25.39
68.855
23.793
23.000
0.0001
17323
29.64
89.334
29.79
89.325
AIRP_INUDSTRIAL
AIRP INUDSTRIAL
GENERAL
GENERAL
G_05YR_1D
PRO
G05Y
1D
24.68
27.715
33.000
0.0004
442339
13.80
24,248
24.68
0.010
24.52
27.716
33.000
-0.0002
442337
13.81
24.370
24.52
0.010
AIRPORT
AIRPORT
GENERAL
GENERAL
G05YR
PRO7
G05Y_1D
1D
24.63
27.704
33.000
0.0004
2510898
13.75
163.373
23.43
47.678
24.47
27.706
33.000
-0.0002
2510880
13.75
163.328
23.21
45.808
APD_01
APD 01
GENERAL
GENERAL
G_05YR_1D
PRO
G05Y_1D
18.89
18.15
20.894
20.381
28.000
0.0002
15993
21.32
128.616
21.35
128.677
28.000
0.0002
15083
21.02
127.129
21.04
127.274
APD_02
APD_02
GENERAL
GENERAL
G05YR_1D
PRO7
G05Y
1D
20.12
21.029
24.000
-0.0002
15268
24.39
96.405
24.00
96.480
18.53
20.604
24.000
-0.0002
14478
24.18
94.651
24.00
94.759
APD_03
APD_03
GENERAL
GENERAL
G_05YR_1D
PRO
G05Y_1D
21.65
21.251
28.000
-0.0002
9886
24.38
96.381
24.39
96.405
20.82
20.936
28.000
0.0001
9427
21.18
94.610
24.18
94.651
Craig A. Smith & Associates Project No. 00-0903-146
Note: Improvements
were limited
to detention pond
addition
east of
SR 15 and
Basswood
culvert upsizing prior
to crossing SR 96.
Interconnected Channel and Pond Routing
Model (ICPR)
02002 Streamline Technologies, Inc.
Page 1 of 4
General Region Nodal Comparison of Maximum & Post Mitigation Stages for 5-yr, 1-day
Design Stvrm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
APD
04
GENERAL
G
05YR
1D
22.50
21.439
25.000
-0.0007
3917
24.76
73.455
24.76
73.465
APD_04
GENERAL
PRO_G05Y
1D
22.32
21.196
25.000
-0.0008
3716
24.57
71.638
24.59
71.650
APD
05
GENERAL
G_05YR_1D
23.28
21.657
26.000
0.0013
1931
24.75
73.452
24.76
73.455
APD_05
GENERAL
PRO_G05Y
1D
23.39
21.510
26.000
0.0014
1883
24.57
71.635
24.57
71.638
APD
06
GENERAL
G
05YR
1D
24.47
21.822
25.500
-0.0002
1576
24.74
73.451
24.75
73.452
APD_06
GENERAL
PRO_G05Y
1D
24.95
21.806
25.500
-0.0002
1569
24.56
71.636
24.57
71.635
APD07
GENERAL
G_05YR
1D
24.68
22.302
26.000
-0.0002
2234
24.74
73.451
24.74
73.451
APD__07
GENERAL
PRO_G05Y
1D
24.68
22.285
26.000
0.0002
2227
24.56
71.636
24.56
71.636
APD
08
GENERAL
G
05YR
1D
24.88
22.798
26.000
0.0023
3218
24.92
66.293
24.93
66.293
APD_08
GENERAL
PRO_G05Y
1D
24.78
22.772
26.000
0.0023
3202
24.78
64.463
24.80
64.463
APD
09
GENERAL
G_05YR
1D
24.91
22.991
27.000
0.0003
2371
24.95
58.946
24.96
58.946
APD_09
GENERAL
PRO_G05Y
1D
24.80
22.959
27.000
0.0003
2361
24.81
57.163
24.82
57.163
APD
10
GENERAL
G_05YR
1D
24.99
24.271
28.000
-0.2000
1235
24.99
58.004
24.99
58.004
APD_10
GENERAL
PRO_G05Y_ID
24.90
24.229
28.000
-0.2000
1230
24.89
56.215
24.90
56.215
APD
_11
GENERAL
G_05YR_1D
24.99
24.281
28.000
0.0008
6711
24.99
58.005
24.99
58.004
APD_11
GENERAL
PRO_G05Y
1D
24.90
24.239
28.000
0.0008
6673
24.85
56.216
24.89
56.215
APD
12
GENERAL
G_05YR
1D
24.99
24.341
27.500
0.0031
10485
24.99
44.057
24.99
44.055
APD
12
GENERAL
PRO
G05Y
1D
24.91
24.297
27.500
0.0031
10412
24.94
42.254
24.94
42.255
APD_13
GENERAL
G_05YR_1D
24.99
24.370
30.000
0.0002
11213
25.18
17.770
25.74
17.781
APD_13
GENERAL
PRO
G05Y_1D
24.93
24.322
30.000
0.0001
11148
25.10
15.946
25.11
15.956
APD
14
GENERAL
G_05YR_1D
25.02
24.402
29.000
0.0002
23315
24.89
17.768
25.18
17.770
APD_14
GENERAL
PRO_G05Y
1D
24.94
24.351
29.000
0.0000
23171
24.72
15.938
25.10
15.946
APD _15
GENERAL
G_05YR
1D
24.92
26.744
32.000
0.0001
37598
24.71
17.772
24.89
17.768
APD_15
GENERAL
PRO_G05Y
1D
24.76
26.715
32.000
0.0000
37444
24.55
15.941
24.72
15.938
APD
16
GENERAL
G_05YR_1D
24.72
27.509
32.000
0.0004
23361
24.42
17.770
24.71
17.762
APD_16
GENERAL
PRO_Go5Y_1D
24.54
27.542
32.000
0.0001
23424
24.24
15.938
24.55
15.931
,
BASSWOOD
GENERAL
G_05YR_1D
34.21
29.751�
� 33.000
0.0001
6471630
14.75
267.965
34.21
12.772
BASSWOOD
GENERAL
PRO
G05Y
1D
28.14
29.285•
33.000
0.0000
5374114
14.75
267.965
28.14
57.215
GC1
GENERAL
G_05YR_1D
18.00
20.005
16.000
0.0011
4127
21.76
133.751
21.71
133.809
GC1
GENERAL
PRO
G05Y
1D
0.00
13.500
16.000
*********
113
0.00
0.000
0.00
0.000
Craig A. Smith & Associates Project No. 00-0903-146
Note: Improvements were limited to detention pond addition east of SR 15 and Basswood culvert upsizing prior to crossing SR 98.
Interconnec 'hannel and Pond Routing Model (ICPR) m2002 Streamline Technolol nc. Page 2 of 4
General Region Nodal Comparison of Maximum & Post Mitigation Stages for 5-yr, 1-day
Design S___... Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
GC2
GENERAL
G_05YR_1D
18.00
20.018
18.000
-0.0006
9184
21.59
133.672
21.76
133.751
GC2
GENERAL
PRO_G05Y
1D
0.00
13.500
18.000
*********
113
0.00
0.000
0.00
0.000
GC3
GENERAL
G_05YR_1D
18.22
20.668
21.000
-0.3000
6964
21.39
134.243
20.72
153.994
GC3
GENERAL
PRO_G05Y_1D
0.00
13.500
21.000
*********
113
0.00
0.000
0.00
0.000
GC4
GENERAL
G_05YR_1D
18.33
20.706
23.000
-0.9600
4562
21.69
133.516
21.39
134.243
GC4
GENERAL
PRO_G05Y_1D
150.00 44525.747
23.000
*********
113
60.00
16.000
0.00
0.000
GC5
GENERAL
G_05YR_ID
18.56
20.784
22.000
0.0006
7978
21.35
128.677
21.45
128.728
GC5
GENERAL
PRO_G05Y
1D
18.07
20.205
22.000
0.0001
7496
21.04
127.274
21.04
127.368
GC6A
GENERAL
G_05YR_1D
18.28
20.663
23.000
-0.1000
2717
20.72
153.994
21.76
133.713
GC6A
GENERAL
PRO_G05Y_1D
0.00
13.500
23.000
*********
113
0.00
0.000
0.00
0.000
GC6B
GENERAL
G_05YR_1D
18.00
20.028
22.000
-0.2000
3940
21.76
133.713
21.59
1.33.672
GC6B
GENERAL
PRO_G05Y_1D
0.00
13.500
22.000
*********
113
0.00
0.000
0.00
0.000
GN04
GENERAL
G
05YR
1D
25.12
25.848
28.000
0.0002
4146933
15.25
141.758
25.00
64.482
GN04
GENERAL
PRO_G05Y_1D
29.49
26.162
28.000
0.0000
5551215
15.75
162.318
29.37
84.984
GN05
GENERAL
G
05YR
1D
30.75
26.768
28.000
0.0001
955774
12.75
65.196
0.00
0.000
GN05
GENERAL
PRO_G05Y
1D
30.72
26.768
28.000
0.0000
955770
12.75
65.196
0.00
0.000
GN06
GENERAL
G
05YR
1D
33.19
25.822
28.000
0.0003
3440096
14.50
111.044
33.19
4.884
GN06
GENERAL
PRO_G05Y_1D
33.19
25.622
28.000
0.0000
3440082
14.50
111.044
33.19
4.884
GN07
GENERAL
G
05YR
1D
17.58
24.976
29.000
0.0001
3152508
14.00
148.084
17.58
93.695
GN07
GENERAL
PRO_G05Y_1D
17.58
24.976
29.000
0.0000
3152501
14.00
148.084
17.58
93.694
GN08
GENERAL
G
05YR
1D
33.25
26.611
28.000
0.0000
3779746
13.00
109.135
0.00
0.000
GN08
GENERAL
PRO_G05Y_1D
33.25
26.611
28.000
0.0000
3779745
13.00
109.135
0.00
0.000
GN09
GENERAL
G_05YR_1D
21.13
25.842
28.000
-0.0032
1823510
13.00
84.529
21.81
16.532
GN09
GENERAL
PRO_G05Y_1D
21.14
25.842
28.000
-0.0032
1823499
13.00
84.529
21.14
16.486
GN10
GENERAL
G
05YR
1D
19.77
25.812
28.000
-0.0009
2558151
12.75
140.178
19.77
22.559
GN10
GENERAL
PRO_G05Y_1D
19.77
25.812
28.000
-0.0004
2558121
12.75
140.178
19.77
22.558
PRO -POND
GENERAL
PRO_G05Y
1D
18.03
20.101
21.000
0.0000
436250
21.04
127.368
21.20
133.313
RCC1
GENERAL
G_05YR
1D
25.12
25.817
27.000
0.0006
7881
25.00
65.647
25.04
65.646
RCC1
GENERAL
PRO_G05Y_1D
29.49
26.128
27.000
0.0000
8165
29.35
86.134
29.38
86.133
RCC2
GENERAL
G_05YR
1D
25.20
25.523
29.000
0.0005
8380
25.04
65.646
25.07
65.645
Craig A. Smith & Associates Project No. 00-0903-146
Note: Improvements
were limited
to detention pond addition
east of
SR 15 and Basswood
culvert upsizing prior to crossing
SR 98.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 4
General Region Nodal Comparison of Maximum , & Post Mitigation Stages for 5-yr, 1-day
Design Sturm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
RCC2
RCC3
RCC3
RCC4
RCC4
RCC5
RCC5
RCC6
RCC6
RCC7A
RCC7A
RCC7B
RCC7B
SBRR
SBRR
TC_E_AIRPORT
TC E AIRPORT
TW_ L62N
TW L62N
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
PRO G05Y 1D
G_05YR 1D
PRO G05Y 1D
G_05YR 1D
PRO G05Y 1D
- i-
G_05YR_1D
PRO G05Y 1D
G_05YR_1D
PRO G05Y 1D
G_05YR_1D
PRO G05Y 1D
G_05YR_1D
PRO G05Y 1D
G_05YR_1D
PRO G05Y 1D
G_05YR_1D
PRO G05Y 1D
G_05Y9 1D
PRO G05Y 1D
I
i
j
29.56
25.822
29.000
0.0000
8983
29.38
86.133
29.42
86.131
25.24
25.394
28.000
0.0006
6951
25.07
65.645
25.09
65.644
29.58
25.707
28.000
0.0000
7338
29.42
86.131
29.46
86.130
25.34
25.133
28.000
0.0006
9758
25.09
67.643
25.13
67.640
29.65
25.469
28.000
0.0000
10150
29.43
88.111
29.48
88.108
25.36
25.046
24.000
0.0005
12470
25.13
68.891
25.19
68.887
29.66
25.400
24.000
0.0000
12785
29.46
89.341
29.52
89.338
25.39
24.946
27.000
-0.0017
7464
25.19
68.887
25.22
68.884
29.68
25.300
27.000
-0.0017
7827
29.52
89.338
29.56
89.337
25.45
24.797
28.000
0.0011
7560
25.22
68.884
25.25
68.882
29.72
25.102
28.000
0.0011
7762
29.56
89.337
29.60
89.336
25.59
24.537
28.000
0.0006
6022
25.25
68.882
25.28
68.879
29.80
24.835
28.000
-0.0001
6522
29.60
89.336
29.62
89.335
25.64
24.455
29.000
0.0006
5331
25.28
68.879
25.30
68.877
29.84
24.711
29.000
-0.0002
5782
29.62
89.335
29.64
89.334
12.00
20.000
21.000
0.0001
630
21.71
133.809
0.00
0.000
12.00
20.000
21.000
0.0001
0
21.20
133.313
0.00
0.000
12.00
20.000
25.000
0.0000
9681
18.76
150.352
0.00
0.000
12.00
20.000
25.000
0.0000
9681
18.97
158.962
0.00
0.000
Craig A. Smith & Associates Project No. 0,0-0903-146
Note: Improvements were limited to detentLon pond addition east of SR 15 and Basswood culvert upsizing prior to crossing SR 98.
i
Interconnec iiannel and Pond Routing Model (ICPR) ©2002 Streamline Technolog ►c. Page 4 of 4
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
GENERAL REGION PRE AND POST STAGES
FOR 10-YR 3-DAY DESIGN STORM
EVENT RESULTS
General Region Nodal Comparison of Maximum & Post Mitigation Stages for 10-yr, 3-day
Design Sturm Event
Max Time
Max
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Max
Name
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
4A
01
GENERAL
G
10YR
3D
67.75
21.450
25.000
0.0003
11554
67.74
252.379
67.75
252.379
4A
01
GENERAL
PRO
G10Y
3D
68.47
21.487
25.000
0.0003
11603
68.46
264.336
68.47
264.336
4A
02
GENERAL
G
10YR
3D
68.88
21.521
24.000
0.0004
28932
74.55
119.571
74.62
119.747
4A
02
GENERAL
PRO_G10Y_3D
I
69.88
21.576
24.000
0.0004
29179
78.80
139.338
78.76
139.507
4A
03
GENERAL
G_10YR_3D
72.63
22.484
27.000
0.0001
27491
74.46
119.499
74.55
119.571
4A_03
GENERAL
PRO_G10Y_3D
74.13
22.649
27.000
0.0002
28267
78.76
139.271
78.80
139.338
4A
04
GENERAL
G_10YR_3D
1
73.22
22.777
25.000
0.0001
33427
74.36
119.441
74.46
119.499
4A_04
GENERAL
PRO_G10Y_3D
i
75.20
22.979
25.000
0.0002
34294
78.69
139.217
78.76
139.271
4A_05
GENERAL
G_10YR
3D
73.26
22.810
19.500
0.0001
14255
74.31
119.418
74.36
119.441
4A_05
GENERAL
PRO
-GlOY
I-
3D
75.29
23.017
19.500
0.0002
14485
78.67
139.195
78.69
139.217
4A_06_BC_SR70
GENERAL
G_10YR_3D
73.35
22.889
28.000
-0.0006
3351
74.30
119.414
74.31
119.418
4A 06 BC SR70
GENERAL
PRO
G10Y
3D
75.53
23.103
28.000
-0.0006
3430
78.67
139.191
78.67
139.195
4A
07
GENERAL
G
10YR
3D
73.49
23.004
23.000
-0.1300
16134
74.23
119.395
74.30
119.414
4A_07
GENERAL
PRO_G10Y
3D
75.85
23.225
23.000
-0.1300
16671
78.64
139.171
78.67
139.191
4A
08
GENERAL
G
10YR
3D
73.91
23.702
28.000
0.0001
31575
74.09
119.384
74.23
119.395
4A
08
GENERAL
PRO
G10Y
3D
77.10
23.953
28.000
0.0001
32915
78.54
139.154
78.64
139.171
4A_09
GENERAL
G
10YR_3D
74.02
24.170
24.000
0.0001
32681
74.01
119.383
74.09
119.384
4A
09
GENERAL
PRO_G10Y_3D
77.50
24.456
24.000
0.0002
33873
78.36
139.148
78.54
139.154
4A_10
GENERAL
G_10YR_3D
74.02
24.242
23.000
0.0001
18052
74.11
111.586
74.15
111.591
4A_10
GENERAL
PRO_G10Y
3D
77.55
24.534
23.000
0.0004
18292
78.82
131.826
78.83
131.836
AIRP_INUDSTRIAL
GENERAL
G_10YR_3D
71.85
28.569
33.000
-0.0001
911807
61.64
50.630
71.85
0.942
AIRP INUDSTRIAL
GENERAL
PRO
G10Y
3D
71.49
28.552
33.000
-0.0002
897562
61.63
50.494
71.49
0.912
AIRPORT
GENERAL
G_10YR_3D
71.58
28,537
33.000
-0.0001
4539707
61.50
322.024
70.56
85.608
AIRPORT
GENERAL
PRO-G10Y
3D
71.21
28.518
33.000
-0.0002
4466907
61.50
319.783
70.21
81.660
APD
01
GENERAL
G_10YR_3D
70.41
22.165
28.000
0.0002
18253
70.51
227.768
70.55
227.769
APD-01
GENERAL
PRO_G10Y3D
I_
70.59
22.132
28.000
0.0002
18194
70.37
224.575
70.38
224.571
APD_02
GENERAL
G_10YR_3D
70.78
22.270
24.000
-0.0002
17578
72.15
156.821
72.24
156.954
APD_02
GENERAL
PRO _G10Y_3D
70.63
22.236
24.000
-0.0002
17514
71.29
153.460
71.29
153.469
APD
03
GENERAL
G_10YR
3D
70.85
22.436
28.000
0.0001
11525
71.52
156.806
72.15
156.821
APD
03
GENERAL
PRO _G10Y
3D
70.63
22.400
28.000
0.0001
11475
71.29
153.455
71.29
153.460
Craig A. Smith & Associates Project No. 00-0903-146
Note: Improvements were limited to detention pond addition east of SR 15 and Basswood culvert
upsizing prior to crossing SR 98.
Interconnec iannel and Pond Routing Model (ICPR) 02002 Streamline Technolog ic. Page I of 4
General Region Nodal Comparison of Maximucr-I 6 Post Mitigation Stages for 10-yr, 3-day
Design alarm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
APD
04
GENERAL
G10YR_3D
71.08
22.551
25.000
0.0006
4825
AP6_04
GENERAL
PRO_
G10Y
- I-
3D
71.04
22.514
25.000
-0.0006
4795
APD_05
GENERAL
G_10YR_3D
71.15
22.668
26.000
0.0011
2241
APD
05
GENERAL
PRO
G10Y
3D
71.13
22.630
26.000
0.0012
2229
APD
06
GENERAL
G10YR_3D
i
71.28
22.746
25.500
0.0002
1792
APD_06
GENERAL
PRO__G10Y_3D
71.20
22.708
25.500
0.0002
1782
APD
07
GENERAL
G_10YR
3D
71..29
23.041
26.000
0.0002
2501
APD_07
GENERAL
PRO
G10Y
- 1-
3D
71.29
23.002
26.000
0.0002
2487
APD_08
GENERAL
G_10YR_3D
71.73
23.443
26.000
0.0023
3634
APD_08
GENERAL
PRO_G10Y
I-
3D
71.50
23.403
26.000
0.0023
3608
APD
09
GENERAL
G
10YR
3D
71.74
23.697
27.000
0.0003
2602
APD_09
GENERAL
PRO_G10Y
3D
71.55
23.654
27.000
0.0003
2587
APD_10
GENERAL
G10YR_3D
72.03
25.178
28.000
-0.2000
1334
APD_10
GENERAL
PRO__G10Y
3D
71.67
25.114
28.000
-0.2000
1327
APD11
GENERAL
G_10YR
3D
72.03
25.190
28.000
0.0008
7538
APD7_11
GENERAL
PRO_G10Y_3D
71.67
25.127
28.000
0.0008
7481
APD_12
GENERAL
G
10YR
3D
72.04
25.248
27.500
0.0031
11977
APD
12
GENERAL
PRO_G10Y
i-
3D
71.68
25.184
27.500
0.00.31
11870
APD_13
GENERAL
G_10YR_3D
72.06
25.280
30.000
0.0001
12432
APD_13
GENERAL
PRO_G10Y_3D
71.70
25.212
30.000
0.0001
12342
APD
14
GENERAL
G
10YR
3D
72.07
25.313
29.000
0.0001
25744
APD
14
GENERAL
PRO
G10Y
3D
71.71
25.243
29.000
0.0000
25542
APD_15
GENERAL
G_10YR_3D
71.96
27.058
32.000
0.0000
40472
APD_15
GENERAL
PRO
G10Y
- i-
3D
71.61
27.010
32.000
0.0000
40191
APD _16
GENERAL
G
10YR
3D
71.67
28.153
32.000
0.0001
25645
APD_16
GENERAL
PRO_G10Y_3D
71.28
28.178
32.000
0.0001
25659
A
BASSWOOD
GENERAL
G
10YR
3D
79.45
30.693110
33.000
0.0001
8687194
BASSWOOD
GENERAL
PRO
G10Y
- I-
3D
74.98
30.041
' 33.000
0.0000
7153795
GC1
GENERAL
G
10YR
- (-
3D
70.39
21.510
16.000
0.0012
4197
Craig A. Smith &
Associates Project No. 00-0903-146
Note: Improvements
were limited
to detention pond
addition
east of
SR 15 and
Basswood
culvert
upsizing prior to
crossing SR 98.
1
71.73 123.972
71.54 120.577
71.73
123.970
71.54
120.576
71.73
123.969
71.53
120.575
71.73
123.969
71.53
120.575
72.02
112.821
71.62
109.407
72.01
71.63
72.02
71.67
71.99
71.63
72.14
71.79
72.27
71.91
71.91
71.56
71.66
71.31
71.36
71.02
62.50
62.50
70.35
105.564
102.098
102.731
99.261
102.732
99.262
73.452
70.395
34.124
31.389
34.123
31.386
34.129
31.393
33.192
30.486
445.452
445.453
242.611
72.14
123.992
71.55
120.581
71.73
123.972
71.54
120.577
71.73
123.970
71.54
120.576
71.73
123.969
71.53
120.575
72.16
112.823
71.63
109.408
72.03
71.64
72.03
71.67
72.02
71.67
72.24
71.88
72.78
72.46
72.27
71.91
71.91
71.56
71.64
71.30
79.45
74.98
70.39
105.564
102.098
102.731
99.261
102.731
99.261
73.455
70.399
34.144
31.403
34.124
31.389
34.123
31.386
33.187
30.481
36.647
98.373
242.604
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Page 2 of 4
General Region
Name Group Simulation
GC1
GC2
GC2
GC3
GC3
GC4
GC4
GC5
GC5
GC6A
GC6A
GC6B
GC6B
GN04
GN04
GN05
GN05
GN06
GN06
GN07
GN07
GN08
GN08
GN09
GN09
GN10
GN10
PRO POND
RCC1
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
Comparison of Maximum & Post Mitigation Stages for 10-yr, 3-day
Design SLQrm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
PRO G10Y 3D
i
G_10YR_3D
PRO_G10Y_3D
G 10YR 3D
PRO G10Y 3D
I-
G10YR_3D
PRO_G10Y 3D
- I-
G_10YR_3D
PRO_G10Y_3D
G10YR_3D
PRO7_G10Y_3D
G_10YR 3D
PRO G10Y 3D
I-
G_10YR_3D
PRO_G10Y_3D
G_10YR_3D
PRO G10Y 3D
G_lOYR_3D
PRO_G10Y_3D
G_10YR_3D
PRO G10Y 3D
I-
G_10YR 3D
PRO G10Y 3D
G-10YR_3D
PRO-G10Y_3D
G_10YR_3D
PRO- G10Y 3D
I-
PRO-G10X-3D
G-10Yk�_3D
0.00 13.500
70.35 21.541
0.00 13.500
70.39 21.810
0.00 13.500
70.37 21.870
200.00 39519.425
70.40 22.030
70.63 21.997
70.35 21.801
0.00 13.500
70.42 21.556
0.00 13.500
73.96 26.484
78.43 26.854
64.97 27.165
64.97 27.165
71.55 26.395
71.55 26.395
64.39 25.183
64.39 25.183
81.49 27.075
81.44 27.075
69.28 26.421
69.27 26.420
67.15 26.355
67.15 26.355
70.68 21.840
73.89 26.449
16.000
*********
113
0.00
0.000
0.00
0.000
18.000
-0.0006
9692
70.42
242.808
70.35
242.611
18.000
*********
113
0.00
0.000
0.00
0.000
21.000
-0.3000
7679
70.35
243.610
71.77
260.722
21.000
*********
113
0.00
0.000
0.00
0.000
23.000
-0.9600
5095
70.39
242.595
70.35
243.610
23.000
*********
113
60.00
16.000
0.00
0.000
22.000
0.0005
9047
70.55
227.769
70.56
227.787
22.000
0.0002
9019
70.38
224.571
70.38
224.569
23.000
-0.1000
2935
71.77
260.722
70.35
243.019
23.000
*********
113
0.00
0.000
0.00
0.000
22.000
-0.2000
4362
70.35
243.019
70.42
242.808
22.000
*********
113
0.00
0.000
0.00
0.000
28.000
0.0001
6989865
63.00
282.258
75.78
102.469
28.000
0.0000
8647135
63.25
323.391
80.26
125:549
28.000
0.0001
1161521
60.50
97.522
64.97
18.833
28.000
0.0000
1161520
60.50
97.523
64.97
18.833
28.000
0.0001
4452654
62.25
247.582
71.55
77.453
28.000
0.0000
4452649
62.25
247.582
71.55
1177.452
29.000
0.0000
3782180
61.75
223.646
64.39
160.664
29.000
0.0000
3782174
61.75
223.646
64.39
160.663
28.000
0.0000
4488801
61.00
181.776
0.00
0.000
28.000
0.0000
4488800
61.00
181.776
0.00
0.000
28.000
-0.0032
2992639
61.00
184.236
68.92
21.849
28.000
-0.0032
2991977
61.00
184.236
69.14
21.889
28.000
-0.0009
4158244
60.50
299.247
67.15
32.866
28.000
-0.0004
4158227
60.50
299.249
67.15
32.886
21.000
0.0002
436250
70.38
224.565
73.16
230.786
27.000
-0.0002
8505
73.69
107.921
73.73
107.919
Craig A. Smith & Associates Project No. 00-0903-146
Note: Improvements were limited to detention pond addition east of SR 15 and Basswood culvert
upsizing prior to crossing SR 98.
Interconnet 7hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo; ,-nc.
Page 3 of 4
General Region Nodal Comparison of Maximus & Post Mitigation Stages for 10-yr, 3-day
jDesign-.:::rm Event
Name
Group
I
Simulation
Max Time
Stage
Max
Stage
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Max
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
RCC1
GENERAL
PRO_G10Y
I-
3D
78.40
26.816
27.000
0.0003
8910
77.99
128.185
78.04
128.181
RCC2
RCC2
GENERAL
GENERAL
G_10YR_3D
73.96
26.157
29.000
-0.0002
9664
73.73
107.919
73.78
107.915
PRO-G10Y_3D
78.44
26.573
29.000
0.0001
10498
78.09
128.181
78.13
126.176
RCC3
RCC3
GENERAL
GENERAL
G_10YR_3D
73.98
26.063
28.000
-0.0002
7765
73.78
107.915
73.81
107.912
PRO_G10Y-3D
78.45
26.508
28.000
0.0003
8233
78.13
128.176
78.22
128.173
RCC4
RCC4
GENERAL
GENERAL
G_10YR_3D
PRO_G10Y-3D
74.01
25.851
28.000
-0.0005
10593
73.81
110.060
73.87
110.056
I
78.47
26.348
28.000
0.0002
11146
78.22
130.308
78.33
130.304
RCC5
RCC5
GENERAL
GENERAL
G_10Y1
PRO-G10Y
3D
3D
74.02
25.795
24.000
-0.0002
13137
73.87
111.592
73.94
111.588
I-
78.47
26.307
24.000
0.0004
13576
78.33
131.823
78.41
131.820
RCC6
RCC6
GENERAL
GENERAL
G_10YR_3D
PRO_G10Y_3D
74.03
25.699
27.000
-0.0017
8202
73.94
111.588
73.97
111.587
i
78.47
26.235
27.000
-0.0017
8579
78.41
131.820
78.61
131.821
RCC7A
RCC7A
GENERAL
GENERAL
G_10YR_3D
PRO_G10Y
3D
74.04
25.443
28.000
0.0011
7931
73.97
111.587
74.01
111.586
j-
78.46
25.650
28.000
0.0011
7891
78.61
131.821
78.69
131.823
RCC7B
RCC7B
GENERAL
GENERAL
G_10YR_3D
PRO-G10Y_3D
74.05
25.195
28.000
0.0001
6942
74.01
111.586
74.07
111.585
i
78.44
25.648
28.000
0.0005
7082
78.69
131.823
78.79
131.825
SBRR
SBRR
GENERAL
GENERAL
G_10YR_3D
PRO_G10Y_3D
74.04
25.004
29.000
0.0001
6222
74.07
111.585
74.11
111.586
78.39
25.201
29.000
0.0010
6426
78.79
131.825
78.82
131.826
TC_E_AIRPORT
TC-E_AIRPORT
GENERAL
GENERAL
G_10YR
3D
60.00
21.500
21.000
-0.0000
630
70.39
242.604
0.00
0.000
PRO-G10Y
3D
60.00
21.500
21.000
0.0001
0
73.16
230.786
0.00
0.000
TW- L62N
TW- L62N
GENERAL
GENERAL
G_10YR_3D
PRO_G10Y
3D
60.00
21.000
25.000
-0.0000
10944
67.69
254.884
0.00
0.000
I
i
60.00
21.000
25.000
0.0000
10945
68.43
266.797
0.00
0.00'0
Craig A. Smith & Associates Project No. 00-0903-146
Note: Improvements were limited to detention pond addition east of SR 15 and Basswood culvert
upsizing prior to crossing SR 98.
Interconnected Channel and Pond Routing Model (ICPR) (02002 Streamline Technologies, Inc.
Page 4 of 4
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
GENERAL REGION PRE AND POST STAGES
FOR 25-YR 3-DAY DESIGN STORM
EVENT RESULTS
General Region Nodal Comparison of Maximui & Post Mitigation Stages for 25-yr, 3-day
Design .,urm Event
Name
Max Time
Max
Warning
Max Delta
Max Surf
Max Time
Max
Max Time
Max
Group
Simulation
Stage
Stage
Stage
Stage
Area
Inflow
Inflow
Outflow
Outflow
hrs
ft
ft
ft
ft2
hrs
cfs
hrs
cfs
4A 01
4A 01
GENERAL
G
25YR
3D
67.96
21.943
25.000
0.0003
12174
67.95
395.354
67.96
395.354
GENERAL
PRO_G25Y
I-
3D
67.77
21.973
25.000
0.0003
12212
67.75
403.328
67.77
403.327
4A-02
4A 02
GENERAL
G
25YR
3D
68.14
22.013
24.000
0.0004
30496
75.14
143.232
75.17
143.676
GENERAL
PRO
_G25Y_3D
67.93
22.048
24.000
0.0004
30623
81.16
154.061
80.75
154.393
4A_03
4A 03
GENERAL
G_25YR_3D
69.27
22.841
27.000
0.0001
29342
75.10
143.075
75.14
143.232
GENERAL
PRO_G25Y_3D
69.38
22.894
27.000
0.0002
29581
81.20
153.960
81.16
154.061
4A_04
4A 04
GENERAL
G_25YR
3D
70.14
23.122
25.000
0.0001
34695
75.05
142.944
75.10
143.075
GENERAL
PRO_G25Y_3D
70.45
23.190
25.000
0.0002
34866
81.18
153.881
81.20
153.960
4A 05
4A 05
GENERAL
G-25YR
3D
70.24
23.156
19.500
0.0001
14607
74.98
142.891
75.05
142.944
GENERAL
PRO_G25Y_3D
70.54
23.226
19.500
0.0002
14667
81.18
153.848
81.18
153.881
4A 06_BC-SR70
4A 06_BC_SR70
GENERAL
G_25YR
3D
70.47
23.233
28.000
-0.0006
3476
74.96
142.879
74.98
142.891
GENERAL
PRO
-G25Y_3D
70.79
23.307
28.000
-0.0006
3504
81.18
153.841
81.18
153.648
4A 07
4A_07
GENERAL
GENERAL
G_25YR_3D
70.80
23.342
23.000
-0.1300
16926
74.93
142.830
74.96
142.879
PRO
_G25Y_3D
71.43
23.420
23.000
-0.1300
17120
81.16
153.812
81.18
153.841
4A 08
4A 08
GENERAL
GENERAL
G_25YI-3D
72.98
24.031
28.000
0.0001
33343
74.90
142.784
74.93
142.830
PRO-G25Y_3D
77.27
24.138
28.000
0.0001
33906
81.08
153.784
81.16
153.812
4A 09
4A 09
GENERAL
GENERAL
G_25YR_3D
PRO_G25Y_3D
73.78
24.528
24.000
0.0001
34182
74.75
142.758
74.90
142.784
i
78.64
24.661
24.000
0.0002
34721
80.93
153.770
81.08
153.784
4A 10
4A 10
GENERAL
GENERAL
G_25YR_3D
PRO_G25Y_3D
73.96
24.604
23.000
0.0001
18323
75.66
134.313
75.77
134.341
78.81
24.741
23.000
0.0004
18381
81.66
.146.457
81.86
146.472
AIRP_INUDSTRIAL
AIRP_INUDSTRIAL
GENERAL
GENERAL
G_25YR_3D
72.78
29.085
33.000
0.0002
1338139
61.65
72.430
72.78
1.782
PRO _G25Y_3D
72.38
29.061
33.000
-0.0002
1318745
61.65
72.129
72.38
1.749
AIRPORT
AIRPORT
GENERAL
GENERAL
G_25YR-3D
72.42
29.035
33.000
0.0001
6422484
61.50
458.618
70.91
110.808
PRO_G25Y_3D
71.89
29.008
33.000
-0.0002
6318477
61.50
454.532
70.85
106.436
APD-01
APD-01
GENERAL
GENERAL
G_25YI
PRO-G25Y
3D
3D
71.31
22.393
28.000
-0.0002
18664
71.27
267.514
72.23
267.572
71.32
22.348
28.000
0.0002
18582
71.21
264.194
71.23
264.190
APD-02
APD-02
GENERAL
GENERAL
G_25YR
3D
71.44
22.530
24.000
-0.0002
18063
72.34
197.104
72.34
197.208
PRO _G25Y_3D
71.44
22.485
24.000
0.0002
17979
72.25
193.574
72.96
193.696
APD_03
APD_03
GENERAL
GENERAL
G_25YR_3D
71.79
22.737
28.000
-0.0004
11929
72.25
197.053
72.34
197.104
PRO -
G25Y -
3D
71.68
22.692
28.000
0.0001
11866
72.25
193.528
72.25
193.574
Craig A. Smith &
Associates Project No. 00-0903-146
Note: Improvements
were limited
to detention pond
addition
east of
SR 15 and
Basswood
culvert
upsizing prior to
crossing SR 98.
Interconnected Channel
and Pond Routing Model (ICPR)
02002 Streamline Technologies, Inc.
Page 1 of 4
Name
General Region Nodal Comparison of Maximum & Post Mitigation Stages for 25-yr, 3-day
Design St,,rm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time
Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow
hrs ft ft ft ft2 hrs cfs hrs
APD_04
GENERAL
G
25YR
3D
71.95
APD_04
GENERAL
PRO_G25Y_3D
71.78
APD_05
GENERAL
G_25YR�_3D
71.95
APD_05
GENERAL
PRO_G25Y_3D
71.86
APD_06
GENERAL
G_25YR
3D
71.95
APD_06
GENERAL
PRO_G25YI
3D
71.86
APD_07
GENERAL
G_25YR_3D
72.04
APD_07
GENERAL
PRO_G25Y_3D
71.95
APD_08
GENERAL
G_25YR,_3D
72.14
APD_08
GENERAL
PRO_G25Y_3D
72.08
APD_09
GENERAL
G_25YR3D
72.21
APD
_ 09
GENERAL
PRO _
G25Y
I_
3D
72.11
APD_10
GENERAL
G_25YR_3D
73.28
APD_10
GENERAL
PRO_G25Y_3D
73.01
APD_ll
GENERAL
G
25YR�_3D
73.27
APD_11
GENERAL
PRO_G25Y_3D
73.01
APD_12
GENERAL
G_25YR,_3D
73.26
APD_12
GENERAL
PRO_G25Y_3D
73.01
APD_13
GENERAL
G_25Y,
3D
73.26
APD_13
GENERAL
PRO_G25Y_3D
73.01
APD_14
GENERAL
G
25YR_3D
73.24
APD
14
GENERAL
PRO
G25Y
3D
73.01
APD_15
GENERAL
G_25YR_3D
72.88
APD_15
GENERAL
PRO_G257G_3D
72.34
APD_16
GENERAL
G_25YI
3D
72.54
APD_16
GENERAL
PRO_G25XI_3D
71.98
BASSWOOD
GENERAL
G_25YR_3D
78.92
BASSWOOD
GENERAL
PRO_G25Y
3D
74.77
GC1
GENERAL
G
-25YI
I-
3D
71.27
22.867 25.000
22.822 25.000
22.996 26.000
22.953 26.000
23.084 25.500
23.041 25.500
23.391 26.000
23.349 26.000
23.602 26.000
23.761 26.000
24.076 27.000
24.033 27.000
25.668 28.000
25.615 28.000
25.681 28.000
25.628 28.000
25.738 27.500
25.684 27.500
25.770 30.000
25.714 30.000
25.805 29.000
25.747 29.000
27.287 32.000
27.240 32.000
28.455 32.000
28.483 32.000
31.321�)r--3-3.000
3.000
30.623
21.514 16.000
Max
Outflow
cfs
0.0009
5081
72.45
157.941
72.45
157.964
-0.0007
5045
72.26
154.395
72.34
154.419
0.0014
2339
72.45
157.932
72.45
157.941
0.0013
2325
72.26
154.388
72.26
154.395
0.0005
1873
72.45
157.926
72.45
157.932
-0.0002
1862
72.21
154.382
72.26
154.388
-0.0003
2630
72.45
157.920
72.45
157.926
0.0002
2614
72.18
154.379
72.21
154.382
0.0023
3869
72.76
143.832
72.76
143.837
0.0023
3842
72.21
140.263
72.26
140.266
-0.0003
2721
72.75
136.511
72.76
136.514
0.0003
2707
72.20
132.894
72.21
132.895
-0.2000
1387
72.76
132.552
72.76
132.551
-0.2000
1381
72.20
128.931
72.20
128.930
0.0008
7981
72.74
132.560
72.76
132.552
0.0008
7933
72.19
128.935
72.20
128.931
0.0031
12779
72.76
92.027
72.76
92.015
0.0031
12690
72.27
89.060
72.28
89.054
0.0002
13090
72.82
44.640
72.81
44.636
0.0001
13014
72.33
42.115
72.35
42.110
0.0002
27091
72.83
44.649
72.82
44.640
0.0000
26920
72.25
42.125
72.33
42.115
0.0001
42301
72.50
44.661
72.83
44.649
0.0000
42041
72.01
42.133
72.25
42.125
0.0001
26814
72.29
42.885
72.48
42.880
0.0001
26839
71.76
40.388
71.98
40.384
0.0001
10164555
62.50
606.160
78.92
55.304
0.0000
8522609
62.50
606.161
74.77
137.211
0.0012
4197
72.20
262.613
72.27
282.672
Craig A. Smith & Associates Project No. ('0-0903-146
Note: Improvements were limited to detention pond addition east of SR 15 and Basswood culvert
upsizing prior to crossing SR 96.
Interconne( '.hannel and Pond Routing Model (ICPR) 02002 Streamline Technolo nc.
Page 2 of 4
General Region Nodal
Name Group Simulation
GC1
GC2
GC2
GC3
GC3
GC4
GC4
GC5
GC5
GC6A
GC6A
GC6B
GC6B
GN04
GN04
GN05
GN05
GN06
GN06
GN07
GN07
GN08
GN08
GN09
GN09
GN10
GN10
PRO -POND
RCCI
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
GENERAL
PRO_G25YI _3D
G_25YR 3D
PRO_G25�C_3D
G_25Y�It 1 _3D
PRO_G25 _3D
G 25YR 3D
PRO_G25Y_3D
G_2 5Y�t_3 D
PRO_G25Y_3D
G 25YR 3D
PRO_G25Y_3D
G_25YR 3D
PRO_G25Y_3D
G_25YR 3D
PRO_G25Y_3D
G 25YR,_3D
PRO_G25YI_3D
G_25YR_3D
PRO _G25Y_3D
G_25YI_3D
PRO_G25Y_3D
G_25YI_3D
PRO_G25YI_3D
G_25YR_3D
PRO_G25Y_3D
G_25Y I_3D
PRO_G2 5Y_3 D
PRO_G25Y3D
G 25Y_3D
I-
T
Comparison of Maximo _ & Post Mitigation Stages for 25-yr, 3-day
Design .. _..rm Event
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
0.00
13.500
16.000
*********
113
0.00
0.000
0.00
0.000
71.30
21.556
18.000
-0.0006
9694
72.29
282.584
72.20
282.613
0.00
13.500
18.000
*********
113
0.00
0.000
0.00
0.000
71.34
21.945
21.000
-0.3000
7749
72.20
283.326
73.44
299.978
0.00
13.500
21.000
*********
113
0.00
0.000
0.00
0.000
71.30
200.00
22.018
39519.425
23.000
23.000
-0.9600
*********
5006
113
72.18
282.242
72.20
283.326
60.00
16.000
0.00
0.000
71.30
71.44
22.234
22.000
-0.0006
8763
72.23
267.572
72.26
267.638
22.187
22.000
0.0003
8723
71.23
264.190
74.39
268.691
71.30
21.933
23.000
-0.1000
2943
73.44
299.978
72.20
282.741
0.00
13.500
23.000
*********
113
0.00
0.000
0.00
0.000
71.27
21.575
22.000
-0.2000
4367
72.20
282.741
72.29
282.584
0.00
13.500
22.000
*********
113
0.00
0.000
0.00
0.000
75.10
26.950
28.000
0.0001
9076649
63.00
402.403
78.14
126.239
80.92
27.406
28.000
0.0000
11111552
63.00
460.664
74.53
147.264
63.09
27.312
28.000
0.0001
1237632
60.50
131.421
63.09
48.906
81.21
27.368
28.000
0.0000
1266581
60.50
131.423
63.09
48.906
68.03
68.03
26.650
26.650
28.000
0.0001
4902562
62.00
360.677
68.03
155.953
28.000
0.0001
4902555
62.00
360.677
68.03
155.952
67.14
67.14
25.457
25.457
29.000
29.000
0.0000
4614751
64.20
302.964
67.14
265.963
0.0000
4614742
64.20
302.963
67.14
265.962
81.50
27.416
28.000
0.0001
5010946
61.00
249.462
0.00
0.000
81.45
27.416
28.000
0.0000
5010943
61.00
249.463
0.00
0.000
70.48
70.46
26.821
28.000
-0.0032
3802464
60.75
267.800
69.56
25.276
26.821
28.000
-0.0032
3801725
60.75
267.800
69.68
25.318
68.56
26.717
28.000
-0.0009
5224348
60.50
435.941
68.56
39.680
68.56
26.717
28.000
-0.0004
5224329
60.50
435.947
68.56
39.680
71.57
21.971
21.000
0.0003
436096
74.39
268.691
73.32
270.959
75.04
26.914
27.000
-0.0002
9022
74.75
130.603
74.87
130.600
Craig A. Smith & Associates Project No. 00-0903-146
Note: Improvements were limited to detention pond addition east of SR 15 and Basswood culvert
upsizing prior to crossing SR 98.
Interconnected Channel and Pond Routing Model (ICPRI1) 02002 Streamline Technologies, Inc.
Page 3 of 4
General Region Nodal Comparison of Maximum & Post Mitigation Stages for 25-yr, 3-day
Design S,_rm Event
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
ft
Warning
Stage
ft
Max Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
RCC1
GENERAL
PRO
G25�_3D
81.02
27.368
27.000
0.0003
9651
81.19
142.915
81.23
142.803
RCC2
RCC2
GENERAL
G
25Y:
3D
75.05
26.692
29.000
-0.0004
10736
74.87
130.600
74.97
130.596
GENERAL
PRO_G25i
3D
81.03
27.217
29.000
-0.0001
11784
81.23
142.803
81.23
142.804
RCC3
GENERAL
G
25YI 3D
75.05
26.635
28.000
-0.0004
8367
74.97
130.596
75.11
130.596
RCC3
GENERAL
PRO_G25
3D
81.03
27.182
28.000
0.0003
0938
81.23
142.804
81.23
142.805
RCC4
GENERAL
G25YR
3D
75.05
26.493
28.000
-0.0004
11307
75.11
132.740
75.24
132.744
RCC4
GENERAL
PRO_
G25Y 3D
81.03
27.087
28.000
0.0002
11971
81.23
144.931
81.24
144.932
RCC5
GENERAL
G25Y�3D
75.05
26.457
24.000
-0.0002
13697
75.24
134.275
75.43
134.285
RCC5
GENERAL
PRO__G25Y_3D
81.03
27.063
24.000
0.0004
14182
81.24
146.439
81.41
146.442
RCC6
GENERAL
G_25YIR_3D
75.04
26.394
27.000
-0.0017
8706
75.43
134.285
75.55
134.296
RCC6
GENERAL
PRO
_G25Y_3D
81.02
27.022
27.000
-0.0017
9210
81.41
146.442
81.58
146.446
RCC7A
GENERAL
G25Y�
3D
74.97
25.924
28.000
0.0011
7909
75.55
134.296
75.56
134.302
RCC7A
GENERAL
PRO__G25Y_3D
80.85
26.204
28.000
0.0011
7979
81.58
146.446
81.61
146.450
RCC7B
GENERAL
G
25YR_3D
74.90
25.733
28.000
0.0002
7108
75.58
134.302
75.66
134.309
RCC7B
GENERAL
PRO_G25YI_3D
80.76
26.039
28.000
0.0005
7203
81.61
146.450
81.66
146.455
SBRR
GENERAL
G
25YR_3D
74.60
25.235
29.000
0.0002
6435
75.66
134.309
75.66
134.313
SBRR
GENERAL
PRO
_G25Y-3D
79.97
25.334
29.000
0.0010
6460
81.66
146.455
81.66
146.457
TC_E_AIRPORT
GENERAL
G_25YI�_3D
60.00
21.500
21.000
-0.0000
630
72.27
282.672
0.00
0.000
TC_E_AIRPORT
GENERAL
PRO
G257-
3D
60.00
21.500
21.000
0.0001
0
73.32
270.959
0.00
0.000
TW_ L62N
GENERAL
G_25YI_3D
60.00
21.000
25.000
-0.0000
10956
67.95
399.331
0.00
0.000
TW L62N
GENERAL
PRO
G25�_3D
60.00
21.000
25.000
0.0000
10960
67.76
407.314
0.00,
0.000
i
Craig A. Smith & Associates Project No. 0'0-0903-146
Note: Improvements were limited to detention pond addition east of SR 15 and Basswood culvert
upsizing prior to crossing SR 98.
Interconnei 'hannel and Pond Routing Model
02002 Streamline Technolo nc.
Page 4 of 4
M
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•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
ICPR BASIN MODEL
•
Nodes
A Stage/Area Basins
V Stage/Volume O Overland Flow
T Time/Stage U SCS Unit Hydro
M Manhole S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Nodes
A Stage/Area Basins Links
V Stage/Volume O Overland Flow P Pipe
T Time/Stage U SCS Unit Hydro W Weir
• M Manhole S Santa Barbara C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Nodes
A Stage/Area Basins
V Stage/Volume 0 Overland Flow
T Time/Stage U SCS Unit Hydro
• M Manhole S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc.
Nodes
A Stage/Area Basins
V Stage/Volume 0 Overland Flow
T Time/Stage U SCS Unit Hydro
M Manhole S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Nodes
A Stage/Area Basins
V Stage/Volume Z Overland Flow
T Time/Stage U SCS Unit Hydro
• M Manhole S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Nodes
A Stage/Area Basins
V Stage/Volume O Overland Flow
T Time/Stage U SCS Unit Hydro
M Manhole S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Nodes
A Stage/Area Basins
V Stage/Volume O Overland Flow
T Time/Stage U SCS Unit Hydro
M Manhole S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
•
A: N118
P:SW 24AVE 3ORCP
A: N124
W:OW N116 16N26
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc.
C: C_16N53_16N52
P:N NW6ST 18B A: 16N52
P: NW6ST FERREL
P:S - NW6ST -18B
A: 16N51 -
C:C 16N51 16N50
P:N_NWSST_18 A:16N50
t
A:N117 P:NWSST FERREL
U:BASIN 21
A: 16N49
P:N_NW4ST_24
C:C_16N49_16N46
t
A: 16N48
I P:NW4ST_FERREL
I j
A:16N47
P:N NW3ST TWIN12
C:C 16N47 16N46
A: 16N46
! P: 16 N46 N45 _
i - -
A: 16N45
C:C_16N45_16N44
i
A: 16N44
P: MST FERREL
A: 16N43
P:S_NW6ST_18A
P:N NW5ST 24
P:S NWSST 18
P:N NW4ST 18A
P:S NW4ST 18B
P:N NW3ST 12A
P:S NN3ST 12B
P:N NW6Si 18A
P:N NW7ST 20x30
A: N116
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
•
•
•
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
•
•
E
P:16 N23 n22
A:16N22
C:C 16N22 16N21
A:16N21
C:C 16N21 16N20
A:16N20
P: SWIIST i FERREL
A: 16N19
1_ C:C_16N19_16N18
W:OW N11B N119
A- 16N18
I
C: C_16N18_16N17
A: 16N37
P•N SN15ST_24W
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A:16N16
C: C_16N16_16N15
A: 16N15
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P:N SW9ST 18
P:S SN9ST 18
P:N_SN10ST_18
P:S SNIOST 12
P:N SN11ST 36
P:5 SVIIST 12
P:N SN12ST_12
P:S_SW13ST_22
1 P:N SW14ST 22
P:N SW15ST 18
P:S SWISST 18
A: 9103
0:8ASIN 13
P: PRO 48 TO N103
Interconnected Channel and Pond Routing Model (]CPR) ©2002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
•
•
C:C 16N01 GBCO1
A: 16NO3 V I A:OUSLEY/P VLLG
C:C_16NO3_16NO2
D:OE i PV
A: 16NO2 - -
C:C 16NO2 16N01
A: 16N01
P:N113 16N01
A: N113
W:OW N115 N113
i I ' C: PRO_C7NO3_16N01
P: PRO_TWN_12X6_BC i \ A:PRO_16NDIB
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
0
•
A: N11 6 P; N1 I 6-TC T: N1 I 6-TC
U:BA.SIN 20
A: 7N76
D:SW2ST CB02
A:7N75
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P:7N767N75
A: 7N74
P: 7?74_7K7 3
A:7N73
C'. C 07N73 07N72
A: 7N-72
D.SW3ST CB01
A:7N71
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P:7N72 7N71
A: 7N'70
P:7N'7O-7N69
D:SW4ST CB01
A: 7N69
C: C 07N69 07N68
P:7N68 7N67
A:7N68
-4
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C: C 07N67 07N66
A:7N66
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D: SW6ST-CBOI
A:7N65
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C:C_07N65_07N64
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P:N-SW2ST-TWIN8
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P:7N627N61
A:7N61
C:C 07N61 07N60
P: SW 8 ST
A:7N60
D:SW2ST-CB01
P: PO 1-7?n 6
I A: N102 -A I U: BASIN 12
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
0
A: N101
0
P:7N44_7N43
A:7N43 C:C_07N43_07N42
P; 7N42 -7N41
A:7N42 D'SW14ST-CB01
A: 7N41
07N40
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A: 7N39
C:C 07N39 07N38
P:7N387N37 A.7N3 B
--: E7.31 N37
C C-0-1 07K36
A:7N36
P:7N36_7N35
A:7N35 C:C�_07N35_07N34
W:OW_N101_7N35
A:7N34
P:7N34 7N33
C:C 07N33 07N32
A:7N33
P:7N32 7N31
A:7N32
A:7N31
C: C 07N31 07N30
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A:7N30
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A:7N29
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A:7N28
P:7N28 7N27
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A 7N2 9
Al: 7 IN 2 7
C:C 07N27 07N26
A: 7N26
P:7N267N25
P:PR04X7BC7N26N25
A: N104
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
A: 7N08
A: N017
W: OW_N113_7ND8
C:C _07N08_07N07
A: 7N07
A:SENINOLE COVE D: SMNLCV-7N07
U: BASIN 17B
C:C 07N07 07N06
A: 7N06
C:C 07N06 07N05
A: 7N05
C:C 07N05 07N04
A: 7N D 4
A: N113 W: OW N115 N313 A: N115
-
- _
'C:C-07N04-07NO3
U:BASIN 17A U:BASIN 19
A: 7NO3
C:PRO_C7NO3_16N0I
A:PRO-16NO1B
I
W:PRO_7AV_DIV_CSA
W:PRO-7AV DIV-CSB
i
A: PRO 7NO3B
W: OW-N115-N7NO2
C:C - 07NO3B- 07NO2
A: 7NO2
C:C 07NO2 07N01
i
A:7N01
P:SR70BC ESW7AVE
T:RC SW 7 AVE
M:OW N114 7N06
P: N114 1801P
-• - -- • P: N18-CN16
A: CN016
A:N018
A: N114
U: BASIN 18
W:OW N114 7NO2
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
P: TWIN4 8 N SCHL
P:PRO-TWIN48_N-SC
C:C 07N15 07XI4
D:Nl04-7Nl4-CB
P:PRO_SW28ST_DS
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C C:C CNOI N01 f
-C ol C. CN.2 P:N002-CN001
C: C_CN02_NO2 P:NO3-CN02
i C:C F_CN03_NO3
P: 1404 -CN03
C:C CN06 N06 P:N07-CN06
C:C CN07 C:C N07 _CN08_CN07 P:N08-CN08
C:C CND
N006 A: CN006
A:NO07
N006-WIDDFN A: CNOO7 A:CND08 A:N008
W: ON -CHURCH
A:N107
W: ON NLBPl
U: BASIN 16B D:OVBC CS1
:Nll-WIDDFN
A:N011
A:NO12 A:CN012 A:NO13
A:CNOII A:CN014
C:C CN012 N012 P:N13-CN12 C:C CN014 N013 C:C CN11 Nil
P: N12-0111
P:Nl4-CN14
317-WIDDE.N
C:C CN16 N0117 P:Nl8-CN16 P:PRO-SW32ST DS1
,:N017 ' -016
FAA: NO18
F09 07NO7
W OW -NI 1 4-NI 8
W: OW_N114_7NO6
P:N114 18CMP 14
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W:OW_Kll4_7NO2
W:OW SW3AVE
A:NO04 A:CN004 A.:N005
C.C_CN04 N04 P:NO5-CN04A W:Ow j A: Kill
U:BASIN 16F
P:N09-CN09
C:C CNIO N09 P: NI O-CNI 0
A:CN009 A:NO09 A:CN010 A:N010 A: N112
U:BASIN 16G
A:NI08
W:OW NLBP2
D: HOLIDAY INN A:NO19
U:BASIN 16C
D:OKEE MOTORS
A: N014 A:CN015 A:NO15 OWN109 N016
A:NO16 A
P:: -CN15 P:NI6-NI5 N
W:Ow MIMS
N1 A:10
"I U: BASIN 16E
C:C CN015 N014 P: PRO SW32ST DS2
A: N109
Interconnected Channel and Pond Routing Model (ICPR) (02002 Streamline Technologies, Inc.
0
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
SW CORRIDOR
MODEL INPUT DATA
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------------------
-----------------------------------------------------------------------------------------
_= Basins =__ --------------------------------------
Name: BASIN 11
Group: SW 7 AVE
Node: N101 Status: Onsite
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
66.00
Area(ac):
326.000
Time Shift(hrs):
0.00
Curve Number:
70.90
Maio Allowable Q(cfs):
999999.000
DCIA(%):
0.00
----------------------------------------------------------------------------------------------
Name: BASIN 12
Node: N102
Status: Onsite
Group: SW 7 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 274.000
Curve Number: 74.50
DCIA(%): 0.00
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 66.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
------------------------------------------------------------------------------------------------
Name: BASIN 13 Node: N103 Status: Onsite
Group: SW 7 AVE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 243.000
Curve Number: 92.50
DCIA(%): 0.00
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 43.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
BASIN CN & TC WERE MODIFIED TO ACCOUNT FOR ADDITION OF 25 ACRE LAKE
-----------------------------------------------------------------------------------
Name: BASIN 14 Node: N104 Status: Onsite
Group: SW 7 AVE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 203.000
Curve Number: 78.20
DCIA(%): 0.00
-----------------------------------
Name: BASIN 15
Group: SW 7 AVE
Unit Hydrograph: GAMMA
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 78.200
Curve Number: 84.60
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 66.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
--------------------------------------------
Node: N105 Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 200.0
Storm Duration(hrs): 72.00
Time of Conc(min): 69.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
Page 1 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
DCIA(%): 0.00
------------------------------------------------------------------------------------
Name: BASIN 16A
Node: N106
Status: Onsite
Group: SW 7 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
14.00
Area(ac):
4.270
Time Shift(hrs):
0.00
Curve Number:
73.50
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
-----------------------------------------------------------------------------------
Name: BASIN 16B
Node: N107
Status: Onsite
Group: SW 7 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
20.00
Area(ac):
34.600
Time Shift(hrs):
0.00
Curve Number:
72.20
Max Allowable Q(cfs):
999999-000
DCIA(%):
0.00
OAKVIEW BAPTIST CHURCH
----------------------------------
Name: BASIN 16C
Group: SW 7 AVE
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 10.870
Curve Number: 90.70
DCIA(%): 0.00
---------------------------------------------
Node: N108 Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 20.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
---------------------------------------------------------------------------------------------
Name: BASIN 16D
Node: N109
Status: Onsite
Group: SW 7 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
14.00
Area(ac):
3.100
Time Shift(hrs):
0.00
Curve Number:
62.10
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
------------
Name: BASIN 16E
Node: N110
Status: Onsite .
Group: SW 7 AVE _Type: SCS.Unit Hydrograph
Unit Hydrograph: Uh256 Peaking Factor: 256.0
Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00
Rainfall Amount(in): 7.000 Time of.Conc(min): 14.00
Area(ac): 6.660 Time Shift(hrs): 0.00
Curve Number: 66.20 Max Allowable Q(cfs): 999999.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 2 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
DCIA(%): 0.00
--------------------------------
Name: BASIN 16F
Group: SW 7 AVE
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 1.430
Curve Number: 78.50
DCIA(%): 0.00
-------------------------------
Name: BASIN 16G
Group: SW 7 AVE
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 4.370
Curve Number: 82.00
DCIA(%): 0.00
---------------------------------
Name: BASIN 17A
Group: SW 7 AVE
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 65.300
Curve Number: 78.20
DCIA(%): 0.00
----------------------------------------------------
Node: Nill Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 6.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
---------------------------------------------------
Node: N112 Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 16.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
------------------------------------------------------------
Node: N113 Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 66.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------------------
Name: BASIN 17B Node: SEMINOLE COVE Status: Onsite
Group: SW 7 AVE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 53.170
Curve Number: 90.10
DCIA(%): 0.00
-------------------------------
Name: BASIN 17C
Group: SW 16/12 AVE
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 142.370
Curve Number: 73.80
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 14.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
-------- 7-------------------------------------
Node:.OUSLEY/P VLLG Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 29.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
Page 3 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
DCIA(%): 0.00
OUSLEY ESTATES & PLAM VILLAGE WERE COMBINED AS ONE BASIN AS CONTROL STRUCTURE IN PALM VILLAGE COULD
NOT BE LOCATED; PALM VILLAGE WAS ASSUMED TO BE CONTROLLED BY OUSLEY ESTATS STRUCTURE
------------------------------------------------------------------------------------
Name: BASIN 18
Node: N114
Status: Onsite
Group: SW 7 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
74.00
Area(ac):
332.000
Time Shift(hrs):
0.00
Curve Number:
81.20
Max Allowable Q(cfs):
999999.000
DCIA M :
0.00
------------------------------------------------------------------------------------
Name: BASIN 19
Node: N115
Status: Onsite
Group: SW 7 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
GAMMA
Peaking Factor:
200.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
66.00
Area(ac):
123.000
Time Shift(hrs):
0.00
Curve Number:
84.60
Max Allowable Q(cfs):
999999.000
DCIA M :
0.00
UNDEVELOPED PARCEL (PRIMARILY OUA
SITE)
-----------------------------------------------------------------------------------
Name: BASIN 20
Node: N116
Status: Onsite
Group: SW 16/12 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
151.00
Area(ac):
324.000
Time Shift(hrs):
0.00
Curve Number:
73.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
-----------------------------------------------------------------------------------
Name: BASIN 21
Node: N117
Status: Onsite
Group: SW 16/12
AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
74.00
Area(ac):
105.300
Time Shift(hrs):
0.00
Curve Number:
82.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
------------------------------------
-
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 72.70
Time Shift(hrs): 0.00
Page 4 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Curve Number: 83.00
DCIA(%): 0.00
Max Allowable Q(cfs): 999999.000
------------------------------------------------------------------------------------------
Name: BASIN 23 Node: N119 Status: Onsite
Group: SW 16/12 AVE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in.): 7.000
Area(ac): 301.000
Curve Number: 77.50
DCIA(%): 0.00
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 37.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
CN & TC WERE MODIFIED TO ACCOUNT FOR ADDITION OF 25 ACRE LAKE
-----------------------------------------------------------------------------------------
Name: BASIN 24
Node:
N120
Status: Onsite
Group: SW 16/12
AVE
Type:
SCS Unit Hydrograph
Unit Hydrograph:
GAMMA
Peaking Factor:
200.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
37.00
Area(ac):
97.000
Time Shift(hrs):
0.00
Curve Number:
89.90
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
-----------------------------------------------------------------------------------------
Name: BASIN 25A
Node:
N121
Status: Onsite
Group: SW 16/12
AVE
Type:
SCS Unit Hydrograph
Unit Hydrograph: GAMMA
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 366.700
Curve Number: 87.70
DCIA(%): 0.00
UNDEVELOPED AREA W/MINING PITS
Peaking Factor: 200:0
Storm Duration(hrs): 72.00
Time of Conc(min): 151.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------------------
Name: BASIN 25B
Node:
EAGLE POINT SUB
Status: Onsite
Group: SW 26 AVE
Type:
SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
29.00
Area(ac):
28.300
Time Shift(hrs):
0.00
Curve Number:
84.90
Max
Allowable Q(cfs):
999999.000
DCIA(%):
0.00
----------------------------------------------------------------------------------------------------
Name: BASIN 27
Node:
N123
Status: Onsite
Group: SW 26 AVE
Type:
SCS Unit Hydrograph
Unit Hydrograph: Uh256 Peaking Factor: 256.0
Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00
Rainfall Amount(in): 7.000 Time of Conc(min): 29.00
Area(ac): 246.000 Time Shift(hrs): 0.00
Streamline Technologies ICPR Model © Page 5 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Curve Number: 68.20 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
----------------------------------------------------------------------------------------------------
Name: BASIN 28
Node: N124
Status: Onsite
Group: SW 32 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
GAMMA
Peaking Factor:
200.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
29.00
Area(ac):
303.000
Time Shift(hrs):
0.00
Curve Number:
62.10
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
----------------
Name: BASIN 29
Group: SW 32 AVE
Unit Hydrograph: GAMMA
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 331.000
Curve Number: 85.00
DCIA(%): 0.00
-------------------------------------------------------
Node: N125 Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 200.0
Storm Duration(hrs): 72.00
Time of Conc(min): 228.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
--------------------------------------------------------------------------------------------
Name: BASIN 30
Node: N126
Status: Onsite
Group: SW 32 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
74.00
Area(ac):
353.000
Time Shift(hrs):
0.00
Curve Number:
80.30
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
--------------------------------------------------------------------------------------------
Name: BASIN 31
Node: N127
Status: Onsite
Group: SW 32 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
GAMMA
Peaking Factor:
200.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
43.00
Area(ac):
72.000
Time Shift(hrs):
0.00
Curve Number:
80.80
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
-------------------------------------
Name: BASIN 32
Group: SW 26 AVE
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 311.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-------------------------------------------
Node: RESERVOIR Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 15.00
Time Shift(hrs): 0.00
-------------
1
Page 6 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Curve Number: 97.00 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
Ili
1.LLERVOIR REPRESENTS LAND CURRENTLY OWNED BY SFWMD & COUNTY (150 AC) AND SURROUNDING PRIVATE PROPERTY
RECOMMENDED FOR STORMWATER USE.
----------------------------------------------------------------------------------------------
Name: PRO BASIN
26
Node: N122
Status: Onsite
Group: SW 26 AVE
Type: SCS Unit Hydrograph
Unit Hydrograph:
GAMMA
Peaking Factor:
200.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
140.00
Area(ac):
233.000
Time Shift(hrs):
0.00
Curve Number:
82.80
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
SUBSTRACTED 20 ACRES FROM
THIS BASIN
TO BE COME PART OF RESERVOIR;
LOWERED TC FROM 151 TO 140
Nodes= -----------------------------------------
Name: 16N01
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
Base Flow(cfs): 0.000
----------------------------------------------------------
Name: 16NO2 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
----------------------------------------------------------
Name: 16NO3 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 17.000
---------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 17.000
---------------------------
Init Stage(ft): 14.000
Warn Stage(ft): 19.000
-------------------------------------------------------------------------------------
Name: 16N04 Base Flow(cfs): 0.000 Init Stage(ft): 14.000
Group: SW 16/12 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------
- ----------------------------------------------------------------------------------
Name: 16N05 Base Flow(cfs): 0.000 Init Stage(ft): 14.300
Group: SW 16/12 AVE Warn Stage(ft): 18.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 7 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N06 Base Flow(cfs): 0.000 Init Stage(ft): 15.400
Group: SW 16/12 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
--------------------------------------------------------------------------------------
Name: 16N07 Base Flow(cfs): 0.000 Init Stage(ft): 14.700
Group: SW 16/12 AVE Warn Stage(ft): 20.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: 16N08 Base Flow(cfs): 0.000 Init Stage(ft): 14.800
Group: SW 16/12 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N09 Base Flow(cfs): 0.000 Init Stage(ft): 17.100
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N10 Base Flow(cfs): 0.000 Init Stage(ft): 17.100
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------------------------------------------------------=---------------------------
Name: 16N11 Base Flow(cfs): 0.000 Init Stage(ft): 17.500
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
Streamline Technologies ICPR Model © Page 8 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------
----------------------------------------------------------------------------------------
Name: 16N12 Base Flow(cfs): 0.000 Init Stage(ft): 17.500
Group: SW 16/12 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N13 Base Flow(cfs): 0.000 Init Stage(ft): 17.500
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N14 Base Flow(cfs): 0.000 Init Stage(ft): 16.900
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
- ----------------------- ----------------------------------------------------------------
Name: 16N15 Base Flow(cfs): 0.000 Init Stage(ft): 16.700
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
----------------------------
Name: 16N16
Group: SW 16/12 AVE
Type: Stage/Area
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 18.300
Warn Stage(ft): 22.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N17 Base Flow(cfs): 0.000' Init Stage(ft): 18.700
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
---------------------------------------------------------------------------------------
Name: 16N18 Base Flow(cfs): 0.000 Init Stage(ft): 18.900
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Streamline Technologies ICPR Model © Page 9 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 16N19 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
---------------------------
Init Stage(ft): 18.700
Warn Stage(ft): 22.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N20 Base Flow(cfs): 0.000 Init Stage(ft): 18.300
Group: SW 16/12 AVE Warn Stage(ft): 23.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N21 Base Flow(cfs): 0.000 Init Stage(ft): 19.900
Group: SW 16/12 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)„
-----------------------------
-------------------------------------------------------------------------------------
Name: 16N22 Base Flow(cfs): 0.000 Init Stage(ft): 19.900
Group: SW 16/12 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------=----------------------------------------------------------------------------------
Name: 16N23 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Group: SW 16/12 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area (ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N24 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Group: SW 16/12 AVE Warn Stage(ft): 25.000
Type: Stage/Area
1
Stage(ft) Area(ac)
Streamline Technologies ICPR Model © Page 10 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------------------
Name: 16N25 Base Flow(cfs): 0.000 Init Stage(ft): 22.700
Group: SW 16/12 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N26 Base Flow(cfs): 0.000 Init Stage(ft): 22.600
Group: SW 16/12 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N27 Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Group: SW 16/12 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: 16N28 Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Group: SW 16/12 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area (ac)
--------------------------
--------------------------------------------------------------------------------------
Name: 16N29 Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Group: SW 16/12 AVE Warn Stage(ft): 27.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------
Name: 16N30
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
--------------------------
-----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Warn Stage(ft): 27.000
---------------------------------------------------------------------------------------
Name: 16N31 Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Group: SW 16/12 AVE Warn Stage(ft): 27.000
Streamline Technologies ICPR Model © Page 11 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------------------------------------
Name: 16N32 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
---------------------------
Init Stage(ft): 23.000
Warn Stage(ft): 26.000
Stage(ft) Area(ac)
------------------------------
--------------------------------------------------------------------------------------
Name: 16N33 Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Group: SW 16/12 AVE Warn Stage(ft): 27.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N34A Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Group: SW 16/12 AVE Plunge Factor: 1.00 Warn Stage(ft): 28.000
Type: Manhole, Flat Floor
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N34B Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Group: SW 16/12 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N35 Base Flow(cfs): 0.000 Init Stage(ft): 25.000
Group: SW 16/12 AVE Plunge Factor: 1.00 Warn Stage(ft): 28.000
Type: Manhole, Flat Floor
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 16N36 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 25.000
Warn Stage(ft): 30.000
Page 12 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------------------------------------------------
Name: 16N37 Base Flow(cfs): 0.000 Init Stage(ft): 25.300
Group: SW 16/12 AVE Warn Stage(ft): 30.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name:
16N38 Base Flow(cfs): 0.000
Init
Stage(ft):
25.000
Group:
SW 16/12 AVE Plunge Factor: 1.00
Warn
Stage(ft):
30.000
Type:
Manhole, Flat Floor
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name:
16N39 Base Flow(cfs): 0.000
Init
Stage(ft):
25.400
Group:
SW 16/12 AVE
Warn
Stage(ft):
30.000
Type:
Stage/Area
Stage(ft) Area(ac)
------------------------------
---------------------------------------------------------------------------------------
Name: 16N40 Base Flow(cfs): 0.000 Init Stage(ft): 25.500
Group: SW 16/12 AVE Warn Stage(ft): 30.000
Type: Stage/Area
THIS NODE WILL TAKE IN FLOWS FROM FDOT SR 70 47-00504-P VIA BOUNDARY FLOWS OBTAINED FROM PERMIT STAFF
REPORT DATA
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N41 Base Flow(cfs): 0.000 Init Stage(ft): 25.500
Group: SW 16/12 AVE Warn Stage(ft): 30.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N42 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------------------------------------------------------------------------
Name: 16N43 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Streamline Technologies ICPR Model © Page 13 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N44 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 16N45 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N46 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Group: SW 16/12 AVE Warn Stage(ft):.31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N47 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 16N48 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
-----------------------------------------------------
Name: 16N49 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------
Init Stage(ft): 27.500
Warn Stage(ft): 31.000
Page 14 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
----------------------------
----------------------------------------------------------------------------------------
Name: 16N50 Base Flow(cfs): 0.000 Init Stage(ft): 27.500
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N51 Base Flow(cfs): 0.000 Init Stage(ft): 25.700
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 16N52 Base Flow(cfs): 0.000 Init Stage(ft): 25.700
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
r-----------------------------
---------------------------------------------------------------------------------------
Name: 16N53 Base Flow(cfs): 0.000 Init Stage(ft): 25.700
Group: SW 16/12 AVE Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26@-LEMKIN CK Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Time/Stage
Time(hrs) Stage(ft)
------------------------------
0.00 13.500
200.00 13.500
-------------------------------
Name: 26N01
Group: SW 26 AVE
Type: Stage/Area
---------------------
Base Flow(cfs): 0.000
Stage(ft) Area(ac)
------------ ---------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
--------------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
Page 15 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------
Name: 26NO2 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area 1
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26NO3 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N04 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N05 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000 r
Type: Stage/Area 1
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N06 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------------------------------------------
Name: 26N07 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 26N08 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Streamline Technologies ICPR Model © Page 16 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
POINT IMMEDIATELY SOUTH OF THE CONFLUENCE BETWEEN THE 26 AVE CANAL & GOODBREAD CANAL
Stage(ft) Area(ac)
----------------------------
------------------------------------------------------------------------------------------
Name: 26N09 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N10 Base Flow(cfs): 0.000 Init Stage(ft):. 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N11 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
----------------------------
-------------------------------------------------------------------------------------
Name: 26N12 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N13 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N14 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------ ---------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 17 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------
Name: 26N15 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N16 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N17 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------
------------------------------------------------
Name: 26N18 Base Flow(cfs): 0.000
Group: SW 26 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 26N19 Base Flow(cfs): 0.000
Group: SW 26 AVE
Type: Stage/Area
-----------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
----------------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N20 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------
Name: 26N21 Base Flow(cfs): 0.000
Group: SW 26 AVE
Type: Stage/Area
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 15.130
Warn Stage(ft): 18.000
Page 18 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
----------------------------
-----------------------------------------------------
Name: 26N22 Base Flow(cfs): 0.000
Group: SW 26 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 26N23 Base Flow(cfs): 0.000
Group: SW 26 AVE
Type: Stage/Area
--------------------- 7------
Init Stage(ft): 15.230
Warn Stage(ft): 18.000
------------------------------
Init Stage(ft): 15.420
Warn Stage(ft): 18.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N24 Base Flow(cfs): 0.000 Init Stage(ft): 16.000
Group: SW 26 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------
--------------------------------------------------------------------------------------
Name: 26N25 Base Flow(cfs): 0.000 Init Stage(ft): 16.300
Group: SW 26 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N26 Base Flow(cfs): 0.000 Init Stage(ft): 17.400
Group: SW 26 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 26N27 Base Flow(cfs): 0.000 Init Stage(ft): 18.400
Group: SW 26 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------ ---------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 19 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL. INPUT DATA
------------------------------------------------------------------------------------------
Name: 26N28 Base Flow(cfs): 0.000 Init Stage(ft): 18.900
Group: SW 26 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
-------- ---------------------
------------------------------------------------------------------------------------------
Name: 32@-LEMKIN CK Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Time/Stage
Time(hrs) Stage(ft)
------------------------------
0.00 13.500
200.00 13.500
------------------------------------------------------------------------------------------
Name: 32N01 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32NO2 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32NO3 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 32N04 Base Flow(cfs): 0.000
Group: SW 32 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 32N05 Base Flow(cfs): 0.000
Group: SW 32 AVE
Streamline Technologies ICPR Model
Craig A. Smith & Associates
------------------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
---------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
Page 20 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
3
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N06 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
----------------------------------------------------------------------------------------
Name: 32N07 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N08 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N09 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N10 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------
Name: 32N11
Group: SW 32 AVE
Type: Stage/Area
---------------------------
Base Flow(cfs): 0.000
------------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
Stage(ft) Area(ac)
Streamline Technologies ICPR Model © Page 21 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------
------------------------------------------------------------------------------------------
Name: 32N12 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: 32N13 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft):. 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N14 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 32N15 Base Flow(cfs): 0.000
Group: SW 32 AVE
Type: Stage/Area
-----------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 32N16 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------------
Name: 32N17 Base Flow(cfs): 0.000
Group: SW 32 AVE
Type: Stage/Area
Stage(ft) Area(ac)'
------------------------=-----
-----------------------------------------------------
Name: 32N18 Base Flow(cfs): 0.000
Group: SW 32 AVE
Streamline Technologies ICPR Model 4
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
---------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
Page 22 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
----------------------------------------------------------------------------------------
Name: 32N19 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N20 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N21 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N22 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N23 Base Flow(cfs): 0.000 Init Stage(ft): 14.100
Group: SW 32 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N24 Base Flow(cfs): 0.000 Init Stage(ft): 14.700
Group: SW 32 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
Streamline Technologies ICPR Model © Page 23 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------
--------------------------------------------------------------------------------------
Name: 32N25 Base Flow(cfs): 0.000 Init Stage(ft): 15.800
Group: SW 32 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N26 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 32 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N27 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 32 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N28 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 32 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N29 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 32 AVE Warn Stage(ft): 23.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 32N30 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 32 AVE Warn Stage(ft): 23.000
Type: Stage/Area
L
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 32N31 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 32 AVE Warn Stage(ft): 23.000
Streamline Technologies ICPR Model © Page 24 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------
-------------------------------------------------------
Name: 32N32 Base Flow(cfs): 0.000
Group: SW 32 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
----------------------------
Init Stage(ft): 18.000
Warn Stage(ft): 23.000
------------------------------------------------------------------------------------
Name: 7MH01 Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft)
---------------
Area(ac)
---------------
24.000
0.0010
28.000
0.0010
------------------------------------------------------------------------------------------
Name: 7N01
Base Flow(cfs): 0.000
Init
Stage(ft):
13.500
Group: SW 7 AVE
Warn
Stage(ft):
16.000
Type: Stage/Area
Stage(ft)
------------------------------
Area(ac)
------------------------------------------------------------------------------------------
Name: 7NO2
Base Flow(cfs): 0.000
Init
Stage(ft):
13.500
Group: SW 7 AVE
Warn
Stage(ft):
16.000
Type: Stage/Area
TIME -DISCHARGE CURVE INTRODUCED
AT THIS NODE TO REPRESENT
PERMITTED
PROJECT -
NEW OKEECHOBEE (THE
GRAND) (REF. LBFH)
Stage(ft)
------------------------------
Area(ac)
------------------------------------------------------------------------------------------
Name: 7NO3
Base Flow(cfs): 0.000
Init
Stage(ft):
13.500
Group: SW 7 AVE
Warn
Stage(ft):
16.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------------
Name: 7N04 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 15.000
Page 25 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N05 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 16.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: 7N06 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 16.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
--------------------------------------------------------------------------------------
Name: 7N07 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 16.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
--------------------------------------------------------------------------------------
Name: 7N08 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 15.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N09 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N10 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model
Craig A. South & Associates
Page 26 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------
Name: 7N11 Base Flow(cfs): 0.000 Init Stage(ft): 14.400
Group: SW 7 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N12 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------
Name: 7N13
Group: SW 7 AVE
Type: Stage/Area
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 14.500
Warn Stage(ft): 19.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N14 Base Flow(cfs): 0.000 Init Stage(ft): 14.500
Group: SW 7 AVE Warn Stage(ft): 20.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N15 Base Flow(cfs): 0.000 Init Stage(ft): 16.000
Group: SW 7 AVE Warn Stage(ft): 19.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N16 Base Flow(cfs): 0.000 Init Stage(ft): 14.500
Group: SW 7 AVE Warn Stage(ft): 20.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N17 Base Flow(cfs): 0.000 Init Stage(ft): 14.500
Group: SW 7 AVE Warn Stage(ft): 20.000
Type: Stage/Area
Streamline Technologies ICPR Model © Page 27 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N16 Base Flow(cfs): 0.000 Init Stage(ft): 14.500
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N19 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N20 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N21 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
---------------------------
Init Stage(ft): 14.500
Warn Stage(ft): 21.000
---------------------------
Init Stage(ft): 14.500
Warn Stage(ft): 21.000
-------------------------------
Init Stage(ft): 16.200
Warn Stage(ft): 21.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N22 Base Flow(cfs): 0.000 Init Stage(ft): 16.200
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N23 Base Flow(cfs): 0.000 Init Stage(ft): 16.300
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model © Page 28 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
--------------------------------------------------------------------------------------
Name: 7N24 Base Flow(cfs): 0.000 Init Stage(ft): 16.200
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: 7N25 Base Flow(cfs): 0.000 Init Stage(ft): 17.200
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N26 Base Flow(cfs): 0.000 Init Stage(ft): 16.800
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
t Name: 7N27 Base Flow(cfs): 0.000 Init Stage(ft): 15.900
Group: SW 7 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N28 Base Flow(cfs): 0.000 Init Stage(ft): 15.800
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N29 Base Flow(cfs): 0.000 Init Stage(ft): 18.300
Group: SW 7 AVE Warn Stage(ft): 23.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------
------------------------------------------------------------------------------------------
Name: 7N30 Base Flow(cfs): 0.000 Init Stage(ft): 18.300
Group: SW 7 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Streamline Technologies ICPR Model © Page 29 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft)
----------------------
Name: 7N31
Group: SW 7 AVE
Type: Stage/Area
Area (ac)
--------------------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 19.300
Warn Stage(ft): 23.000
Stage(ft) Area(ac)
--------------------------
------------------------------------------------------------------------------------
Name: 7N32 Base Flow(cfs): 0.000 Init Stage(ft): 19.000
Group: SW 7 AVE Warn Stage(ft): 23.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N33 Base Flow(cfs): 0.000 Init Stage(ft): 19.000
Group: SW 7 AVE Warn Stage(ft): 23.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 7N34 Base Flow(cfs): 0.000 Init Stage(ft): 19.000
Group: SW 7 AVE Warn Stage(ft): 23.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N35 Base Flow(cfs): 0.000 Init Stage(ft): 20.100
Group: SW 7 AVE Warn Stage(ft): 24.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
---------------------------------------------------------
Name: 7N36 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------------
-nit Stage(ft): 20.300
Warn Stage(ft): 24.000
Page 30 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------
Name: 7N37 Base Flow(cfs): 0.000 Init Stage(ft): 21.000
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
--------------------------------------------------------------------------------------
Name: 7N38 Base Flow(cfs): 0.000 Init Stage(ft): 21.000
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N39 Base Flow(cfs): 0.000 Init Stage(ft): 21.000
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N40 Base Flow(cfs): 0.000 Init Stage(ft): 21.000
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N41 Base Flow(cfs): 0.000 Init Stage(ft): 20.200
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N42 Base Flow(cfs): 0.000 Init Stage(ft): 20.600
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N43 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Group: SW 7 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Streamline Technologies ICPR Model © Page 31 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N44 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: 7N45 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Group: SW 7 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: 7N46 Base Flow(cfs): 0.000 Init Stage(ft): 22.600
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N47 Base Flow(cfs): 0.000 Init Stage(ft): 22.300
Group: SW 7 AVE Warn Stage(ft): 27.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N48 Base Flow(cfs): 0.000 Init Stage(ft): 22.300
Group: SW 7 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------ ------------------------------------------------------------------
Name: 7N49 Base Flow(cfs): 0.000 Init Stage(ft): 22.600
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
I
Stage(ft) Area (ac)
--------------- ---------------
Streamline Technologies ICPR Model © Page 32 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------
Name: 7N50
Base Flow(cfs):
0.000
Init
Stage(ft):
22.200
Group: SW 7 AVE
Warn
Stage(ft):
28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N51
Base Flow(cfs):
0.000
Init
Stage(ft):
23.100
Group: SW 7 AVE
Warn
Stage(ft):
28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N52
Base Flow(cfs):
0.000
Init
Stage(ft):
23.400
Group: SW 7 AVE
Warn
Stage(ft):
28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N53
Base Flow(cfs):
0.000
Init
Stage(ft):
23.100
► Group: SW 7 AVE
Warn
Stage(ft):
28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N54 Base Flow(cfs): 0.000 Init Stage(ft): 23.100
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N55 Base Flow(cfs): 0.000 Init Stage(ft): 23.600
Group: SW 7 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N56 Base Flow(cfs): 0.000 Init Stage(ft): 23.600
Group: SW 7 AVE Warn Stage(ft): 26.000
Type: Stage/Area
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 33 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N57 Base Flow(cfs): 0.000 Init Stage(ft): 23.600
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
--------------------------------------------------------------------------------------
Name: 7N58 Base Flow(cfs): 0.000 Init Stage(ft): 23.800
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N59 Base Flow(cfs): 0.000 Init Stage(ft): 23.800
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------
Name: 7N60 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
-----------------------------------------------------
Name: 7N61 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N62 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 24.200
Warn Stage(ft): 28.000
---------------------------
Init Stage(ft): 24.200
Warn Stage(ft): 28.000
---------------------------
Init Stage(ft): 24.500
Warn Stage(ft): 28.000
t
Page 34 of 267
----------------------
Name: 7N63
Group: SW 7 AVE
Type: Stage/Area
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
--------------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 24.500
Warn Stage(ft): 28.000
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N64 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N65 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
---------------------------------
Init Stage(ft): 24.000
Warn Stage(ft): 28.000
----------------------------------
Init Stage(ft): 24.000
Warn Stage(ft): 28.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N66 Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N67 Base Flow(cfs): 0.000 Init Stage(ft): 25.100
Group: SW 7 AVE Warn Stage(ft): 29.000
Type: Stage/Area
Stage(ft) Area (ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N68 Base Flow(cfs): 0.000 Init Stage(ft): 25.100
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N69 Base Flow(cfs): 0.000 Init Stage(ft): 25.300
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Streamline Technologies ICPR Model © Page 35 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N70 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 7N71 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
---------------------------
Init Stage(ft): 25.300
Warn Stage(ft): 28.000
---------------------------
Init Stage(ft): 25.300
Warn Stage(ft): 28.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 7N72 Base Flow(cfs): 0.000 Init Stage(ft): 25.300
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 7N73 Base Flow(cfs): 0.000 Init Stage(ft): 26.000
Group: SW 7 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 7N74 Base Flow(cfs): 0.000 Init Stage(ft): 26.400
Group: SW 7 AVE Warn Stage(ft): 29.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: 7N75 Base Flow(cfs): 0.000 Init Stage(ft): 26.700
Group: SW 7 AVE Warn Stage(ft): 30.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model © Page 36 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------------------
Name: 7N76 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------
-----------------------------
Init Stage(ft): 26.800
Warn Stage(ft): 29.500
------------------------------------------------------------------------------------------
Name: CN001 Base Flow(cfs): 0.000 Init Stage(ft): 17.200
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CN002 Base Flow(cfs): 0.000 Init Stage(ft): 17.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------------------
------------------------------------------------------------------------------------------
Name: CN003 Base Flow(cfs): 0.000 Init Stage(ft): 17.600
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: CN004 Base Flow(cfs): 0.000 Init Stage(ft): 17.500
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CN006 Base Flow(cfs): 0.000 Init Stage(ft): 17.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CN007 Base Flow(cfs): 0.000 Init Stage(ft): 18.250
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Streamline Technologies ICPR Model © Page 37 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CN008 Base Flow(cfs): 0.000 Init Stage(ft): 18.300
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CN009 Base Flow(cfs): 0.000 Init Stage(ft): 18.500
Group: SW 7 AVE Warn Stage(ft): 21.500
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CNO10 Base Flow(cfs): 0.000 Init Stage(ft): 19.800
Group: SW 7 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
--------------------------------------------------------------------------------------
Name: CNO11 Base Flow(cfs): 0.000 Init Stage(ft): 16.500
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CN012 Base Flow(cfs): 0.000 Init Stage(ft): 16.900
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------------------------------------------------------------------
Name: CN014 Base Flow(cfs): 0.000 Init Stage(ft): 16.600
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model
Craig A. South & Associates
Page 38 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------
Name: CN015 Base Flow(cfs): 0.000 Init Stage(ft): 16.600
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: CN016 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 7 AVE Warn Stage(ft): 20.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
0.000 0.0010
18.000 0.0010
------------------------------------------------------------------------------------------
Name: EAGLE POINT SUB Base Flow(cfs): 0.000 Init Stage(ft): 15.600
Group: SW 26 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
15.600 3.8700
16.000 3.8700
16.250 3.8700
16.500 3.8700
16.750 3.8700
17.000 3.8700
17.250 3.8700
17.500 3.8700
17.750 4.2200
18.000 4.5700
18.250 9.2500
18.500 13.9300
18.750 18.6200
19.000 23.3000
19.250 25.1700
19.500 25.1700
-----------------------------------------------------
Name: GBC01 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
------------------------------------------------------------------------------------------
Name: GBCO2 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 16/12 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Streamline Technologies ICPR Model © Page 39 of'267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------------
Name: N001 Base Flow(cfs): 0.000 Init Stage(ft): 17.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
16.900 0.0050
21.000 0.0100
-------------------------------------------------------------------------------------
Name: N002 Base Flow(cfs): 0.000 Init Stage(ft): 17.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
16.900 0.0050
21.000 0.0100
------------------------------------------------------------------------------------------
Name: N003 Base Flow(cfs): 0.000 Init Stage(ft): 17.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
16.900 0.0050
21.000 0.0100
------------------------------------------------------------------------------------------
Name: N004 Base Flow(cfs): 0.000 Init Stage(ft): 17.200
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft)
17.200
21.000
------- --------------
Name: N005
Group: SW 7 AVE
Type: Stage/Area
Area(ac)
0.0050
0.0100
-------------------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Warn Stage(ft): 21.000
Stage(ft) Area(ac)
------------------------------
12.000 0.0010
20.000 0.0050
------------------------------------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
------------------------------------------------
Page 40 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: N006 Base Flow(cfs): 0.000 Init Stage(ft): 17.400
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
17.000 0.0050
21.000 0.0100
------------------------------------------------------------------------------------------
Name: N007 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: N008 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name:
N009 Base Flow(cfs): 0.000
Init
Stage(ft):
20.660
Group:
SW 7 AVE
Warn
Stage(ft):
21.500
Type:
Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name:
NO10 Base Flow(cfs): 0.000
Init
Stage(ft):
18.000
Group:
SW 7 AVE
Warn
Stage(ft):
21.000
Type:
Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: NO11 Base Flow(cfs): 0.000 Init Stage(ft): 15.520
Group: SW 7 AVE Warn Stage(ft): 18.500
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
15.520 0.0010
19.000 0.0010
-----------------------------------------------------
Name: N012 Base Flow(cfs): 0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------------
Init Stage(ft): 16.500
Page 41 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 7 AVE, Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: N013 Base Flow(cfs): 0.000 Init Stage(ft): 16.040
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: N014 Base Flow(cfs): 0.000 Init Stage(ft): 16.900
Group: SW 7 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
11.500 0.0010
21.000 0.0050
------------------------------------------------------
Name: N015 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: N016 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
---------------------------
Init Stage(ft): 16.760
Warn Stage(ft): 21.000
------------------------------
Init Stage(ft): 17.260
Warn Stage(ft): 21.000
Stage(ft) Area(ac)
------------------------------
17.260 0.0010
21.000 0.0010
------------------------------------------------------------------------------------------
Name: N017 Base Flow(cfs): 0.000 Init Stage(ft): 17.500
Group: SW 7 AVE Warn Stage(ft): 20.000
Type: Stage/Area
0
Stage(ft) Area(ac)
------------------------------
17.500 0.0010
21.000 0.0010
------------------------------------------------------------------------------------------
Streamline Technologies ICPR Model © Page 42 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: N018 Base Flow(cfs): 0.000 Init Stage(ft): 17.830
Group: SW 7 AVE Warn Stage(ft): 20.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
17.830 0.0010
21.000 0.0010
------------------------------------------------------------------------------------------
Name: N019 Base Flow(cfs): 0.000 Init Stage(ft): 17.500
Group: SW 7 AVE Warn Stage(ft): 21.500
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
17.500 0.0010
21.000 0.0020
------------------------------------------------------------------------------------------
Name: N101 Base Flow(cfs): 0.000 Init Stage(ft): 18.300
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft)
18.300
24.000
24.500
25.000
25.500
26.000
26.250
26.500
26.750
27.000
27.500
28.000
28.500
29.000
29.500
30.000
----------------------
Name: N102
Group: SW 7 AVE
Type: Stage/Area
Area(ac)
0.0010
0.5000
1.0000
1.5000
26.0800
52.1600
65.2000
78.2400
91.2800
104.3200
130.4000
156.4800
182.5600
208.6400
234.7200
260.8000
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 18.650
Warn Stage(ft): 25.000
Stage(ft)
------------------------------
Area(ac)
18.500
0.0010
24.000
0.5000
24.500
0.7500
25.000
1.5000
25.500
25.6900
26.000
51.3800
26.500
77.0600
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 43 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
27.000 102.7500
27.250 115.5900
27.500 128.4400
27.750 141.2800
28.000 154.1300
28.500 179.8100
29.000 205.5000
29.500 205.5000
--------------------------------------------------------------------------------------
Name: N103 Base Flow(cfs): 0.000 Init Stage(ft): 19.500
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
NODE DATA WAS MODIFIED TO ACCOUNT FOR ADDITIONAL 25 ACRE LAKE STORAGE
Stage(ft) Area(ac)
------------------------------
14.000 0.0500
19.500 25.0000
20.000 25.0000
20.500 49.2100
21.000 73.4300
21.500 97.6400
22.000 121.8500
22.500 146.0600
22.750 158.1700
23.000 170.2800
23.250 182.3800
23.500 194.4900
24.000 218.7000
24.500 218.7000
--------------------------------------------------------------------------------------
Name: N104 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 7 AVE Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
15.000
0.1000
18.000
2.0300
19.000
2.0300
19.500
17.0900
20.000
32.1400
20.500
47.2000
21.000
62.2500
21.250
69.7800
21.500
77.3100
21.750
84.8400
22.000
92.3700
22.500
107.4200
23.000
122.4800
23.500
137.5300
24.000
152.5900
24.500
167.6400
25.000
182.7000
-----------------------------------------------------
Name: N105 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Streamline Technologies ICPR Model
Craig A. Smith & Associates
------------ 7-----------------
Init Stage(ft): 18.500
Warn Stage(ft): 22.000
Page 44 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
16.300
0.0010
18.500
0.7800
19.000
16.1100
19.500
31.4400
20.000
46.7600
20.500
62.0900
21.000
77.4200
22.500
77.4200
---------------------
Name: N106
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
15.000
0.0010
15.500
0.6400
16.000
1.2800
16.500
2.7800
17.000
4.2700
18.500
4.2700
----------------------
Name: N107
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
18.000
2.0000
19.000
2.0000
19.500
9.4000
20.000
16.8000
20.500
24.2000
21.000
31.6000
21.250
31.6000
------------------------
Name: N108
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
19.000
0.0000
19.500
2.0400
20.000
4.0800
20.500
6.1100
21.000
6.5200
21.500
6.5200
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 15.000
Warn Stage(ft): 17.000
---------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Warn Stage(ft): 21.000
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 19.000
Warn Stage(ft): 20.500
----------------------------------------------------------------------------------
Name: N109 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Group: SW 7 AVE Warn Stage(ft): 21.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 45 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
Stage(ft) Area(ac)
18.000
0.0000
19.500
0.7700
20.000
1.5300
20.500
2.3000
21.000
3.0700
21.250
3.0700
-------------------------------
Name: N110
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
17.500
0.0000
18.000
0.0000
18.500
0.5100
19.000
1.1500
19.500
1.7800
20.000
2.4200
20.500
3.3300
20.750
3.7800
21.000
4.2400
21.250
4.6900
21.500
5.1500
22.000
6.0600
22.500
6.3300
23.000
6.3300
-------------------------------
Name: N111
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
18.000
0.0000
18.500
0.1000
19.000
0.3100
19.500
0.5100
20.000
0.7200
20.500
0.9300
21.000
1.1400
21.250
1.1400
-------------------------------
Name: N112
Group: SW 7 AVE
Type: Stage/Area
-----------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 17.500
Warn Stage(ft): 22.000
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Warn Stage(ft): 21.000
---------------------
Base Flow(cfs): 0.000
Stage(ft) Area(ac)
------------------------------
17.300 0.0010
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Init Stage(ft): 17.300
Warn Stage(ft)i 22.000
Page 46 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
18.000
18.500
19.000
19.500
20.000
20.500
21.000
21.250
21.500
21.750
22.000
22.500
23.000
23.500
-------------------
Name: N113
Group: SW 7 AVE
Type: Stage/Area
0.0020
0.0500
0.1800
0.5100
0.6500
0.7800
1.6000
2.0900
2.5800
3.0800
3.5700
3.7100
3.8400
3.8400
-------------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Warn Stage(ft): 21.000
Stage(ft) Area(ac)
13.500
0.0010
17.000
0.6500
17.500
3.9200
18.000
22.2000
18.500
40.4900
19.000
58.7700
21.000
58.7700
--------------------------------------------------
Name: N114 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
14.000 9.5000
14.500 28.4700
15.000 47.4400
15.500 74.7100
16.000 101.9800
16.500 129.2500
17.000 156.5200
17.250 170.1600
17.500 183.7900
17.750 197.4300
18.000 211.0600
18.500 238.3300
19.000 265.6000
19.500 265.6000
-----------------------------------------------------
Name: N115 Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------------------
Init Stage(ft): 14.000
Warn Stage(ft): 17.000
---------------------------
-nit Stage(ft): 13.500
Warn Stage(ft): 17.000
Page 47 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
13.500 1.2300
14.000 1.2300
14.500 13.1600
15.000 25.0900
15.500 37.1800
16.000 49.2600
16.500 61.3500
16.750 67.3900
17.000 73.4300
17.250 79.4700
17.500 85.5200
18.000 97.6000
18.500 109.6900
19.000 121.7700
19.500 121.7700
-----------------------------------------------------
Name: N116 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
------------- 7-------------------
Init Stage(ft): 25.000
Warn Stage(ft): 30.000
Stage(ft) Area(ac)
------------------------------
24.000 0.0100
25.000 3.2400
26.000 3.2400
26.500 20.7400
27.000 38.2300
27.500 66.5300
28.000 94.8200
28.250 108.9700
28.500 123.1200
28.750 137.2700
29.000 151.4200
29.500 179.7100
30.000 208.0100
30.500 225.5000
31.000 243.0000
31.500 243.0000
----------------------------------------------------------
Name: N116_TC Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Time/Stage
Time(hrs) Stage(ft)
------------------------------
0.00 13.500
200.00 13.500
------------------ ------------------------------------
Name: N117 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
24.000 0.0100
25.000 1.0500
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------
Init Stage(ft): 25.000
Warn Stage(ft): 29.000
Init Stage(ft): 25.000
Warn Stage(ft): 29.000
Page 48 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
26.000
1.0500
26.500
8.8500
27.000
16.6400
27.500
27.0600
28.000
37.4900
28.250
42.7000
28.500
47.9100
28.750
53.1200
29.000
58.3400
29.500
68.7600
30.000
79.1900
30.500
86.9800
31.000
94.7700
31.500
94.7700
--------------------------------------------------------------------------------------
Name: N118 Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Group: SW 16/12 AVE Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft)
20.000
24.000
25.000
25.500
26.000
26.500
27.000
27.250
N 27.500
27.750
28.000
28.500
29.000
29.500
30.000
30.500
31.000
Area (ac)
0.1000
3.2000
3.2000
26.4000
49.6000
72.8000
96.0000
107.6000
119.2000
130.8000
142.4000
165.6000
188.8000
212.0000
235.2000
253.6000
272.0000
------------------------------------------------------------------------------------------
Name: N119 Base Flow(cfs): 0.000 Init Stage(ft): 19.500
Group: SW 16/12 AVE Warn Stage(ft): 24.000
Type: Stage/Area
STAGE STORAGE WAS MODIFIED TO ACCOUNT FOR ADDITION OF 25 ACRE LAKE
Stage(ft) Area(ac)
16.000
0.0100
19.500
25.0000
21.000
25.0000
21.500
68.4900
22.000
111.9800
22.500
155.4800
22.750
177.2200
23.000
198.9700
23.250
216.9500
23.500
234.9300
24.000
270.9000
24.500
270.9000
------------------------------------------------------------------------------------------
Streamline Technologies ICPR Model © Page 49 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: N120 Base Flow(cfs): 0.000 Init Stage(ft): 18.500
Group: SW 16/12 AVE Warn Stage(ft): 22.000
Type: Stage/Area
Stage(ft) Area(ac)
18.500 0.9700
19.000 14.4100
19.500 28.1000
20.000 41.7800
20.500 55.4600
21.000 69.1500
21.500 82.5900
21.750 89.3100
22.000 96.0300
22.250 96.0300
----------------------------------------------------------
Name: N121 Base Flow(cfs): 0.000
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
0.000 1.0000
14.500 91.6800
15.000 91.6800
15.500 114.5900
16.000 137.5100
16.500 160.4200
17.000 183.3400
17.500 206.2600
17.750 217.7200
18.000 229.1800
18.250 240.6400
18.500 252.0900
19.000 275.0100
19.500 297.9300
20.000 320.8500
20.500 343.7600
21.000 366.6800
21.500 366.6800
------------------------------------------------------ 7--
Name: N122 Base Flow(cfs): 0.000
Group: SW 26 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
14.500 75.9000
15.000 75.9000
15.500 90.6600
16.000 105.4200
16.500 120.1800
17.000 134.9300
17.500 149.6900
17.750 157.0700
18.000 164.4500
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 18.000
--------------- 7-----------
Init Stage(ft): 14.500
Warn Stage(ft): 18.000
Page 50 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
18.250
171.8300
18.500
179.2100
19.000
193.9700
19.500
208.7300
20.000
223.4800
20.500
238.2400
21.000
253.0000
21.500
253.0000
--------------------------------
Name: N123
Group: SW 26 AVE
Type: Stage/Area
Stage(ft) Area(ac)
----------------------
Base Flow(cfs): 0.000
18.500 4.9200
19.000 4.9200
19.500 4.9200
20.000 4.9200
20.500 4.9200
21.000 4.9200
21.500 42.0300
21.750 60.5800
22.000 79.1300
22.250 97.6800
22.500 116.2400
23.000 153.3400
23.500 181.2200
24.000 209.1000
24.500 209.1000
---------------------------------------------------------
Name: N124 Base Flow(cfs): 0.000
Group: SW 32 AVE
Type: Stage/Area
Stage(ft) Area(ac)
21.000 4.9200
24.000 4.9200
24.250 15.1300
24.500 25.3400
24.750 35.5500
25.000 45.7600
25.500 66.1700
26.000 86.5900
26.500 107.0100
27.000 127.4300
27.500 147.8500
28.000 168.2600
-----------------------------------------------------
Name: N125 Base Flow(cfs): 0.000
Group: SW 32 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------------
Init Stage(ft): 18.500
Warn Stage(ft): 22.000
---------------------------
Init Stage(ft): 21.000
Warn Stage(ft): 27.000
-----------------------------
Init Stage(ft): 23.000
Warn Stage(ft): 25.000
Page 51 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
23.000 82.0900
23.500 113.2000
24.000 144.3200
24.500 175.4300
25.000 206.5400
25.500 237.6600
26.000 268.7700
26.250 284.3300
26.500 299.8900
26.750 315.4400
27.000 331.0000
27.500 331.0000
------------------------------------------------------------------------------------------
Name: N126 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 21.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
11.000 2.0000
14.500 35.3000
20.000 35.3000
20.500 63.9800
21.000 101.4900
21.500 137.5200
------------------------------------------------------------------------------------------
Name: N127 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 32 AVE Warn Stage(ft): 20.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
13.500 50.4000
20.500 53.1000
------------------------------------------------------------------------------------------
Name: N129 Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 16/12 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: OUSLEY/P VLLG Base Flow(cfs): 0.000 Init Stage(ft): 14.500
Group: SW 16/12 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
8.000 2.0000
14.500 11.3900
15.000 11.3900
15.500 22.9600
16.000 34.5200
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 52 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
16.500
17.000
17.500
17.750
18.000
18.250
18.500
19.000
19.500
46.0900
57.6600
73.5000
81.4200
89.3400
97.2600
105.1800
121.0100
121.0100
-------------------------------
Name: PRO_16NOIB
Group: SW 16/12 AVE
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
10.000 0.0100
18.000 0.0500
--------------------------
Name: PRO_7NO3B
Group: SW 7 AVE
Type: Stage/Area
Stage(ft)
------------------------------
Area(ac)
10.000
0.0010
18.000
0.0010
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Warn Stage(ft): 18.000
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Warn Stage(ft): 18.000
------------------------------------------------------------------------------------------
Name: PRO_7N15B Base Flow(cfs): 0.000 Init Stage(ft): 0.000
Group: SW 7 AVE Warn Stage(ft): 0.000
Type: Stage/Area
NODE WAS ADDED TO INSTALL A CONTROL GATE TO DIVERT WATER TO THE PROPOSED 25 ACRE LAKE
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: RC —SW 7 AVE Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 7 AVE Warn Stage(ft): 19.000
Type: Time/Stage
DISCHARGE POINT (NEAR RIM CANAL) FOR SR 70 BOX CULVERT ON SW 7 AVE FLOWWAY
Time(hrs) Stage(ft)
-----------------------------=
0.00 13.400
200.00 13.400
------------------------------------------------------------------------------------------
Name: RESERVOIR Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: SW 26 AVE Warn Stage(ft): 18.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
Streamline Technologies ICPR Model © Page 53 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
8.000
75.0000
13.500
300.0000
20.000
305.0000
22.000
305.0000
----------------------------------------------------
Name: SEMINOLE COVE Base Flow(cfs): 0.000
Group: SW 7 AVE
Type: Stage/Area
Stage(ft) Area(ac)
10.000
1.0000
15.000
20.5000
15.500
22.3200
16.000
24.1300
16.500
25.9500
17.000
27.7700
17.500
31.4600
18.000
35.1500
18.250
37.0000
18.500
38.8400
18.750
40.6900
19.000
42.5400
19.500
42.5400
---------------------------
Init Stage(ft): 15.000
Warn Stage(ft): 19.000
Cross Sections =______=__ __--_=_----
Name: 16TPS-001+20
Encroachment: No
Group: SW 16/12 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 5) DITCH
BETWEEN SW 16/12 AVE "FERREL DITCH" & 26 AVE AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE
@ ALL DESIRED POINTS AND WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS
SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 16.200 0.033000
26.000 9.400 0.033000
47.000 6.700 0.033000
68.000 9.700 0.033000
108.000 20.000 0.033000
---------------------------------------------------------------------
Name: 16TPS-023+16 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 16.900 0.033000
Streamline Technologies ICPR Model © Page 54 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
14.000 9.700 0.033000
24.000 6.300 0.033000
36.000 8.800 0.033000
60.000 20.000 0.033000
---------------------------------------------------------------------
Name: 16TPS-033+00 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 5) DITCH
BETWEEN SW 16/12 AVE "FERREL DITCH" & 26 AVE AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE
@ ALL DESIRED POINTS AND WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS
SECTION DATA.
Station(ft) Elevation(ft)
------------------------------
Manning's N
---------------
0.000
18.000
0.033000
30.000
6.700
0.033000
54.000
2.700
0.033000
78.000
6.700
0.033000
108.000
18.600
0.033000
--------------------------------------------------------------------
Name:
16TPS-034+00
Group: SW 16/12 AVE
Encroachment:
No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 17.100 0.033000
12.000 11.000 0.033000
24.000 8.700 0.033000
38.000 11.000 0.033000
56.000 20.000 0.033000
---------------------------------------------------------------------
Name: 16TPS-049+00 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
20.800
0.033000
14.000
11.500
0.033000
34.000
10.800
0.033000
60.000
19.100
0.033000
------------------------------------------------------------------
Name: 16TPS-074+00 Group: SW 16/12 AVE
Streamline Technologies ICPR Model © Page 55 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS A�
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 20.800 0.033000
12.000 14.000 0.033000
26.000 14.000 0.033000
40.000 20.000 0.033000
---------------------------------------------------------------------
Name: 16TPS-074+54 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 20.800 0.033000
8.000 14.000 0.033000
16.000 14.100 0.033000
32.000 20.000 0.033000
---------------------------------------------------------------------
Name: 16TPS-086+75 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's.N
0.000,
19.100
0.033000
8.000
i4.300
0.033000
20.000
15.000
0.033000
30.000
19.700
0.033000
-----------------------------------------------
Name:
16TPS-087+80
Encroachment:
No
--------------------
Group: SW 16/12 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY'(SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 56 of 267
Craig A. South & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
0.000 22.000 0.033000
14.000 15.400 0.033000
24.000 15.400 0.033000
34.000 21.800 0.033000
---------------------------------------------------------------------
Name: 16TPS-098+48 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE = 14.7
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 21.100 0.033000
8.000 17.100 0.033000
14.000 14.800 0.033000
22.000 17.000 0.033000
38.000 21.700 0.033000
---------------------------------------------------------------------
Name: 16TPS-098+80 Group: SW 16/12 AVE
Encroachment: No
Y I I�
1111S INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 21.100 0.033000
8.000 17.100 0.033000
14.000 14.800 0.033000
22.000 17.000 0.033000
38.000 21.700 0.033000
--------------------------------------------------------------------
Name: 16TPS-107+83 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
------------ ------------------------------
0.000 22.600 0.033000
8.000 17.100 0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 57 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
24.000 17.200 0.033000
34.000 22.700 0.033000
---------------------------------------------------------------------
Name: 16TPS-126+80 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE 18.1
Station(ft) Elevation(ft) Manning's N
0.000
23.000
0.033000
10.000
18.000
0.033000
15.000
16.700
0.033000
20.000
17.800
0.033000
28.000
23.400
0.033000
---------------------------------------------------------------------
Name: 16TPS-127+30 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
23.000
0.033000
10.000
18.000
0.033000
15.000
16.700
0.033000
20.000
17.800
0.033000
28.000
23.400
0.033000
---------------------------------------------------------------------
Name: 16TPS-133+78 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS i-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft)
Elevation(ft)
Manning'sN
0.000
24.400
0.033000
14.000
18.800
0.033000
19.000
18.700
0.033000
28.000
24.300
0.033000
--------------------
Name: 16TPS-140+50
Encroachment: No
Streamline Technologies ICPR Model
Craig A. Smith & Associates
--------------------
Group: SW 16/12 AVE
Page 58 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
T�ZS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
"FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
-7:>E THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 26.300 0.033000
6.000 19.600 0.033000
12.000 17.300 0.033000
22.000 19.600 0.033000
28.000 25.200 0.033000
---------------------------------------------------------------------
Name: 16TPS-144+80 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 26.200 0.033000
10.000 20.200 0.033000
12.000 19.900 0.033000
16.000 20.800 0.033000
30.000 27.100 0.033000
---------------------------------------------------------------------
Name: 16TPS-148+75 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
28.300
0.033000
10.000
21.600
0.0330010
12.000
19.900
0.033000
18.000
21.200
0.033000
30.000
27.600
0.033000
--------------------------------------------------------------------
Name: 16TPS-153+20 Group: SW 16/12 AVE
Encroachment: No
TTiTS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
"FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
3 THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 59 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
USE IE = 22.7
Station(ft) Elevation(ft) Manning's N
0.000
29.000
0.033000
10.000
22.600
0.033000
16.000
22.600
0.033000
18.000
22.600
0.033000
26.000
27.500
0.033000
-----------------------------------------------------------------
Name: 16TPS-153+60 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.000 0.033000
.10.000 22.600 0.033000
16.000 22.600 0.033000
18.000 22.600 0.033000
26.000 27.500 0.033000
---------------------------------------------------------------------
Name: 16TPS-159+80 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE = 21.4
Station(ft) Elevation(ft) Manning's N
0.000
29.700
0.033000
8.000
23.800
0.033000
12.000
22.500
0.033000
18.000
23.100
0.033000
23.000
30.100
0.033000
--------------------------------
Name: 16TPS-160+25
Encroachment: No
--------------------
Group: SW 16/12 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS). SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE = 21.5
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 60 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------
0.000 29.700 0.033000
8.000 23.800 0.033000
12.000 22.500 0.033000
18.000 23.100 0.033000
23.000 30.100 0.033000
---------------------------------------------------------------------
Name: 16TPS-162+60 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE = 22.6
Station(ft) Elevation(ft) Manning's N
0.000
29.700
0.033000
8.000
23.800
0.033000
12.000
22.500
0.033000
18.000
23.100
0.033000
23.000
30.100
0.033000
--------------------------------------------------------------------
Name: 16TPS-163+00 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
"FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 29.700 0.033000
8.000 23.800 0.033000
12.000 22.500 0.033000
18.000 23.100 0.033000
23.000 30.100 0.033000
---------------------------------------------------------------------
Name: 16TPS-169+68 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
32.200
0.033000
10.000
25.100
0.033000
12.000
24.100
0.033000
16.000
25.100
0.033000
Streamline Technologies ICPR Model © Page 61 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
24.000 30.400 0.033000
--------------------------------------------------------------------
Name: 16TPS-174+34 Group:SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
32.500
0.033000
8.000
26.600
0.033000
14.000
25.300
0.033000
18.000
26.500
0.033000
24.000
31.500
0.033000
---------------------------------------------------------------------
Name: 16TPS-179+60 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE = 25.5
Station(ft)
Elevation(ft)
Manning's N
0.000
31.900
0.033000
7.000
27.100
0.033000
12.000
25.900
0.033000
16.000
27.400
0.033000
23.000
31.700
0.033000
---------------------------------------
Name: 16TPS-180+00 Group -
SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft)
Elevation(ft)
Manning's N
0.000
31.900
0.033000
7.000
27.100
0.033000
12.000
25.900
0.033000
16.000
27.400
0.033000
23.000
31.700
0.033000
-----------------------------------------
Name: 16TPS-188+14
Encroachment: No
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-------------------
Group: SW 16/12 AVE
Page 62 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
7T S INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
"FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
'-E THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
US IE = 27.5
Station(ft) Elevation(ft) Manning's N
0.000
31.200
0.033000
7.000
27.000
0.033000
14.000
25.700
0.033000
16.000
21.100
0.033000
26.000
32.100
0.033000
---------------------------------------------------------------
Name: 16TPS-186+34 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS.TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
US IE = 27.2
Station(ft) Elevation(ft) Manning's N
0.000 31.200 0.033000
7.000 27.000 0.033000
14.000 25.700 0.033000
16.000 21.100 0.033000
26.000 32.100 0.033000
---------------------------------------------------------------------
Name: 16TPS-169+50 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
US IE = 26.0
Station(ft) Elevation(ft)
0.000 31.200
7.000 27.000
14.000 25.700
16.000 21.100
26.000 32.100
------------------------------------
Name: 16TPS-190+00
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
0.033000
-----------------------
Group: SW 16/12 AVE
THI49 INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
"FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 63 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
US IE = 26.3
Station(ft) Elevation(ft) Manning's N
0.000
31.200
0.033000
7.000
27.000
0.033000
14.000
25.700
0.033000
16.000
21.100
0.033000
26.000
32.100
0.033000
--------------------------------
Name: 16TPS-192+70
Encroachment: No
----------------------
Group: SW 16/12 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 31.200 0.033000
7.000 27.000 0.033000
14.000 25.700 0.033000
16.000 21.100 0.033000
26.000 32.100 0.033000
---------------------------------------------------------------------
Name: 16TPS-193+30 Group: SW 16/12 AVE
Encroachment: No C
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 31.200 0.033000
7.000 27.000 0.033000
14.000 25.700 0.033000
16.000 25.700 0.033000
26.000 32.100 0.033000
--------------------------------------------------------------------
Name: 16TPS-196+00 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12,
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 32.400 0.033000
8.000 26.900 0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 64 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
16.000 25.800 0.033000
20.000 26.900 0.033000
28.000 31.900 0.033000
-----------------------------------------------------------------
Name: 16TPS-196+60 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 32.400 0.033000
8.000 26.900 0.033000
16.000 25.800 0.033000
20.000 26.900 0.033000
28.000 31.900 0.033000
---------------------------------------------------------------------
Name: 16TPS-199+45 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 32.000 0.033000
9.000 29.400 0.033000
16.000 25.700 0.033000
18.000 27.200 0.033000
24.000 31.400 0.033000
---------------------------------------------------------------------
Name: 16TPS-200+00 Group: SW 16/12 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 32.000 0.033000
9.000 29.400 0.033000
16.000 25.700 0.033000
18.000 27.200 0.033000
24.000 31.400 0.033000
---------------------------------------------------------------------
a Name: 16TPS-205+33 Group: SW 16/12 AVE
Encroachment: No
Streamline Technologies ICPR Model © Page 65 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENTS 1-4) SW 16/12
AVE "FERREL DITCH" & S PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND
WERE THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
31.900
.0.033000
6.000
27.000
0.033000
16.000
26.600
0.033000
24.000
31.000
0.033000
------------------------------------------------------------------
Name: 26TPS-000+OOS Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6A) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 18.600 0.033000
12.000 6.700 0.033000
36.000 2.200 0.033000
62.000 7.200 0.033000
92.000 17.700 0.033006
---------------------------------------------------------------------
Name: 26TPS-003+36N Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 18.200 0.033000
10.000 12.200 0.033000
20.000 8.900 0.033000
34.000 12.400 0.033000
44.000 19.800 0.033000
---------------------------------------------------------------------
Name: 26TPS-004+OON Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS.SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.700 0.033000
10.000 12.300 0.033000
20.000 8.500 0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 66 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
34.000 12.400 0.033000
44.000 19.100 0.033000
-------------------------------------------------------------------
Name: 26TPS-006+28S Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6A) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
17.000
0.033000
20.000
7.200
0.033000
44.000
4.700
0.033000
74.000
10.700
0.033000
90.000
16.100
0.033000
-----------------------------------------------------------------
Name: 26TPS-011+54N Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 20.700 0.033000
10.000 12.300 0.033000
15.000 12.300 0.033000
20.000 12.400 0.033000
28.000 19.100 0.033000
---------------------------------------------------------------------
Name: 26TPS-026+50N Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
19.100
0.033000
20.000
12.800
0.033000
26.000
11.900
0.033000
27.000
12.400
0.033000
66.000
20.500
0.033000
-----------------------------------------------------------------
Name: 26TPS-027+08N Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
::=PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
11WMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 67 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
0.000 20.500 0.033000
22.000 10.500 0.033000
26.000 7.500 0.033000
30.000 10.500 0.033000
66.000 21.400 0.033000
---------------------------------------------------------------------
Name: 26TPS-045+76N Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
20.500
0.033000
18.000
10.500
0.033000
30.000
7.500
0.033000
48.000
10.500
0.033000
74.000
21.400
0.033000
-----------------------------------------------------------
Name: 26TPS-046+20N Group: SW 26 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft)
0.000
18.000
30.000
48.000
74.000
Elevation(ft)
20.500
10.500
7.500
10.500
21.400
------- -------------------------
Name: 26TPS-052+26N
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
0.033000
----------------------------------
Group: SW 26 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 6B) SW 26 AVE
AS PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE THEREFORE
ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
20.500
0.033000
18.000
10.500
0.033000
30.000
7.500
0.033000
48.000
10.500
0.033000
74.000
21.400
0.033000
---------------------------------------------------------------------
Streamline Technologies ICPR Model © Page 68 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: GB CANAL X-01
Encroachment: No
T WEST OF SW 16/12 AVE FLOWWAY
Station(ft) Elevation(ft) Manning's N
0.000
20.000
0.033000
26.000
8.800
0.033000
52.000
6.300
0.033000
78.000
9.700
0.033000
108.000
20.000
0.033000
---------------------------
Name: GB CANAL X-02
Encroachment: No
JUST EAST OF SW 26 AVE FLOWWAY
Station(ft) Elevation(ft) Manning's N
Group: SW 16/12 AVE
--------------------
Group: SW 16/12 AVE
0.000
18.000
0.033000
30.000
6.700
0.033000
54.000
2.700
0.033000
78.000
6.700
0.033000
106.000
18.600
0.033000
---------------------------------------------------------------------
Name:
NDR1
Group: SW 7 AVE
Encroachment:
No
k
Station(ft) Elevation(ft)
Manning's N
------------------------------
0.000
---------------
20.000
0.035000
8.000
15.600
0.035000
16.000
19.710
0.035000
---------------------------------------------------------------------
Name:
NDR2
Group: SW 7 AVE
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
0.000
---------------
20.500
0.035000
8.000
16.000
0.035000
16.000
19.500
0.035000
---------------------------------------------------------------------
Name:
NDR3
Group: SW 7 AVE
Encroachment:
No
Station(ft)
---------------
Elevation(ft)
Manning's N
0.000
------------------------------
19.680
0.035000
6.000
16.500
0.035000
12.000
19.800
0.035000
Streamline Technologies ICPR Model © Page 69 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------------------------------
Name: NDR4 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.000 0.035000
8.000 16.900 0.035000
16.000 19.300 0.035000
---------------------------------------------------------------------
Name: NDRS Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
--------------------------------------------
0.000 19.700 0.035000
5.000 16.600 0.035000
10.000 19.200 0.035000
----------------------------------------------------------------
Name: NDR6 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 19.700 0.035000
5.000 16.600 0.035000
10.000 19.200 0.035000
----------------------------------------------------------------
Name: NDR7 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft)
0.000 20.600
12.000 16.900
18.000 19.200
---------------------------------
Name: NDR8
Encroachment: No
Manning's N
------------
0.035000
0.035000
0.035000
-----------------------------
Group: SW 7 AVE
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.800 0.035000
11.000 16.600 0.035000
18.000 18.880 0.035000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 70 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
-----------------------------------------------------------------
Name: NWR1 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.660 0.035000
14.000 16.940 0.035000
22.000 20.600 0.035000
---------------------------------------------------------------------
Name: NWR2 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.600 0.035000
12.000 17.170 0.035000
19.000 20.400 0.035000
---------------------------------------------------------------------
Name: NWR3 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.220 0.035000
9.000 16.870 0.035000
16.000 19.850 0.035000
---------------------------------------------------------------------
Name: NWR4 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.600 0.035000
10.000 17.000 0.035000
17.000 19.640 0.035000
---------------------------------------------------------------------
Name: NWRS Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 19.850 0.035000
9.000 17.390 0.035000
14.000 19.540 0.035000
---------------------------------------------------------------------
Name: NWR6 Group: SW 7 AVE
Encroachment: No
Streamline Technologies ICPR Model © Page 71 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.800 0.035000
12.000 17.590 0.035000
20.000 20.000 0.035000
---------------------------------------------------------------------
Name: NWR7 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.160 0.035000
10.000 17.200 0.035000
15.000 19.700 0.035000
---------------------------------------------------------------------
Name: NWRB Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.300 0.035000
10.000 17.900 0.035000
15.000 19.400 0.035000
---------------------------------------------------------------------
Name: PRO_TPS-073+50 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAWDOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=16
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.400 0.050000
15.000 14.500 0.050000
20.000 14.500 0.050000
30.000 21.600 0.050000
----------------------------------------------------------------
Name: R1_10+22.80 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
8.700 17.600 0.050000
20.700 12.160 0.050000
34.000 10.940 0.050000
40.000 16.580 0.050000
-----------------------------------------------------------------
Name: R1_14+21.72 Group: SW 7 AVE
Encroachment: No
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 72 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
4.300 18.000 0.050000
15.500 10.770 0.050000
38.500 12.100 0.050000
48.600 19.370 0.050000
---------------------------------------------------------------------
Name: R1_17+19.49 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
3.800 18.280 0.050000
20.400 10.630 0.050000
34.500 10.910 0.050000
48.400 20.740 0.050000
---------------------------------------------------------=-----------
Name: R1_22+64.21 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
3.700 17.220 0.050000
17.300 11.290 0.050000
35.200 10.010 0.050000
47.300 17.500 0.050000
----------------------------------------------------------------
Name: R1_27+85.24 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
7.700 17.330
0.050000
14.500 11.580
0.050000
36.900 10.450
0.050000
48.000 16.590
0.050000
---------------------------------------------------------------------
Name: R1_32+88.13
Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
9.400 16.070
0.050000
17.200 11.130
0.050000
38.000 11.970
0.050000
44.800 17.220
0.050000
------------------------------------------------------------------
Name: R1_38+44.46
Group: SW 7 AVE
Encroachment: No
Streamline Technologies ICPR Model ©
Page 73 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft)
16.300 16.860
21.500 10.230
42.000 11.700
48.400 16.080
--------------------------------
Name: R1_38+64.32
Encroachment: No
Manning's N
------------
0.050000
0.050000
0.050000
0.050000
---------------------------------
Group: SW 7 AVE
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
16.000 16.860 0.050000
21.300 10.230 0.050000
56.100 11.280 0.050000
61.700 16.240 0.050000
---------------------------------------------------------------------
Name: R1_38+64.32 mod Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
16.000 16.860 0.050000
21.300 10.230 0.050000
55.050 10.230 0.050000
61.700 16.240 0.050000
----------------------------------------------------------------
Name: R1_42+03.00 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
9.800 16.590 0.050000
19.100 10.360 0.050000
38.200 8.430 0.050000
59.300 11.490 0.050000
68.600 15.320 0.050000
---------------------------------------------------------------------
Name: R1_45+35.76 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
11.200 16.590 0.050000
21.400 10.360 0.050000
60.400 10.670 0.050000
67.000 15.160 0.050000
---------------------------------------------------------------------
Name: R1_47+12.26 Group: SW 7 AVE
Streamline Technologies ICPR Model
Craig A. South & Associates
Page 74 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Encroachment: No
Station(ft) Elevation(ft) Manning's N
11.900 18.740 0.050000
22.400 10.600 0.050000
38.500 11.060 0.050000
48.100 16.900 0.050000
-----------------------------------------------
Name: R1_51+32.97
Encroachment: No
Station(ft) Elevation(ft) Manning's N
3.100 19.140 0.050000
17.300 11.350 0.050000
34.200 11.790 0.050000
45.700 16.690 0.050000
-----------------------------------------------
Name: R1_56+63.89
Encroachment: No
Station(ft) Elevation(ft) Manning's N
5.700 19.020 0.050000
15.900 11.410 0.050000
32.800 11.740 0.050000
42.300 16.380 0.050000
----------------------------------------------
Name: R1_56+86.81
Encroachment: No
Station(ft) Elevation(ft) Manning's N
5.900
19.020
0.050000
15.900
11.410
0.050000
48.000
11.770
0.050000
57.600
16.130
0.050000
------------------------------------------------
Name:
R1_59+94.34
Encroachment:
No
Station(ft) Elevation(ft) Manning's N
8.100 18.080
0.050000
15.800 10.800
0.050000
64.000 10.950
0.050000
71.700 16.070
0.050000
---------------------------------------------
Name: R1_65+97.58
Streamline Technologies ICPR Model
Craig A. Smith & Associates
--------------------
Group: SW 7 AVE
--------------------
Group: SW 7 AVE
--------------------
Group: SW 7 AVE
--------------------
Group: SW 7 AVE
--------------------
Group: SW 7 AVE
Page 75 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
11.500 19.020 0.050000
18.500 11.450 0.050000
61.400 11.640 0.050000
67.800 16.960 0.050000
---------------------------------------------------------------------
Name: R1_66+68.49 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
14.200 17.930 0.050000
23.900 10.720 0.050000
44.700 10.680 0.050000
54.500 15.530 0.050000
---------------------------------------------------------------------
Name: R1_72+24.59 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
1.500 19.780 0.050000
12.300 11.910 0.050000
24.900 11.890 0.050000
39.000 19.250 0.050000
---------------------------------------------------------------------
Name: R1_79+51+98 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
4.900- 20.070 0.050000
15.900 11.840 0.050000
25.200 12.550 0.050000
33.600 19.900 0.050000
------------------ --------------------------------------------------
Name: R2_10+10.47 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
22.300 13.420 0.033000
40.200 5.200 0.033000
57.100 4.730 0.033000
76.500 6.520 0.033000
93.600 13.170 0.033000
---------------------------------------------------------------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 76 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: R2_11+39.30
Encroachment: No
Group: SW 26 AVE
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
28.000 13.130 0.033000
37.900 5.370 0.033000
57.400 5.180 0.033000
78.000 5.860 0.033000
90.700 11.880 0.033000
---------------------------------------------------------------------
Name: R2_16+68.26 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
21.400 13.070 0.033000
38.000 5.060 0.033000
60.100 4.350 0.033000
62.100 6.200 0.033000
97.000 11.580 0.033000
---------------------------------------------------------------------
Name: R2_21+66.95 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
21.500 13.850 0.033000
36.100 5.000 0.033000
50.400 4.960 0.033000
77.200 7.020 0.033000
94.700 12.170 0.033000
---------------------------------------------------------------------
Name: R2_27+49.88 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
25.200 12.450 0.033000
36.200 5.460 0.033000
52.400 4.920 0.033000
73.100 5.730 0.033000
82.600 11.410 0.033000
---------------------------------------------------------------------
Name: R2_31+84.12 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
------------------------------------------
30.700 13.760 0.033000
46.000 6.460 0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 77 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
65.800 4.590 0.033000
81.500 5.850 0.033000
95.000 10.620 0.033000
---------------------------------------------------------------------
Name: R2_36+85.00 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
44.800 14.850 0.033000
62.700 7.870 0.033000
89.900 2.690 0.033000
110.900 6.980 0.033000
137.900 15.020 0.033000
---------------------------------------------------------------------
Name: R3_10+19.34 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft)
2.900 18.890
16.600 10.840
63.500 10.840
76.000 19.220
-------------------------------
Name: R3_15+20.56
Encroachment: No
Manning's N
------------
0.033000
0.033000
0.033000
0.033000
----------------------------------
Group: SW 26 AVE
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
10.300 19.980 0.033000
23.600 9.240 0.033000
44.200 7.650 0.033000
61.100 9.900 0.033000
73.900 19.290 0.033000
-----------------------------------------------------------------
Name: R3_20+48.00 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
6.800 16.340 0.033000
16.200 9.490 0.033000
44.300 5.880 0.033000
58.800 9.180 0.033000
75.600 21.140 0.033000
---------------------------------------------------------------------
Name: R3_25+38.02 Group: SW 26 AVE
Encroachment: No
Streamline Technologies ICPR Model 4 Page 78 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
6.500 18.560 0.033000
21.000 11.210 0.033000
45.300 8.820 0.033000
55.800 10.930 0.033000
71.700 22.380 0.033000
---------------------------------------------------------------------
Name: R3_25+66.89 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
7.700 17.340 0.070000
17.800 12.500 0.070000
26.200 12.640 0.070000
43.300 21.650 0.070000
---------------------------------------------------------------------
Name: R3_29+40.51 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
9.000 19.810 0.070000
17.000 12.880 0.070000
27.300 13.500 0.070000
36.500 20.640 0.070000
---------------------------------------------------------------------
Name: R3_29+85.53 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
8.600 19.450 0.033000
16.800 15.130 0.033000
27.000 15.330 0.033000
33.900 19.870 0.033000
---------------------------------------------------------------------
Name: R3_30+66.89 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
9.800 19.400 0.033000
19.000 14.380 0.033000
27.300 14.710 0.033000
38.000 20.380 0.033000
---------------------------------------------------------------------
Name: R3_35+63.96 Group: SW 26 AVE
Encroachment: No
Streamline Technologies ICPR Model © Page 79 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
12.500 19.830 0.033000
22.000 15.230 0.033000
32.000 15.650 0..033000
40.600 20.050 0.033000
---------------------------------------------------------------------
Name: R3_40+48.18 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
3.400 21.440 0.033000
16.600 15.780 0.033000
33.100 15.420 0.033000
39.400 18.350 0.033000
-----------------------------------------------------------------
Name: R3_45+38.68 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
1.200 22.760 0.033000
20.900 16.270 0.033000
28.800 15.970 0.033000
36.600 19.180 0.033000
---------------------------------------------------------------------
Name: R3_50+13.18 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
2.500 21.610 0.033000
13.900 16.570 0.033000
25.500 16.290 0.033000
34.400 19.400 0.033000
-----------------------------------------------------------------
Name: R3_56+17.08 Group: SW 26 AVE
Encroachment: No
Station(ft) ' Elevation(ft) Manning's N
---------------------------------------------
8.800 22.370 0.033000
15.600 17.370 0.033000
26.100 17.600 0.033000
35.000 22.850 0.033000
-----------------------------------------------------------------
Name: R3_61+02.80 Group: SW 26 AVE
Encroachment: No
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 80 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
-------------------------------------------
6.400 24.510 0.033000
16.700 18.730 0.033000
26.900 18.380 0.033000
38.700 22.960 0.033000
---------------------------------------------------------------------
Name: R3_64+42.43 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
12.700
23.610
0.033000
17.100
18.770
0.033000
30.000
18.710
0.033000
36.400
23.510
0.033000
---------------------------------------------------------------
Name: R3_68+91.38 Group: SW 26 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
5.400
23.650
0.033000
13.600
19.060
0.033000
22.900
18.840
0.033000
31.000
23.000
0.033000
---------------------------------------------------------------------
Name:
R4_010+36.34
Group: SW 32 AVE
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
16.200
---------------
14.870
0.033000
22.100
10.810
0.033000
40.900
5.720
0.033000
67.700
10.480
0.033000
80.500
16.940
0.033000
-----------------------------------------------------------------
Name: R4_016+28.68 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
14.400
14.940
0.033000
21.700
11.100
0.033000
36.700
5.480
0.033000
60.100
10.340
0.033000
72.900
16.450
0.033000
------------------------------------------------------------------
Name: R4_021+08.56 Group: SW 32 AVE
Encroachment: No
Streamline Technologies ICPR Model © Page 81 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
17.100 17.160 0.033000
25.700 10.840 0.033000
56.300 10.920 0.033000
58.600 14.420 0.033000
-----------------------------------------------------------------
Name: R4_021+17.67 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
25.200 16.240 0.033000
31.000 10.850 0.033000
44.100 10.850 0.033000
50.700 16.390 0.033000
---------------------------------------------------------------------
Name: R4_021+60.06 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
18.600 15.890 0.033000
27.100 10.460 0.033000
43.900 10.150 0.033000
49.000 15.870 0.033000
---------------------------------------------------------------------
Name: R4_021+76.18 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
13.400 16.320 0.033000
19.100 10.980 0.033000
36.400 8.250 0.033000
52.800 10.500 0.033000
60.900 17.540 0.033000
----------------------------------------------------------------=
Name: R4_023+97.28 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
11.000 15.910 0.033000
17.900 11.210 0.033000
38.100 8.800 0.033000
52.400 10.730 0.033000
65.700 17.000 0.033000
---------------------------------------------------------------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 82 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
k
Name: R4_028+95.76
Encroachment: No
Station(ft) Elevation(ft) Manning's N
9.700
16.080
0.033000
20.600
9.740
0.033000
40.300
8.850
0.033000
53.400
11.040
0.033000
67.200
15.980
0.033000
----------------------------------------
Name: R4_034+08.34
Encroachment: No
Station(ft) Elevation(ft) Manning's N
8.700
15.710
0.033000
15.900
8.980
0.033000
36.300
4.780
0.033000
56.400
10.470
0.033000
66.200
15.310
0.033000
Group: SW 32 AVE
--------------------
Group: SW 32 AVE
-----------------------------------------------------------------
Name: R4_039+25.16 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
10.300
16.470
0.033000
20.200
10.570
0.033000
31.200
6.830
0.033000
57.000
10.840
0.033000
63.000
16.020
0.033000
-----------------------------------------------------------------
Name: R4_044+53.40 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
0.800 16.490 0.033000
24.600 11.580 0.033000
50.500 11.660 0.033000
70.500 15.770 0.033000
---------------------------------------------------------------------
Name: R4_049+51.91 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
8.100 18.870 0.033000
22.700 11.560 0.033000
44.600 11.540 0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 83 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
56.600 18.020 0.033000
-----------------------------
Name: R4_054+54.24 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
8.800 19.440
0.033000
21.300 11.860
0.033000
41.200 11.590
0.033000
53.400 17.220
0.033000
---------------------------------------------------------------------
Name: R4_057+83.34
Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
10.600 16.750
0.033000
25.100 12.120
0.033000
43.500 11.940
0.033000
52.400 15.400
0.033000
---------------------------------------------------------------------
Name: R4_057+98.33
Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
13.800 17.040
0.033000
29.600 11.930
0.033000
38.600 12.050
0.033000
50.100 16.530
0.033000
---------------------------------------------------------------------
Name: R4_058+42.42
Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
10.300 18.290
0.033000
27.200 11.960
0.033000
35.500 11.730
0.033000
46.600 17.560
0.033000
---------------------------------------------------------------------
Name: R4_058+55.67
Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
7.300 18.010
0.033000
20.800 11.940
0.033000
42.500 12.240
0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
(4
Page 84 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
50.800 16.710 0.033000
-------------------------------------------------------------------
Name: R4_059+28.57 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
5.400 19.380 0.033000
20.300 13.780 0.033000
40.400 11.630 0.033000
55.400 17.950 0.033000
---------------------------------------------------------------------
Name: R4_064+57.24 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
4.800
19.620
0.033000
17.800
9.530
0.033000
40.100
10.190
0.033000
53.900
18.460
0.033000
---------------------------------------------------------------
Name: R4_069+82.26 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
7.300 19.770 0.033000
19.700 9.580 0.033000
26.500 8.150 0.033000
40.400 9.870 0.033000
52.800 19.180 0.033000
---------------------------------------------------------------------
Name: R4_075+27.11 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
------------------------------ --
7.800 21.120
19.300 9.480
45.600 11.410
55.900 19.470
----------------------------------
Name: R4_080+25.17
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
-----------------------------
Group: SW 32 AVE
Station(ft) Elevation(ft) Manning's N
11.000 20.710 0.033000
24.700 10.680 0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 85 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
34.400 8.370 0.033000
45.900 10.930 0.033000
61.000 21.270 0.033000
---------------------------------------------------------------------
Name: R4_082+92.21 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
18.800 21.800 0.033000
31.100 12.080 0.033000
53.200 11.880 0.033000
70.600 20.390 0.033000
---------------------------------------------------------------------
Name: R4_083+30.92 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
20.500 21.210 0.033000
30.900 12.440 0.033000
52.500 12.470 0.033000
6B.300 20.060 0.033000
---------------------------------------------------------------------
Name: R4_084+24.66 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
15.100 19.930 0.033000
28.400 12.440 0.033000
56.900 11.600 0.033000
67.500 21.060 0.033000
---------------------------------------------------------------------
Name: R4_084+47.92 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
14.800 19.930
27.500 12.440
69.300 11.400
78.000 18.410
------------------ ---------------
Name: R4_085+44.67
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
14.000 19.930 0.033000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------
Group: SW 32 AVE
Page 86 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
24.000
11.440
0.033000
70.300
10.910
0.033000
78.000
19.780
0.033000
---------------------------------------------------------------------
Name:
R4_091+17.97
Group: SW 32 AVE
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
18.300
---------------
20.390
0.033000
30.700
10.270
0.033000
53.500
6.760
0.033000
69.700
10.740
0.033000
80.300
19.970
0.033000
---------------------------------------------------------------------
Name:
R4_095+52.53
Group: SW 32 AVE
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
19.200
---------------
21.520
0.033000
33.300
12.760
0.033000
38.600
12.110
0.033000
53.100
20.080
0.033000
---------------------------------------------------------------------
Name:
R4_095+97.80
Group: SW 32 AVE
Encroachment:
No
Station(ft) Elevation(ft)
------------------------------ --
16.800 20.570
32.600 13.680
37.300 13.450
44.800 19.050
----------------------------------
Name: R4_096+23.79
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
---------------------------------
Group: SW 32 AVE
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
16.600 21.670 0.033000
29.900 12.860 0.033000
37.300 12.940 0.033000
39.700 16.210 0.033000
41.200 19.200 0.033000
-----------------------------------------------------------------
Name: R4_100+91.96 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR Model © Page 87 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
24.000
11.440
0.033000
70.300
10.910
0.033000
78.000
19.780
0.033000
---------------------------------------------------------------------
Name:
R4_091+17.97
Group: SW 32 AVE
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
18.300
---------------
20.390
0.033000
30.700
10.270
0.033000
53.500
6.760
0.033000
69.700
10.740
0.033000
80.300
19.970
0.033000
---------------------------------------------------------------------
Name:
R4_095+52.53
Group: SW 32 AVE
Encroachment:
No
Station(ft) Elevation(ft) Manning's N
19.200 21.520 0.033000
33.300 12.760 0.033000
38.600 12.110 0.033000
53.100 20.080 0.033000
---------------------------------------------------------------------
Name: R4_095+97.80 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
16.800 20.570 0.033000
32.600 13.680 0.033000
37.300 13.450 0.033000
44.800 19.050 0.033000
---------------------------------------------------------------------
Name: R4_096+23.79 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
16.600 21.670 0.033000
29.900 12.860 0.033000
37.300 12.940 0.033000
39.700 16.210 0.033000
41.200 19.200 0.033000
---------------------------------------------------------------------
Name: R4_100+91.96 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR Model © Page 87 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
16.300 22.260
31.600 13.060
40.900 13.060
52.300 18.950
---------------------
Name: R4_106+32.93
Encroachment: No
Station(ft) Elevation(ft)
11.700 23.730
27.900 13.320
38.600 13.540
46.600 19.110
-----------------------------------
Name: R4_111+68.98
Encroachment: No
------------
0.033000
0.033000
0.033000
0.033000
------------
Manning's N
0.033000
0.033000
0.033000
0.033000
--------------------
Group: SW 32 AVE
--------------------
Group: SW 32 AVE
Station(ft) Elevation(ft) Manning's N
-------------------------------------------
7.800 23.360 0.033000
28.200 14.050 0.033000
38.200 14.320 0.033000
45.300 21.480 0.033000
-------------------------------------------------------------------
Name: R4_117+10.73 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
6.000 24.920 0.033000
23.200 15.960 0.033000
38.000 14.670 0.033000
49.500 24.990 0.033000
---------------------------------------------------------------------
Name: R4_122+59.02 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
8.100 25.270
21.900 16.820
42.100 15.780
60.800 23.670
----------------------------------
Name: R4_123+85.24
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
-----------------------------
Group: SW 32 AVE
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR Model © Page 88 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------
20.900 25.210
F 29.800 20.250
50.700 20.930
59.500 25.160
--------------------------------
Name: R4_129+46.94
Encroachment: No
0.033000
0.033000
0.033000
0.033000
---------------------------------
Group: SW 32 AVE
Station(ft) Elevation(ft) Manning's N
7.100 27.760 0.033000
24.400 17.250 0.033000
39.400 17.370 0.033000
59.600 26.140 0.033000
---------------------------------------------------------------------
Name: R4_134+94.74 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
0.600
27.420
0.033000
19.000
17.280
0.033000
33.900
17.330
0.033000
49.000
24.550
0.033000
------------------------------------------------------------------
Name: R4_139+73.36 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft)
------------------------------ -
3.700 28.100
26.600 17.960
41.300 18.010
53.600 27.020
---------------------------------
Name: R4_142+78.00
Encroachment: No
Station(ft) Elevation(ft)
------------------------------ ---
27.400 22.390
36.400 16.090
52.000 16.230
63.800 24.580
-----------------------------------
Name: R4_145+79.32
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
-------------------------------
Group: SW 32 AVE
Manning's N
0.033000
0.033000
0.033000
0.033000
----------------------
Group: SW 32 AVE
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR Model © Page 89 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------
11.600 24.320 0.033000
26.800 16.950 0.033000
35.500 16.590 0.033000
56.000 26.070 0.033000
---------------------------------------------------------------------
Name: R4_149+83.52 Group: SW 32 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
8.800 25.310 0.033000
37.100 17.900 0.033000
47.200 17.630 0.033000
52.900 23.460 0.033000
---------------------------------------------------------------------
Name: SDR1 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft)
0.000 20.000
5.000 17.500
10.000 20.000
-----------------------------------
Name: SDR2
Encroachment: No
Station(ft) Elevation(ft)
0.000 18.600
5.000 18.000
10.000 19.500
-------------------------------
Name: SWR1
Encroachment: No
Manning's N
0.050000
0.050000
0.050000
---------------------------------
Group: SW 7 AVE
Manning's N
0.050000
0.050000
0.050000
---------------------------------
Group: SW 7 AVE
Station(ft) Elevation(ft) Manning's N
0.000 21.000 0.050000
6.000 17.400 0.050000
12.000 20.700 0.050000
----------------------------------------------
Name: SWR2
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.160 0.050000
6.000 17.330 0.050000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------
Group: SW 7 AVE
Page 90 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
12.000 20.310 0.050000
------------------------------------------------------------------
Name: SWR3 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft)
------------------------------ --
0.000 19.990
5.000 17.220
10.000 20.240
----------------------------------
Name: SWR4
Encroachment: No
Manning's N
0.050000
0.050000
0.050000
---------------------------------
Group: SW 7 AVE
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 19.590 0.050000
9.000 18.340 0.050000
15.000 19.750 0.050000
---------------------------------------------------------------------
Name: SWR5 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
------------------------------------------
0.000 19.600 0.050000
7.000 17.560 0.050000
17.000 20.370 0.050000
---------------------------------------------------------------------
Name: SWR6 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 19.700 0.050000
7.000 17.680 0.050000
17.000 20.250 0.050000
----------------------------------------------------------------
Name: SWR7 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 19.700 0.050000
5.000 18.510 0.050000
10.000 19.500 0.050000
------------------------------------------------------------------
Name: SWR8 Group: SW 7 AVE
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 91 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 21.000 0.050000
5.000 19.990 0.050000
10.000 20.400 0.050000
----------------------------------------------------------------
Name: SWR9 Group: SW 7 AVE
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 21.000 0.050000
5.000 19.460 0.050000
10.000 20.230 0.050000
---------------------------------------------------------------
Name: TPS-001+30 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.600 0.050000
10.000 26.700 0.050000
16.000 26.700 0.050000
22.000 30.000 0.050000
---------------------------------------------------------------------
Name: TPS-002+84 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft)
Elevation(ft)
---------------
Manning's N
---------------
0.000
---------------
29.600
0.050000
10.000
26.400
0.050000
16.000
26.400
0.050000
22.000
30.000
0.050000
--------------------------------------------------------------------
Name: TPS-003+25 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL.SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL,DESIRED POINTS AND WERE.
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 29.600 0.050000
10.000 26.000 0.050000
16.000 26.000 0.050000
Streamline Technologies ICPR Model © Page 92 of 267,
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
22.000 30.000 0.050000
-----------------------------------------------------------------
Name: TPS-005+30 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.600 0.050000
10.000 25.300 0.050000
16.000 25.300 0.050000
22.000 30.000 0.050000
--------------------------------------------------- 7-----------------
Name: TPS-005+70 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
29.600
0.050000
10.000
25.300
0.050000
16.000
25.300
0.050000
22.000
30.000
0.050000
------------------------------------------------------------------
Name: TPS-007+10 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 29.600 0.050000
10.000 25.300 0.050000
16.000 25.300 0.050000
22.000 30.000 0.050000
----------------------------------------------------------------
Name: TPS-007+60 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
29.600
0.050000
10.000
25.300
0.050000
16.000
25.300
0.050000
22.000
30.000
0.050000
------------------------------------------------------------------
Name: TPS-010+80 Group: SW 7 AVE
Encroachment: No
Streamline Technologies ICPR Model © Page 93 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2_
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.600 0.050000
10.000 25.500 0.050000
16.000 25.100 0.050000
28.000 30.000 0.050000
---------------------------------------------------------------------
Name: TPS-011+18 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.600 0.050000
10.000 25.500 0.050000
16.000 25.100 0.050000
28.000 30.000 0.050000
---------------------------------------------------------------------
Name: TPS-015+30 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 29.600 0.050000
8.000 25.300 0.050000
14.000 24.000 0.050000
20.000 25.300 0.050000
30.000 29.600 0.050000
---------------------------------------------------------------------
Name: TPS-016+10 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------.
0.000 29.600 0.050000
8.000 25.300 0.050000
14.000 24.000 0.050000
20.000 25.300 0.050000
30.000 29.600 0.050000
Name: TPS-019+50 Group: SW 7 AVE
Encroachment: No
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 94 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
TT & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
PIT--,REFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft)
------------------------------
0.000 29.600
8.000 25.300
14.000 24.000
20.000 25.300
30.000 29.600
-------------------------------
Name: TPS-020+60
Encroachment: No
Manning's N
0.050000
0.050000
0.050000
0.050000
0.050000
Group: SW 7 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.000 0.050000
20.000 24.500 0.050000
24.000 24.500 0.050000
32.000 29.000 0.050000
---------------------------------------------------------------------
Name: TPS-021+26 Group: SW 7 AVE
Encroachment: No
T TS
INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
& SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
REFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 29.000 0.050000
20.000 24.500 0.050000
24.000 24.500 0.050000
32.000 29.000 0.050000
---------------------------------------------------------------------
Name: TPS-021+50 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft)
------------------------------
0.000
29.000
12.000
24.200
24.000
24.200
30.000
29.000
------------------------------
Name: TPS-023+00
Encroachment: No
Manning's N
0.050000
0.050000
0.050000
0.050000
---------------------------
Group: SW 7 AVE
1 Ts INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
c& SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
IIREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 95 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft)
0.000 29.000
12.000 24.200
24.000 24.200
30.000 29.000
-------------------------------
Name: TPS-023+70
Encroachment: No
Manning's N
0.050000
0.050000
0.050000
0.050000
-------------------------------
Group: SW 7 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.000 0.050000
12.000 23.600 0.050000
24.000 23.600 0.050000
30.000 29.000 0.050000
---------------------------------------------------------------------
Name: TPS-024+20 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.000 0.0500.00 t 6
12.000 23.600 0.050000 _
24.000 23.600 0.050000
30.000 29.000 0.050000
---------------------------------------------------------------------
Name: TPS-024+50 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.000 0,050000
12.000 23.600 .0.050000
24.000 23.600 0.050000
30.000 29.000 0.050000
-----------------------------------------------------------------
Name: TPS-026+52 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED.POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 30.100 0.050000
14.000 24.100 0.050000
18.000 23.600 0.050000
Streamline Technologies ICPR Model © Page 96 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
20.000 24.300 0.050000
30.000 26.400 0.050000
•rs------------------------------------------------------------------
Name: TPS-027+18 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft)
0.000
14.000
18.000
20.000
30.000
Elevation(ft)
30.100
24.100
23.600
24.300
26.400
------------------------------
Name: TPS-030+20
Encroachment:.. No
Manning's N
0.050000
0.050000
0.050000
0.050000
0.050000
--------------------------------
Group: SW 7 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=23.1'
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 30.100 0.050000
14.000 24.100 0.050000
18.000 23.600 0.050000
20.000 24.300 0.050000
30.000 26.400 0.050000
---------------------------------------------------------------------
Name: TPS-031+00 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 29.000 0.050000
12.000 23.100 0.050000
14.000 23.100 0.050000
30.000 28.000 0.050000
---------------------------------------------------------------------
Name: TPS-032+00 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
-------------- ------------------------------
0.000 29.000 0.050000
12.000 23.100 0.050000
14.000 23.100 0.050000
Streamline Technologies ICPR Model © Page 97 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
30.000 28.000 0.050000
--------------------------------------------------------------------- /
Name: TPS-032+30 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 29.000 0.050000
12.000 23.100 0.050000
14.000 23.100 0.050000
30.000 28.000 0.050000
---------------------------------------------------------------------
Name: TPS-034+00 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=22.2
Station(ft) Elevation(ft) Manning's N
0.000
29.000
0.050000
12.000
23.100
0.050000
14.000
23.100
0.050000
30.000
28.000
0.050000
---------------------------------------------------------------------
Name: TPS-034+24 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=22.6
Station(ft) Elevation(ft)
0.000
29.000
10.000
23.100
18.000
23.100
30.000
28.000
Manning's N
0.050000
0.050000
0.050000
0.050000
---------------------------------------------------------------------
Name: TPS-035+88 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS.PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED.BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @, ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=22.2
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR Model © Page 98 of 267
Craig A. Smith & Associates __
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------
0.000 29.000 0.050000
10.000 23.100 0.050000
18.000 23.100 0.050000
30.000 28.000 0.050000
---------------------------------------------------------------------
Name: TPS-036+20 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=22.3
Station(ft) Elevation(ft) Manning's N
0.000 29.000 0.050000
10.000 23.100 0.050000
18.000 23.100 0.050000
30.000 28.000 0.050000
---------------------------------------------------------------------
Name: TPS-038+00 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
IE=22.5
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 29.000 0.050000
10.000 23.100 0.050000
18.000 23.100 0.050000
30.000 28.000 0.050000
---------------------------------------------------------------------
Name: TPS-039+46 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 26.500 0.050000
4.000 22.000 0.050000
12.000 22.000 0.050000
30.000 26.200 0.050000
---------------------------------------------------------------------
Name: TPS-039+70 Group: SW 7 AVE
Encroachment: No
__ S INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
so -& SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 99 of 267
Craig A. South & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 26.500 0.050000
4.000 22.000 0.050000
12.000 22.000 0.050000
30.000 26.200 0.050000
----------------------------------------------------------------
Name: TPS-040+40 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 26.500 0.050000
4.000 20.200 0.050000
12.000 20.200 0.050000
30.000 26.200 0.050000
---------------------------------------------------------------------
Name: TPS-040+62 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft)
------------------------------
0.000 26.500
4.000 20.200
12.000 20.200
30.000 26.200
-------------------------------
Name: TPS-041+12
Encroachment: No
Manning's N
0.050000
0.050000
0.050000
0.050000
----------------------------------
Group: SW 7 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE = 21
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 26.500 0.050000
4.000 20.200 0.050000
12.000 20.200 0.050000
30.000 26.200 0.050000
---------------------------------------------------------------------
Name: TPS-041+40 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY.(SEGMENT 7) BETWEEN SW
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED,POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 100 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
TjSTb IE=21
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 26.500 0.050000
4.000 20.200 0.05000D
12.000 20.200 0.050000
30.000 26.200 0.050000
---------------------------------------------------------------------
Name: TPS-041+86 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=21
Station(ft) Elevation(ft) Manning's N
0.000
26.500
0.050000
4.000
20.200
0.050000
12.000
20.200
0.050000
30.000
26.200
0.050000
--------------------------------------------------------------
Name: TPS-042+34 Group: SW 7 AVE
Encroachment: No
'S INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
& SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 26.500 0.050000
9.000 21.100 0.050000
16.000 21.100 0.050000
28.000 26.200 0.050000
---------------------------------------------------------------------
Name: TPS-043+70 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=20.3
Station(ft) Elevation(ft) Manning's N
0.000
26.500
0.050000
9.000
21.100
0.050000
16.000
21.100
0.050000
28.000
26.200
0.050000
------------------------------------------------------------------
Name: TPS-044+00 Group: SW 7 AVE
Streamline Technologies ICPR Model © Page 101 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW(
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=20.1
Station(ft) Elevation(ft) Manning's N
0.000
26.500
0.050000
9.000
21.100
0.050000
16.000
21.100
0.050000
28.000
26.200
0.050000
---------------------------------------------------------------------
Name: TPS-045+52 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 18.9
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 26.500 0.050000
9.000 21.100 0.050000
16.000 21.100 0.050000 \
28.000 26.200 0.050000
---------------------------------------------------------------------
Name: TPS-045+80 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 18.7
Station(ft) Elevation(ft) Manning's N
0.000
26.500
0.050000
9.000
21.100
0.050000
16.000
21.100
0.050000
28.000
26.200
0.050000
-----------------------------
Name: TPS-046+40 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND.WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 102 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
USE IE= 19
Station(ft) Elevation(ft) Manning's N
0.000 26.500 0.050000
9.000 21.100 0.050000
16.000 21.100 0.050000
28.000 26.200 0.050000
---------------------------- 7----------------------------------------
Name: TPS-046+62 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 19.3
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 26.500 0.050000
9.000 21.100 0.050000
16.000 21.100 0.050000
28.000 26.200 0.050000
---------------------------------------------------------------------
Name: TPS-047+70 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @'ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000
22.600
0.050000
14.000
18.900
0.050000
15.000
18.700
0.050000
20.000
18.900
0.050000
28.000
23.700
0.050000
-----------------------------------------------
Name:
TPS-048+72
Encroachment:
No
---------------
Group: SW 7 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Streamline Technologies ICPR Model © Page 103 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 26.300 0.050000 I
12.000 18.200 0.050000
16.000 18.300 0.050000
20.000 18.400 0.050000
30.000 23.400 0.050000
---------------------------------------------------------------------
Name: TPS-054+16 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 22.200 0.050000
10.000 15.800 0.050000
20.000 15.800 0.050000
30.000 22.000 0.050000
---------------------------------------------------------------------
Name: TPS-054+64 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW�
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=15.9
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 22.200 0.050000
10.000 15.800 0.050000
20.000 15.800 0.050000
30.000 22.000 0.050000
---------------------------------------------------------------------
Name: TPS-055+42 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 16.8
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 22.200 0.050000
10.000 15.800 0.050000
20.000 15.800 0.050000
Streamline Technologies ICPR Model © Page 104 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
30.000 22.000 0.050000
-------------------------------------------------------------------
Name: TPS-0.55+66 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=17.2
Station(ft) Elevation(ft) Manning's N
0.000 22.200 0.050000
10.000 15.800 0.050000
20.000 15.800 0.050000
30.000 22.000 0.050000
-----------------------------------------------------------------
Name: TPS-0150+90 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 16.2
Station(ft) Elevation(ft) Manning's N
0.000 22.200 0.050000
10.000 1.5.800 0.050000
20.000 3.5.800 0.050000
30.000 22.000 0.050000
--------------------------------------------------------------------
Name: TPS-061+34 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 16.2
Station(ft) Elevation(ft) Manning's N
0.000
22.200
0.050000
10.000
15.800
0.050000
20.000
15.800
0.050000
30.000
22.000
0.050000
----------------------------
Name: TPS-063+20
Encroachment: No
------------------------------
Group: SW 7 AVE
Streamline Technologies ICPR Model © Page 105 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 16.2
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 22.200 0.050000
10.000 15.800 0.050000
20.000 15.800 0.050000
30.000 22.000 0.050000
---------------------------------------------------------------------
Name: TPS-063+70 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 16.3
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 22.200 0.050000
10.000 15.800 0.050000 C
20.000 15.800 0.050000
30.000 22.000 0.050000
---------------------------------------------------------------------
Name: TPS-065+80 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE= 16.1
Station(ft) Elevation(ft) Manning's N
0.000 22.200 0.050000
10.000 15.800 0.050000
20.000 15.800 0.050000
30.000 22.000 0.050000
---------------------------------------------------------------------
Name: TPS-069+50 Group: SW 7`AVE'
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA. /
Streamline Technologies ICPR Model © Page 106 of 267
Craig A. Smith & Associates —
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
r Station(ft)
Elevation(ft)
Manning's N
0.000
20.400
0.050000
12.000
16.400
0.050000
14.000
14.500
0.050000
21.000
16.400
0.050000
32.000
21.600
0.050000
-------------------•---------------------------------------
Name: TPS-0,59+86 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
0.000 20.400 0.050000
10.000 16.400 0.050000
20.000 14.500 0.050000
30.000 21.600 0.050000
-----------------------------------------------------------------
Name: TPS-073+14 Group: SW 7 AVE
Encroachment: No
�S INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
& SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=15.8
Station(ft) Elevation(ft) Manning's N
-------------------------•--------------------
0.000 20.400 0.050000
10.000 3.6.400 0.050000
20.000 3.4.500 0.050000
30.000 21.600 0.050000
------------------------------------------------------------------
Name: TPS-073+50 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
USE IE=16
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 20.400 0.050000
10.000 16.400 0.050000
20.000 14.500 0.050000
30.000 21.600 0.050000
---------------------------------------------------------------------
Streamline Technologies ICPR Model © Page 107 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: TPS-081+42
Encroachment: No
Group: SW 7 AVE
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW�
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 19.400 0.050000
16.000 14.600 0.050000
17.000 14.500 0.050000
26.000 14.600 0.050000
34.000 21.800 0.050000
---------------------------------------------------------------------
Name: TPS-082+22 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
0.000 19.400 0.050000
16.000 14.600 0..050000 C
17.000 14.500 0.050000
26.000 14.600 0.050000
34.000 21.800 0.050000
---------------------------------------------------------------------
Name: TPS-087+52 Group: SW 7 AVE
Encroachment: No
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY.(SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA.
Station(ft) Elevation(ft)
------------------------------ --
0.000 20.400
18.000 14.900
24.000 14.400
28.000 15.100
38.000 20.600
----------------------------------
Name: TPS-100+64
Encroachment: No
Manning's N
0.050000
0.050000
0.050000
0.050000
0.050000
---------------------------
Group: SW 7 AVE.
THIS INFORMATION WAS TAKEN FROM TRADEWINDS PROFESSIONAL SERVICES (TPS) SURVEY (SEGMENT 7) BETWEEN SW 2
ST & SW 32 ST PROVIDED BY SFWMD. TOP OF BANK DATA WAS NOT AVAILABLE @ ALL DESIRED POINTS AND WERE
THEREFORE ESTIMATED BASED ON EITHER UPSTREAM/DOWNSTREAM AVAILABLE CROSS SECTION DATA. r
Streamline Technologies ICPR Model © Page 108 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
�. Station(ft)
-------------
Elevation(ft)
----------•--------------------
Manning's N
0.000
3.8.100
0.050000
8.000
3.2.400
0.050000
14.000
3.1.900
0.050000
18.000
3.3.700
0.050000
34.000
3.9.500
0.050000
----------------------
Operating Tables ----- ------------
Name:
Time(hrs) Discharge!(cfs)
0.00 100.00
300.00 100.00
------------------------------------------------------------------------------------------
Name: 50 CFS PUMP Group: SW 26 AVE
Type: Rating Curve
Function: Time vs. Discharge
Time(hrs) Discharge(cfs)
---------------------------
0.00 50.00
300.00 50.00
----------------------------------------------------------------------------------------
Name: OAKPARK_PS Group: SW 32 AVE
Type: Rating Curve
Function: Time vs. Discharge
Time(hrs) Discharge(cfs)
------------------------------
0.00 2.67
250.00 2.67
------------------------------------------------------------------------------------------
Name: SFWMD_SWTF1 Group: SW 26 AVE
Type: Rating Curve
Function: Family of Tailwater-Headwater-Discharge Relationships
Tailwater(ft) Headwater(ft) Discharge(cfs)
13.500
8.00
0.00
13.500
13.50
0.00
13.500
13.60
0.00
13.500
13.60
30.00
13.500
18.51
30.00
Streamline Technologies ICPR Model © Page 109 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Pipes---------------------------------------------------------------------------
Name:
16_N08_N07A
From Node:
16N08
Length(ft):
30.00 \ �_
Group:
SW 16/12 AVE
To Node:
16N07
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
54.00
54.00
Entrance Loss Coef:
0.75
Rise(in):
54.00
54.00
Exit Loss Coef:
0.00
Invert(ft):
14.800
14.700
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
PIPE IS REPLACED W/NEW CHANNEL SECTION
-----------------------------------------------------------------------
Name:
16 N08 N07B
From Node:
16N08
Length(ft):
30.00
Group:
SW 16/12 AVE To Node:
16N07
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
24.00
24.00
Entrance Loss Coef:
0.75
Rise(in):
24.00
24.00
Exit Loss Coef:
0.00
Invert(ft):
17.700
18.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
PIPE IS REPLACED W/NEW CHANNEL SECTION
------------------ --------------------------------
Name: 16 N23 n22 From Node: 16N23
Group: SW 16/12 AVE To Node: 16N22
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
54.00
54.00
Rise(in):
54.00
54.00
Invert(ft):
19.900
19.900
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------------------------------
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend.Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 110 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
nownstream FHWA Inlet Edge Description:
.cular CMP: Projecting
-------------------------•---------------------------------------------------------------------------
Name:
16_N29_N28
From Node: 16N29
Length(ft):
42.00
Group:
SW 16/12 AvE
To Node: 16N28
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
54.00
54.00
Entrance Loss Coef:
0.75
Rise(in):
54.00
54.00
Exit Loss Coef:
0.00
Invert(ft):
21.500
21.400
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge: Description:
Circular CMP: Projecting
--------------------------•--------------------------------------------------------------------------
Name:
16_N31_N32
From Node:
16N31
Length(ft):
42.00
Group:
SW 16/12 AG'E
To Node:
16N30
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
54.00
54.00
Entrance Loss Coef:
0.75
Rise(in):
54.00
54.00
Exit Loss Coef:
0.00
Invert(ft):
22.500
22.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
------------------------------------------
Name:
16_N34_N33
---------------------------------------------------------
From Node:
16N34B
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node:
16N33
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic.
Geometry:
Circular
Circular
Flow:
Both
Span(in):
54.00
54.00
Entrance Loss Coef:
0.75
Rise(in):
54.00
54.00
Exit Loss Coef:
0.00
Invert(ft):
24.100
24.100
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
111t Clip(in):
0.000
0.000
Stabilizer Option:
None
Streamline Technologies ICPR Model © Page 111 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
---------------------------------------------------
Name: 16 N35 N34 From Node: 16N35
Group: SW 16/12 AVE To Node: 16N34A
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
25.600
25.200
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
-------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
22.00
1
Automatic
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
---------------------------------------------------------------------------------------
Name:
16 N36 N35
From Node: 16N36
Length(ft):
20.00
Group:
SW 16/12 AVE
To Node: 16N35
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.75
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
24.900
26.200
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
---------------------------------------------------
Name: 16 N39 N38 From Node: 16N39
Group: SW 16/12 AVE To.Node: 16N38
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 60.00
60.00
Rise(in): 60.00
60.00
Invert(ft): 25.400
25.400
Streamline Technologies ICPR
Model 4
Craig A. Smith & Associates
------- 7-7---------------- 7-7--------------
Length(ft): 100.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Page 112 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Manning's N: 0.024000 0.024000
Tpp Clip(in): 0.000 0.000
--t Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-----------------------------
Name: 16 N46 N45
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 36.00
Rise(in): 36.00
Invert(ft): 26.300
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-------------
From Node:
To Node:
DOWNSTREAM
Circular
36.00
36.00
26.300
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
mstream FHWA Inlet Edge Description:
cular CMP: Projecting
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------------------------------------
16N46 Length(ft): 40.00
16N45 Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name:
16 SW3ST 60
From Node: 16N34A
Length(ft):
40.00
Group:
SW 16/12 AVE
To Node: 16N34B
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
60.00
60.00
Entrance Loss Coef:
0.75
Rise(in):
60.00
60.00
Exit Loss Coef:
0.00
Invert(ft):
24.500
24.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
LENGTH & US INVERT ASSUMED
----------------------------------------------------------------------------------------------------
Name: 16E1
18 PVC1 From Node: N103 Length(ft): 30.00
Group: SW 16/12 AVE To Node: 16N10 Count: 1
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Streamline Technologies ICPR Model © Page 113 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Circular
Circular
Flow:
None
Span(in):
18.00
18.00
Entrance
Loss
Coef:
0.75
Rise(in):
18.00
18.00
Exit
Loss
Coef:
0.00
Invert(ft):
19.200
19.200
Bend
Loss
Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet
Ctrl
Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl
Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
LENGTH & US INVERT ASSUMED
LINK TURNED OFF IN PROPOSED CONDITION AND REPLACED WITH ADDITION OF LAKE & CONTROL STRUCTURE
-----------------------------------------------------------------------------------------------
Name:
16E 18PVC2
From Node:
N103
Length(ft):
40.00
Group:
SW 16/12 AVE
To Node:
16N08
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
17.900
17.100
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
LINK TURNED OFF IN PROPOSED
CONDITION AND REPLACED WITH
ADDITION OF LAKE & CONTROL STRUCTURE
---------------------------------------------------------------------------------------------------
Name:
26_SW16ST_42
From Node:
N124
Length(ft):
50.00
Group:
SW 26 AVE
To Node:
26N28
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
42.00
42.00
Entrance Loss Coef:
0.75
Rise(in):
42.00
42.00
Exit Loss Coef:
0.00
Invert(ft):
17.820
17.780
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use.dc or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Streamline Technologies ICPR Model © Page 114 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
--------------------------------------------------
Name: 26 SW28ST 2-42 From Node: 26N21
Group: SW 26 AVE To Node: 26N20
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
42.00
42.00
Rise(in):
42.00
42.00
Invert(ft):
15.000
15.000
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
---------------------------------------------------
Name: 26N10_N09_6X7.5 From Node: 26N10
Group: SW 26 AVE To Node: 26N09
UPSTREAM
DOWNSTREAM
Geometry:
Horz Ellipse
Horz Ellipse
Span(in):
90.00
90.00
Rise(in):
72.00
72.00
:Invert(ft):
8.200
8.500
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
---------------------------------------------
Length(ft): 45.00
Count: 2
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------------
Length(ft): 64.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Elliptical Inlet Face: Tapered inlet -thin edge projecting
Downstream FHWA Inlet Edge Description:
Elliptical Inlet Face: Tapered inlet -thin edge projecting
---------------------------------------------------
Name:
26N13_N12_6X7.5 From Node: 26N13
Group:
SW 26 AVE
To Node: 26N12
UPSTREAM
DOWNSTREAM
Geometry:
Horz Ellipse-
Horz Ellipse
Span(in):
90.00
90.00
Rise(in):
72.00
72.00
Invert(ft):
7.700
9.200
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
.,=:zream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
Streamline Technologies ICPI[, Model
Craig A. Smith & Associates
----------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
50.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
Page 115 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
---------------------------------------------------
Name:
26NIS N14 6X7.5
From Node: 26N15
Group:
SW 26 AVE
To Node: 26N14
UPSTREAM
DOWNSTREAM
Geometry:
Horz Ellipse
Horz Ellipse
Span(in):
90.00
90.00
Rise(in):
72.00
72.00
Invert(ft):
12.500
12.500
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
----------------------------
Name: 32 N123 32N26
Group: SW 32 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 23.000
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-------------------
From Node: N123
To Node: 32N25
DOWNSTREAM
Circular
18.00
18.00
23.000
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
NEEDS VERFICATION
----------------------------
Name: 32_N126_32N24
Group: SW 32 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 23.000
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------
From Node: N126
To Node: 32N24
DOWNSTREAM
Circular
18.00
18.00
23.000
0.024000
0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution.Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
-------------------
40.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
--------------------------------------------
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 116 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
tream FHWA Inlet Edge Description:
-cular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------------------------------
Name:
32 SW13ST 24
From Node: N125
Group:
SW 32 AVE
To Node: N126
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
22.000
22.000
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Sot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------------------------------------
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------------------------------------------------------------------
Name: 32_SW13ST_3BC
From Node:
32N26
Length(ft):
37.00
Group: SW 32 AVE
To Node:
32N25
Count:
3
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Rectangular
Rectangular
Flow:
Both
Span(in): 128.40
128.40
Entrance Loss Coef:
0.75
Rise(in): 60.00
60.00
Exit Loss Coef:
0.00
Invert(ft): 17.920
17.920
Bend Loss Coef:
0.00
Manning's N: 0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in): 0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in): 0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall
flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall
flares
TRIPLEX BOX CULVERT AVERAGING
128.4" IN WIDTH.
--------------------------•--------------------------------------------------------------------------
Name: 32_SW28_TW12X7
From Node:
32N14
Length(ft):
41.00
Group: SW 32 AVE
To Node:
32N13
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Rectangular
Rectangular
Flow:
Both
Span(in): 144.00
144.00
Entrance Loss Coef:
0.75
Rise(in): 84.00
84.00
Exit Loss Coef:
0.00
Invert(ft): 11.200
11.200
Bend Loss Coef:
0.00
Streamline Technologies ICPR Model ©
Page 117 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Manning's N: 0.013000 0.013000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None l
----------------------------------------------------------------------------------------------------
Name:
32NO3 32NO2
From Node: 32NO3
Length(ft):
45.00
Group:
SW 32 AVE
To Node: 32NO2
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
42.00
42.00
Entrance Loss Coef:
0.75
Rise(in):
42.00
42.00
Exit Loss Coef:
0.00
Invert(ft):
9.580
10.060
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------------------
Name: 32N12_32N11_48
Group: SW 32 AVE
UPSTREAM
Geometry: Circular
Span(in): 42.00
Rise(in): 42.00
Invert(ft): 11.000
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------
From Node: 32N12
To Node: 32N11
DOWNSTREAM
Circular
42.00
42.00
11.000
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------------------------------
Name: 7MH01 7N63 From Node: 7MH01
Group: SW 7 AVE To Node: 7N63
UPSTREAM DOWNSTREAM
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------------------------
Length(ft): 45.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None,,.
Length(ft): 40.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Page 118 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance
Loss
Coef:
0.50
Rise(in):
36.00
36.00
Exit
Loss
Coef:
0.00
Invert(ft):
24.800
24.800
Bend
Loss
Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet
Ctrl
Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl
Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------------------------------
Name:
7N14 7N13
From Node: 7N14
Group:
SW 7 AVE
To Node: 7N13
UPSTREAM
DOWNSTREAM
Geometry:
Horz Ellipse
Horz Ellipse
Span(in):
52.00
52.00
Rise(in):
32.00
32.00
Invert(ft):
15.600
15.600
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
tream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
LINK TURNED OFF AND REPLACED W/4 X7 BOX CULVERT
------------------------
Name: 7N16 7N15
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 48.00
Rise(in): 48.00
Invert(ft): 15.600
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------------------------------------
Length(ft): 82.00
Count: 2
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------------------------------
From Node: 7N16
Length(ft):
To Node: 7N15
Count:
Friction Equation:
DOWNSTREAM
Solution Algorithm:
Circular
Flow:
48.00
Entrance Loss Coef:
48.00
Exit Loss Coef:
16.000
Bend Loss Coef:
0.024000
Outlet Ctrl Spec:
0.000
Inlet Ctrl Spec:
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
=� TURNED OFF AND REPLACED W/4 X7 BOX CULVERT
-------------
35.00
1
Automatic
Automatic
None
0.50
0.00
0.00
Use do or tw
Use do
None
Streamline Technologies ICPJ?, Model © Page 119 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: 7N18 7N17
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 48.00
Rise(in): 48.00
Invert(ft): 15.500
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
From Node: 7N18
To Node: 7N17
DOWNSTREAM
Circular
48.00
48.00
15.700
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND REPLACED W/4 X7 BOX CULVERT
------------------------
Name: 7N20 7N19
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 48.00
Rise(in): 48.00
Invert(ft): 16.100
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
--------------------
From Node: 7N20
To Node: 7N19
DOWNSTREAM
Circular
48.00
48.00
16.600
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND REPLACED
W/4 X7 BOX CULVERT
---------------------------------------------------
Name:
7N22 7N21
From Node: 7N22
Group:
SW 7 AVE
To Node: 7N21
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
16.200
16.300
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Length(ft): 32.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------------
Length(ft): 32.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------------------
Length(ft): 32.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 1.20 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
M
T•TNK TURNED OFF AND REPLACED W/4 X7 BOX CULVERT
--------------------------------------------------------------------------------------------------
Name:
7N24_7N23
From Node: 7N24
Length(ft):
32.00
Group:
SW 7 AVE
To Node: 7N23
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
16.200
16.200
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND REPLACED W/4 X7 BOX CULVERT
-------------------------•-------------------------
Name:
7N26 7N25
From Node: 7N26
Group:
SW 7 AVE
To Node: 7N25
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
56.00
56.00
Rise(in):
56.00
56.00
Invert(ft):
16.800
17.200
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge! Description:
Circular Concrete: Square edge w/ headwall
D.I.P.
LINK TURNED OFF AND REPLACED W/4 X7 BOX CULVERT
--------------------------------------------------
Name:
7N28 7N27
From Node: 7N28
Group:
SW 7 AVE
To Node: 7N27
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
15.800
15.900
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Sot Clip(in):
0.000
0.000
•--------------------------------------
Length(ft): 18.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------------
Length(ft): 44.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR Model © Page 121 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Upstream FHWA Inlet Edge
Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND REPLACED W/4 X7 BOX CULVERT
-----------------------------------------------------------------------------------------------
Name: 7N32 7N31
From Node: 7N32
Length(ft):
20.00
Group: SW 7 AVE
To Node: 7N31
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Circular
Circular
Flow:
Both
Span(in): 48.00
48.00
Entrance Loss Coef:
0.50
Rise(in): 48.00
48.00
Exit Loss Coef:
0.00
Invert(ft): 17.700
17.700
Bend Loss Coef:
0.00
Manning's N: 0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in): 0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in): 0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LOWERED PIPE INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
----------------------------------------------------------------------------------------------------
Name:
7N34 7N33
From Node: 7N34
Length(ft):
20.00
Group:
SW 7 AVE
To Node: 7N33
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
18.000
18.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
LOWERED PIPE INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN
NODES 7N30 & 7N49.
----------------------------------------------------
Name: 7N36 7N35 From Node: 7N36
Group: SW 7 AVE To Node: 7N35
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 48.00
48.00
Rise(in): 48.00
48.00
Invert(ft): 18.700
18.700
Manning's N: 0.024000
0.024000
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
Length(ft): 22.00
Count: 1
Friction Equation: Automatic.
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Page 122 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Top Clip(in): 0.000 0.000
?apt Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LOWERED PIPE INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
------------------------------------------------------------------------------------------
Name:
7N38_7N37
From Node: 7N38
Length(ft):
40.00
Group:
SW 7 AVE
To Node: 7N37
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
19.300
19.200
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
cular CMP: Projecting
LOWERED PIPE INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
-----------------------------------------------------------------------------------------
Name:
7N40_7N39
From Node: 7N40
Length(ft):
22.00
Group:
SW 7 AVE
To Node: 7N39
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.75
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
19.600
19.500
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LOWERED PIPE INVERTS @ SLCPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
----------------------------------------------------------------------------------------------------
Name: 7N42_7N41 From Node: 7N42 Length(ft): 20.00
Group: SW 7 AVE To Node: 7N41 Count: 1
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Geometry: Circular Circular Flow: Both
Streamline Technologies ICPR Model © Page 123 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
19.800
19.800
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LOWERED PIPE INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
-------------------------
Name: 7N44 7N43
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 48.00
Rise(in): 48.00
Invert(ft): 20.200
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------------
From Node: 7N44
To Node: 7N43
DOWNSTREAM
Circular
48.00
48.00
20.100
0.024000
0.000
0.000
---------------------------------
Length(ft): 22.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
LOWERED PIPE INVERTS
@ SLOPE OF 0.0036 FT/FT BETWEEN
NODES 7N30 & 7N49.
-----------------------------------------------------------------------------------------------
Name:
7N46 7N45
From Node: 7N46
Length(ft):
22.00
Group:
SW 7 AVE
To Node: 7N45
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
20.700
20.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LOWERED PIPE INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
------------------------ 7------------------------------------------------------------
Name: 7N48 7N47 From Node: 7N48 Length(ft): 20.00
Streamline Technologies ICPR Model
Craig A. Smith & Associates
w
Page 124 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group:
SW 7 AVE
To Node: 7N47
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
21.400
21.400
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LOWERED PIPE INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
---------------------------------------------------
Name: 7N50 7N49 From Node: 7N50
Group: SW 7 AVE To Node: 7N49
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
22.200
22.600
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
t Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------------------------------
Name:
7N52 7N51
From Node: 7N52
Group:
SW 7 AVE
To Node: 7N51
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
23.400
23.100
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
astream FHWA Inlet Edge Description:
:;ular CMP: Projecting
--------------------------------------------------
Length(ft): 20.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------------
Length(ft): 20.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR Model © Page 125 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------
Name: 7N58 7N57
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 48.00
Rise(in): 48.00
Invert(ft): 23.800
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
---------------------
From Node: 7N58
To Node: 7N57
DOWNSTREAM
Circular
48.00
48.00
23.600
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-----------------------
Name: 7N62 7N61
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 48.00
Rise(in): 48.00
Invert(ft): 24.200
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------------
From Node: 7N62
To Node: 7N61
DOWNSTREAM
Circular
48.00
48.00
24.200
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Name: 7N64 7N63
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 36.00
Rise(in): 36.00
Invert(ft): 23.900
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
---7 ---------------
From Node: 7N64
To Node: 7MH01
DOWNSTREAM
Circular
36.00
36.00
23.800
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------- -----
Length(ft): 20.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------- ---------------- --------------
Length(ft): 20.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 126 of 2.67
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
-cular CMP: Projecting
---------------------•----------------------------------------------------------------
Name: 7N68_7N67 From Node: 7N68 Length(ft): 34.00
Group: SW 7 AVE To Node: 7N67 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
25.100
24.600
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge! Description:
Circular CMP: Projecting
----------------------------
Name: 7N70 7N69
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 25.300
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
---------------------
From Node: 7N70
To Node: 7N69
DOWNSTREAM
Circular
24.00
24.00
25.200
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------------------
Name: 7N72 7N71
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 25.300
Manning's N: 0.024000
Clip(in): 0.000
Clip(in): 0.000
----------------------
From Node: 7N72
To Node: 7N71
DOWNSTREAM
Circular
24.00
24.00
25.300
0.024000
0.000
0.000
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------
Length(ft): 56.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss.Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
--------------------
42.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
Streamline Technologies ICP][Z Model © Page 127 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------
Name: 7N74 7N73
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in). 24.00
Invert(ft): 26.400
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
---------------------------
From Node: 7N74
To Node: 7N73
DOWNSTREAM
Circular
24.00
24.00
26.000
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------------------------
Name: 7N76 7N75 From Node: 7N76
Group: SW 7 AVE To Node: 7N75
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
26.800
26.700
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------- --------
Name: COWEN D/W_48 From Node: 32N20
Group: SW 32 AVE To Node:, 32N19
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 48.00
48.00
Rise(in): 48.00
48.00
Invert(ft): 13.030
12.280
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
--------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
--------- -------------
40.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
---------------------------------------
Length(ft): 40.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
-------------------
45.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Page 128 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Manning's N: 0.024000 0.024000
M*p Clip(in): 0.000 0.000
-t Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-------------------------
Name: N&S SW4ST 2-18
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 27.700
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------------------------------------
From Node: N101
Length(ft):
30.00
To Node: 16N32
Count:
2
Friction Equation:
Average Conveyance
DOWNSTREAM'
Solution Algorithm:
Automatic
Circular
Flow:
Both
18.00
Entrance Loss Coef:
0.75
18.00
Exit Loss Coef:
0.00
27.700
Bend Loss Coef:
0.00
0.024000
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
.__mstream FHWA Inlet Edge Description:
�-o-,rcular CMP: Projecting
LENGTH & US INVERT ASSUMED
---------------------------------------------------------------------------
Name:
N&S SW5ST 2-18
From Node: N101
Length(ft):
Group:
SW 16/12 AVE
To Node: 16N31
Count:
Friction Equation:
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Geometry:
Circular
Circular
Flow:
Span(in):
18.00
18.00
Entrance Loss Coef:
Rise(in):
18.00
18.00
Exit Loss Coef:
Invert(ft):
26.000
26.000
Bend Loss Coef:
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Bot Clip(in):
0.000
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
------------------
30.00
2
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
-----------------------------------------------------------------------------------------------------
Name: N&S_SW8CT_2�-18 From Node: N101 Length(ft): 30.00
Group: SW 16/12 AVE To Node: 16N24 Count: 2
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Streamline Technologies ICPR Model © Page 129 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
16.00
18.00
Invert(ft):
25.900
25.900
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Name: N002-CN001
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 16.870
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-------------------------
From Node: N002
To Node: CN001
DOWNSTREAM
Circular
24.00
24.00
17.170
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------- 7-------------------------------
Length(ft): 65.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
--------------------------
Name: N006-WIDDEN
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 17.400
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------
From Node: N006
To Node: 7Nll
DOWNSTREAM
Circular
18.00
18.00
17.130
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-------------- 7
35.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.75
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None.
C=
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32.ST, AND SW 3
TER
Streamline Technologies ICPR Model © Page 130 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
nr---------------------- ----------------------------------------------------------------
Name:
N01-WIDDEN
From Node: N001
Length(ft):
74.00
Group:
SW 7 AVE
To Node: 7N12
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
36.00
36.00
Entrance Loss Coef:
0.75
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
16.910
16.130
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge: Description:
Circular CMP: Projecting
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
--------------------------•--------------------------------------------------------------------------
Name: NO3-CN02 From Node: N003 Length(ft): 50.00
Group: SW 7 AVE To Node: CN002 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
17.390
17.010
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge! Description:
Circular CMP: Projecting
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
--------------------------
Name: N04-CN03
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 17.200
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------------
From Node: N004
To Node: CN003
DOWNSTREAM
Circular
24.00
24.00
17.590
0.024000
0.000
0.000
------------------------------------------------
Length(ft): 50.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Streamline Technologies ICPR Model © Page 131 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
----------------------------------------------------------------------------------------------------
Name:
N05-CN04A
From Node: N005
Length(ft):
72.00
Group:
SW 7 AVE
To Node: CN004
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
17.970
18.030
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
SW 3 AVE CULVERT CROSSING
-----------------------------------------------------------------------------------------------
Name:
N07-CN06
From Node: N007
Length(ft):
48.00
Group:
SW 7 AVE
To Node: CN006
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
18.00
18.00
Entrance Loss Coef:
0.50
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
17.220
17.330
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
------------------ ---------------------------------
Name: NOB-CN08
From Node: N008
Group: SW 7 AVE
To Node: CN008
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 30.00
30.00
Rise(in): 30.00
30.00
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
-------------------------------------------
Length(ft): 75.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Page 132. of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Invert(ft):
17.680
17.560
Bend Loss Coef:
0.00
�-j�anning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
¢gyp Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
}} t Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
Downstream FHWA Inlet Edge? Description:
Circular CMP: Mitered to slope
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
--------------------------•--------------------------------------------------------------------------
Name:
N09-CN09
From Node: N009
Length(ft):
22.00
Group:
SW 7 AVE
To Node: CN009
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
12.00
12.00
Entrance Loss Coef:
0.00
Rise(in):
12.00
12.00
Exit Loss Coef:
0.00
Invert(ft):
20.660
20.310
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
j'n1tream FHWA Inlet Edge Description:
.«cular CMP: Mitered to slope
Downstream FHWA Inlet Edge. Description:
Circular CMP: Mitered to slope
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
-------------------
Name: N10-CN10
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 19.420
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
---------------------
From Node: N010
To Node: CN010
DOWNSTREAM
Circular
18.00
18.00
19.460
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
-------------------
Length (ft) :
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
------------------------
98.00
1
Average Conveyance
Automatic
None
0.75
0.00
0.00
Use do or tw
Use do
None
S 3RD TERRACE CROSSING
rlhl TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
1 k
Streamline Technologies ICPR Model © Page 133 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------------------------------
Name:
N105_7N10
From Node: N105
Length(ft):
16.00
Group:
SW 7 AVE
To Node: 7N10
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
16.300
15.800
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
----------------------------------------------------------------------------------------------------
Name:
Nll-WIDDEN
From Node: N011
Length(ft):
80.00
Group:
SW 7 AVE
To Node: 7N10
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
1.00
Invert(ft):
15.250
15.520
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use dc_or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
------------------------
Name: N113_16N01
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 36.00
Rise(in): 36.00
Invert(ft): 12.100
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-------------------
From Node: N113
To Node: 16N01
DOWNSTREAM
Circular
36.00
36.00
11.500
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------------------
Length(ft): 74.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00.,
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use dii
Stabilizer Option:, None
Streamline Technologies ICPR Model © Page 134 of 267
Craig A. South & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
^ircular CMP: Projecting
1JITISTING CULVERT WHERE 16 AVE DITCH BEGINS TO GO THE WEST
---------------------------------------------------------------------------------------------------
Name:
N114_18CMP
From Node: N114
Length(ft):
15.00
Group:
SW 7 AVE
To Node: 7N05
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
17.640
16.830
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
PIPE FROM RV SITE; PUMP HOUSE EXISTING BUT NO RECORD OF PUMP INFO AVAILABLE -ASSUME FOR IRRIGATION USE
-----------------------------------------------------------------------------------------------------
Name:
N116_TC
From Node: N116
Length(ft):
250.00
Group:
SW 16/12 AVE
To Node: N116_TC
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
30.00
30.00
Entrance Loss Coef:
0..75
Rise(in):
30.00
30.00
Exit Loss Coef:
0.00
Invert(ft):
29.000
27.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge! Description:
Circular CMP: Projecting
NW 7 STREET SYSTEM ASSUMED TO DISCHARGE TO THE EAST TO TAYLOR CREEK AS WELL AS TO THE WEST TO 16/12
AVE DITCH; HOWEVER, NO TOPO OF NW 7 ST DITCH AVAILBALE TO ACCURATELY VERIFY TRUE DIRECTION OF FLOW AT
THIS TIME.
----------------------------------------------------
Name: N12-CN11 From Node: N012
Group: SW 7 AVE To Node: CN011
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 36.00
36.00
Rise(in): 36.00
36.00
::Invert(ft): 16.500
16.500
Manning's N: 0.024000
0.024000
Top Clip(in): 0.000
0.000
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
-------------------------------------------
Length(ft): 115.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Page 135 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
Stabilizer Option: None
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 26 ST, SW 32 ST, AND SW 3
TER
PIPE INVERTS NEED VERIFICATION
----------------------------------------------------------------------------------------
Name:
N121_26N16_36
From Node: N121
Length(ft):
44.00
Group:
SW 26 AVE
To Node: 26N16
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.75
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
15.300
15.100
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
CULVERT AT THE SE INTERSECTION OF SW 32ST AND 26 AVE FLOWWAY
---------------------------
Name: N121_GBCO2
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 14.200
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
------------------
From Node: N121
To Node: GBCO2
DOWNSTREAM
Circular
24.00
24.00
13.700
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------------------------------
Name: N13-CN12 From Node: N013
Group: SW 7 AVE To Node: CN012
UPSTREAM DOWNSTREAM
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-------------------------------------------------
Length(ft): 34.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------------------
Length(ft): 120.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Page 136 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Circular
Circular
. Flow:
None
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
16.040
16.150
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Mitered to
slope
Downstream FHWA Inlet Edge! Description:
Circular CMP:
Mitered to
slope
LINK TURNED OFF
AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28
ST, SW 32 ST, AND SW 3
TER
----------------------------------------------------------------------------------------------------
Name:
N14-CN14
From Node: N014
Length(ft):
97.00
Group:
SW 7 AVE
To Node: CN014
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
24.00
24.00
Entrance Loss Coef:
0.75
Rise(in):
24.00
24.00
Exit Loss Coef:
0.00
Invert(ft):
16.900
16.900
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
------------------------------------------------------
Name:
N15-CN15
From Node: N015
Group:
SW 7 AVE
To Node: CN015
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
16.760
16.640
Manning's N:
0.024000
0.204000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
11n ristream FHWA Inlet Edge Description:
:=ular Concrete: Square edge w/ headwall
-------------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use .dn
Stabilizer Option: None
Streamline Technologies ICPR Model © Page 137 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
----------------------------------------------------------------------------------------------
Name:
N16-N15
From Node: N016
Length(ft):
60.00
Group:
SW 7 AVE
To Node: N015
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
17.260
17.260
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
ASSUMED DOWNSTREAM INVERT.
---------------------------------------------------------------------7-----------------------------
Name:
N17-WIDDEN
From Node: N017
Length(ft):
26.00
Group:
SW 7 AVE
To Node: 7N09
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
18.00
18.00
Entrance Loss Coef:
0.50
Rise(in):
18.00
18.00
Exit Loss Coef:
1.00
Invert(ft):
17.390
16.840
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
-----------------------------------------------------------------------------------------------
Name:
N18-CN16
From Node: N018
Length(ft):
215.00
Group:
SW 7 AVE
To Node: CN016
Count:
1
Friction Equation:
Automatic"
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef,c,0.00
Invert(ft):
17.830
17.110
Bend Loss Coef':
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw,
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use dn.
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None'
Streamline Technologies ICPR Model © Page 138 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
0-0i ream FHWA Inlet Edge Description:
Liicular CMP: Mitered to elope
Downstream FHWA Inlet Edge! Description:
Circular CMP: Mitered to slope
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
3 - CULVERTS COMBINED INTO 1
----------------------------------------------------------------------------------------------
Name:
N_NW2ST_24A
From Node: N116
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node: 16N42
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
24.00
Entrance Loss Coef:
0.75
Rise(in):
24.00
24.00
Exit Loss Coef:
0.00
Invert(ft):
27.900
27.900
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
ni'mcular CMP: Projecting
LlfdtTH & US INVERT ASSUMED
----------------------------------------------------------------------------------------------------
Name:
N_NW3ST_12A
From Node: N116
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node: 16N44
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
12.00
12.00
Entrance Loss Coef:
0.75
Rise(in):
12.00
12.00
Exit Loss Coef:
0.00
Invert(ft):
30.000
30.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
----------------------------------------------------------------------------------------------------
Name: N_NW3ST_TWIN12 From Node: N117 Length(ft): 30.00
Group: SW 16/12 AVE To Node: 16N44 Count: 2
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Geometry: Circular Circular Flow: Both
Span(in): 12.00 12.00 Entrance Loss Coef: 0.75
Streamline Technologies ICPR Model © Page .139 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Rise(in):
12.00
12.00
Exit Loss Coef:
0.00
Invert(ft):
28.500
28.500
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
LENGTH & US INVERT ASSUMED
-------------------------------------------------------------------------------------------
Name:
N_NW4ST_18A
From Node: N116
Length(ft):
30.00
Group:
SW 16/12 AVE To Node: 16N48
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
27.400
27.400
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-----------------------------------------------------
Name: N_NW4ST_24 From Node: N117
Group: SW 16/12 AVE To Node: 16N48
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
27.000
27.000
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
---------------------------------------------------
Name: N_NW5ST_18 From Node: N117
Group: SW 16/12 AVE To Node: 16N50
Streamline Technologies ICPR Model
Craig A. Smith & Associates
--------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: *0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--7 --------------
Length(ft): 30.00
Count: 1
--------------
Page 140 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
28.400
28.400
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
---------------------------------------------------
Name: N_NW5ST_24 From Node: N116
Group: SW 16/12 AVE To Node: 16N50
Geometry:
Span(in):
Rise(in):
Invert(ft):
Manning's N:
Top Clip(in):
mist Clip(in):
UPSTREAM
Circular
18.00
18.00
29.200
0.024000
0.000
0.000
DOWNSTREAM
Circular
18.00
18.00
29.200
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
M71 weYV.,�.laomn �1+I" dr:*** U r
--------------
Name:
Group:
N_NW6ST_18A From Node: N116
SW 16/12 AVE To Node: 16N52
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
29.400
29.400
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
zstream FHWA Inlet Edge Description:
:ular CMP: Projecting
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
-----------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
----------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
30.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
------------------
30.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
LENGTH & US INVERT ASSUMED
Streamline Technologies ICPR Model © Page 141 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------------------------------
Name:
N_NW6ST_18B
From Node:
N117
Length(ft):
30.00 {
Group:
SW 16/12 AVE
To Node:
16N52
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
26.600
26.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
LENGTH & US INVERT ASSUMED
----------------------------------------------------------------------------------------------------
Name:
N_NW7ST_20x3O
From Node:
N116
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node:
16N53
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Horz Ellipse
Horz Ellipse
Flow:
Both
Span(in):
30.00
30.00
Entrance Loss Coef:
0.75
Rise(in):
20.00
20.00
Exit Loss Coef:
0.00
Invert(ft):
29.400
29.400
Bend Loss Coef:
0.00 oil
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Elliptical Inlet
Face: Tapered inlet -thin edge projecting
Downstream FHWA Inlet Edge Description:
Elliptical Inlet Face: Tapered inlet -thin edge projecting
LENGTH & US INVERT ASSUMED
-------------------------------------------------
Name:
N_SW10ST_18
From Node:
N101
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node:
16N21
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
24.000
24.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Streamline Technologies ICPR Model © Page 142 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
-* cular CMP: Projecting
LENGTH & US INVERT ASSUMEI)
-----------------------------------------------------------------------------------------------------
Name: N_SW11ST_36 From Node: N101 Length(ft): 30.00
Group: SW 16/12 AVE To Node: 16N20 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
36.00
36.00
Rise(in):
36.00
36.00
Invert(ft):
18.300
18.300
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
--------------------------•---------------------------
Name:
N_SW12ST_12'.
From Node: N101
Group:
SW 16/12 AVE
To Node: 16N18
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
12.00
12.00
Rise(in):
12.00
12.00
Invert(ft):
20.900
20.900
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name: N_SW14ST_22 From Node: N101 Length(ft): 30.00
Group: SW 16/12 AVE To Node: 16N16 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
22.00
22.00
Rise(in):
22.00
22.00
Invert(ft):
20.100
20.100
Manning's N:
0.012000
0.012000
M1V Clip(in):
0.000
0.000
...-t Clip(in):
0.000
0.000
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 143 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
DIP
----------------------------------------------------------------------------------------------------
Name:
N_SW15ST_18
From Node:
N101
Length(ft):
232.00
Group:
SW 16/12 AVE
To Node:
16N15
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
19.600
19.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
----------------------------------------------------------------------------------
Name:
N_SW15ST_24W
From Node:
N118
Length(ft):
176.00
Group:
SW 16/12 AVE
To Node:
16N15
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
24.00
Entrance Loss Coef:
0.75
Rise(in):
24.00
24.00
Exit Loss Coef:
0.00
Invert(ft):
19.300
18.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------------------
Name: N_SW28ST_18
7----- 7--------------
From Node: N103
Group: SW 16/12 AVE
To Node: 16N06
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 18.00
18.00
Rise(in): 18.00
18.00
Streamline Technologies ICPR Model
Craig A. Smith & Associates
--------=------------------------------
Length(ft): 40.00
Count: 1
Friction Equation: Average Conveyance'
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Page 144 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Invert(ft):
18.500
18.500
Bend Loss Coef:
0.00
anning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
:.p Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
} t Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF IN PROPOSED CONDITION AND REPLACED WITH ADDITION OF LAKE & CONTROL STRUCTURE
-----------------------------------------------------------------------------
Name:
N_SW2ST_12W
From Node: N118
Length(ft):
Group:
SW 16/12 AVE
To Node: 16N38
Count:
Friction Equation:
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Geometry:
Circular
Circular
Flow:
Span(in):
12.00
12.00
Entrance Loss Coef:
Rise(in):
12.00
12.00
Exit Loss Coef:
Invert(ft):
26.300
26.300
Bend Loss Coef:
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Bot Clip(in):
0.000
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
"I cular CMP: Projecting
uulnstream FHWA Inlet Edge! Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
-----------------------------------------------------------------------------
Name:
N_SW2ST_36
From Node: N101
Length(ft):
Group:
SW 16/12 AVE
To Node: 16N38
Count:
Friction Equation:
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Geometry:
Circular
Circular
Flow:
Span(in):
36.00
36.00
Entrance Loss Coef:
Rise(in):
36.00
36.00
Exit Loss Coef:
Invert(ft):
25.500
25.500
Bend Loss Coef:
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Bot Clip(in):
0.000
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
-----------------------------------------------------
Name: N_SW2ST_TWIN8 From Node: N101
Group: SW 16/12 AVE To Node: 16N39
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-------------------
100.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
------------------------
30.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
------------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Page 145 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
8.00
8.00
Rise(in):
8.00
8.00
Invert(ft):
29.500
29.500
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
--------------------------
Name: N_SW3ST_18
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 28.800
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
------------------
From Node: N101
To Node: 16N34A
DOWNSTREAM
Circular
18.00
18.00
28.800
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
------------------------------
Name: N_SW6ST_18
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 25.300
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------
From Node: N101
To Node: 16N28
DOWNSTREAM
Circular
18.00
18.00
25.300
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR Model © Page 146 of 267
Craig A. Smith & Associates _
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------------
Name:
N_SW8ST_18
From Node: N101
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node: 16N26
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
26.000
26.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge: Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
----------------------------------------------------------------------------
Name:
N_SW9ST_18
From Node: N101
Length(ft):
Group:
SW 16/12 AVE
To Node: 16N23
Count:
Friction Equation:
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Geometry:
Circular
Circular
Flow:
Span(in):
18.00
18.00
Entrance Loss Coef:
Rise(in):
18.00
18.00
Exit Loss Coef:
Invert(ft):
26.300
26.300
Bend Loss Coef:
anning's N:
0.024000
0.024000
Outlet Ctrl Spec:
-p Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Bot Clip(in):
0.000
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
-----------------------------------------------------
Name:
NW3ST FERREL
From Node: 16N44
Group:
SW 16712 AVE
To Node: 16N43
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
36.00
36.00
Rise(in):
36.00
36.00
Invert(ft):
27.200
27.500
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
jT^5tream FHWA Inlet Edge Description:
:_ular CMP: Projecting
•------------------
30.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
--------------------------------------
Length(ft): 22.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Downstream FHWA Inlet Edge Description:
Streamline Technologies ICPR Model © Page 147 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Circular CMP: Projecting
----------------------------------------------------------------------------------------------
Name:
NW4ST_FERREL
From Node: 16N48
Length(ft):
50.00
Group:
SW 16/12 AVE
To Node: 16N47
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.75
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
25.700
25.700
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------------------------------------------------------------------
Name:
NW5ST FERREL
From Node: 16N50
Length(ft):
52.00
Group:
SW 16/12 AVE
To Node: 16N49
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.75
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
25.800
26.200
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-------------------------------------------- -----------------------------------------------
Name: NW6ST FERREL From Node: 16N52 Length(ft): 42.00
Group: SW 16/12 AVE To Node: 16N51 Count: 1
E t' • Avera a Conveyance
UPSTREAM
Geometry: Circular
Span(in): 36.00
Rise(in): 36.00
Invert(ft): 25.700
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circular
36.00
36.00
25.700
0.024000
0.000
0.000
Fraction 'qua-
Streamline Technologies ICPR Model © Page 148 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Upstream FHWA Inlet Edge Description:
circular CMP: Projecting
al
^nstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------•-------------------------
Name: 0_DIXIE & 3.6 AV From Node: 16N15
Group: SW 16/12 AVE To Node: 16N14
UPSTREAM
DOWNSTREAM
Geometry:
Rectangular
Rectangular
Span(in):
120.00
120.00
Rise(in):
48.00
48.00
Invert(ft):
16.700
16.900
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
--------------------------------------
Length(ft): 40.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Upstream FHWA
Inlet Edge Description:
Rectangular Box:
0° wingwa.11
flares
Downstream FHWA Inlet Edge! Description:
Rectangular Box:
0° wingwa.11
flares
----------------------------------------------------------------------------
Name:
P01_7N76
From Node: N102
Length(ft):
Group:
SW 7 AVE
To Node: 7N76
Count:
Friction Equation:
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Geometry:
Circular
Circular
Flow:
Span(in):
18.00
18.00
Entrance Loss Coef:
Rise(in):
18.00
18.00
Exit Loss Coef:
Invert(ft):
27.000
27.000
Bend Loss Coef:
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Bot Clip(in):
0.000
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
--------------------------------------------------
Name: PN101_7N54 From Node: N101
Group: SW 7 AVE To Node: 7N54
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 15.00
15.00
Rise(in): 15.00
15.00
=nvert(ft): 26.700
26.100
snning's N: 0.024000
0.024000
Top Clip(in): 0.000
0.000
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
60.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
-------------------------------------------
Length(ft): 20.'00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Page 149 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Stabilizer Option: None
--------------------------------------------------------------------------------------------
Name:
PN101_7N55
From Node: N101
Length(ft):
20.00
Group:
SW 7 AVE
To Node: 7N55
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.50
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
26.400
26.300
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
------------------------------------------------------------------
Name:
PN101_7N56
From Node: N101
-
Length(ft):
20.00
Group:
SW 7 AVE
To Node: 7N56
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic`
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.50
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
26.400
26.300
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------- 7----------------
Name: PN101 SW6ST From Node: N101
Group: SW 7 AVE To Node: 7N66
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 18.00 18.00
Streamline Technologies ICPR Model
Craig A. Smith & Associates
------------------- 7-----------------------------
Length(ft): 100.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both ,
Entrance Loss Coef: 0.50
Page 150 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Rise(in):
18.00
18.00
Exit
Loss Coef:
0.00
Invert(ft):
26.100
26.100
Bend
Loss Coef:
0.00
planning's N:
0.024000
0.024000
Outlet
Ctrl Spec:
Use do or tw
:3p Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge. Description:
Circular CMP: Mitered to slope
--------------------------•--------------------------------------------------------------------------
Name:
PRO-SW32ST_DS1
From Node: N014
Length(ft):
1400.00
Group:
SW 7 AVE
To Node: 7N10
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
42.00
Entrance Loss Coef:
0.50
Rise(in):
24.00
42.00
Exit Loss Coef:
0.00
Invert(ft):
13.000
12.500
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
W. aular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
NEW LINK REPRESENTS /NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3 TER, INLETS
ASSUMED TO NOT CONTROL FLOW AND ARE NOT MODELED AS STRUCTURES
----------------------------------------------------------------------------
Name:
PRO-TWIN48_N_SC
From Node: N104
Length(ft):
Group:
SW 7 AVE
To Node: 7N15
Count:
Friction Equation:
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Geometry:
Circular
Circular
Flow:•
Span(in):
48.00
48.00
Entrance Loss Coef:
Rise(in):
48.00
48.00
Exit Loss Coef:
Invert(ft):
16.000
15.800
Bend Loss Coef:
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Bot Clip(in):
0.000
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
REPLACED CULVERTS W/48 RCPS AND LOWERED INVERTS
•-----------------------
50.00
2
Average Conveyance
Automatic
Both
0.75
1.00
0.00
Use do or tw
Use do
None
--------------------•-------------------------------------------------------------------------
Name: PR04X7BC7N14N13 From Node: 7N14 Length(ft): 80.00
Streamline Technologies ICPR Model © Page 151 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 7 AVE
UPSTREAM
Geometry: Rectangular
Span(in): 84.00
Rise(in): 48.00
Invert(ft): 13.600
Manning's N: 0.012000
Top Clip(in): 0.000
Bot Clip(in): 0.000
To Node: 7N13
DOWNSTREAM
Rectangular
84.00
48.00
13.600
0.012000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
REPLACED EXISTING DBL ELLP 32X52 CMPS
-----------------------------------------------
Name: PR04X7BC7N16N15 From Node: 7N16
Group: SW 7 AVE To Node: 7N15
UPSTREAM
DOWNSTREAM
Geometry:
Rectangular
Rectangular
Span(in):
84.00
84.00
Rise(in):
48.00
48.00
Invert(ft):
14.300
14.300
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0' wingwall flares
REPLACED EXISTING 48"CMP
----------------------------------------------------
Name: PR04X7BC7N18N17 From Node: 7N18
Group: SW 7 AVE To Node: 7N17
UPSTREAM
DOWNSTREAM
Geometry:
Rectangular
Rectangular
Span(in):
84.00
84.00
Rise(in):
48.00
48.00
Invert(ft):
14.600
14.600
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------
Length(ft): 35.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------
Length(ft): 35.00
Count: 1
Friction Equation: Average,Conveyance
Solution Algorithm: Automatic
,Flow: Both
Entrance Loss. Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 152 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
REPLACED EXISTING 48"CMP
-----------------------------------------------------------------------------------------------
Name:
PR04X7BC7N20N19
From Node:
7N20
Length(ft):
35.00
Group:
SW 7 AVE
To Node:
7N19
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Rectangular
Rectangular
Flow:
Both
Span(in):
84.00
84.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
15.000
15.000
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Rectangular Box: 0° wingwall
flares
Downstream FHWA Inlet Edge Description:
Rectangular Box:
0° wingwall
flares
REPLACED EXISTING
48"CMP
--------------------------------------------------------------------------------------------------
Name:
PR04X7BC7N22N21 From Node:
7N22
Length(ft):
35.00
Group:
SW 7 AVE
To Node:
7N21
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Rectangular
Rectangular
Flow:
Both
Span(in):
84.00
84.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
[nvert(ft):
15.200
15.200
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
REPLACED EXISTING 48"CMP
-------------------------------
Name: PR04X7BC7N24N23
Group: SW 7 AVE
UPSTREAM
Geometry: Rectangular
Span(in): 84.00
Rise(in): 48.00
Invert(ft): 15.400
Manning's N: 0.012000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------
From Node: 7N24
To Node: 7N23
DOWNSTREAM
Rectangular
84.00
48.00
15.400
0.012000
0.000
0.000
,, ream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
------------------------
35.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
Page 153 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
Rectangular Box: 00 wingwall flares
REPLACED EXISTING 48"CMP
----------------------------------------------------
Name:
PR04X7BC7N26N25
From Node: 7N26
Group:
SW 7 AVE
To Node: 7N25
UPSTREAM
DOWNSTREAM
Geometry:
Rectangular
Rectangular
Span(in):
84.00
84.00
Rise(in):
48.00
48.00
Invert(ft):
15.900
15.900
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
REPLACED EXISTING 56" DIP
--------------------------------------------------
Name: PR04X7BC7N28N27 From Node: 7N28
Group: SW 7 AVE To Node: 7N27
UPSTREAM DOWNSTREAM
Geometry: Rectangular Rectangular
Span(in): 84.00 84.00
Rise(in): 48.00 48.00
Invert(ft): 15.900 15.900
Manning's N: 0.012000 0.012000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
REPLACED EXISTING 48" CMP
-----------------------------------------------
Name: PRO 16SW28 1OX4 From Node: 16NO6
Group: SW 16/12 AVE To Node: 16N05
UPSTREAM`
DOWNSTREAM`'
Geometry:
Rectangular
Rectangular
Span(in):
120.00
120._06
Rise(in):
48.00
48.00
Invert(ft):
14.800
14.800
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
--------------------------------------------
Length(ft): 16.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------
Length(ft) :
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
------------------
44.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
-------------------------------------------
Length(ft): 60.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic,'
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 154 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
stream FHWA Inlet Edge :Description:
=tangular Box: 00 wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
-------------------------•-------------------------
Name: PRO_48 TO 14103 From Node: 7N15
Group: SW 7 AVE To Node: N103
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
15.000
15.000
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
----------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
-------------------
975.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
PROPOSED PIPE TO CAPTURE & DIVERT WATER FROM SW 7 AVE SYSTEM JUST NORTH OF SCHOOL PROPERTY
-------------------------------------------------------------------------------------------------
Name:
PRO _SW28ST_DS
From Node: N005
Length(ft):
1400.00
Group:
SW 7 AVE
To Node: 7N12
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
42.00
Entrance Loss Coef:
0.50
Rise(in):
24.00
42.00
Exit Loss Coef:
0.00
Invert(ft):
13.500
13.500
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
NEW LINK REPRESENTS /NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3 TER, INLETS
ASSUMED TO NOT CONTROL FLOW AND ARE NOT MODELED AS STRUCTURES
------------------------------------------------
Name: PRO _SW32ST_DS2 From Node: N016
Group: SW 7 AVE To Node: N014
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 15.00
18.00
Rise(in): 15.00
18.00
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
-------------------------------------------
Length(ft): 550.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Page 155 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Invert(ft): 13.500 13.500
Manning's N: 0.012000 0.012000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
NEW LINK REPRESENTS /NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3 TER, INLETS
ASSUMED TO NOT CONTROL FLOW AND ARE NOT MODELED AS STRUCTURES
---------------------------------------------------------
Name: PRO _TWN_12X6_BC From Node: PRO _16NOlB
Group: SW 16/12 AVE To Node: 16NO1
UPSTREAM DOWNSTREAM
Geometry: Rectangular Rectangular
Span(in): 144.00 144.00
Rise(in): 72.00 72.00
Invert(ft): 9.000 9.000
Manning's N: 0.012000 0.012000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:.
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
--------------------------------------
Length(ft): 60.00
Count: 2
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
PROPOSED CULVERT CROSSING UNDER 16 AVE TO CONNECT PROPOSED CANAL TO EXIST GOODBREAD CANAL
1ST TRY - 210 X 5
------------------------------
Name: S_NW2ST24B
Group: SW 16/1_2 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 26.200
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------
From Node: N116
To Node: 16N42
DOWNSTREAM
Circular
24.00
24.00
26.200
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
------------------------
Streamline Technologies ICPR Model 4
Craig A. Smith & Associates
---------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------
Page 156. of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name:
S_NW3ST_12B
From Node: N116
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node: 16N43
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
12.00
12.00
Entrance Loss Coef:
0.75
Rise(in):
12.00
12.00
Exit Loss Coef:
0.00
Invert(ft):
30.000
30.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMEI)
-----------------------------------------------------------------------------------------------------
Name:
S_NW4ST_18B
From Node:
N116
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node:
16N47
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
26.500
26.500
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
p Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
t Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
LENGTH & US INVERT ASSUMED
----------------------------------------------------------------------------------------------------
Name:
S_NW5ST_18
From Node:
N116
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node:
16N49
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
26.900
26.900
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
91"ular CMP: Projecting
-stream FHWA Inlet Edge Description:
Circular CMP: Projecting
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 157 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
LENGTH & US INVERT ASSUMED
------------------------------
Name: S_NW6ST_18A
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18-00
Invert(ft): 26.800
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------
From Node: N116
To Node: 16N51
DOWNSTREAM
Circular
18.00
18.00
26.800
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
---------------------------------------------\
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------------------------------------------------------------------------
Name:
S_NW6ST_18B
From Node: N117
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node:,16N51
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
29.200
29.200
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
---------------------------
Name: S_SW10ST_12
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 12.00
Rise(in): 12.00
Invert(ft): 14.100
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------------
From Node: N101
To Node:..16N21
DOWNSTREAM
Circular
12.00
12.00
14.100
0.024000
0.000
0.000
-------------------------- -----------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss.-Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
e
Upstream FHWA Inlet Edge Description:
Streamline Technologies ICPR Model © Page 158 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Circular Concrete: Square edge w/ headwall
instream FHWA Inlet Edge Description:
=cular Concrete: Square edge w/ headwall
LENGTH & US INVERT ASSUMED
-------------------------•---------------------------------------------------------------------------
Name:
S_SW11ST_12
From Node: N101
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node: 16N19
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
12.00
12.00
Entrance Loss Coef:
0.75
Rise(in):
12.00
12.00
Exit Loss Coef:
0.00
Invert(ft):
24.200
24.200
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
LENGTH & US INVERT ASSUMED
---------------------------------------------------
Name:
S_SW13ST_22.
From Node: N101
Group:
SW 16/12 AVE
To Node: 16N17
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
22.00
22.00
Rise(in):
22.00
22.00
Invert(ft):
20.600
20.600
Manning's N:
0.024000
'0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
DIP
---------------------------------------------------
Name: S_SW15ST_18 From Node: N103
Group: SW 16/12 AVE, To Node: 16N14
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 18.00
18.00
Rise(in): 18.00
18.00
=nvert(ft): 19.700
19.700
Manning's N: 0.024000
0.024000
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
----------------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
------------------------
30.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Page 159 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
----------------------------------------------------------------------------------------------------
Name: S_SW15ST_18W
From Node: N119
Length(ft):
20.00
Group: SW 16/12 AVE
To Node: 16N14
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Circular
Circular
Flow:
Both
Span(in): 18.00
18.00
Entrance Loss Coef:
0.75
Rise(in): 18.00
18.00
Exit Loss Coef:
0.00
Invert(ft): 20.000
19.100
Bend Loss Coef:
0.00
Manning's N: 0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in): 0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in): 0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------------------
Name: S_SW15ST_24W
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 19.000
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------
From Node: N119
To Node: 16N14
DOWNSTREAM
Circular
24.00
24.00
18.100
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-----------------------------------------------
Name: S_SW2ST_12W From Node: N118
Group: SW 16/12 AVE To. Node: 16N37
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------
Length(ft): 20.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or.tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------
Length(ft): 22.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Page 160 of 2.67
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Span(in):
12.00
12.00
Entrance
Loss
Coef:
0.75
Rise(in):
12.00
12.00
Exit
Loss
Coef:
0.00
Invert(ft):
26.300
26.300
Bend
Loss
Coef:
0.00
Aanning's N:
0.024000
0.024000
Outlet
Ctrl
Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl
Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMEI)
-------------------------
Name: S_SW2ST_21x15
Group: SW 16/12 AVE
UPSTREAM
Geometry: Horz Ellipse
Span(in): 21.00
Rise(in): 15.00
Invert(ft): 29.700
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-------------------
From Node: N101
To Node: 16N37
DOWNSTREAM
Horz Ellipse
21.00
15.00
29.700
0.024000
0.000
0.000
tream FHWA Inlet Edge Description:
izontal Ellipse Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Groove end projecting
LENGTH & US INVERT ASSUMED
-------------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
----------------------------------------------------------------------------
Name:
5_SW32ST_18
From Node: N113
Length(ft):
Group:
SW 16/12 AVE
To Node: 16NO3
Count:
Friction Equation:
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Geometry:
Circular
Circular
Flow:
Span(in):
18.00
18.00
Entrance Loss Coef:
Rise(in):
18.00
18.00
Exit Loss Coef:
Invert(ft):
17.200
17.200
Bend Loss Coef:
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Bot Clip(in):
0.000
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------------------------------------
Name: S_SW3ST_12 From Node: N101
Streamline Technologies ICPR Model
Craig A. Smith & Associates
•-----------------------
30.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
•-----------------------
68.00
i
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
-----------------------------------
Length(ft): 30.00
Page 161 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 12.00
Rise(in): 12.00
Invert(ft): 25.800
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
To Node: 16N34B
DOWNSTREAM
Circular
12.00
12.00
25.800
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
-----------------------
Name: S_SW6ST_12
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 12.00
Rise(in): 12.00
Invert(ft): 25.700
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
--------------------
From Node: N101
To Node: 16N28
DOWNSTREAM
Circular
12.00
12.00
25.700
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
------------------------------
Name: S_SW7ST_24
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 23.600
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
From Node: N101
To Node: 16N27
DOWNSTREAM
Circular
24.00
24.00
23.600
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------_----------------
Length(ft): 30.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR Model © Page 162 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------------------------------
Name:
S_SW8ST_18
From Node: N101
Length(ft):
30.00
Group:
SW 16/12 AVE
To Node: 16N25
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
24.900
24.900
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
----------------------------
Name: S_SW9ST_18
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 24.500
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
------------------
From Node: N101
To Node: 16N22
DOWNSTREAM
Circular
18.00
18.00
24.500
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
-------------------------------
Name: SR70BC_4X7@16AV
Group: SW 16/12 AVE
UPSTREAM
Geometry: Rectangular
Span(in): 84.00
Rise(in): 48.00
Invert(ft): 25.500
Manning's N: 0.012000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-------------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
30.00
1
Average Conveyance
Automatic
Both
0.75
0.00
0.00
Use do or tw
Use do
None
-----------------------------------------------------------------
From Node: 16N41 Length(ft): 98.40
To Node: 16N40 Count: 1
Friction Equation: Average Conveyance
DOWNSTREAM
Solution
Algorithm:
Automatic
Rectangular
Flow:
Both
84.00
Entrance
Loss Coef:
0.75
48.00
Exit
Loss Coef:
0.00
24.600
Bend
Loss Coef:
0.00
0.012000
Outlet
Ctrl Spec:
Use do or tw
0.000
Inlet
Ctrl Spec:
Use do
0.000
Stabilizer Option:
None
,::-ream FHWA Inlet Edge Description:
Rectangular Box: 30° to 75" wingwall flares
Streamline Technologies ICPRR, Model
Craig A. Smith & Associates
Page 163 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
Rectangular Box: 300 to 75° wingwall flares
EXISTING TWIN 24" CMP WERE REPLACED BY SR70 FDOT PROJECT
-----------------------------
Name: SR70BC_@SW7AVE
Group: SW 7 AVE
UPSTREAM
Geometry: Rectangular
Span(in): 120.00
Rise(in): 84.00
Invert(ft): 9.240
Manning's N: 0.012000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------------------------------------------------------
From Node: 7N01 Length(ft): 200.00
To Node: RC SW 7 AVE Count: 1
DOWNSTREAM
Rectangular
120.00
84.00
9.240
0.012000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 00 wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
------------------------
Name: SW 10 ST
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 42.00
Rise(in): 42.00
Invert(ft): 23.100
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------------
From Node: 7N54
To Node: 7N53
DOWNSTREAM
Circular
48.00
48.00
23.100
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------------
Length(ft): 90.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
REPRESENTING 2 PIPES IN SERIES MODELED AS 1 PIPE DUE TO CLOSENESS
---------------------------------------------------------------------------------
Name: SW 24AVE 30RCP From Node: N118 Length(ft): 200.00
Group: SW 16/12 AVE To Node:.N124 Count: 1
C e
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
30.00
30.00
Rise(in):
30.00
30.00
Invert(ft):
25.000
25.000
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
Friction Equation. Average onveyanc
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page.,164 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
-=-tream FHWA Inlet Edge Description:
arrcular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
EXISTING CROSS CULVERT 0.1.5 MILES SOUTH OF SW 8 ST WHICH TIES INTO DITCH THAT CONNECTS TO THE SW 26
AVE DITCH. DIMENSIONS & ELEVATIONS ASSUMED BASED ON FIELD OBSERVATION
--------------------------•--------------------------------------------------------------------------
Name:
SW 6 ST
From Node: 7N66
Length(ft):
48.00
Group:
SW 7 AVE
To Node: 7N65
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
24.700
24.100
Bend Loss Coef:
0.00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
----------------------------------------------------
Name: SW 8 ST From Node: 7N60
Group: SW 7 AVE To Node: 7N59
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
24.200
23.400
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
--------------------------------
Length(ft): 68.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
REPRESENTING 2 PIPES IN SERIES MODELED AS 1 PIPE DUE TO CLOSENESS
--------------------------•--------------------------
Name: SW 9 ST-TWI14-36 From Node: 7N56
Group: SW 7 AVE To Node: 7N55
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 36.00 36.00
Rise(in): 36.00 36.00
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-------------------------------------------
Length(ft): 46.00
Count: 2
Friction Equation: Average. Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.40
Exit Loss Coef: 0.00
Page 165 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Invert(ft):
23.100
23.100
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
------------------------------------------------------------------------------------------
Name:
SW11ST &
FERREL From Node: 16N20
Length(ft):
42.00
Group:
SW 16/12
AVE To Node: 16N19
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
54.00
54.00
Entrance Loss Coef:
0.75
Rise(in):
54.00
54.00
Exit Loss Coef:
0.00
Invert(ft):
18.600
17.300
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-------------------------------------------------------------------------------
Name:
SW15ST_15RCP
From Node: N104
Length(ft):
46.00
Group:
SW 7 AVE
To Node: 7N29
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
15.00
15.00
Entrance Loss Coef:
0.75
Rise(in):
15.00
15.00
Exit Loss Coef:
0.00
Invert(ft):
20.400
19.300
Bend Loss Coef:
0.00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
---------------------------
Name: SW15ST_24CMP From Node: N103
Group: SW 7 AVE To Node: 7N29
Streamline Technologies ICPR Model
Craig A. Smith & Associates
--------------- 7---------------------------
Length(ft): 28.00
Count: 1
Friction Equation: Automatic
Page 166 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
24.00
Entrance Loss Coef:
0.50
Rise(in):
24.00
24.00
Exit Loss Coef:
0.00
Invert(ft):
19.700
19.100
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-------------
Name
Group
--------------------------------------------------------------------------------------
SW15ST_BCVAVE From Node: 7N30 Length(ft): 44.00
SW 7 AVE To Node: 7N29 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Rectangular.
Rectangular
Span(in)-:
84.00
84.00
Rise(in):
48.00
48.00
Invert(ft):
17.300
17.300
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwaill flares
Downstream FHWA Inlet Edge! Description:
Rectangular Box: 0° wingwall flares
------------------------------
Name: SW15ST_TWIN 24
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 18.650
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------
From Node: N102
To Node: 7N30
DOWNSTREAM
Circular
24.00
24.00
18.650
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
CIT-pular Concrete: Square edge w/ headwall
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
------------------------
48.00
2
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
Streamline Technologies ICPR Model © Page 167 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------------------------------
Name:
SW19ST_18CMP
From Node: N104
Length(ft):
50.00
Group:
SW 7 AVE
To Node: 7N24
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.75
Rise(in):
18.00
18.00
Exit Loss Coef:
0.00
Invert(ft):
19.600
18.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
-------------------------------------------------
Name:
SW28ST-60X84
From Node: 16N06
Length(ft):
60.00
Group:
SW 16/12 AVE
To Node: 16N05
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Horz Ellipse
Horz Ellipse
Flow:
None
Span(in):
84.00
84.00
Entrance Loss Coef:
0.50
Rise(in):
60.00
60.00
Exit Loss Coef:
0.00
Invert(ft):
14.200
14.300
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Horizontal Ellipse
Concrete:
Groove end projecting
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse
Concrete:
Groove end projecting
CULVERT CROSSING
ON SW 16 AVE DITCH & SW 28ST
TURNED OFF LINK AND REPLACED
W/10X4 BOX CULVERT
-----------------------------------
Name:
SW28ST_BC07
---------�----
From Node: 7N12
Length(ft)•.
40.00
Group:
SW 7 AVE
To Node: 7Nll
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Rectangular
Rectangular
Flow:
Both
Span(in):
96.00
96.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
13.500
13.500
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use,dc or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl.Spec:..Use
do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 168 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
.tangular Box: 00 wingwall flares
----------------------------------------------------
Name:
SW2STFERREL
From Node: 16N38
Group:
SW 16712 AVE
To Node: 16N37
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
60.00
60.00
Rise(in):
60.00
60.00
Invert(ft):
24.900
25.300
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
ALSO KNOWN AS 7TH ST
-----------------------------------------
Length(ft): 48.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------------------------------------------------------------------------
Name:
SW32ST-2-48
From Node: 16N04
Length(ft):
50.00
Group:
SW 16/12 AVE
To Node: 16NO3
Count:
2
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
13.700
13.400
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
CULVERT CROSSING ON SW 16 AVE DITCH & SW 32ST
---------------------------------------------------------
Name: SW32ST_BC@7 From Node: 7N10
Group: SW 7 AVE To Node: 7N09
UPSTREAM
DOWNSTREAM
Geometry:
Rectangular
Rectangular
Span(in):
96.00
96.00
Rise(in):
48.00
48.00
Invert(ft):
12.000
12.000
Manning's N:
0.012000
0.012000
D Clip(in):
0.000
0.000
Clip(in):
0.000
0.000
Streamline Technologies ICP1Z Model
Craig A. Smith & Associates
-------------------------------------------
Length(ft): 64.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 169 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
------------------------- 7------------------------
Name: SW7ST_12X21 From Node: N104
Group: SW 7 AVE To Node: 7N28
UPSTREAM
DOWNSTREAM
Geometry:
Horz Ellipse
Horz Ellipse
Span(in):
21.00
21.00
Rise(in):
12.00
12.00
Invert(ft):
20.300
18.600
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Elliptical Inlet Face: Tapered inlet -beveled edges
Downstream FHWA Inlet Edge Description:
Elliptical Inlet Face: Tapered inlet -beveled edges
-------------------------------------------------------
Name: SW8ST_FERRELL From Node: 16N26
Group: SW 16I12 AVE To Node: 16N25
UPSTREAM DOWNSTREAM
Geometry: Horz Ellipse Horz Ellipse
Span(in): 54.00 54.00
Rise(in): 45.00 45.00
Invert(ft): 22.600 22.700
Manning's N: 0.024000 0.024000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Square edge with headwall
------------------------------------------- 7-------
Name: TWENTAR 24 From Node: N126
Group: SW 32 AVE To Node: 32N20
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 24.00
24.00
Rise(in): 24.00
24.00
Invert(ft): 14.740
14.910
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
-------------------------------------
Length(ft): 44.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------------�.
Length(ft): 44.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------ 7------------ ------------------
Length(ft): 55.00'
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Positive
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Page 170 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Manning's N: 0.024000 0.024000
Mop Clip(in): 0.000 0.000
:::Dt Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
ALLOW ONLY POSITIVE FLOW UNDER PUMP CONDITION
-------------------------
Name: TWENTAR_42
Group: SW 32 AVE
UPSTREAM
Geometry: Circular
Span(in): 42.00
Rise(in): 42.00
Invert(ft): 11.060
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------
From Node: N126
To Node: 32N19
DOWNSTREAM
Circular
42.00
42.00
11.560
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
rnstream FHWA Inlet Edge: Description:
u-rcular CMP: Projecting
TWENTAR INC OUTFALL FROM EXISTING LAKE/PIT
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------------
Length(ft): 42.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Positive
Entrance Loss Coef: 0.75
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name:
TWIN48_N SC:HL
From Node: N104
Length(ft):
50.00
Group:
SW 7 AVE
To Node: 7N15
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
48.00
48.00
Entrance Loss Coef:
0.75
Rise(in):
48.00
48.00
Exit Loss Coef:
1.00
Invert(ft):
17.200
17.300
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
TURNED OFF LINK AND REPLACED W/48 RCP'S
Name: W_115+30_18 From Node: N119 Length(ft): 20.00
Group: SW 16/12 AVE To Node: 16N11 Count: 1
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Streamline Technologies ICPR Model © Page 171 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
17.600
17.600
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------------------
Name: W 118+25 24
Group: SW 16/12 AVE
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 19.400
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------
From Node: N119
To Node: 16N12
DOWNSTREAM
Circular
24.00
24.00
18.500
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------------------------------
Name: W_120+30 24 From Node: N119
Group: SW 16/12 AVE To Node: 16N13
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
18.600
18.400
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
---------------------------------
Length(ft): 20.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------
Length(ft): 20.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.75
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
1/
Streamline Technologies ICPR Model © Page 172 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Channels
Name:
C-07NO2 C_07NO2_07N01
From Node: 7NO2
Length(ft):
727.00
Group:
SW 7 AVE
To Node: 7N01
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
10.630
10.940
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R1_17+19.4.9
R1_10+22.80
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft) :
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
--------------------------------------------------------
Name: C_07NO3B_07NO2 From Node: PRO_7NO3B
Group: SW 7 AVE To Node: 7NO2
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
10.430
10.630
,:1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R1_38+64.32
modR1 17+19.49
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
SLIGHTLY MODIFIED US SECTION.
----------------------------------------------------
Name: C_07N04_07NO3 From Node: 7N04
Group: Si 7 AVE To Node: 7NO3
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
8.430
8.400
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R1_42+03.00
R1_38+64.32
uxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------------------------
Length(ft): 2114.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------
Length(ft): 339.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 173 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
LOWERED CROSS SECTION 0 A SLOPE
OF 0.00864 BETWEEN 7NO3
AND 7N29.
-----------------------------------------------------------------------------------------
Name:
C_07N05_07N04
From Node:
7N05
Length(ft):
509.00
Group:
SW 7 AVE
To Node:
7N04
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
9.130
8.690
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R1_47+12.26
R1_42+03.00
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl•
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
----------------------------------------------------------------------------------------------------�
Name:
C_07N06_07N05
From Node:
7N06
Length(ft):
952.00
Group:
SW 7 AVE
To Node:
7N05
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
9.950
9.130
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N•
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R1_56+63.89
R1_47+12.26
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.600
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdslp(h/v):
RtSdSlp(h/v):
LOWERED CROSS SECTION
@ A SLOPE OF.0.00864 BETWEEN
7NO3 AND 7N29.
------------------
Name:
--------------
C_07N07_0.7N06
--------------------------------
From Node:
7N07
Length(ft):
934.00
Group:
SW 7 AVE
To Node:
7N06
Count:
1
UPSTREAM
DOWNSTREAM
Geometry: Irregular
Irregular
Invert(ft): 10.760
9.950
TC1pInitZ(ft): 9999.000
9999.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic j
Flow: Both
Contraction Coef: 0.600
Page 174 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Sot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R1_65+97.58
R1_56+63.89
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN
7NO3 AND 7N29.
--------------------------•--------------------------------------------------------------------------
Name:
C_07N08_07N07
From Node:
7N08
Length(ft):
70.00
Group:
SW 7 AVE
To Node:
7N07
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
10.820
10.760
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R1_66+68.49
R1_65+97.58
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
p Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
----------------------------------------------------------------------------------------------------
Name:
C_07N09_07:908
From Node:
7N09
Length(ft):
1284.00
Group:
SW 7 AVE
To Node:
7N08
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
11.930
10.820
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R1_79+51+98
R1_66+68.49
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
'RED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
---------------------------•-------------------------------------------------------------------------
Streamline Technologies ICPR Model © Page 175 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: C_07N11_07NIO From Node: 7Nll Length(ft): 1239.00
Group: SW 7 AVE To Node: 7N10 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 13.060
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-087+52
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
11.990
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-100+64
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
--------------------------------------------------------------------------------------
Name: C_07N13_07N12 From Node: 7N13 Length(ft): 530.00
Group: SW 7 AVE To Node: 7N12 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 13.550
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-082+22
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
13.090
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-087+52
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
----------------------- --------- --------------------------------------------
Name: C_07N15_07N14 From Node: PRO_7N15B Length(ft): 792.00
Group: SW 7 AVE To Node: 7N14 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
14.300
13.620
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
PRO_TPS-073+50
TPS-081+42
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 176 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Bot Width(ft):
LtSdSlp(h/v):
71
tSdSlp (h/v) :
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
--------------------------
Name: C_07N16_07N17
Group: SW 7 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 14.620
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-069+86
AuxElevl(ft): 0.000
Aux XSec1:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------
From Node: 7N17 Length(ft): 328.00
To Node: 7N16 Count: 1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
14.330
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-073+14
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
--------------------------------------------------------------------------------------------
Name: C_07N19_07N18 From Node: 7N19 Length(ft): 406.00
Group: SW 7 AVE To Node: 7N18 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 14.990
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-065+80
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
14.640
Flow:
Both
9999.000
Contraction Coef:.
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-069+86
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
---------------------------------------------------
Name: C_07N21_07N20 From Node: 7N21
Group: SW 7 AVE To Node: 7N20
UPSTREAM
DOWNSTREAM
Geometry: Irregular
Irregular
Invert(ft): 15.200
15.000
TC1pInitZ(ft): 9999.000
9999.000
Manning's N:
iop Clip(ft): 0.000
0.000
Bot Clip(ft): 0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-------------------------------------------
Length(ft): 210.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Page 177 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Main XSec: TPS-063+70 TPS-065+80
AuxElevl(ft): 0.000 0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
----------------------------------------------------------------------------------------------
Name: C_07N23_07N22 From Node: 7N23 Length(ft): 186.00
Group: SW 7 AVE To Node: 7N22 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 15.390
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-061+34
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
15.230
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-063+20
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
---------------------- 7-----------------------------------------------------------
Name: C_07N25_07N24 From Node: 7N25 Length(ft): 524.00
Group: SW 7 AVE To Node: 7N24 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 15.870
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-055+66
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
15.420
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-060+90
Outlet Ctrl Spec:
Use do or tw,
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED CROSS SECTION @ A SLOPE OF 0.06864 BETWEEN 7NO3 AND 7N29.
----------------------------- ----------------------------------------------------
.
Name: C_07N27_07N26 From Node: 7N27 Length(ft): 78.00
Group: SW 7 AVE To Node: 7N26 Count: 1
Streamline. Technologies ICPR Model © Page 178 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
UPSTREAM
Geometry: Irregular
Invert(ft): 15.950
�-'lpInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-054+64
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
15.890
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-055+42
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
--------=-----------------•--------------------------------------------------------------
Name: C_07N29_07N28 From Node: 7N29 Length(ft): 544.00
Group: SW 7 AVE To Node: 7N28 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 16.500
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-048+72:
'.uxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
16.000
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-054+16
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED CROSS SECTION @ A SLOPE OF 0.00864 BETWEEN 7NO3 AND 7N29.
----------------------------------------------------------------------------------------------
Name: C_07N31_07N30 From Node: 7N31 Length(ft): 108.00
Group: SW 7 AVE To Node: 7N30 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
17.700
17.300
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
TPS-046+62
TPS-047+70
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
t Width(ft):
,tSdSlp(h/v)
RtSdSlp(h/v):
Streamline Technologies ICP]P, Model
Craig A. Smith &
Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use dn' -
Stabilizer Option: None
Page 179 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
LOWERED INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
-------------------------------------------------------------------------------------
Name: C_07N33_07N32 From Node: 7N33 Length(ft): 64.00
Group: SW 7 AVE To Node: 7N32 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 18.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-046+40
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
17.700
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-046+40
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
------------------------------------------------------------------------------------------
Name: C_07N35_07N34 From Node: 7N35 Length(ft): 152.00
Group: SW 7 AVE To Node: 7N34 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 18.600
TClpInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-044+00
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
18.100
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-045+52
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
---------------------------------------------------------
Name: C_07N37_07N36 From Node: 7N37
Group: SW 7 AVE To Node: 7N36
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
19.200
18.700
TC1pInitZ(ft):
9999.000
§999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
TPS-042+34
TPS-043+70
AuxElevl(ft):
0.000
0.000
Aux XSecl:
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------------
Length(ft): 136.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 180 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
AuxElev2(ft): 0.000 0.000
Aux XSec2:
--jp Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
LOWERED INVERTS @ SLOPE 017 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
-------------------------------------------------------------------------------------------------
Name: C_07N39_07N38 From Node: 7N39 Length(ft): 46.00
Group: SW 7 AVE To Node: 7N38 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 19.500
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-041+40
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
19.300
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-041+86
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
'ERED INVERTS @ SLOPE OE' 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
----------------------------------------------------------------------------------------------------
Name: C_07N41_07N40 From Node: 7N41 Length(ft): 50.00
Group: SW 7 AVE To Node: 7N40 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 19.600
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-040+62
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
19.500
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-041+12
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LOWERED INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
-----------------------------------------------------
Name: C_07N43_07:N42 From Node: 7N43
Group: SW 7 AVE To Node: 7N42
UPSTREAM DOWNSTREAM
Geometry: Irregular Irregular
Invert(ft): 20.100 19.800
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------------------------------
Length(ft): 70.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Page 181 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
TPS-039+70
TPS-040+40
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
LOWERED INVERTS
@ SLOPE OF 0.0036
FT/FT BETWEEN
NODES
7N30 & 7N49.
-------------------------------------------------------------------------------------------
Name:
C_07N45_07N44
From Node:
7N45
Length(ft):
130.00
Group:
SW 7 AVE
To Node:
7N44
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic,
Invert(ft):
20.600
20.200
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N•
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
TPS-038+00
TPS-039+46
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtsdSlp(h/v):
LOWERED INVERTS
@ SLOPE OF 0.0036
FT/FT BETWEEN NODES
7N30 & 7N49.
SECTION TPS 38+00
WAS WIDENED
---------------------------------------------------------------------------
Name:
C_07N47_07N46
From Node:
7N47
Length(ft):
180.00
Group:
SW 7 AVE
To Node:
7N46
Count:
1
UPSTREAM.
Geometry: Irregular
Invert(ft): 21.400
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.00.0
Main XSec: TPS-036+20
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Irregular
20.700
9999.000
0.000
0.000
TPS-038+00
0.000
0.000
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None .
Streamline Technologies ICPR Model © Page 182 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
LOWERED INVERTS @ SLOPE OF 0.0036 FT/FT BETWEEN NODES 7N30 & 7N49.
-=ION TPS 36+20 WAS WIDENED
-----------------------------------------------------------------------------------------------------
Name: C_07N49_0'iN48 From Node: 7N49 Length(ft): 164.00
Group: SW 7 AVE To Node: 7N48 Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
22.000
21.400
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
TPS-034+24
TPS-035+88
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
LOWERED INVERTS
@ SLOPE OE' 0.0036
FT/FT BETWEEN NODES
7N30 & 7N49.
---------------------------------------------------------------------------------------------
Name:
C_07N51_07N50
From Node: 7N51
Length(ft):
170.00
Group:
SW 7 AVE
To Node: 7N50
Count:
1
UPSTREAM
Geometry: Irregular
Invert(ft): 23.100
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-032+30
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
------------------------------
Name: C_07N53_07N52
Group: SW 7 AVE
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
22.200
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-034+00
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
-----------------
From Node: 7N53
To Node: 7N52
UPSTREAM
DOWNSTREAM
Geometry: Irregular
Irregular
Invert(ft): 23.100
23.100
1pInitZ(ft): 9999.000
9999.000
Manning's N:
Top Clip(ft): 0.000
0.000
Streamline Technologies ICPl2 Model
Craig A. Smith & Associates
-------------------------
Length(ft): 100.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow; Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Page 183 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Bot Clip(ft): 0.000
Main XSec: TPS-031+00
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
-------------------------------
Name: C_07N55_07N54
Group: SW 7 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 23.600
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-027+18
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
0.000 Exit Loss Coef: 0.000
TPS-032+00 Outlet Ctrl Spec: Use do or tw
0.000 Inlet Ctrl Spec: Use do
Stabilizer Option: None
0.000
------------------------------------------------------------
From Node: 7N55
Length(ft):
302.00
To Node: 7N54
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
23.100
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-030+20
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
--------------------------------------------------------------------------------------
Name: C_07N57_07N56 From Node: 7N57 Length(ft): 202.00
Group: SW 7 AVE To Node: 7N56 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 23.600
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-024+50
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
23.600
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-026+52
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
-------------------------------------------------------
Name: C_07N59_07N58 From Node: 7N59
Group: SW 7 AVE To Node: 7N58
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------- -----------
Length(ft): 50.00
Count: 1
Page 184 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
UPSTREAM
Geometry: Irregular
i Invert(ft): 23.600
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-023+70
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
-----------------------------
Name: C_07N61_07N60
Group: SW 7 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 24.200
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-021+50
-iuxElevl (ft) : 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
23.600
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-024+20
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
---------------------------------------------------------------
From Node: 7N61 Length(ft): 150.00
To Node: 7N60 Count: 1
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
24.200
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-023+00
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
--------------------------•--------------------------------------------------------------------------
Name: C_07N63_07N62 From Node: 7N63 Length(ft): 66.00
Group: SW 7 AVE To Node: 7N62 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
24.500
24.500
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
TPS-020+60
TPS-021+26
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
.�t Width(ft):
LtSdSlp(h/v):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Average Conveyance
Automatic
Both
0.100
0.300
0.000
0.000
Use do or tw
Use do
None
Page 185 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
RtSdSlp(h/v):
---------------------------------------------------- ----------------------------------
Name: C07N65_07N64 From Node: 7N65 Length(ft): 340.00
Group: S_W 7 AVE To Node: 7N64 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 24.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-016+10
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------------------
Name: C_07N67_07N66
Group: SW 7 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 25.100
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-011+18
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
24.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-019+50
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
--------------------------------- 7-------------------------
From Node: 7N67 Length(ft): 412.00
To Node: 7N66 Count: 1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
24.000
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
TPS-015+30
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
---------------------------------------------------
Name: C_07N69_07N68 From Node: 7N69
Group: SW 7 AVE To Node: 7N68
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
25.300
25.100
TC1pInitZ(ft):
9999.000
4999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
TPS-007+60
TPS-010+80
AuxElevl(ft):
0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
------------------------------------------
Length(ft): 320.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800'
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Page 1.86 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Aux XSecl: Stabilizer Option: None
,=Elev2(ft): 0.000 0.000
r Aux XSec2:
ap Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------------------------------------------------------------------------------------------
Name:
C_07N71_07N70
From Node:
7N71
Length(ft):
140.00
Group:
SW 7 AVE
To Node:
7N70
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
25.300
25.300
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
TPS-005+70
TPS-007+10
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_07N73_07N72
From Node:
7N73
Length(ft):
205.00
Group:
SW 7 AVE
To Node:
7N72
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
26.000
25.300
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
TPS-003+25
TPS-005+30
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------------------------------------------------------------------------------------------
Name:
C_07N75_07N74
From Node:
7N75
Length(ft):
154.00
Group:
SW 7 AVE
To Node:
7N74
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation: Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm: Automatic
Streamline Technologies ICPR Model ©
Page 187 of 267
Craig A. Smith &
Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Invert(ft): 26.700
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: TPS-001+30
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------
Name: C_16N01_GBC01
Group: SW 16/12 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 6.300
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Sot Clip(ft): 0.000
Main XSec: 16TPS-023+16
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
26.400
Flow:
Both
9999.000
Contraction
Coef:
0.100
Expansion
Coef:
0.300
0.000
Entrance Loss
Coef:
0.000
0.000
Exit Loss
Coef:
0.000
TPS-002+84
Outlet Ctrl
Spec:
Use do or tw
0.000
Inlet Ctrl
Spec:
Use do
Stabilizer Option:
None
0.000
----------------
From Node: 16N01
To Node: GBC01
DOWNSTREAM
Irregular
6.300
9999.000
0.000
0.000
GB CANAL X-01
0.000
0.000
------- 7--------------
Length(ft): 300.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
STABILITY ISSUES; INCREASED LINK FROM 100' TO 300'.
SHORTENED USTREAM LINK BY 200'. (C_16NO2_16N01)
-----------------------------
Name: C_16NO2_16N01
7----------------------------------------------------------------
From Node: 16NO2
Length(ft):
1606.00
Group: SW 16/12 AVE
To Node: 16N01
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry: Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft): 8.700
6.300
Flow:
Both
TC1pInitZ(ft): 9999.000
9999.000
Contraction Coef:
0.100
Manning's N•
Expansion Coef:
0.300
Top Clip(ft): 0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft): 0.000
0.000
Exit Loss Coef:
0.000
Main XSec: 16TPS-034+00
16TPS-023+16
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft): 0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft): 0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM SEC 34+00 PROJECTED
TO STATION 41+22
Streamline Technologies ICPR Model ©
Page 188 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------
Name:
C_16NO3_16NO2
From Node: 16NO3
Length(ft):
3300.00
Group:
SW 16/12 AVE
To Node: 16NO2
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
14.000
8.700
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
16TPS-0744.00
16TPS-034+00
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------
Name: C_16N05_16N04 From Node: 16N05
Group: SW 16/12 AVE To Node: 16N04
UPSTREAM
Geometry: Irregular
Invert(ft): 14.300
1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: 16TPS-086+75
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------
Length(ft): 1221.00
Count: 1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
14.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
16TPS-074+54
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
--------------------------•--------------------------
Name: C 16N07 161,706 From Node: 16N07
Group: SW 16/12 AVE To Node: 16N06
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
14.700
15.400
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-098+48
16TPS-087+80
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------------
Length(ft): 106B.00
Count: 1
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
None
0.600
0.800
0.000
0.000
Use do or tw
Use do
None
Page 189 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
LINK TURNED OFF & REPLACED W/NEW TRAP SECTION
----------------------------------------------------------------------------------------------------
Name:
C_16N09_16N08
From Node: 16N09
Length(ft):
580.00
Group:
SW 16/12 AVE
To Node: 16N08
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
17.100
14.800
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
16TPS-107+83
16TPS-098+80
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
USED US CROSSECTION FOR PIPE
INFLOW POINT
LOWERD US INVERT FROM 17.1 TO 15.3 BASED ON SLOPE 0.000914 BTWN OLD DIXIE INVERT AND EXISTING 54"
INVERT
------------------------------------------------------------------------------------------------
Name:
C_16N10_16N09
From Node:
16N10 Length(ft):
1636.00
Group:
SW 16/12 AVE
To Node:
16N09 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
16.830
15.300
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N•
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
16TPS-107+83
16TPS-107+83
Outlet Ctrl Spec:
Use do or tw,
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v)
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
LOWERD DS INVERT FROM 17.1 TO
15.3 BASED ON SLOPE 0.000914 BTWN OLD DIXIE INVERT AND EXISTING.54"
INVERT
LOWERD US INVERT FROM 17.1 TO
16,83 BASED ON
SLOPE 0.000914 BTWN OLD DIXIE
INVERT AND EXISTING 54"
INVERT
('
-------------------------------------------
Streamline Technologies ICPR Model
Craig A. Smith & Associates
---------------------------
Page 190. of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Name: C_16N11_11iN10 From Node: 16N11 Length(ft): 250.00
Group: SW 16/12 AVE To Node: 16N10 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
17.060
16.830
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-1071-83
16TPS-107+83
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
USED US/DS CROSSECTION FOR. PIPE INFLOW POINT
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LOWERD DS INVERT FROM 17.5 TO 16.83 BASED ON SLOPE 0.000914 BTWN OLD DIXIE INVERT AND EXISTING 54"
INVERT
LOWERD US INVERT FROM 17.5 TO 17.06 BASED ON SLOPE 0.000914 BTWN OLD DIXIE INVERT AND EXISTING 54"
INVERT
-----------------------------------------------------------------------------------------------
Name:
C_16N12_16N11
From Node: 16N12
Length(ft):
282.00
Group:
SW 16/12 AVE
To Node: 16N11
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
17.300
17.060
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
16TPS-107+83
16TPS-107+83
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
LOWERD DS INVERT FROM 17.5 TO 17.06 BASED ON SLOPE 0.000914 BTWN OLD DIXIE INVERT AND EXISTING 54"
INVERT
LOWERD US INVERT FROM 17.5 TO 17.3 BASED ON SLOPE 0.000914 BTWN OLD DIXIE INVERT AND EXISTING 54"
INVERT
---------------------------•-------------------------------------------------------------------------
Name: C_16N13_16N12
From Node: 16N13
Length(ft):
210.00
Group: SW 16/12 AVE
To Node: 16N12
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry: Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft): 17.500
17.300
Flow:
Both
TC1pInitZ(ft): 9999.000
9999.000
Contraction Coef:
0.100
Streamline Technologies ICPR Model ©
Page 191 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-107+83
16TPS-107+83
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LOWERD DS INVERT FROM 17.5 TO 17.3 BASED ON SLOPE 0.000914 BTWN OLD DIXIE INVERT AND EXISTING 54"
INVERT
----------------------------------------------------------
Name: C_16N14_16N13 From Node: 16N14
Group: SW 16/12 AVE To Node: 16N13
UPSTREAM DOWNSTREAM
Geometry: Irregular Irregular
Invert(ft): 18.100 17.500
TC1pInitZ(ft): 9999.000 9999.000
Manning's N:
Top Clip(ft): 0.000 0.000
Bot Clip(ft): 0.000 0.000
Main XSec: 16TPS-126+80 16TPS-107+83
AuxElevl(ft): 0.000 0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):-
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
---------------------------------------------------------
Name: C_l6N16_16N15 From Node: 16N16
Group: SW 16/12 AVE To Node: 16N15
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
18.300
17.800
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-127+30
16TPS-127+30
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------------
Length(ft): 650.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------
Length(ft): 308.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance toss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 192 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Y---------------------------------------------------------------------------------------------------
Name: C_16N17_16N16 From Node: 16N17 Length(ft): 340.00
Group: SW 16/12 AVE To Node: 16N16 Count: 1
UPSTREAM DOWNSTREAM
Geometry: Irregular Irregular
Invert(ft): 18.700 18.300
TC1pInitZ(ft): 9999.000 9999.000
Manning's N:
Top Clip(ft): 0.000 0.000
Bot Clip(ft): 0.000 0.000
Main XSec: 16TPS-133478 16TPS-127+30
AuxElevl(ft): 0.000 0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
-------------------------------------------------------
Name: C_16N18_16N17 From Node: 16N18
Group: SW 16/12 AVE To Node: 16N17
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
18.900
18.700
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-140+.50
16TPS-133+78
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------
Length(ft): 380.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
---------------------------•--------------------------------------------------------------
Name: C_16N19_161118 From Node: 16N19 Length(ft): 672.00
Group: SW 16/12 AVE To Node: 16N18 Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation:
Geometry:
Irregular
Irregular
Solution Algorithm:
Invert(ft):
17.300
18.900
Flow:
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
Manning's N:
Expansion Coef:
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
Main XSec:
16TPS-140+50
16TPS-140+50
Outlet Ctrl Spec:
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Aux XSecl:
Stabilizer Option:
Automatic
Automatic
Both
0.100
0.300
0.000
0.000
Use do or tw
Use do
None
Streamline Technologies ICPR Model © Page 193 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
----------------------------------------------------------
Name:
C_16N21_16N20
From Node: 16N21
Group:
SW 16/12 AVE
To Node: 16N20
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
19.900
17.300
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-144+80
16TPS-140+50
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
---------------------------- 7-----------------------
Name: C_16N22_16N21 From Node: 16N22
Group: SW 16/12 AVE To Node: 16N21
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
19.900
19.900
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-148+75
16TPS-144+80
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
----------------------
Length(ft): 430.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------
Length(ft): 395.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------- ------------------- ---------------------------------------------
g
Name: C_16N24_16N23 From Node: 16N24 Length(ft):
162.00
Group: SW 16/12 AVE To'Node: 16N23 Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance (`
Geometry: Irregular Irregular Solution Algorithm: Automatic
Invert(ft): 22.000 21.000 Flow: Both
Streamline Technologies ICPR Model © Page 194 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
TC1pInitZ(ft):
Manning's N:
'op Clip(ft):
Sot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
9999.000 9999.000
0.000 0.000
0.000 0.000
16TPS-148+75 16TPS-148+75
0.000 0.000
0.000 0.000
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
-------------------------------------------------
Name: C_16N25_lE;N24 From Node: 16N25
Group: SW 16/12 AVE To Node: 16N24
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
� uxElev2 (ft) :
Aux XSec2:
-op Width(ft) :
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
Irregular
22.700
9999.000
0.000
0.000
16TPS-153+20
0.000
DOWNSTREAM
Irregular
19.900
9999.000
0.000
0.000
16TPS-148+75
0.000
0.000 0.000
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
----------------------------------------------------
Name: C_16N27_16:926 From Node: 16N27
Group: SW 16/12 AVE To Node: 16N26
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
23.000
22.600
9999.000
9999.000
0.000 0.000
0.000 0.000
16TPS-153+150 16TPS-153+60
0.000 0.000
0.000 0.000
a.ZD US/DS CROSSECTION FOR PIPE INFLOW POINT
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------------------
Length(ft): 290.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------------------
Length(ft): 210.00
Count: 1
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
Both
0.100
0.300
0.000
0.000
Use do or tw
Use do
None
Streamline Technologies ICPR Model © Page 195 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
-----------------------------
Name: C_16N28_16N27
Group: SW 16/12 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 21.400
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: 16TPS-159+80
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
-----------------------------------------------------------------
From Node: 16N28
Length(ft):
620.00
To Node: 16N27
Count:
1
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
23.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
16TPS-153+60
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
-----------------------------------------------------------------------------------
Name: C_16N30_16N31 From Node: 16N30 Length(ft): 235.00
Group: SW 16/12 AVE To Node: 16N29 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
22.600
21.500
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-162+60
16TPS-160+25
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------- ----- -------------_--------------- --
Name: C_16N32_16N31 From Node: 16N32 Length(ft): 430.00
Group: SW 16/12 AVE To Node: 16N31 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
22.600
22.600
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-169+68
16TPS-163+00
-7-levl (ft) •
0.000
0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 196 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Depth(ft):
f�pt Width(ft):
,tSdSlp (h/v) :
-RtSdSlp(h/v):
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
--------------------------------------------------------------------------------------------
Name: C_16N33_1EN32 From Node: 16N33 Length(ft): 253.00
Group: SW 16/12 P.,VE To Node: 16N32 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
Irregular
24.000
9999.000
0.000
0.000
16TPS-169+68
0.000
DOWNSTREAM
Irregular
24.000
§999.000
0.000
0.000
16TPS-169+68
0.000
0.000 0.000
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Average Conveyance
Automatic
Both
0.100
0.300
0.000
0.000
Use do or tw
Use do
None
------------------------------------------------------------------------------------
Name: C_16N37_16:936 From Node: 16N37 Length(ft): 206.00
Group: SW 16/12 AVE To Node: 16N36 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM DOWNSTREAM
Irregular Irregular
25.300 25.000
9999.000 9999.000
0.000 0.000
0.000 0.000
16TPS-174+:34 16TPS-169+68
0.000 0.000
0.000 0.000
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Average Conveyance
Automatic
Both
0.100
0.300
0.000
0.000
Use do or tw
Use do
None
---------------------------•---------------------------------------------------------------
Name: C_16N40_161139 From Node: 16N40 Length(ft): 360.00
Group: SW 16/12 AVE To Node: 16N39 Count: 1
UPSTREAM
DOWNSTREAM
Geometry: Irregular
Irregular
Invert(ft): 25.500
25.500
1pInitZ(ft): 9999.000
9999.000
Manning's N:
Top Clip(ft): 0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Page 197 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
16TPS-179+60
16TPS-179+60
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do r
Aux XSecl:
Stabilizer Option:
None 1
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
-----------------------------------------------------------------------------------------------
Name:
C_16N42_16N41
From Node:
16N42
Length(ft):
430.00
Group:
SW 16/12 AVE
To Node:
16N41
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
26.200
25.900
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N•
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
16TPS-188+14
16TPS-180+00
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
Rt SdS 1p (h /v) :
USED US/DS CROSSECTION FOR PIPE INFLOW POINT
------------------------------------------------------------------------------------
Name:
C_16N43_16N42
From Node:
16N43
Length(ft):
380.00
Group:
SW 16/12 AVE
To Node:
16N42
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
27.500
27.500
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
16TPS-188+14
16TPS-188+14
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
USED US/DS CROS
SECTION FOR PIPE INFLOW POINT
Name:
C_16N45_16N44
----- ------------
From Node•
-----------------
16N45
----------------------------j
Length(ft):
116.00
Group:
SW 16/12 AVE
To Node:
16N44
Count:
1
Streamline Technologies ICPR Model ©
Page 198 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Irregular
Solution Algorithm:
Automatic
26.000
26.000
Flow:
Both
9999.000
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
0.000
Entrance Loss Coef:
0.000
0.000
0.000
Exit Loss Coef:
0.000
16TPS-189+50
16TPS-188+34
Outlet Ctrl Spec:
Use do or tw
0.000
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
0.000
---------------------------------------------------------------
Name: C_16N47_16N46 From Node: 16N47
Group: SW 16/12 AVE To Node: 16N46
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
25.700
26.300
9999.000
9999.000
0.000 0.000
0.000 0.000
16TPS-192+70 16TPS-190+00
0.000 0.000
0.000 0.000
-----------------------------------------------------
Name: C_16N49_161448 From Node: 16N49
Group: SW 16/12 AVE To Node: 16N48
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
25.800
25.700
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
16TPS-196+00
16TPS-193+30
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
it Width(ft):
LtSdSlp(h/v):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------------
Length(ft): 270.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100_
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------------------
Length(ft): 270.00
Count: 1
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Average Conveyance
Automatic
Both
0.100
0.300
0.000
0.000
Use dc.or tw
Use do
None
Page 199 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
RtSdSlp(h/v):
-------------------------------------------------- ----------------------------------------
Name: C_16N5116N50 From Node: 16N51 Length(ft): 285.00
Group: SW 16/1_2 AVE To Node: 16N50 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
Irregular
25.700
9999.000
0.000
0.000
16TPS-199+45
0.000
DOWNSTREAM
Irregular
25.800
9999.000
0.000
0.000
16TPS-196+60
0.000
0.000 0.000
-----------------------
Name• C_16N53_16N52 From Node: 16N53
Group: SW 16/12 AVE To Node: 16N52
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
27.000
25.700
9999.000
9999.000
0.000 0.000
0.000 0.000
16TPS-205+33 16TPS-200+00
0.000 0.000
0.000 0.000
--------------------------------
Name: C_AV26NO1_26RC
Group: SW 26 E
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
Both
0.600
0.800
0.000
0.000
Use do or tw
Use do
None
------------------- --------------
Length(ft): 533.00
Count: 1
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
Both
0.600
0.800
0.000
0.000
Use do or tw
Use do
None
-------------------------------------- -------------
From Node: 26N01 Length(ft): 128.83
To Node: 26@-LEMKIN CK Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
5.180
4.730
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R2_11+39.30
R2_10+10.47
AuxElevl(ft):
0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation; Automatic
Solution Algorithms Automatic
Flow: None
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Page 200 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Aux XSecl: Stabilizer Option: None
_r AuxElev2(ft): 0.000 0.000
Aux XSec2:
-Dp Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
THIS LINK IS TURNED OFF AS IT IS REPLACED WITH THE PROPOSED CONCEPTUAL RESEVOIR
----------------------------------------------------------------------------------------
Name: C_26NO2_26N01 From Node: 26NO2 Length(ft): 529.00
Group: SW 26 AVE To Node: 26N01 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
4.350
5.180
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R2_16+68.26
R2_11+39.30
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------
Name: C_26NO3_261,402 From Node: 26NO3
Group: SW 26 AVE To Node: 26NO2
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
4.960
4.350
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R2_21+66.95
R2_16+68.26
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------
Length(ft): 499.00
Count: 1
----------------------------------------------------
Name: C_26N04_26NO3 From Node: 26N04
Group: SW 26 AVE To Node: 26NO3
UPSTREAM DOWNSTREAM
Geometry: Irregular Irregular
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------
Length(ft): 583.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Page 201 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Invert(ft):
4.920
4.960
Flow:
Both
TClpInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R2_27+49.88
R2_21+66.95
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use d.n
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_26N05_26N04
From Node:
26N05
Length(ft):
434.00
Group:
SW 26 AVE
To Node:
26N04
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
4.590
4.920
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R2_31+84.12
R2_27+49.88
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------------------------------------
Name:
C_26N06_26N05
From Node:
26N06
.
Leng th(ft)•
501.00
Group:
SW 26 ATIE
To Node:
26N05
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:.
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
2.690
4.590
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R2_36+85.00
R2_31+84.12
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Streamline Technologies ICPR Model © Page 202 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------------------------------------------------------
Name: C_26NO7_26N06 From Node: 26NO7 Length(ft): 271.00
Group: SW 26 AVE To Node: 26NO6 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxEl evl (f t) :
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Irregular
Solution Algorithm:
Automatic
4.700
2.690
Flow:
Both
9999.000
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
0.000
Entrance Loss Coef:
0.000
0.000
0.000
Exit Loss Coef:
0.000
26TPS-0064.28S
R2_36+85.00
Outlet Ctrl Spec:
Use do or tw
0.000
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
0.000
-----------------------------------------------------------------------------------------------
Name: C_26NO8_26NO7 From Node: 26N08 Length(ft): 628.00
Group: SW 26 AVE To Node: 26NO7 Count: 1
Geometry:
Invert(ft):
1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
UPSTREAM
DOWNSTREAM
Irregular
Irregular
2.200
4.700
9999.000
9999.000
0.000 0.000
0.000 0.000
26TPS-000+OOS 26TPS-006+28S
0.000 0.000
0.000 0.000
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
None
0.600
0.800
0.000
0.000
Use do or tw
Use do
None
POINT IMMEDIATELY SOUTH OF THE CONFLUENCE BETWEEN THE 26 AVE CANAL & GOODBREAD CANAL;
THIS LINK IS TURNED OFF AS IT IS REPLACED BY THE PROPOSED RESERVOIR SYSTEM.
-----------------------------------------------------------------------------------------------------
Name: C_26NO9_261408
From Node: 26NO9
Length(ft):
336.00
Group: SW 26 AVE
To Node: 26NO8
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry: Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft): 8.900
2.200
Flow:
Both
TC1pInitZ(ft): 9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft): 0.000
0.000
Entrance Loss Coef:
0.000
t Clip(ft): 0.000
0.000
Exit Loss Coef:
0.000
Main XSec: 26TPS-003+36N
26TPS-000+OOS
Outlet Ctrl Spec:
Use do or tw
xElevl(ft): 0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
Streamline Technologies ICPR Model ©
Page 203 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
0.000
----------------------------------------------------
Name: C_26N11_26N10 From Node: 26N11
Group: SW 26 AVE To Node: 26N10
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
12.300
8.500
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
26TPS-011+54N
26TPS-004+OON
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
----------------------------------------------------
Name: C_26N12_26N11 From Node: 26N12
Group: SW 26 AVE To Node: 26N11
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
11.900
12.300
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
26TPS-026+50N
26TPS-011+54N
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
------------------------------------------------------
Name: C_26N14_26N13 From Node: 26N14
Group: SW 26 AVE To Node: 26N13
UPSTREAM DOWNSTREAM
Geometry: Irregular Irregular
Invert(ft): 7.500 7.500
Streamline Technologies ICPR Model 4
Craig A. Smith & Associates
--------------------------------------------
Length(ft): 754.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
C
------------------------
Length(ft): 1496.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------
Length(ft): 1868.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Page 204 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
TC1pInitZ(ft):
,. Manning's N:
'op Clip (ft) :
Got Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
9999.000 9999.000
0.000 0.000
0.000 0.000
26TPS-0454-76N 26TPS-027+08N
0.000 0.000
0.000 0.000
-------------------------------------------
Name: C_26N16_26N15 From Node: 26N16
Group: SW 26 AVE To Node: 26N15
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
*ap Width(ft) :
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
7.500
7.500
9999.000
9999.000
0.000 0.000
0.000 0.000
26TPS-052+26N 26TPS-046+20N
0.000 0.000
0.000 0.000
-------------------------------
Name: C_26N17_261416
Group: SW 26 AVE
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------
From Node: 26N17
To Node: 26N16
UPSTREAM
DOWNSTREAM
Irregular
Irregular
5.880
7.500
9999.000
9999.000
0.000 0.000
0.000 0.000
R3_20+48.00 26TPS-052+26N
0.000 0.000
0.000 0.000
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------
Length(ft): 606.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------
Length(ft): 442.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR Model © Page 205 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------------------------------
Name:
C_26N18_26N17
From Node:
26N18
Length(ft):
490.00
Group:
SW 26 AVE
To Node:
26N17
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
8.820
5.880
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R3_25+38.02
R3_20+48.00
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_26N19_26N18
From Node:
26N19
Length(ft):
29.00
Group:
SW 26 AVE
To Node:
26N18
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
12.500
8.820
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R3_25+66.89
R3_25+38.02
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
SIGNIFICANT CHANGE IN CHANNEL
BOTTOM ELEVATION
-------------------
Name:
--------=--
C_26N20_26N19
----------- ----------------------------
From Node:
26N20
---------------------
Length(ft):
373.62
Group:
SW 26 AVE
To Node:
26N19
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
12.880
12.500
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R3_29+40.51
R3_25+66.89
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Streamline Technologies ICPR Model ©
Page 206 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Depth(ft):
(apt Width(ft) :
-7,tSdSlp (h/v)
-:;,tSdSlp(h/v):
---------------------------------------------------------------------------------------------
Name:
C_26N22_26N21
From Node:
26N22
Length(ft):
578.00
Group:
SW 26 AVE
To Node:
26N21
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
15.230
15.130
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R3_35+63.96
R3_29+85.53
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
---------------------------------------------------------------------------------------------
Name:
C_26N23_26N22
From Node:
26N23
Length(ft):
484.00
Group:
SW 26 AVE
To Node:
26N22
Count:
1
UPSTREAM
Geometry: Irregular
Invert(ft): 15.420
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R38 _40+48.1
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
------------------------------
Name: C_26N24_26N23
Group: SW 26 AVE
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
15.230
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R3_35+63.96
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
----------------------------------------------------------------
From Node: 26N24 Length(ft): 490.50
To Node: 26N23 Count: 1
UPSTREAM
DOWNSTREAM
Geometry: Irregular
Irregular
Invert(ft): 15.970
15.420
apInitZ(ft): 9999.000
9999.000
planning's N:
Top Clip(ft): 0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Page 207 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Bot Clip(ft):
0.000
0.000
Main XSec:
R3_45+38.68
R3_40+48.18
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
----------------------------------------------------
Name:
C_26N25_26N24
From Node: 26N25
Group:
SW 26 AVE
To Node: 26N24
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
16.290
15.970
TC1pInitZ(ft):
9999.000
§999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R3_50+13.18
R3_45+38.68
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
---------------------------------------------------
Name:
C_26N26_26N25
From Node: 26N26
Group:
AV
SW 26 E
To Node: 26N25
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
17.370
16.290
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R3_56+17.08
R3_50+13.18
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------------------
Length(ft): 474.50
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------
Length(ft): 603.80
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------
Name: C_26N27_26N26 From Node: 26N27
Group: SW 26 AVE To Node: 26N26
Streamline Technologies ICPR Model
Craig A. Smith & Associates
7 ------------------
Length(ft): 486.00
Count: 1
k
. Page 208 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
UPSTREAM
Geometry: Irregular
Invert(ft): 18.380
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R3_61+02.80
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
17.370
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R3_56+17.08
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
----------------------------------------------------------------------------------------------------
Name:
C_26N28_26N27
From Node:
26N28
Length(ft):
788.00
Group:
SW 26 AVE
To Node:
26N27
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
18.840
18.380
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R3_68+91.313
R3_61+02.80
Outlet Ctrl Spec:
Use do or tw
-uxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
---------------------------•-------------------------------------------------------------------------
Name:
C_32N01_LMFa1-CK
From Node:
32N01
Length(ft):
592.00
Group:
SW 32 AVE
To Node:
32@-LEMKIN
CK Count:
1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
5.480
5.720
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R4_016+28.68
R4 010+36.34
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Tpp Width(ft):
Depth(ft):
Width(ft):
LtSdSlp(h/v):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
Both
0.600
0.800
0.000
0.000
Use do or tw
Use do
None
Page 209 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
RtSdSlp(h/v):
-------------------------------------------------------------------------------------------
Name:
C_32NO2_32N01
From Node:
32NO2
Length(ft):
480.00
Group:
SW 32 AVE
To Node:
32N01
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
10.840
5.480
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_021+08.56
R4_016+28.68
Outlet Ctrl Spec:
Use do or tw,
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------------------------------------------------------------------------7-------
Name:
C_32N04_32NO3
From Node:
32N04
Length(ft):
237.00
Group:
SW 32 AVE
To Node:
32NO3
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
8.800
10.150
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_023+97.28
R4_021+60.06
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------
Name: C_32NO5_32N04 From Node: 32N05
Group: SW 32 AVE To Node: 32N04
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular.
Invert(ft):
8.850
8.800
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R4_028+95.76
R4_023+97.28
AuxElevl(ft):
0.000
0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Length(ft): 499.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
C
k
Page 210 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
tp Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
0.000
-------------------------------------------
Name: C_32NO6_32N05 From Node: 32N06
Group: SW 32 AVE To Node: 32N05
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
4.780
8.850
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R4_034+08.34
R4_028+95.76
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Stabilizer Option: None
------------------
Length(ft): 512.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------------------------------------------------------------------------
Name:
C_32N07_32N06
From Node:
32N07
Length(ft):
517.00
Group:
SW 32 AVE
To Node:
32N06
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
6.830
4.780
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_039+25.3.6
R4_034+08.34
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_32N08_32N07
From Node:
32N08
Length(ft):
528.00
Group:
SW 32 AVE
To Node:
32N07
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Streamline Technologies ICPF; Model ©
Page 211 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Invert(ft):
11.580
6.830
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N•
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_044+53.40
R4_039+25.16
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------------------------------------------------------------------------
Name:
C_32N09_32N08
From Node:
32N09
Length(ft):
499.00
Group:
SW 32 AVE
To Node:
32N08
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
11.540
11.580
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N•
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_049+51.91
R4_044+53.40
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------------------------------------------------------------------------
Name:
C_32N10_32N09
From.Node:
32N10
Length(ft):
502.00
Group:
SW 32 AVE
To Node:
32N09
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
11.590
11.540
Flow:
Both
TClpInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N•
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_054+54.24
R4_049+51.91
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Streamline Technologies ICPR Model © Page 212 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------------_----
Name: C_32N11_32N10 From Node: 32N11 Length(ft): 344.00
Group: SW 32 AVE To Node: 32N10 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 11.930
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4_057+98.33
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v): "
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
11.590
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R4_054+54.24
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
----------------------------------------------------
Name: C_32N13_32N12 From Node: 32N13
Group: SW 32 AVE To Node: 32N12
-----------------------------
Length(ft): 2450.00
Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
11.880
11.590
Flow:
Both
-2pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
1 7Ianning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_082+92.21
R4_058+42.42
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
---------------------------•-------------------------------------------------------------------------
Name:
C_32N15_32N14
From Node: 32N15
Length(ft):
93.00
Group:
SW 32 AVE
To Node: 32N14
Count:
1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
11.600
12.440
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R4_084+24.66
R4_083+30.92
AuxElevl(ft):
0.000
0.000
Aux XSecl:
gxElev2(ft): 0.000 0.000
Aux XSec2:
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 213 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_32N16_32N15
From Node:
32N16
Length(ft):
230.00
Group:
SW 32 AVE
To Node:
32N15
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
11.400
11.600
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_084+47.92
R4_084+24.66
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl•
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_32N17_32N16
From Node:
32N17
Length(ft):
97.00
Group:
SW 32 AVE
To Node:
32N16
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
10.910..
11.400
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600.
Manning's N•
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_085+44.67
R4_084+47.92
Outlet Ctrl Spec:
Use.dc or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl•
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_32N18_32N17
From Node:
32N18
Length(ft):
573.00
Group:
SW 32 AVE
To Node:
32N17
Count:
1
UPSTREAM
DOWNSTREAM
Geometry: Irregular
Irregular
Invert(ft): 6.760
10.910
TC1pInitZ(ft): 9999.000
9999.000
Manning's N:
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Page 214 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Top Clip(ft):
Bot Clip(ft):
Main XSec:
�uxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
0.000 0.000
0.000 0.000
R4_091+17.97 R4_085+44.67
0.000 0.000
0.000 0.000
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------•--------------------------------------------------------------------------
Name: C_32N19_32N18 From Node: 32N19 Length(ft): 480.00
Group: SW 32 AVE To Node: 32N18 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
t Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
Irregular
13.450
9999.000
0.000
0.000
R4_095+97.80
0.000
DOWNSTREAM
Irregular
6.760
9999.000
0.000
0.000
R4_091+17.97
0.000
0.000 0.000
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
Both
0.600
0.800
0.000
0.000
Use do or tw
Use do
None
------------------•--------------------------------------------------------------
Name: C_32N21_321,720 From Node: 32N21 Length(ft): 468.00
Group: SW 32 AVE To Node: 32N20 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft) :
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
13.060
12.850
9999.000
9999.000
0.000 0.000
0.000 0.000
R4_100+91.96 R4_096+23.79
0.000 0.000
0.000 0.000
-------------------------------------------------
Name: C_32N22_32N21 From Node: 32N22
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------
Length(ft): 541.00
Page 215 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 32 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 13.320
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4_106+32.93
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth (ft) :
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
-------------------------
Name: C_32N23_32N22
Group: SW 32 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 14.050
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4_111+68.98
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
To Node: 32N21
DOWNSTREAM
Irregular
13.060
9999.000
0.000
0.000
R4_100+91.96
0.000
-------------------
From Node: 32N23
To Node: 32N22
DOWNSTREAM
Irregular
13.320
9999.000
0.000
0.000
R4_106+32.93
0.000
0.000
------------------------------------------------
Name: C_32N24_32N23 From Node: 32N24
Group: SW 32 AVE To Node: 32N23
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
14.670
14.050
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R4_117+10.73
R4_111+68.9B
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------
Length(ft): 536.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------- 7------------- -------------
Length(ft): 542:00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
-Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 216 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
LtSdSlp(h/v):
RtSdSlp (h/v) :
-------------------------------------------------------------------------------------
Name: C_32N25_32N24 From Node: 32N25 Length(ft): 548.00
Group: SW 32 AVE To Node: 32N24 Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
15.780
14.670
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4_122+59.02
R4_117+10.73
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------------------------------------------------------------------------
Name:
C_32N27_32N26
From Node: 32N27
Length(ft):
562.00
Group:
SW 32 AVE
To Node: 32N26
Count:
1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft) :
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
17.250
20.250
9999.000
9999.000
0.000 0.000
0.000 0.000
R4 129+46.94 R4_123+85.24
0.000 0.000
0.000 0.000
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Automatic
Automatic
Both
0.600
0.800
0.000
0.000
Use do or tw
Use do
None
----------------------•-----------------------------------------------------------
Name: C_32N28_32N27 From Node: 32N28 Length(ft): 548.00
Group: SW 32 AVE To Node: 32N27 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
17.280
17.250
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Dp Clip(ft):
0.000
0.000
Dt Clip(ft):
0.000
0.000
Main XSec:
R4_134+94.74
R4_129+46.94
Streamline Technologies ICPF: Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Page 217 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
AuxElevl(ft): 0.000 0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------------------------------------------------------------
Name: C 32N29 32N28 From Node: 32N29 Length(ft): 478.00
Group: SW 32 AVE To Node: 32N28 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 17.960
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4_139+73.36
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
-----------------------------
Name: C_32N30_32N29
Group: SW 32 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 16.090
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4_142+78.00
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
17.280
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R4_134+94.74
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
-------------------------------------------------------------
From Node: 32N30
Length(ft):
305.00
To Node: 32N29
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
17:960
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R4_139+73.36
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
---------------------------------------------------
Name: C 32N31 32N30 From Node: 32N31
Group: SW 32 AVE To Node: 32N30
UPSTREAM DOWNSTREAM
Streamline Technologies ICPR Model
Craig A. Smith & Associates
------------------
Length(ft): 301.00
Count: 1
Friction Equation: Automatic
Page.218 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Invert(ft):
-�:lpInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Irregular
16.590
9999.000
0.000
0.000
R4_145+79.32
0.000
Irregular
16.090
9999.000
0.000
0.000
R4_142+78.00
0.000
0.000 0.000
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------------------------------------------------------------------
Name: C_32N32_32N31 From Node: 32N32 Length(ft): 405.00
Group: SW 32 AVE To Node: 32N31 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
uxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
17.630
16.590
9999.000
9999.000
0.000 0.000
0.000 0.000
R4_149+83.52 R4_145+79.32
0.000 0.000
0.000 0.000
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------------------------------
Name: C_CN012_N0:!2 From Node: CN012
Group: SW 7 AVE To Node: N012
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Rp$ Width(ft):
__SdSlp(h/v):
-=SdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
16.200
16.200
9999.000
9999.000
0.000
0.000
0.000
0.000
NDR4
NDR3
0.000
0.000
0.000 0.000
Streamline Technologies ICPR: Model
Craig A. Smith & Associates
-----------------------
Length(ft): 280.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 219 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
----------------------------------------------------------------------------------------------------{.
Name: C_CN014_NO13 From Node: CN014 Length(ft): 280.00
Group: SW 7 AVE To Node: N013 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 16.900
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: NDR6
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
16.600
Flow:
None
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
NDR5
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer option:
None
0.000
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
------------------------------------------------------------------------------------------------
Name: C_CN015_N014 From Node: CN015 Length(ft): 90.00
Group: SW 7 AVE To Node: N014 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 16.640
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: NDR8
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSl (h/ ) -
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
16.800
Flow:
None
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
NDR7
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
P v
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
-------------------------------------------------------------------------------------------------
Name: C_CN01N01 From Node: CN001 Length(ft): 380.00
Group: SW 7 ATM To Node: N001 Count: 1
UPSTREAM
DOWNSTREAM`
Geometry: Irregular
Irregular
Invert(ft): 17.170
16.900
TC1pInitZ(ft): 9999.000
9999.000
Manning's N:
Top Clip(ft): 0.000 0.000
Bot Clip(ft): 0.000 0.000
Main XSec: NWR2 NWR1
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Page 220 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
AuxElevl(ft): 0.000 0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Inlet Ctrl Spec: Use do
Stabilizer Option: None
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
LEGEND: NWR1 => NORTH WOLFF ROAD 1(TYP)
-------------------------•---------------------------------------------------------------------------
Name: C_CN02_NO2 From Node: CN002 Length(ft): 139.00
Group: SW 7 AVE To Node: N002 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 17.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: NWR4
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
t Width(ft):
tSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
16.900
Flow:
None
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
NWR3
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
----------------------------------------------------------------------------------------------------
Name: C_CN03_NO3 From Node: CN003 Length(ft): 250.00
Group: SW 7 AVE To Node: N003 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 17.590
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: NWR6
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
17.390
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
NWR5
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
-------------------------------------------------------
Name: C_CN04_N04 From Node: CN004
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-----------------------------
Length(ft): 450.00
Page 221 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 7 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 17.920
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: NWRB
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
To Node: N004
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
17.200
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
NWR7
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
-------------------------------
Name: C_CN06_N06
Group: SW 7 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 17.330
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: SWR2
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
-----------------------------
Name: C_CN07_N07
Group: SW 7 AVE
------------------------------------------------------------
From Node: CN006
Length(ft):
80.00
To Node: N006
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
17.400
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
SWR1
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
From Node: CN007
To Node: N007
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
18.340
17.220
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
SWR4
SWR3
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
Streamline Technologies ICPR Model
Craig A. Smith & Associates
-------------------------------
Length(ft): 440.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
C
Page 222 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------
Name: C_CN08_CN07 From Node: CN008 Length(ft): 265.00
Group: SW 7 AVE To Node: CN007 Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
17.560
17.560
Flow:
None
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
SWR5
SWR4
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
---------------------------------------------------------------------------------------------------
Name:
C_CN09_N08
From Node:
CN009
Length(ft):
160.00
Group:
SW 7 AVE
To Node:
N008
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
18.510
17.680
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
SWR7
SWR6
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_CN10_N09
From Node:
CN010
Length(ft):
84.00
Group:
SW 7 AVE
To Node:
N009
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
19.460
20.660
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
-p Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
-t Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
SWR9
SWR8
Outlet Ctrl Spec: Use do or tw
Streamline Technologies ICPR. Model ©
Page 223 of 267
Craig A. Smith &
Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):.
RtSdSlp (h/v) :
--------------------------
Name: C_CN11_Nll
Group: SW 7 AVE
UPSTREAM
Geometry: Irregular
Invert(ft): 16.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: NDR2
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
0.000
0.000
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------------------------------------------
From Node: CN011
Length(ft):
350.00
To Node: N011
Count:
1
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
15.600
Flow:
None
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
NDR1
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
----------------------------------------------------------------------------------------
Name: C_CN16_N017 From Node: CN016 Length(ft): 1000.00
Group: SW 7 AVE To Node: N017 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 17.110
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: SDR2
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
17.400
Flow:
None
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
SDR1
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
RtSdSlp(h/v):
LINK TURNED OFF AND IS REPLACED W/NEW STORMWATER COLLECTION SYSTEM FOR SW 28 ST, SW 32 ST, AND SW 3
TER
-------------------------------------------------------
Name: C_GBO1_GB02 From Node: GBC01 Length(ft): 1610.00
Group: SW 16/12 AVE To Node: GBCO2 Count: 1
Streamline Technologies ICPR Model © Page 224 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Irregular
Solution Algorithm:
Automatic
6.300
2.700
Flow:
Both
9999.000
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
0.000
Entrance Loss Coef:
0.000
0.000
0.000
Exit Loss Coef:
0.000
GB CANAL X-01
GB CANAL X-02
Outlet Ctrl Spec:
Use do or tw
0.000
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
0.000
EXISTING FLOWWAY SECTION THAT JOINS 16AVE FLOWWAY WITH 26AVE FLOWWAY
--------------------------•------------------------------
Name: C GBCO2 26)N08 From Node: GBCO2
Group: SW 26 AVE To Node: 26N08
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
-uxElevl (ft) :
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
DOWNSTREAM
Irregular
Irregular
2.700
2.700
9999.000
9999.000
0.000 0.000
0.000 0.000
GB CANAL X-02 GB CANAL X-02
0.000 0.000
0.000 0.000
------------------------------------------------------
Name:
PRO
From Node: 16N07
Group:
_C16_N07_N06
SW 16/12 AVE
To Node: 16N06
UPSTREAM
DOWNSTREAM
Geometry:
Trapezoidal
Trapezoidal
Invert(ft):
14.800
14.800
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
0.033000
0.033000
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
Width(ft):
10.000
10.000
LtSdSlp(h/v):
2.00
2.00
Streamline Technologies ICPR Model
Craig A. Smith & Associates
----------------------------------------
Length(ft): 1610.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------
Length(ft): 1070.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 225 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
RtSdSlp(h/v):
2.00
2.00
.
ff
------------------------------------------------------------------------------------------
Name:
PRO
From Node:
16N08 Length(ft):
l
30.00
Group:
_C16_N08_N07
SW 16/12 AVE
To Node:
16N07 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Invert(ft):
14.800
14.800
Flow:
Both
TClpInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
0.033000
0.033000
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
10.000
10.000
LtSdSlp(h/v):
2.00
2.00
RtSdSlp(h/v):
2.00
2.00
----------------------------------------------------------------------------------------------------
Name:
PRO From Node:
7NO3 Length(ft):
2500.00
Group:
_C7NO3_16N0I
SW 7 AVE
To Node:
PRO_16NOlB Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Invert(ft):
9.000
9.000
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
0.033000
0.033000
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
Inlet Ctrl Spec:
Use do
Aux XSecl•
Stabilizer Option:
None
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
30.000
30.000
LtSdSlp(h/v):
2.00
2.00
RtSdSlp(h/v):
2.00
2.00
PROPOSED CANAL
CONNECTING 7 AVENUE FLOWWAY TO
16 AVENUE FLOWWAY
Drop Structures
Name:
EAGLEPT 26N15
From Node:
EAGLE POINT SUB Length(ft):
22.00
Group:
SW 26 AVE
To Node:
26N15 Count:
1
UPSTREAM
DOWNSTREAM
Geometry: Circular
Circular
Span(in): 24.00
24.00
Rise(in): 24.00
24.00
Invert(ft): 14-000
14,000
Manning's N: 0.024000
0.024000
Streamline Technologies ICPR
Model
Craig A. Smith & Associates
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0,750
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Page 226 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Top Clip(in): 0.000 0.000
.Rpt Clip(in): 0.000 0.000
ii;tream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
PIPE INVERTS ASSUMED.
*** Weir 1 of 3 for Drop Structure EAGLEPT 26N15 ***
Count: .1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 4.00
Rise(in): 4.00
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 15.600
Control Elev(ft): 15.600
*** Weir 2 of 3 for Drop :structure EAGLEPT 26N15 ***
Count: ].
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 54.00
Rise(in): 8.40
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 18.200
Control Elev(ft): 18.200
*** Weir 3 of 3 for Drop Structure EAGLEPT 26N15 ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
TABLE
TABLE
Span(in): 21.00 Invert(ft): 18.900
Rise(in): 21.00 Control Elev(ft): 18.900
-----------------------------------------------------------------------------------
Name: HOLIDAY INN From Node: N112 Length(ft): 650.00
Group: SW 7 AVE To Node: N016 Count: 1
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 6.00 6.00
Rise(in): 6.00 6.00
Invert(ft): 17.300 17.300
Manning's N: 0.012000 0.012000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
Weir 1 of 1 for Drop Structure HOLIDAY INN ***
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
TABLE
Page 227 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 3.00
Rise(in): 3.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 17.300
Control Elev(ft): 17.300
--------------------------------------------------
Name:
Nl03_7Nl5_CB
From Node: N103
Group:
SW 7 AVE
To Node: 7N15
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
14.600
14.700
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular Concrete:
Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
*** Weir 1 of 1 for Drop Structure N103_7N15_CB ***
----------------------------------------------
Length(ft): 20.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Span(in):
21.21
Invert(ft):
21.000
Rise(in):
21.21
Control Elev(ft):
21.000
---------------------------------------------------
Name:
N104_7N14_CB
From Node: N104
Group:
SW 7 AVE
To Node: 7N14
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
15.400
15.300
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular Concrete:
Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
TABLE
-------------------------------------------
Length(ft): 58.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.750
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet.Ctrl Spec: Use do
Solution Incs: 10
*** Weir 1 of 1 for Drop Structure Nl04_7Nl4_CB ***
Count: 1 Bottom Clip(in): 0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
TABLE
Page 228 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type: Horizontal
Flow: Both
Geometry: Rectangular
Span(in): 21.21
Rise(in): 21.21
-------------------------
Name: N121_26N11
Group: SW 26 AVE
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 19.700
Control Elev(ft): 19.700
----------------------------------------------------------------------
From Node: N121 Length(ft): 31.00
To Node: 26Nll Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
30.00
30.00
Rise(in):
30.00
30.00
Invert(ft):
13.400
13.300
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
*** Weir 1 of 1 for Drop Structure N121_26Nll ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.750
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
Span(in): 30.00 Invert(ft): 16.500
Rise(in): 999.00 Control Elev(ft): 16.500
-------------------------- ------------------------------------------------------------------
Name: OE _& PV From Node: OUSLEY/P VLLG Length(ft): 200.00
Group: SW 16/12 AVE To Node: 16NO2 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
36.00
36.00
Rise(in):
36.00
36.00
Invert(ft):
12.500
11.400
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.750
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
CULVERT LEGNTH OVERESTIMATED TO INCLUDE CULVERT CROSSING AT 16 AVE & ADDITIONAL DITCH LENGTH
ttt Weir 1 of 2 for Drop Structure OE & PV ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Streamline Technologies ICPR Model © Page 229 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Flow: Both
Geometry: Rectangular
Span(in): 36.00
Rise(in): 999.00
*** Weir 2 of 2 for Drop Structure OE_&_PV ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 1.00
Rise(in): 9.60
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 15.300
Control Elev(ft): 15.300
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 14.500
Control Elev(ft): 14.500
TABLE
---------------------------------------------------------------------------------------
Name:
OKEE_MOTORS From Node: N110 Length(ft):
8.00
Group:
SW 7 AVE
To Node: N019
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution
Algorithm:
Automatic
Span(in):
15.00
15.00
Flow:
Both
Rise(in):
15.00
15.00
Entrance
Loss Coef:
0.500
Invert(ft):
17.500
17.400
Exit
Loss Coef:
0.000
Manning's N:
0.013000
0.013000
Outlet
Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Incs:
10
Upstream FHWA
Inlet Edge
Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular Concrete: Groove
end projecting
*** Weir 1 of
3 for Drop
Structure OKEE MOTORS
***
TABLE
Count:
1
Bottom Clip(in):
0.000
Type:
Vertical: Mavis
Top Clip(in):
0..000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Circular
Orifice Disc Coef:
0.600
Span(in):
3.00
Invert(ft):
17.500
Rise(in):
3.00
Control Elev(ft):
17.500
*** Weir 2 of
3 for Drop
Structure OKEE MOTORS
***
TABLE
Count:
1
Bottom Clip(in):
0.000
Type:
Vertical: Mavis
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Span(in):
12.00
Invert(ft):
19.000
Rise(in):
25.80
Control Elev(ft):
19.000
*** Weir 3 of
3 for Drop
Structure OKEE MOTORS
***
TABLE
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Streamline Technologies ICPR Model ©
Page 230 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Span(in): 25.00
Rise(in): 25.00
Invert(ft): 20.150
Control Elev(ft): 20.150
-------------------------------------------------------------------------------------------------
Name: OVBC_CS1 From Node: N107 Length(ft): 22.00
Group: SW 7 AVE To Node: N014 Count: 1
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 15.00 15.00
Rise(in): 15.00 15.00
Invert(ft): 15.920 15.580
Manning's N: 0.024000 0.024000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge! Description:
Circular CMP: Mitered to slope
LINK REDIRECTED TO DISCHARGE TO PROPOSED SYSTEM
*** Weir 1 of 1 for Drop Structure OVBC CS1 ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
Span(in): 3.00 Invert(ft):
18.000
Rise(in): 3.00 Control
Elev(ft):
18.000
----------------------------------------------------------------------------------------------------
Name: PRO _LMART_CS E From Node: N103
Length(ft):
40.00
Group: SW 16/12 AVE, To Node: 16N07
Count:
1
UPSTREAM DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry: Circular Circular
Solution
Algorithm:
Automatic
Span(in): 48.00 48.00
Flow:
Both
Rise(in): 48.00 48.00
Entrance
Loss Coef:
0.500
Invert(ft): 15.000 15.000
Exit
Loss Coef:
0.000
Manning's N: 0.012000 0.012000
Outlet
Ctrl Spec:
Use do or tw
Top Clip(in): 0.000 0.000
Inlet
Ctrl Spec:
Use do
Bot Clip(in): 0.000 0.000
Solution Incs:
10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
PROPOSED CONTROL STRUCTURE WAS SIZED TO SERVE BASIN 12
(274 AC) , -70% BASIN
14 (142 AC), & 80% BASIN
13 (243 AC). ASSUME FLAP GATE.
Preliminary sizing based on a Qallowable = 15.6 * (274+142+243)/640 = 16 CFS;
1/2^/day = 13.8 cfs for
bleeder sizing.
*** Weir 1 of 2 for Drop Structure PRO_LMART_CS_E ***
TABLE
Count: 1 Bottom
Clip(in):
0.000
Type: Horizontal Top
Clip(in):
0.000
Streamline Technologies ICPR. Model ©
Page 231 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Flow: Both
Geometry: Rectangular
Span(in): 43.00
Rise(in): 29.00
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 21.000
Control Elev(ft): 21.000
*** Weir 2 of 2 for Drop Structure PRO LMART_CS E ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 30.00 Invert(ft): 19.500
Rise(in): 24.00 Control Elev(ft): 19.500
---------------------------------------------------------------------------------
Name: PRO _LMART_CS_W From Node: N119 Length(ft): 40.00
Group: SW 16/12 AVE To Node: 16N07 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
48.00
48.00
Rise(in):
48.00
48.00
Invert(ft):
15.000
15.000
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
PROPOSED CONTROL STRUCTURE WAS SIZED TO SERVE MOST OF BASIN 23 (210 AC) , -50% BASIN 24 (48.5 AC),
ASSUME FLAP GATE.
Preliminary sizing based on a Qallowable = 15.6 * (210+48.5)/640 = 6.3 CFS; 1/2-/day = 5.4 cfs for
bleeder sizing.
*** Weir 1 of 2 for Drop Structure PRO LMART_CS W ***
TABLE
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Span(in): 43.00
Rise(in): 29.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 22.000
Control Elev(ft): 22.000
*** Weir 2 of 2 for Drop Structure PRO LMART CS W ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 15.00
Rise(in): 24.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 19.500
Control Elev(ft): 19.500
TABLE
-----------------------------------------------------------------------------------
Name: SMNLCV-7N07 From Node: SEMINOLE COVE Length(ft): 210.00
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 232 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 36.00
Rise(in): 36.00
Invert(ft): 15.000
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
To Node: 7N07
DOWNSTREAM
Circular
36.00
36.00
15.000
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
*** Weir 1 of 2 for Drop Structure SMNLCV-7N07 ***
Count: I
Type: Vertical: Mavis
Flow: Both
Geometry: Trapezoidal
Bottom Width(ft): C.00
Left Sd Slp(h/v): 1.00
Right Sd Slp(h/v): 1.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 15.000
Control Elev(ft): 15.000
Struct Opening Dim(ft): 1.20
*** Weir 2 of 2 for Drop Structure SMNLCV-7N07 ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
TABLE
Span(in): 28.80 Invert(ft): 16.200
Rise(in): 99999.00 Control Elev(ft): 16.200
----------------------------------------------------------------------------------------------
Name: SW14ST_CB01 From Node: N102 Length(ft): 60.00
Group: SW 7 AVE To Node: 7N41 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
21.800
21.400
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular Concrete:
Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular Concrete:
Groove
end projecting
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
Weir 1 of 1 for Drop Structure SW14ST CB01 ***
Count: 1 Bottom Clip(in): 0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
WAIZ?_ADI
Page 233 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Span(in):
21.21
Invert(ft):
24.100
Rise(in):
21.21
Control Elev(ft):
24.100
----------------------------------------------------------------------------------------------------
Name:
SW19ST_CB01 From Node:
N104 Length(ft):
50.00
Group:
SW 7 AVE
To Node:
7N22
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution
Algorithm:
Automatic
Span(in):
24.00
24.00
Flow:
Both-
Rise(in):
24.00
24.00
Entrance
Loss Coef:
0.750
Invert(ft):
16.900
16.900
Exit
Loss Coef:
1.000
Manning's N:
0.024000
0.024000
Outlet
Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Incs:
10
Upstream FHWA
Inlet Edge
Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
*** Weir 1 of
1 for Drop
Structure SW19ST_CBOI ***
TABLE
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Span(in):
21.21
Invert(ft):
21.200
Rise(in):
21.21
Control Elev(ft):
21.200
----------------------------------------------------------------------------------------------------
Name:
SW2ST_CB01 From Node:
N102
Length(ft):
48.00
Group:
SW 7 AVE
To Node:
7N76
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution
Algorithm:
Automatic
Span(in):
18.00
18.00
Flow:
Both
Rise(in):
18.00
18.00
Entrance
Loss Coef:
0.500
Invert(ft):
28.200
27.700
Exit
Loss Coef:
0.000
Manning's N:
0.024000
0.024000
Outlet
Ctrl Spec:
Use do or tw,
Top Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
Bot Cli (in)•
0 000
0 000
Solution
Incs:
10
p
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of 1 for Drop Structure SW2ST_CB01 ***
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
TABLE
Page 234 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Span(in):
21.21
Invert(ft):
30.400
Rise(in):
21.21
Control Elev(ft):
30.400
---------------------------------------------------------------------------------------------------
Name:
SW2ST_CB02 From Node:
N101
Length(ft):
28.00
Group:
SW 7 AVE
To Node:
7N76
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution
Algorithm:
Automatic
Span(in):
18.00
18.00
Flow:
Both
Rise(in):
18.00
18.00
Entrance
Loss Coef:
0.500
Invert(ft):
27.900
27.800
Exit
Loss Coef:
0.000
Manning's N:
0.024000
0.024000
Outlet
Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Incs:
10
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge: Description:
Circular Concrete:
Square edge w/ headwall
CATCH BASIN STRUCTURE
ASST;MED TO HAVE TYPE C
INLET W/450 SQ-IN OPENING
*** Weir 1 of
1 for Drop
Structure SW2ST_CB02
***
TABLE
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Span(in):
21.21
Invert(ft):
30.800
Rise(in):
21.21
Control Elev(ft):
30.800
-----------------------------------------------------------------------------------------------------
Name:
SW3ST_CB01
From Node:
N101 Length(ft):
24.00
Group:
SW 7 AVE
To Node:
7N72
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution
Algorithm:
Automatic
Span(in):
15.00
15.00
Flow:
Both
Rise(in):
15.00
15.00
Entrance
Loss Coef:
0.500
Invert(ft):
27.400
26.800
Exit
Loss Coef:
0.000
Manning's N:
0.012000
0.012000
Outlet
Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution
Incs:
10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of 1 for Drop Structure SW3ST_CB0l ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Streamline Technologies ICPR. Model © Page 235 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Geometry: Rectangular
Span(in): 21.21
Rise(in): 21.21
-------------------------------
Name: SW4ST_CB01
Group: SW 7 AVE
Orifice Disc Coef: 0.600
Invert(ft): 30.700
Control Elev(ft): 30.700
-----------------------------------------------------------------
From Node: N102 Length(ft): 60.00
To Node: 7N69 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
25.100
24.700
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular Concrete: Groove
end projecting
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of 1 for Drop Structure SW4ST CB01 ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 21.21 Invert(ft): 27.400
Rise(in): 21.21 Control Elev(ft): 27.400
------- ----------------------------------------------------------------------------------
Name: SW6ST_CB01 From Node: N102 Length(ft): 50.00
Group: SW 7 AVE To Node: 7N66 Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
25.900
25.500
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular Concrete: Square
edge w/ headwall
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw.
Inlet Ctrl Spec: Use do
Solution Incs: 10
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of 1 for Drop Structure SW6ST_CB01 ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
Page 236 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Span(in): 21.21
Rise(in): 21.21
Invert(ft): 26.200
Control Elev(ft): 26.200
------------------------------------------------------------------------------------------------
Name:
SW6ST_CB02E
From Node: N102
Length(ft):
56.00
Group:
SW 7 AVE
To Node: 7MH01
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution Algorithm:
Automatic
Span(in):
18.00
18.00
Flow:
Both
Rise(in):
18.00
18.00
Entrance Loss Coef:
0.500
Invert(ft):
24.900
24.500
Exit Loss Coef:
0.000
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Incs:
10
Upstream FHWA
Inlet Edge Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of 1 for Drop Structure SW6ST CB02E ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Span(in): 21.21
Rise(in): 21.21
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 27.100
Control Elev(ft): 27.100
TABLE
--------------------------•--------------------------------------------------------------------------
Name:
SW6ST_CB02W From Node:
N101
Length(ft):
100.00
Group:
SW 7 AVE
To Node:
7N65
Count:
1
UPSTREAM
DOWNSTREAM
Friction
Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution
Algorithm:
Automatic
Span(in):
18.00
18.00
Flow:
Both
Rise(in):
18.00
18.00
Entrance
Loss Coef:
0.500
Invert(ft):
26.400
24.100
Exit
Loss Coef:
0.000
Manning's N:
0.024000
0.024000
Outlet
Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Incs:
10
Upstream FHWA
Inlet Edge
Description:
Circular Concrete:
Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of
1 for Drop
Structure SW6ST_CB02W
***
TABLE
Count:
1
Bottom Clip(in):
0.000
Type:
Horizontal
Top Clip(in):
0.000
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
0.600
Streamline Technologies ICPR. Model © Page 237 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Span(in): 21.70
Rise(in): 21.70
-------------------------
Name: SW9ST_CB01
Group: SW 7 AVE
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 25.000
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
Invert(ft): 29.100
Control Elev(ft): 29.100
-----------------------------------------------------------------
From Node: N102
Length(ft):
50.00
To Node: 7N56
Count:
1
DOWNSTREAM
Friction Equation:
Average Conveyance
Circular
Solution Algorithm:
Automatic
18.00
Flow:
Both
18.00
Entrance Loss Coef:
0.500
24.400
Exit Loss Coef:
0.000
0.013000
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
0.000
Solution Incs:
10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of 1 for Drop Structure SW9ST CB0l ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Span(in): 21.21
Rise(in): 21.21
--------------------------
Name: SW9ST_CB02
Group: SW 7 AVE
UPSTREAM
Geometry:.Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 24.600
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 27.100
Control Elev(ft): 27.100
TABLE
---------------------------------------------------
From Node: N102 Length(ft): 50.00
To Node: 7N55 Count: 1
DOWNSTREAM
Circular
18.00
18.00
24.100
0.013000
0.000
0.000
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both .
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
CATCH BASIN STRUCTURE ASSUMED TO HAVE TYPE C INLET W/450 SQ-IN OPENING
*** Weir 1 of 1 for Drop Structure SW9ST_CB02 ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
Span(in): 21.21 Invert(ft): 27.100
Streamline Technologies ICPR Model © Page 238 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Rise(in): 21.21
Control Elev(ft): 27.100
Weirs
Name: OW -CHURCH From Node: N107
Group: SW 7 AVE To Node: N005
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 20.500
Control Elevation(ft): 20.500
TABLE
Bottom Clip(in): 0.000
Top Clip(iin): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
LINK REDIRECTED TO NEW SYSTEM
----------------------------------------------------------------
Name: OW_HBANK From Node: N111
Group: SW 7 AVE To Node: N005
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 20.500
Control Elevation(ft): 20.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------------
Name: OW_MIMS From Node: N109
Group: SW 7 AVE To Node: N016
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(irt): 9999.00
Invert(ft): 18.250
Control Elevation(ft): 18.250
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
---------------------------•--------------------------------------
Name: OW_N101_7N35 From Node: N101
Group: SW 7 AVE To Node: 7N35
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 239 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Span(in): 240.00
Rise(in): 99999.00
Invert(ft): 25.000
Control Elevation(ft): 25.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
-----------------------------------------------------
Name: OW_N101_7N45 From Node: N101
Group: SW 7 AVE To Node: 7N45
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 25.000
Control Elevation(ft): 25.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------
Name: OW_N102_N104 From Node: N102
Group: SW 32 AVE To Node: N104
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 25.000
Control Elevation(ft): 25.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
---------------------------------------------------------
Name: OW_N105_16N04 From Node: N105
Group: SW 16/12 AVE To Node: 16N04
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 9999.00
Invert(ft): 21.000
Control Elevation(ft): 21.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 240 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
---------------------------------------------------------------------------------------------------
Name:
OW_N105_7N11
From Node:
N105
Group:
SW 7 AVE
To Node:
7Nll
Flow:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 18.100
Control Elevation(ft): 18.100
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
--------------------------•------------------------------------------------------------------------
Name:
OW_N106_7N1.6
From Node:
N106
Group:
SW 7 AVE
To Node:
7N16
Flow:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 16.000
Control Elevation(ft): 16.000
TABLE
Bottom Clip(in): 0.000
Top Clip (ia): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
---------------------------•-------------------------------------------------------------------------
Name:
OW_N109_N016
From Node:
N019
Group:
SW 7 AVE
To Node:
N016
Flow:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Rectangular
Span(in): 120.00
Rise(in): 99999.00
Invert(ft): 17.600
Control Elevation(ft): 17.600
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0..000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------•------------------------------------------------------------------------
Name:
OW_N113_7N08
From Node:
N113
Group:
SW 7 AVE
To Node:
7N08
Flow:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 18.500
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 241 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Control Elevation(ft): 18.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
'Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
--------------------------------------------------------------------------
Name: OW_N114_7NO2 From Node: N114
Group: SW 7 AVE To Node: 7NO2
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 16.800
Control Elevation(ft): 16.800
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------------
Name: OW_N114_7N06 From Node: N114
Group: SW 7 AVE To Node: 7N06
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 17.500
Control Elevation(ft): 17.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
---------------------------------------------------------
Name: OW_NI14_NlB From Node: N114
Group: SW 7 AVE To Node: N014
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 18.000
Control Elevation(ft): 18.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
LINK REDIRECTED TO DISCHARGE INTO NEW SYSTEM
---------------------------------------------------------
Name: OW N115_N113 From Node: N115
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 242 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Group: SW 16/12 AVE To Node: N113
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 9999.00
Invert(ft): 17.000
Control Elevation(ft): 17.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
-------------------------•-------------------------------------------
Name:
OW_N115_N71Q02
From Node:
N115
Group:
SW 7 AVE
To Node:
7NO2
Flow:
Both
Count:
1
Type:
Vertical: ]-read
Geometry:
Rectangular
Span(in): 120.00
Rise(in): 9999.00
Invert(ft): 18.500
Control Elevation(ft): 18.500
TABLE
Bottom Clip (i.n) : 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
--------------------------•------------------------------------------------
Name:
OW N116 1611126
From Node:
N118
Group:
SW 16/12 AVE
To Node:
16N26
Flow:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 23.000
Control Elevation(ft): 23.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Ccef: 2.800
Orifice Discharge Ccef: 0.600
------------------------------------------------------------------------------------------------
Name:
OW_N118_N119
From Node:
N118
Group:
SW 26 AVE
To Node:
N119
Flow:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 24.000
Control Elevation(ft): 24.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 243 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
--------------------------------------------------------
Name: OW_N119_16N06 From Node: N119
Group: SW 16/12 AVE To Node: 16N06
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 9999.00
Invert(ft): 22.000
Control Elevation(ft): 22.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------------------------------
Name: OW_N120_26N16 From Node: N120
Group: SW 26 AVE To Node: 26N18
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 18.700
Control Elevation(ft): 18.700
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------
Name: OW_N120_N121 From Node: N120
Group: SW 16/12 AVE To Node: N121
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 9999.00
Invert(ft): 21.000
Control Elevation(ft): 21.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
------------------------------------------------------------
Name: OW_N121_16NO2 From Node: N121
Group: SW 16/12 AVE To Node: 16NO2
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 244 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 20.000
Control Elevation(ft): 20.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
------------------------------------------------------------------------------------------------
Name: OW_N121_16N04 From Node: N120
Group: SW 16/12 AVE To Node: 16N04
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 20.000
Control Elevation(ft): 20.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
-------------------------•---------------------------------------------------------------------------
Name: OW_N122_261410 From Node: N122
Group: SW 26 AVE To Node: 26N10
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise (i.n) : 999.00
Invert(ft): 19.500
Control Elevation(ft): 19.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------------------------------------------------
Name: OW_N122_32N04 From Node: N122
Group: SW 32 AVE To Node: 32N04
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 17.000
Control Elevation(ft): 17.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
Streamline Technologies ICPR Model © Page 245 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------- -------------------
Name: OW_N123_32N21 From Node: N123
Group: SW 32 AVE To Node: 32N21
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 19.000
Control Elevation(ft): 19.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
------------------------------------------------------------
Name: OW_N124_32N32 From Node: N124
Group: SW 32 AVE To Node: 32N32
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 23.000
Control Elevation(ft): 23.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
------------------------------------------------------------
Name: OW_N125_32N32 From Node: N125
Group: SW 32 AVE To Node: 32N32
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 999.00
Invert(ft): 25.000
Control Elevation(ft): 25.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------
Name: OW_NLBP1 From Node: N108
Group: SW 7 AVE To Node: N014
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 20.500
Control Elevation(ft): 20.500
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 246 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
W `: "
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------------------------------------------------
Name: OW_NLBP2 From Node: N108
Group: SW 7 AVE To Node: N005
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 20.000
Control Elevation(ft): 20.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
LINK REDIRECTED TO DISCHARGE TO PROPOSED DRAINAGE SYSTEM
-----------------------------------------------------------------------------------------------------
Name: OW_SW3AVE From Node: N104
Group: SW 7 AVE To Node: N005
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 120.00
Rise(in): 9999.00
Invert(ft): 21.000
Control Elevation(ft): 21.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------------------------------------------------
Name:
PRO _7AV_DIV_CSA
From Node:
7NO3
Group:
SW 7 AVE
To Node:
PRO_7NO3B
Flow:
Positive
Count:
1
Type:
Vertical: Navis
Geometry:
Rectangular
Span(in): 445.00
Rise(in): 9999.00
Invert(ft): 12.000
Control Elevation(ft): 13.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
DIVERSION WEIR TO DIRECT RUNOFF FROM SW 7 TO SW 26 RESERVOIR
-------------------------------------------------------------------------------------------------
Name: PRO _7AV_DIV_CSB From Node: 7NO3
Group: SW 7 AVE To Node: PRO_7NO3B
Streamline Technologies ICPR Model © Page 247 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Flow: None Count: 2
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 24.00
Rise(in): 18.00
Invert(ft): 13.500
Control Elevation(ft): 13.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
BLEEDERS IN DIVERSION WEIR TO ALLOW POSTIVE FLOW ONLY (ASSUME MANUALLY OPERATED GATES)
-----------------------------------------------------------------------------
Name: PRO _7N157N15B From Node: 7N15
Group: SW 7 AVE _ To Node: PRO_7N15B
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 240.00
Rise(in): 72.00
Invert(ft): 16.500
Control Elevation(ft): 16.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
INSTALL WEIR TO DIVERT WATER WEST TO PROPOSED LAKE SYSTEM
----------------------------------------------------------------------------
Name: PRO_CONTROLGATE From Node: RESERVOIR
Group: SW 26 AVE To Node: 26@-LEMKIN CK
Flow: Positive Count: 2
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 120.00
Rise(in): 48.00
Invert(ft): 13.500
Control Elevation(ft): 13.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
CONCEPTUAL CONTROL GATES FOR THE CONCEPTUAL RESERVOIR
-----------------------------------------------------------------------
Name: PRO _EMRGNCY_OW From Node: RESERVOIR
Group: SW 26 AVE To Node: 26N08
Flow: Positive Count: 1
Type: Vertical: Fread Geometry: Trapezoidal
Bottom Width(ft): 25.00
Left Side Slope(h/v): 2.00
Right Side Slope(h/v): 2.00
Invert(ft): 20.000
Control Elevation(ft): 20.000
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Streamline Technologies ICPR Model
Craig A. Smith & Associates
r
Page 248 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Top Clip(ft): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
FOR THE PURPOSES OF MODELING; THE RESERVOIR IS CONCEPTUAL IN NATURE AND IS TREATED AS A MINOR
AGRICULTURAL IMPOUNDMENT CONTAINING A EMERGENCY RETURN STRUCTURE.
---------------------------------------_
Rating Curves =_____=°_______=_______________ -----------
Name: PRO_32PSN126N20
Group: SW 32 AVE
TABLE
#1: OAKPARK_PS
#2: OAKPARK_PS
#3:
#4:
From Node: N126
To Node: 32N20
ELEV ON(ft)
ELEV OFF(ft)
14.000
13.000
15.000
13.500
0.000
0.000
0.000
0.000
Count: 1
Flow: Both
ASSUMPTION HERE IS TO INSTALL STORMWATER COLLECTION SYSTEM W/SMALL PUMPING STATION
---------------------------------------------------------------------------------------
Name:
PRO _MASTER _PSI
From Node:
26N08 Count: 1
Group:
SW 26 AVE
To Node:
RESERVOIR Flow: Positive
TABLE
ELEV ON(ft)
ELEV OFF(ft)
#1:
50 CFS PUMP
13.750
12.500
#2:
50 CFS PUMP
14.000
12.500
#3:
50 CFS PUMP
14.250
12.500
#4:
50 CFS PUMP
14.500
12.500
A TOTAL FLOW OF 250 CFS WILL BE USED AS PER THE SFWMD SOW CONTRACT CN040926 - WO03.
PROPOSED CONCEPTUAL MASTER PUMP STATION W/5-50 CFS PUMPS;
THE FITH PUMP IS MODELED IN ADDITIONAL LINK AS ICPR CAN ONLY HANDLE 4 OPERATING TABLES.
-----------------------------------------------------------
Name: PRO _MASTER _PS2 From Node: 26N08
Group: SW 26 AVE To Node: RESERVOIR
TABLE ELEV ON(ft) ELEV OFF(ft)
#1: 50 CFS PUMP 14.750 12.500
#2: 0.000 0.000
#3: 0.000 0.000
#4: 0.000 0.000
----_---------------------------------
Count: 1
Flow: Positive
A TOTAL FLOW OF 250 CFS WILL BE USED AS PER THE SFWMD SOW CONTRACT CN040926 - W003.
PROPOSED CONCEPTUAL MASTER PUMP STATION W/5-50 CFS PUMPS;
THE FITH PUMP IS MODELED I:N ADDITIONAL LINK AS ICPR CAN ONLY HANDLE 4 OPERATING TABLES.
Hydrology Simulations
Name: 4S 4S 005Y1DPR0
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\4S 005Y 1DAY PRO.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 4..50
Time(hrs) Print Inc(min)
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 249 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
------------------------------
200.000 15.00
------------------------------ -----------
Name: 4S_005Y_1DAY
Filename: L:\LAND\00-0903\146
-----------------------------------------------------------�I
Stormwater Plan\ICPR3\HYDROLOGY\4S_005Y_1DAY.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 4.50
Time(hrs) Print Inc(min)
---------------
---------------
200.000 15.00
------------------------------------------------------------------------------------
Name: 4S 010Y3DPRO
Filename: L:\LAND\00-0903\146
Stormwater Plan\ICPR3\HYDROLOGY\4S_OlOY_3DAY PRO.R32
Override Defaults: No
Time(hrs) Print Inc(min)
---------------
---------------
200.000 15.00
----------------------------------------------------------------------------------
Name: 4S_010Y_iDAY
Filename: L:\LAND\00-0903\146
Stormwater Plan\ICPR3\HYDROLOGY\4S_010Y_1DAY.R32
Override Defaults: Yes
.Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 5.00
Time(hrs) Print Inc(min)
---------------
---------------
200.000 15.00
--------------------------------------------------
Name: 4S_010Y_3DAY
Filename: L:\LAND\00-0903\146
--------------------------------------------------
Stormwater Plan\ICPR3\HYDROLOGY\4S_OlOY 3DAY.R32
Override Defaults: No
Time(hrs) Print Inc(min)
---------------
---------------
200.000 15.00
Name: 4S 025Y3DPRO
Filename: L:\LAND\00-0903\146
Stormwater Plan\ICPR3\HYDROLOGY\4S 025Y 3DAY PRO.R32
Override Defaults: Yes
Storm Duration(hrs): 12.00
Rainfall File: Sfwmd72
Rainfall Amount(in): 9.00
Time(hrs) Print Inc(min)
200.000 15.00
N _025 1DA�\146�Sto=�,ater�Ellan��ICPR3��HYDR�OLOGY\4S
Filename: L:\LAND\-_025Y_1DAY.R32
Streamline Technologies ICPR Model © Page 250 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Override Defaults: Yes
t Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 5.00
Time(hrs) Print Inc(min)
200.000 15.00
-------------------------•------------------------------------------------------------------
Name: 4S 025Y 3DAY
Filename: L:\LAN6\00•-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\4S 02 .3DAY.R32
Override Defaults: Yes
Storm Duration(hrs): 72.00
Rainfall File: Sfwmd72
Rainfall Amount(in): 9.00
Time(hrs) Print Inc�min)
200.000 15.00
----------------------------------------------
Name: 4S 050Y 1DAY
Filename: L:\LAND\00-0903\146 Stormwater
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 7.00
-e(hrs) Print Inc(min)
200.000 15.00
\ICPR3\HYDROLOGY\4S 050Y 1DAY.R32
--------------------------/93\146
--------------------------------------------------------------
Name : 4 S_100Y_IDA..
Filename: L:\LAND\00-Stormwater Plan\ICPR3\HYDROLOGY\4S100Y1DAY.R32
Override Defaults:
Storm Duration(hrs): 4.00
Rainfall File Flmod
Rainfall Amount(in 8.00
Time(hrs) Pri Inc(min)
200.000 1 .00
--------------- --------------------------------------------------------------------
Name: _05Y_1DAY
Filename- L.\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G 05Y 1DAY.R32
Overr' a Defaults: Yes
Storm ration(hrs): 24.00
ainfall File: Flmod
Rainf 11 Amount(in): 4.50
Time(hr ) Print Inc(min)
200.0 15.00
----------------------------------------------------------------------------
Name: G10Y_1DAY
Filename: L_\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G_10Y_1DAY.R32
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 251 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 5.00
Time(hrs) Print Inc(min)
------------------------------
200.000 15.00
--------------------------------- --------------------------------------------
Name: G_10Y_3DAY
Filename: L \LAND\00-090 146 Stormwater Plan\ICPR3\HYDROLOGY\G_l0Y_3DAY.R32
Override Defaults: N
Time(hrs) Print I c(min)
--------------- --------------
200.000 15.0
----------------- ----------------------------------------------------------------
Name: 25Y 3DAY
Filename: \LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G_25Y_3DAY.R32
Overr' a Defaults: Yes
Storm ration(hrs): 72.00
ainfall File: Sfwmd72
Rai all Amount(in): 9.00
Time( s) Print Inc(min)
-----------------------------
200 000 15.00
Name: PRO _SWA_005_1
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\PROPOSED SW -AREA 005_1.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Sfwmd72
Rainfall Amount(in): 4.50
Time(hrs) Print Inc(min)
200.000 15.00
---------------
-----------------------------------------
Name: PRO_SWA_010_3
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\PROPOSED SW -AREA 010_3.R32
Override Defaults: No
Time(hrs) Print Inc(min)
200.000 15.00
-----------------------------------------------------
------------------
Name: PRO_SWA_025_3
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\PROPOSED SW -AREA 025_3.R32
Override Defaults: Yes
Storm Duration(hrs): 72.00
Rainfall File: Sfwmd72
Rainfall Amount(in): 9.00
Streamline Technologies ICPR Model © Page 252 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Time(hrs) Print Inc(min)
-----------------------------
-).000 15.00
----------------------------------------------------------------------------------------------------
Name: SW -AREA 005 1
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\SW-AREA 005 1.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 4.50
Time(hrs) Print Inc(min)
150.000 15.00
-------------------------•---------------------------------------------------------------------------
Name: SW-AREA-010-1
Filename: L:\LAND\00•-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\SW-AREA 010 1.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: ]?lmod
Rainfall Amount(in): .15.00
Time(hrs) Print Inc(min)
--------------- ----------------
150.000 15.00
-----------------------------------------------------------------------------------------------------
Name: SW -AREA 010 3
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\SW-AREA 010 3.R32
Override Defaults: No
Time(hrs) Print Inc(min)
200.000 15.00
--------------------------•--------------------------------------------------------------------------
Name: SW -AREA 025 1
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\SW-AREA 025 1.R32
Override Defaults: Yes
Storm Duration(hrs): 2.4.00
Rainfall File: Flmod
Rainfall Amount(in): 6.00
Time(hrs) Print Inc(min)
------------------------------
150.000 15.00
-----------------------------------------------------------------------------------------------
Name: SW -AREA 025 3
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\SW-AREA 025 3.R32
Override Defaults: Yes
Storm Duration(hrs): 72.00
Rainfall File: Sfwmd72
Rainfall Amount(in): 9.00
(hrs) Print Inc(min)
200.000 15.00
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 253 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
----------------------------------------- ----------------------------------------------------------
Name: SW -AREA 050 1
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\SW-AREA_050_l.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 7.00
Time(hrs) Print Inc(min)
------------------------------
150.000 15.00
-----------------------------------------------------------------------------
Name: SW -AREA 100_1
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\SW-AREA 100_l.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 8.00
Time(hrs) Print Inc(min)
------------------------------
150.000 15.00
Routing Simulations
----------------------------------------------------------------------------
Name: PROSWA005_I Hydrology Sim: SW-AREA_005_1
Filename: L:\LAND\00-0903\146 Stormwater
Plan\ICPR3\HYDRAULICS\PROPOSED SWAREA005_1.I32
Execute: No Restart: No
Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
End Time(hrs): 220.00
Min Calc Time(sec): 0.0800
Max Calc Time(sec): 999.0000
Boundary Stages: SW AREA 05YR-1
Boundary Flows: SW AREA 05_1
SOUTHWEST AREA DRAINAGE SIMULATION
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS. SOME
BROAD BASED ENGINEERING ASSUMPTIONS WERE MADE
FOR BOUNDARY FLOWS AND STAGES PERTAINING TO FDOT
PROJECTS AND RECEIVING BODY
Time(hrs) Print Inc(min)
---------------
---------------
54.000 15.000
84.000 5.000
220.000 15.000
Group Run
-----
---------------
SW 16/12 AVE Yes
SW 26 AVE Yes
SW 32 AVE Yes
SW 7 AVE Yes
------- --------------------------------------------------------------------------------------------
Name: PROSWA010_3 Hydrology Sim: PRO_SWA_010_3
Streamline Technologies ICPR Model © Page 254 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Filename: L:\LAND\00•-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\PROPOSED SWAREA010 3.132
Execute: No Restart: No
-ilternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.0800
Boundary Stages: SW AREA 10YR-3
Patch: No
Delta Z Factor: 0.00100
End Time(hrs): 220.00
Max Calc Time(sec): 999.0000
Boundary Flows: SW AREA 103
SOUTHWEST AREA DRAINAGE SIMULATION
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS. SOME
BROAD BASED ENGINEERING ASSUMPTIONS WERE MADE FOR BOUNDARY FLOWS AND STAGES PERTAINING TO FDOT
PROJECTS AND RECEIVING BODY
Time(hrs)
---------------
Print Inc;min)
----------•-----
54.000
15.000
84.000
5.000
220.000
15.000
Group Run
--------------- -----
SW 16/12 AVE Yes
SW 26 AVE Yes
SW 32 AVE Yes
SW 7 AVE Yes
----------------------------------------------------------------------------------------------------
Name: PROSWA025_3 Hydrology Sim: PRO _SWA_0253
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDR_AULICS\PROPOSED SWAREA025 3.I32
Execute: No Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.0800
Boundary Stages: SW AREA 25YR-3
Patch: No
Delta Z Factor: 0.00100
End Time(hrs): 220.00
Max Calc Time(sec): 999.0000
Boundary Flows: SW AREA 253
SOUTHWEST AREA DRAINAGE SIMULATION
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS. SOME
BROAD BASED ENGINEERING ASSUMPTIONS WERE MADE FOR BOUNDARY FLOWS AND STAGES PERTAINING TO FDOT
PROJECTS AND RECEIVING BODY
Time(hrs)
---------------
Print Inc(min)
54.000
---------------
15.000
84.000
5.000
220.000
15.000
Group Run
SW 16/12 AVE Yes
SW 26 AVE Yes
SW 32 AVE Yes
SW 7 AVE Yes
-----------------------•----------------------------------------------------------
Name: SWAREA005_I Hydrology Sim: SW -AREA 005 1
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\SWAREA005_1.I32
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 255 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Execute: No Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.0800
Boundary Stages: SW AREA 05YR-1
Patch: No
Delta Z Factor: 0.00100
End Time(hrs): 150.00
Max Calc Time(sec): 999.0000
Boundary Flows: SW AREA 05_1
SOUTHWEST AREA DRAINAGE SIMULATION
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS . SOME
BROAD BASED ENGINEERING ASSUMPTIONS WERE MADE FOR BOUNDARY FLOWS & STAGES PERTAINING TO FDOT PROJECTS
AND RECEIVING BODY.
Time(hrs) Print Inc(min)
11.000
15.000
12.000
5.000
18.000
5.000
150.000
15.000
Group Run
SW 16/12 AVE Yes
SW 26 AVE Yes
SW 32 AVE Yes
SW 7 AVE Yes
-----------------------------------------------------------------------------
Name: SWAREA010_3 Hydrology Sim: SW -AREA 010 3
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\SWAREA010_3.I32
Execute: No Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.0800
Boundary Stages: SW AREA 10YR-3
Patch: No
Delta Z Factor: 0.00100
End Time(hrs): 220.00
Max Calc Time(sec): 999.0000
Boundary Flows: SW AREA 10_3
SOUTHWEST AREA DRAINAGE SIMULATION
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS
Time(hrs)
Print Inc(min)
---------------
---------------
54.000
15.000
84.000
5.000
220.000
15.000
Group Run
SW 16/12 AVE Yes
SW 26 AVE Yes
SW 32 AVE Yes
SW '. AVE Yes
---------------------------------------------------------------------
Name: SWAREA025_3 Hydrology Sim: SW -AREA _025_3
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\SWAREA025_3.I32
Execute: No Restart: No Patch: No
Streamline Technologies ICPR Model © Page 256 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.0800
Boundary Stages: SW AREA 25YR-3
Delta Z Factor: 0.00100
End Time(hrs): 220.00
Max Calc Time(sec): 999.0000
Boundary Flows: SW AREA 253
SOUTHWEST AREA DRAINAGE SIMULATION
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS. SOME
BROAD BASED ENGINEERING ASSUMPTIONS WERE MADE FOR BOUNDARY FLOWS AND STAGES PERTAINING TO FDOT
PROJECTS AND RECEIVING BODY
Time(hrs)
Print Inc(min)
54.000
15.000
84.000
5.000
220.000
15.000
Group Run
SW 16/12 AVE Yes
SW 26 AVE Yes
SW 32 AVE Yes
SW 7 AVE Yes
Streamline Technologies ICPR Model © Page 257 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Boundary Conditions
TO BE SHOWN IN GRAPHICAL FORMAT DUE LARGE VOLUME DATA
[.. pC
'i �'S.
3Y i PL:
V6{—ndaf
`4 � 4z» ot(.0 b _ {x`E'�.�.�'F r�,ixt=k.,«ho- dl nh *<'•''io . et,.: _1 :!
�.E15 4! � .s>
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IN
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k=li 9 H f
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k
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d
Streamline Technologies ICPR Model © Page 258 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
s��a�yr�►,aieoaswa�s
x�poi _ -
f f
N- -
�Y
4
Fey
�
3 t
x
Streamline Technologies ICPRR Model © Page 259 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Streamline Technologies ICPR Model © Page 260 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Streamline Technologies ICPR Model © Page 261 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
K VIA
�
s
ram, LV� 2 A
n
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 262 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
��
�'�a � {��tia�i�e
�lauidaryCandWo„SNt,ARfA'IGYR336�-1..FJOGIN
tiC
� -'
a
s
it
y
jj
y
y
q
«
a _
Streamline Technologies ICPR Model © Page 263 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
K'
1aO.s
Streamline Technologies ICPR Model © Page 264 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Souodary CnodWon SW AREA 25 3.16M
M1
red
�c
iYd• `t
4 �
Streamline Technologies ICPR Model
Craig A. Smith & Associates
Page 265 of 267
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
Streamline Technologies ICPR Model © Page 266 of 267
Craig A. Smith & Associates
SOUTHWEST CORRIDOR ICPR 3.0 MODEL INPUT DATA
-.:� .i' ?, .;, Boimds�y'Condhioh SW
so -
NtEA�75Y:4�i:32Q1-I.EMKIM tl(.
ry�
%A L t, Sg'-
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it
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a
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L:\LAND100-0903\146 Stormwater P1an\ICPR3IC0MPREHENSIVE MODEL DATA FOR SW AREA doc
Streamline Technologies ICPR Model © Page 267 of 267
Craig A. Smith & Associates
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
So'TORMWATER MASTER PLAN
FOUR SEASONS
MODEL INPUT DATA
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
-------------------------------------
Basins ______________°____ --------
Name: BASIN A
Node: NA
Status: Onsite
Group: 4 SEASONS
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
I;fwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
60.00
Area(ac):
217.000
Time Shift(hrs):
0.00
Curve Number:
79.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
Hydrologic data was taken from the
December 1991 study produced by BWA.
-----------------------------------------------------------------------------------------------------
Name: BASIN B
Node: NB
Status: Onsite
Group: 4 SEASONS
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
S;fwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
40.00
Area(ac):
120.000
Time Shift(hrs):
0.00
Curve Number:
81.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
-------------------------------
Name: BASIN C
Group: 4 SEASONS
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 60.000
Curve Number: 80.00
DCIA(%): 0.00
-------------------------------
Name:'BASIN CC
Group: 4 SEASONS
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 1.2.000
Curve Number- 3.t . 00
DCIA(%): 0.00
-----------------------------------------------
Node: NC Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 40.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------
Node: NCC Status: Onsite
Type: SCS Unit Hydrograph
Peaking ^letor: 256.0
St,�r= Duration(hrs): 72.00
Time of Conc(min): 60.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
--------------------------•--------------------------------------------------------------------------
Name: BASIN D Nude: ND Status: Onsite
Group: 4 SEASONS Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: S:Ewmd72
Rainfall Amount(in): 7.000
Area(ac): 76.000
Streamline Technologies ICPR3.0
Craig, A. Smith & Associates
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 60.00
Time Shift(hrs): 0.00
Page 1 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Curve Number: 81.00
DCIA(%): 0.00
----------------
Name: BASIN E
Group: 4 SEASONS
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 144.000
Curve Number: 80.00
DCIA(%): 0.00
Max Allowable Q(cfs): 999999.000
-----------------------------------------------------------
Node: NE Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 100.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------
Name: BASIN F
Node:
NF
Status: Onsite
Group: 4 SEASONS
Type:
SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
100.00
Area(ac):
147.000
Time Shift(hrs):
0.00
Curve Number:
79.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
----------------------------------------------------------------------------------
Name: BASIN G
Node:
NG
Status: Onsite
Group: 4 SEASONS
Type:
SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
75.00
Area(ac):
66.000
Time Shift(hrs):
0.00
Curve Number:
79.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
----------------------------------
Name: BASIN H
Group: 4 SEASONS
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 120.000
Curve Number: 85.00
DCIA(%): 0.00
RASIED CN FROM 80 TO 85
Name: BASIN 'I
Group: 4 SEASONS
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
------------------------------------------------------------
Node: NH Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 120.00
Time Shift(hrs): 0.00'
Max Allowable Q(cfs): 999999.000
Node: NI Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Page 2. of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Rainfall Amount(in): '7.000
Area(ac): 104.000
Curve Number: 35.00
DCIA(%): 0.00
RASIED CN FROM 80 TO 85
Time of Conc(min): 100.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
-------------------------•----------------------------------------------------------
Name: BASIN J
Node: NJ
Status: Onsite
Group: 4 SEASONS
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
75.00
Area(ac):
:38.000
Time Shift(hrs):
0.00
Curve Number:
E32.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
RASIED CN FROM 77 TO 82
--------------------------•--------------------------------------------------------------------------
Name: BASIN JJ Node: NJJ Status: Onsite
Group: 4 SEASONS Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 3.900
Curve Number: 85.00
DCIA(%): 0.00
P'SIED CN FROM 80 TO 85
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 10.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------
Name: BASIN K Node: NK Status: Onsite
Group: 4 SEASONS Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 66.000
Curve Number: 85.00
DCIA(%): 0.00
RASIED CN FROM 80 TO 85
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 120.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
-------------------------------------------
Name: BASIN OA
------------------------------------------------
Node: NOA
Status: Onsite
Group: 4 SEASONS
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
150.OU
Area(ac):
190.000
Time Shift(hrs):
0.00
Curve Number:
80.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
------------------------
Name: BASIN OB
Group: 4 SEASONS
Streamline Technologies ICP1.t3.0
Craig A. Smith & Associates
------------------------------------------------------------
Node: NOB Status: Onsite
Type: SCS Unit Hydrograph
Page 3 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT. DATA
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 254.000
Curve Number: 79.00
DCIA(%): 0.00
----------------------------------
Name: BASIN OC
Group: 4 SEASONS
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 578.000
Curve Number: 79.00
DCIA(%): 0.00
-------------------------
Name: BASIN OD
Group: 4 SEASONS
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 99.000
Curve Number: 80.00
DCIA(%): 0.00
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 200.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
------------------------------------ -----------------
Node: NOC Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 430.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
------------------------------------------------------
Node: NOD Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 120.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
-----------------------------------------
Name: BASIN OE
Node: NOE
Status: Onsite
Group: 4 SEASONS
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
150.00
Area(ac):
109.000
Time Shift(hrs):
0.00
Curve Number:
79.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
----------------------------
Name: BASIN OF
----------
Node: NOF
Status: Onsite
Group: 4 SEASONS
Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: .Sfwnid72
Rainfall Amount,�in): 7.000
Area(ac): 49.000
Curve Number: 80.00
DCIA(%): 0.00
-Peaking Factor: 256.0
Storm Duration-(hrs): 72.00
Time. of, Conc(min)': 60.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
--- Nodes ----_----------------------__------------
Streamliine Technologies ICPR3.0
Craig A. Smith & Associates
Page.4 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Name: NA Base Flow(cfs): 0.000 Init Stage(ft): 29.300
Group: 4 SEASONS Warn Stage(ft): 31.800
Type: Stage/Area
Stage(ft) Area(ac)
29.000 0.0500
30.000 0.3900
31.000 2.7500
32.000 17.5000
33.000 17.5000
--------------------------------
Name: NA2
Group: 4 SEASONS
Type: Stage/Area
Stage(ft)
Are:a (ac)
29.000
0.0100
31.000
0.0500
36.000
C.0500
-------------------------------
Name: NB
Group: 4 SEASONS
Type: Stage/Area
-------------------------
Base Flow(cfs): 0.000
------------------------
Base Flow(cfs): 0.000
----------------------
Init Stage(ft): 29.100
Warn Stage(ft): 31.600
------------------------------
Init Stage(ft): 28.500
Warn Stage(ft): 31.000
Stage(ft) Area(ac)
------------------------------
28.000 0.0500
29.000 0.2000
30.000 7.3000
31.000 7.3000
------------------------------------------------------------------------------------------
Name: NC Base Flow(cfs): 0.000 Init Stage(ft): 26.400
Group: 4 SEASONS Warn Stage(ft): 28-900
Type: Stage/Area
Stage(ft) Area(ac)
26.000 0.0500
28.000 3.0900
29.000 7.7500
30.000 15.0000
31.000 15.0000
--------------------------•----------------------------------------------------------------
Name: NC2 Base Flow(cfs): 0.000 Init Stage(ft): 26.600
Group: 4 SEASONS Warn Stage(ft): 29.100
Type: Stage/Area
Streamline Technologies ICPR3.0 © Page 5 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Stage(ft)
26.000
29.900
34.900
----------------------
Name: NCC
Group: 4 SEASONS
Type: Stage/Area
Area(ac)
0.0100
0.0500
0.0500
------------------------------
Base Flow(cfs): 0.000
---------------------------
Init Stage(ft): 25.420
Warn Stage(ft): 27.920
Stage(ft) Area(ac)
------------------------------
25.000 0.0100
32.000 0.0500
37.000 0.0500
------------------------------------------------------------------------------------------
Name: NCH1 Base Flow(cfs): 0.000 Init Stage(ft): 21.270
Group• 4 SEASONS Warn Stage(ft): 23.770
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
21.000 0.0100
26.000 0.0500
31.000 0.0500
---------------------------------------------------------
Name: NCH10 Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
Stage(ft)
30.500
13.400
38.400
----------------------
Name: NCH2
Group: 4 SEASONS
Type: Stage/Area
Area(ac)
0.0100
0.0500
0.0500
-----------------------------------
Base Flow(cfs,): 0.000
Stage(ft) Area(ac)
22.000 0.0100
29.800 0.0500
34.800 0.0500
--------------------------
Name: NCH3 Base Flow(cfs)• 0.000
Group: 4 SEASONS
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 30.700
Warn Stage(ft): 33.200
------ --------------------------
Init Stage(ft): 22.800
Warn Stage(ft): 25.300
------------------------------- 77
Init Stage(ft): 24.000
Warn Stage(ft): 25.600
Page 6 of 50
c
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
....)POSED LOCATION OF 50 ACRE LAKE WHERE IT WILL OVERLAP BASINS H,I,J, & JJ;
KITE VERY LITTLE SURFACE STORAGE WAS ASSUMED IN THE ORIGINAL STUDY SO NO ADJUSTMENT WAS NECESSARY FOR
NODES ASSIGNED W/THE ABOVE BASINS; HOWEVER, CN WERE MODIFIED FOR THESE BASINS TO REFLECT AN INCREASE
IMPERVIOUSNESS DUE TO PROPOSED LAKE.
Stage(ft) Area(ac)
16.000 10.0000
24.000 50.0000
35.000 50.0000
-------------------------------------------------------------------------------------------
Name: NCH4 Base Flow(cfs): 0.000 Init Stage(ft): 23.210
Group: 4 SEASONS Warn Stage(ft): 25.710
Type: Stage/Area
Stage(ft) Area(ac)
23.000 0.0100
30.000 0.0500
35.000 0.0500
-----------------------------------------------------
Name: NCH5 Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
21.000 0.0100
31.000 0.0500
36.000 0.0500
----------------------
Name: NCH6
Group: 4 SEASONS
Type: Stage/Area
Stage(ft)
--------------- -----
25.000
32.400
37.400
----------------------
Name: NCH7
Group: 4 SEASONS
Type: Stage/Area
---------------------------------
Init Stage(ft): 21.700
Warn Stage(ft): 24.200
----------------------------------
Base Flow(cfs): 0.000
Area(ac)
0.0100
0.0500
0.0500
•---------------------------------
Base Flow(cfs): 0.000
Stage(ft)
----------- ----------------
Area(ac)
26.000
0„0100
34.600
01.0500
-------------------------
Init Stage(ft): 25.400
Warn Stage(ft): 27.900
----------------------------
Init Stage(ft): 26.200
Warn stage (ft) : 28.700
Streamline Technologies ICPIU3.0 © Page 7 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
39.600 0.0500
-------------------------------------------------------------------------------------
Name: NCH8 Base Flow(cfs): 0.000 Init Stage(ft): 28.900
Group: 4 SEASONS Warn Stage(ft): 31.400
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
28.900 0.0100
34.600 0.0500
39.600 0.0500
------------------------------------------------------------------------------------------
Name: NCH9 Base Flow(cfs): 0.000 Init Stage(ft): 29.000
Group: 4 SEASONS Warn Stage(ft): 31.500
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
29.000 0.0100
34.600 0.0500
39.600 0.0500
------------------------------------------------------------------------------------------
Name: ND Base Flow(cfs): 0.000 Init Stage(ft): 28.600
Group: 4 SEASONS Warn Stage(ft): 31.100
Type: Stage/Area
Stage(ft) Area(ac)
28.500 0.0100
31.000 0.0500
36.000 0.0500
-----------------------------------------------------
Name: ND2 Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
-----------------------------------
Init Stage(ft): 28.600
Warn Stage(ft): 31.100
Stage(ft) Area(ac)
28.500 0.0100
31.000 0.0500
36.000 0.0500
---------=----------------------------------
-----------------
Name: NE Base Flow(cfs).. 0.000 Init Stage(ft): 29.000
Group: 4 SEASONS Warn Stage(ft): 31.500
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
Streamline Technologies ICPR3.0 © Page 8 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
29.000 0.0100
30.000 0.0500
35.000 0.0500
-------------------------•-----------------------------------------------------------------
Name: NE2 Base Flow(cfs): 0.000 Init Stage(ft): 27.990
Group: 4 SEASONS Warn Stage(ft): 30.490
Type: Stage/Area
Stage(ft) Area (ac)
--------------- ----------------
27.800 0.0100
30.000 0.0500
35.000 0.0500
--------------------------•----------------------------------------------------------------
Name: NF Base Flow(cfs): 0.000 Init Stage(ft): 29.000
Group: 4 SEASONS Warn Stage(ft): 31.500
Type: Stage/Area
Stage(ft)
Area(ac)
29.000
0.0100
30.000
0.0500
35.000
0.0500
--------------------------------------------------------------------------------------
Name: NG Base Flow(cfs): 0.000 Init Stage(ft): 28.500
Group: 4 SEASONS Warn Stage(ft): 31.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
28.500 0.0100
31.000 0.0500
36.000 0.0500
------------------------------------------------------------------------------------------
Name: NH Base Flow(cfs): 0.000 Init Stage(ft): 29.700
Group: 4 SEASONS Warn Stage(ft): 32.200
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
29.700 0.0100
31.000 0.0500
36.000 U.U500
--------------------------•---------------------------
Name: NI Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
Streamline Technologies ICPIR3.0
Craig A. Smith & Associates
---------------------------------
Init Stage(ft): 26.510
Warn Stage(ft): 29.010
Page 9 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
26.500 0.0100
30.000 0.0500
35.000 0.0500
-------------------------------
Name: NJ
Group: 4 SEASONS
Type: Stage/Area
---------------------
Base Flow(cfs): 0.000
Stage(ft) Area(ac)
------------------------------
26.300 0.0100
29.000 0.0500
34.000 0.0500
-----------------------------------------------------
Name: NJ2 Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
Stage(ft) Area(ac)
24.500 0.0100
29.800 0.0500
34.800 0.0500
-------------------------------
Name: NJJ
Group: 4 SEASONS
Type: Stage/Area
Stage(ft)
23.000
29.400
34.400
----------------------
Name: NK
Group: 4 SEASONS
Type: Stage/Area
---------------------
Base Flow(cfs): 0.000
Area(ac)
0.0100
0.0500
0.0500
-------------------------------
Base Flow(cfs): 0.000
Stage(ft) Area(ac)
------------------------------
29.000 0.0100
31.000 0.0500
36.000 0.0500
-------------------------
---------
Name• NK2 Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
----------------------------------
Init Stage(ft): 26.300
Warn Stage(ft): 28.800
-------------------------------
Init Stage(ft): 24.500
Warn Stage(ft): 27.000
--------------------------
Init Stage(ft): 23.060
Warn Stage(ft): 25.560
------------------------------
Init Stage(ft): 29.000
Warn Stage(ft): 31.500
------------------------
Init Stage(ft): 26.880
Warn Stage(ft): 29.380
Page 10 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
L-----------------------------
26.500 0.0100
29.600 0.0500
34.600 0.0500
-------------------------•-----------------------------------------------------------------
Name: NOA Base Flow(cfs): 0.000 Init Stage(ft): 41.400
Group: 4 SEASONS Warn Stage(ft): 43.900
Type: Stage/Area
Stage(ft) Area(ac)
41.400 0.0100
43.000 0.0500
48.000 0.0500
--------------------------------------------------------------------------------------
Name: NOA2 Base Flow(cfs): 0.000 Init Stage(ft): 41.500
Group: 4 SEASONS Warn Stage(ft): 44.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ----------------
41.400 0.0100
43.000 0.0500
48.000 0.0500
--------------------------•--------------------------------------------------------------
Name: NOB Base Flow(cfs): 0.000 Init Stage(ft): 39.700
Group: 4 SEASONS Warn Stage(ft): 42.200
Type: Stage/Area
Stage(ft) Area(ac)
39.700 0.0100
42.000 0.0500
47.000 0.0500
--------------------------•-----------------------------------------------------------------
Name: NOB2 Base Flow(cfs): 0.000 Init Stage(ft): 39.700
Group: 4 SEASONS Warn Stage(ft): 42.200
Type: Stage/Area
Stage(ft) Area(ac)
39.700 0.0100
42.000 0.0500
47.000 0.0500 -
-----------------------------------------------------------------------------------------
Name: NOC Base Flow(cfs): 0.000 Init Stage(ft): 30.700
Group: 4 SEASONS Warn Stage(ft): 33.200
Streamline Technologies ICPR3.0 0 Page 11 of 50
Craig A. Smith &Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
30.500 0.0100
33.400 0.0500
38.400 0.0500
-------------------------------------------------------------------------------------
Name: NOD Base Flow(cfs): 0.000 Init Stage(ft): 29.200
Group: 4 SEASONS Warn Stage(ft): 31.700
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
29.000 0.0100
31.000 0.0500
36.000 0.0500
-----------------------------------------------------
Name: NOD2 Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
----------------------------------
Init Stage(ft): 26.740
Warn Stage(ft): 29.240
Stage(ft) Area(ac)
------------------------------
26.500 0.0100
29.800 0.0500
34.800 0.0500
----------------------------------------------------------------------
Name: NOE Base Flow(cfs): 0.000 Init Stage(ft): 22.400
Group: 4 SEASONS Warn Stage(ft): 24.900
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
22.400 0.0100
27.600 0.0500
32.600 ..0.0500
----------------------------------- -----------------
Name: NOF Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
Stage(ft) Area(ac)
23.000 0.0100
25.000 0.0500
30.000 0.0500
------- ----------------------------------------------
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
------------------------------
Init Stage(ft): 23.000
Warn Stage(ft): 25.500
Page 12 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Name: NSLOUGH_SEC28 Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Time/Stage
NUBBIN SLOUGH POINT - NE CORNER OF SECTION 28
Time(hrs) Stage(ft)
0.00 28.000
1000.00 28.000
---------------------------
Name: PR9_8ST&80AV S
Group: 4 SEASONS
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
---------------------
Base Flow(cfs): 0.000
Init Stage(ft): 28.000
Warn Stage(ft): 32.000
--------------------------------
Init Stage(ft): 29.000
Warn Stage(ft): 33.000
------------------------------------------------------------
Name: PRO_8ST&80AV_N Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
INTERSECTION OF OF SE 8 ST & 80 AVE
Stage(ft) Area(ac)
------------------------------
- ---------------------------------------------------------
Name: PRO _CENTERST_CS Base Flow(cfs): 0.000
�- Group: 4 SEASONS
Type: Stage/Area
LOCATION OF DIVERSION STRUCTURE
Stage(ft) Area(ac).
------------------------------
-----------------------------------------------------------
Name: PRO _JUNC OF E&IN Base Flow(cfs): 0.000
Group: 4 SEASONS
Type: Stage/Area
JUNCTION WHERE WEST AND EAST DITCH OF SE 80 AVE MEET
Stage(ft) Area(ac)
--------------------------
Name: TW_MOSQUITO_CK
Group: 4 SEASONS
Type: Time/Stage
Time(hrs)
--------------- -----------•----
Stage(ft)
0.00
18.000
250.00
18.000
------------------------
Base Flow(cfs): 0.000
---------------------------
Init Stage(ft): 29.000
Warn Stage(ft): 33.000
---------------------------
Init Stage(ft): 28.000
Warn Stage(ft): 34.000
---------------------------
Init Stage(ft): 29.000
Warn Stage(ft): 33.000
-----------------------------
Init Stage(ft): 18.000
Warn Stage(ft): 20.500
Streamline Technologies ICPR3.0 © Page 13 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Cross Sections
Name: Rl-A_11+41.59 Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
24.800 33.400 0.033000
39.300 30.750 0.033000
51.000 32.160 0.033000
---------------------------------------------------------------------
Name: R1-A_16+43.83 Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
22.400 34.050 0.033000
37.900 30.150 0.033000
41.300 32.170 0.033000
---------------------------------------------------------------------
Name: R1-A_21+42.47 Group: 4 SEASONS
Encroachment: No
E
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
28.300 33.440 0.033000
39.500 31.330 0.033000
42.700 31.040 0.033000
---------------------------------------------------------------------
Name: R1-A_26+12.27 Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
31.300 33.040 0.033000
41.300 30.660 0.033000
45.500 31.980 0.033000
---------------------------------------------------------------------
Name: R1-A_31+35.95 Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft) Manning's N
--------------- ------------------ ------------
26.600 34.070 0.033000
45.500 30.680 0.033000
52.000 30.930 0.033000
Streamline Technologies ICPR3.0 © Page 14 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------
Name: RA2
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
-------------------------------
Manning's N
0.000
---------------
30.800
0.070000
200.000
30.750
0.070000
207.000
28.850
0.070000
209.000
28.850
0.070000
217.000
30.800
0.070000
417.000
30.800
0.070000
--------------------------"-------------------------------------------
Name: RC2
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
------------------------------
Manning's N
0.000
---------------
29.300
0.070000
200.000
29.300
0.070000
210.000
26.000
0.070000
215.000
26.000
0.070000
228.000
29.300
0.070000
428.000
29.300
0.070000
---------------------------------------------------------------------
Name: RCH10
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
------------------------------
Manning's N
0.000
---------------
3.2.600
0.070000
200.000
32.600
0.070000
208.000
29.900
0.070000
216.000
29.900
0.070000
224.000
32.600
0.070000
424.000
32.600
0.070000
--------------------------"-------------------------------------------
Name: RCH2
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
-------------------------•-----
Manning's N
0.000
---------------
29.600
0.070000
200.000
29.600
0.070000
229.000
22.600
0.070000
250.000
22.590
0.070000
450.000
29.600
0.070000
---------------------------"------------------------------------------
Name: RCH3
Group: 4 SEASONS
Encroachment: No
Streamline Technologies ICPIU.0
Craig A. Smith & Associates
Page 15 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
0.000
29.800
0.070000
200.000
29.770
0.070000
220.000
23.000
0.070000
230.000
23.000
0.070000
256.000
29.780
0.070000
456.000
29.800
0.070000
-----------------------------------------------
Name:
RCH5
Encroachment:
No
Station(ft) Elevation(ft) Manning's N
0.000
31.800
0.070000
200.000
31.800
0.070000
218.000
22.550
0.070000
222.000
22.550
0.070000
247.000
31.850
0.070000
447.000
31.850
0.070000
-------------------------------------
Name:
RCH6
Encroachment:
No
Station(ft) Elevation(ft)
0.000
31.650
200.000
31.650
214.000
24.650
224.000
24.640
238.000
31.650
438.000
31.650
-------------------------------
Name:
RCH7
Encroachment:
No
Manning's N
--------------------
Group: 4 SEASONS
--------------------
Group: 4 SEASONS
0.070000
0.070000
0.070000
0.070000
0.070000
0.070000
---------------------------------
Group: 4 SEASONS
Station(ft) Elevation(ft)
Manning's N
---------------------------
0.000
34.200
-
0.070000
200.000
34.200
0.070000
216.000
25.800
0.070000
227.000
25.800
0.070000
244.000
34.200
0.070000
444.000
34.200
0.070000,
Name:
RCH8
Encroachment:
No
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Group: 4 SEASONS
Page 16 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
----------------------------------------------
0.000 33.250 0.070000
200.000 :33.250 0.070000
217.000 27.600 0.070000
224.000 27.500 0.070000
241.000 .33.250 0.070000
441.000 .32.250 0.070000
----------------------------------------------------------------------
Name: RD2 Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft) Manning's N
0.000
30.700
0.060000
200.000
30.700
0.060000
209.000
28.300
0.060000
212.000
28.300
0.060000
221.000
30.700
0.060000
421.000
30.700
0.060000
---------------------------------------------------------------------
.Name: RE
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft) Manning's N
0.000
29.500
0.070000
200.000
29.500
0.070000
205.000
28.500
0.070000
212.000
28.500
0.070000
217.000
29.500
0.070000
417.000
29.500
0.070000
-----------------------------------------------------------------
Name: RF
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft) Manning's N
0.000
29.800
0.070000
200.000
29.700
0.070000
204.000
28.750
0.070000
209.000
213.750
0.070000
213.000
29.750
0.070000
413.000
29.750
0.070000
--------------------------•---------
Name: RG
Encroachment: No
Station(ft) Elevation(ft)
0.000 30.800
200.000 30.750
-----------------------------
Group: 4 SEASONS
Manning's N
0.070000
0.070000
Streamline Technologies ICPR3.0 © Page 17 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
210.000 28.250
0.070000
215.000 28.250
0.070000
225.000 30.800
0.070000
425.000 30.800
0.070000
---------------------------------------------------------------------
Name: RH
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
0.000 29.300
0.060000
200.000 29.300
0.060000
204.000 28.000
0.060000
206.000 28.000
0.060000
210.000 29.300
0.060000
409.000 29.300
0.060000
---------- -------------------------
Name: RJ
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
0.000 28.100
0.070000
200.000 28.100
0.070000
208.000 25.440
0.070000
213.000 25.440
0.070000
221.000 28.100
0.070000
421.000 28.100
0.070000
--------------------------------------
Name: RK
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
----
Manning's N
------------------------------
29.800
0.060000
200.000 29.800
0.060000
206.000 27.800
0.060000
208.000 27.800
0.060000
214.000 29.800
0.060000
414.000 29.800
0.060000
-------------------------------------------------------------
Name: ROA2
-------
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
Manning's N
0.000 42.100
0.070000
200.000 42.100
0.070000
204.000 40.600
0.070000
214.000 40.600
0.070000
219.000 42.100
0.070000
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Page 18 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
419.000 42.100
------------------------------
Name: ROB2
Encroachment: No
0.070000
------------------------------
Group: 4 SEASONS
Station(ft) Elevation(ft)
---------------
Manning's N
----------•-----
0.000
---------------
37.500
0.070000
200.000
37.500
0.070000
207.000
35.200
0.070000
212.000
35.200
0.070000
219.000
37.500
0.070000
418.000
37.500
0.070000
---------------------------------------------------------------------
Name: ROD
Group: 4 SEASONS
Encroachment:.No
Station(ft) Elevation(ft)
Manning's N
0.000
29.800
0.060000
200.000
29.770
0.060000
205.000
27.980
0.060000
207.000
27.970
0.060000
212.000
29.770
0.060000
412.000
29.800
0.060000
------------------------------------------------------------------
Name: ROE
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
------------------------------
Manning's N
0.000
---------------
26.400
0.070000
200.000
26.400
0.070000
215.600
21.200
0.070000
223.600
21.200
0.070000
236.200
26.400
0.070000
436.200
26.400
0.070000
----------------------------------------------------------------------
Name: ROF
Group: 4 SEASONS
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
---------------
0.000
---------------
24.500
0.060000
200.000
24.500
0.060000
206.000
22.500
0.060000
214.000
22.500
0.060000
220.000
2.4.500
0.060000
420.000
24.500
0.060000
Streamline Technologies ICP*P3.0
Craig A. Smith & Associates
Page 19 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Pipes-----------------------------------------------------------
Name: P_RA
Group: 4 SEASONS
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 29.300
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
From Node: NA
To Node: NA2
DOWNSTREAM
Circular
24.00
24.00
28.100
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
------------------------------------------------------
Name: P_RAB From Node: NA
Group: 4 SEASONS To Node: NB
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
29.220
28.200
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF AND REPLACED W/LINK PRO'R_RAB
Name:
P_RB
From Node: NB
Group:
4 SEASONS
To Node: NC
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
31.200
30.980
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Length(ft): 48.50
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------
Length(ft): 48.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------
Length(ft): 40.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: None
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
" Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Sped: Use do
Stabilizer Option:None
Page 20 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Upstream FHWA
Inlet Edge Description:
CMP:
Projecting
�ular
liUstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
LINK TURNED OFF AND REPLACED W/LINK PRO
P RB
-------------------------•---------------------------------------------------------------------------
Name:
P_RC
From
Node: NC
Length(ft):
40.00
Group:
4 SEASONS
To
Node: NC2
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
26.360
26.650
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
LINK TURNED OFF
& REPLACED
W/LINK PRO P
RC
- --------------------------------------------------------------------------------------------------
Name:
P_RCC
From
Node: NCC
Length(ft):
32.00
- Group:
4 SEASONS
To
Node: NCH5
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
60.00
60.00
Entrance Loss Coef:
0.50
Rise(in):
60.00
60.00
Exit Loss Coef:
0.00
Invert(ft):
25.400
25.400
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
PIPE IS REPLACED W/LINK PRO P RCC; LINK IS TURNED OFF
------------------------------------------•----------------------------------------------------------
Name: P_RCH4A
From Node: NCH4
Length(ft):
30.00
Group: 4 SEASONS
To Node: NCH3
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Circular
Circular
Flow:
None
Span(in): 48.00
48.00
Entrance Loss Coef:
0.50
Rise(in): 48.00
48.00
Exit Loss Coef:
0.00
-nvert(ft): 23.520
23.520
Bend Loss Coef:
0.00
Streamline Technologies ICP]23.0 ©
Page 21 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Manning's N: 0.024000 0.024000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name:
P_RCH9
From Node:
NCH9 Length(ft):
34.00
Group:
4 SEASONS
To Node:
PRO_CENTERST_CS Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Rectangular
Rectangular
Flow:
Both
Span(in):
72.00
72.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
4B.00
Exit Loss Coef:
0.00
Invert(ft):
28.100
28.230
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
---------------------------------------------------------------------------------------------
Name:
P_RD
From Node:
ND
Length(ft):
40.00
Group:
4 SEASONS
To Node:
ND2
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
24.00
Entrance Loss Coef:
0.50
Rise(in):
24.00
24.00
Exit Loss Coef:
0.00
Invert(ft):
28.600
28.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use dc.or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
---------------------------------------------------------------------------------
Name:
P_RE2
From Node:
NE2
Length(ft):
40.00
Group:
4 SEASONS
To Node:
NCH7
Count:
1
Streamline Technologies ICPR3.0 0 Page 22 of 50
Craig A. Smith & Associates
F
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.00
24.00
Entrance Loss Coef:
0.50
Rise(in):
24.00
24.00
Exit Loss Coef:
0.00
Invert(ft):
27.990
28.060
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------•---------------------------------------------------------------------
Name:
P_RHC1A&B
From Node:
NCH1 Length(ft):
41.50
Group:
4 SEASONS
To Node:
TW_MOSQUITO_CK Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
1.00
Invert(ft):
21.470
21.470
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
' t Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LINK TURNED OFF; REPLACED WITH TWIN BOX CULVERTS
----------------------------------------------------------------------------------------
Name:
P_RI
From Node: NI
Length(ft):
30.00
Group:
4 SEASONS
To Node: NCH3
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
30.00
30.00
Entrance Loss Coef:
0.50
Rise(in):
30.00
30.00
Exit Loss Coef:
0.00
Invert(ft):
25.570
25.510
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.006
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
^---istream FHWA Inlet Edge Description:
=ular CMP: Projecting
Streamline Technologies ICP:R3.0 © Page 23 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
-------------------------------------------------------------------------------------
Name:
P_RJ2
From Node:
NJ2
Length(ft):
40.00
Group:
4 SEASONS
To Node:
NCH3
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
24.600
24.600
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular Concrete:
Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular Concrete:
Square
edge w/ headwall
-------------------------------------------------------------------------------
Name:
P_RJJ
From Node:
NJJ
Length(ft):
32.00
Group:
4 SEASONS
To Node:
NCH2
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Rectangular Rectangular
Flow:
Both
Span(in):
72.00
72.00
Entrance Loss Coef:
0.50
Rise(in):
72.00
72.00
Exit Loss Coef:
0.00
Invert(ft):
23.060
23.060
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
---------------------------------------------------- --
Name: P_RK2 From Node: NK2
Group: 4 SEASONS To Node: NJJ
UPSTREAM
Geometry: Circular
Span(in): 36.00
Rise(in): 36.00
Invert(ft): 26.880
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circular_
36.00
36.00
26.820
0.024000
0.000
0.000
---------------------------------
Length(ft): 30.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
.Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Usedc.or tw
Inlet Ctrl Spec: Use, do
Stabilizer Option: None
Streamline Technologies ICPR3.0 © Page 24 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
r -3tream FHWA Inlet Edge Description:
_cular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------------------------------------
Name: P_ROA From Node: NOA
Group: 4 SEASONS To Node: NOA2
UPSTREAM
DOWNSTREAM
Geometry:
Rectangular
Rectangular
Span(in):
48.00
48.00
Rise(in):
24.00
24.00
Invert(ft):
41.400
41.400
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
------------------------------------------------
Name:
P_ROB
From Node: NOB
Group:
4 SEASONS
To Node: NOB2
UPSTREAM
DOWNSTREAM
Geometry:
Horz Ellipse
Horz Ellipse
Span(in):
48.00
48.00
Rise(in):
42.00
42.00
Invert(ft):
39.720
39.720
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: Groove end projecting
---------------------------------------------------
Name: P_ROC From Node: NOC
Group: 4 SEASONS To Node: NCH10
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
36.00
36.00
Rise(in):
36.00
36.00
•-------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
-------------------
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
60.00
1
Average Conveyance
Automatic
Both
0.00
0.00
0.00
Use do or tw
Use do
None
48.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
----------------------------------------------
Length(ft): 45.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic a
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Streamline Technologies ICPR3.0 © Page 25 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Invert(ft): 30.700 30.700
Manning's N: 0.024000 0.024000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
------------------------
Name: P_ROD2
Group: 4 SEASONS
UPSTREAM
Geometry: Circular
Span(in): 30.00
Rise(in): 30.00
Invert(ft): 26.740
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------
From Node: NOD2
To Node: NCH2
DOWNSTREAM
Circular
30.00
30.00
26.660
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------
Length(ft): 40.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------------------------------------------
Name:
PRO_CULVT@SEBST
From Node:
PRO _8ST&80AV_N Length(ft):
66.00
Group:
4 SEASONS
To Node:
PRO_BST&80AV S Count•.
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
48.00
48.00
Entrance Loss Coef:
0.50
Rise(in):
48.00
48.00
Exit Loss Coef:
0.00
Invert(ft):
29.000
29.000
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description: .
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
CULVERT UNDER SE 8 ST
------------------------------------------------------
Name: PRO DBL 6 X 6 From Node: NCH1
Streamline Technologies ICPR3.0 C)
Craig A. Smith & Associates
----------------------------------
Length(ft): 40.00
Page 26 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Group: 4 SEASONS
UPSTREAM
Geometry: Rectangular
Span(in): 72.00
Rise(in): 72.00
Invert(ft): 20.000
Manning's N: 0.012000
Top Clip(in): 0.000
Bot Clip(in): 0.000
To Node: TW_MOSQUITO_CK Count:
Friction Equation:
DOWNSTREAM
Solution
Algorithm:
Rectangular
Flow:
72.00
Entrance
Loss Coef:
72.00
Exit
Loss Coef:
20.000
Bend
Loss Coef:
0.012000
Outlet
Ctrl Spec:
0.000
Inlet
Ctrl Spec:
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 00 wingwall flares
------------------------------------------------
Name: PRO _P_RAB From Node: NA
Group: 4 SEASONS To Node: NB
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
36.00
36.00
Rise(in):
36.00
36.00
Invert(ft):
29.220
28.200
Manning's N:
0.012000
0.012000
Tnp Clip(in):
0.000
0.000
"t Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
2
Average Conveyance
Automatic
Both
0.50
1.00
0.00
Use do or tw
Use do
None
-------------------------------------------------
Length(ft): 48.00
Count: 2
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------•--------------------------------------------------------------------------
Name:
PRO _P_RB
From Node: NB
Length(ft):
40.00
Group:
4 SEASONS
To Node: NC
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
28.000
28.000
Bend Loss Coef:
0.00
Manning's-N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None -•
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
stream FHWA Inlet Edge Description:
Streamline Technologies ICPIt3.0 © Page 27 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Circular CMP: Projecting
LINK TURNED OFF AND REPLACED W/LINK PROP—RB
Name:
PRO
From Node: NC
Length(ft):
40.00
Group:
_P_RC
4 SEASONS
To Node: NC2
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
0.00
Invert(ft):
26.600
26.600
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-----------------------------------------------------------------------------------
Name:
PRO
From Node: NCC
Length(ft):
45.00
Group:
_P_RCC
4 SEASONS
To Node: NCH3
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Rectangular
Rectangular
Flow:
Both
Span(in)•
72.00
72.00
Entrance Loss Coef:
0.50
Rise(in):
72.00
72.00
Exit Loss Coef:
0.00
Invert(ft):
24.000
24.000
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 30' to 75' wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 30° to 75' wingwall flares
Channels
Name:
C_RA2
From Node: NA2
Length(ft):
2000.00
Group:
4 SEASONS
To Node: ND
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
29.100
28.600
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
Manning's N•
Top Clip(ft)•
0.000
0.000
Entrance Loss Coef:
0.000
Streamline Technologies ICPR3.0 © Page 28 of 50
Craig A. Smith & Associates i
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Bot Clip(ft): 0.000
Main XSec: RA2
:uxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------------------
Name: C_RC2
Group: 4 SEASONS
UPSTREAM
Geometry: Irregular
Invert(ft): 26.600
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RC2
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
t Width(ft):
utSdSlp(h/v):
RtSdSlp(h/v):
0.000 Exit Loss Coef: 0.000
RA2 Outlet Ctrl Spec: Use do or tw
0.000 Inlet Ctrl Spec: Use do
Stabilizer Option: None
0.000
-------------------------------------------------------------------
From Node: NC2 Length(ft): 370.00
To Node: NCC Count: 1
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
25.400
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RC2
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
----------------------------------------------------
Name: C_RCH10 From Node: NCH10
Group: 4 SEASONS To Node: NCH9
UPSTREAM
Geometry: Irregular
Invert(ft): 30.700
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RCH10
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Streamline Technologies ICP1Z3.0
Craig A. Smith & Associates
-------------------------------------
Length(ft): 850.00
Count: 1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
29.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RCH10
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
Page 29 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Name:
C_RCH2
From Node:
NCH2
Length(ft):
1200.00
Group:
4 SEASONS
To Node:
NOE
Count:
1 --
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
22.800
22.400
Flow:
None
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCH2
RCH2
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
TURNED OFF & REPLACED W/LINK
PRO RCH2
----------------------------------------------------------------
Name•
C_RCH3
From Node:
NCH3
Length(ft):
1300.00
Group:
4 SEASONS
To Node:
NJJ
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
23.100
23.060
Flow:
None
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCH3
RCH3
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
LINK IS TURNED OFF AND REPLACED W/PROPOSED LAKE & 4S MAIN WEIR
----
Name:
--- -----
C_RCH5
- --------------------------
From Node:
NCH5
Length(ft):
1500.00
Group:
4 SEASONS
To Node:
NCH4
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
21.700
9999.000
23.400
9999.000
Flow:
Contraction Coef:
None
0.100
TC1pInitZ(ft):
Expansion Coef:
0.300
Manning's N:
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCH5
RCH5
Outlet Ctrl Spec:
Use do or tw`
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Page 30 of 50
Streamline Technologies ICPR3.0 ©
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Top Width(ft):
Depth(ft):
"t Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
TURNED OFF AND REPLACED W/LAKE NODE
----------------------------------------------------------------------------------------------------
Name:
C_RCH6
From Node:
NCH6
Length(ft):
1700.00
Group:
4 SEASONS
To Node:
NCC
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
25.400
23.900
Flow:
None
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCH6
RCH6
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
LINK TURNED OFF
R
& REPALCED
W/LINK PRO-C-RCH6
- -----------------------
Name:
C_RCH7
--------------------------------------------------------------------------
From Node:
NCH7
Length(ft):
1200.00
Group:
4 SEASONS
To Node:
NCH6
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
26.200 -
25.400
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCH7
RCH7
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Name:
C_RCH8
------------------------------------------------------------------------
From Node:
NCH8
Length(ft):
2250.00
Group:
4 SEASONS
To Node:
NCH7
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
28.900
26.200
Flow:
Both
Streamline Technologies ICPR3.0 ©
Page 31 of 50
Craig A. Smith &
Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RCH8
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------
Name: C_RD2
Group: 4 SEASONS
UPSTREAM
Geometry: Irregular
Invert(ft): 28.600
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RD2
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
9999.000
Contraction
Coef:
0.100
Expansion
Coef:
0.300
0.000
Entrance Loss
Coef:
0.000
0.000
Exit Loss
Coef:
0.000
RCH8
Outlet Ctrl
Spec:
Use do or tw
0.000
Inlet Ctrl
Spec:
Use do
Stabilizer Option:
None
0.000
------------------------------------------------------------
From Node: ND2
Length(ft):
225.00
To Node: NCH6
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
28.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RD2
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
--------------------------------------------------------------
Name: C_RE From Node: NE Length(ft)• 1000.00
Group: 4 SEASONS To Node: NE2 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 29.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RE
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
28.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RE
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer option:
None
0.000
Streamline Technologies ICPR3.0 © Page 32 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
---------------------------------------------------------------------------------------------
Name: C_RF From Node: NF Length(ft): 700.00
Group: 4 SEASONS To Node: NG Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 29.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RF
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth ( ft) :
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------
Name: C_RG
Group: 4 SEASONS
UPSTREAM
Geometry: Irregular
Invert(ft): 28.500
il,lpInitZ (ft) : 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RG
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------•-
Name: C_RH
Group: 4 SEASONS
UPSTREAM
Geometry: Irregular
Invert(ft): 29.700
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RH
-xElevl(ft): 0.000
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
28.500
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RF
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
--------------------------------------------------
From Node: NG Length(ft): 1800.00
To Node: NCH6 Count: 1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
28.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RG
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
•---------------------------------------------------------------------
From Node: NH
Length(ft):
1500.00
To Node: NCH5
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
26.300
Flow:
None
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RH
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Streamline Technologies ICPIt3.0 © Page 33 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
TURNED OFF & REPALCED W/LINK
PRO C RH
--------------------------------------------------
Name:
C_RJ
From Node: NJ
Group:
4 SEASONS
To Node: NJ2
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
26.300
24.600
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
RJ
RJ
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width (ft) :
LtSdSlp(h/v):
RtSdSlp(h/v):
--------------------------------------------------
Name:
C_RK
From Node: NK
Group:
4 SEASONS
To Node: NK2
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
29.000
26.500
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
RK
RK
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot width (ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
Stabilizer Option: None
----------------------------------------
Length(ft): 900.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------
Name: C_ROA2 From Node: NOA2
Group: 4 SEASONS To Node: NOB
Streamline Technologies ICPR3.0
Craig A. South & Associates
---------------------------------
Length(ft): 2000.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------
Length(ft): 2800.00
Count: 1
Page 34 of 50
C
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
UPSTREAM
Geometry: Irregular
Invert(ft): 41.500
'i'C1pInitz (ft) : 9999. 000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: ROA2
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
39.700
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
ROA2
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
-------------------------•---------------------------------------------------------------------------
Name: C_ROB2 From Node: NOB2 Length(ft): 1200.00
Group: 4 SEASONS To Node: NOC Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 39.700
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: ROB2
.uxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------
Name: C_ROD
Group: 4 SEASONS
UPSTREAM
Geometry: Irregular
Invert(ft): 29.200
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: ROD
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Width(ft):
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
30.700
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
ROB2
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
------------------------------------------------------------
From Node: NOD
Length(ft):
2000.00
To Node: NOD2
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
26.740
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
ROD
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
Streamline Technologies ICP*R3.0 © Page 35 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
LtSdSlp(h/v):
RtSdSlp(h/v):
-------------------------
Name: C_ROE
Group: 4 SEASONS
UPSTREAM
Geometry: Irregular
Invert(ft): 22.400
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: ROE
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
---------- ----------------------------------------------
From Node: NOE
Length(ft):
7---------
1400.00
To Node: NCH1
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
20.000
Flow:
None
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
ROE
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
TURNED OFF & REPLACED W/LINK PRO C ROE
--------------------------------------------------------------
Name: C_ROF From Node: NOF Length(ft)• 1000.00
Group: 4 SEASONS To Node: NCH1 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 23.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: ROF
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
22.000
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
ROF
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
---------------------------------
Name:
PRO
------ -------------------------------
From Node:
NCH9 Length(ft)•.
2640.00
Group:4
_80_SWALE_El
SEASONS
To Node:
PRO JUNC OF E&W Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Invert(ft):
30.000
29.000
Flow:
Contraction Coef:
Both
0.100
TC1pInitZ(ft):
9999.000
9999.000
Expansion Coef:
0.300
Manning's N:
0.033000
0.033000
0.000
Entrance Loss Coef:
0.000
Top Clip(ft):
0.000
Streamline Technologies ICPR3.0 0 Page 36 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Bot Clip(ft):
Main XSec:
--uxElevl (ft) :
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
"Wes.
0.000
2.00
2.00
0.000 Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
0.000
2.00
2.00
------------------------- ----------------------------------------------------------------
Name: PRO _80_SWALE_W1 From Node: PRO _CENTERST_CS Length(ft): 2600.00
Group: 4 SEASONS To Node: PRO 8ST&80AV N Count: 1
Geometry:
Invert (ft) :
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2 (ft) :
Aux XSec2:
Top Width(ft):
Depth(ft):
-t Width(ft):
1.-tSdSlp (h/v) :
RtSdSlp (h/v) :
UPSTREAM
Trapezoidal
30.000
9999.000
0.033000
0.000
0.000
0.000
2.00
2.00
NEW SE 80 AVE WEST SIDE DITCH
DOWNSTREAM
Trapezoidal
29.000
9999.000
0.033000
0.000
0.000
0.000
2.00
2.00
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Average Conveyance
Automatic
Both
0.100
0.300
0.000
0.000
Use do or tw
Use do
None
--------------------------•----------------------------------------------------------------------
Name: PRO _80_SWALE_W2 From Node: PRO_8ST&80AV_S Length(ft): 50.00
Group: 4 SEASONS To Node: PRO JUNC OF E&W Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
UPSTREAM
Trapezoidal
29.000
9999.000
0.033000
0.000
0.000
0.000
2.00
2.00
DOWNSTREAM
Trapezoidal
29.000
9999.000
0.033000
0.000
0.000
0.000
2.00
2.00
Friction Equation:
Solution Algorithm:
Flow:
Contraction Coef:
Expansion Coef:
Entrance Loss Coef:
Exit Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
Average Conveyance
Automatic
Both
0.100
0.300
0.000
0.000
Use do or tw
Use do
None
Streamline Technologies ICPIZ3.0 © Page 37 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Name: PRO _C_RCH2 From Node: NCH2 Length(ft): 1200.00
Group: 4 SEASONS To Node: NOE Count: 1
UPSTREAM
Geometry: Trapezoidal
Invert(ft): 23.000
TC1pInitZ(ft): 9999.000
Manning's N: 0.033000
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft): 15.000
LtSdSlp(h/v): 2.00
RtSdSlp(h/v): 2.00
DOWNSTREAM
Friction Equation:
Average Conveyance
Trapezoidal
Solution Algorithm:
Automatic
23.000
Flow:
Both
9999.000
Contraction Coef:
0.100
0.033000
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
Outlet Ctrl Spec:
Use do or tw
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
15.000
2.00
2.00
------------------------------------------
Name: PRO _C_RCH6 From Node: NCH6 Length(ft)•.
1700.00
Group: 4 SEASONS To Node: NCC Count: 1
UPSTREAM
Geometry: Trapezoidal
Invert(ft): 24.500
TC1pInitZ(ft): 9999.000
Manning's N: 0.033000
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft): 14.000
LtSdSlp(h/v): 2.00
RtSdSlp(h/v): 2.00
-------------------------
Name: PRO C RH
Group: 4 SEASONS
UPSTREAM
Geometry: Irregular
Invert(ft): 29.700
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RH
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
DOWNSTREAM
Friction Equation:
Automatic
Trapezoidal
Solution Algorithm:
Automatic
24.000
Flow:
Both
9999.000
Contraction Coef:
0.100
0.033000
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
Outlet Ctrl Spec:
Use do or tw
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
14.000
2.00
2.00
C
-----------------------------------------------------------
From Node: NH
Length(ft):
1500.00
To Node: NCH3
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
26.300
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RH
Outlet Ctrl Spec:
Use do or:tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
Streamline Technologies ICPR3.0 © Page 38 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Top Width(ft):
Depth(ft):
•t Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
------------------------------------------------------------------------------------------------
Name:
PRO _C_ROE
From Node:
NOE Length(ft):
1400.00
Group:
4 SEASONS
To Node:
NCH1 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Invert(ft):
22.000
20.000
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
0.033000
0.033000
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
15.000
15.000
LtSdSlp(h/v):
3.00
3.00
RtSdSlp(h/v):
3.00
3.00
-----------------------•----------------------------------------------------------------------
Name:
PRO _NS_CHANNEL
From Node:
PRO JUNC OF E&W Length(ft):
7840.00
Group:
4 SEASONS
To Node:
NSL_OUGH SEC28 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Invert(ft):
29.000
28.000
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
0.033000
0.033000
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
20.000
20.000
LtSdSlp(h/v):
2.00
2.00
RtSdSlp(h/v):
2.00
2.00
---- Weirs -------------------- ____=_=
Name: PRO _4SMAIN_i3LDR From Node: NCH3
Group: 4 SEASONS To Node: NJJ
► Flow: Both Count: 1
Streamline Technologies ICPR3.0 4 Page 39 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 30.00
Rise(in): 24.00
Invert(ft): 24.000
Control Elevation(ft): 24.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
---------------------------------------------------------------------------------------
Name: PRO _4SMAIN_WEIR From Node: NCH3
Group: 4 SEASONS To Node: NJJ
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 144.00
Rise(in): 9999.00
Invert(ft): 26.000
Control Elevation(ft): 26.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
4 SEASONS PRIMARY WEIR; SIZED TO PASS ALLOWABLE OF 39.6 CSM PLUS OFF -SITE FLOWS COMING FROM PROPOSED
DIVERSION STRUCTURE
--------------------------------------------------------------------------------
Name: PRO_DIVERSIONCS From Node: PRO_CENTERST_CS
Group: 4 SEASONS To Node: NCH8
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 22.50
Left Side Slope(h/v): 1.83
Right Side Slope(h/v): 2.64
Invert(ft): 31.500
Control Elevation(ft): 31.500
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft) : 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
INSTALL SHEET PILE WEIR; ASSUMED TRAP SECTION WAS USED TO ACCOUNT FOR FLOW ALONG EXISTING CANAL BANK
DURING LARGER EVENTS.
-------------------------------------------------------------
Name: PRO _SE8STOW From Node: PR9_8ST&80AV_N
Group: 4 SEASONS_To Node: PRO_8ST&80AV_S
Flow: Both Count: l
Type: Vertical: Paved Geometry: Rectangular
Span(in): 240.00
Rise(in): 9999.00
Invert(ft): 34.000
Streamline Technologies ICPR3.0 © Page 40 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Control Elevation(ft): 34.000
TABLE
Bottom.Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
LINK ADDED TO ASSUME SE 8 ST ROAD OVERFLOW
----------------------------------------------------------------------------------------------------
Name: RA OW From Node: NA
Group: 4 SEASONS To Node: NA2
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(.in): 2400.00
Rise (:in) : 9999.00
Invert(ft): 33.400
Control Elevation(ft): 33.400
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
--------------------------•----------------------------------------------------------------------
Name: RAB OW From Node: NA
Group: 4 SEASONS To Node: NB
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span (i.n) : 2400.00
Rise (i.n) : 9999.00
Invert(ft): 32.700
Control Elevation(ft): 32.700
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------------------------------------------------
Name: RB OW From Node: NB
Group: 4 SEASONS To Node: NC
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise (in): 9999.00
Invert(ft): 33.600
Control Elevation(ftt) : 33.600
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
Streamline Technologies ICPRt3.0 © Page 41 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------
Name: RC —OW From Node: NC
Group: 4 SEASONS To Node: NC2
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 31.700
Control Elevation(ft): 31.700
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
-----------------------------------------------------------
Name: RCC_OW From Node: NCC
Group: 4 SEASONS To Node: NCH5
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 32.000
Control Elevation(ft): 32.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
---------------------------------------------------------
Name: RCH4A_OW From Node: NCH4
Group: 4 SEASONS To Node: NCH3
Flow: None Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 4800.00
Rise(in): 9999.00
Invert(ft): 32.200
Control Elevation(ft): 32.200
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------
Name: RCH4B_OW From Node: NCH4
Group: 4 SEASONS To Node: NCH3
Flow: None Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 32.000
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Page .42 of 50
C
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Control Elevation(ft): 32.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
-----------------------------------------------------------------------------------------------------
Name: RCH9_OW From Node: NCH9
Group: 4 SEASONS To Node: PRO _CENTERST_CS
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 34.600
Control Elevation(ft): 34.600
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
NE 80 AVE & CENTER STREET OVER TWIN 6X4 BC
----------------------------------------------------------
Name: RD_OW From Node: ND
Group: 4 SEASONS To Node: ND2
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 33.000
Control Elevation(ft): 33.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------
Name: RE2_OW From Node: NE2
Group: 4 SEASONS To Node: NCH7
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 33.700
Control Elevation(ft): 33.700
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
Streamline Technologies ICPR3.0 © Page 43 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
-------------------- 7-------------------------------------------------
Name: RI_OW From Node: NI
Group: 4 SEASONS To Node: NCH3
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 32.000
Control Elevation(ft): 32.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
-----------------------------------------------------------------
Name: RJ2_OW From Node: NJ2
Group: 4 SEASONS To Node: NCH3
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 32.000
Control Elevation(ft): 32.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
---------------------------------------------------
Name: RJJ_OW From Node: NJJ
Group: 4 SEASONS To Node: NCH2
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 31.000
Control Elevation(ft): 31.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
----------------------------------------------------------
Name: RK2_OW From Node: NK2
Group: 4 SEASONS To Node: NJJ
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 31.000
Streamline Technologies ICPR3.0 © Page 44 of 50
Craig A. Smith & Associates
C
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Control Elevation(ft): 31.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
--------------------------------------------------------------------------------------------------
Name: ROA_OW From Node: NOA
Group: 4 SEASONS To Node: NOA2
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 44.750
Control Elevation(ft): 44.750
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
-------------------------------------------------------------------------------------------------
Name: ROB —OW From Node: NOB
Group: 4 SEASONS To Node: NOB2
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 43.000
Control Elevation(ft): 43.000
TABLE
Bottom Clip(in): 0.000
.Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
--------------------------------------------------------------------------------------------------
Name: ROC OW From Node: NOC
Group: 4 SEASONS To Node: NCH10
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert (fit) : 34.600
Control Elevation(ft): 34.600
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Page 45 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
----------------------------------------------------------------------------
Name: ROD2_OW From Node: NOD2
Group: 4 SEASONS To Node: NCH2
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 2400.00
Rise(in): 9999.00
Invert(ft): 31.000
Control Elevation(ft): 31.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
Streamline Technologies ICPR3.0 © Page 46 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Hydrology Simulation:
Name: 4S 005Y 1DAY
Filename: L:\LAND\00-•0903\146 Stormwater Plan\ICPR3\HYDROLOGY\4S 005Y 1DAY.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 4.50
Time(hrs) Print Inc(min)
200.000 15.00
----------------------------------------------------------------------------------------------------
Name: 4S_OlOY_3DAY
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\4S OlOY 3DAY.R32
Override Defaults: No
Time(hrs) Print Inc(min)
------------------------------
200.000 15.00
----------------------------------------------------------------------------------------------------
Name: 4S 025Y 3DA.Y
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\4S 025Y 3DAY.R32
Override Defaults: Yes
Storm Duration(hrs): 72.00
Rainfall File: Sfwmd72
" Rainfall Amount(in): 9.00
Time(hrs) Print Inc(min)
------------------------------
200.000 15.00
Streamline Technologies ICP][Z3.O © Page 47 of 50
Craig A. Smith & Associates
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
== Routing Simulations
Name: 4S 05Y1DPROF Hydrology Sim: 4S_005Y1DPR0
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\4S_05Y_1DAY PRO FINAL.232
Execute: No Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.1000
Boundary Stages:
Time(hrs)
Print Inc(min)
---------------
---------------
10.000
15.000
18.000
5.000
100.000
15.000
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 100.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Group Run
--------------- -----
4 SEASONS Yes
------------------------------------------------------------------------------
Name: 4S 05Y 1DAY Hydrology Sim: 4S_005Y_1DAY
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\4S_05Y 1DAY.232
Execute: No Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.1000
Boundary Stages:
Time(hrs)
Print Inc(min)
10.000
15.000
18.000
5.000
100.000
15.000
Group .. Run
--------------- -----
4 SEASONS Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 100.00
Max Calc Time(sec): 60.0000
Boundary Flows:
--------:ss.-----------------------------------------------------------------------------------------
Name: 4S 10Y3DPROF Hydrology Sim: 4S_010Y3DPRO
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\4S_10Y 3DAY PRO FINAL.I32
Execute: No Restart: No Patch: No
Alternative: No
am1' ,.•,T hnolo ies ICPR3 0 C) Page 48 of 50
Stre me ec g
Craig A. Smith & Associates
C
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.1000
Boundary Stages:
Time(hrs)
Print Inc(min)
54.000
15.000
84.000
5.000
200.000
15.000
Group Run
--------------- -----
4 SEASONS Yes
Delta Z Factor: 0.00500
End Time(hrs): 200.00
Max Calc Time(sec): 60.0000
Boundary Flows:
---------------------------------------------------------------------------------------------
Name: 4S_10Y_3DAY Hydrology Sim: 4S 010Y 3DAY
Filename: L:\LAND\00-•0903\146 Stormwater Plan\ICPR3\HYDRAULICS\4S l0Y 3DAY.I32
Execute: No Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 1.0.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.1000
Boundary Stages:
Time(hrs)
---------------
Print Inc(min)
54.000
---------------
15.000
84.000
5.000
200.000
15.000
Group Run
--------------- -----
4 SEASONS Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 200.00
Max Calc Time(sec): 60.0000
Boundary Flows:
----------------------------------------------------------------------------------------------
Name: 4S_25Y3DPROF Hydrology Sim: 4S 025Y3DPRO
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDRAULICS\4S 25Y 3DAY PRO FINAL.I32
Execute: No Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.1000
Boundary Stages:
Time(hrs) Print Inc (min)
700 15.000
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 150.00
Max Calc Time(sec): 999.0000
Boundary Flows:
Page 49 of 50
FOUR SEASONS ICPR 3.0 MODEL INPUT DATA
84.000
5.000
150.000
15.000
Group
Run
-----
---------------
4 SEASONS
Yes
-----------------------------------------------------------------------------------
Name:
4S_25Y_3DAY
Hydrology Sim: 4S_025Y_3DAY
Filename:
L:\LAND\00-0903\146
Stormwater Plan\ICPR3\HYDRAULICS\4S_25Y 3DAY.I32
Execute:
No Restart:
No Patch: No
Alternative:
No
Max Delta Z(ft): 1.00
Delta Z Factor: 0.00500
Time Step
Optimizer: 10.000
Start
Time(hrs): 0.000
End Time(hrs): 150.00
Min Calc
Time(sec): 0.1000
Max Calc Time(sec): 999.0000
Boundary Stages:
Boundary Flows:
Time(hrs)
Print Inc(min)
---------------
---------------
54.000
15.000
84.000
5.000
150.000
15.000
Group
Run
4 SEASONS
Yes
L:\LAND\00-0903\146 Stormwater P1an\ICPR3\COMPREHENSIVE
MODEL DATA FOR 4 SEASONS.doc
Streamline Technologies ICPR3.0 © Page 50 of 50
Craig A. Smith & Associates
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
S'TORMWATER MASTER PLAN
GENERAL REGION
MODEL INPUT DATA
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
- ------------------------
_= Basins _____________=°________ -------------------------
Name: BASIN 01
Group: GENERAL
Unit Hydrograph: Uh256
Rainfall File: c;fwmd72
Rainfall Amount(in): 7.000
Area(ac): 3.050.000
Curve Number: 80.70
DCIA(%): 0.00
--------------
Name: BASIN 02
Group: GENERAL
Unit Hydrograph: U'h256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 139.790
Curve Number: 72.10
DCIA(%): 0.00
Node: BASSWOOD Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 226.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
------------------------------------------------------------------
Node: AIRP_INUDSTRIAL Status: Onsite
Type: SCS Unit Hydrograph
Peaking Factor: 256.0
Storm Duration(hrs): 72.00
Time of Conc(min): 229.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------------------
Name: BASIN 03 Node: AIRPORT Status: Onsite
Group: GENERAL Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Rainfall File: Sfwmd72
Rainfall Amount(in): 7.000
Area(ac): 655.260
Curve Number: 72.90
DCIA(%): 0.00
Peaking Factor: 256.0.
Storm Duration(hrs): 72.00
Time of Conc(min): 151.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------------------
Name: BASIN 04
Node: GN04
Status: Onsite
Group: GENERAL
Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Factor:
256.0
Rainfall File: Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in): 7.000
Time of Conc(min):
253.00
Area(ac): 840.000
Time Shift(hrs):
0.00
Curve Number: 73.00
Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
AREA NW OF ROYAL CONCRETE CONCEPTS
--------------------------•--------------------------------------------------------------------------
Name: BASIN 05
Node: GN05
Status: Onsite
Group: GENERAL
Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Factor:
256.0
Rainfall File: Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in): 7.000
Time of Conc(min):
66.00
Streamline Technologies ICPR3.0 ©
Page 1 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Area(ac):
95.700
Time Shift(hrs):
0.00
Curve Number:
82.30
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
AREA WEST OF US 98 & NORTH OF ROYAL
CONCRETE CONCEPTS
-----------------------------------------------------------------------------------------
Name: BASIN 06
Node: GN06
Status: Onsite
Group: GENERAL
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
194.00
Area(ac):
683.500
Time Shift(hrs):
0.00
Curve Number:
68.20
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
AREA NORTH SR 70, SOUTH SCRR, & WEST OF COUNTY DITCH
Name: BASIN 07
Node: GN07
Status:
Onsite
Group: GENERAL
Type: SCS Unit Hydrograph
Unit Hydrograph:
GAMMA
Peaking Factor:
200.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
151.00
Area(ac):
424.000
Time Shift(hrs):
0.00
Curve Number:
84.40
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
AREA SOUTH SR 70, NORTH &
WEST OF L-62
CANAL
Name: BASIN 08
--------------------------------------------------------
Node: GN08
Status:
Onsite
Group: GENERAL
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
94.00
Area(ac):
242.000
Time Shift(hrs):
0.00
Curve Number:
78.20
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
AREA SOUTH OF SCRR, WEST
OF US 98, EAST OF COUNTY DITCH, & NORTH SR 70
--------------------- --------------------------------------------------------------------------------
Name: BASIN 09
Node: GN09
Status:
Onsite
Group: GENERAL
Type: SCS Unit Hydrograph
.
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Y
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
91.00
Area(ac):
301.800
Time Shift(hrs):
0.00
Curve Number:
67.90
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
AREA WEST OF SR 15, SOUTH OF BASSWOOD,
EAST OF AIRPORT, & NORTH AIRPORT DITCH. ACREAGE BEING HANDLED
BY FDOT SYSTEM WAS REMOVED FROM THIS AREA.
-----------------------------------------
Name: BASIN 10
----------------------------------------------------------
Node: GN10
Status:
Onsite
Group: GENERAL
Type: SCS Unit Hydrograph
Streamline Technologies ICPR3.0 0 Page 2 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Unit Hydrograph:
Uh256
Peaking Factor:
256.0
Rainfall File:
Sfwmd72
Storm Duration(hrs):
72.00
Rainfall Amount(in):
7.000
Time of Conc(min):
66.00
Area(ac):
394.000
Time Shift(hrs):
0.00
Curve Number:
67.90
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
AREA SOUTH AIRPOT DITCH,
WEST OF SR
15, EAST OF US 98, & NORTH OF
SCRR
Nodes=________�-------------
-------------------------
--------
--------------
Name: 4A 01
Base
Flow(cfs): 0.000 Init Stage(ft): 18.400
Group: GENERAL
Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Are>.a(ac)
--------------------------•----------------------------------------------------------------
Name: 4A 02 Base Flow(cfs): 0.000 Init Stage(ft): 18.300
Group: GENERAL Warn Stage(ft): 24.000
Type: Stage/Area
Stage(ft)
--------------- ------
-------------------
Name: 4A 03
Group: GENERAL
Type: Stage/Area
Area(ac)
-----------------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 19.400
Warn Stage(ft): 27.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 4A 04 Base Flow(cfs): 0.000 Init Stage(ft): 18.100
Group: GENERAL Warn Stage(ft): 25.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ----------------
--------------------------------------------------------------------------------------
Name: 4A 05 Base Flow(cfs): 0.000 Init Stage(ft): 18.100
Group: GENERAL Warn Stage(ft): 19.500
Type: Stage/Area
Stage(ft) Area.(ac)
-----------------------------
-------------------------------------------------------
Streamline Technologies ICPR3.0 © Page 3 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Name: 4A 06 BC SR70 Base Flow(cfs): 0.000 Init Stage(ft): 20.700
Group: GENERAL Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 4A 07 Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 4A 08 Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
---------------------------
Init Stage(ft): 19.700
Warn Stage(ft): 23.000
---------------------------
Init Stage(ft): 20.200
Warn Stage(ft): 28.000
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: 4A 09 Base Flow(cfs): 0.000 Init Stage(ft): 18.900
Group: GENERAL Warn Stage(ft): 24.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------
Name: 4A 10 Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
-----------------------------------------------------
Name: AIRP_INUDSTRIAL Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
OKEECHOBEE COUNTY AIRPORT INDUSTRIAL PARK
Stage(ft) Area(ac)
------------------------------
23.000 0.0100
26.000 0.0500
26.500 0.1000
27.000 10.1200
27.500 10.1200
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 19.140
Warn Stage(ft): 23.000
---------------------------------
Init Stage(ft): 26.000
Warn Stage(ft): 33.000
Page 4 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
28.000
10.1200
28.500
19.6200
29.000
29.1100
29.250
33.8600
29.500
33.6100
29.750
4.3.3500
30.000
48.1000
30.500
57.6000
31.000
67.0900
31.500
76.5900
32.000
815.0800
32.500
95.5800
33.000
105.0800
--------------------------------------------------------
Name: AIRPORT
Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
OKEECHOBEE COUNTY AIRPORT
Stage(ft) Area(ac)
24.000
0.1000
26.500
0.5000
27.000
57.6000
27.500
57.6000
28.000
57.6000
28.500
100.9800
29.000
144.3700
29.250
166.0600
29.500
187.7500
29.750
209.4500
30.000
231.1400
30.500
274.5200
31.000
317.9100
31.500
361.2900
32.000
404.6800
32.500
448.0600
33.000
491.4500
-----------------------------------------------------
Name: APD_01
Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
-------------------------------
Init Stage(ft): 26.000
Warn Stage(ft): 33.000
--------------------------------
Init Stage(ft): 16.500
Warn Stage(ft): 28.000
SR 15 FLOWS FROM PERMIT 47-00489 WILL BE INTRODUCE HERE (BASIN 100 & BASIN 200) VIA BOUNDARY FLOWS.
Stage(ft) Area(ac)
--------------------------•----------------------------------------------------------------
Name: APD_02 Base Flow(cfs): 0.000 Init Stage(ft): 18.500
Group: GENERAL Warn Stage(ft): 24.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ----------------
----------------------------------------------------------------------------------------
Name: APD_03 Base Flow(cfs): 0.000 Init Stage(ft): 18.000
Streamline Technologies ICPIt3.0 © Page 5 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Group: GENERAL Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------------------------------------------------------------------
Name: APD_04 Base Flow(cfs): 0.000 Init Stage(ft): 19.400
Group: GENERAL Warn Stage(ft): 25-000
Type: Stage/Area
Stage(ft) Area(ac)
-----------------------------------------------------------------------------------
Name: APD_05 Base Flow(cfs): 0.000 Init Stage(ft): 20.400
Group: GENERAL Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------------------------------------------------------
Name: APD_06 Base Flow(cfs): 0.000 Init Stage(ft): 20.100
Group: GENERAL Warn Stage(ft): 25.500
Type: Stage/Area
Stage(ft) Area(ac)
-----------------------------------------------
Name: APD_07 Base Flow(cfs): 0.000 Init Stage(ft): 20.500
Group: GENERAL Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------------------------------------------------------
Name: APD_08 Base Flow(cfs): 0.000 Init Stage(ft): 20.100
Group: GENERAL Warn Stage(ft): 26.000
Type: Stage/Area
Stage(ft) Area(ac)
-------------- --------------------------------------------- ----------------------------
Name: APD_09 Base Flow(cfs): 0.000 Init Stage(ft): 20.500
Group: GENERAL Warn Stage(ft): 27.000
Type: Stage/Area
Streamline Technologies ICPR3.0 © Page 6 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
NODE DOWNSTREAM OF NW 9 AVENUE BOXCULVERT OF AIRPORT DITCH SYSTEM
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: APD_10 Base Flow(cfs): 0.000 Init Stage(ft): 20.500
Group: GENERAL Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------•-----------------------------------------------------------------
Name: APD_11 Base Flow(cfs): 0.000 Init Stage(ft): 20.700
Group: GENERAL Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
---------------------•-------------------------------------------------------------
Name: APD_12 Base Flow(cfs): 0.000 Init Stage(ft): 21.800
Group: GENERAL Warn Stage(ft): 27.500
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------=-----------
Name: APD_13 Base Flow(cfs): 0.000 Init Stage(ft): 22.400
Group: GENERAL Warn Stage(ft): 30.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
--------------------------•-----------------------------------------------------------
Name: APD_14 Base Flow(cfs): 0.000 Init Stage(ft): 22.800
Group: GENERAL Warn Stage(ft): 29.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ----------------
-------------------------------------------------------------------------=-----------------
Name: APD_15 Base Flow(cfs): 0.000 Init Stage(ft): 26.100
Group: GENERAL Warn Stage(ft): 32.000
Type: Stage/Area
Stage(ft) Area.(ac)
Streamline Technologies ICPR3.0 © Page 7 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Name: APD_16
Base Flow(cfs): 0.000
Init
Stage(ft):
25.600
Group: GENERAL
Warn
Stage(ft):
32.000
Type: Stage/Area
Stage(ft)
------------------------------
Area(ac)
----------------------------------------------------------------------------------------
Name: BASSWOOD
Base Flow(cfs): 0.000
Init
Stage(ft):
28.000
Group: GENERAL
Warn
Stage(ft):
33.000
Type: Stage/Area
BASSWOOD AREA
Stage(ft)
---------------
Area(ac)
---------------
26.500
0.0100
28.000
108.0000
28.500
10B.0000
29.000
108.0000
29.500
135.0000
30.000
162.0000
30.500
189.0000
31.000
216.0000
31.250
229.5000
31.500
243.0000
31.750
256.5000
32.000
270.0000
32.500
297.0000
33.000
324.0000
33.500
418.5000
34.000
513.0000
34.500
607.5000
35.000
702.0000
----------------------------------------------------------------------------
Name: GC1
Base Flow(cfs): 0.000
Init
Stage(ft):
13.500
Group: GENERAL
Warn
Stage(ft):
16.000
Type: Stage/Area
Stage(ft)
Area(ac)
---------------------------------------------
Name: GC2
Base Flow(cfs): 0.000
Init
Stage(ft):
13.500
Group: GENERAL
Warn
Stage(ft):
18.000
Type: Stage/Area
Stage(ft)
Area(ac)
-------------------- =---------------------------------------------------------------------
Name: GC3
Base Flow(cfs): 0.000
Init
Stage(ft):
g
13.500
Group: GENERAL
Warn
Stage(ft):
21.000
Streamline Technologies
ICPR3.0 0
Page 8 of 68..
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
w
Type: Stage/Area
Stage(ft) Area(ac)
-------------------------•-----------------------------------------------------------------
Name: GC4 Base Flow(cfs): 0.000 Init Stage(ft): 15.000
Group: GENERAL, Warn Stage(ft): 23.000
Type: Stage/Area
RATING CURVE FOR 2-EXISTING 18" CMP WILL BE INTRODUCE AT THIS NODE W/015 HEAD PEAK DISCHARGE.
Stage(ft) Area(ac)
--------------- ------
----------------------
Name: GC5
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 16.070
Warn Stage(ft): 22.000
------------------------------------------------------------------------------------------
Name: GC6A Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Group: GENERAL Warn Stage(ft): 23.000
Type: Stage/Area
-0CATION OF EXISTING 60" CMP WHICH WASHED OUT IN PREVIOUS STORM EVENTS.
Stage(ft) Area(ac)
------------------------------
--------------------------
Name: GC6B
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
--------------------------------
Name: GN04
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
24.000
8.1600
24.500
8.1600
25.000
8.1600
25.500
59.4500
26.000
110.8600
26.500
162.1500
27.000
213.4500
-----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 13.500
Warn Stage(ft): 22.000
-----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Warn Stage(ft): 28.000
Streamline Technologies ICPF3.0 © Page 9 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
27.250
239.0900
27.500
264.7400
27.750
290.3800
28.000
316.0300
28.500
367.3200
29.000
41B.6100
29.500
469.9000
30.000
521.1900
30.500
572.4900
31.000
623.7800
-------------------------------
Name: GN05
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Warn Stage(ft): 28.000
24.000
0.9600
24.500
0.9600
25.000
0.9600
25.500
6.8900
26.000
12.8300
26.500
18.7600
27.000
24.7000
27.250
27.6700
27.500
30.6400
27.750
33.6000
2B.000
36.5700
28.500
42.5100
29.000
48.4400
29.500
54.3800
30.000
60.3100
30.500
66.2500
31.000
72.1900
---------------------------------------------------
Name: GN06
Base Flow(cfs)• 0.000 Init Stage(ft): 23.000
Group: GENERAL
Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft)
---------------
Area(ac)
---------------
23.000
5.0400
23.500
5.0400
24.000
5.0400
24.500
25.3300
25.000
45.6100
25.500
65.9000
26.000
86.1800
26.250
96.3300
26.500
106.4700
26.750
116.6100
27.000
126.7600
27.500
147.0400
28.000
167.3300
28.500
187.6100
29.000
207.9000
29.500
211.0500
Streamline Technologies ICPR3.0 © Page 10 of 68
Craig A. Smith & Associates
C
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
30.000 214.2000
-----------------
Name: GN07
Group: GENERAL
Type: Stage/Area
-------------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Warn Stage(ft): 29.000
Stage(ft) Area(ac)
24.000
4.2400
24.500
39.1500
25.000
74:.0600
25.500
108.9700
26.000
143.8800
26.500
178.7900
27.000
213.7000
27.250
231..1900
27.500
248.6800
27.750
266.1700
28.000
283.6600
28.500
318.6400
29.000
353.6200
29.500
388.6000
30.000
423.5800
30.500
423.5800
-----------------------------------------------------------
Name: GN08 Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
t u�
AS UMED OVERLAND WEIR
Stage(ft) Area(ac)
23.000 2.4200
24.000 2.4200
24.500 16.3400
25.000 30.2500
25.500 47.8000
26.000 65.3400
26.250 74.1100
26.500 82.8900
26.750 91.6600
27.000 100.4300
27.500 117.9800
28.000 135.5200
28.500 153.0700
29.000 170.6100
29.500 188.1600
30.000 205.7000
------------------------------------------------------
Name: GN09 Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
Streamline Technologies ICPlt3.0
Craig A. Smith & Associates
---------------------------
Init Stage(ft): 26.000
Warn Stage(ft): 28.000
------------------------------
Init Stage(ft): 24.000
Warn Stage(ft): 28.000
Page 1 I of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
24.000
2.7600
25.000
2.7600
25.500
25.9700
26.000
49.1800
26.500
72.3900
27.000
95.6000
27.250
107.2000
27.500
118.8100
27.750
130.4100
28.000
142.0200
28.500
165.2300
29.000
188.4400
29.500
211.6500
30.000
234.8600
30.500
234.8600
---------------------------------------------------------------------------
Name: GN10
Base Flow(cfs): 0.000
Init
Stage(ft):
24.000
Group: GENERAL
Warn
Stage(ft):
28.000
Type: Stage/Area
Stage(ft)
---------------
Area(ac)
---------------
24.000
3.8000
25.000
3.8000
25.500
37.6200
26.000
71.4400
26.500
105.2600
27.000
139.OB00
27.250
155.9900
27.500
172.9000
27.750
189.8100
28.000
206.7200
28.500
240.5400
29.000
274.3600
29.500
308.1800
3Q.000
342.0000
30.500
342.0000
---------------------------------------------------
Name: PRO POND
Base Flow(cfs): 0.000
-
Init
Stage(ft):
13.500
Group: GENERAL
Warn
Stage(ft):
21.000
Type: Stage/Area
PROPOSED DETENTION POND
POND ASSUMED TO BE DRAWNED DOWN TO ELEVATION 13.5 PRIOR
TO STORMS
Stage(ft)
---------------
Area(ac)
---------------
7.000
7.0000
13.000
9.0000
15.000
10.0000
21.000
10.0000
-----------------------------
Name: RCC1
----------------------------
Base Flow(cfs): 0.000
Init
- ----------------
Stage(ft):
23.000
Group: GENERAL
Warn
Stage(ft):
27.000
Type: Stage/Area
Streamline Technologies ICPR3.0 © Page 12 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
TIME DISCHARGE CURVE FROM ROYAL CONCRETE CONCEPTS OUTFALL STRUCTURE INTRODUCED AT THIS NODE (REF.
W.WH)
Stage(ft) Area (ac)
--------------------------•----------------------------------------------------------------
Name: RCC2 Base Flow(cfs): 0.000 Init Stage(ft): 24.000
Group: GENERAL Warn Stage(ft): 29.000
Type: Stage/Area
Stage(ft) Are:a(ac)
------------------------------------------------------------------------------------------
Name: RCC3 Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Group: GENERAL Warn Stage(ft): 28.000
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
------------------------------------------------------------------------------------------
Name: RCC4 Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Group: GENERAL Warn Stage(ft): 28.000
Type: Stage/Area
-11E DISCHARGE CURVE FROM ROYAL CONCRETE CONCEPTS OUTFALL STRUCTURE INTRODUCED AT THIS NODE.(REF.
--i)
Stage(ft) Area(ac)
------------------------------
--------------------------•----------------------------------------------------------------
Name: RCC5 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Group: GENERAL Warn Stage(ft): 24.000
Type: Stage/Area
TIME DISCHARGE CURVE FROM ROYAL CONCRETE CONCEPTS OUTFALL STRUCTURE INTRODUCED AT THIS NODE (REF.
LBFH)
Stage(ft) Area(ac)
---------------------------------------------------------------------------------------
Name: RCC6 Base Flow(cfs): 0.000 Init Stage(ft): 23.000
Group: GENERAL Warn Stage(ft): 27.000
Type: Stage/Area
Stage(ft) Area(ac)
---------------------------•---------------------------------------------------------------
Name: RCC7A Base Flow(cfs): 0.000 Init Stage(ft): 21.000
Group: GENERAL Warn Stage(ft): 28.000
Type: Stage/Area
Streamline Technologies ICP1U.0 © Page 13 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Stage(ft) Area(ac)
------------------------------
------------------------
Name: RCC7B
Group: GENERAL
Type: Stage/Area
-------------------------
Base Flow(cfs): 0.000
Stage(ft) Area(ac)
-------------------------------------------------
Name: SBRR Base Flow(cfs): 0.000
Group: GENERAL
Type: Stage/Area
Stage(ft) Area(ac)
------------------------------
-------------------------------
Name: TC_E_AIRPORT
Group: GENERAL
Type: Time/Stage
Time(hrs) Stage(ft)
------------------------------
0.00 13.500
200.00 13.500
-------------------------
Name: TW_ L62N
Group: GENERAL
Type: Time/Stage
---------------------
Base Flow(cfs): 0.000
-------------
Base Flow(cfs): 0.000
---------------------------------
Init Stage(ft): 21.000
Warn Stage(ft): 28.000
----------------------------------
Init Stage(ft): 21.000
Warn Stage(ft): 29.000
----------------------------
Init Stage(ft): 13.500
Warn Stage(ft): 21.000
---------------------------
Init Stage(ft): 19.000
Warn Stage(ft): 25.000
Time(hrs) Stage(ft)
---------------
0.00 19.000
200.00 19.000
Cross Sections
Name: R4A_152+19.24 Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
83.200 29.060. 0.033000
111.900 18.300 0.033000
153.800 18.300 0.033000
Streamline Technologies ICPR3.0 © Page 14 of 68
Craig A. Smith & Associates _
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
194.100 30.500 0.033000
--------------------•-------------------------------------------
Name: R4A_156+50 Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft) Manning's N
23.800
30.410
0.033000
41.800
1.B.410
0.033000
56.900
1.8.400
0.033000
87.000
2.7.480
0.033000
---------------------------------------------------------------------
Name:
R4A 158+40.53
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
23.500
---------------
30.420
0.033000
42.800
18.410
0.033000
81.000
18.310
0.033000
107.000
24.850
0.033000
---------------------------------------------------------------------
Name:
R4A_168+55.25
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
---------------
20.700
---------------
27.550
0.033000
53.200
19.380
0.033000
60.000
20.260
0.033000
70.500
27.690
0.033000
---------------------------------------------------------------------
Name:
R4A 170+26.95
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
----------•-----
24.300
---------------
27.050
0.033000
55.200
113.920
0.033000
61.600
19.290
0.033000
74.200
27.060
0.033000
----------------------------------------------------------------------
Name:
R4A_176+50
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
-----------------------•----
Manning's N
55.900
---------------
22.950
0.033000
Streamline Technologies ICPR3.0 © Page 15 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
74.200
18.230
0.033000
92.600
18.100
0.033000
114.600
24.230
0.033000
---------------------------------------------------------------------
Name:
R4A_180+63.38
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
--------------- -----
64.900
23.530
0.033000
73.100
19.150
0.033000
91.600
20.130
0.033000
108.200
24.440
0.033000
---------------------------------------------------------------------
Name:
R4A_181+80.74
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
78.800
21.270
0.033000
90.200
18.480
0.033000
109.700
18.500
0.033000
132.600
28.660
0.033000
---------------------------------------------------------------------
Name:
R4A_182+66.98
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
140.900
19.930
0.033000
148.400
18.150
0.033000
169.600
18.040
0.033000
189.700
25.890
0.033000
---------------------------------------------------------------------
Name:
R4A_186+47.13
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
183.700
25.260
0.033000
193.900
20.410
0.033000
210.800
19.830
0.033000
217.800
23.670
0.033000
--------------------------------------------------------------
Name:
R4A_188+19.52
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft) Manning's N
Streamline Technologies ICPR3.0 0 Page 16 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
-------------------------------
64.200
---------------
210.000
0.033000
75.000
1.8.920
0.033000
82.800
1.9.000
0.033000
94.200
1.9.770
0.033000
101.500
25.520
0.033000
---------------------------------------------------------------------
Name:
R4A 196+25.34
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
13.800
---------------
29.470
0.033000
24.500
20.180
0.033000
39.400
21.850
0.033000
66.100
29.670
0.033000
---------------------------------------------------------------------
Name:
R4A_200+90.20
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
9.500
---------------
27.980
0.033000
23.400
20.270
0.033000
34.400
19.860
0.033000
53.600
27.820
0.033000
---------------------------------------------------------------------
Name:
R4A_205+64.58
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
------------------------------
0.800
---------------
29.420
0.033000
15.000
22.940
0.033000
25.900
19.320
0.033000
45.500
28.700
0.033000
---------------------------------------------------------------------
Name:
R4A_208+94.26
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
----------------
2.600
---------------
26.300
0.033000
16.900
19.250
0.033000
27.400
18.700
0.033000
40.200
26.580
0.033000
--------------------------•-------------------------------------------
Name:
R4A_210+17.80
Group: GENERAL
Encroachment:
No
Streamline Technologies ICPR3.0 © Page 17 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft) Manning's N
2.800 25.180
0.033000
16.500 18.880
0.033000
26.900 19.450
0.033000
48.300 29.160
0.033000
---------------------------------------------------------------------
Name: R4A_217+09.38
Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
7.500 24.320
0.033000
18.100 19.300
0.033000
28.900 19.140
0.033000
41.200 23.340
0.033000
---------------------------------------------------------------------
Name: R6_10+33.67
Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft)
----------------
Manning's N
------------------------------
13.400 33.570
0.033000
24.400 26.000
0.033000
C
29.400 25.610
0.033000
35.900 25.580
0.033000
45.400 32.810
0.033000
-----------------------------------------------------------------
Name: R6_12+80.31
Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
11.300 34.390
0.033000
24.900 25.700
0.033000
33.500 24.810
0.033000
42.200 25.290
0.033000
51.500 30.100
0.033600
--------------------------------------------------------------
Name: R6_13+92.40
Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
6.500 33.650
0.033000
20.400 25.460
0.033000
29.000 24.860
0.033000
36.900 25.230
0.033000
47.900 30.390
0.033000
Streamline Technologies ICPR3.0 © Page 18 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
-------------------------------------------------------------------
Name: R6_184-82.07 Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft)
Manning's N
3.700
33.120
0.033000
17.600
24.930
0.033000
26.700
23.970
0.033000
36.000
24.600
0.033000
48.500
32.450
0.033000
---------------------------------------------------------------------
Name:
R6_23+76.27
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
---------------
11.700
---------------
30.260
0.033000
19.900
24.860
0.033000
28.500
24.160
0.033000
37.500
24.440
0.033000
48.100
28.990
0.033000
---------------------------------------------------------------------
Name:
R6_28+97.95
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
---------------
7.900
---------------
31.970
0.033000
18.300
24.650
0.033000
29.100
23.700
0.033000
37.600
24.260
0.033000
47.900
29.680
0.033000
--------------------------•-------------------------------------------
Name:
R6_33+193.53
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
----------•-----
4.600
---------------
3:3.140
0.033000
18.400
24.320
0.033000
29.200
2:3.710
0.033000
39.600
24.390
0.033000
49.100
277.120
0.033000
----------------------------------------------------------------------
Name:
R6_38+85.61
Group: GENERAL
Encroachment:
No
Streamline Technologies ICPR3.0 © Page 19 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft)
Manning's N
------------------------------
8.500
---------------
34.580
0.033000
21.100
26.510
0.033000
28.100
26.070
0.033000
36.800
26.340
0.033000
48.000
32.520
0.033000
---------------------------------------------------------------------
Name:
R6_43+82.60
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
7.800
31.860
0.033000
21.100
23.800
0.033000
30.100
23.230
0.033000
39.100
24.060
0.033000
49.500
29.290
0.033000
---------------------------------------------------------------------
Name:
R6_48+62.03
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
9.000
30.900
0.033000
21.000
23.470
0.033000
30.100
22.760
0.033000
40.100
23.680
0.033000
48.200
28.200
0.033000
--------------------------------------------------------------
Name:
R6_53+59.40
------
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
--------------=---------------
0.100
33.830
0.033000
16.800
23.380
0.033000
29.300
22.760
0.033000
38.900
23.330
0.033000
47.500
29.080
0.033000
---------------------------------------------------------------------
Name:
R6_58+66.88
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
6.600
32.850
0.033006
17.800
23.400
0.033600
27.200
22.380
0.033000
36.500
22.900
0.033000
45.500
30.130
0.033000
Streamline Technologies ICPR3.0 © Page 20 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------
Name: R6_63+72.12 Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft)
---------------
Manning's N
---------------
7.100
---------------
31.980
0.033000
22.500
22.270
0.033000
28.500
21.820
0.033000
35.400
22.310
0.033000
48.100
28.900
0.033000
---------------------------------------------------------------------
Name:
R6_68+B4.52
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
---------------
6.700
---------------
30.160
0.033000
21.300
21.800
0.033000
30.100
20.700
0.033000
36.000
21.890
0.033000
45.600
27.190
0.033000
--------------------------•-------------------------------------------
Name:
R7_10+35.97
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
2.400
213.700
0.033000
15.000
21.050
0.033000
22.100
20.490
0.033000
27.100
20.820
0.033000
34.800
213.010
0.033000
--------------------------•-------------------------------------------
Name:
R7_12+60.44
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
----------------
5.800
---------------
29.390
0.033000
22.000
20.530
0.033000
27.300
20.110
0.033000
30.400
20.680
0.033000
43.200
27.130
0.033000
---------------------------•------------------------------------------
Name:
R7_14+03.86
Group: GENERAL
Encroachment:
No
Streamline Technologies ICPR3.0 © Page 21 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft)
--------------- -
2.600 28.490
12.600 21.800
19.600 20.400
27.100 21.990
33.000 26.920
-------------------------------
Name: R7_15+20.67
Encroachment: No
Manning's N
0.033000
0.033000
0.033000
0.033000
0.033000
---------------------------------
Group: GENERAL
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
13.500
26.310
0.033000
22.300
20.090
0.033000
34.900
20.580
0.033000
43.500
27.100
0.033000
---------------------------------------------------------------------
Name:
R7_15+76.36
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
15.000
26.190
0.033000
24.100
20.390
0.033000
42.600
20.870
0.033000
52.300
26.660
0.033000
---------------------------------------------------------------------
Name:
R7_16+91.22
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
9.000
28.150
0.033000
25.000
19.900
0.033000
36.600
19.360
0.033000
58.100
26.210
0.033000
------- -------------------------------------------------------------
Name:
R7_19+24.53
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
Manning's N
-------------------------
8.000
29.200
0.033000
29.900
18.000
0.033000
44.800
18.910
0.033000
60.700
29.130
0.033000
---------------------------------------------------------------
Name:
R7_24+62.51
Group: GENERAL
Encroachment:
No
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Page 22 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Station(ft) Elevation(ft)
Manning's N
------------------------------
11.100
---------------
27.860
0.033000
25.600
18.290
0.033000
43.300
18.290
0.033000
56.700
25.410
0.033000
---------------------------------------------------------------------
Name:
R7_30+05.92
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
---------------
7.700
---------------
27.480
0.033000
23.900
18.250
0.033000
50.900
17.900
0.033000
65.900
25.720
0.033000
---------------------------------------------------------------------
Name:
R7_34+18.60
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft) Manning's N
17.500
26.290
0.033000
34.500
16.960
0.033000
45.900
16.390
0.033000
64.500
29.440
0.033000
-------------------------------------------------
Name:
R7_39+02.26
Encroachment:
No
Station(ft) Elevation(ft) Manning's N
9.300 215.410 0.033000
28.500 16.420 0.033000
45.100 17.000 0.033000
64.100 28.170 0.033000
-----------------------------------------------
Name: R8_10+27.35
Encroachment: No
Station(ft) Elevation(ft) Manning's N
16.800 24.340 0.033000
32.400 15.960 0.033000
41.800 16.140 0.033000
56.000 24.490 0.033000
---------------------------------------------
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
--------------------
Group: GENERAL
--------------------
Group: GENERAL
Page 23 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Name: R8_13+00.62 Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft) Manning's N
---------------------------------------------
24.400 22.110 0.033000
34.200 14.170 0.033000
49.500 14.290 0.033000
62.100 22.410 0.033000
---------------------------------------------------------------------
Name: R8_17+16.60 Group: GENERAL
Encroachment: No
Station(ft) Elevation(ft)
----------------------
10.700 20.860
23.500 12.980
34.100 11.960
53.200 20.340
-------------------------------
Name: R8_19+82.41
Encroachment: No
Manning's N
-------------
0.033000
0.033000
0.033000
0.033000
-----------------------------------
Group: GENERAL
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
9.500
18.440
0.033000
16.900
10.360
0.033000
25.500
11.420
0.033000
31.400
15.790
0.033000
---------------------------------------------------------------------
Name:
R8_20+22.13
Group: GENERAL
Encroachment:
No
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
11.100
19.140
0.033000
18.400
10.980
0.033000
25.500
11.120
0.033000
46.100
16.170
0.033000
------- -------------------------------------------------------------
Name:
RCC-10+00
Group: GENERAL
Encroachment:
No
RCC = ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
0.000
28.000
0.033000
3.000
27.000
0.033000
4.000
26.000
0.033000
5.000
25.000
0.033000
Streamline Technologies ICPR3.0 © Page 24 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
10.000
24.000
0.033000
20.000
23.000
0.033000
25.000
23.000
0.033000
34.000
24.000
0.033000
37.000
25.000
0.033000
38.000
26.000
0.033000
40.000
27.000
0.033000
42.000
28.000
0.033000
------------------------------
Name: RCC-14+89
Encroachment: No
RCC = ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft) Manning's N
0.000
30.000
0.033000
4.000
29.000
0.03300.0
9.000
28.000
0.033000
12.000
27.000
0.033000
15.000
26.000
0.033000
20.000
25.000
0.033000
25.000
24.000
0.033000
32.000
24.000
0.633000
42.000
25.000
0.033000
45.000
26.000
0.033000
50.000
27.000
0.033000
54.000
2B.000
0.033000
59.000
29.000
0.033000
--------------------------------------
Name: RCC-15•4-96
Encroachment: No
RCC = ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft) Manning's N
0.000
29.000
0.033000
2.000
213.000
0.033000
4.000
27.000
0.033000
6.000
26.000
0.033000
9.000
25.000
0.033000
13.000
24.000
0.033000
19.000
2.3.000
0.033000
24.000
23.000
0.033000
30.000
241.000
0.033000
34.000
25.000
0.033000
36.000
26.000
0.033000
38.000
27.000
0.033000
40.000
28.000
0.033000
46.000
31.000
0.033000
---------------------•----------------
Name: RCC-194-96
Encroachment: No
RCC = ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft) Manning's N
------------------------------------------
0.000 28.000 0.033000
----------------
Group: GENERAL
--------------------
Group: GENERAL
---------------------
Group: GENERAL
Streamline Technologies ICPR3.0 0 Page 25 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
7.000
24.000
0.033000
15.000
23.000
0.033000
20.000
23.000
0.033000
29.000
24.000
0.033000
32.000
25.000
0.033000
42.000
31.000
0.033000
---------------------------------------------------------------
Name:
RCC-22+76
Group: GENERAL
Encroachment:
No
RCC = ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
0.000
24.000
0.033000
5.000
23.000
0.033000
13.000
22.000
0.033000
22.000
22.000
0.033000
32.000
23.000
0.033000
37.000
24.000
0.033000
44.000
28.000
0.033000
------------------------------------------------
Name:
RCC-26+59
Encroachment:
No
RCC = ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
0.000
28.000
0.033000
3.000
27.000
0.033000
5.000
26.000
0.033000
9.000
25.000
0.033000
14.000
24.000
0.033000
23.000
23.000
0.033000
32.000
23.000
0.033000
43.000
24.000
0.033000
46.000
25.000
0.033000
55.000
28.000
0.033000
------------------------------------------------
Name:
RCC-27+09
Encroachment:
No
RCC = ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft)
---------------
Manning's N
------------------------------
0.000
28.000
0.033000
4.000
24.000
0.033000
12.000
23.000
0.033000
19.000
22.000
0.033000
25.000
21.000
0.033000
27.000
21.000
0.033060
33.000
22.000
0:033000
38.000
23.000
0.033000
42.000
24.000
0.033000
--------------
Group: GENERAL
--------------------
Group: GENERAL
---------------------------------------------------------------
Name: RCC-31+19 Group: GENERAL
Encroachment: No
Streamline Technologies ICPR3.0 © Page, 26 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
= ROYAL CONCRETE CONCEPTS PROJECT LIMITS
Station(ft) Elevation(ft) Manning's N
0.000
31.000
0.033000
7.000
30.800
0.033000
17.000
29.900
0.033000
20.000
29.400
0.033000
27.000
29.100
0.033000
37.000
25.500
0.033000
43.000
25.700
0.033000
47.000
2:3.500
0.033000
48.000
2.1.000
0.033000
51.000
24.500
0.033000
52.000
22.200
0.033000
55.000
25.100
0.033000
67.000
2:3.800
0.033000
74.000
22.700
0.033000
75.000
22.900
0.033000
78.000
29.400
0.033000
95.000
30.400
0.033000
Pipes=________ -------------------------
Name: 2-24 CMP _E_US9 From Node: BASSWOOD
Group: GENERAL To Node: GN04
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
29.000
29.000
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
D/W CMP US OF US 98 3- 54"
INVERTS & LENGTHS WERE ASSUMED;
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
US 98 3-54" NOT MODELED AS THEY ARE LESS RESTRICTIVE THAN EXISTING 24" CMP'S
LINK TURNED OFF AND REPLACED W.LAGER CULVERTS
50.00
2
Average Conveyance
Automatic
None
0.50
1.00
0.00
Use do or tw
Use do
None
------------------------------------------------------------------------------------------------
Name:
AIRP_INDPK2_60
From Node:
AIRPORT Length(ft):
1000.00
Group:
GENERAL
To Node:
AIRP_INUDSTRIAL Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
60.00
60.00
Entrance Loss Coef:
0.50
Rise(in):
60.00
60.00
Exit Loss Coef:
0.00
Streamline Technologies ICPF3.0 © Page 27 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Invert(ft): 23.000 23.000 Bend Loss Coef: 0.00
Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do
Bot Clip(in): 0.000 0.000 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
INVERTS & LENGTH ASSUMED; 60" CULVERT FROM EASTERLY RUNWAY
--------------------------------------------------------------------------------------------------
Name:
AIRP_INDPK_30
From Node:
AIRPORT Length(ft):
300.00
Group:
GENERAL
To Node:
AIRP_INUDSTRIAL Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
30.00
30.00
Entrance Loss Coef:
0.50
Rise(in):
30.00
30.00
Exit Loss Coef:
1.00
Invert(ft):
26.000
26.000
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
PER CAS PROJECT NO 95-0196
I
------------------------------------------------------------------------------------------
Name:
AIRPT_APD12_30
From Node: AIRPORT
Length(ft):
50.00
Group:
GENERAL
To Node: APD_12
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
1.00
Invert(ft):
24.690
24.690
Bend Loss Coef:
0.06
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square.edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge, w/ headwall..
LENGTH & US INVERT ASSUMED
-----------------------------------------------------
Name: AIRPT APD12 60 From Node: AIRPORT
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
------------=--------------------------
Length(ft): 50.00
Page 28 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Group:
GENERAL
To Node: APD_11
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
60.00
60.00
Entrance Loss Coef:
0.50
Rise(in):
60.00
60.00
Exit Loss Coef:
1.00
Invert(ft):
25.860
25.860
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge! Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
--------------------------•--------------------------------------------------------------------------
Name: BCSR70_4A0_`-A From Node: 4A_06_BC_SR70 Length(ft): 58.00
Group: GENERAL To Node: 4A_05 Count: 1
Friction Equation: Average Conveyance
UPSTREAM
DOWNSTREAM
Solution
Algorithm:
Automatic
Geometry:
Rectangular
Rectangular
Flow:
Both
Span(in):
126.00
126.00
Entrance
Loss Coef:
0.50
Rise(in):
60.00
60.00
Exit
Loss Coef:
0.00
Invert(ft):
20.700
20.800
Bend
Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet
Ctrl Spec:
Use do or tw
-p Clip(in):
0.000
0.000
Inlet
Ctrl Spec:
Use do
t Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 00 wingwall flares
BOX CULVERT 1 @ SR 70 WEST OF SW 28 AVE
---------------------------------
Name: BCSR70_4A05B
Group: GENERAL
UPSTREAM
Geometry: Rectangular
Span(in): 138.00
Rise(in): 60.00
Invert(ft): 20.700
Manning's N: 0.012000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------------------------------
From Node: 4A_06_BC_SR70 Length(ft):
To Node: 4A 05 Count:
Friction Equation:
DOWNSTREAM
Solution
Algorithm:
Rectangular
Flow:
138.00
Entrance
Loss Coef:
60.00
Exit
Loss Coef:
20.800
Bend
Loss Coef:
0.012000
Outlet
Ctrl Spec:
0.000
Inlet
Ctrl Spec:
0.000
Stabilizer Option:
Upstream FHWA Inlet Edge Description:
Rectangular Box: 00 wingwall flares
istream FHWA Inlet Edge Description:
•-----------------------
58.00
1
Average Conveyance
Automatic
Both
0.50
0.00
0.00
Use do or tw
Use do
None
Streamline Technologies ICPIR3.0 © Page 29 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL. INPUT DATA
Rectangular Box: 0° wingwall flares
BOX CULVERT 2 @ SR 70 WEST OF SW 28 AVE
-----------------------------------------------------------------------------------------------
Name:
BWOOD_AIRPORT From Node:
BASSWOOD
Length(ft):
100.00
Group:
GENERAL
To Node:
AIRPORT
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
54.00
54.00
Entrance Loss Coef:
0.50
Rise(in):
54.00
54.00
Exit Loss Coef:
1.00
Invert(ft):
28.000
28.000
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
54" @ SW 16 AVE; INVERTS
& LENGTH ASSUMED
-----------------------------------------------------------------------------------------------
Name:
EXIST
From Node:
GC6A
Length(ft):
40.00
Group:
_CMP _HCF
GENERAL
To Node:
GC6B
Count:
1
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
None
Span(in):
60.00
60.00
Entrance Loss Coef:
0.75
Rise(in):
60.00
60.00
Exit Loss Coef:
0.00
Invert(ft):
13.700
13.700
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
TURNED OFF & REPLACED W/SHEET PILE WEIR
-------------------------
Name: GN06 4A 09
Group: GENERAL
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise(in): 24.00
Invert(ft): 24.290
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------
From Node: GN06
To Node: 4A 09
DOWNSTREAM
Circular
24.00
24.00
24.290
0.024000
0.000
0.000
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR3.0 © Page 30 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
tream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
US INVERT & LENGTH ASSUME
------------------------------------------------------
Name: GN07_L62N From Node: GN07
Group: GENERAL To Node: TW L62N
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
24.000
24.000
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
-4 FIELD OBSERVATION; DTKENSIONS & ELEVATIONS ASSUMED
-----------------------------------------------
Name: GN09_APD03A From Node: GN09
Group: GENERAL To Node: APD 03
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in): 18.00
Invert(ft): 24.900
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circular
18.00
18.00
24.900
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
--------------------------------------
Length(ft): 80.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------------
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
CULVERT E OF 7 AVE (LENGTH & US INVERT ASSUMED) NORTH OF AIRPORT DITCH
----------------------------------------------------------------------------------------------------
Name: GN09_APD03B From Node: GN09 Length(ft): 50.00
Group: GENERAL To Node: APD_03 Count: 1
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Geometry: Circular Circular Flow: Both
Span(in): 18.00 18.00 Entrance Loss Coef: 0.50
Streamline Technologies ICPF3.0 0 Page 31 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Rise(in):
18.00
18.00
Exit Loss Coef:
1.00
Invert(ft):
23.190
23.190
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge
Description:
Circular CMP:
Projecting
CULVERT W OF 7
AVE (LENGTH
& US INVERT ASSUMED) NORTH
OF AIRPORT DITCH
----------------------------------------------------------------------------------------------
Name:
GN09_APD10
From Node: GN09
Length(ft):
50.00
Group:
GENERAL
To Node: APD_10
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
18.00
18.00
Entrance Loss Coef:
0.50
Rise(in):
18.00
18.00
Exit Loss Coef:
1.00
Invert(ft):
26.810
26.810
Bend Loss Coef:
0.00
Manning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
-------------------------
Name: GN09_APD8
Group: GENERAL
UPSTREAM
Geometry: Circular
Span(in): 15.00
Rise(in): 15.00
Invert(ft): 21.670
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
-----------------------
From Node: GN09
To Node: APD_08
DOWNSTREAM
Circular
15.00
15.00
21.670
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
--------------------------------------- 7---
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: 'Use do
Stabilizer Option: None
Streamline Technologies ICPR3.0 © Page 32 of 68.
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Name: GN09_APD9
Group: GENERAL
UPSTREAM
Geometry: Circular
Span(in): 18.00
.Rise(in): 18.00
Invert(ft): 25.070
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
From Node: GN09
To Node: APD 09
DOWNSTREAM
Circular
18.00
18.00
25.070
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED,
Length(ft):
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
50.00
1
Average Conveyance
Automatic
Both
0.50
1.00
0.00
Use do or tw
Use do
None
----------------------------------------------------------------------------------------------------
Name:
GN10_APD03A
From Node: GN10
Length(ft):
50.00
Group:
GENERAL
To Node: APD_03
Count:
1
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
36.00
36.00
Entrance Loss Coef:
0.50
Rise(in):
36.00
36.00
Exit Loss Coef:
1.00
Invert(ft):
23.480
23.480
Bend Loss Coef:
0.00
anning's N:
0.024000
0.024000
Outlet Ctrl Spec:
Use do or tw
p Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
CULVERT E OF 7 AVE (LENGTH & US INVERT ASSUMED) SOUTH OF AIRPORT DITCH
--------------------------•--------------------
Name:
GN10_APD03B
From Node:
Group:
GENERAL
To Node:
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
24.00
24.00
Rise(in):
24.00
24.00
Invert(ft):
24.050
24.050
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
-:ular Concrete: Square edge w/ headwall
------------------------------
GN10 Length(ft):
APD_07 Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
--------------------
50.00
1
Average Conveyance
Automatic
Both
0.50
1.00
0.00
Use do or tw
Use do
None
Streamline Technologies ICPT0.0 0 Page 33 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
LENGTH & US INVERT ASSUMED
-------------------------
Name: GN10 APD12
Group: GENERAL
UPSTREAM
Geometry: Circular
Span(in): 18.00
Rise(in).: 18.00
Invert(ft): 29.000
Manning's N: 0.024000
Top Clip(in): 0.000
Bot Clip(in): 0.000
----------------------
From Node: GN10
To Node: APD_10
DOWNSTREAM
Circular
18.00
18.00
29.000
0.024000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
----------------------------------------------------
Name: GN10_APD9 From Node: GN10
Group: GENERAL To Node: APD_09
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
27.130
27.130
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
LENGTH & US INVERT ASSUMED
------------------------------------------------
Name: NW9AVEBXCULVRT From Node: APD_10
Group: GENERAL To Node: APD_09
UPSTREAM
DOWNSTREAM .
Geometry:
Rectangular
Rectangular
Span(in):
120.00
120.00
Rise(in):
72.00
72.00
Invert(ft):
22.480
22.270
Manning's N:
0.012000
0.012000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
--------------------------------------
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------------
Length(ft): 50.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------------------
Length(ft): 55.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss'Coef: 0.50
Exit Loss Coef: 1.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 34 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Upstream FHWA Inlet Edge
Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge: Description:
Rectangular Box: 0° wingwall flares
NW 9 AVE BOX CULVERT
----------------------------------------------------------------------------------------------------
Name: PRO _ TWIN _36_BW From Node:
BASSWOOD
Length(ft):
50.00
Group: GENERAL
To Node:
GN04
Count:
2
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Circular
Circular
Flow:
Both
Span(in): 36.00
36.00
Entrance Loss Coef:
0.50
Rise(in): 36.00
36.00
Exit Loss Coef:
0.00
Invert(ft): 27.000
27.000
Bend Loss Coef:
0.00
Manning's N: 0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in): 0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in): 0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge
Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular Concrete: Square
edge w/ headwall
VERT REPLACEMENT
--------------------------•--------------------------------------------------------------------------
Name: RCC6-RCC7A
From Node:
RCC6
Length(ft):
50.00
Group: GENERAL
To Node:
RCC7A
Count:
3
Friction Equation:
Automatic
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Circular
Circular
Flow:
Both
Span(in): 42.00
42.00
Entrance Loss Coef:
0.75
Rise(in): 42.00
42.00
Exit Loss Coef:
0.00
Invert(ft): 22.500
22.300
Bend Loss Coef:
0.00
Manning's N: 0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in): 0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in): 0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square
edge w/ headwall
----------------------------------------------------------------------------------------------------
Name: RCC7B_SBRR
From Node:
RCC7B
Length(ft):
52.00
Group: GENERAL
To Node:
SBRR
Count:
3
Friction Equation:
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry: Circular
Circular
Flow:
Both
Streamline Technologies ICPP3.0 © Page 35 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Span(in):
42.00
42.00
Entrance Loss Coef:
0.50
Rise(in):
42.00
42.00
Exit Loss Coef:
0.00
Invert(ft):
21.500
21.500
Bend Loss Coef:
0.00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA
Inlet Edge Description:
Circular Concrete:
Square
edge w/ headwall
Downstream FHWA Inlet Edge
Description:
Circular Concrete:
Square
edge w/ headwall
PROPOSED RCP UNDER RR BY RCC (LBFH)_
--------------------------------------------
Name:
SR15BC1
7--------------------------------------------------
From Node:
GC5 Length(ft):
130.00
Group:
GENE—RAL
To Node:
PRO —POND Count:
Friction Equation:
1
Average Conveyance
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Rectangular
Rectangular
Flow:
Both
Span(in)•
120.00
120.00
Entrance Loss Coef:
0.50
Rise(in):
72.00
72.00
Exit Loss Coef:
0.00
Invert(ft):
16.070
16.070
Bend Loss Coef:
0.00
Manning's N:
0.012000
0.012000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
Downstream FHWA Inlet Edge Description:
Rectangular Box: 0° wingwall flares
LENGTH ESTIMATED
Channels =_______=___=_________—_ _--------------
Name: C_4A 01_L62N
Group: GENERAL
UPSTREAM
Geometry: Irregular
Invert(ft): 18.400
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4A_156+50
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
From Node: 4A 01
To Node: TW L62N
DOWNSTREAM
Irregular
18.300
9999.000
0.000
0.000
R4A_152+19.24
0.000
0.000
Length(ft): 431.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000 .
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR3.0 © Page 36 of 68
Craig A. Smith & Associates
C
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
RtSdSlp(h/v):
-----------------------•---------------------------------------------------------------------------
Name: C_4A 02 4A 01 From Node: 4A_02 Length(ft): 191.00
Group: GENERAL To Node: 4A 01 Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
18.300
18.300
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000.
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4A_158+40.53
R4A_156+50
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000 -
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
--------------------------------------------------------------------------------------------=----
Name:
C_4A 03 4A. 02
From Node: 4A_03
Length(ft):
1014.00
Group:
GENERAL
To Node: 4A 02
Count:
1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
UPSTREAM
Irregular
19.400
9999.000
0.000
0.000
R4A_168+55.25
0.000
0.000
-------------------------------
Name: C_4A 04 4A 03
Group: GENERAL
UPSTREAM
Geometry: Irregular
Invert(ft): 18.100
TC1pInitZ(ft): 9999.000
Manning's N:
-0p Clip(ft): 0.000
::)t Clip(ft): 0.000
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
18.300
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R4A_158+40.53
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
--------------------------------------------------------
From Node: 4A_04
Length(ft):
795.00
To Node: 4A 03
Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
19.400
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
Streamline Technologies ICPIU.0 © Page 37 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Main XSec: R4A_176+50
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
R4A_168+55.25
0.000
0.000
-----------------------------------------------------
Name: C_4A_05 4A 04 From Node: 4A 05
Group: GENERAL To Node: 4A 04
UPSTREAM
Geometry: Irregular
Invert(ft): 18.100
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4A_182+66.98
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------ ------------------------------------
Length(ft): 617.00
Count: 1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
18.100
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R4A_176+50
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
DOWNSTREAM OF SR 70 BOX CULVERT
-- ---------------------
Name: C_4A 07 4A 06
Group: GENERAL
UPSTREAM
Geometry: Irregular
Invert(ft): 19.830
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R4A_186+47.13
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
---------------------------------------------------------
From Node:
4A 07 Length(ft):
187.00
To Node:
4A 06 BC_SR70 Count:
1
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
19.830
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.000
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R4A_186+47.13
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
STARTED THIS RUN @ STATION 187+00
-------------- ----------
Name: C_4A 08_4A 07
--------------------------------------------------
From Node: 4A 08 Length(ft): 978.00
Streamline Technologies ICPR3.O (0 Page 38 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Group: GENERAL
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl (ft) :
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
UPSTREAM
Irregular
20.200
9999.000
0.000
0.000
R4A_196+25.34
0.000
To Node: 4A 07
DOWNSTREAM
Irregular
19.830
9999.000
0.000
0.000
R4A_186+47.13
0.000
0.000 0.000
THIS RUN ENDS AT STATION 187+00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name: C_4A 09 4A_08 From Node: 4A 09 Length(ft): 1393.00
Group: GENERAL To Node: 4A 08 Count: 1
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
,top Clip(ft):
=t Clip(ft) :
Main XSec:
AuxElevl ( ft) :
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
UPSTREAM
DOWNSTREAM
Irregular
Irregular
18.880
20.200
9999.000
9999.000
0.000 0.000
0.000 0.000
R4A_210+17.80 R4A_196+25.34
0.000 0.000
0.000 0.000
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
----------------------------------------------------------------------------------------------------
Name:
C_4A 10 4A 09
From Node: 4A 10
Length(ft):
691.00
Group:
GENERAL
To Node: 4A 09
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
19.140
18.880
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R4A_217+09.38
R4A_210+17.80
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Width(ft):
Streamline Technologies ICPR3.0 © Page 39 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
Name:
-------------------------------------------------
C APD02 APD01
From Node: APD_02
Length(ft)•.
543.00
Group:
GENERAL
To Node: APD 01
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
18.290
17.900
Flow:
Contraction Coef:
Both
0.600
TC1pInitZ(ft):
9999.000
9999.000
Expansion Coef:
0.800
Manning's N:
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R7_24+62.51
R7_30+05.92
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
--------------------------------
Name: C_APD03_APD02 From Node: APD_03
Group: GENERAL To Node: APD 02
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
18.000
18.290
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R7_19+24.53
R7_24+62.51
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
---------------------------------------- ------------
Name: C.APD04_APD03 From Node: APD04
GE
Group: NERAL To Node: APD_03
UPSTREAM DOWNSTREAM
Geometry: Irregular Irregular
Invert(ft): 19.360 18.000
TC1pInitZ(ft): 9999.000 9999.000
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Length(ft): 538.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------
------------------
Length(ft): 234.00
Count: l
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Page 40 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Manning's N:
-op Clip(ft):
-ot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Expansion Coef:
0.800
0.000
0.000
Entrance Loss Coef:
0.000
0.000
0.000
Exit Loss Coef:
0.000
R7_16+91.212
R7_19+24.53
Outlet Ctrl Spec:
Use do or tw
0.000
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
0.000
----------------------------------------------------------------------------------------------------
Name:
C_APD05_APD04
From Node:
APD_05
Length(ft):
115.00
Group:
GENERAL
To Node:
APD 04
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
20.390
19.360
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R7_15+76.36
R7_16+91.22
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
p Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
---------------------------•-------------------------------------------------------------------------
Name:
C_APD06_APD05
From Node:
APD_06
Length(ft):
56.00
Group:
GENERAL
To Node:
APD 05
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
20.090
20.390
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R7_15+20.67
R7_15+76.36
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Streamline Technologies ICPR3.0 © Page 41 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
------------------------------
Name:
C_APD11_APD10
---------------------------------------------------------------------
From Node:
APD_11
Length(ft):
69.00
Group:
GENERAL
To Node:
APD 10
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
20.700
20.700
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N•
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R6_68+84.52
R6_68+84.52
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
-----------------------------------------------------------------------------
Name:
C_APD12APD11
From Node:
APD 12
Length(ft):.
483.00
Group:
GENERAL_
To Node:
APD_11
Count:
1
UPSTREAM!
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
21.800
20.700
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N•
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R6_63+72.12
R6_68+84.52
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
--------------------------------------------------
Name:
C APD13 APD12
From Node:
APD 13
Length(ft):
505.00
Group:
GENERAL
To Node:
APD_12
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
22.400
21.800
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
Manning's N:
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R6_58+66.88
R6_63+72.12
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
Streamline Technologies ICPR3.0 © Page 42 of 68
Craig A. Smith & Associates
r
L
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
AuxElev2(ft): 0.000 0.000
Aux XSec2:
�p Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_APD14_APD13
From Node:
APD_14
Length(ft):
508.00
Group:
GENERAL
To Node:
APD 13
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
22.760
22.400
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:.0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R6_53+59.40
R6_58+66.88
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
--------------------------•--------------------------------------------------------------------------
Name:
C_APD15_APD14
From Node:
APD_15
Length(ft):
1473.00
Group:
GENERAL
To Node:
APD 14
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
26.100
22.800
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
6.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
. Exit Loss Coef:
0.000
Main XSec:
R6_38+85.63.
R6_53+59.40
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
----------------------------------------------------------------------------------------------------
Name:
C_APD16_APD15
From Node:
APD_16
Length(ft):
2852.00
Group:
GENERAL
To Node:
APD 15
Count:
1
UPSTREAM DOWNSTREAM
Streamline Technologies ICPF3.0
Craig A. Smith & Associates
Friction Equation: Average Conveyance
Page 43 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Geometry: Irregular
Invert(ft): 25.600
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R6_10+33.67
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp(h/v):
--------------------------
Name: C_APD1_GC5
Group: GENERAL
UPSTREAM
Geometry: Irregular
Invert(ft): 16.390
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R7_34+18.60
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Irregular
Solution Algorithm:
Automatic
26.100
Flow:
Both
9999.000
Contraction Coef:
0.100
Expansion Coef:
0.300
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
R6_38+85.61
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
---------------------------------------------------------
From Node: APD_01 Length(ft): 484.00
To Node: GC5 Count: 1
DOWNSTREAM
Irregular
16.420
9999.000
0.000
0.000
R7_39+02.26
0.000
0.000
--------------------------------------------------
Name: C_APD7_APD6 From Node: APD_07
Group: GENERAL To Node: APD 06
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
20.400
20.100
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R7_14+03.86
R7_15+20.67
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-----------------------
Length(ft): 117.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Page 44 of 68.
II
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
RtSdSlp(h/v):
--------------------------------------------------------------------------------------------
Name: C_APDS_APD7 From Node: APD_08 Length(ft): 144.00
Group: GENERAL To Node: APD 07 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 20.100
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R7_12+60.44
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2 (ft) _. 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
--------------------
Name: CAPD9APD8
Group: GENERA__L
UPSTREAM
Geometry: Irregular
Invert(ft): 20.500
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: R7_10+35.97
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
--------------------------
Name: CR8_C1
Group: GENE_RAL
UPSTREAM
Geometry: Irregular
Invert(ft): 10.360
TC1pInitZ(ft): 9999.000
Manning's N:
-Dp Clip(ft): 0.000
: -:Dt Clip(ft) : 0.000
DOWNSTREAM
Irregular
20.400
9999.000
0.000
0.000
R7_14+03.B6
0.000
0.000
-----------------------
From Node: APD_09
To Node: APD 08
DOWNSTREAM
Irregular
20.100
9999.000
0.000
0.000
R7_12+60.44
0.000
0.000
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------------
Length(ft): 224.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
--------------------------------------------------------------
From Node:
GC1 Length(ft):
39.70
To Node:
TC E AIRPORT Count:
1
DOWNSTREAM
Friction Equation:
Automatic
Irregular
Solution Algorithm:
Automatic
10.980
Flow:
None
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
1.000
Streamline Technologies ICPF3.0 © Page 45 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Main XSec: R8_19+82.41 R8_20+22.13
AuxElevl(ft): 0.000 0.000
Aux XSecl:
AuxElev2(ft): 0.000 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
TURNED OFF AND REPLACED W/NEW SECTION
--------------------------------------------------
Name:
C_R8_C2
From Node: GC2
Group:
GENERAL
To Node: GC1
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
11.960
10.360
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R8_17+16.60
RS_19+82.41
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
TURNED OFF AND REPLACED W/NEW
SECTION
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
------------------
Length(ft): 265.00
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Name:
--------------------------------------
CR8_C3
From Node: GC6B
Length(ft)•-
227.00
Group:
GENERAL
To Node: GC2
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
14.170
11.960
Flow:
None
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning s N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
R8_13+00.62
R8_17+16.60
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
TURNED OFF AND REPLACED W/NEW
SECTION
Name:
----------------------------------------------
C R8 C4
From Node: GC3
.
Length(ft)•
150.00
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Page 46 of 68
L.
GE'VERAL REGION ICPR 3.0 MODEL INPUT DATA
Group: GENERAL
To Node: GC6A
UPSTREAM
DOWNSTREAM
Geometry:
Irregular
Irregular
Invert(ft):
13.800
13.600
TC1pInitZ(ft):
9999.000
9999.000
Manning's N:
Top Clip(ft):
0.000
0.000
Bot Clip(ft):
0.000
0.000
Main XSec:
R8_13+00.62
R8_13+00.62
AuxElevl(ft):
0.000
0.000
Aux XSecl:
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
--------------------------•------------------------
Name: C_R8_C5 From Node: GC4
Group: GENERAL To Node: GC3
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
=)p Clip(ft):
�)t Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
Name:
Group:
Geometry:
Invert(ft):
TC1pInitZ(ft):
Manning's N:
Top Clip(ft):
Bot Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
:p Width(ft):
UPSTREAM
Irregular
15.960
9999.000
0.000
0.000
R8_10+27.35
0.000
111KI111K
DOWNSTREAM
Irregular
14.170
9999.000
0.000
0.000
R8_13+00.62
0.000
-----------------------------------
C_RCC1_RCC2 From Node: RCC1
GENERAL To Node: RCC2
UPSTREAM DOWNSTREAM
Irregular Irregular
23.000 24.000
9999.000 9999.000
0.000
0.000
RCC-10+00
0.000
0.000
0.000
0.000
RCC-14+89
0.000
0.000
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
-------------------------------------------
Length(ft): 273.27
Count: 1
Friction Equation: Automatic
Solution Algorithm: Automatic
Flow: None
Contraction Coef: 0.600
Expansion Coef: 0.800
Entrance Loss Coef: 0.000
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
---------------------------------
Length(ft): 489.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Contraction Coef: 0.100
Expansion Coef: 0.300
Entrance Loss Coef: 0.000.
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Stabilizer Option: None
Streamline Technologies ICPR3.0 © Page 47 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
----------------------------------------------------
Name:
C_RCC2_RCC3
From Node:
-----------------------------------------------
RCC2
Length(ft):
107.00
Group:
GENERAL
To Node:
RCC3
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
24.000
23.000
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCC-14+89
RCC-15+96
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
-----------------------------------------------------------------------------------------------
Name:
C_RCC3
From Node:
RCC3
Length(ft):
400.00
Group:
_RCC4
GENERAL
To Node:
RCC4
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
23.000
23.000
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N•
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCC-15+96
RCC-19+96
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp (h/v) :
RtSdSlp (h/v) :
----------------------------
Name:
-----
CRCC4_RCC5
-------- -----------------------------
From Node:-RCC4
Length(ft):
280.00
Group:
GENERA_L
To Node:
RCC5
Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
23.000
22.000
Flow:
Both
TC1pInitZ(ft):
9999-000
9999.000
Contraction Coef:
0.100
Streamline Technologies ICPR3.0
0
Page 48 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
_ Manning's N:
op Clip(ft):
of Clip(ft):
Main XSec:
AuxElevl(ft):
Aux XSecl:
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Expansion Coef:
0.300
0.000
0.000
Entrance Loss Coef:
0.000
0.000
0.000
Exit Loss Coef:
0.000
RCC-19+96
RCC-22+76
Outlet Ctrl Spec:
Use do or tw
0.000
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000 0.000
----------------------•--------------------------------------------------------------------------
Name: C_RCCS_RCC6 From Node: RCC5 Length(ft): 383.00
Group: GENERAL To Node: RCC6 Count: 1
UPSTREAM
Geometry: Irregular
Invert(ft): 22.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RCC-22+76
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
q) Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp (h/v) :
---------------------
Name: C_RCC7ARCC7B
Group: GENERAL_
UPSTREAM
Geometry: Irregular
Invert(ft): 21.000
TC1pInitZ(ft): 9999.000
Manning's N:
Top Clip(ft): 0.000
Bot Clip(ft): 0.000
Main XSec: RCC-27+09
AuxElevl(ft): 0.000
Aux XSecl:
AuxElev2(ft): 0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
23.000
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RCC-26+59
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
-------------------------------------------------------------
From Node: RCC7A Length(ft): 410.00
To Node: RCC7B Count: 1
DOWNSTREAM
Friction Equation:
Average Conveyance
Irregular
Solution Algorithm:
Automatic
21.000
Flow:
Both
9999.000
Contraction Coef:
0.600
Expansion Coef:
0.800
0.000
Entrance Loss Coef:
0.000
0.000
Exit Loss Coef:
0.000
RCC-31+19
Outlet Ctrl Spec:
Use do or tw
0.000
Inlet Ctrl Spec:
Use do
Stabilizer Option:
None
0.000
Page 49 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
-----------------------------------------------------------------------------------------------
Name:
C_SBRR_4A_10
From Node:
SBRR Length(ft):
-
396.00
Group:
GENERAL
To Node:
4A 10 Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Automatic
Geometry:
Irregular
Irregular
Solution Algorithm:
Automatic
Invert(ft):
21.000
19.140
Flow:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.600
Manning's N:
Expansion Coef:
0.800
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
0.000
Main XSec:
RCC-31+19
R4A_217+09.38
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft):
0.000
0.000
Inlet Ctrl Spec:
Use do
Aux XSecl•
Stabilizer Option:
None
AuxElev2(ft):
0.000
0.000
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
LtSdSlp(h/v):
RtSdSlp(h/v):
------------------------------------------------------------------------------------------------
Name:
PRO CH BY HCF
From Node:
GC6B Length(ft):
532.00
Group:
GENERAL
To Node:
TC E AIRPORT Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Invert(ft):
14.000
10.000
Flow:
None
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.100
Manning's N:
0.033000
0.033000
Expansion Coef:
0.300
Top Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
Exit Loss Coef:
1.000
Main XSec:
Outlet Ctrl Spec:
Use do or tw
AuxElevl(ft)•
Inlet Ctrl Spec:
Use do
Aux XSecl:
Stabilizer Option:
None
AuxElev2(ft):
Aux XSec2:
Top Width(ft):
Depth(ft):
Bot Width(ft):
20.000
20.000
LtSdSlp(h/v):
2.00
2.00
RtSdSlp(h/v):
2.00
2.00
PROPOSED TRAPEZIODAL SECTION
LINK WAS TURNED
OFF WHEN DETENTION POND OPTION
WAS ANALYZED
DropStructures
,Name: AIP_CONTROL_ST From Node: AIRP_INUDSTRIAL Length(ft): 180.00
Group: GENERAL To Node: APD 15 Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution Algorithm:
Automatic
Spain):
18.00
18.00
Flow:
Both
Rise(in):
18.00
18.00
Entrance Loss Coef:
0.500
Invert.-(ft):
27.580
27.580
Exit Loss Coef:
1.000
Streamline Technologies ICPR3.0 © Page 50 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
-_Manning's N: 0.024000 0.024000 Outlet Ctrl Spec: Use do or tw
,,p Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do
t Clip(in): 0.000 0.000 Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope
AS -BUILT DS END USED FOR US INVERT;
NOTE:PIPE INVERT HIGHER TH.kN PERMITTED INVERTS
*** Weir 1 of 2 for Drop Structure AIP_CONTROL ST ***
Count:
1
Type:
Vertical: Mavis
Flow:
Both
Geometry:
Circular
Span(in): 9.00
Rise(in): 9..00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 26.500
Control Elev(ft): 26.500
*** Weir 2 of 2 for.Drop Structure AIP CONTROL ST ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
TABLE
Span(in): 9.00 Invert(ft): 28.000
Rise(in): 6.00 Control Elev(ft): 28.000
---------------------------•-----------------------------------------------7------------
Name: ARPT RISERS From Node: AIRPORT Length(ft): 15.00
Group: GENERAL To Node: APD 16 Count: 2
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
36.00
36.00
Rise(in):
36.00
36.00
Invert(ft):
25.000
25.000
Manning's N:
0.024000
0.024000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA
Inlet Edge
Description:
Circular CMP:
Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP:
Projecting
*** Weir 1 of 1 for Drop Structure ARPT RISERS ***
Count: 2
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Incs: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
040-3"al
Page 51 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Span(in): 36.00
Rise(in): 60.00
Invert(ft): 26.000
Control Elev(ft): 26.000
Weirs
Name: BW_AIRP_OW From Node: BASSWOOD
Group: GENERAL To Node: AIRPORT
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 120.00
Rise(in): 9999.00
Invert(ft): 34.000
Control Elevation(ft): 34.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
ASSUME OVERLAND FLOW WEIR
---------------------------------------------------------
Name: GN04-RCC1 From Node: GN04
Group: GENERAL To Node: RCC1
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 1200.00
Rise(in): 9999.00
Invert(ft): 25.000
Control Elevation(ft): 25.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.600
Orifice Discharge Coef: 0.600
ASSUMED OVERLAND FLOW WEIR
-----------------------------------------------------------
Name: GN05-RCC1 From Node: GN05
Group: GENERAL To Node: RCCl
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Rectangular
Span(in): 1200.00
Rise(in): 9999.00
Invert(ft): 27.000
Control Elevation(ft): 27.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
ASSUMED OVERLAND FLOW WEIR
-----------------------------------------------------------
Name: GN07 OW-4A1 From Node: GN07
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Page 52 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Group: GENERAL To Node: 4A 01
Flow: Both Count: 1
Type: Vertical: F'read Geometry: Rectangular
Span(in): 1200.00
Rise(in): 9999.00
Invert(ft): 24.500
Control Elevation(ft): 24.500
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
FULFORD C ALEC & HANDLEY RUBY
Site Address 0 , Okeechobee
Mailing Address 22242 HWY 60 EAST
LAKE WALES, FL 33853
Brief Legal SUNSET PARK ALL BLOCKS 1 TO 80 INC EXCEPT
LD-62 R/W AND LOTS 11-13 &
--------------------------•--------------------------------------------------------------------------
Name:
GN08_4A8_OW
From Node:
GN08
Group:
GENERAL
To Node:
4A_08
Flow:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Rectangular
Span(in): 1200.00
Rise(in): 9999.00
Invert(ft): 28.000
Control Elevation(ft:): 28.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
ASSUMED OVERLAND FLOW WEIR
----------------------------------------------------------------------------------------------------
Name: GN06_GN07_OTri' From Node: GN06
Group: GENERAL To Node: GN07
Flow: Both Count: 1
Type: Vertical: Paved Geometry: Rectangular
Span(in): 1200.00
Rise(in): 9999.00
Invert(ft): 26.000
Control Elevation(ft): 26.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
ASSUMED SR 70 OVERTOPPING; OVERFLOW ELEV ASSUMED
--------------------------- -------------------------------------------------------------------------
Name: HCF_DITCH _OW60" From Node: GC6A
Group: GENERAL To Node: GC6B
Flow: None Count: 1
Type: Vertical: Gravel Geometry: Rectangular
Streamline Technologies ICPR3.0 © Page 53 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Span(in): 360.00
Rise(in): 9999.00
Invert(ft): 20.000
Control Elevation(ft): 20.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 2.800
Orifice Discharge Coef: 0.600
EXISTING DIRT ROAD OVER EXISTING 60" BEFORE THE WASH OUT... DIMENSIONS AND ELEVATIONS ASSUMED
TURNED AND REPLACED W/SHEET PILE WEIR
--------------------------------------------------------------------------------------------
Name: PROA
BLEEDER BY From Node: GC6
Group: GEN—ERAL To Node: GC6B
Flow: None Count: 1
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 24.00
Rise(in): 18.00
Invert(ft): 14.000
Control Elevation(ft): 14.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
------------------------------------------------------------------------------------------------
Name: PRO CS BY HCF From Node: PRO —POND
Group: GENERAL To Node: TC_E_AIRPORT
Flow: Positive Count: 2
Type: Vertical: Mavis Geometry: Rectangular
Span(in): 120.00
Rise(in): 48.00
Invert(ft): 13.000
Control Elevation(ft): 13.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
---------------------------------------------------------------------------7----------------
Name: PRO WEIR BY HCF From Node: GC6A
Group: GENERAL To Node: GC6B
Flow: None Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 20.00
Left Side Slope(h/v): 2.00
Right Side Slope(h/v): 2.00 _
Invert(ft): 15.500
Control Elevation(ft): 15.500
Struct Opening Dim(ft): 9999.00
Streamline Technologies ICPR3.0 © Page 54 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Ccef: 3.200
Orifice Discharge Coef: 0.600
Streamline Technologies ICPR3.0 © Page 55 of 68
Craig A. South & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Hydrology Simulations
------
------------------- --------------------------------------------------------------------------------
Name: G 05Y 1DAY
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G_05Y_1DAY.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 4.50
Time(hrs) Print Inc(min)
------------------------------
200.000 15.00
---------------------------------------------------------------------------------------------
Name: G_10Y_3DAY
Filename: L \LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G l0Y 3DAY.R32
Override Defaults: No
Time(hrs) Print Inc(min)
------------------------------
200.000 15.00
----------------------------------------------------------------------------------------------------
Name: G 25Y 3DAY
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G 25Y 3DAY.R32
Override Defaults: Yes
Storm Duration(hrs): 72.00 l
Rainfall File: Sfwmd72
Rainfall Amount(in): 9.00
Time(hrs) Print Inc(min)
------------------------------
200.000 15.00
Routing Simulations =_—___ _-----_=_ __=___=__==_____________�__—__�_�__
Name: G05YR_ID
Hydrology
Sim: G 05Y 1DAY
Filename: L _\LAND\00-0903\146 Stormwater
Plan\ICPR3\HYDROLOGY\G 05YR 1D.I32
Execute: No
Restart: No
Patch: No
Alternative: No
Max Delta Z(ft):
1.00
Delta Z Factor:
0.00100
Time Step Optimizer:
10.000
Start Time(hrs):
0.000
End Time(hrs):
150.00
Min Calc Time(sec):
0.1000
Max Calc Time(sec):
60.0000
Boundary Stages:
L62 & TC 10YR 1
Boundary Flows:
RC 10_1
Streamline Technologies ICPR3.0 © Page 56 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS
RE BOUNDARY FLOWS & STAGES FOR THE 10-3 STORM WERE USED FOR THE 25-3 STORM DUE TO LIMITED DATA.
Time(hrs) Print Inc(min)
150.000 15.000
Group Run
--------------- -----
GENERAL Yes
----------------------------------------------------------------------------------------------------
Name: G_10YR_3D Hydrology Sim: G_l0Y_3DAY
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G 10YR 3D.I32
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 200.00
Min Calc Time(sec): 0.1000 Max Calc Time(sec): 60.0000
Boundary Stages: L62 & TC 10YR_3 Boundary Flows: RC_10_3
BOUNDARY FLOWS INCLUDE FLO14S FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS
Time(hrs) Print Inc(min)
200.000 15.000
up Run
--------------- -----
GENERAL Yes
---------------------------•-------------------------------------------------------------------------
Name: G_25YR_3D Hydrology Sim: G_25Y_3DAY
Filename: L \LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\G 25YR_3D.I32
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 200.00
Min Calc Time(sec): 0.1000 Max Calc Time(sec): 60.0000
Boundary Stages: L62 & TC 10YR 3 Boundary Flows: RC_10_3
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS
SAME BOUNDARY FLOWS & STAGES FOR THE 10-3 STORM WERE USED FOR THE 25-3 STORM DUE TO LIMITED DATA.
Time(hrs) Print Inc(min)
200.000 15.000
Group Run
--------------- -----
GENERAL Yes
Streamline Technologies ICPR3.0 © Page 57 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
------------------------------------------------------------------------------------------------ --
Name: PRO_G05Y_1D Hydrology Sim: G_05Y_1DAY
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\PROPOSED G 05YR 1D.I32
- - 1
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 150.00
Min Calc Time(sec): 0.1000 Max Calc Time(sec): 999.0000
Boundary Stages: L62 & TC 10YR 1 Boundary Flows: RC-10-1
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS
SAME BOUNDARY FLOWS & STAGES FOR THE 10-3 STORM WERE USED FOR THE 25-3 STORM DUE TO LIMITED DATA.
Time(hrs) Print Inc(min)
------------------------------
150.000 15.000
Group Run
--------------- -----
GENERAL Yes
-----------------------------------------------------------------------------------------------
Name: PRO _G10Y_3D Hydrology Sim: G_10Y_3DAY
Filename: L:\LAND\00-0903\146 Stormwater Plan\ICPR3\HYDROLOGY\PROPOSED G 10YR-3D.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00100
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 200.00
Min Calc Time(sec): 0.1000 Max Calc Time(sec): 999.0000
Boundary Stages: L62 & TC 10YR 3 Boundary Flows: RC-10-3
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS & FDOT PROJECTS
Time(hrs) Print Inc(min)
------------------------------
200.000 15.000
Group Run
GENERAL Yes
--------------------------
Name:
PRO
7-------------------------------------------------------------------------
Hydrology
Sim: G_25Y_3DAY
Filename:
_G25Y_3D
L:\LAND\00-0903\146 Stormwater
Plan\ICPR3\HYDROLOGY\PROPOSED G-25YR 3D.I32
Execute:
Yes
Restart: No
Patch: No
Alternative:
No
Max Delta Z(ft):
1.00
Delta Z Factor:
0.00100
Time Step
Optimizer:
10.000
Start
Time(hrs):
0.000
End Time(hrs):
200.00
Min Calc
Time(sec):
0.1000
Max Calc Time(sec):
999.0000
Boundary Stages:
L62 & TC 10YR 3
Boundary Flows:
RC_10-3
Streamline Technologies ICPR3.0 © Page 58 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
BOUNDARY FLOWS INCLUDE FLOWS FROM PERMITTED PRIVATE LAND DEVELOPMENT PROJECTS. & FDOT PROJECTS
iiE BOUNDARY FLOWS & STAGES FOR THE 10-3 STORM WERE USED FOR THE 25-3 STORM DUE TO LIMITED DATA.
Time(hrs) Print Inc(min)
--------------- ----------------
200.000 15.000
Group Run
--------------- -----
GENERAL Yes
Streamline Technologies ICPP,3.0 © Page 59 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Boundary Conditions
DUE TO LARGE VOLUME OF DATA, BOUNDARY FLOWS AND STAGES ARE PRESENTED IN GRAPHICAL FORMAT.
Streamline Technologies ICPR3.0 © Page 60 of 68
Craig A. Smith & Associates
GE:'vERAL REGION ICPR 3.0 MODEL INPUT DATA
Streamline Technologies ICPR3.0 © Page 61 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Streamline Technologies ICPR3.0 © Page 62 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
Y
dv.
x
i
' r1
1
kj ^`
s� rya.
0,01 �"i,
`Y¢\xR..3y�y. l M 4; u[. i +� L. •'
"'��'.rRiix✓��Sy§R
p
9�R°: iz
'21"y�'�
ix
F
Streamline Technologies ICPF3.0 © Page 63 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
r ` t
Eomniul
ndYfon RG ?9
fAT! �v
^ y 5m.. _ra s > .`gos
4;
_ .:
Streamline Technologies ICPR3.0 © Page 64 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
_ ��� ��.�:�� r�� M.J w:2Ci'k��4'Lt�H��.6�1fl:�1��'�
i�iJ�� �fi• P
sal{: �r� n�-, � w'
"�`k,�X �f "��Y��t'T
t
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'>: f 2 x
11
�K
.+
t"C
y:
11
qg,
fah,.
Streamline Technologies ICPF3.0 © Page 65 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
�
l
�
bpi
f � .
as
s[4
Mi
c' * �,� 3 a uC
a a'v� c�R
Streamline Technologies ICPR3.0
Craig A. Smith & Associates
Page 66 of 68
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
14RG"3RG
_
i
fz,
Streamline Technologies ICPR3.0 © Page 67 of 68
Craig A. Smith & Associates
GENERAL REGION ICPR 3.0 MODEL INPUT DATA
u y
111
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C
t
:c
v,
...
�r
a � i... ? ;u,,p� `"S
1pf
`°aa�ce'Y4,...
��'`�` :�
rq +w:�w +�ac���. �� •.:
}�,, x �a
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P- ^5..,,ry•.r}S .;: �a=ti..s �d W i;�
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_
L:\LAND\00-0903\196 Stormwater P1an\ICPR3\COMPREHENSIVE MODEL DATA FOR GENERAL REGION.doc
Streamline Technologies ICPR3.0 © Page 68 of 68
Craig A. Smith & Associates
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
�'ITORMWATER MASTER PLAN
SECTION 7
CONCEPTUAL ESTIMATED
CONSTRUCTION COSTS
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT 01
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
431,571.00
$ 431,571.00
2%
1
LS
$
123,306.00
$ 123,306.00
5%
1
LS
$
308,265.00
$ 308,265.00
2%
1
LS
$
123,306.00
$ 123,306.00
1%
1
LS
$
61,653.00
$ 61,653.00
7500
CY
$
10.00
$ 75,000.00
120000
CY
$
12.00
$ 1,440,000.00
342100
SY
$
2.00
$ 684,200.00
33550
CY
$
10.00
$ 335,500.00
302500
CY
$
10.00
$ 3,025,000.00
CY
$
12.00
$ -
CY
$
12.00
$ -
CY
$
10.00
$ -
CY
$
7.00
$ -
AC
$
3,000.00
$ -
AC
$
120,000.00
$
LF
$
12.00
$
LF
$
12.00
$
EA
$
500.00
$
SY
$
15.00
$ -
170
SY
$
30.00
$ 5,100.00
SY
$
30.00
$ -
SY
$
7.00
$
SY
$
4.00
$
SY
$
7.50
$
EA
$
6,000.00
$ -
1
EA
$
160,000.00
$ 160,000.00
1
EA
$
10,000.00
$ 10,000.00
EA
$
8,000.00
$ -
EA
$
12,000.00
$
LS
$
3,800,000.00
$
LS
$
1,500,000.00
$
EA
$
120,000.00
$
EA
$
160,000.00
$
EA
$
50,000.00
$
EA
$
7,500.00
$
EA
$
10,000.00
$
EA
$
4,000.00
$
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT 01
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT 01
ITEM No.
DESCRIPTION
QUANTITY UNIT
UNIT COST
TOTAL
39
C-5lnlet
EA
$
5,500.00
$
40
C-6Inlet
EA
$
8,000.00
$
41
M-5lnlet
EA
$
4,500.00
$
42
M-5 Manhole
EA
$
5,000.00
$
43
24" Yard Drain
EA
$
1,500.00
$
Drainage Pipe
44
12' x 6' Conc. Box Culvert
LF
$
2,000.00
$
-
45
6' x 6' Conc. Box Culvert
200 LF
$
1,000.00
$
200,000.00
46
48" RCP
80 LF
$
150.00
$
12,000.00
47
42" RCP
LF
$
125.00
$
-
48
36" RCP
480 LF
$
100.00
$
48,000.00
49
36" HDPE
LF
$
85.00
$
-
50
36" DIP Force Main
LF
$
100.00
$
51
30" HDPE
LF
$
75.00
$
52
24" RCP
LF
$
70.00
$
53
24" HDPE
LF
$
65.00
$
54
24" DIP Force Main
LF
$
70.00
$
55
18" RCP
LF
$
60.00
$
56
18" HDPE
LF
$
55.00
$
57
15" HDPE
LF
$
45.00
$
58
48" Conc. Headwall
EA
$
10,000.00
$
59
42" Conc. Headwall
EA
$
8,000.00
$
60
36" Conc. Headwall
EA
$
6,500.00
$
61
24" Conc. Headwall
EA
$
5,000.00
$
62
18" Conc. Headwall
EA
$
3,500.00
$
63
36" Mitered End Sect'on
EA
$
1,800.00
$
64
24" Mitered End Section
EA
$
1,200.00
$
65
18" HDPE Driveway Culvert w/ Flared Ends (2)
EA
$
2,000.00
$
66
N-12 Adapter Fittings
EA
$
550.00
$
-
Misc.
67
Turbidity Screen
200 LF
$
40.00
$
8,000.00
68
Guardrail
50 LF
$
250.00
$
12,500.00
69
6' High Chain Link Fe ice w/ Gates
6000 LF
$
25.00
$
150,000.00
70
Land Purchase (in Acres)
50 AC
$
50,000.00
$
2,500,000.00
71
Core and Connect to Exist. Drainage Structures
EA
$
1,800.00
$
-
SUB TOTAL
$
9,713,401.00
Excluding land purchasing,
Engineering Design, Permitting,
20% Const. Services (Varies)
$1,233,060.00
10% CONTINGENCY
$
971,340.10
TOTAL ESTIMATED CONSTRUCTION COST
11,917,801.10
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT 01
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls PAGE 2 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P1A
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) (BY SFWMD)
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type 'E' Inlet
37 Type 'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
175,910.00
$ 175,910.00
2%
1
LS
$
50,260.00
$ 50,260.00
5%
1
LS
$
125,650.00
$ 125,650.00
2%
1
LS
$
50,260.00
$ 50,260.00
1%
1
LS
$
25,130.00
$ 25,130.00
CY
$
10.00
$ -
23400
CY
$
12.00
$ 280,800.00
177700
SY
$
2.00
$ 355,400.00
CY
$
10.00
$ -
CY
$
10.00
$
CY
$
12.00
$
CY
$
12.00
$
149280
CY
$
10.00
$ 1,492,800.00
CY
$
7.00
$
AC
$
3,000.00
$
AC
$
120,000.00
$ -
LF
$
12.00
$ -
LF
$
12.00
$ -
EA
$
500.00
$ -
SY
$
15.00
$ -
SY
$
30.00
$ -
SY
$
30.00
$
SY
$
7.00
$
SY
$
4.00
$
SY
$
7.50
$
EA
$
6,000.00
$
EA
$
160,000.00
$
EA
$
10,000.00
$
EA
$
8,000.00
$
EA
$
12,000.00
$
1
LS
$
-
$
LS
$
1,500,000.00
$ -
1
EA
$
120,000.00
$ 120,000.00
EA
$
160,000.00
$ -
EA
$
50,000.00
$
EA
$
7,500.00
$
EA
$
10,000.00
$
EA
$
4,000.00
$
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT PIA
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P1A
ITEM No.
DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box Culvert
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HDPE
50 36" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HDPE
54 24" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Section
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY
UNIT
UNIT COST
TOTAL
EA
$
5,500.00
$
EA
$
8,000.00
$
-
EA
$
4,500.00
$
-
EA
$
5,000.00
$
-
EA
$
1,500.00
$
-
120
LF
$
2,000.00
$
240,000.00
LF
$
1,000.00
$
-
LF
$
150.00
$
LF
$
125.00
$
LF
$
100.00
$
LF
$
85.00
$
LF
$
100.00
$
LF
$
75.00
$
LF
$
70.00
$
LF
$
65.00
$
LF
$
70.00
$
LF
$
60.00
$
LF
$
55.00
$
LF
$
45.00
$
EA
$
10,000.00
$
EA
$
8,000.00
$
EA
$
6,500.00
$
EA
$
5,000.00
$
EA
$
3,500.00
$
EA
$
1,800.00
$
EA
$
1,200.00
$
EA
$
2,000.00
$
EA
$
550.00
$
-
600
LF
$
40.00
$
24,000.00
LF
$
250.00
$
-
LF
$
25.00
$
-
150
AC
$
50,000.00
$
7,500,000.00
EA
$
1,800.00
$
SUB TOTAL
Some work in this area is underway.
Excluding land purchasing,
Engineering Design, Permitting,
1s% Const. Services (Varies).
10% CONTINGENCY
$ 10,440,210.00
$376,950.00
$ 1,044,021.00
11,861,181.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P1A
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 20F2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P1B
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) (BY SFWMD)
32 Stormwater Pumping Station (75 cfs) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY UNIT UNIT COST
7% 1
LS
$
323,456.00 $
2% 1
LS
$
92,416.00 $
5% 1
LS
$
231,040.00 $
2% 1
LS
$
92,416.00 $
1 % 1
LS
$
46,208.00 $
TOTAL
323,456.00
92,416.00
231,040.00
92,416.00
46,208.00
CY
$
10.00
$ -
CY
$
12.00
$ -
SY
$
2.00
$ -
CY
$
10.00
$ -
CY
$
10.00
$ -
CY
$
12.00
$ -
CY
$
12.00
$ -
149280 CY
$
10.00
$ 1,492,800.00
CY
$
7.00
$ -
AC
$
3,000.00
$ -
AC
$
120,000.00
$ -
LF
$
12.00
$ -
LF
$
12.00
$ -
EA
$
500.00
$ -
SY
$
15.00
$ -
SY
$
30.00
$ -
SY
$
30.00
$ -
SY
$
7.00
$ -
SY
$
4.00
$ -
SY
$
7.50
$ -
EA
$
6,000.00
$ -
EA
$
160,000.00
$ -
EA
$
10,000.00
$ -
EA
$
8,000.00
$ -
EA
$
12,000.00
$ -
1 LS
$
-
$ -
1 LS
$
2,300,000.00
$ 2,300,000.00
EA
$
120,000.00
$ -
EA
$
160,000.00
$ -
EA
$
50,000.00
$ -
EA
$
7,500.00
$ -
EA
$
10,000.00
$ -
EA
$
4,000.00
$ -
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P1B
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xis
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P1B
ITEM No.
DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box Culvert
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HDPE
50 96" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HDPE
54 60" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Secton
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P'I B
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
QUANTITY
UNIT
UNIT COST
TOTAL
EA
$
5,500.00
$
EA
$
8,000.00
$
EA
$
4,500.00
$
EA
$
5,000.00
$
EA
$
1,500.00
$
LF
$
2,000.00
$
LF
$
1,000.00
$
LF
$
150.00
$
LF
$
125.00
$
LF
$
100.00
$
LF
$
85.00
$ -
40
LF
$
1,200.00
$ 48,000.00
LF
$
75.00
$ -
LF
$
70.00
$
LF
$
65.00
$ -
2520
LF
$
300.00
$ 756,000.00
LF
$
60.00
$ -
LF
$
55.00
$
LF
$
45.00
$
EA
$
10,000.00
$
EA
$
8,000.00
$
EA
$
6,500.00
$
EA
$
5,000.00
$
EA
$
3,500.00
$
EA
$
1,800.00
$
EA
$
1,200.00
$
EA
$
2,000.00
$
EA
$
550.00
$ -
600
LF
$
40.00
$ 24,000.00
LF
$
250.00
$ -
LF
$
25.00
$
150
AC
$
50,000.00
$ 7,500,000.00
EA
$
1,800.00
$
SUB TOTAL
Some work in this area is underway.
Excluding land purchasing,
Engineering Design, Permitting,
15% Const. Services (Varies).
10% CONTINGENCY
$ 12,906,336.00
$693,120.00
$ 1,290,633.60
14,890,089.60
PAGE 20F2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P2
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$ 538,009.50
$ 538,009.50
2%
1
LS
$ 153,717.00
$ 153,717.00
5%
1
LS
$ 384,292.50
$ 384,292.50
2%
1
LS
$ 153,717.00
$ 153,717.00
1%
1
LS
$ 76,858.50
$ 76,858.50
CY
$ 10.00
$ -
CY
$ 12.00
$ -
56600
SY
$ 2.00
$ 113,200.00
CY
$ 10.00
$ -
605000
CY
$ 10.00
$ 6,050,000.00
CY
$ 12.00
$ -
CY
$ 12.00
$ -
CY
$ 10.00
$ -
CY
$ 7.00
$ -
AC
$ 3,000.00
$ -
AC
$ 120,000.00
$
LF
$ 12.00
$ -
LF
$ 12.00
$
EA
$ 500.00
$ -
14000
SY
$ 15.00
$ 210,000.00
170
SY
$ 30.00
$ 5,100.00
310
SY
$ 30.00
$ 9,300.00
30000
SY
$ 7.00
$ 210,000.00
30000
SY
$ 4.00
$ 120,000.00
SY
$ 7.50
$ -
1
EA
$ 6,000.00
$ 6,000.00
EA
$ 160,000.00
$ -
EA
$ 10,000.00
$ -
7
EA
$ 8,000.00
$ 56,000.00
EA
$ 12,000.00
$ -
LS
$ 3,800,000.00
$
LS
$ 1,500,000.00
$
EA
$ 120,000.00
$
EA
$ 160,000.00
$
EA
$ 50,000.00
$ -
EA
$ 7,500.00
$
EA
$ 10,000.00
$ -
20
EA
$ 4,000.00
$ 80,000.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P2
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P2
ITEM No.
DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44
12' x 6' Conc. Box Culvert
45
6' x 6' Conc. Box CUlvert
46
48" RCP
47
42" RCP
48
36" RCP
49
36" HDPE
50
36" DIP Force Main
51
30" HDPE
52
24" RCP
53
24" HDPE
54
24" DIP Force Main
55
18" RCP
56
18" HDPE
57
15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 30" Mitered End Section
64 24" Mitered End Section
65 24" HDPE Driveway C ilvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY
UNIT
UNIT COST
TOTAL
EA
$
5,500.00
$
EA
$
8,000.00
$
-
EA
$
4,500.00
$
-
2
EA
$
5,000.00
$
10,000.00
EA
$
1,500.00
$
-
LF
$
2,000.00
$
LF
$
1,000.00
$
LF
$
150.00
$
-
LF
$
125.00
$
-
LF
$
100.00
$
-
LF
$
85.00
$
-
LF
$
100.00
$
-
LF
$
75.00
$
-
LF
$
70.00
$
-
1620
LF
$
65.00
$
105,300.00
LF
$
70.00
$
-
LF
$
60.00
$
-
4530
LF
$
55.00
$
249,150.00
320
LF
$
45.00
$
14,400.00
2
EA
$
10,000.00
$
20,000.00
EA
$
8,000.00
$
-
EA
$
6,500.00
$
-
EA
$
5,000.00
$
-
EA
$
3,500.00
$
-
EA
$
1,800.00
$
-
7
EA
$
1,200.00
$
8,400.00
23
EA
$
2,000.00
$
46,000.00
EA
$
550.00
$
-
200
LF
$
40.00
$
8,000.00
LF
$
250.00
$
-
14600
LF
$
25.00
$
365,000.00
50
AC
$
50,000.00
$
2,500,000.00
EA
$
1,800.00
$
-
SUB TOTAL
$
11,492,444.50
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services
(Varies)
$1,921,462.50
10%
CONTINGENCY
$
1,149,244.45
14,563
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P2
L:\LAND\00-0903\146 Stormwater flan\cost\Master cost sheet.xls
PAGE 2OF2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P3
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
84,889.00
$ 84,889.00
2%
1
LS
$
24,264.00
$ 24,254.00
5%
1
LS
$
60,635.00
$ 60,635.00
2%
1
LS
$
24,254.00
$ 24,254.00
1 %
1
LS
$
12,127.00
$ 12,127.00
CY
$
10.00
$ -
CY
$
12.00
$ -
SY
$
2.00
$ -
CY
$
10.00
$ -
CY
$
10.00
$ -
CY
$
12.00
$ -
CY
$
12.00
$ -
CY
$
10.00
$ -
CY
$
7.00
$ -
AC
$
3,000.00
$ -
AC
$
120,000.00
$ -
LF
$
12.00
$ -
LF
$
12.00
$ -
EA
$
500.00
$ -
11550
SY
$
15.00
$ 173,250.00
460
SY
$
30.00
$ 13,800.00
190
SY
$
30.00
$ 5,700.00
18900
SY
$
7.00
$ 132,300.00
18900
SY
$
4.00
$ 75,600.00
SY
$
7.50
$ -
1
EA
$
6,000.00
$ 6,000.00
EA
$
160,000.00
$ -
EA
$
10,000.00
$ -
2
EA
$
8,000.00
$ 16.000.00
EA
$
12,000.00
$ -
LS
$
3,800,000.00
$
LS
$
1,500,000.00
$
EA
$
120.000.00
$
EA
$
160,000.00
$ -
2
EA
$
50,000.00
$ 100,000.00
EA
$
7,500.00
$ -
EA
$
10,000.00
$ -
33
EA
$
4,000.00
$ 132,000.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P3 PAGE 1 OF 2
LALAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P3
ITEM No. DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box Culvert
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HDPE
50 36" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HDPE
54 24" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Section
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence \v/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY
UNIT
UNIT COST
TOTAL
15
EA
$
5,500.00
$
82,500.00
EA
$
8,000.00
$
-
1
EA
$
4,500.00
$
4,500.00
EA
$
5,000.00
$
-
6
EA
$
1,500.00
$
9,000.00
LF
$
2,000.00
$
-
LF
$
1,000.00
$
-
LF
$
150.00
$
-
900
LF
$
125.00
$
112,500.00
LF
$
100.00
$
-
1100
LF
$
85.00
$
93,500.00
LF
$
100.00
$
-
770
LF
$
75.00
$
57,750.00
LF
$
70.00
$
-
300
LF
$
65.00
$
19,500.00
LF
$
70.00
$
-
LF
$
60.00
$
-
1000
LF
$
55.00
$
55,000.00
1700
LF
$
45.00
$
76,500.00
EA
$
10,000.00
$
-
2
EA
$
8,000.00
$
16,000.00
EA
$
6,500.00
$
-
EA
$
5,000.00
$
EA
$
3,500.00
$
-
EA
$
1,800.00
$
-
EA
$
1,200.00
$
-
14
EA
$
2,000.00
$
28,000.00
6
EA
$
550.00
$
3,300.00
LF
$
40.00
$
-
LF
$
250.00
$
-
LF
$
25.00
$
-
AC
$
50,000.00
$
-
EA
$
1,800.00
$
-
SUB TOTAL
$
1,418,869.00
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services
(Varies)
$303,175.00
10%
CONTINGENCY
$
141,885.90
1,863,919.90
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P3
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls PAGE 2 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P4
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY UNIT UNIT COST
7% 1
LS
$
67,238.50 $
2% 1
LS
$
19,211.00 $
5% 1
LS
$
48,027.50 $
2% 1
LS
$
19,211.00 $
1% 1
LS
$
9,605.50 $
TOTAL
67,238.50
19,211.00
48,027.50
19,211.00
9,605.50
CY
$
10.00
$
CY
$
12.00
$
SY
$
2.00
$
-
CY
$
10.00
$
-
CY
$
10.00
$
-
CY
$
12.00
$
-
CY
$
12.00
$
-
CY
$
10.00
$
-
CY
$
7.00
$
-
AC
$
3,000.00
$
-
AC
$
120,000.00
$
-
LF
$
12.00
$
-
LF
$
12.00
$
EA
$
500.00
$
-
13000
SY
$
15.00
$
195,000.00
550
SY
$
30.00
$
16,500.00
550
SY
$
30.00
$
16,500.00
19000
SY
$
7.00
$
133,000.00
19000
SY
$
4.00
$
76,000.00
SY
$
7.50
$
-
1
EA
$
6,000.00
$
6,000.00
EA
$
160,000.00
$
-
EA
$
10,000.00
$
EA
$
8,000.00
$
EA
$
12,000.00
$
LS
$
3,800,000.00
$
LS
$
1,500,000.00
$
EA
$
120,000.00
$
EA
$
160,000.00
$
-
EA
$
50,000.00
$
EA
$
7,500.00
$
EA
$
10,000.00
$
-
16
EA
$
4,000.00
$
64,000.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P4
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P4
ITEM No.
DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44
12' x 6' Conc. Box Culvert
45
6' x 6' Conc. Box Culvert
46
48" RCP
47
42" RCP
48
36" RCP
49
36" HDPE
50
36" DIP Force Main
51
30" HDPE
52
24" RCP
53
24" HDPE
54
24" DIP Force Main
55
18" RCP
56
18" HDPE
57
15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Section
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY
UNIT
UNIT COST
TOTAL
16
EA
$
5,500.00
$ 88,000.00
EA
$
8,000.00
$ -
EA
$
4,500.00
$
EA
$
5,000.00
$
EA
$
1,500.00
$
LF
$
2,000.00
$
LF
$
1,000.00
$
LF
$
150.00
$ -
LF
$
125.00
$ -
LF
$
100.00
$ -
305
LF
$
85.00
$ 25,925.00
LF
$
100.00
$ -
LF
$
75.00
$
LF
$
70.00
$ -
885
LF
$
65.00
$ 57,525.00
LF
$
70.00
$ -
LF
$
60.00
$ -
3380
LF
$
55.00
$ 185,900.00
360
LF
$
45.00
$ 16,200.00
EA
$
10,000.00
$ -
EA
$
8,000.00
$
EA
$
6,500.00
$ -
EA
$
6,000.00
$ -
EA
$
3,500.00
$ -
EA
$
1,800.00
$ -
EA
$
1,200.00
$ -
40
EA
$
2,000.00
$ 80,000.00
EA
$
550.00
$ -
LF
$
40.00
$
LF
$
250.00
$
LF
$
25.00
$
AC
$
50,000.00
$
EA
$
1,800.00
$
SUB
TOTAL
$ 1,123,843.50
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services (Varies)
10% CONTINGENCY
$240,137.50
$ 112,384.35
1,476,365.35
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P4
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xis
PAGE 2 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P5 - OPTION 1
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
172,310.60
$ 172,310.60
2%
1
LS
S
49,231.60
$ 49,231.60
5%
1
LS
$
123,079.00
$ 123,079.00
2%
1
LS
$
49,231.60
$ 49,231.60
1%
1
LS
$
24,615.80
$ 24,615.80
CY
$
10.00
$ -
CY
$
12.00
$
SY
$
2.00
$
CY
$
10.00
$
CY
$
10.00
$ -
CY
$
12.00
$
CY
$
12.00
$
CY
$
10.00
$
CY
$
7.00
$
AC
$
3,000.00
$ -
AC
$
120,000.00
$ -
LF
$
12.00
$ -
LF
$
12.00
$ -
EA
$
500.00
$ -
9500
SY
$
15.00
$ 142,500.00
180
SY
$
30.00
$ 5,400.00
460
SY
$
30.00
$ 13,800.00
14180
SY
$
7.00
$ 99,260.00
14180
SY
$
4.00
$ 56,720.00
SY
$
7.50
$ -
1
EA
$
6,000.00
$ 6,000.00
EA
$
160,000.00
$ -
EA
$
10,000.00
$
EA
$
8,000.00
$
EA
$
12,000.00
$
LS
$
3,800,000.00
$
1
LS
$
1,500,000.00
$ 1,500,000.00
EA
$
120,000.00
$
EA
$
160,000.00
$ -
1
EA
$
50,000.00
$ 50,000.00
EA
$
7,500.00
$ -
EA
$
10,000.00
$ -
17
EA
$
4,000.00
$ 68,000.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P5_OPT1
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P5 - OPTION 1
ITEM No.
DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box Culve,-t
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HDPE
50 36" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HDPE
54 24" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Section
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY UNIT
UNIT COST
10 EA
$
5,500.00 $
2 EA
$
8,000.00 $
2 EA
$
4,500.00 $
EA
$
5,000.00 $
EA
$
1,500.00 $
TOTAL
55,000.00
16,000.00
9,000.00
LF $
2,000.00
$
-
LF $
1,000.00
$
LF $
150.00
$
-
880 LF $
125.00
$
110,000.00
LF $
100.00
$
-
610 LF $
85.00
$
51,850.00
LF $
100.00
$
-
LF $
75.00
$
-
LF $
70.00
$
-
LF $
65.00
$
-
75 LF $
70.00
$
5,250.00
LF $
60.00
$
-
3290 LF $
55.00
$
180,950.00
330 LF $
45.00
$
14,850.00
EA $
10,000.00
$
-
EA $
8,000.00
$
-
EA $
6,500.00
$
-
1 EA $
5,000.00
$
5,000.00
EA $
3,500.00
$
-
EA $
1,800.00
$
-
EA $
1,200.00
$
-
34 EA $
2,000.00
$
68,000.00
EA $
550.00
$
-
100 LF $
40.00
$
4,000.00
LF $
250.00
$
-
LF $
25.00
$
-
AC $
50,000.00
$
-
EA $
1,800.00
$
-
SUB TOTAL
$
2,880,048.60
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services (Varies)
$615,395.00
10% CONTINGENCY
$
288,004.86
3,783,448.46
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P5_OPT1
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 20F2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P6 - OPTION 2
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe,
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type 'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
60,888.10
$
60,888.10
2%
1
LS
$
17,396.60
$
17,396.60
5%
1
LS
$
43,491.50
$
43,491.50
2%
1
LS
$
17,396.60
$
17,396.60
1%
1
LS
$
8,698.30
$
8,698.30
CY
$
10.00
$
-
CY
$
12.00
$
SY
$
2.00
$
CY
$
10.00
$
CY
$
10.00
$
CY
$
12.00
$
CY
$
12.00
$
CY
$
10.00
$
CY
$
7.00
$
AC
$
3,000.00
$
AC
$
120,000.00
$
LF
$
12.00
$
LF
$
12.00
$
EA
$
500.00
$
-
9500
SY
$
15.00
$
142,500.00
180
SY
$
30.00
$
5,400.00
460
SY
$
30.00
$
13,800.00
14180
SY
$
7.00
$
99,260.00
14180
SY
$
4.00
$
56,720.00
SY
$
7.50
$
-
1
EA
$
6,000.00
$
6,000.00
EA
$
160,000.00
$
-
EA
$
10,000.00
$
-
1
EA
$
8,000.00
$
8,000.00
EA
$
12,000.00
$
-
LS
$
3,800,000.00
$
LS
$
1,500,000.00
$
EA
$
120,000.00
$
EA
$
160,000.00
$
EA
$
50,000.00
$
-
EA
$
7,500.00
$
EA
$
10,000.00
$
-
17
EA
$
4,000.00
$
68,000.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P6_OPT2
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P6 - OPTION 2
ITEM No.
DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box Culvertt
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HOPE
50 36" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HOPE
54 24" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Section
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY
UNIT
UNIT COST
TOTAL
10
EA
$
5,500.00
$
55,000.00
2
EA
$
8,000.00
$
16,000.00
1
EA
$
4,500.00
$
4,500.00
EA
$
5,000.00
$
-
EA
$
1,500.00
$
LF
$
2,000.00
$
LF
$
1,000.00
$
-
250
LF
$
150.00
$
37,500.00
180
LF
$
125.00
$
22,500.00
LF
$
100.00
$
-
610
LF
$
85.00
$
51,850.00
LF
$
100.00
$
-
LF
$
75.00
$
-
LF
$
70.00
$
-
LF
$
65.00
$
-
LF
$
70.00
$
-
LF
$
60.00
$
-
3290
LF
$
55.00
$
180,950.00
330
LF
$
45.00
$
14,850.00
1
EA
$
10,000.00
$
10,000.00
EA
$
8,000.00
$
-
EA
$
6,500.00
$
-
1
EA
$
5,000.00
$
5,000.00
EA
$
3,500.00
$
-
EA
$
1,800.00
$
EA
$
1,200.00
$
-
34
EA
$
2,000.00
$
68,000.00
EA
$
550.00
$
-
100
LF
$
40.00
$
4,000.00
LF
$
250.00
$
-
LF
$
25.00
$
-
39
AC
$
50,000.00
$
1,950,000.00
EA
$
1,800.00
$
SUB TOTAL
$
2,967,701.10
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services
(Varies)
$217,457.50
10%
CONTINGENCY
$
296,770.11
3,481,928.71
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P6_0PT2
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 2 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P7
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type 'E' Inlet
37 Type 'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
53,998.00
$
53,998.00
2%
1
LS
$
15,428.00
$
15,428.00
5%
1
LS
$
38,570.00
$
38,570.00
2%
1
LS
$
15,428.00
$
15,428.00
1%
1
LS
$
7,714.00
$
7,714.00
CY
$
10.00
$
-
CY
$
12.00
$
SY
$
2.00
$
CY
$
10.00
$
CY
$
10.00
$
-
CY
$
12.00
$
-
CY
$
12.00
$
-
CY
$
10.00
$
-
CY
$
7.00
$
-
AC
$
3,000.00
$
-
AC
$
120,000.00
$
-
LF
$
12.00
$
-
LF
$
12.00
$
-
EA
$
500.00
$
-
13000
SY
$
15.00
$
195,000.00
200
SY
$
30.00
$
6,000.00
240
SY
$
30.00
$
7,200.00
13600
SY
$
7.00
$
95,200.00
13600
SY
$
4.00
$
54,400.00
SY
$
7.50
$
-
1
EA
$
6,000.00
$
6,000.00
EA
$
160,000.00
$
-
EA
$
10,000.00
$
EA
$
8,000.00
$
-
1
EA
$
12,000.00
$
12,000.00
LS
$
3,800,000.00
$
-
LS
$
1,500,000.00
$
-
EA
$
120,000.00
$
-
EA
$
160,000.00
$
-
EA
$
50,000.00
$
-
EA
$
7,500.00
$
-
EA
$
10,000.00
$
-
12
EA
$
4,000.00
$
48,000.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P7
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT P7
ITEM No.
DESCRIPTION
39
C-5 Inlet
40
C-6 Inlet
41
M-5Inlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box CUlvert
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HDPE
50 36" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HDPE
54 24" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Section
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY
UNIT
5
EA $
1
EA $
5
EA $
2
EA $
EA $
240
450
1000
830
380
300
i1
18
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
EA $
EA $
EA $
EA $
EA $
EA $
EA $
EA $
EA $
UNIT COST
5,500.00 $
8,000.00 $
4,500.00 $
5,000.00 $
1,500.00 $
2,000.00 $
1,000.00 $
150.00 $
125.00 $
100.00 $
85.00 $
100.00 $
75.00 $
70.00 $
65.00 $
70.00 $
60.00 $
55.00 $
45.00 $
10,000.00 $
8,000.00 $
6,500.00 $
5,000.00 $
3,500.00 $
1,800.00 $
1,200.00 $
2,000.00 $
550.00 $
TOTAL
27, 500.00
8,000.00
22,500.00
10,000.00
30,000.00
38,250.00
75, 000.00
53,950.00
20,900.00
13,500.00
8,000.00
36,000.00
100 LF $ 40.00 $ 4,000.00
LF $ 250.00 $ -
LF $ 25.00 $
AC $ 50,000.00 $
EA $ 1,800.00 $ -
SUB TOTAL $ 902,538.00
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services (Varies) $192,850.00
10% CONTINGENCY $ 90,253.80
is 1,185,641.80
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT P7
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls
PAGE 2 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT Q1
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
70,396.20
$
70,396.20
2%
1
LS
$
20,113.20
$
20,113.20
5%
1
LS
$
50,283.00
$
50,283.00
2%
1
LS
$
20,113.20
$
20,113.20
1%
1
LS
$
10,056.60
$
10,056.60
CY
$
10.00
$
-
CY
$
12.00
$
-
32500
SY
$
2.00
$
65,000.00
CY
$
10.00
$
-
33500
CY
$
10.00
$
335,000.00
CY
$
12.00
$
-
CY
$
15.00
$
CY
$
12.00
$
-
480
CY
$
7.00
$
3,360.00
1.3
AC
$
3,000.00
$
3,900.00
AC
$
120,000.00
$
-
LF
$
12.00
$
LF
$
12.00
$
EA
$
500.00
$
-
2500
SY
$
15.00
$
37,500.00
140
SY
$
30.00
$
4,200.00
200
SY
$
30.00
$
6,000.00
6500
SY
$
7.00
$
45,500.00
6500
SY
$
4.00
$
26,000.00
SY
$
7.50
$
-
1
EA
$
6,000.00
$
6,000.00
EA
$
160,000.00
$
-
EA
$
10,000.00
$
EA
$
8,000.00
$
-
1
EA
$
12,000.00
$
12,000.00
LS
$
3,800,000.00
$
-
LS
$
1,500,000.00
$
-
EA
$
120,000.00
$
-
EA
$
160,000.00
$
-
EA
$
50,000.00
$
-
12
EA
$
7,500.00
$
90,000.00
1
EA
$
10,000.00
$
10,000.00
EA
$
4,000.00
$
-
r
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT Q1
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xis
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT Q1
ITEM No.
DESCRIPTION
39
C-5lnlet
40
C-6Inlet
41
M-5lnlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box Culvert
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HDPE
50 36" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HDPE
54 24" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Secticn
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to EXist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY
UNIT
UNIT COST
TOTAL
EA
$
5,500.00
$
-
EA
$
8,000.00
$
-
EA
$
4,500.00
$
-
EA
$
5,000.00
$
-
EA
$
1,500.00
$
-
LF
$
2,000.00
$
-
LF
$
1,000.00
$
-
LF
$
150.00
$
-
525
LF
$
125.00
$
65,625.00
LF
$
100.00
$
-
290
LF
$
85.00
$
24,650.00
LF
$
100.00
$
-
1300
LF
$
75.00
$
97,500.00
LF
$
70.00
$
-
475
LF
$
65.00
$
30,875.00
LF
$
70.00
$
-
LF
$
60.00
$
-
350
LF
$
55.00
$
19,250.00
LF
$
45.00
$
-
EA
$
10,000.00
$
-
EA
$
8,000.00
$
-
1
EA
$
6,500.00
$
6,500.00
EA
$
5,000.00
$
-
EA
$
3,500.00
$
-
2
EA
$
1,800.00
$
3,600.00
1
EA
$
1,200.00
$
1,200.00
15
EA
$
2,000.00
$
30,000.00
EA
$
550.00
$
-
100
LF
$
40.00
$
4,000.00
LF
$
250.00
$
-
2400
LF
$
25.00
$
60,000.00
7.6
AC
$
50,000.00
$
380,000.00
10
EA
$
1,800.00
$
18,000.00
SUB TOTAL
$
1,556,622.20
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services
(Varies)
$251,415.00
10%
CONTINGENCY
$
155,662.22
1,963,699.42
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT Q1
L:\LAND\00-0903\146 Stormwater Pla n\cost\M aster cost sheet.xls
PAGE 2OF2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT Q2
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-III Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
10,170.65
$ 10,170.65
2%
1
LS
$
2,905.90
$ 2,905.90
5%
1
LS
$
7,264.75
$ 7,264.75
2%
1
LS
$
2,905.90
$ 2,905.90
1 %
1
LS
$
1,452.95
$ 1,452.95
CY
$
10.00
$ -
CY
$
12.00
$ -
1500
SY
$
2.00
$ 3,000.00
CY
$
10.00
$ -
CY
$
10.00
$
CY
$
12.00
$
CY
$
12.00
$
CY
$
10.00
$ -
360
CY
$
7.00
$ 2,520.00
AC
$
3,000.00
$ -
AC
$
120,000.00
$
LF
$
12.00
$ -
LF
$
12.00
$ -
EA
$
500.00
$ -
SY
$
15.00
$ -
SY
$
30.00
$ -
95
SY
$
30.00
$ 2,850.00
SY
$
7.00
$ -
SY
$
4.00
$
SY
$
7.50
$
EA
$
6,000.00
$
EA
$
160,000.00
$
EA
$
10,000.00
$ -
EA
$
8,000.00
$ -
EA
$
12,000.00
$ -
LS
$
3,800,000.00
$ -
LS
$
1,500,000.00
$ -
EA
$
120,000.00
$ -
EA
$
160,000.00
$ -
EA
$
50,000.00
$ -
EA
$
7,500.00
$ -
EA
$
10,000.00
$ -
EA
$
4,000.00
$ -
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT Q2
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xis
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT Q2
ITEM No.
DESCRIPTION
39
C-5 Inlet
40
C-6Inlet
41
M-5Inlet
42
M-5 Manhole
43
24" Yard Drain
Drainage Pipe
44 12' x 6' Conc. Box Culvert
45 6' x 6' Conc. Box Culvert
46 48" RCP
47 42" RCP
48 36" RCP
49 36" HDPE
50 36" DIP Force Main
51 30" HDPE
52 24" RCP
53 24" HDPE
54 24" DIP Force Main
55 18" RCP
56 18" HDPE
57 15" HDPE
58 48" Conc. Headwall
59 42" Conc. Headwall
60 36" Conc. Headwall
61 24" Conc. Headwall
62 18" Conc. Headwall
63 36" Mitered End Section
64 24" Mitered End Section
65 18" HDPE Driveway Culvert w/ Flared Ends (2)
66 N-12 Adapter Fittings
Misc.
67 Turbidity Screen
68 Guardrail
69 6' High Chain Link Fence w/ Gates
70 Land Purchase (in Acres)
71 Core and Connect to Exist. Drainage Structures
TOTAL ESTIMATED CONSTRUCTION COST
QUANTITY UNIT
EA $
EA $
EA $
EA $
EA $
150
1275
7
16
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
LF $
EA $
EA $
EA $
EA $
EA $
EA $
EA $
EA $
EA $
UNIT COST
5,500.00 $
8,000.00 $
4,500.00 $
5,000.00 $
1,500.00 $
2,000.00 $
1,000.00 $
150.00 $
125.00 $
100.00 $
85.00 $
100.00 $
75.00 $
70.00 $
65.00 $
70.00 $
60.00 $
55.00 $
45.00 $
10,000.00 $
8,000.00 $
6,500.00 $
5,000.00 $
3,500.00 $
1,800.00 $
1,200.00 $
2,000.00 $
550.00 $
TOTAL
11,250.00
82,875.00
14,000.00
LF $ 40.00 $
LF $ 250.00 $
LF $ 25.00 $
AC $ 50,000.00 $ -
EA $ 1,800.00 $ 28,800.00
SUB TOTAL $ 169,995.15
Excluding land purchasing,
Engineering Design, Permitting,
25% Const. Services (Varies)
10% CONTINGENCY
$36,323.75
$ 16,999.52
223,318.42
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT Q2
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xls PAGE 2 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT R1
ITEM No. DESCRIPTION
1 Mobilization
2 Maintenance of Traffic
3 Clearing & Grubbing
4 Survey Stakeout and As-Builts
5 Density Testing
Earthwork
6 Excavate Swale Area
7 Excavate Canal Area
8 Seed & Mulch
9 Excavate Flow way Area
10 Excavate Stormwater Pond
11 Excavate Channel
12 Excavate Detention Pond
13 Perimeter Berm for Stormwater Facility
14 Fill & Compact Existing Swale Area
15 Clear & Grub Existing Flow Way
16 Construct Wetland Area w/ 5 YR Maintenance Program
Demolition
17 Remove Existing Drainage Culvert
18 Remove Existing Drainage Pipe
19 Remove Existing Drainage Structure
Road Improvements
20 1 1/4" Type S-111 Asphalt Pavement Overlay
21 Asphalt Pavement Restoration
22 Asphalt Driveway Restoration
23 Grade Swale Area
24 Seed & Mulch Swale
25 Sod Restoration
26 Striping Restoration
Drainage Structures
27 Diversion Control Structure (Sheet Pile w/ Cap)
28 Control Structure
29 5' Control Structure
30 6' Control Structure
31 Stormwater Pumping Station (250 cfs) w/ B/U Generator
32 Stormwater Pumping Station (1200 gpm) w/ B/U Generator
33 Weir Structure
34 Sheet Pile Weir Structure w/ Cap
35 Water Quality Structure
36 Type'E' Inlet
37 Type'F' Inlet
38 C-4Inlet
QUANTITY
UNIT
UNIT COST
TOTAL
7%
1
LS
$
118,930.00
$ 118,930.00
2%
1
LS
$
33,980.00
$ 33,980.00
5%
1
LS
$
84,950.00
$ 84,950.00
2%
1
LS
$
33,980.00
$ 33,980.00
1 %
1
LS
$
16,990.00
$ 16,990.00
CY
$
10.00
$ -
CY
$
12.00
$ -
68100
SY
$
2.00
$ 136,200.00
CY
$
10.00
$ -
CY
$
10.00
$ -
200
CY
$
12.00
$ 2,400.00
74700
CY
$
12.00
$ 896,400.00
CY
$
10.00
$ -
CY
$
7.00
$
AC
$
3,000.00
$ -
1.5
AC
$
120,000.00
$ 180,000.00
LF
$
12.00
$ -
LF
$
12.00
$ -
EA
$
500.00
$ -
SY
$
15.00
$ -
SY
$
30.00
$ -
SY
$
30.00
$ -
SY
$
7.00
$ -
SY
$
4.00
$ -
SY
$
7.50
$ -
EA
$
6,000.00
$ -
1
EA
$
160,000.00
$ 160,000.00
EA
$
10,000.00
$ -
EA
$
8,000.00
$ -
EA
$
12,000.00
$ -
LS
$
3,800,000.00
$ -
LS
$
1,500,000.00
$ -
EA
$
120,000.00
$ -
1
EA
$
160,000.00
$ 160,000.00
EA
$
50,000.00
$ -
EA
$
7,500.00
$ -
EA
$
10,000.00
$ -
EA
$
4,000.00
$ -
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT R1
L:\LAND\00-0903\146 Stormwater Plan\cost\Master cost sheet.xis
PAGE 1 OF 2
OKEECHOBEE COUNTY STORMWATER MASTER PLAN
CONCEPTUAL ESTIMATED CONSTRUCTION COSTS
CAS PROJECT No.: 00-0903
EXHIBIT R1
ITEM No.
DESCRIPTION
QUANTITY
UNIT
UNIT COST
TOTAL
39
C-5lnlet
EA
$
5,500.00
$
-
40
C-6Inlet
EA
$
8,000.00
$
-
41
M-5lnlet
EA
$
4,500.00
$
-
42
M-5 Manhole
EA
$
5,000.00
$
-
43
24" Yard Drain
EA
$
1,500.00
$
-
Drainage Pipe
44
12' x 6' Conc. Box Culvert
LF
$
2,000.00
$
-
45
6' x 6' Conc. Box Culvert
LF
$
1,000.00
$
-
46
48" RCP
LF
$
150.00
$
-
47
42" RCP
LF
$
125.00
$
-
48
36" RCP
200
LF
$
100.00
$
20,000.00
49
36" HDPE
LF
$
85.00
$
-
50
36" DIP Force Main
LF
$
100.00
$
51
30" HDPE
LF
$
75.00
$
52
24" RCP
LF
$
70.00
$
53
24" HDPE
LF
$
65.00
$
54
24" DIP Force Main
LF
$
70.00
$
55
18" RCP
LF
$
60.00
$
56
18" HDPE
LF
$
55.00
$
57
15" HDPE
LF
$
45.00
$
-
58
48" Conc. Headwall
EA
$
10,000.00
$
-
59
42" Conc. Headwall
EA
$
8,000.00
$
-
60
36" Conc. Headwall
EA
$
6,500.00
$
-
61
24" Conc. Headwall
EA
$
5,000.00
$
-
62
18" Conc. Headwall
EA
$
3,500.00
$
-
63
36" Mitered End Section
EA
$
1,800.00
$
-
64
24" Mitered End Section
EA
$
1,200.00
$
-
65
18" HDPE Driveway Culvert w/ Flared Ends (2)
EA
$
2,000.00
$
-
66
N-12 Adapter Fittings
EA
$
550.00
$
-
Misc.
67
Turbidity Screen
100
LF
$
40.00
$
4,000.00
68
Guardrail
LF
$
250.00
$
-
69
6' High Chain Link Fence w/ Gates
5600
LF
$
25.00
$
140,000.00
70
Land Purchase (in Acres)
14
AC
$
50,000.00
$
700,000.00
71
Core and Connect to Exist. Drainage Structures
EA
$
1,800.00
$
-
SUB TOTAL
$
2,687,830.00
Excluding land purchasing,
Engineering Design, Permitting,
20% Const. Services (Varies)
10% CONTINGENCY
TOTAL ESTIMATED CONSTRUCTION COST
$339,800.00
$ 268,783.00
3,296,413.00
Craig A. Smith Associates
IMPROVEMENTS ON EXHIBIT R1
L:\LAND\00-0903\146 Stormwater Pla n\cost\M aster cost sheet.xls
PAGE 2 OF 2
p
0
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
SECTION 8
EXHIBITS
7-4
•
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBITS
SECTION 8
LOCATION MAP
A
KEY MAP
B-132
SFWMD DRAINAGE BASIN AND
C
STRUCTURE LOCATION MAP
OKEECHOBEE COUNTY FUTURE LAND USE MAP
D
ARMY CORPS OF ENGINEERS LAND USE MAPS
EXISTING LAND USE MAP
E1
FUTURE 2010 LAND USE MAP WITH PROJECTS
E2
FLOOD ZONE MAP
F
U.S.G.S. TOPOGRAPHIC MAP
G
COMPREHENSIVE SOILS MAP
H
WATERWAYS AND CITY/COUNTY FLOWAYS MAP
I
SFWMD PERMITTED SITES MAP
J
QUESTIONNAIRE LOCATION MAP
K
EXISTING STORMWATER COLLECTION SYSTEM KEY MAP
L
DRAINAGE BASIN MAP
M
IDENTIFY PROBLEM AREA LOCATION MAP
N
0
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
EXHIBIT C
SFWMD DRAINAGE BASIN AND
STRUCTURE LOCATION MAP
Ll
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
SECTION 8
EXHIBITS
•
is
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBITS
61"1100r.3
LOCATION MAP
A
KEY MAP
B-B2
SFWMD DRAINAGE BASIN AND
C
STRUCTURE LOCATION MAP
OKEECHOBEE COUNTY FUTURE LAND USE MAP
D
ARMY CORPS OF ENGINEERS LAND USE MAPS
EXISTING LAND USE MAP
E1
FUTURE 2010 LAND USE MAP WITH PROJECTS
E2
FLOOD ZONE MAP
F
U.S.G.S. TOPOGRAPHIC MAP
G
COMPREHENSIVE SOILS MAP
H
WATERWAYS AND CITY/COUNTY FLOWAYS MAP
I
SFWMD PERMITTED SITES MAP
J
QUESTIONNAIRE LOCATION MAP
K
EXISTING STORMWATER COLLECTION SYSTEM KEY MAP
L
DRAINAGE BASIN MAP
M
IDENTIFY PROBLEM AREA LOCATION MAP
N
•
PROPOSED CONCEPTUAL STORMWATER 01-02
IMPROVEMENTS FOR FOUR SEASONS
SW AREA PROPOSED CONCEPTUAL P1A-P7
STORMWATER IMPROVEMENTS
PROPOSED CONCEPTUAL STORMWATER Q1-Q2
IMPROVEMENTS FOR DOUGLAS PARK
PROPOSED CONCEPTUAL STORMWATER R1
IMPROVEMENTS (GENERAL AREA)
7T" AVENUE DITCH CHANNEL IMPROVEMENTS S1-S9
7T" AVENUE DITCH CHANNEL IMPROVEMENTS T1-T3
TYPICAL CONSTRUCTION DETAILS AND
BEST MANAGEMENT PRACTICES DETAILS
•
•
U1-U7
•
0
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT A
LOCATION MAP
•
OSCEOLA COUNTY
0
0
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ST
EXHIBIT A
LOCATION MAP
COUNTY
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OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
4)
EXHIBIT B - B2
KEY MAP
49
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KEY MAP
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
ir
11101 DISISOUIN CROWN WAY, SURE 1
Aloos
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0
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0
LAKE OKEECHOBEE
EXHIBIT B2
KEY MAP
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROWN WAY, WIM 1
ao
WaLINMM FLORIDA 33414
(661)7a1—BT80
CFR11F1C�7E N0. LB0003, 10
0
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
0
EXHIBIT C
SFWMD DRAINAGE BASIN AND
STRUCTURE LOCATION MAP
0
0
p
W
:XHIBIT C
/I.D. DRAINAGE BASIN
JCTURE LOCATION MAP
LEGEND
®
S-191
S-135
0
S-154
0
S-65E
0
S-154C
0
L-59E
S-133
0
L-48
•
SFWM D
STRUCTURE
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
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.d
C
7
..l
0
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
0
EXHIBIT D
OKEECHOBEE COUNTY
FUTURE LAND USE MAP
E
r-7
LJ
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
EXHIBIT E1
ARMY CORPS OF ENGINEERS
EXISTING LAND USE MAP
40
_--
- try -
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•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
EXHIBIT E2
ARMY CORPS OF ENGINEERS
FUTURE 2010 LAND USE MAP
WITH PROJECTS
•
i.
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
EXHIBIT F
FLOOD ZONE MAP
is
•
:XHIBIT F
DOD ZONE MAP
LEGEND
ZONE A:
AREA OF 100—YEAR
FLOOD
FLOOD ELEVATIONS
AND FLOOD
HAZARD FACTORS
NOT
DETERMINED.
® ZONE B:
AREA BETWEEN
LIMITS OF THE
100—YEAR FLOOD
AND 500—YEAR
FLOOD; OR CERTAIN
AREAS SUBJECT TO
100 YEARS
FLOODING WITH
AVERAGE DEPTHS
LESS THAN ONE
(1) FOOT OR
WHERE THE
CONTRIBUTING
DRAINAGE AREA IS
LESS THAN ONE
(1) SQUARE MILE
OR AREAS
PROTECTED BY
LEVEES FROM THE
BASE FLOOD.
0 ZONE C:
AREA OF MINIMAL
FLOODING.
* CITY OF
OKEECHOBEE NOT
INCLUDED.
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
/A 111W Loom a FLORIDA
wAr. 414 t
lir 4s� 01 SOWN
FlARI W SUM
Coll
N0.
(6i117NO. L0
CQi1F1�17� BOW3110
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
EXHIBIT G
U.S.G.S. TOPOGRAPHIC MAP
0
�jj�\ % EXHIBIT G
_ -;:� x
eN _ 2 U,S.G.S
�1J•\ 6\ _ 4 a I1
vo o - \ \ �` Td 1�. TOPOGRAPHIC MAP
.�, of _ _ - t ��, � � ��� \ • l � � i ��_- k �
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0
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROWN WAY, SURE 1
WEL INGTON. FLORIDA 33414
�
C
(561)791-9280
CERTIFICATE. NO. LBOD03110
CJ
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT H
COMPREHENSIVE SOILS MAP
0
0
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
EXHIBIT I
WATERWAYS AND CITY/COUNTY
F LOWAYS MAP
•
'IV
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
0
EXHIBIT J
SFWMD PERMITTED
SITES MAP
0
s
LEGEND:
EXHIBIT
Q
Q
BROWN k CROSBY RANCH. SFWMD PERMIT NO. 47-DO042-S
CONNERS GABLE SUBDIVISION. SFWMD PERMIT NO. 47-00590-P
SFWMD
Q
HAZELUEF. OUILLE. SFWMD PERMIT NO. 47-00020-S
Q
VANTAGE DEVELOPMENT CORP. SFWMD PERMIT NO. 47-00065-S
PERMITTED
Q TREE CONNECTION, SFWMD PERMIT NO. 47-00450-P
Q HI-LO ACRES SFWMD PERMIT NO. 47-00231-S SITE
Q7 BRINDABAN FOREST, SFWMD PERMIT NO. 47-0092-5
TAYLOR CREEK ISLES, SFWMD PERMIT NO. 47-0052-S
Q9 SNUG HARBOR WASTE WTP, SFWMD PERMIT NO. 47-00155-S
to COKER CATTLE CORP., SFWMD PERMIT N0. 47-00476-P
11 PALM CREEK, SFWMD PERMIT NO. 47-00455-P
t2 PALM CREEK, SFWMD PERMIT NO. 47-DDS32-P
13 STARUTE RV PARK FACILITY EXPANSION, SFWMD PERMIT NO. 47-00505-P
74 HERITAGE PLACE, SFWMD PERMIT N0. 47-00138-S
t5 OAIMEW BAPRST CHURCH, SFWMD PERMIT NO. 47-OD528-P
1a WALPORE INC., SFWMD PERMIT NO. 47-00156-S
t7 PAW CREEK, SFWMD PERMIT N0. 47-G0532-P
to MURPHY OIL SFWMD PERMIT N0. 47-0044-P
79 ELEMENTARY SCHOOL SFWMD PERMIT NO. 47-00500-P
2G NEWCOMER FACILITY, SFWMD PERMIT NO. 021011-5 APP. 10
21 OKEECHOBEE CO. JAIL SFWMD PERMIT NO. 47-00146-5
® ABUOOAB CONVENIENCE STORE, SFWMD PERMT NO. 020621-18 APP. 10
23 ST. RD. 70, SFWMD PERMIT NO. 47-00504-P
24 NICHOLS SANITATION, SFWMD PERMIT NO. 47-00442-P
Q MAC MACASPFIALT. SFWMD PERMIT NO. 47-00447-P
26 LEGACY COURT SUBDMSION, SFWMD PERMIT NO. 47-00258-S
27 OKEECHOBEE ARPORT, SFWMD PERMIT NO. 47-00447-P
29 OKEECHOSM CO. AIRPORT APRON D(PANTION. SFWMD PERMIT NO. 47-00447-P
29 CONFALONE HANGER, SFWMD PERMIT NO. 47-GO074-S
® OKEECHOSM CO. T-HANGER ADDITION SFWMD PERMIT NO. 47-00074-S
N OKEECHOBEE CO. SCHOOL BOARD TRANSPORTATION. SFWMD PERMIT NO. 47-00293-S
32 OKEECHOSM ELEMENTARY SCHOOL-8, SFWMD PERMIT NO. 47-00242-S
Q) WOLFF BROS. AWRY INC., SFWMD PERMIT NO. 47-OD035-S
Q DAVIS. SAMUEL J. FAMILY TRUST, SFWMD PEWIT NO. 47-OW14-S
Q NORTHLAKE VILLAGE SHOPPING CENTER, SFWMD PERMIT NO. 47-00136-S
® INDLW RIVER COMM. COLLEGE DO(ON HENDRY CAMPUS SFWMD PERMIT NO. 47-00514-P
37 OKEECHOBEE MEDICAL CENTER, SFWMD PERMIT NO. 47-00582-P
® ROULERSON HOSPITAL, SFWMD PERMIT NO. 47-0050-S
39 OKEECOBEE HEALTH CARE FACILITY CENTER, SFWMD PERMIT NO. B3-00203-S
® N.E. 12th ST. PAVING, SFWMD PERMIT N0. 47-00314-S
41 FOOT ST. RD. 70 SLOPE RENABILITATKIN. SFWMD PERMIT NO. 47-OMI-S
42 ACRI-CAC CENTER, SFWMD PERMIT NO. 47-OUM-P
Q CEDER COVE It. SFWMD PERMIT NO. 47-00141-S
Q CONVEYANCE IMPROVEMENTS AT FOUR SEASONS SFWMD PERMIT NO. 47-0031D-S
Q STATE ROAD 710 IMPROVEMENTS, SFWMD PERMIT NO. 47-00510-P
® KING'S BAY, SFWMD PERMIT N0. 47-00126-S
a7 STATE ROAD 70. SFWMD PERMIT NO. 47-00448-P
® CONSOUDATED HRS FACILITY, SFWMD PERMIT N0. 47-00303-5
49 UNITED FEED CO. OP. INC., SFWMD PERMIT NO. 47-DOM2-S
® DOUGLAS PARK AREA DRAINAGE IMPROVEMENTS, SFWMD PERMIT NO. 47-00652-P
51 NEW TESTAMENT CHURCH, SFWMD APP. NO. 050502-1
Q SUNSHINE CARWASH, SFWMD APP. NO. 021015-2
Q DONNA DURAND BLDG., SFWMD APP. NO. 050324-11
Q GIBERT CULBRETH INVESTMENTS INC., SFWMD PERMIT N0. 47-00138-S-02
Q SENDDER LAW OFFICE„ SFWMD APP. NO. 021031-7
® SACRED HEART CATHOLIC CHURCH, SFWMD PERMIT NO. 47-00738-P
57 ABNEY & CULBRETH SUBDMSION. SFWMD PERMIT NO. 47-00435-5
® MIDDLE SCHOOL 'A -A'. SFWMD PERMIT NO. 47-00426-S
59 HARBOR FEDERAL BANK, SFWMD APP. NO. 060502-2
6o HOLIDAY INN EXPRESS, SFWMD PERMIT NO. 47-00640-P
e1 HAYNES E WILLLAMS 9.77AC, SFWMD PERMIT NO. 47-00625-P
62 WALUART SHOPPING CENTER, SFWMD PERMIT NO. 47-00136-S
® OKEECHOBEE HESS STATION, SFWMD APP. NO. 020619-1
® LINKER'S SPORTS GRILLE, SFW11D APP. NO. 050224-14
® THE GRAND PRESERVE, SFWMD PERMIT NO. 47-00740-P
66 OiMITY A/C STORAGE OFFICE SITE, SFWMD APP. NO. 050303-1
67 FatRE'LL PIT, SFWMD PERMIT NO. 47-00490-P
® GOODBREAD RV PARK, SFWMD PERMIT N0. 47-00554-P
69 S.J. DAIS TRUST SHELL MINE, SFWMD PERMIT NO. 47-00472-P
70 EAGLE POINT SUBDMSION, SFWMD PERMIT NO. 47-00558-P
71 WOLFF BROS. SHELL MINE, SFWMD PERMIT NO. 47-OMI-P
72 OMEGA SHELL MINE, SFWMD PERMIT NO. 47-00494-P
73 BAD TO THE BONE, SFWMD PERMIT NO. 47-DO459-P
74 OKEECHOSM PROFESSIONAL PLAZA, SFWMD APP. NO. 060228-6
75 PwaiARD AND ASSOCIATES OFFICE FACILITY, SFWMD MP. N0. 040105-6
76 MMZONE. SFWMD PERMIT NO. 47-00474-P
Q BEST WESTER INN OF OKEECHOBEE, SFWMD PERMIT NO. 47-00667-P
79 SARTEL'S OPTOMETRY, SFWMD APP. N0. 030724-20
79 DECARLO FAMILY TRUST, SFWMD APP. NO. DUM4-14
® SOUTHERN TRACE, SFWMD APP. NO. 051213-5
Bt TONNES OF OKEECHOBEE, SFWMD PERMIT NO. 47-00726-P
® FDOT IS 441 NO. 628WZ SFWMD PERMIT NO. 47-OMO-P
0 ARMSTRONG SUBDIVISION, SFWMD PERMIT NO. 47-00192-S
® SEMINOLE COVE, SFWMD PERMIT NO. 47-00077-S
® OUSLEY ESTATES, SFWMD PERYTT N0. 47-00053-S
ea PALM VILLAGE, SFWMD PERMIT NO. 47-00058-S
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROWN WAY, SUITE 1
WELLNGTON. FLORIN 33414
(561)791-9280
CERTIFICATE NO. LB0003110
T A o
J
�J
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
•
EXHIBIT K
QUESTIONNAIRE
LOCATION MAP
.7
11
RR
ST. ROAD 70
N
M
1
28th STREET I dih I 1_-J o
1
D
LAKE OKEECHOBEE
.?3-- �� �ffl' I
EXHIBIT K
QUESTIONNAIRE LOCATION M
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
/► �� 11181 LSOMING CROWN WAY, 4114 1 US
[`ogro\ WE1LN(56N 11-92A 33414
(58 )7NO. LB 0
CFRt1FICA NO. L80803110
•
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT L
EXISTING STORMWATER COLLECTION
SYSTEM KEY MAP
E
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT M
DRAINAGE BASIN MAP
r-�
u
E
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
LW�<il ItW
IDENTIFY PROBLEM AREA
LOCATION MAP
0
E
E
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT 01 - 02
PROPOSED CONCEPTUAL
STORMWATER IMPROVEMENTS
FOR FOUR SEASONS
f/'-- INDEX SHEET OF
a,1(B ®e-- =�` IMPROVEMENTS
AA
I
R
cp e ®� • E . a -r
s �I
®1 0 ! I `i R �y J� • JFFF
r/Q vV/ y„1JLI I �i�.•L "Q! f �1iJf�.J�®F t--aa"' / ' --�
��� 3�"_T9WU7� 11 Wfil It -A: A_�1ll�� �." - - — - I '
�—(LFIJ
P 1'u
c�-���_�'-'_=-tee
�2 " i� rl rnl"rt-Jrr rnl-'ir r-i r-�[ ;• i I ��I �� �' _ _ .__ _
LOKEE_U`IFIOBEE
ST. ROAD 70---
N _1.L.=.{ =i "'y4'=ti� •�. f � � F'�j - � - ���'r.' ��" � . _ T.1}7---- � - - I� - Lly
,
I_ i _ - e`jkCti±•y C7 hY1_ r l�.;ts /j
It_
r_
—"_ -- r i 'iC d_k[-.�-`-� 1- - � ,.•��• ® r. z =�.II_! t�il I I�hl ��-
3 Y
TT rfTT
- -_=, , _ _ EL
00
NA
196 ---
.L11 II1I.1111 P
N --
r -
_S.W. 28th STREET 1'Em
\J
rI W.
-I-i
w
a I
2 1 - r �\
YLA a' �I -
I
v II •�� C ; L '� - �- - — .. _-.; ' �d � � �
P1a,lA
U) I P1 b i
-
s LAKE OKEECHOBEE
8
! CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
111W SOUTH CROWN WAY, 414E 1 /� !�
WEL.IF,= F OPJOA-92a 33414 [`oloo
set 7No. UBO
CEHIIFl N0. LB0003110
?-..0 C LJ
40 1, >
,-,I. �" Ls
(2)
XISTING DRAINAGE
FLOW WAY
NMI
IM
.�
•••�•
•••�•
• :•
PROPOSED CONTROL STRUCTURE
aaQ (SEE SECTION D-D)
a PROPOSED FLOW
WAY WIDENING, 1400'-
15' BOTTOM WIDTH;
w/3:1 SS
PROPOSED
TURBIDITY
N1 SCREEN
^G
0
Q
ca
0
(2) PROPOSED 6'x6'
CONC. BOX CULVERTS
PROPOSED FLOW
WAY WIDENING, 1200'-
15' BOTTOM WIDTH;
w/2:1 SS
mumull
lw�
iumm
<)/ OIL
0
REMOVE EXIST. DRAINAGE PIPE AND REPLACE
�L-�-(2) PROPOSED 50 L.F.-36" R.C.P.
I I I PROPOSED DIVERSION /
C.P._ N.E. 4th ST. CONTROL STRUCTURE EXISTING
I I / (SEE DETAIL) BOX /
x6' —CULVERT /
RTS N.E. 2nd ST. I /
i I II F /
C"VI
FLOWS WAY
PROPOSED /
6240 L.F. PROPOSED
I CHAIN LINK FLOW WAY A A /
WIDENING, 1700'-
14' B.W; w/2:1 SS
EXISTING DRAINAGE I /
PIPES AND DITCH
TO BE (REMOVED
o S 8th T N.E. 80th AVE ROADWAY
M SWALE FLOWWAYS
L "I
EXISTING DRAINAGE
B" FLOW WAY
\
t B L PROPOSED CANAL SECTION T0- \ /
i NUBBIN SLOUGH STORMWATER
TREATMENT AREA \ /
i
B � S.F.W. M.D.
(NUBBIN SLOUGH STORMWATER TREATMENT AREA)
k\\
1 EXISTING DIRAINAGE
FLOW WAY
� I
PROPOSED 48" R.C.P. CULVERT
PROPOSED 50 ACRE
STORMWATER POND
PROPOSED CANAL
NOTE:
TOPOGRAPHY TO BE FURTHER ANALYZED TO DETERMINE
ACTUAL L NGTH OF CANAL TO NUBBIN SLOUGH.
101
ENTER ST.
EXHIBIT 01
f-ROPOSED CONCEPTUAL
STORMWATER
IMPROVEMENTS FOR
FOUR SEASONS
N.T.S.
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS-PLANNERSSURVEYORS
11101 SOUTH CROWN WAY. SUDS 1 oAlom'WELLINGTON, FLORIDA 33414
(51 701-9TB0 CAM
CMnFM NO, LB0003110
23'
• 3' 16' SWA
MATCH EXIST. I
GRADE
2 2 '2
N
cn
z
J
P-.
0
.n
V
c
66' R/W
20-
23' —
10' 4' 16' SWALE
ROADWAY SHOULDER
3'
MATCH
EXIST. GRADE
/ 30' 20'
I ' <
' >
` I
I 302
'Sory
I
w
w
z
7,
z
2
WCE
VARIES
EXHIBIT 02
PROPOSED CONCEPTUAL
STORMWATER IMPROVEMENTS
FOR FOUR SEASONS
130'
30, 20' 30'
N.G
1
PROPOSED CANAL SECTION B-B
N.E. 80th AVE. SECTION A -A
PROPOSED 22.5' WIDE WEIR
PROPOSED CONCRETE CAP W/ CREST EL=31.5
EXISTING TOP
OF BANK
I I
I I
c
- -
PROPOSED SHEET
,QI
I
PILING (TYP.)
t
m:
I I
I EXISTING COUNTY
FLOW WAY
BOTTOM OF EXISTING
w,
COUNTY FLOW WAY
EXISTING BOX CULVERT
I \— - - - - - - -
\\
FOUR SEASONS AND 7th AVENUE
DITCH DIVERSION WALLS
I
SECTION C-C
PROPOSED DIVERSION
CENTER STREET!
CONTROL STRUCTURE,
SEE SECTION 'C-C'
PROPOSED CONCRETE CAP
EXISTING C.M.P.
PIPE
12'
4.75'
4.75'
TO PROPOSED
_
EXISTING COUNTY
f�.
AC. �l�-'
STORMWATER POND
���
FLOW WAY50
"25'
EXISTING TOP
OF BANK
PROPOSED SHEET
ol
1(
PILING (TYP.)
PROPOSED ROADWAY
SWALE FLOW WAY,
--"
BOTTOM OF EXISTING
SEE SECTION 'A -A'
COUNTY FLOW WAY
TO S.F.W.M.D. NUBBIN
SLOUGH STORMWATER
FOUR SEASONS DITCH DIVERSION WALL
TREATMENT AREA
SECTION D-D
DIVERSION
CONTROL DETAIL
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS-PLANNERS-SURVEYORS
w 11101 SOUTH CROWN WAY, SURE 1
WELLINGTON, FLORIDA 33414
CIS
(5681-0280
CEBfIFl17
CA NO. LBDD03110 "
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
0
EXHIBIT P1A - P7
SW AREA PROPOSED CONCEPTUAL
STORMWATER IMPROVEMENTS
0
30.00' 12.00' 30.00' 12.00' 30.00'
VARIES q
2 2
PROPOSED CANAL SECTION
EXHIBIT P1A
SW AREA PROPOSED
CONCEPTUAL STORMWATER
IMPROVEMENTS
(OPTION 1)
W ` ��� I I�;,jl L121�-�51i.0.
Dt
Z n ^ ♦i/� �"� "3 � 1i'Y - y�j �'j'1 1 `i[•....-w_�tti i�t ! 1, ray .it' -��i I
a
3 L.IJ _ „r• j �f' ^�,- r a� Y_7 a it c • } f:; a w.'_c .'� .�' ', r" +�,"• d . ) I ^ '� - !
O
— + •'F ,Ft � 'ariy` `-^��;��1 � [��y�S 'y,—'�i — �T i�i�;ii'�: ._: `v J, t?'1i�':� '.:iP. �_ ..� '-`i j�j�' ��9.,, - �
o � { i �'" �, � . 1 _ � .a: _ _ .. J': 1 � '' .,# � --,�T .t��e�e�,, ��— t � r a'�?�r-y� r� .� — '' �'• - �} J. , .� � '� :tq � a: y . � •�_. - = t ft r ! �I�il � >�� ��.3 �%v,� ��� n *�.y i '!•�' 9 �•� � /' •'yt� 1�
5 _ �. ,�,; ". � � �- 9-1 I':. {�ln iF`i .ilS,,b a. ��a � _ 1 - •�l _ �('' i?' .. Y'-�' i _ . � 1L.''i-. �'/_' .�, �
`PAN"
1:t^ri
tt\ ( '�-a• ��. t, a-).#:f. • 7 -l�r,• j. T ,`....� "_,.•3iL _ ! t•C; N.
L o - ! R -- �'' x' OPTION 1 _...�
PROPOSED 250 C.F.S. '= li ,. .
1
O I i PUMP STATION / 'i I ' r� {
7 �! t
- PROPOSED CONCRETE HEADWALLS � 21_ -'� 1I ' � .• I - ,35,:
N -- -- -- PROPOSED 2 60 LF. �..Il AL �, ' `
PROPOSE�D(2) 62 L.F. 36 D.I.P. 2x6 B.C.
e sty c f PROPOSED 2,500 LF. OF CANAL.
30
a.i is �� ' B.W.; w/2:1 SS
PROPOSED WEIR STRUCTU v'�I 1'•: ; �`, �r �,
u
\I W.M.D.S.F.LEMKIN `7.-=r '� I �y j �.1� �.� ' • 4 '_ !►'
f I�.� �� CREEK URB/.\1'4.t r �� ��
i\ S.F.W.M.D. LEMKIN _� li.,
�^•� L 'sT CREEK URBAN � RSTORM`WATER F�AgCILITY r.. + m.i�' _ e
STORMWATER FACILITY/ \�``a�f.��'
ly
L
4 PROPOSED
CONTROL STRUCTURE y_ '
r= •
E { `
o j
Im >li ,n ,L
,
LtA
� � :� '%fin >� �' �,i � ; 1 •
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
CROWN WAY, 414E 1
IIr 11101 UNGT14
CER M. NO. L80003110
Alt 4-1.1 11 MIL
-_ - -- -- = - t.�,1 �,,�� • ,1� '' EXHIBIT P1 B
� r,- I F� , "`,� `;-, � I' •I ' ?.-•j � *. 1,7 r �)' ivaa .L , tR �� �`-: __r-r�7 1� _ �L.
SW AREA PROPOSED
-•�' ' �, 1i ; F, i
r..t � CONCEPTUAL STORMWATER
• � � �i•.~"'7, � �r� : y i i � t i at,-��i �1�� _?+�-iI1.A'(ai+�l,lTysy 1
f-r .r i,; ,, 'Q ja. �: I� .. �i,. r ram"_' .•L.l' C:.
IMPROVEMENTS
(OPTION 2
} ,
A •_3
i
ii * Ii ..1 + i /• 4T LL
•-�j•^ - r Sri - i'"'- - t 1
j AO
LLJ iw"�' (^�.'� �i _!� i;';1 •L`t':_''y''- .�="_="�tac•. ` -
�d
� ��,�� � ,��. _ ' taw �;^.r �_ •� � .., ....
♦ � if •� I - v,. j k 'i _ r.. �t't_J'I n• �, ! _^.,. `` ,�� h'3%��.r t!
7�i Ili A G_l ZE NVI, I
250 C.F.S. -----—--��,-�r:A'
PROPOSED _-
O ; „PROPOSED 40 L.F.-96"_D.LP. STORMWATER F_.M.gs;'
PUMP STATION I PROPOSED CONCRETE ,ffi.+=;s_ I I�i
HEADWALL w/ GATE !+ �!r PROPOSED 75 C.F.S..
oY - - - - --- - �_ ._ • JI �, .- 1 PUMP STATION
PROPOSED (2) 62 L.F. 36" D.I.P.Ailiall
1 y 1 r
-i
PROPOSED 2.520 L.F. 60"
> S'r' ,:•; '<ic ii D.I.P. STOR_MWATER F.M.'
Jzir INN
�•I S.F.W. M.D. LEMKIN .z.� .-- - �' , y�? , :1 r - ,_ i
CREEK URBAN:_ = j OPTION 2 �1%'• -c?�,c t�:„'" i :y Sd
S.F.W.M.D. LEMKIN A s 1
PSTORMWATER FACILITY
O t� \ 1t� CREEK URBAN /� \� ® c; li
STORMWATER FACILITY _` ►` - .��h.- —. IIjY
O , y 'W ililli. 7yt i j� y '•` 5' t.
,
N� ~� — :x• yy �.r+T. � `:.i n���`%��tib .3 y '�'r,' `Y^�4G;'�t�• ^ :',�. 'j,
' 71
O
PROPOSED'—`
;, rl,
CONTROL STRUCTURE
it r
Q` ' `1 •'i ,� 1
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
111W UNGT CROWN WAY. SURE 7
VIEWNGfH r OWN VA 33414
(581 7B7-B280
CE5i11FM NO. IB0003110
0
PROPOSED 175 L.F.I 24' H.D.P.E. -
PROPOSED 550 LF.-18' H.D.P.E. PROPOSED
I CONTROL
PROPOSED CI4 INLET I STRUCTURE
S.W. 21st STREET �.. w►
PROPOSED 40 LF.-15' H.D.P.E
PROPOSED C- I INLET
0. PROPOSED 40 L.F.-18' H.D.P.E.
PROPOSED C -4 INLET
.n
PROPOSED 175 LF.-118" H.D. P.E.
\�
� PROPOSE 4 INLET\
Q" PROPOSED 450 L.F.-18'
o H.D\ \ NT-4 IPROPOSED C - A
0
P---r
PROPOSED
40 LF..``
3
PROPOSED
C-4 INLET -
III1
�
0.
—PROPOSED
40 LF.-15'
H.D.P.E.-
m
f?
PROPOSED
PROPOSED 275-
cy
L.F.-1 8' H.D.P.E. -
W
a
Z
CD-1�
c
N
v
a
to
0.
d
n
m
d
m
PROPOSED C-4
^\\\\ CONTROL ST/RYCTURI
ED 40 LF.-15' H.D.P.E.
ROPOSED C-4 INLET
PROPOSED
220 LF.-
18' H.D.P.E.
r PROPOSED C-4 INLET
S.W.1 22nd CIRR�
PROPOSED 630 LF.-
18' H.D.P.E.
PROPOSE[
40 18' H.D.P.E
PROPOSED 760 LF.-18' H.D.P.E.
o PROPOSED C-4 INLET
c� PROPOSED
40 LF.- - -- --
15' H.D.P.E
PROPOSED C-4 71NLET
0
O
O
b
n
X—X—X—X—X—X--j .._.._.._.._.._.._.._.._.._..
ROPOSED 200 LF.
24' H.D.P.E.Jr
FLARED END
J I SECTION
ITT II
II ��
:)POSED 250 L.F.
4' H.D.P.E. II
FLARED END
SECTION
PROPpSED 500 LF
24XH.DIP.E.
1 III
PROPOSED
45-24'
BEND
PROPOS D
C-4 INIEr
ol
5' H.D.P.E.
'OSED C-4 INLET
X FLARED END SECTION
OSED C-5 CONTROL STRUCTURE -
RGPOSED
25 ACRE
STO R M WATER
PONCYi�-
ED C-5 CONTROL STRUCTURE
PROPOSED 200 LF.-24' H.D.P.E.
FLARED END SECTION
PROPOSED 750 LF.-18' H.D.P.E.
PROPOSED C-4
-�X
— PROPOSED �ti ��
PROPOSED
—40 LF.-
40 LF.- -
15' H.D.P.E.
15' H.D.P.E.
PROPOSED C-4 INLET
PROPOSED C-4
o
IT
<L
I
W
I
ii
WI
Q
L
(O
I
�I PROPOSED
ui
1-jc
II 25 ACRE
11 STORMWATER
III-
II POND
_ PROPOSED TURBIDITY SCREEN
II PROPOSED 100 LF.-24' H.D.P.E.
�- PROPOSED C-5
II CONTROL STRUCTURE
n FLARED END SECTION-
PROPOSED TURBIDITY SCREEN
-X—X—X—X—X—X—X—
PROPOSED 14,542 L.F.
CHAIN LINK FENCE
FLARED END SECTION
S.W. 28th STREET '
EXHIBIT P2
SW AREA PROPOSED
CONCEPTUAL STORMWATER
IMPROVEMENTS
II
I I
I I
I
I
I —
I
II
II
II
II
SEE IXHIBIT P7 I I I
FOR ADDITIONAL
NFORMATION
I I
IXISTING (2) 48 C.M.P.
I I
I.E.=17.3
PROPOSED 800 LF.-48' R.C.P.—II
-- PROPOSED M-5 MANHOLE
II
Ij
III
PROPOSED TURBIDITY SCREEN
--1------ --
-
I
I
I I
PROPOSED DIVERSION WALL,
SEE EXHIBIT S7 FOR
--------- ---E
w�
U
I
ADDITIONAL INFORMATION
O H M
a
I I
PROPOSED TURBIDITY SCREEN
II
II Q
SEE EXHIBIT S7 FOR
}i
ADDITIONAL INFORMATION
I �
II �
II LL
II
II �
W
II
J
W
II
Q
II
II
C)
II
II Z
II X
II LLI
II
II
II
m
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS-PLANNERS-SURVEYORS
w 11101 SOUTH CROWN WAY. SUITE 1
( WELUNOTON. FLORIDA 33414
(5601-8280
CERDFl1 7
CA NO, LBOD33110
3
a
C4
a
a
W
a
v
PROPOSED 35 L.F.-42" R.C.P.
PROPOSED WATER QUALITY -
AND CONTROL STRUCTURE
PROPOSED 50 L.F.-42" R.C.P. --�
^^� S.W. 28th ST.
EXISTING BOX CULVERTS -
I
PROPOSED CONCRETi HEADWALL
PROPOSED 35 L.F.-42" R.C.P
PROPOSED 50 L.F.-42" R.C.P.
PROPOSED CONCRETE HEADWALL-
---- EXISTING BOX CULVERTS
I
I
I
n
I
)I
1
I
L
Q
�
� PROPOSED 250
Ui L.F.-36" H.D.P.E
PROPOSED 200 LF.-
42" R.C.P.
PROPOSED TYPE
'C-5' INLET
PROPOSED 24" YARD DRAIN,
S TO PROPOSED INLET (TYP. 6)
PROPOSED 50 L.F.-15"
PROPOSED 100 L.F.-18' H.D.P.E.
PROPOSED M-5 MANHOLE
PROPOSED 100 LF.-24" H.D.P.E.
PROPOSED TYPE 'C-5' INLET
PROPOSED
PROPOSED
PROPOSED PROPOSED
35 L.F.-
35 LF.-
35 LF.- 35 L.F.-
15" H.D.P.E.
15' H.D.P.E.
15" H.D.P.E. 15" H.D.P.E1
PROPOSED
I
PROPOSED 250 LF.- PROPOSED 250 LF.- 50 L.
I
30" H.D.P.E.
30" H.D.P.E. 24" H.D.P.E.
PROPOSED TYPE
'C-5' INLET
PROPOSED 250
PROPOSED
I
LF.-36" H.D.P.E
150 LF.-
I-- PROPOSED TURBIDITY SCREEN
18" H.D.P.E.
I
PROPOSED TYPE 'C-4' INLET
(UNLESS OTHERWISE NOTED; TYP.)
PROPOSED
U
150 LF.-
18" H.D.P.E.
I
M
I
I EXISTING COUNTY
I FLOW WAY
I
I
I
I
I
I
I
I
I
I
i
I
�
PROPOSED WATER QUALITY AND CONTROL STRUCTURE
PROPOSED 35 L.F.-42" R.C.P. PROPOSED
PROPOSED TYPE 'C-5' INLET LF.-18'
150
H.D.P.E.
PROPOSED 250 LF.-42' R.C.P. PROPOSED
PROPOSED 35 LF.- 'C-5'
15" H.D.P.E. PROPOSED 275 PROPOSED 300
TYPE
INLET
L.F.-36: H.D.P.E. LF.-36: H.D.P.E. PROPOSED 225 LF.-J
PROPOSED 35 LF.- 30" H.D.P.E.
15" H.D.P.E.
IV
EXHIBIT P3
SW AREA PROPOSED
CONCEPTUAL
STORMWATER
IMPROVEMENTS
PROPOSED
35 LF.- N.T.S.
15" H.D.P.E.
PROPOSED
150 L.F.-
15" H.D.P.E.
PROPOSED 50 LF.-15" H.D.P.E.
PROPOSED 250 LF.-15" H.D.P.E.
PROPOSED 50 LF.-15" H.D.P.E.
PROPOSED 50 LF.-15" H.D.P.E.
PROPOSED 175 L.F.-15" H.D.P.I
PROPOSED 50 L.F.-15" H.D.P.E.
PROPOSED 175 L.F.-18" H.D.P.E.
PROPOSED 50 LF.-15" H.D.P.E.
PROPOSED 175 LF.-18" H.D.P.E.
PROPOSED 50 LF.-15" H.D.P.E.
PROPOSED 150 LF.-24' H.D.P.E.
PROPOSED 150
LF.-18" H.D.P.E.
250 L.F.-15" H.D.P.E.
S.W. 32nd ST.
--Iv-
0_
In
r
0
ui
PROPOSED TYPE 'C-5' INLEfIiy / PROPOSED PROPOSED `PROPOSED PROPOSED PROPOSED PROPOSED
PROPOSED 100 LF.-4 2' R.C.P. !TJ 35 LF.- 35 LF.- 35 LF.- 35 LF.- 35 LF.- 35 L.F.-
PROPOSED PROPOSED 15" H.D.P.E. 15" H.D.P.E. 15' H.D.P.E. 15" H.D.P.E. 30" H.D.P.E. 15" H.D.P.E.
PROPOSED TYPEI 150 LF.- PROPOSED TYPE PROPOSED TYPE PROPOSED TYPE PROPOSED TYPE PROPOSED TYPE
'C-5' INLETI 1 42" R.C.P. 'C-5' INLET 'C-5' INLET 'C-5' INLET 'C-5' INLET 'C-5' INLET
I I PROPOSED TURBIDITY SCREEN
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROWN WAY. SUITE 1
Wf1UN(562 1-925 33414
(561)7NO, U 0
CFRTIFlG 1 N0. 190003110
•
S.W. 16th ST.
.O
10
c
I
EXHIBIT P4
SW AREA PROPOSED
CONCEPTUAL STORMWATER
IMPROVEMENTS
FOR OAK PARK
(OPTION 1 / 2)
N.T.S.
CRAIG A. SMITH & ASSOCIATES
0
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
O
O
11101 sourl CROWN ,
WEIIJNGION, FlDRIOA 33414Como
-9250
CEHIIFlCAI� N0. 30003110
)POSED 4001 11.-18'
PROPOSED C-4 INLET
PROPOSED 30 L.F.
15" H.D.P.E. -
'ROPOSED C-4 INLET
PROPOSED 400 LF.-18' H.D.P.E.
.u.P.t. PROPOSED 0 LF.-i8' H.D.P.E.
PROPOSED C-4 INLET
PROPOSED 30 L.F.
15' H.O.P.E.
PROPOSED IC-4 INLET
SED 30 LF.
15" H.D. P.E.
C-4 INLET
lea
PROPOSED C-4 INLET
PROPOSED 30 LF. 15' H.D.P.E
__----PROPOSEDC-4 INLET
PROPOSED
\ PROPOSED C4 INLET
PROPOSED 30 LF.-15' H.D.P.E.
PROPOSED CED C
W
L_
V))))
30 L.F.-18" H. D.P.E.
DPOSED C-5 INLET 1+)
PROPOSED C-5 INLET I
PROPOSED 30 LF.-15" H.D.P.E.
PROPOSED 30 L.F.-18' H.D.P.E.
I PROPOSED C-5 INLET -
400 LF.-18" HID.P.E. ---\
PROPOSED C-5 INLET
'ROPOSED 30 LF.-15"
ROPOSED 30 LF.-18" H.D.P.E.
PROPOSED C-5 INLET -
400 LF.-18' H.D.P.E.
PROPOSED
C-5
INLET
I
—[
PROPOSED
PROPOSED
�-/-
400 L.F.-18-
CI
I
H.O.P.E.
4 INLESiI
I
. 21
st ST.
rrnuruww �U L.F.
N`, .^ii• 15" H.D.P.E.
PROPOSED 30 L.F.
36' H.D.P.E.
PROPOSED I -5 INLETPROPOSED
C-4
INLET
r- PROPOSED 275 LF.-36H.D.P.E.
PROPOSED
400 L.F.-18'
H.D.P.E.
PROPOSED C-5 INLET
%PROPOSED
CI-4
INLET
S.
22
d ST.
PRUF'U�,LU 3U L.1.
15' H.D.P.E.
PROPOSED 30 LF.
36" H.D.P.E.
PROPOSED INLETI
PROPOSED
C-4
INLET
I-5
PROPOSED 275 LF.-36"
H.D.P.E.
rr
tC-1NLET
PROPOSED
400 LF.-18'
H.D.P.E.
PROPOSED
PROPOSED CI-4
INLET
S.W.
23rd ST
rUuUwaUoUL-
�/� 15' H.D.P.E.
R.C.P.
POSED C-5 I ILET — l I I I I I� PROPOSED C-4 INLET
S PROPOSED C-5 INLET 1
30 LF.-15' H.D.P.E. PROPOSED 15II0 LF.-42' R.C.P.
EXHIBIT P5
SW AREA PROPOSED
CONCEPTUAL STORMWATER
IMPROVEMENTS
FOR OAK PARK
(OPTION 1)
EXISTING FLOW WAY
N.T S.
■ PROPOSED M-5 I
MANHOLE
I
�►
■
PROPOSED ■
0.
■
■
PROPOSED 350 LF.-42' R.C.P.
PROPOSED I I
■
m
■
PUMP STATION I I
SCRE
SCREENEN ■
X
■
(1,200 GPM) w/ I I
■
Lx1
a
P5 (OPTION 1)
WATER OUALTTY
STRUCTURES i
■
■
■
1�1
■
o
■
I I
■
PROPOSMAN MOLE
p�ROPOSED
75 LF.-24" D.I.P.
z
■I
II
■
PROPOSED 350 L.F.-42" R.C.P.
I I
■
■
N
■
PROPOSED ■
0
I I
CONCRETE ■
.a
■-_ �� -��
�■ . .yf■: �F.y�.:■
■■■
■■■■■■■■■■■
I
■..■.■..■■■■I■1r■■■■■■...■.■II!
HEADWALL ■
-
`VJ \`��'
`\�
I♦
col
//' \J`
�'
/�
�— TURBIDITY SCREEN
PROPOSED
EXISTING
LAKE
3
I�
II I I
/
I I
I I I
g
CRAIG A. SMITH & ASSOCIATES
p'
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
O
C111011
SOUTH �,NGR1NCROWN W �1 SUITE 1
CAM
�y
()781-8250
CERnF tX1V- NO. LB0003110
U
1
1
1.
1
wf_
s
I I
1 I
t
�
I I
I I
I I
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)POSED 400, LF.-18'
�H.D.P.E.
I
PROPOSED
PROPOSED
0 LF.-18'
C-4 INLET
I
H.D-P.E.
I �
PROPOSED
30 LF.-18'
PROPOSED
H.D.P.E
I I
C-5 INLET �
�-PROPOSED
C-5 INLET
PROPOSED
400 LF.-18' H.D.P.E.
I I
PROPOSED C-4 INLET
I I
/
PROPOSED C-4 INLET
PROPOSED 30 LF.
15' H.D.P.E
IROPOSED C-4 INLET
PROPOSED 400 LF.-18' H.D.P.E.
PROPOSED 30-CF-
15H.D.P.E. -
PROPOSED �C-4 INLET
— PROPOSED 45-
18' BEND
PROPOSED C-5 I ILET
'ROPOSED 30 LF.-15' H.D.P.E. 4
'ROPOSED 30 LF.-18' H.D.P.E.
PROPOSED C-5 INLET -
400 LF.-18' H.D.P.E.
PROPOSED C4 INLET
30 LF. PROPOSED 30
H.D.P.E.
/PROPOSED C-4 INLET
C-4 INLET
PROPOSEID C-5 INLET --'
'ROPOSED 30 LF.-15' H.D.P.E.
,ROPOSED 30 LF.-18' H.D.P.E.
PROPOSED C-5 INLET -
400 LF.-18' H.D.P.E
C-4
PROPOSED 30 LF.-15' HI
PROPOSED C-4 INLET *I
LD030
RPOSED C-5 INLET \
PROPOLF.-15' H.D.P.E S
■
■
■
■ PROPOSED M-5 MANHOLE I
■ PROPOSED II I
P6 (OPTION 2) DRAINAGE
EASEMENT
■ I �
■ I I
■ I I
■ PROPOSED CONCRETE HEADWALL I
I
� i I
S.
.
21 t ST.
PROPOSED
30 LF.
I
f\J�., .�,►
15' H.D.P.E
—PROPOSED 30 LF.
36' H.D.P.E
I I
- PROPOSED C-5 INLET
I
PROPOSED
C-4
INLET
I r
I I
PROPOSED
2715
LF.-36'
H.D.P.E.
I I
I I
PROPOSED
LF. H.D.P.E.
I I
I I
1400 �18'
PROPOSED
C-5 INLET
II PROPOSED
C-4 INLET
I I
S.
22
d ST.
PROPOSED
30 LF.
I I
M� W�
15' H.D.P.E
—PROPOSED 30 L.F.
( I
36' H.D.P.E.
I I
C-5
PROPOSED
C-4
INLET
I
- PROPOSED INLET
I
I
PROPOSED
I I
275 LF.-35' H-D.P.E.
I
I I
PROPOSED
400 LF.-18'
H.D.P.E
I I
I I
PROPOSED
C-5 INLET
PROPOSED CI-4 INLET
I`
S.W.
23rd ST.
PROPOSED
30 LF.
I I
15' H.D.P.E
I I
`- PROPOSED 30 LF.
I I
42' R.C.P.
I I
- PROPOSED C-5 INLET
PROPOSED
C-4
INLET
I I
PROPOSED 250 LF.-42' R.C.P.
I I
I I
I I
I I
I 1
I) I
I I
I I
I I
PROPOSED 250 LF.-48' R.C.P. I I
I I
I I
I I
EXISTING FLOW WAY
C
N
to
Ln
■
■
■
■
■
■
■
■
■
■
■
- PROPOSED ■
TURBIDITY ■
SCREEN ■
EXHIBIT P6
SW AREA PROPOSED
CONCEPTUAL STORMWATER
IMPROVEMENTS
FOR OAK PARK
(OPTION 2)
N.T.S.
' ` ' _�� ____ 03
I I
pR(}POSED
■
125 LF.-24' R.C.P. ■
��
PROPOSED �� PROPOSEDTURBIDITY
■
CONTROL
SCREEN STRUCTURE
I II
■
___
PROPOSED
_ - _
1
CONCRETE
PROPOSED i
I I
HEADWALL
TURBIDITY
CREEN 14
i�
I I
I I
■
�\
li \�I
■
EXISTING
*■
■
p�
LAKE
PROPOSED
TURBIDITY SCREEN
1\\
\� II
�
i�
\
11 I
■
1
o CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 90UIH CRO M WAY. SUI1E 1
33414 ■ W=
WFLdif560
1-92II
50
COMRIATE N0. IB0003110
a
•
W
a
v
M
F- 1
ui
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r -7
L A
S.W. 17th ST.
S.W. lath ST.
S.W. 20th ST.
S.W. 21st ST.
W
a
v
N
3i
1n
EXHIBIT P7
SW AREA
PROPO.qFn r.nNJ 'FPTl JAI
w
Q
F-
0
Q
d
STORMWATER
IMPROVEMENTS
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROWN WAY. SURE 1
WELUNCfON. FLOPoa 33414 US
5T 791-9290
CER0F1 N0. LBD003110
a
•
•
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT Q1 - Q2
PROPOSED CONCEPTUAL
STORMWATER IMPROVEMENTS
FOR DOUGLAS PARK
E
w
uJ Z z
w
EXISTING
0 0 Lu
DRAINAGE
ao
FLOW WA
OSED TURBIDITY SCREEN
PROPOSED 90 L.F.-
36" H.D.P.E.
ED CONC. HEADWALL
PROPOSED CONTROL STRUCTURE
PROPOSED 100 L.F.-36" H.D.P.E.
w/ PROPOSED CONC. HEADWALL
Y
PROPOSED DETENTION
POND I(4.1 AC)
PROPOSED 2344 L.F.-
CHAIN LINK FENCE
30.0
EASEMENT
(TYP.)
PROPOSED 100 L.F.-24" H.D.P.E.
w/ PROPOSED CONC. HEADWALL —
ST. ROAD 70
U)
J
U
w
ST
Llh
1 a �O�ST
t �'9i111po
w
1 Z
PROPOSED 50 L.F.- PROPOSED 50 L.F.-
18" H.D.P.E. I I 18 H.D.P.E.
T
' PROPOSED 250 L.F.-�
24" H.D.P.E.
E PROPOSED 125 L.F. � 2
24" H.D.P..E..
PROPOSED 50 L.F.-18" H.D.P.E.
PROPOSED250 L.F.-
30"IH.D.P.E.
PROPOSED 60 L.F.-
30" H.D.P.E.
W
C
PROPOSED
274 L.F.-
?" H.D.P.E.
Q n�
f�11 F
S PROPOSED 250 L.F.-
W 30" H.D.P.E.
Z
I I
TYPE 'E/F' INLET
—J I
EXISTING INLET (TYP.)
PROPOSED 250 L.F.-
42" H.D.P.E.
PROPOSED 35
30"
N.E. 5th ST.
Tal
N.E. 4th ST.
N.E. 3rd
EXHIBIT Q1
PROPOSED CONCEPTUAL
STORMWATER IMPROVEMENTS
FOR DOUGLAS PARK
N.T.S.
EXIST. STRUCTURES (TYP.)
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
ir
11101 SOUTH CROWN WAY. SUITE 1
milolls
Wfl11NGTON. FLORIDA 33414 US
(572791-0290
CERflF1 NM LB0003110
a
EXISTING 24" DRAINAGE BASIN
N I i PROPOSED TURBITITY SCREEN
0
EXHIBIT Q2
PROPOSED CONCEPTUAL
OR PROVEMAS PARKENf S
O
r �
'ROPOSED r
250 L.F.-
�
" H.D.P.E.
EXISTING INLET (TYP.)
N.E. 13th
7
JNECT
TO EXIST. INLET (TYP.)
-1 II L-1 N.E. 12t h
(1 l Lli
Q t
� � Q
ST.
ST.
N.T.S.
EXISTING 30" C.M.P. I I I +'
u � � N.E. 1 1 th ST.
EXISTING HEADWALL
> I I EXISTING DRAINAGE FLOW WAY r W
o Z Z LLl
x
EXISTING INLET (TYP.) Z
EXISTING INLET (TYP.)
----------___ EXITING TYPE INE�j N.E. 10th ST.
'E' INLET I P
— r
W FLORIDA EAST COAST RAILROAD
g \ \ ` PROPO ES D 275
S
\ / I EXIST. 24" IH.D.P.E.
/ I j DRAINAGE PROPOSED 150 L.F.-
�,,_ 214" H.D.P.E.
o ► PROPOSED 150 L.F.-��
p 30" H.D.P.E. <
a
a N. E. 8 h ST.
G J 0
U � � III
CRAIG A. SMITH & ASSOCIATES
O CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOU1H CROWN WAY. surrE 1
O CD WELLINCTON, FLORIDA 33414
(561 7G1-8480
O CERTIFlG N0. LB0003110
b
G'
a
•
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT R1
PROPOSED CONCEPTUAL
STORMWATER IMPROVEMENTS
(GENERAL AREA)
0
•
0
3
b
0
C4
a.
2
x
x
CD
O
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C
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0
OKEECHOBEE
COUNTY AIRPO T
/ Fp
EXISTING
COUNTY
FLOW WAY
P- -
ROPOSED DETENTION
PROPOSED 2718 L.F.-
I � I I I I � Hil FMT
Ufflffl HUN
F-1
HIM 1H 11
-71 717 F7 F-1 F7 1-1
�JJ
PROPOSED
CONTROL STRUCTURE
PROPOS D
SED 2795 L.F.—CHAIN LIN
ON (4.5 AC)
HAI N
ETLANO (0.5 AC)
FENC
Ln PROPOSED
200 L.F.-
36" R.C.P.
w/ (2) CONC.
HEADWALL
-� EXHIBIT R1
PROPOSED CONCEPTUAL
STORMWATER IMPROVEMENTS
cn (GENERAL AREA)
w
w
c�
Q
z
Q
0
Ln PROPOSED 70 L.F.-12'x8'
N BOX CULVERT N.T.S.
, PROPOSED TURBIDITY SCREEN
-� PROPOSED CONCRETE
HEADWALL
0
11
qR FFTPOSED -r]
4.tj � I� � E E I TI N
d'
ll;iU
1-JT L
v i-1 1
77 1 F-1 7F� F---L-InF7 177
D WETLAND (0.32 AC)
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROM WAY. SURE 1
WELLINGTOH. FLORIDA 3S414
[56 1701-OTBO
CERTIFl H0. L90000110
.-j
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
0
EXHIBIT S1 - S9
7t" AVENUE DITCH
CHANNEL IMPROVEMENTS
0
•
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71,
2
W
NL
CO.
a
4
CO,
(Al
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0
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b
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EXHIBIT S1
7th AVENUE DITCH
IMPROVEMENTS
j
GRAPHIGSDNE CHANNEL
I
,- - 40'-0•
I
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WING UBLED
FXES
I
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FFRRELL GAS
BIG LAICE ELECTRIC
LOVE ON A LEASH ECOTEC MM
ocean •c wunnu, +cur
EXISTING CHANNEL BOTTOM
27
2628-26
-------
25
/
23
22
21
2-22
20
19
9
18
8-
i
17
16
15
16
1-0
14
13
PROJECT SPECIFIC LEGEND:
- WATER VALVE
WATER METER
PROJECT SPECIFIC NOTES:
Q - SANITARY SEWER MANHOLE
1) SPECIAL PURPOSE SURVEY - ROUTE SURVEY TO ESTABLISH ARBITRARY HORIZONTAL CONTROL LINE, LOCATE AND IDENTIFY
TELEPHONE RISER
PHYSICAL FEATURES OF DRAINAGE STRUCTURES WITHIN THE UNITS OF SUBJECT AREAS IDENTIFIED AS SEDNENTS 1, 2, 3. 4, 5, EA.
T SIGN
BB, 7, AND 4 PER CLIENT REQUEST.
2) VE.RTM& CONTROL WILL BE BASED ON THE NATIONAL GEODETIC VERTICAL DATUM, 1929 ADJUSTMENT (NGVD'29).
,pa -WPP' (WOOD POWER POLE)
3) HORIZONTAL CONTROL ' BASED ON FLORIDA STATE PLANE COORDINATES. NAD 53/99 ADJUSTMENT.
4) VISIBLE AND UNDERGROUND UTILITIES ARE NOT LOCATED
ANCHOR (QU>)
5) JURISDICTIONAL AREAS ARE NOT LOCATED OR SHOWN.
FIRE HYDRANT
E) DATE OF LAST FIELD SURVEY. (15/31/05
_ SEA VALVE
7) THE SURVEY DEPICTED HERE IS NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE ADDITIONS OR DELETIONS TO SURVEY
OF THE
. STOP SIGN
®
MAPS OR REPORTS BY OTHER THAN THE EGNINO PARTY OR PARTIES IS PRO11310 WITHOUT WRITTEN CONSENT SIGNING
PARTY OR PARTIES
© - CABLE TV RISER
O/P CORRUGATED METAL PIPE
TRADEIIIIQDS PROFESSIONAL SERVICES, INC.
PVC PLASTIC PIPE
STJIEV AND YAPPERS
ROP - REINFORCED CONCRETE PIPE
lT 1WErd l
200 BW
OPP - CORRUGATED PLASTIC PIPE
Ck ..h°b, n um
T.L. (EON) 7/5-2w
APPROVED BY: ORLANDO A. RUBIO, P.E.
PREPARED FOR:
FILE NAME: 30-0903-EXB-S7-IMPROV.dW
SHEET
Date: 03N30/07
CRAIG A. SMITH &ASSOCIATES
MASTER PLAN
LAST SAVED 04/10/07 - 3:07pm
SAVED.
IXB-$l
Designed: AJC
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
OKEECHOBEE COUNTY, FL
OF
Draym; FIRM
DATE
11101 SOUTH CROWN WAY, SUITE 1
WELLINcroN• FLORIDA 334T4
c
CHANNEL IMPOVEMENTS
SCALE PROJECT
AS SHOWN 00-0903-146
9
Checked: OAR
7N1-0�
N0. LB0003110
S.W. 7th AVENUE DITCH
Talal Sl+eels
FLORIDA PROFESSIONAL ENGINEER No. 48265
.02
i�
EXHIBIT B2
7th AVENUE DITCH
+o zo o ,D
CRA%IC SORE
CHANNEL IMPROVEMENTS
1 - 40'-0
I
DRAn�G SCALES ARE DOUBLED
I
I
I
I
I
I
FOR 11 X 17 SHEET SIZES
I
i
F
I
w w
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I
y
I
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w�arrr_27.1
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----
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$
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S.F. 7T9 IVBNUi
----
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------ — — — — — — — — — — — — — — — — — — — — —
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iv,ovl Ir co
QEY-mil
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27
EXISTING CHANNEL BOTTOM
16
-26-26
-2
- - - - - - -
- - - - - -
25-25
4
20-20
15
TRADENINDS PROFESSIONAL SERVICES, INC.
SURVEYORS AND YAPPERS
aw as ara A
OYweheba n SOM
,'al: (eea) lea-aen '
n
FlLE NMF- 31-0903-IXB-S2-IMPROV.dw
SHEET
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03/30ro7
APPROVED BY: ORLANDO A. RUBIO, P.E.
CI\!'1IG A. SMITH Ot ASSOCIATES
PREPARED FOR:
STORMWATER MASTER PLAN
UST SAVED: 04/10/07 - 3:09pm
�B—S2
E.-,,s.-I
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
OKEECHOBEE COUNTY, FL
OF
RRM
,,,D, sour, CROWN WAY, SUITE ,
+)• � 3x++ A
Cr
CHANNEL IMPOVEMENTS9
SCALE
(00_6ROIECT
OAR
(( 25
aLB000.7110
S.W. 7th AVENUE DITCH
AS SHOWN
903-146
Total Sneers
..
1�DATE
FLORIDA PROFESSIONAL ENGINEER NO. 46265
CERBFICJ.eTE NQ
•
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a
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N
10
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IT
APPROVED BY: ORLANDO A. RUBIO, P.E. CRAIG A. SMITH ° ASSOCIATES PREPARED FOR: FlLE NAME. 32-0903—EXB—S3—IMPROV.drtj
Date: 03/30/07 STORMWATER MASTER PLAN LAST SAVED: 04/10/07 — 3:10pm Designed: AJC CONSULTING ENGINEERS-PLANNERS-SURVEYORSD�ym; RRM 11101 SOUTH CROWN WAY. SUITE 1 OKEECHOBEE COUNTY, FL SCALE PROJECTDATE W=WE31AiO10H, FLowDA-14 �' CHANNELIMPOVEMENTS NO. DATE REVISION BV Checked: OAR FLORIDAPROFESSIONALENGINEERNO. 46265 561 71u�t--B�O 3110 S.W. 7th AVENUE DITCH AS SHOWN 00-0903-146
0
1�
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ca
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a
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EXHIBIT S4
7th AVENUE DITCH
ZD D ,�
GRAPHIC SCALE
CHANNEL IMPROVEMENTS
• s 40.-0.
.,
I I
ARE OOUBLEO
Ci•7
I I
FOR I I S SIZES
FOR 11 X 17 SHEET SIZES
I
I I
I
I I
I
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I I
I
iwp
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------------------------
r7
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W uflrT xla ncv-bs
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---
MRS OF NEW
—7daTaZ-93e
�
EXISTING DRAINAGE
wamrrr ar'\
R
CHANNEL BOTTOM
PIPE (TO BE LOWERED
TO NEW CHANNEL
I Ol \ $
8
$
8 $
fu
I
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BOTTOM; TYP)
$
$ ri
$
g
8 $
3 II
II
/
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7 SOO1D1.10'w
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S.W 7TB AVENUE
S.W. 7TH
AVENUE
ma
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atv- sts
t'1aT 4' C!
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—_ —
CDT �R-�77f...--- ---IV O^P14i'---------
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ntv- its acv- rsr F
RESTORATION (IYP.)
I V
y
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li
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EXISTING DRAINAGE
PIPE (TO BE LOWERED
EXISTING CHANNEL BOTTOM
TO NEW CHANNEL
27-
BOTTOM; TYP.)
PROPOSED CHANNEL BOTTOM
6
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---- - - - -------------- ;I --I-------22-
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18
14
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TRADEWINDS PROFESSIONAL SERVICES, INC.
-
:
SURVEYORS AND YAPPERS
ODD atF and Ateoue
OYwbabee. Ill "m
T.t (am) x3-28e7
PREPARED FOR
FILE NAME: 33-0903-EXB-S4-IMPROV.dw,L,S6HEJETDate:
03/30/07
APPROVEDBY: ORLANDOA.RUBIO,P.E.
CRAIG A. SMITH &ASSOCIATES
STORMWATER MASTER PLAN
LAST SAVED: 04/10/07 - 3:11pm
Desi ned: AJC
CONSULTING ENGINEERS-PLANNERS-SURVEYORS9
SURE 1
LOKEECHOBEE COUNTY, FLp�yan.
PROJECT
RRM
ATE
11101 SOU1N CROWN WAY,
�'WELLINGTON, FLORIDA 33414 �
CHANNELIMPOVEMENTS
SCALE
Checked: OAR
DORIDA
561 7Na aLB0003110S.W.
7th AVENUE DITCH
ASWN00-0903-146
PROFESSIONAL ENGINEER NO. 4826E
I I
EXHIBIT S5
7th AVENUE DITCH
'0 zD D '0
CHANNEL IMPROVEMENTS
RAPHIC
FDOR� X 17 SHEET SIZESARE �
, I
1 I I I
I I W
I 1 �
I F I arAr v'azaa 1 qM I y roe ff c�x�'
i w rxi� I CFrr�aau
li h
c >o�raz'�srm � LIMITS OF NEW xr� F 6'IS%re•aa
CHANNEL BOTTOM eALYr.1^1./ Arv-tw y
o I roe � m»s� marr u'a,• F �
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Gcv - rrw � - me a 7vr tam [rev- -#
S.W. 7T9 dT2NUd $ $
$ $
I $ $ soDa3'az'E $ 8 $ $ soo43'42'S.W. 7T9 AVENDS --- ------ $ -
-----�-'>r"`i-�-------------,n- - - - - - - - - - - -
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---
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O--- - - - '_*, Ih REMOVE AND REPLACE EXISTING REMOVE AND REPLACE EXISTING
0. I U1L 48' CMP w/45 LF.-4'x7' BOX 56' IRON PIPE w/18 LF.-4•x7'
eev-a a N� CULVERT, I.E.-15.90 BOX CULVERT, I.E.-15.90
O L�� [rcv-sal
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A a awu W rK o+oane
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0. EAYX m nev- ra.f F I - ra7
EXISTING DRAINAGE RESTORATION )
v�i I rq, PIPE (TO BE LOWERED -
N ,7 TO NEW CHANNEL
c BOTTOM; TYP.)
E.
" 1e
C4
tz
O
per„ EXISTING DRAINAGE PIPE (TO BE LOWERED EXISTING CHANNEL BOTTOM
TO N CHANNEL
BOTTOM; TYP.) PROPOSED CHANNEL BOTTOM
26 -26—
a23L
4
22
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3 � z
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.�_-----
x - - - - - - - 16 -16-- _.
4)
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TFADEFINDS PROFESSIONAL SERVICES, INC.
7 SURVEYORS AND YAPPERS
am EII erd A�
Ok—baMa, FL 94M
M
CDFOR.- FlLE NAME-1"903-EXB-SS-IMPROV.dw SHEET
03/30ro7 APPROVED BY: ORLANDO A. RUBIO, P.E. PREPARED
ON Date: CRAIG A. SMITH & ASSOCIATESSTORMWATER MASTER PLAN UST SAVED: 04/10/07 - 3:12pm DCB-S5
o Designed: AJC CONSULTING ENGINEERS -PLANNERS -SURVEYORS OKEECHOBEE COUNTY, FLOF
Drawn; RRM COWS 11101 SOUIN CROWN WAY, SUITE 1 FSCA7 PROJECT
WE7.DNCION, FLORIDA 33414CAB CHANNEL IMPOVEMENTS
Checked: OAR °A�'D1-°2D0 S.W. 7th AVENUE DITCH SHN 00-0903-146 Tola 9�ee15
a NO. DATE REVISION BY FLORIDA PROFESSIONAL ENGINEER No. 48265 CERIIFl NO. LBooD3110
0
0.
O
M
M
In
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0
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ti
2
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EXHIBIT S6
/
7th AVENUE DITCH
/
J
4a so 0 4D
GRAPHICSC4E
CHANNEL IMPROVEMENTS
1' - 40 -°
/
DRAnVANG SCAM ARE DOUBLED
FOR 11 X 17 SHEET SIZES
6
PROPOSED 54' CULVERT
i
w
:a°rruwlct�
uv- mQ
/'� 5{.•
(REFER TO EXHIBIT P7)
w
Z
' ue"
REMOVE AND REPLACE EXISTING
>m o<mua
jr cra
LIMITS OF NEW
REMOVE AND REPLACE EXISTING
rra: cHolx
�
m,
48' CMP w//32 L.F.-4'x7'
atv..0
CHANNEL BOTTOM
CMP w 32
/
CULVERT, LE=15.00
Qr®ac—uQ
r ».x»
�
an-szt
BOX CULVERT, I.E=15.40
BOX .E.-15x7'
BOX
, �'-aJ•A
-------- ----------------------------
f
REMOVE AND REPLACE
EXISTING
48' CMP w/32 LF.-4'x7'
S.V. 7T& AVENUE
rzcv- +
BOX CULVERT, I.E.=14.60
.ru 8
S.W.7TB 1Y1M7!
00'23'01"w
8 8
$ $
------------�'�•--a------------
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----
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v-
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pLV- ID� QlY - JSi
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f]LY- JAI
NEA)' /.' 0/•
ELLv- t1)
48' CMP w/32 LF.-4'x7'
BOX CULVERT, I.E.=15.20
DRIVEWAY
RESTORATION (LYP.)
EXISTING
CHANNEL BOTTOM
PROPOSED CHANNEL BOTTOM
20
ig
is
---
is
is
16
--------------------------
-16---
---------------------------
11
4-4
PROPOSED 4'x7' BOX CULVERT (TYP.)
TRADEWINDS PROFESSIONAL SERVICES, INC.
SURVEYORS AND YAPPERS
200 � as a_
ok..QGnb... n s4m
T.L Leas) 7w-2w
—MW
—
Date: 03/30/07 APPROVED BY: ORLANDOA.RUBIO,P.E. CRAIG A. SMITH & ASSOCIATES PREPARED STORMWATER MASTER PLAN LAST SAVED: 04/10/077 313pmROV.dwEET
LEX6
Designed: AJC CONSULTING ENGINEERS-PLANNERSper ; RRM +++D+souLH CWM WAY. SUITE + OKEECHOBEE COUNTY, FL SCALE PROJECT �' wELIJNcrDN, anww 334,4 CI� CHANNEL IMPOVEMENTS AS SHOWN 00-0903-146Checked: OAR °A�e1��+-ems S.W. 71h AVENUE DITCH
FLORIDA PROFESSIONAL ENGINEER NO. 48265 CERRFI NO. LB0003110
P--�
t`
y
8
Date: 0313M7 APPROVEDBY: ORLANDO A. RUBIO, P.E. CRAIG A. SMITH He ASSOCIATES PREPARED FOR: LAST
NAME: 36-0g0307 — 11:43a RON.dwt6A
STORMWATER MASTER PLAN LAST SAVED: 04/18/07 — 11:43om Designed: AJC CONSULTING ENGINEERS -PLANNERS -SURVEYORS ti101 SOIlM caavx WAY, start: 1 OKEECHOBEE COUNTY, FL SCALE PROJECTDravm: RRM WEUNGTMHK �DA 33414 m CHANNELIMPOVEMENTS AS SHOWN 00-0903-146DATE S.W. 7th AVENUE DITCH Checked: Set lot-92e0
NO. DATE REVISION BY OAR FLORIDA PROFESSIONAL ENGINEER NO. 48265 CFRn NO. LB0003110
•
�II
00
W
L41
PREPARED FOR: FILE NAME: 37-0903—DCB—SB—IMPROV.dw - SHJE
Date: 113130107 APPROVED ORLANDOA.RUBIO,P.E. CRAIG A. SMITH &ASSOCIATES STORMWATER MASTER PLAN UST SAVED: 04/18/07 — 3:34pm D(B
Designed: A,IC CONSULTING ENGINEERS -PLANNERS -SURVEYORS RRM 11101 SOUTH CROWN WAY, SUTE 1 OKEECHOBEE COUNTY, FL SCALE PROJECTDom'DATE WELUNOION, ET.ORIO� J3414 �' CHANNELIMPOVEMENTS AS SHOWN 00-0903-14Checked: OAR C T27D1—°�a0 S.W. 7th AVENUE DITCH Tol
L.-
DATE REVISION BV FLORIDA PROFESSIONAL ENGINEER NO. 48265 NO. LBOD03110
Lv.
Q
0.
0
O
b
G
C
n
.7
v
.j
20 0
GRAPHIC SCALE
1- - 40'-0'
.NOTE,
W
DRAWING SCALES ARE DOUBLED
FOR 11 X 17 SHEET SIZES
In
avar.v' as
arv- rca�
yE
su raaT�ae
nw w.teaw
.ercra,�z rem
rr
"e>mwr..na
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dN_T6b
x
'
EXISTING D
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PIPE (TO E
=
TO NEW CI
BOTTOM; T)
�
wsml x' as
g
1Y_t!�
8
8
g
8
s
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m
8
_ K.
$
S.W. 7T9 AVENM mr wv3er rr
a�
uts
TY G'
QfY � � Nk3CI r°' [SP
_ I31
lY °� BNA' TJ� M fllYt' P3
rM
nyq
LIMITS F NEW
EIEY_ K/
CHANNELBOTTOM
F
a<er rr m h
atv _ r1°
q
h
DRIVEWAY
RESTORATION
EXISTING CHANNEL BOTTOM
EXISTING DRAINAGE
PIPE (TO BE LOWERED
PROPOSED CHANNEL BOTTOM
TO NEW CHANNEL
BOTTOM; TYP.)
9
9
1
t7�
17
Ilk
15
1-5
13
13--
—NEW
—
AINAGE
LOWERED
ANNEL
N
27
26
25
24
23
22
21
20
19
18
17
16
15
4
3
2
WCE-13.50
EXISTING TOP
OF BANK
EXHIBIT S9
7th AVENUE DITCH
CHANNEL IMPROVEMENTS
PARTS
IDENTIFlG.TION
JZ NO. NAME
1 FRAME
2 COVER
3 THRUST NUT
4 COVER WEDGE ASSEMBLY
5 GUIDE RAILS
6 GUIDE RAIL WEDGE ASSEMBLY
7 TOP WEDGE ASSEMBLY
I 8 BOTTOM WEDGE ASSEMBLY
9 FASTENERS
10 SEATS
A SQ.
I t 5 SERIES)
A DIA.
ISC SERIES)
i
— F —i
Him.
CLEARANCE
— G
GATE
SIZE
A
B
C
D
E
F
J1*
G
J2'
30
37.5
19.75
39
52
12.5
7
17
11.5
SLUICE GATE DETAIL
SCALE: N.T.S.
BOTTOM OF EXISTING
COUNTY FLOW WAY
SERIES 5000 SLUICE GATE,
SEE DEATIL (TYP. 6)
37.08'
DIVERSION WALL DETAIL
SCALE: N.T.S.
TRADEFINDS PROFESSIONAL SERVICES, INC.
SURVEYORS AND MAPPERS
2m er Ord
of wn.e.k n 14er8
T.L (an) vu-seer
FILE NAME: 38-0903—EXB—S9—IMPROV.dW
SHEET
Date: 03/30/07
APPROVED BY: ORLANDO A. RUBIO, P.E.
CRAIG A. SMITH & ASSOCIATES
PREPARED FOR:
STORMWATER MASTER PLAN
LAST SAVED: 04/10/07 — 4:17pm
EXB—S9
Designed: AJC
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROWN WAY, SUITE 1
OKEECHOBEE COUNTY FL
Drawn; RRM
FLORIDA 33414
1
CHANNEL IMPOVEMENTS9
C—SC-A
LEPROJECTC�WELLINGTON.
Checked: OAR
Ol.OR10A 48265
Set 7No-D18000311G
S.W. 7th AVENUE DITCH
S SHOWN
00-0903-146
PROFESSIONAL ENGINEER NO.
c;ErrIlFl
Total Sheets
0
•
0
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
EXHIBIT T1 - T3
7" AVENUE DITCH
CHANNEL IMPROVEMENTS
0
I�
0%
.0
6�1
b
R
0
EXISTING BOX
LEGEND
EXHIBIT T1
CULVERT DETAIL
o
+
(N.T.S.)
B/L
CLS
SURVEY BASELINE S
CENTERLINE OF SWALE
SCALE:1'=50'
7th AVENUE DITCH
o
I�
2'CONCP.ET
, •:. ' CAP
ELEV.
EASTING
ELEVATION
FOUND
CHANNEL
EXISTING BOX
CULVERT
tOD'
FD.
:NV
INVERT ROD AND CAP
ICI
AVERAGE
�
IMPROVEMENTS
Iz
1=
I�
824 S� LB310
INV ELEV=9.24 N = 1040294.4667
702191.7412
W
LB N
N&D
STA.
NO�RTHINNGBUSINESS
NAIL AND DISC
STATION
LIMBS OF NEW
I7
14�
a
I
I N
ELEV. - 19.49
o A
�
MID
TOE
TOP OF BANK
TOE OF SLOPE
CHANNEL BOTTOM
1N�6 y9
i
1
b'1----_-_-----
-- - - - - ------------------------------ --- ------------------------.1�----- �O----�._�-.--._---------'-------.------------------ --- ----. ------ --- ----
-'------- ------------ --- �- ^-
'A-1-1 00 TTfQO-------i3+Ud------�I4#6 ,---------------1S�OD-----17+O sy1--- �2;-----O+OC----- 21+00-------27+00---- -------24+00------ 25_t-00-_
1'E �---
----__-
BOX CULVERT
N 0O1'21' W
(SEE DETAIL
OFF: 0.00 (T)�
A°°
`
STA: 22+84.21
i
ABOVE) (A STAB 1+00)
OfF: 0.00 (T)
STA: 10+22.80
15+00
I
OFF: 0.00 (T)
STA. 14+21.72
OFF: 0.00 (T)
I
10+00
LIMITSF EXISTING SEDIMENT
I
BE
K?
4 n
a EXISTING CHANNEL
BOTTOM ELEVATION
14
13
12
11
10
ru
9
8
PROPOSED CHANNEL
BOTTOM ELEVATION
IN
SCALE:1'=50'
I*
I�
I�
1
la
I�
i
LIMITS OF NEW
CHANNEL BOTTOM
SET 60D NAIL
N - 1042293.7117
E - 709127.800
ELEV. -leas
N 0*01'21' W y�
51.82'----�--- — ----------
38+00)
I
I
'z
I�
_ _ -
e
_-_--_-_----__-_-__-----_- ----__-�__-__
___---__---_--_____—_________�----
_---_-.--fa
_—_-
---------------
---------------------
7�1-�.T R-----
`•2'— ---26+00-----
---------------— —_— `------------- �— --- --- - - - - - — - - - - - - - - - - _.--.—.--_ ——_- —*_ D—__---_-
-
_---------
--
i11
08
8 00-
-2t+00 -
---28+00 -----29+00------30+00-------31+00 ---TIDE-=3200--__
-- 3.�00=`—D0
-_—
3—_6
----_-_-
00----
—
----i--- --------
----.- - �-
1
------- ----.- ---------------- --- T
- t— -O-+--61'lx1'------;-g --F—
K--—ORvci
3i29 oe
O41 FF. 0.00 (T) �STA: 32+88.13
OFF: 0.00 (T)
- �— -�-- -
�— --{— - i -�-- I -� -
STA: 38+44.46
OFF: 0.00 (T) �STA: 35+64.32
OFF: 0.00 (T)
1
OFF: 0.00 (T)
i
1
1
UMTTS OF EXISTING SEDIMENT
I
TO BE REMOVED
.-.
o
EXISTING CHANNEL
rn
BOTTOM ELEVATION
o 0
PROPOSED CHANNEL
BOTTOM ELEVATION
3
01/24/07
N A
swu
ADD CENTERLINE OF DITCH PROFILE
2
10/27/06
IN A
SN11
REVISE PER ENGINEERING COMMENTS
JRDK
09/20/06
155 31
SNM
MAP OF SPECIFIC PURPOSE SURVEY
DATE
FB/PG
OWN
REVISION
PREPARED R - FILE 39-0903-M-TI-UMW.d"
CRAIG A. SMITH &ASSOCIATES 6FiEE
OKEECHOBEE COUNTY CONSULTING ENGINEERS -PLANNERS -SURVEYORS CHANNEL 7th AVE. DITCH LAST SAVED: 04/18/07 - 11:47o D(B-Tl
OF
(� "'G��,; &U14 (AS IMPROVEMENTS STA.10+00TO40+00 ASSHOWN 00-0903aas 1OF3
CIMIN SCALE PROJECT
t. NO. LB0003110 14
LJ
P
rI L
A
LL
d
ND
7
M
O
0
CD
0
�g
a
I
I�
IL
Iw
IZ
x %j
TOB _ _ b e1 1 e' CMP _
--- ------- --._- ----- __.------_ �..-_Y-_---._.r-------_ -16.1
--- ------- - ------Lf- ------ ------------
-- 4() I00----_-_-4L#��__42 00 --_ -_-14 t4�------44+00_—ioe____45f00_---_-46f1)Q---
I
I �� �srA: 42+03.00 /
OFF: 0.00 (T) STA: 45+35.76: 16' CMP J
OFF: 0.00 (T) TOP ELF/=17.64
i
I r y! 1
PUMP ` \
STATION \\ 01
60
---- ----- -----
------ —-------------- ------- ----------
- - - - - - - - - - - - - - - - - - - - - - - - - 4-n� -----------------
---------- ' r
----- ,a
---5510-- 0-----56+00-- ==58+00= --=
i.---- -- --- -pl0r
I 10
STA: 56+63.89 ,�91 STA: 56+66.81
OFF: 0.00 (LT) OFF: 0.00 (T)
EXHIBIT T2
SCALE,'=5D' 7th AVENUE DITCH
CHANNEL Jt
IMPROVEMENTS :A
I
I
LIMITS OF NEW Iz
-CHANNEL BOTTOM I=
I
--------------------------
49+00- _ -- 50+0`52*00----- - 53+00-------54+00--------55100-
--� _ _-`off—=__—_,0� —-----
_ _ STA: 51+32.97
OFF: 0.00 (T)
9ESu 4T :- L97+793110L.08 O
N - f04341.9812
709249.9812
STA: 47+12.26 �• ' 18.76
OFF: 0.00 (RT)
LEGEND
BA
SURVEY BASELINE
CLS
CENTERUNE OF SWALE
E
EASTING
ELEV.
ELEVATION
FD.
FOUND
IR&C
%' IRON ROD AND CAP
INV
INVERT
LB
LICENSED BUSINESS
LIMITS OF NEW N
NORTHING
CHANNEL BOTTOM N&/0
DISC
STATIONSAD
TOB
TOP OF BANK
TOE
TOE OF SLOPE
---------------
b0
--
�----�5 -- f00— - - _-6209-----�i�EbD-----------+0(}------�
1
SET rRec LB 3f 1a STA: 65+97.58 e
PROPOSED CHANNEL o STA. 64+99_73 ecc. n-An M
'D CHANNEL
ELEVATION
1
LIMITS OF EXISTING SEDIMENT
TO BE REMOVED
EXISTING CHANNEL
—BOTTOM ELEVATION
SCALE:1'=50'
It
n
II
Iw
Iz
2
U
I�
-- - --- - - - - -- - --- - -- - - -'- - - -.- - - - - - - L-
-- satnn--------------------
Nil
-��+aa-----— ��+off � �----
--I----' - 32' 3 - -j— - -I_-- - "1--
721.01
\STA: 66+68.49
OFF: 0.00 (T)
PREPARE[) FOR FI E. 40-09O3-EXB-TY-IIIP 1:4ft q
SHEET -
CRAIG A. SMITH & ASSOCIATES CHANNEL 7th AVE. DITCH LAST SAVED: 04/18/07 - 11:490m EXB—T2
3 ofEI/--
N/A 9MN ADD CENIERUNE OF DITCH PROFILE RDK O K E E C H O B E E COUNTY CONSULTING DENGINEERS-PLANNERS-SURVEYORS{`R—P
OF
10 N A SwN REVISE PER ENGINEERING CONNENiS RDK NFILN(CION. 1FLARm1 33414CAS ( CAS IMPROVEMENTS STA.10+00 TO 40+00 AS SHOWN 00-0903446 2OF3
09155 31 SWN NAP OF SPECIFIC PURPOSE SURVEY RDK CERT. N0. L80003110
NO, DATE FB/PG DWN REVISION CKO
0
a
0
Q
a
N
M
1`
O
O
N
M
v
V
CO
3
v
O
M
O
rn
O
v
1LA
AR D OR CRAIG A. SMITH & ASSOCIATES FILE: 41-QB03-IXB-T3-IYPRON.drq ffl
7 t h AVE.DITCH LAST SAVED- 04/18/07 — 1:2
a 01/21/07 NA sYM ADD CENTERLINE OF DRCN PROFILE RDK O K E E C H O B E E COUNTY CONSULTING ENGINEERS -PLANNERS -SURVEYORS CHANNEL Own 2 09/20/OBN A sYM REV15E PER ENGINEERING COLIYENfS RDK CJ�110WE11IN�CMN, 334114E'US IMPROVEMENTS STA.10 00 TO 40+00 s°ALE P1°1`CT1 09/20/06 155 31 SVM LIAP OF SPECIFIC PURPOSE SURVEY RDK �) + AS SHOWN 00-0903-446
NO. DATE FB/PG OWN REVISION CKD (. N0. LBDD03110
OKEECHOBEE COUNTY
COMPREHENSIVE URBANIZED AREA
STORMWATER MASTER PLAN
0
EXHIBIT U1 - U7
TYPICAL CONSTRUCTION DETAILS
AND BEST MANAGEMENT
PRACTICES DETAILS
•
EXHIBIT U1
0
b
a
F•
Ca
n
v
EE BAFFLE DETAIL
1
. 16 GUAGE
ATE TO BE WELDED
TOP OF BAFFLE
2RUCATED ALUMINUM
E CUT IN HALF
MIN. OR AS NOTED
THE PLAN
BRACKET OpDETAIL CC L gg ELEVATION
1 DIAMEIiEROTO BE ONEUSIZE LARGER THANLE
DISCHARGE PIPE
2. •" GALVANIZED LAG BOLT IN LEAD SHIELD.
3. WELD OR 2-1/4" THRU BOLTS.
POLLUTION BAFFLE DETAIL
CORRUGATED
ALUMINUM PIPE
CUT IN HALF.
OPEN BOTTOM
AND CLOSED TOP
FROM TYPICAL
LATERAL TRENCH
SYSTEM
CORRUGATED
ALUMINUM PIPE
CUT IN HALF.
OPEN TOP AND
CLOSED BOTTOM
PROPOSED
15" HDP
OTE 3
Ewa
0�2
4 MINIMUM)
16 GUAGE ALUMINUM
PLATE W/ FLOW
RESTRICTIVE ORIFICE
1
PLAN
PROPOSED TO MAIN
-PERFORATED �•+ CONVEYANCE
15" HDP PIPE LINE
PROPOSED
PERFORATED
15" HDP
PROP
HDP
CORRUGATED
ALUMINUM PIPE
CUT IN HALF.
OPEN BOTTOM
AND CLOSED TC
16 GUAGE ALUMINUM
PLATE W/ FLOW
RESTRICTIVE ORIFICE
5.71
SECTION NOTES: p CC gg SECTION
1 DIAMETEROTO 6E ONEUSIZE LARGER THAN LE
DISCHARGE PIPE
2. -" GALVANIZED LAG BOLT IN LEAD SHIELD.
3. WELD OR 2-1/4" THRU BOLTS.
TYPICAL WATER QUALITY/CONTROL STRUCTURE
NOTE: THE TYPE AND/OR NEED FOR A WATER QUALITY STRUCTURE
WILL BE DETERMINED AT THE TIME OF CONSTRUCTION
DESIGN FOR EACH BASIN IMPROVEMENT.
TER TIGHT
ALANT MATERIAL
RESTRICTIVE ORIFICE
IEVATION AT
PIPE IN TRENCH
FROM ADJACENT
CATCH BASIN
'ING 15" R.C.P.
TYPICAL
CONSTRUCTION
DETAILS
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
o
11101 ELJNNGTOSOUTHN O Iw 334414E 1
CAB
(561)7.1-•TBO
CCMnCA
NO. 1BDO03110
7
a
EXHIBIT U2
TYPICAL
CONSTRUCTION
DETAILS
w
RQ. VE R/W
d E LINE
O
b
Q
PROPOSED PROPOSED
SW
DUSTING ROADWAY SW,ALE
R.
�o
O
1+1
t`
O
O SLOPE
SLOPE16
Va]
F
A
TYPICAL CROSS SECTION
(WHERE APPUCABLE)
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
O
11101 SOUTH 1
�
C
'DA 3414E
WEL1�pN. 14
CAB
�--(581 7Y1-BTBO
G
CEROFICATE NO. LBOD03110
W
i
:a
0
I' -7
L.A
FRAME AND GRATE BRICKED
TO GRADE BY CONTRACTOR
BRICK TO GRADE
(MAX. 12")—
No. 4 REINFORCING
BAR at 12- C.C.E.W.'
HOLES FOR PIPING SHALL BE
6- LARGER THAN PIPE O.D. AND
SHALL BE CAST AT TIME
H OF FABRICATION —
w
ADDITIONAL
REINFORCING
BARS -SIZE 'D"
ao
STANDARD HOOKS TIED 4
UNDER BASE STEEL El-
U.S. FOUNDRY FRAME h
GRATE DRAWING No. 4155
(OR APPROVED EQUAL)
SECTION
PRECAST TYPE "C—A" CATCH BASIN
1" ASPHALT CONCRETE
TYPE S-III
6" COMPACED
LIMEROCK BASE
CATCH BASIN
SECTION
Q
M
o
3'
Air/
s\F
PLAN
APRON DETAIL FOR CATCH
BASINS IN GRASSED AREAS
1" ASPHALT CONCRETE
TYPE S-III
6" COMPACTED
CATCH BASIN UMEROCK BASE
SECTION
DIP PLATE
LEDGER ANGLE (TYP.)
SUPPORT FRAME
ADDITIONAL REINFORCING
PLAN BARS IN TOP SLAB SIZE "G' 30.
IT INLET PIPE
BENCHING SKIRT
PLAN NEW
FOR CATCH BASIN TOP, USE
U.S. FOUNDRY FRAME & GRATE
ORAWING No. 4155
(OR APPROVED EQUAL)
GROUT
U
H
6
'D'
ADDITIONAL
REINFORCING
BARS -SIZE 'D"
m
- 3
FOR MANHOLE TOP, USE
U.S. FOUNDRY FRAME h COVER
DRAWING No. 420
(OR APPROVED EOAL)
i
TO GRADE
(MAX. 12)
'G'
A. .B.
HOLES FOR PIPING SHALL BE
I 6' LARGER THAN PIPE O.D. AND
SHALL BE CAST AT TIME OF FABRICATION
E'
F STANDARD HOOKS TIED
UNDER BASE STEEL
MANHOLE UD.
FRAMES AND COVERS
SUPPORT FRAME
DIP PLATEBRICK
CENTER SHAFT AND CONE
ANNULUS BAFFLE PLAE
18' INLET PIPE
96' I.D. CONCRETE MANHOLE
/
BENCHING SKIRT)
2s'
ACCESS
C.O.
'
sEcnoN
A -A
-F'
SECTION
PRECAST DRAINAGE MANHOLE/CATCH BASIN
TYPE
'A'
.8.
C.
'D'
'E'
'r
'T
C-4 / M-4
4'-0.
6'
e"
#4 O 12" C.C.E.W.
µ O 12' C.C.E.W.
6'-4" DI
µ O 6' C.C.E.W.
C-5 / M-5
5'-O'
8'
8'
05 O 12' C.C.E.W.
/5 O 12' C.C.E.W.
7--4- DIA
/5 O 8' C.C.E.W.
C-6 / M-6
6'-0"
8'
10'
/5 O 12' C.C.E.W.
/5 O 6' C.C.E.W.
8'-4' DIA
/5 O 6' C.C.E.W.
C-7 / M-7
7'-0'
8'
10'
05 O 12' C.C.E.W.
/5 O 6' C.C.E.W.
9'-4' DIA
(5 O 6' C.C.E.W.
C-8 / M-8
8'-0'
10'
10"
2-W'W.M.W/174
012" C.C. VERT.
/5 O 6' C.C.E.W.
10'-8" DIA
/5 O 6C.C.E.W.
PRECAST DRAINAGE STRUCTURE
PRII141HARY�uENyTONS
EXHIBIT U3
TYPICAL
CONSTRUCTION
DETAILS
LES UD W/ VENT
SHAFT AND CONE
OVERFLOW PIPE STUB
i COUPLING
— 24' OVERFLOW PIPE
J
gg6 I.D. CONCREE MANHOLE
(UD NOT SHOWN)
ACCESS COVER (SEE
PLAN VIEW DWG A2
2FOOR OyR,ENFTATION
24' PIPEOEL
STUB OW
PIPE COUPLING
24' OVERFLOW i
PIPE
OF FLOW ININCHES
RROW PIPE AT chOF
FLOW INWCHES
RiLOWPIPE AT cfaMATED
[EP�
HEAOLOSS '
INCHES
MATED HEAOLOSS
cra
WN TR AM I N P Ip
PTY WDCHT lDa
ERATONAL WEIGHT lDi
WATER E TYPE QUALITY STRUCTURE
NOTE: ,WLL BE DETERMINED EATO THE TIME R A OF CONSTLRUCnONUCTURE
DESIGN FOR EACH BASIN IMPROVEMENT.
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
11101 SOUTH CROWN WAY, SUITE 1
WE1LNGTON. FLORIDA 33414 01 go
(561 701-0290
CERIIFlG NO. =03110
0
CONC
0.
WR
SECTION
STORMWATER PUMP STATION DETAIL
EXHIBIT U4
',EPTUAL STORMWATER
PUMP STATION
DETAIL
MAIN
OUTFALL
TO
ANAL
OUTFALL
Tn
CANAL
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
AWa 11101 SOUTR . FLORIDANAY, SUITE 1
N1 9DUTON. FLD.3M14
SURE
(561 7Y1-B2B0 Ofro
CERnFM N0. L8000S110
•
Rock Sags
PARTIAL INLET
Sidewalk
a
Curb & Curb & Gutter
Gutter Rock Baps
COMPLETED INLET
Ditch ® D1lch
DITCH BOTTOM INLET
PROTECTION AROUND INLETS OR SIMILAR STRUCTURES
Edge of Shoulder, Grade Varies
a-1
0 % Crode, Length Varies Sand Bogs
n n
SECTION as n
Note. L�
Where the slope length exceeds 25 feet, A
contract one row of bale barriers of Ox longitudinal Toe Of Slope
grode midway up Me slope. Confruot two rows of Or Ditch Bottom. Grade Varies
bale barriers where the slope length exceeds 50 feet.
ELEVATION
ALONG FILL SLOPE
3�
l� 50'On Centers f Typ. 1
As RequiredLn
PLAN
Nclural Overlap Ends
Ground —11
Fill Slope
ELEVATION
TO BE USED WHERE THE NATURAL GROUND
SLOPES TOWARD THE TOE OF SLOPE
AT TOE OF SLOPE
BARRIERS FOR FILL SLOPES
Flow
PLAN
6'
�—Flfl Slope
ELEVATION
TO BE USED WHERE THE NATURAL GROUND
SLOPES AWAY FROM THE TOE OF SLOPE
I Pavh. I
Pall sod
Sad
PLAN
ELEVATION
EXHIBIT U5
BEST MANAGEMENT
PRACTICES DETAILS
Past
1 ^
i'Afln. Recommended
BARRIER FOR PAVED DITCH
�— Woven Filter Fabric In Absence Of
Established Gross (Approx. 19 J2' ).
Secure Edges By Entrenching Arrd
Extend Under Bags and Bales. Fabric
Stall Meet The Requirements Of
Sec Non S65 Of The Standard
Specifications.
PLAN PLAN
Rail Post
II II II — ' II II
I'AIIn. Recommended I' Min. Recommended
Anchor Top Bales To Lower Bales With 2 Stakes Per Bole.
ELEVATION
ELEVATION
TYPE Z TYPE I
BARRIERS FOR UNPAVED DITCHES
NOTES FOR BALED HAY OR STRAW BARRIERS
1. Type Iona 1r Barriers should be spaced In accordance with Chart I. Sheet 1.
2 Hay bates sholl be trenched 3" to 4' and anchored with 2 - I' x 2' (or P dia. J x 4' wood
stakes. Stakes of other material or shape providing equIvalent strength may be used IF approved
by the Engineer. Stakes other than wood shall be removed upon completion of the project.
J. Rails and posts shall be 2' x 4' wood. Other materials providing equlvlalent strength may be used if
approved by the Engineer.
4. Adjacent bales shall be butted firmly together. Unavoidable gaps shall be plugged with hay or straw
to prevent silt from passing.
5. Where used in conjunction with silt fence. lay Arles shall be placed on the upstream side of the fence.
6. Bales to be paid for under the contract unit price for Boled Hay or Straw. EA. The unit price sholl include
the cost of filter fobrla for Type I and 1T Barriers. Sand bogs shall be gold for under the unit price
for Sandbagging, CY. Rock bags to be paid for under the contract unit price for Rock Sags, EA.
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
O' 1110WEL1SOVrH CROWN
n.0FMA 31
3414
501 791-92W US
'O CEFM NO. LB0003110
a
Post Options: Softwood 2� Did.
Softwood 2'�x 4"
Hardwoodl-x Ip' 61max.
Steel 1.331bs/ft
ZE
NT N � e'II A
511t f 10�
r�
ELEVATION
Silt Fence
Optional Post Positions * Principle Post Position
_ fCanted 20' Toward Flow)
Filter Fabric fin 8
Conformance With
Sec. 985 FOOT Spec. J
D Filter Fabric
P �
Il —� Silt Flaw
Post Opticnsl Softwood 4" Dim
II Softwood 9"x4"
— v Hardwood 3" Old.
Steel1.331tis/ft Alin.
SECTION
TYPE Ili SILT FENCE
Silt Fence
Stormwater
Runoff
Silt Fence Protection
In Ditches with Intermittent Flow
SILT FENCE APPLICATIONS
Z.
Silt Fence Protection
Around Dltch Bottom Inlets.
NOTES FOR SILT FENCES
EXHIBIT U6
BEST MANAGEMENT
PRACTICES DETAILS
Optional Post Positions
Principle Post Position
Poultry Mesh (20 Ga. Min. 1 = f Canted 20' Toward Flow)
Or Type A Fence Fabric
10, Max. ( Index No. 801 & Section 550 $
FOOT Spec. J Poultry Mesh or
Type A Fence Fabric
Wi Fltfhe Sec. 05(In FOOT Spec.) e I Filter Fabric
oil
Slit Flow
ELEVATION SECTION
TYPE IZ SILT FENCE
3
� o
_. a Post Past
1. Type III Silt Fence to be used at most Jocatlons. Where used In ditches.
the spoofing for Type 1Y Silt fence shall be in accordance with Chart 1, Sheet I.
2. Type = Slit Fence to be used where large sediment loads are anticipated. Suggested use
Is where fill slope Is 112 or steeper and length of slope exceeds 25 feet. Avold use where
the detained water may back into travel lanes or off the right of way.
J. Do not construct silt fences across permonent flowing watercourses. Slit fences
are to be at upland l000tlons and turbidity barriers used at permanent bodies of water.
4. Where used as slope protection. Silt Fence is to be constructed on Oz longitudinal grade
to avoid channellzing runoff along the length of the fence.
5. Silt Fence to be paid for under the contract unit price for Staked Silt Fence, (LFJ.
Place the end post of one fence behind
the end post of the other fence as shown.
Rotate both posts at least 00 degrees In a clockwise
direction to create a fight soul with the fabrio material.
Drive both posts into the ground and bury flap.
PLAN VIEW
JOINING TWO SILT FENCES
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
C
CAB 11101 SOUTH CROWN WELUNWOFLORIDAA 3M14E 1
O
1
sal 7G1-9?BO
C
(d
CNO.
ER11E1CA N
:.a
.n
10
v
S"VJny( Sheathed EAW Steel Cable
( 98W L bs. Breaking Strength) With
Galvanized Connectors ( Tool Free DiscohnectJ
Slotted PVC Connector Pipe
(Metal Collar Peinforced) Closed Cell Solld Plastic Foam
Flotation (8" Dia. Equrv. 1 (17 lbs.
Per Ft. Buoyancy J
t18 Oz. Nylon Reinforced o `le Oz. Nylon Reinforced
PVC Fabric (300 psi Test) Stress Plate s"Galvanized Chain PVC Fabric (30O ps1
Test) With Loving Grommets
�rPF g TYPE I
o D, - S' Std. ( Singte Panel For Depths 5' or Less 4
DE - 5' Std. (Additional Panel For Depths > 5' ).
Curtain To Reach Bottom Up To Depths Of 10 Feet.
Two (21 Panels To Be Used For Depths Greater Than
/0 Feet Unless Special Depth Curtains SpeclflooUy Call
For In The Plans Or As Determined By The Englneer.
NOTICEr COMPONENTS OF TYPES I AND Y MAY BE SIMILAR OR IDENTICAL
TO PROPRIETARY DESIGNS. ANY INFRINGEMENT ON THE PROPRIETARY
RIGHTS OF THE DESIGNER SHALL BE THE SOLE RESPONSIBILITY OF
THE USER. SUBSTITUTIONS FOR TYPES I AND Z SHALL BE AS
APPROVED BY THE ENGINEER.
FLOATING TURBIDITY BARRIERS
k Proposed Toe Of Slope
VI
Existing 4 I`
Causeway c �u
iYPl�l ���
TyPrco�
Current
\ Structure Alignment
Closed Celi Solid Plastic Foam
Flotation 1 b" Dra. Equly. J (12 Lbs.
Per Ft. Buoyancy)
6' Max.
— ' Polypro Rope
(WO IA Breaking I II
Strength)
i"GolvaMzed Choi
`n c
LEGEND
a Pile Loartians
®
Dredge Or Fill Area
�+
Mooring Buoy w/Anchor
Anchor
�j
Barrier Movement Due
To Current Actlon
NOTES:
1. Turbidity barriers are to be used in oil permanent bodies of water regardless of water depth.
2. Number and spacing of anchors dependent on current velocities.
J. Deployment of barrier around pile locations may vary to 0000mmodate construction operations.
4. Navigation may require segmenting barrier during canstrvcfion operations.
5. For odditlonal Information see Section 104 of the Standard Spectficotlans.
\ �o- 0
� 1\% 3
o
Shore Line
Limits Of Cont.
Turbidity
Line
TURBIDITY BARRIER APPLICATIONS
Post(Optrons; 2" x 4" Or
2j" Min. Dia. Wood; Steel
1.33 LbsIFt. Min. )
STAKED TURBIDITY BARRIER
Noter
Turbla`Uy borrlcrs for flowing streams and tidal
creeks may be either floatrng, or staked types
or any combinations of types that will suit site
conditions and meet erosion control and water
qualify requirements. The barrier type( s) will
be at the Contractors option unless otherwise
specified in the plans, however payment will
be under the pay llem(s) established In the
plans for Floating Turbidity Barrier and/or
Stoked Turbidity Barrier. Posts in staked
turbidity barriers to be installed in vertical
position unless otherwise directed by the
Engineer.
Of Const.
Line
18 Oz. Nylon Reinforced
PVC Fabric (300 psi Test)
GENERAL NOTES
EXHIBIT U7
BEST MANAGEMENT
PRACTICES DETAILS
1. Floating turbidity barriers are to be pold for under the
contract unit price for Floating Turbidity Barrier, LF.
2. Staked turbidity barriers are to be paid for under the contract
unit price for Staked Turbldlty Sdrrler, LF.
0—
CRAIG A. SMITH & ASSOCIATES
CONSULTING ENGINEERS -PLANNERS -SURVEYORS
0
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CATS. NO. LB
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