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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 ��J 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 September 4, 2007 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 September 4, 2007 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 September 4, 2007 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 Craig A. Smith & Associates 8 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 September 4, 2007 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). Craig A. Smith & Associates 32 September 4, 2007 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 Craig A. Smith & Associates 33 September 4, 2007 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 Craig A. Smith & Associates 34 September 4, 2007 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 Craig A. Smith & Associates 35 September 4, 2007 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 Craig A. Smith &Associates 36 September 4, 2007 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 Craig A. Smith & Associates 37 September 4, 2007 • 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? Craig A. Smith & Associates 38 September 4, 2007 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. Craig A. Smith & Associates 39 September 4, 2007 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: Craig A. Smith & Associates 40 September 4, 2007 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 Craig A. Smith & Associates 41 September 4, 2007 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: Craig A. Smith & Associates 42 September 4, 2007 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 Craig A. Smith & Associates 43 September 4, 2007 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. Craig A. Smith & Associates 44 September 4, 2007 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 Craig A. Smith & Associates 45 September 4, 2007 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 Craig A. Smith & Associates 46 September 4, 2007 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 Craig A. Smith & Associates 47 September 4, 2007 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: Craig A. Smith & Associates 48 September 4, 2007 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: Craig A. Smith & Associates 49 September 4, 2007 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: Craig A. Smith & Associates 50 September 4, 2007 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. Craig A. Smith & Associates 51 September 4, 2007 (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 Craig A. Smith & Associates 52 September 4, 2007 • 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 Craig A. Smith & Associates 53 September 4, 2007 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 September 4, 2007 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 September 4, 2007 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 September 4, 2007 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 September 4, 2007 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 OKEECHOBEE COUNTY COMPREHENSIVE URBANIZED AREA STORMWATER MASTER PLAN CHANNEL PROFILES t`at d.q,a WI : - i ........ u 1 s � fn _ ..s�f::'.i O il sob r: pet �' OWN (' - k ' u�```'�xT `• � a: C_t{ L'�C:i`..._a�a' �' sE•Ya r 1�!'. E� u `E aE'Is army Elx t �F,�t Lti �E. r z@- - - s hrr- r`}�yr�i �r'h G 2 at r x3� G zf r xtgt�'xR wr gk FAQ r'.r?l ;L k.�E:„^iif'E•j.l TF.. 3l: f 4 ., :._ pf y�y t S E _ t +'.t�^3�{. -L[ ryr'� ielm Fit x�:E�r. k aF d'wvr �. r3 I' ft^k �r T sz i " t r4 rate , k.; - t� u l: •t�`f Ir.0 FYI M OUR; fir." frr ='r f . I � �qvr 4�` � fit.° wr� �" � r'Up ,$ ts3 s wk f u {�arCc(rG Jill IV 0 _lGuYYLL� �rF• As,t ry't Yi Pj :s-6iGKa( .c�-,1.r hL_liJ r � �3 .r gj M oil ! M F• I f�M lipsokw ' '�'1 f �S'• } hAR .44 C �.S''rG '9 COY L'n "T ( - ✓ t'� I •'2 � F �LT � '�'�. � [ i I �"*• � HONDA&.,_..�.,:,.t ._!.. 4 ._-�sR- 4•._._ . ,��'�l=.at��a'i1t` r ,...., h;,C�.�r :�k��y Yl�f;C; Fn'� s-vYfr" tK'ib {PMi. '�nY 4 . . yn. . . . . . . . . . c 'u I .r�as� _.�t 4 aw .7. .�{.p S#'LAd .,,.,,iw. T ,f o• !^.. T t t 'F �J'1 _ %w a'Ji'.'4 r t ii Er� !'4-,+fi�' avr�r'F'xI�,L ✓"'i' yr'4i�"'tY`:s �j""'�4 ` C 3 71, ,..r ..n'S rrt s.�q "`r^ t f ��,• i" wr J'i[ �t �`a —sr� :ems easr orartf ::'-•. i s .•^r., - - „er, - - ., a. •_': 7--F: r7M $7!'�'' i.'>...�....'._Y:�.z.<� 5 • 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 I C: C_16N17_16N16 A:16N16 C: C_16N16_16N15 A: 16N15 P:O DIXIE i 16 AV I P:5 SW15ST_ION I A: 16N14 P:S SN15ST 24N i I Q C 16N14 16N13 1 �— P; M_120+30_24 A: 16N13 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 C: C 07N75 07N74 P:7N767N75 A: 7N74 P: 7?74_7K7 3 A:7N73 C'. C 07N73 07N72 A: 7N-72 D.SW3ST CB01 A:7N71 C: C-07N71_O7K70 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 P:PN101 SW6ST C: C 07N67 07N66 A:7N66 P: SW 6 ST D: SW6ST-CBOI A:7N65 D:SW6ST-CB02W C:C_07N65_07N64 A:7N64 A:7MR01 r D:SN65T CB02E L P:N-SW2ST-TWIN8 P:7N647N63 A:7N63 P:7HHO1-7NG3 6 A:7N62 C:C07N6307N62 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 P: 7N407N39 A:7N40 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 P:SW15ST TWIN 24 A:7N30 P:SW15ST-BC@7AVE P:SWI5ST-I5RCP . ....... . A:7N29 P:SW15ST-24CKP C:C _07N2907N28 A:7N28 P:7N28 7N27 P:PR04X7BC7N28N27 P:SW7ST 12X21 A:7N A . 7N33 ` N32 P7 ,7 EA7N31 A ` 7'13 0 ,!BC@7AVr 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 A:NO01 A:N002 A:CN002 A:NO03 A:CNO 3 P:NOI-WIDDEN 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 I U: BASIN 18 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> +R� �S� _ �� 45.H. �.�,.,� 4 L r� F � 3 � 1 < J d fib: x,. C5 yq. R 4 �i= �v�+ mi^C ' q L' IN )i �b1 111 i 1 k=li 9 H f p.., Fir 1 t �� L5 k ��Tyy",,,,•��P 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'- t' ti• ! { WAR 7- '' , x _ - F it Time(brs)• ; , i ,- 'N 8oundaryCo11dh1on5V1i AREA t5YR3tRC 7 `3 _ '� q irk \. ( � '`9, � �^"�=.•L" :�,�; a �Sd:..,.! ��irYu..ArLA�3�«B:i�r�i�Y€�.N:�iSaw•sn wi�F°�iwesierm-,e �vx - �s ! : � , ` 31 F Ric �•t > 11 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 h '� '>: 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 � C t :c v, ... �r a � i... ? ;u,,p� `"S 1pf `°aa�ce'Y4,... ��'`�` :� rq +w:�w +�ac��. �� •.: }�,, x �a �`��-� P- ^5..,,ry•.r}S .;: �a=ti..s �d W i;� .S M�a�§�..�-.«a '�t.F__ _'�k'�4�'.:t-:�i_ ..:_... '#� .dE'.€�5d�'�" _ 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 n ST EXHIBIT A LOCATION MAP COUNTY w ¢ N.W. 288th ST. ❑ z j c U O N � U O Z w '24 - U ST. RD. 68 D J H I-- s aQ ST. RD. 68 0 a N.E. 144th ST. Q yc Gs, ST. RD. 68A a ti l C N.E. 120th ST. y y N (� qRO Cn v G COgsT L Lo v3 0 ¢ 0 Z ui D ST. ROAD 70 ¢ 0 fi �.1 co c 1 Z w uj S � Q � -7 m G`S� K S QO LAKE OKEECHOBEE h' C o y 0 a OKEECHOBEE COUNTY • R� N �A N I? o v r1 0 M o CRAIG A. SMITH & ASSOCIATES p CONSULTING ENGINEERS -PLANNERS -SURVEYORS O 1110�ON, FLORI_ j AA7 1 (S T279 -9250 CMn ( NO. LB0003110 • OKEECHOBEE COUNTY COMPREHENSIVE URBANIZED AREA STORMWATER MASTER PLAN 4) EXHIBIT B - B2 KEY MAP 49 • rl L-A N DO 3 b m 2 w M O T O N O A 10 v A 49. EXHIBIT B KEY MAP CRAIG A. SMITH & ASSOCIATES CONSULTING ENGINEERS -PLANNERS -SURVEYORS ir 11101 DISISOUIN CROWN WAY, SURE 1 Aloos W1 S01.1 R7N. FI01 W 31414 (561)701-92B0 coarm CEFrn.TE. N0. LB0003110 0 ul D Z LU Q C N co 4 0 b 28th 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 O /� �� 11101 SOLrrH CROWN WAY, SUITE 1 E� wElllNciON. Fl.OWM 33414 [ S o \/ \/ (561)7B1-'— O CQif1FlGTE. NO. LBOW3110 .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 - t; 'Eve �n r" �� y" , e ,,-- I (_ I �•�ii ; _t� iftrFJR (3 �J 1fT"RR+ i• �� ; i � �•'J e r t �' p � �� r • 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 � '�'� .` \l((i— \ ©' —. �.1 _ �.. ..,� �! � \` � wee.- ,t �` _'J ��•\,1 �� , _•1 ✓� V 6 . F.. �_ 1 1. i n 1'J aa`�i 1D/• 8; - ; \� ^ 717lr".��` ��-•�' .`� �. . �T 15 i6 J \ 15 [ ress ua v 14 w t 13 17 1 i � I• a —_ •j _ 24 1\-w. - �z.l I — zz 77- ``J :I ea I •I .o ._.. 25 29 2 • Y'. �/ i �"aoJ q f as — j 16 311 _.7f.• 1 'z i. n li `�� er `.\ _=• "' ��,< < � � ,l - - `l. , , ,vim ' � � l i � S �oP l.� / ,, � �1, ,� "•' ,.. �3,, � ?-�—, i' . a`y i L A K E 0 K E H O B E E 6 cl CRAIG A. SMITH & ASSOCIATES 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 I I )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 .D 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 z a a N O .o d 7 C a, 1-. 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 • *.z 71, 2 W NL CO. a 4 CO, (Al z a g N CO. .i p 7 0, O 0 0 b a EXHIBIT S1 7th AVENUE DITCH IMPROVEMENTS j GRAPHIGSDNE CHANNEL I ,- - 40'-0• I �N� � WING UBLED FXES I � 1 I I ti I Q rn j I I I Ri kV 14 I I F I [., I �9i i L-----------------------------------J y------------------- I �_l,., Hr= _J srau�m I Q ------------------J 14 E TirC!llRf b 13EY _ xu rnlum XnB of +cv Jy Ntsr x' Go- E A>f6LCx• e�fa� � flay_ J6M 21J 03'49'S0•E II °�_ara rtr�cv. ur __ m -zr os navy %fEfvaeo S.W.779 dVBNDBncv+rw � 8 / 8 S00'00'00-E 8 ! S 8 8 S00'1B'03'E tv cwa ^euv-ur rtr rx `� w-c^aw �r •5!!'---- - ----------- �3L7�---------- aL'-- -------------- �E HEl' SLY) ----------------- ---------------- ------- ------------ _- lv,Earre-ar Inzxr:r �.. zzs nfv- xs _--________-__��-�___—__—_ ��__-__---A�Har -------------------- ---- - ----------- »�IHa,Y UZ€o-tww• ------ - ---------��7:INk--- - -- ----------------- -- - - — ---- --------- ----- wwawi----------- meieisr ai ?af.1,r 6eV-JYJ AM1£Xr 1/'6P A1IXEN 6/ lY1nfI N'6i MWT1V'fir aWAlir dP per rr ur eev _ zsa euv. ar ufr- zsa my - IL >as 13AV - w ozv.n >� 6AV-ssl nfv - za wsmra! av tuv _ vz uwxr lr cr a'fv_J¢r afv- nr alar_r7� �,�� 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 z I y I w m rm xalm.n y a J I m E T.C'ila,ro ecr-ms w�arrr_27.1 y ---- 8 $ Jy $ 8 8 8 h\ 8 n 500'47'34'W F9'SO�E m aEr- ma is cuweff laa �? � o ire ae S.II. 729 AVZJM '�un•'•ss�.r �wosvt ma S.W. 7T9 AVENUE a1°!cv-�. r ('cev•xa S.F. 7T9 IVBNUi ---- "—------------ Yr of ur-------------- �`�JFUC -- ------ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — /------°4�---------- -- - ------ -------- --------' ---- sq�----- ------------ —.gyp—F—ypoE ----------------- �----------------s,,� 'rr "`yam-- --- -- ----'-- ---- ----- �-- — ---- --- ----- r---tea arsJ�-------------� - -- -- — -- -- ------------------------------- Wizw ----- -- — — —-- -- m f'1Y. `An _ _ Nww II- 4 /YIOPlO Q/ uev-na 3:_ ncvu �J + i E- rye rv�mr rr av - tuva: atv 21x°P QEY- aaa an•- ffi0 /MEe7 ,r ew A•fwr.m•.kn atv. taa EIfY-Mf Aiw RfT 1D^ 440TFIF IFMCYL IIN - 1'e QEl'- lal !!Y tf O'61ff iv,ovl Ir co QEY-mil E+vnr re•X4 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 /3 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 • I' a O N 10 N l� O 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� fs. ca 0. d Q'. a O 00 N O eh V3 M 0 CD 0 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 I I Ln I 1 U �a3'INRFD I I I iwp I ul ZI u e C Q ------------------------ r7 . . ` W uflrT xla ncv-bs z aev- rte - - nrO�aas � --- 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 I $ BOTTOM; TYP) $ $ ri $ g 8 $ 3 II II / S 7 SOO1D1.10'w r $ R ayI - f/ I"E ;9 '�' S.W 7TB AVENUE S.W. 7TH AVENUE ma AVENUE n atv- sts t'1aT 4' C! - - —_ — CDT �R-�77f...--- ---IV O^P14i'--------- �K I a - - - - - - - - -- - ----- aM ~ m" -a ---_�°m------------------ --�'gnlye-------- P ----- --- s]£V�-!V IIEYItO -- _ laf 7 QLY II• 7 J/ LIV? rlLar+r aw Ory�al0�� nev ms Q!Y-mf tltY-Sl.�l MC2� QftY. at wwrr o' an atv- � � . acv - ns rl101T wY aw n+wr M' aw rtv-rta ON-ru uuawu atY-sa. �Tre'� enexr✓as 2LY - ZAa �-sea a"a=� aN SLG ' aa� � �I/L10YeL DRIVEWAY �iOPf 11' A0' rearaN,N"^ ntv- its acv- rsr F RESTORATION (IYP.) I V y F li y EXISTING DRAINAGE PIPE (TO BE LOWERED EXISTING CHANNEL BOTTOM TO NEW CHANNEL 27- BOTTOM; TYP.) PROPOSED CHANNEL BOTTOM 6 I r---j ---- ----12 ---- - - - -------------- ;I --I-------22- I4 4I r-1 -23 19 ---- -------- --�- --- -- --- I — i ---- ---------- 22-12 r-� ---}g 2 I r - 18 14 J 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 � - e.lo rJlncvt � mnrat ar A W MLYr f.'wV lllY-1ta --_---rtrf.•rx�-- ancn,Y rbs ncv->�. U ntv-,a7 eev- ru ty IuloPr x larlt>ao.7 S.1I. 7 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- - - - - - - - - - - - ,9s>•,. ---1� \ / -- --- ---------- ----- - - - -�--- - -- --- `- - --�fltY rea ,at a.snr 1O r�o�smr _�Z�4----------------'cr';� ---------------'_- �---'--------^----- mv Tsdsar _----__-- __� -_ �✓o•axc � --- -------:waa --- ---__— - _----__--_---__ _ eay. us � - ------------------------------------------ --� ----- -- n- ------ ar-ea-w--------------------Rr Taira >a aauR T anezr>a•a� \ \.>ur rar l'( _mcxa�sa a+Exr.a'ar wwr a• asses ar Anv rrt ntv-m. J aev-ms aev-rao ,a6'Y [tFY-rAI �,,.'�' MY aeKrr t1eV-MI a[Y-f.Sa aeY-N IILY-raa �-- — 1 ,8 • �a%ro. a>s arxrm•Rav r}c rrrwavrui°f ru a�iv-ns 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 scr n. A a awu W rK o+oane tur-rz> �rcnrae AFer"'•'a' rxcr DRIVEWAY 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 y z 3 � z y 1 _IR .�_----- x - - - - - - - 16 -16-- _. 4) b R C L3. «: PROPOSED 4'x7' BOX CULVERT (TYP.) A 4 d 3 c c 0 ti 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 N 0 �o ti 2 W M O ON 4 kn 2 rn z a g N O A K i b C ttf 0. N ca �o R Li ' 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------------ ° ------ ---- ---"-- v- ---------- --3t2 am wax ule ruv- tag —-- Y- I6Q SI.Y MWI.Q'4I 6SY-H) ��-9RS NL1RN'OI \` �� IL�P MILFI'�OP tflY-ISQ SNJPT I'NC MCR/N'OP �.- JA ////% I N,f.'71Q'fY QEI'- )'Sffi YIDtlX ---------- ----- -- i3Q iuv u REMOVE AND REPLACE EXISTING pLV- ID� QlY - JSi ,me / Elfl'- IDI J 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 �i dN_T6b x ' EXISTING D i PIPE (TO E = TO NEW CI BOTTOM; T) � wsml x' as g 1Y_t!� 8 8 g 8 s E 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 p 11107 SOUTH , FLD YUY, -414 1 COWS 1YE111N(561) Fl-925 35114 CAS p 0 G CJ CFRIIFlCA7E Na. 1B00a111a CATS. NO. LB .-1