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HomeMy WebLinkAboutIII-Tab 3 Traffic Impact Study03/27/20 O : „ 3054444986 t' .. ID FLUMMERANDASSO FADE 02 0.3/24/200e 17:3$ FAI UPS uu.ruudL March 24, 2008 Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miarni, Office of the City Manager/Transportation 444 SW 2"° Avenue (1e Floor) Miami, Florida 33'130 Re: Stickel! View Terrace Sufficiency Litter W. O. # 140 Dear Ms. Medina: Villa Fax and [1$ Mai( Subsequent to our December 5, 2005 review comments for the subject protect, we have received a formai response from David Plummer and Assvcietes Inc_ (DPA) an January 27, 2008. We have also received the revised site plan from the architect and a satisfactory letter (via e-rtlail) from the FOOT Planning office. Photocopies of the response letter from ()PA, revised site plan and e•maii from FOOT are attaches! herewith. At this time, we conclude that the revised traffic report along with the subsequent submittal meets all the traffic requirements and the report is found to be sufficient. Should yob have any questions, please tail 0u8zi Masood or me at 854.739,1881. Sincerely, ion Southern R _ Shanmugam, P.E. Senior Traffic Engineer Attachment Cc, Mr. ltovin Wei,. Planner II C, ay of Miami Planning (Fax - 340416.1443) Mr. Manny 4, Vega, engineer i, City ofMiarr i Zoning (Fax - 305.410 2153) his Sonia $hrefllereogarf PE, OPA (Fax - 3 5.444.4900) U $ Corperatiun LikeeMexe Ctmptes. 5100 NW 33td Menus, Suite 150 fOrl LYwdsrdais, R 3330941375 'ref; 984.739.1$131 FAA G$4.739.17s! • Brickell View Terrace Class II Special Permit Traffic Impact Study • Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 March 2006 DPA Project #05114 • • • Enckell View Terrcce Class 11 Special Permit Traffic Impact Study TABLE OF CONTENTS Page List of Exhibits EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1 1 Study Area 1.2 Study Objective 2 2.0 EXISTING TRAFFIC CONDITIONS 4 2.1 Data Collection 4 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 4 2.1.3 Intersection Data 5 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 10 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 4.0 FUTURE TRAFFIC CONDITIONS 13 4.1 Background Traffic 13 4.2 Committed Developments 13 4.3 Project Traffic 13 4.3.1 Project Trip Generation 13 4.3.2 Project Trip Assignment 16 4.4 Future Corridor Capacity Analysis 20 4.5 Future Intersection Capacity Analysis 20 2 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Tinning FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Traffic Control Measures Plan • Page • • • Sri clicII Vic::: Terrace Class II Special Permit Traffic Impact Study LIST OF EXHIBITS Exhibit Pace 1 Location Map 3 2 Existing PM Peak Hour Traffic Volumes 6 3 Existing Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 5 Person -trip Volume and Capacity — Existing Conditions Matrix 11 6 Existing Intersection Capacity Analysis Results 10 7 Committed Development Map 14 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution 18 11 PM Peak Hour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix ',1 13 Project PM Peak Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 24 Page ii • • Brickell View Terrace Class II Special Permit Traffic Impact Study EXECUTIVE SUMMARY The Brickell View Terrace project is a proposed residential development located on the west side of SW 1 Avenue (west) between SW 9 Street and SW 10 Street in Miami, Florida. The project consists of 119 residential condominium dwelling units and 900 square feet (SF) of retail space. Primary access to the site is proposed on SW 1 Avenue (west). Build out of the project is anticipated by the year 2006. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. Existing and future traffic conditions for the project area corridors were established using the person -trip based corridor capacity method. This method, consistent with the City's Comprehensive Plan, promotes improved transportation efficiency through increased private vehicle occupancies and makes mass transit a full partner in the urban transportation system. Analysis results show that the project area corridors are projected to operate within the established corridor threshold. The intersection capacity analysis was performed at the intersections under study using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Results of the future intersection analysis show that all intersections operate within the standard adopted by the city. Page I • Bricked View Terrace Class 11 Special Permit Traffic Impact Stucfv 1.0 INTRODUCTION The Bricked View Terrace project is a proposed residential development located on the west side of SW 1 Avenue (west) between SW 9 Street and SW 10 Street in Miami, Florida. The project consists of 119 residential condominium dwelling units and 900 square feet (SF) of retail space. Primary access to the site is proposed on SW 1 Avenue (west). Build out of the project is anticipated by the year 2006. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. Study Area Consistent with the approved methodology for this project (See Appendix A) the traffic study was performed for PM peak conditions. For traffic analysis purposes, the study area has been defined as SW 7 Street to the north, Coral Way to the south. 1-95 to the west and Biscayne Bay to the east. Corridor capacity analysis was performed for several segments of SW 2 Avenue, SW 8 Street and SW 7 Street. Intersection capacity analysis was performed for the following intersections: SW 8 Street / SW 2 Avenue SW 9 Street / SW 1 Avenue SW 9 Street / SW 2 Avenue SW 10 Street / SW 1 Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development. discourage suburban sprawl and improve urban mobility. This method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, making mass transit a full partner in the urban transportation system. Page 2 • Brickell View Terrace Class II Special Permit Traffic Impact Study 1 .n INTRODUCTION The Brickell View Terrace project is a proposed residential development located on the west side of SW 1 Avenue (west) between SW 9 Street and SW 10 Street in Miami, Florida. The project consists of 119 residential condominium dwelling units and 2,500 square feet (SF) of retail space. Primary access to the site is proposed on SW 1 Avenue (west). Build out of the project is anticipated by the year 2006. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. 1.1 Study Area Consistent with the approved methodology for this project (See Appendix A) the traffic study was performed for PM peak conditions. For traffic analysis purposes, the study area has been defined as SW 7 Street to the north, Coral Way to the south, 1-95 to the west and Biscayne Bay to the east. Corridor capacity analysis was performed for several segments of SW 2 Avenue, SW 8 Street and SW 7 Street. Intersection capacity analysis was performed for the following intersections: SW 8 Street / SW 2 Avenue SW 9 Street / SW 1 Avenue SW 9 Street / SW 2 Avenue SW 10 Street / SW 1 Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. This method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, making mass transit a full partner in the urban transportation system. Page 2 NW 1 FdAGLE. L SE ;7' SE 5 PROJECT SITE KEY NTS. PROIECT: BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY rmE, LOCATION MAP EXMBIT N. Page 3 • Brick -elf View Terrace Class 11 Special Permit Traffic Impact Study 2.0 EXISTING TRAFFIC CONn!T!ONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data. intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics SW 2 Avenue SW 2 Avenue is a two-way, undivided roadway between SW 7 Street and Coral Way. There are two lanes in each direction north of SW 8 Street, narrowing down to one in each direction south of SW 8 Street to Coral Way. There is no posted speed limit within the study area. SE/SW 8 Street South 8 Street between SW 1 Avenue and Brickell Avenue is a one-way, 3-lane roadway in the eastbound direction. There is no posted speed limit within the study area. On -street parking is not permitted along SW 8 Street within the study limits. SE/SW 7 Street South 7 Street between SW 1 Avenue and Brickell Avenue is a one-way, 3-lane roadway in the westbound direction. There is no posted speed limit within the study area. On -street parking is not permitted along SW 7 Street within the study limits. 2.1.2 Traffic Counts Consistent with the methodology submitted to and approved by the City, peak period vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix B. Exhibit 2 shows the adjusted 2005 PM peak season, peak hour traffic volumes at the study intersections. Page 4 • Brickell View Terrace Class II Special Permit Traffic Impact Study 2 1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miami -Dade County for the analyzed intersection. Signal information is included in Appendix B. This information provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 • w 5 SW 7 ST iiL N.T.S. SW 8 ST 182 877 293 SW 9 ST 0 co c•'] � Eh 10 3 10 SW 10 ST SW 12 ST Cr) 23 66 46 SW11ST PROIEcT BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY TITLE: 2005 EXISTING PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT Na. 2 Page 6 • • dPa PRCNECT BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY TIT E: EXISTING LANE CONFIGURATION EXHI8IT No. 3 Page 7 • • Brickell View Terrace Class 11 Special Permit Traffic Impact Study 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by 1-DOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix C. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to deteiiid.ne the person - trip capacity of the vehicular traffic system. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was obtained directly from Increment II of the Downtown Miami Area -wide DRI. Page 8 • • IIP Exhibit 4 Existing Corridor and Transit Conditions Corridor From To Roadway Conditions [vehicles] Transit Conditions (persons) Dir Existing Lanes Count Source/ Period Raw PM Peak Hour Volume Peak Season Factor PM Peak Hour Volume Dir Max Service Volume [11_ Total Bus Ridership [2] Bus Capacity [21 Total Metrorail Ridership Lk Metrorail Capacity [2] Total Me€romover Ridership [2] Metromover Capacity [2] Total Transit Ridership [2] Transit Capacity 12] SW 2 AVENUE SW 8 STREET SW 11 STREET NB 2LU DPA- PM 324 1.00 324 1245 0 0 276 1463 0 0 276 1463 SB 211.3 DPA-PM 566 1.00 566 1245 6 156 692 1463 0 0 698 1619 SW 11 STREET SW 13 STREET NB 2LU DPA - PM 324 1.00 324 1245 0 0 276 1463 0 0 276 1463 SB 2LU DPA - PM 566 1.00 566 1245 0 0 692 1463 0 0 692 1463 SE 7 STREET BRICKELL AVENU SW 1 AVENUE WB 3L DPA • PM 1388 1.00 1388 2988 24 276 0 0 0 0 24 276 SW 1 AVENUE 1-95 WB 3L DPA - PM 1388 1.00 1388 2988 210 378 0 0 0 0 210 378 SE 8 STREET BRICKELL AVENU S MIAMI AVENUE E& 3L DPA - PM 1107 1.00 1107 2988 200 276 0 0 0 0 200 276 S MIAMI AVENUE SW 1 AVENUE EB 3L DPA - PM 1107 1.00 1107 2988 268 810 0 0 0 0 268 810 NW 2 AVENUE 1-95 EB 4L DPA - PM 1107 1.00 1107 3900 68 534 0 0 0 0 68 534 Notes: [11 Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Dual tylLevel of Service Handbook [2] Transit and roadway information obtained from the Downtown Miami DRI Increment II • • • Brickell View Terrace Class 1! Special Permit Traffic Impact Study Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived frorn the 1~DOT's 2002 Quality/Level of Service Handbook (see Appendix C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. All four intersections operate within the standard adopted by the city. Exhibit 6 Existing Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS SW 8 Street / SW 2 Avenue S B SW 9 Street / SW 2 Avenue U C SW 9 Street / SW 1 Avenue (west) U B SW 10 Street / SW 1 Avenue (west) U ; B Source: DPA U= unsignalized S= signalized: Note: LOS for unsignalized intersection is based on the delay of the stop -controlled movements. Page 10 • • • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Corridor From To Roadway Mode Transit Mode Segment Total Dir (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity @PPV=1.6 (a) ' 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume @PPV=1.4 (c) ' 1.4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (9) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (Q-(g) (0) Segment Pers-Trip Capacity (b)+(f) (1) Segment Pers-Trip Volume (d)+(g) (k) Pets -Trip Excess Capacity (i)-(1) (I) Segment Person Trip vtc (1)M(i) LOS [II 121 [31 [41 (51 [61 (7) SW 2 AVENUE SW 8 STREET SW 11 STREET NB 1245 1992 324 454 1538 1463 276 1187 3455 730 2725 0.21 C SB 1245 1992 566 792 1200 1619 698 921 3611 1490 2121 0.41 D SW 11 STREET SW 13 STREET NB 1245 1992 324 454 1538 1463 276 1187 3455 730 2725 0.21 C SB 1245 1992 566 792 1200 1463 692 771 3455 1484 1971 0.43 D SE 7 STREET BRICKELL AVENU SW 1 AVENUE WB 2988 4780.8 1388 1943 2838 276 24 252 5057 1967 3090 0.39 C SW 1 AVENUE 1-95 WB 2988 4780.8 1388 1943 2838 378 210 168 5159 2153 3006 0.42 D SE 8 STREET BRICKELL AVENU S MIAMI AVENUE EB 2988 4780.8 1107 1550 3231 276 200 76 5057 1750 3307 0.35 C S MIAMI AVENUE SW 1 AVENUE EB 2988 4780.8 1107 1550 3231 810 268 542 5591 1818 3773 0.33 C NW 2 AVENUE 1-95 EB 2988 4780.8 1107 1550 3231 276 200 76 5057 1750 3307 0.35 C Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. 13]) The Roadway Vehicular Volume is obtained from Exhibit 4. [4) Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5[ The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [6[ The Total Transit Person -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C). n • • • Briekel! View Terrace Class II Special Permit Traffic Impart Study Am PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2005 Miami -Dade County Transportation Improvement ProMram (TIP) and the 2025 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. Page i2 • • • Brickell View Terrace Class 1! Special Permit Traffic Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative two (2) percent growth factor was added to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through March 2005). These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. The projects in the vicinity of Brickell View Terrace are shown in Exhibit 7. These projects size and trip generation are included in Appendix E. Traffic generated by these developments was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed developments are also included in Appendix E. Future traffic volumes were projected for the build -out year 2006. Exhibit 8 shows the projected turning movement volumes without the project 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 13 \11. • \ i S S 7- NIS, 7 : T ! \ 4 W S T LEGEND 1 - 1060 BRICKELL 2 - THE BEACON BRICKELL VILLAGE 3 - BRICKELL COMMONS 4 PREMIERE TOWERS BRICKELL VILLAGE 5 - VILLA MAGNA 6 - BRICKELL BAY TOWER 7 - THE CLUB AT BRICKELL BAY 8 - THE PLAZA AT BRICKELL 9 - MARY BRICKELL VILLAGE PROJECT: • BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY COMMITED DEVELOPMENTS EXHIMT N. 7 Page 14 • • • dPa PROJECT: BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY PRE: FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 8 Page 15 • • • Bricker! View Terrace Class 11 Special Permit Traffic impact Study following procedure consistent with Increment II of the Downtown DRI and the approved methodology: • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation 7th Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.10% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 15% for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 9. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 574, shown in Exhibit 10. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami -Dade County. For estimating the trip distribution for the project location, consideration was given to conditions such as the roadway network accessed by the project, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Page 16 • • • Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL. % Trips %Jo Trips Trips High -Rise Residential Condominium Specialty Retail 119 DU 900 SF 232 814 63% 50% 29 1 37% 50% 17 1 46 2 GROSS VEHICLE TRIPS 63% 30 1 38% 18 f 48 ...__ Vehicle Occupancy Adjustment f 16.00% of Gross External Trips (1) (Transit Trip Reduction @ 14.10% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3) 63% 63% 63% 5 4 5 38% 38% 38% 3 3 3 8 7 7 NET EXTERNAL VEHICLE TRIPS 63% 16 38% 10 26 Net External Person Trips in Vehicles 1. 1.40 Net External Person Trips usin1Transit © 1.40 Persons/ Vehicle Persons/ Vehicle 63% 63% 23 6 38% 38°Jo 14 4 37 9 Net External Person Trips (vehicles and transit modes) 63% 29 38% 17 46 1 l 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 63% 6 38% 4 ' 10 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. lTE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II Notes (1) Per ITE Trip Generation Handbook, March 2001 (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit/Pedestrian / Bicycle Trip Reduction based transit service provided. • • • Brickell View Terrace Ctass II Special Permit Traffic Impact Study Exhibit 10 Cardinal Distribution of Trips TAZ 574 Cardinal Direction Distribution TAZ 574 NNE 20.67% ENE 13.22% ESE 2.96% SSE 1.70% SSW 5.25% WSW 21.60% WNW 15.17% NNW 19.43% Total 100% Page I8 tl • ono • <Do SF 1 ST olo PROiECT: BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY N2 S r3 s; ti N.T.S. 4 PROJECT SITE 2P CKELL PROJECT TRIP ASSIGNMENT K EXHIBIT No. 11 Page 19 • • Brickeit View Terrace Class II Special Permit Traffic Impact Study 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the committed development and background growth person -trips to obtain the total year 2006 person -trip volume without project. The net external project person -trips were then added to get the future person -trip volumes with project. These volumes were compared to the future person -trips capacities to determined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted 2005 existing traffic to get the total year 2006 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 13 shows the project PM peak hour vehicular volumes and Exhibit 14 shows the total (with project) PM peak hour vehicular traffic volumes at the intersections under study. Results of the future intersection analysis show that all intersections operate within the LOS E standard adopted by the city. Exhibit 15 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets and a matrix showing the committed development and project trip distribution are provided in Appendix D. Page 20 • • IP Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix - (a) Existing Pers•Trip (b) Future Bkg. (c) Committed (d) Future (e} Projected (f) Future (9) Future w/out Proj (h) Project (i) Total (j) Future (k) Future with Proj Corridor From To Di Volumes Pers-Trip 2.0% 1 Development Pers-Trip Pers-Trip Volumes b + c Transit Capacity Pers-Trip Capacity Pers-Trip Pers-Trip Volume Pecs Trip Volumes d+h Pers-Trip Capacity Pers-Try v/c d/f LOS vfc i/. LDS SW 2 AVENUE ni IzI isl [4] l5t I61 I4l si SW 8 STREET SW 11 STREET NB 730 744 0 744 0 3455 0.22 C 2 746 3455 0.22 C SW 11 STREET SW 13 STREET SB 1490 1520 166 1686 -24 3587 0.47 D 22 1708 3587 0.48 D NB SB 730 744 0 744 0 3455 0.22 C 7 751 3455 0.22 C 1484 1514 166 1680 0 3455 0.49 D 4 1684 3455 0.49 0 SE 7 STREET BRICKELLAVENU SW 1 AVENUE SW 1 AVENUE 1-95 WB 1967 2007 1423 3429 -28 5029 0.68 D 4 3433 5029 0.68 U WB 2153 2196 829 3025 -6 5153 0.59 D 9 3034 5153 0.59 i:, SE 8 STREET BRICKELL AVENU S MIAMI AVENUE S MIAMI AVENUE SW EB 1750 1785 712 2497 -28 5029 0.50 D 1 2497 5029 0.50 D 1 AVENUE NW 2 AVENUE 1-95 EB 1818 1854 1223 3077 -58 5533 0.56 D 3 3080 5533 0.56 D EB 1750 1785 660 2444 -30 5027 0.49 D 15 2459 5027 0.49 l3 Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 2006 Background Person Trip Volume is derived by applying a 2% growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DRI Increment 11 (Table 211)10 column (4) - Table 21.A7 column (15)) [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (Exhibit 12, column e) [5] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service handbook (see Appendix C) [6] Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips (Vehicles + Transit)) w SW 7 ST SW 8 ST 8 SW 9 ST 1 5 3 10 --� SW10ST SW 12 ST ca T SW11ST IN = 16 OUT = 10 �dP PRO Ecr_ BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY TIRE: PM PEAK PROJECT TRAFFIC VOLUMES EXHBir No. 13 Page 22 • • NTS. SW 7 ST SW 8 ST SW1AVE (W) 186 1227 307 COCO i i I SW9ST Col T 21 9 16 10 3 10 SW 10 ST CO Q) N 23 10 SW 12 ST 67 47 SW 11 ST PRQ}ECT- BRICKELL VIEW TERRACE TRAFFIC IMPACT STUDY TITLE: FUTURE WITH PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No, 14 Page 23 • • • Brickell View Terrace Class 11 Special Permit Traffic Impact Study Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U LOS Future Without Project LOS Future with Project SW 8 Street / SW 2 Avenue S C C SW 9 Street / SW 2 Avenue U C D SW 9 Street / SW 1 Avenue (west) U B B SW 10 Street / SW 1 Avenue (west) U C - C Source: DPA U= unsignalized S= signalized; Page 24 • • • Brickell View Terrace Class 11 Special Permit Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Brickell View Terrace was performed in accordance with the approved methodology submitted to the city. Analysis of future (2006) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix F. musp report.doc Page 25 • • • Appendix A Approved Transportation Methodology & Site Plan III TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL DAVID PLUMMER & ASSOCIATES, INC. Facsimile Transmission To: Mr. Quazi Masood Affiliation: URS Corporation From: Sonia Shreffler-Bogart RE: Brickell View Terrace - #05114 cc: Alfredo Duran, Raj Shanmugam, Lilia M Fax #: Phone #: Date: Pages: edina, file (954) 739-1789 (954) 739-1881 February 14, 2005 4 page(s), including cover East Little Havana CDC is pursuing City of Miami approvals for a mixed -use project located on the southwest corner of SW 1 Avenue at SW 9 Street in Miami, Florida. The development program includes 127 dwelling units and 2,500 square feet of retail space. Access to the site is proposed at SW 1 Avenue. The study area is SW 7 Street to the north, 1-95 to the west, Biscayne Bay to the east and Coral Way to the south. The subject site is located within the limits of the Downtown Miami Area -wide DRI. This will serve as our methodology for the subject Class II Special Permit traffic impact study. Turning movement traffic counts will be collected during the PM (4:00-6:00) peak period at four intersections in the immediate project vicinity. 1. SW 2 Avenue / SW 9 Street 2. SW 2 Avenue / SW 8 Street 3. SW 1 Avenue / SW 10 Street 4. SW 1 Avenue / SW 9 Street (unsignalized) (signalized) (unsignalized) (unsignalized) In addition to these intersections, we will analyze the project driveway. • Segment traffic volumes will be collected as 24 hour machine counts at the following locations: es 1 _ SW 2 Avenue (between SW 8 Street and Coral Way) 2. SW/SE 7 Street (between Brickell Avenue and SW 2 Avenue) 3. SW/SE 8 Street (between Brickell Avenue and SW 2 Avenue) Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. Raw traffic counts will be adjusted to peak season (for the peak hour period). The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. Existing and future traffic conditions for the project area corridors will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MA1L: dpa@dplummer.com • • • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the FDOT LOS Manual, or other acceptable equivalent. • Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure: 1 Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction. 5. Establish the net external vehicle trips. 6. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person -trips for the vehicle and transit modes. • Background Traffic. A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. • Committed Developments. Will be based on list of relevant projects provided by the city that fall within the established study area, as shown on Attachment 2. Committed development trips will also be converted to person -trips based on the methodology described above. • Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will be performed at the three study intersections and the proposed project driveway(s). • Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update. published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. • Per Section 14.182d of the City of Miami Code, a Transportation Control Measures Plan will be included in the report. If you have any questions you can contact me at (305) 447-0900. trafflc_meth_fax.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAfL: dpa@dptumrner.com dr ATrACAME.4 7 J. • • • %Al StRIET 2 1 3 • • • aroma, ********** 00•116.- •01130•411••• 1,1r. A111111111011111.1..=. Ad. 7 airriniim—* uniVo w • • eti II rola ow A, SI TE PLAN mho: o- 14. MAO M • • Appendix B Traffic Counts & Signal Timings 0 Raw Traffic Counts • • S9 8TE STREET & SW 2ND AVENUE iliAMI, FLORIDA TED BY: MB1THH !!018! RAU GNALIZBD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAA (561► 272-4381 ALL VEHICLES & PEDS Site Code : 0005006E Start Date: 03/08/05 File I.D. : SM8S2AV8 Page : 1 SW 2ND AVENUE From North Peds Right Thru Left Date 03/08/05 16:00 3 0 76 25 16:15 2 0 59 20 16:30 1 0 77 23 16:45 0 0 75 24 Hr Total 6 0 287 92 SW 8TH STREET Prom Bast Peds Right Thru Left SW 2ND AVENUE From South Peds Right Thru Left SF CH STREET From west Peds Right Thru Left Vehicle Total 2 0 0 0 2 0 0 0 5 0 0 0 0 0 0 0 9 0 0 0 17:00 3 0 73 23 2 0 0 0 17:15 6 0 96 22 1 3 0 0 0 17:30 4 0 93 26 i 1 0 0 0 17:45 3 0 71 29 2 4 0 0 Hr Total 16 0 333 100 I 8 0 0 0 4 11 69 0 9 14 64 0 4 17 84 0 5 18 76 0 23 60 293 0 3 10 70 0 4 13 90 0 0 9 86 0 2 8 84 0 9 40 330 0 8 59 186 28 7 58 202 47 3 71 220 47 7 63 232 48 25 251 840 170 1 84 239 50 9 75 191 49 5 82 231 48 6 93 253 46 21 324 914 193 464 464 539 536 2003 549 536 575 574 2234 tTOTALt 22 0 620 192 # 17 0 0 0 32 I00 623 0 • • 46 585 1754 363 ( 4237 SW 8TR STREET & SW 2ND AVENUE 'AMI, FLORIDA NEED BY: REM SIOk8EREAQ GNALIZHD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY EACH, FLORIDA 33444 {561) 272-3255 FAX (561} 272-4381 ALL VEHICLE'S & PEDS Site Code : 00050066 Start Dace: 03/08/05 File I.D. : SW8S2AVE Page : 2 SW 2ND AVENIJ8 From North Peds Right Thru ➢ate 03/G8/05 SW 8TH STREET 0 0 0 110 363 Let SW BTE STREET From East Peds Right Thru Left SW 2ND AVENUES Prom South Peds Right Thru Left SW STE STREET From West Peds Right Thru Left Vehicle Total 22 22 0 363 • 1,754 0 0 1,754 2,702 585 585 46 • 46 SW 2ND AVENUE 620 620 812 ,702 192 192 1 1,798 363 623 0 986 ALL VEHICLES & PEDS 2,04 Intersection Total 4,237 0 620 585 1,205 1,928 0 0 SW 2ND AVENUE 723 623 623 17 17 0 0 0 0 0 0 2,046 192 1,754 100 SW 8TH STREET 100 100 32 32 SW 8TH STREET & SW 2ND AVENUE AKI, FLORIDA UM) BY: KEN Mu:4RRRAU GNALIZRD TRAFFIC SURVEY SPECIALISTS, INC. 624 GAR➢ENIA TERRACE DELRAY BEACB, FLORIDA 33444 t361) 272-3255 FAX (561) 212-4381 ALL VEHICLES & PEDS Site Code : 0005006i Start Date: 03/08/05 Nile I.D. : SW8S2AVE Page : 3 SW 2ND AVENUE From North Peds Right Thru Date 03/08/05 Peak Hour Analysis Peak start 17:00 Volume Percent - Pk total 433 Highest 17:30 Volume Ri total 119 PHF .91 • Left 3W 8TH STREET From East Peds Right Thru Left SW 2ND AVENUE From South Peds Right Thru Left SW STE STREET From West Peds Right Thru Left Vehicle Total By Entire Intersection for the Period: 16:00 to 18:00 on 03/08/05 17:00 17:00 0 333 100 0 0 0 40 330 01 77t 231 0% 3t 01 111 891 0 93 26 16 16 SW 8TH STREET 0 0 0 0 193 193 914 914 324 324 21 • 21 0 16:00 0 0 0 0 .0 0 0 370 17:15 - 13 90 103 .90 SW 2ND AVENUE 333 333 433 100 100 ,431 ,431 956 193 330 0 523 ALL VEHICLES & PEDS 1,05 Intersection Total 2,234 0 333 324 657 0 0t 0 1,027 370 0 330 40 17:00 324 914 193 23% 641 13t 1431 17:45 - .83 253 46 382 .94 8 8 0 0 0 0 0 0 1,054 SW 8TH STREET 100 914 40 0 SW 2ND AVENUE 330 40 9 9 SW 9TH STREET & SW 2ND AVENUE 0T XI, FLORIDA NTED BY: GREGORIO RAMIREZ SIGNALIZED, E/A STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY PEACH, FLORIDA 33444 (561J 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050066 Start Date: 03/08/05 File I.D. : 9ST_2AVE Page : I SW 2ND AVENUE From North Peds Right Thru Date 03/08/05 16:00 12 17 16:15 4 10 16:30 5 9 16:45 3 10 Er Total 24 46 17:00 6 12 17:15 5 14 17:30 11 3 17:45 6 14 Er Total 28 48 126 113 148 127 514 143 160 162 141 606 Left SW 9TE STREET From East Peds Right Thru Left SA 2ND AVENUE From South Peds Right Thru Left SW 9TE STREET Prom west Peds Right Thru Left Vehicle Total 7 7 5 6 25 11 12 9 14 46 4 5 3 4 4 2 0 2 2 10 0 2 2 2 1 2 12 19 4 1D 1 0 2 3 6 2 7 5 4 18 1 1 1 1 4 4 7 2 2 15 3 3 5 3 11 2 3 12 1 23 1 4 1 4 10 3 6 5 0 14 76 77 83 89 325 84 90 84 80 338 8 1 3 2 14 7 4 4 6 21 8 6 4 9 27 5 1 3 1 10 5 1 5 7 5 1 9 1 24 10 0 0 2 0 1 2 D 0 3 6 1 4 4 15 0 1 2 1 4 258 218 270 248 994 2ES 311 283 264 1127 tTOTALt 52 94 1120 71 1 18 37 8 25 34 24 663 35 I 51 20 5 19 I 2121 • SW 9TH STREET & SW 2ND AVENUE OTARi, FLORIDA NTED EY: GREGORiu RAMIREZ SIGNALIZED, E/W STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (5611 272-3255 FAX (5611 272-4381 ALL VEHICLES & PEDS Site Code : 00050066 Start Date: 03/08/05 File I.D. . 9ST_2AVE Page : 2 SW 2ND AVENUE From North Peds Right Thru Date D3/08/05 Left SW 9TA STREET From East Peds Right Thru Left SW 2ND AVENUE Prom South Peds Right Thru Left SW 9TH STREET Prom West Peds Right Thru Left Vehicle Total 52 52 SW 9TH STREET 35 8 137 94 19 19 5 5 20 20 51 • 51 94 94 SW 2ND AVENUE • 1,120 1,120 t— 1,285 81 4 71 71 2,004 19 663 37 719 ALL VEHICLES & PEDS Intersection Total 2,121 25 1,120 20 1,165 1,887 35 35 SW 2ND AVENUE 17 70 722 663 663 18 18 37 37 8 8 25 25 100 SW 9TH STREET 71 5 24 24 24 34 34 Sit 9TE STREET & SW 2ND AVENUE OMI, FLORIDA NTRD B1: Gk8G0i10 0. IR82 SIGNALIZED, KIN STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 i561j 272-3255 FAX {561► 272-4381 ALL VEHICLES & PEDS Site Code : 00050066 Start Date: 03/08/05 File I.B. : 9ST_2AVE Page : 3 SW 2ND AVENUE From North Peds Right Thru Date 03/08/05 Peak Hour Analysis Peak start 17:00 Volume Percent Pk total 700 Highest 17:15 Volume Hi total 186 PEP .94 • SW 9TE STREET Prom East Left Peds Right Thru Left SA 2ND AVENUE From South Peds Right Thru Left SW 9TH STREET From West Peds Right Thru Left Vehicle Total By Entire Intersection for the Period: 16:00 to 18:00 on 03/08/05 17:00 17:00 49 606 46 - 18 4 15 - 14 338 21 7t 871 71 - 49t 111 41% 4% 91% 0 37 17:15 14 160 12 28 28 15 .62 48 48 SW 9TH STREET 21 4 48 73 4 4 3 3 10 10 24 • 24 1 7 373 17:15 6 90 100 ,93 SW 2ND AVENUE 606 606 700 0 7 46 46 1,060 4 338 18 360 ALL VEHICLES & PEDS Intersection Total 1,127 15 606 10 631 1,004 21 21 SW 2ND AVENUE 10 4 17:00 10 3 4 59t 181 24t 17 17:15 - 7 2 10 .42 37 373 • 338 338 6 6 18 18 4 4 15 15 63 SW 9TH STREET 46 3 14 14 14 23 23 SW 9TH STREET 4 SW 1ST AVENUE INHI, FLORIDA NTED 8X: RAimUNDO AIONANDE2 SIGNALIZED, VW STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 ($61) 272-3255 FAX (561) 272.4381 ALL VEHICLES & PEES Site Code : 00050066 Start Date: 03/08/C5 File I.D. : SW921AV8 Page : 1 SW 1ST AVENUE From North Peds Right Thru Date 03/08/05 16:00 17 I 16:15 8 1 16:30 25 3 16:45 17 2 Er Total 67 7 17:00 33 0 17:15 23 0 17:30 27 0 17:45 18 a Er Total 101 2 71 76 80 9 326 109 122 110 131 472 Left SW 9TH STREET From East Peds Right Thru Left SR 1ST AVENGE From South Peds Right Thru Left 1SW 9TE STREET FIom West Vehicle Peds Night Thru Left Total 0 0 0 8 0 0 0 0 0 10 6 3 2 21 2 2 1 1 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 13 22 17 61 18 18 19 15 70 10 7 2 2 21 0 0 0 0 0 10 14 9 10 43 4 0 17 6 0 10 2 0 19 1 0 15 13 C 61 5 3 4 2 14 5 6 1 2 14 2 4 8 2_ 16 4 3 4 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 5 5 4 5 19 7 12 4 4 27 101 112 122 175 470 156 168 153 169 646 'TOTAL: 168 9 798 0 • • 27 0 0 131 1 34 0 104 28 I 27 0 0 46 I 1116 SW 9TR STREET & SA 1ST AVENUE Or, FLORIIIA BM BY: RAIMO DO HERNANDEZ IGNALIZED, EJW STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 i561} 272-3255 Fki i5611 272.438i ALL VEEICLES & PROS Site Code : 00050066 Start Date: 03/08/05 File I.D. : SW9S1AVE Page : 2 Sit 1ST AVENUE From North Peds Right Thru Date 03/08/05 -- Left SW 9TH STREET From East Peds Right Thru Left SW 1ST AVENUE From South Peds Right Thru Left SW 9TH STREET From West Peds Right Thru Left Vehicle Total 168 168 SW 9TH STREET 28 0 9 •46 37 46 0 9 9 3 0 46 0 0 27 • 27 SW 1ST AVENUE 798 798 807 0 0 957 46 104 0 150 ALL VEHICLES & PEDS Intersection Total 1,116 131 798 0 929 1,061 28 28 SW 1ST AVENUE 13 131 132 104 104 27 27 0 0 0 0 131 131 0 SW 9TH STREET 0 0 0 0 0 34 34 SW 9TH STREET & SW 1ST AVENUE WAEI, FLORIDA TED BY: RAYNUADO HERNANDEZ OT SIGNALIZED, E/W STOP TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (5611 272-3255 FAX (561? 272-4381 ALL VEHICLES & PEDS Site Code : 00050066 Start Date: 03/08/05 Pile I.D. : SW9SiAV0 Page : 3 SW 1ST AVENUE From North Peds Right Thru Left Date 03/08/05 SW 9TB STREET From East 541 1ST AVENUE 1From South Peds Right Thru Left j Peds Right Thru Left 51f 9TH STREET Fran West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 17:00 17:00 Volume 2 472 0 0 0 70 Percent Gt 1001 Ct 0: 0i IC01 Pk total 474 70 Highest 17:45 17:30 Volume 2 131 0 - 0 Hi total 133 19 PHF .89 ' .92 101 101 SW 9TH STREET 14 0 2 16 27 27 0 2 2 16:00 to 10:0O on 03j0Bj05 17:00 0 61 01 81t 75 17:00 0 19 - 0 17 22 ,05 SW 1ST AVENUE 472 472 474 0 0 3 0 27 0 0 11 11 562 27 61 0 88 • ALL VEHICLES & PEDS Intersection Total 646 70 472 0 542 617 14 14 SW 1ST AVENUE 7 14 19t 17:00 0 0 27 01 0s 1001 70 75 61 61 27 7:15 . 0 0 12 12 .56 6 6 0 0 0 0 70 70 0 SW 9TH STREET 0 0 0 0 0 13 13 SW 10TE STREET 6 SW 1ST AVEN➢E MI, FLORIDA raw BY: ED1LSOW ALVAREZ SIGNALIZED, KB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY PEACE, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VESICLES & PEDS Site Code : 000500E6 Start Date: 03/0E/05 File I.D. : IOST1AVE Pave : 1 SW 1ST AVENUE From North Peds Right Thru Date 03/08/05 16:00 9 0 16:15 14 0 16:30 32 0 16:45 16 0 Er Total 71 0 17:00 18 0 17:15 15 0 17:30 10 0 17:45 12 0 Er Total 55 0 78 87 97 10D 362 120 137 122 142 521 Left SW 10TE STREET From East Peds Right Thru Left SW 1ST AVENUE From South Peds Right Thru Left SW 10TH STREET From hest Vehicle Peds Right Thru Left Total 7 7 10 14 38 6 10 a 6 30 2 4 3 9 3 2 7 3 15 a a 0 0 a 0 a 0 0 0 0 2 0 8 0 9 11 14 a 42 12 12 16 9 49 15 13 16 52 43 10 12 13 78 0 a 0 0 17 12 15 13 57 0 20 0 18 0 18 O 18 0 74 5 5 5 9 24 5 5 5 9 24 1 0 6 0 5 0 3 0 15 0 1 5 5 1 12 0 0 0 0 0 0 0 0 0 a 0 a a 0 0 0 a a 0 0 a a a o 116 122 141 144 523 163 182 169 184 698 *TOTALt 126 0 883 • 68 J 24 0 0 91 I 130 0 131 48 I 27 0 0 ( 1221 SW .GTE STREET & SW 1ST AVENUE AilI, FLORIDA NTED BY: EDILSOS ALVAREZ SIGNALIZED, WE STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX {561} 272-4381 ALL VEHICLES & PEDS Site Code : 00050066 Start Date: G1/08/05 File I.D. : 10ST1AVE Page : 2 SW 1ST AYENi1E From North Peds Right Thru Date 03/08/05 Left SW 1OTH STREET From East Fed& Right Thru Left SW 1ST AVENUE From South Peds Right Thru Left SW 10T8 STREET From West Peds Right Thru Left Vehicle Total 126 126 SW 1OTH STREET 48 0 48 0 0 0 0 0 0 0 27 27 0 1 0 SW 1ST AVENUE 883 8 68 883 68 951 1 1,082 0 131 0 131 ALL VEHICLES & PEDS Intersection Total 1,221 91 883 0 974 1,153 48 48 SW 1ST AVENUE 15 9 179 131 131 { 24 24 0 0 0 0 91 91 68 SW 1OTH STREET 68 0 0 0 0 130 130 SW 10TH STREET & SW 1ST AVENUE , FEY TED BY;: ED EUiL50N ALYARBZ ilISIGNALIZED, WE STOP TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PETS Site Code : 00050066 Start Date: 03/08/05 File 1.D. : 105T1AVB Page : 3 SW 1ST AVENUE From North Peds Right Thru Left Date 03/08/05 Peak Hour Analysis Peak start 17:00 Volume Percent - Pk total 551 Highest 17:45 Volume 0 142 Hi total 146 PHF .93 • SW 10TH STREET From Bast Peds Right Thru Left SW 1ST AVENUE From South Peds Right Thru Left SW 10TH STREET From West Peds Right Thru Left Vehicle Total By Entire Intersection for the Period: 17:00 0 521 30 0 0 49 Ot 95t 5t Ot Ot 1001 55 55 SW 10TH STREET 24 0 0 24 0 0 0 0 0 0 12 12 6 49 17:30 16 .77 0 0 0 16 16:00 to 18:00 on 03/08/05 17:00 0 74 24 0% 76t 24t 98 17:45 0 18 9 27 .91 SW 1ST AVENUE 521 . 521 551 30 30 4 625 0 74 0 74 ALL VEHICLES & PEDS Intersection Total 698 49 521 0 570 668 24 24 SW 1ST AVENUE 7 4 98 • 74 74 17:00 0 16:00 0 .0 0 0 0% 0% 15 0 at 0 15 0 0 0 0 49 49 30 SW 10TH STREET 30 0 0 0 0 78 78 • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 ?bone (541) '272-3255 Volume Report with 24 Hour Totals Page 1 ***********;******************************************************************* Data File : D0309043 . PRN Station : 000000030801 Identification : 000110252043 Interval : 15 minutes Start date : Mar 9, 05 Start time : 00:00 Stop date : Mar 9, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 2nd Avenue South of SW 10th Street Mar 9 Southbound Volume for Lane 1 End Time 00 01 02 03 04 05 05 07 08 09 10 11 15 12 11 9 3 4 11 41 67 96. 142 109 76 30 14 8 4 4 4 18 49 87 98 132 86 67 45 13 6 5 4 5 16 66 96 115 . 97 89 77 00 10 6 3 8 8 20 60 96 125 96 111 86 Hr Total 49 31 21 19 21 65 216 346 434 467 395 306 End Time 12 13 14 15 15 17 18 19 20 21 22 23 15 118 95 88 104 110 157 151 101 67 47 42 39 30 112 106 99 103 139 171 156 65 66 37 35 22 45 118 110 100 127 127 154 130 83 54 38 25 20 00 141 91 88 130 141 133 113 90 40 33 41 28 Hr Total 489 402 375 464 517 615 550 339 227 155 143 109 11 Hour Total : 6755 peak hour begins : 08:30 AM peak volume : 514 Peak hour factor : 0.90 PM peak hour begins : 16:45 PM peak volume : 623 Peak hour factor : 0.91 ******************************************************************************* Mar 9 Northbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 17 10 6 2 4 3 21 50 124 125 69 62 30 9 7 1 7 7 20 28 93 98 90 84 65 45 9 7 2 1 3 12 48 103 155 92 71 72 00 11 5 4 3 3 22 64 130 108 82 101 114 Hr Total 46 29 13 13 17 57 161 376 485 389 325 313 End Time 12 13 14 15 15 101 95 101 80 30 112 108 76 85 45 84 89 83 120 00 115 110 91 87 16 65 68 79 84 Hr Total 412 402 351 372 296 17 18 19 20 89 83 77 60 87 64 69 39 106 67 69 44 69 57 45 30 351 271 260 173 21 22 23 41 36 32 26 23 29 26 29 29 21 25 24 135 103 103 24 Hour Total : 5453 AM peak hour begins : 07:45 AM peak volume : 507 Peak hour factor : 0.82 PM peak hour begins : 12:00 PM peak volume : 412 Peak hour factor : 0.90 ******************************************************************************* • • Traffic Survey SpecialistsIn c 624 Gardenia TaYrace Delray Beac, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0309043.PRN Station : 000000030801 Identification : 000110252043 Interval : 15 minutes Start date : Mar 9, 05 Start time 00:00 Stop date : Mar 9, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 2nd Avenue South of SW loth Street ******************************************************************************* Mar 9 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 - 15 29 21 15 5 8 14 62 117 220 267 178 138 30 23 15 5 11 11 38 77 180 196 -222 170 132 45 22 13 7 5 8 28 114 199 270 189 160 149 00 21 11 7 11 11 42 124 226 233 178 212 200 Hr Total 95 60 34 32 38 122 377 722 919 856 720 619 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 219 190 189 184 175 246 234 178 127 88 65 68 30 224 214 175 188 207 258 220 134 105 73 61 51 45 202 199 183 247 206 260 197 152 98 70 54 41 00 256 201 179 217 225 202 170 135 70 59 66 52 Total 901 804 726 836 813 966 821 599 400 290 246 212 Hour Total : 12208 AM peak hour begins : 08:30 AM peak volume : 992 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 989 Peak hour factor : 0.95 ******************************************************************************* • • Traffic Survey Sper i al i ate , Tn r 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ****************r********************************************************* ***** Data File : D0309045.PRN Station : 000000030803 Identification : 249600650037 Interval : 15 minutes Start date : Mar 9, 05 Start time : 00:00 Stop date : Mar 9, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 7th Street West of South Miami Avenue ****************************************:r***************************;t********** Mar 9 Westbound Volume End Time 00 01 02 03 04 05 06 07 03 09 10 11 15 32 16 6 8 12 57 90 147 183 201 214 275 30 9 14 8 7 18 47 111 194 141 .219 232 273 45 15 11 5 B 31 68 125 179 211 175 177 287 00 12 7 3 6 38 114 151 194 173 246 298 261 Hr Total 68 48 22 29 99 286 477 714 708 841 921 1096 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 324 309 306 328 444 346 260 174 137 106 97 49 30 286 272 282 289 341 346 206 162 122 95 67 34 45 271 251 236 355 389 317 162 131 139 85 45 32 00 247 285 306 369 354 238 212 135 133 96 63 25 Total 1128 1117 1130 1341 1528 1247 840 602 531 382 272 140 PHour Total : 15567 AM peak hour begins : 11:30 AM peak volume : 1158 Peak hour factor : 0.89 PM peak hour begins : 15:45 PM peak volume : 1543 Peak hour factor : 0.87 ******************************************************************************* • Traffic Survey Spec--ya1 i .sr. to Tnr . 624 Gardenia Terraria Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 **********************:tit******************************************************** Data File : D0309046.PRN Station : 000000030802 Identification : 000058410089 Interval : 15 minutes Start date : Mar 9, 05 Start time : 00:00 Stop date : Mar 9, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 8th Street West of South Miami Avenue ********************************************:rat********************************* Mar 9 Eastbound Volume End Tirne 00 01 02 03 04 05 06 07 08 09 15 34 26 10 10 14 23 112 256 416 462 325 293 30 46 22 10 10 10 37 209 288 448 .400 332 293 45 33 14 20 12 15 56 255 303 555 367 276 291 00 28 20 13 12 21 81 313 397 518 342 307 318 Hr Total 141 82 53 44 60 197 889 1244 1937 1571 1240 1195 10 11 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 350 378 338 295 240 263 299 216 143 116 111 75 30 324 362 323 266 234 300 281 185 140 116 103 73 45 362 344 315 275 260 354 290 179 117 102 106 54 00 354 319 322 286 247 316 247 141 102 120 97 50 Total 1390 1403 1298 1122 981 1233 1117 721 502 454 417 252 Hour Total : 19543 AM peak hour begins : 08:15 AM peak volume : 1983 Peak hour factor : 0.89 PM peak hour begins : 12:30 PM peak volume : 1456 Peak hour factor : 0.96 1 Adjusted Traffic Counts Print Date: Jun/09/2004 Florida Department of Transportation Transportation Statistics Office 2003 Peak Season Factor Category Report %1IAM1-DADE SOUTH MOCF = 0.99 Category: 8701 Week Dates SF PSCF . * 1 01/01/2003 - 01/04/2003 0.98 0.99 • 2 01/05/2003 - 01/11/2003 1.00 1.01 * 3 01/12/2003 - 01/18/2003 1.01 1.02 * 4 01/19/2003 - 01/25/2003 1.00 1.01 * 5 01/26/2003 - 02/01/2003 1.00 1.01 * 6 02/02/2003 - 02/08/2003 0.99 1.00 * 7 02/09/2003 - 02/15/2003 0.98 0.99 * 8 02/16/2003 - 02/22/2003 0.98 0.99 * 9 02/23/2003 - 03/01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 1.00 * 11 03/09/2003 - 03/15/2003 0.99 1.00 * 12 03/16/2003 - 03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 14 03/30/2003 - 04/05/2003 1.00 1.01 15 04/06/2003 - 04/ 1 2/2003 1.00 1.01 16 04/13/2003 - 04/19/2003 1.00 1.01 17 04/20/2003 - 04/26/2003 1.00 1.01 18 04/27/2003 - 05/03/2003 1.00 1.01 19 05/04/2003 - 05/10/2003 1.00 1.01 20 05/11/2003 - 05/17/2003 1.00 1.01 21 05/18/2003 - 05/24/2003 1.00 1.01 22 05/25/2003 - 05/31/2003 1.00 1.01 23 06/01/2003 - 06/07/2003 0.99 1.00 24 06/08/2003 - 06/14/2003 0.99 1.00 25 06/ 15/2003 - 06/21 /2003 0.99 1.00 111 26 06/22/2003 - 06/28/2003 1.00 1.01 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/ 12/2003 1.01 1.02 29 07/13/2003 - 07/19/2003 1.02 1.03 30 07/20/2003 - 07/26/2003 1.02 1.03 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08/09/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1.02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.02 1.03 38 09/14/2003 - 09/20/2003 1.02 1.03 39 09/21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 - 10/04/2003 1.01 1.02 41 10/05/2003 - 10/11/2003 1.00 1.01 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 10/25/2003 1.00 1.01 44 10/26/2003 - 11/01/2003 1.00 1.01 45 11 /02/2003 - 11 /08/2003 1.00 1.01 46 11/09/2003 - 11/15/2003 1.00 1.01 47 11/16/2003 - 11/22/2003 1.00 1.01 48 11/23/2003 - 11/29/2003 0.99 1.00 49 11/30/2003 - 12/06/2003 0.99 1.00 50 12/07/2003 - 12/13/2003 0.98 0.99 51 12/14/2003 - 12/20/2003 0.98 0.99 52 12/21/2003 - 12/27/2003 1.00 1.01 53 12/28/2003 - 12/31/2003 1.01 1.02 Now: -*" indicates peak season week Page 2 DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Brickell View Terrace SW 2 Avenue and SW 8 Street Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 05114 3/8105 Tuesday SW 2 Avenue SW 8 Street TIME INTERVAL 04:00 PM 04:15 PM 04:15 PM 04:30 PM 04:30 PM 04:45 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM 05:00 PM 05:15 PM 05:30 PM 05;45 PM 06:00 PM NORTHBOUND SORTHBOUND EASTBOUND ` WESTBOUND L 0 0 0 0 0 a 0 0 T R 69 11 64 14 84 17 76 18 70 10 90 13 86 9 84 6 TOTAL 80 78 101 94 80 103 95 92 L 25 20 23 24 23 22 26 29 T 76 59 77 75 73 96 93 71 R 0 0 0 0 0 TOTAL 101 79 0 0 0 100 99 96 118 119 100 L 28 47 47 48 50 49 48 46 186 202 220 232 239 191 231 253 R r TOTAL 69 283 58 307 71 338 63 343 84 373 75 315 82 361 83 382 L 0 0 0 0 0 a 0 0 T 0 0 0 0 0 0 0 0 R 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 GRAND TOTAL 464 464 539 536 549 0 0 0 536 575 574 TIME INTERVAL 04:00 PM 06:00 PM PEAK HOUR FACTOR AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS SW 2 Avenue NORTHBOUND T R TOTAL SORTHBOUND T R T TOTAL Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.00 SW 8 Street EASTBOUND T R TOTAL 293 WESTBOUND T R TOTAL GRAND TOTAL 2119 0.97 2 ave_8 street xls DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: Brickell View Terrace Location: SW 2 Avenue and SW 9 Street Observer: Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 05114 318/05 Tuesday SW 2 Avenue SW 8 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRANCI TOTAL L T R TOTAL L T R TOTAL L T R r TOTAL L T R TOTAL 04:15 PM 04:30 PM ��� 82 7 113 10 130 1 0 1 2 2 0 2 4 218 04:30 PM 04:45 PM 3 83 1 87 5 148 9 x 162 4 2 3 9 2 0 10 12 270 04:45 PM 05:00 PM , 2 89 4 95 6 127 10 143 4 0 1 5 2 1 2 5 248 05:00 PM 05:15 PM ' 7 84 3 94 + 11 143 12 166 0 1 1 ( 2 4 1 2 7 269 05:15 PM 05:30 PM i 4 90 6 100 12 160 14 186 1 2 7 10 7 1 7 15 311 05:30 PM 05:45 PM 4 84 5 93 9 162 8 179 2 0 1 3 2 1 5 8 283 05:45 PM 06:00 PM ; 6 80 0 86 14 141 14 169 a 1 0 1 2 _ 2 1 4 • 7 264 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS SW 2 Avenue SW 8 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND L T R TOTAL L T R TOTAL L T TOTAL L T R TOTAL 04:00 PM 06:00 PM 18 332 12 361 36 560 47 643 10 3 10 22 13 4 19 35 PEAK HOUR FACTOR 0.90 0.86 0.50 0.58 GRAND TOTAL 1,061 0.91 Note: 2002 FOOT Seasonal Weekly Volume Factor = 1.00 2 ave_9 street.xls DAVID PLUMMER d ASSOCIATES. INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Brickell View Terrace SW 1 Avenue and SW 9 Street Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 05114 3/8/05 Tuesday SW 1 Avenue SW 8 Street TIME NORTHBOUND SOUTHBOUN EASTBOUND WESTBOUND INTERVAL L T R 04:00 PM 04:15 PM 5 10 0 TOTAL 15 T 0 71 TOTAL 72 04:15 PM 04:30 PM 3 14 0 04:30 PM 04:45 PM 4 9 0 04:45 PM 05:00 PM 2 10 0 05:00 PM 05:15 PM 5 17 0 05:15 PM 05:30 PM 6 10 0 17 0 76 1 77 13 0 80 3 83 12 0 99 2 101 22 0 109 0 109 16 0 122 0 122 05:30 PM 05:45 PM 05:45 PM 05:00 PM , 2 9 0 15 20 17 0 110 110 131 2 133 5 5 4 5 7 12 4 4 0 0 0 0 0 0 0 0 0 0 TOTAL L T R 5 9 0 0 5 13 0 0 0 0 0 0 4 22 0 0 7 0 0 8 0 0 2 18 0 0 4 19 0 0 4 15 0 0 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS GRANCI TOTAL TOTA 9 i 101 13 112 22 122 17 135 18 156 18 168 19 ! 153 15 169 SW 1 Avenue SW 8 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R r TOTAL L T R J TOTAL L T R TOTAL 04100 PM [ 06:00 PM 14 52 0 66 0 399 5 404 23 ' 0 0 23 66 0 0 66 558 PEAK HOUR FACTOR . 0.75 0.76 0.48 0.74 0.96 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.00 1 ave 9 street.xls • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TIME INTERVAL 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM TURNING MOVEMENT COUNTS Brickell View Terrace SW 1 Avenue and SW 10 Street Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 05114 318105 Tuesday SW 1 Avenue NORTHBOUND SORTHBOUND EASTBOUND SW 8 Street WESTBOUND L 5 5 5 9 5 5 T 17 0 12 0 15 0 13 0 20 0 18 0 1 TOTAL 22 7 17 7 20 10 22 1 14 25 6 23. 10 T 78 87 97 100 120 137 R 0 0 0 0 0 0 TOTAL 85 94 107 114 126 147 0 0 0 0 0 0 T 0 0 0 0 0 0 R 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 L 9 11 14 8 12 12 0 0 0 0 0 0 GRAND R T TOTAL TOTAL 0 9 116 0 11 122 0 14 141 O 8 144 O 12 163 O 12 182 05:30 PM 05:45 PM 05:45 PM 06:00 PM 5 9 18 0 18 0 23 8 27 6 122 142 0 0 130 148 0 0 0 0 0 0 0 16 9 0 0 16 169 9 184 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS SW 1 Avenue SW 8 Street TIME INTERVAL NORTHBOUND SORTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R 1 TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 24 66 0 90 T 34 442 0 476 0 0 0 046 0 0 46 611 PEAK HOUR FACTOR 0.83 0.80 N/A 0.71 0.95 Note: 2002 FOOT Seasonal Weekly Volume Factor = 1.00 1 ave 10 street. xis DA.VI0 PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS Brickell View Terrace SW 2 Avenue South of SW 10 Street Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/412nd 114 3rd 1/4! 4th 114 TOTAL 12:00 AM 17 9 9 11 46 01:00 AM 10 7 7 5 29 02:00 AM 6 1 2 4 13 03:00 AM 2 7 1 3 13 04:00 AM 4 7 3 3 17 05.00 AM 3 20 12 22 57 06.00 AM 21 28 48 64 161 07 00 AM 50 93 103 130 376 0800AM 124 98 155 108 485 09:00 AM 125 90 92 82 389 10:00 AM 69 84 71 101 325 11:00 AM 62 65 72 114 313 12:00 PM 101 112 84 115 412 01:00 PM 95 108 89 110 -402 02:00 PM 101 76 83 91 351 03 00 PM 80 85 120 87 372 04'.00 PM 65 68 79 84 296 05:00 PM 89 87 106 69 351 05OOPM 83 64 67 57 271 07:00 PM 77 69 69 45 260 08:00 PM 60 39 44 30 173 09:00 PM 41 36 32 26 135 10:00PM 23 26 29 25 103 11.00 PM 29 29 21 24 103 124-HOUR TOTAL r 5,453 1 AM Peak Hour PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12700 AM 12 14 13 10 49 01:00AM 11 8 6 6 31 02:00 AM 9 4 5 3 21 03:00 AM 3 4 4 8 19 04:00AM 4 4 5 8 21- 05.00 AM 11 18 16 20 65 06:00 AM 41 49 66 60 216 07:00 AM 67 87 96 96 346 08:00 AM 96 98 115 125 434 09:00 AM 142 132 97 96 467 10:00 AM 109 86 89 111 395 11:00 AM 76 67 77 86 306 12.00 PM 118 112 118 141 489 01:00 PM 95 106 110 91 402 02.:00 PM 88 99 100 88 375 03:ooPM 104 103 127 130 464 04:00 PM i 110 139 127 141 517 05:00 PM € 157 171 154 133 615 06:00PM 151 156 130 113 550 07:00 PM 101 65 83 90 339 08:00 PM 67 66 54 40 227 09:OO PM 47 37 38 33 155 10:00 PM : 42 35 25 41 j 143 11,00PM 39 22 20 28 109 24-HOUR TOTALI 6,755 DAILY TRAFFIC COUNT SUMMARY Time- 07-45 AM volume: 507 Time, 12:00 PM Volume: 412 AM Peak Hour: PM Peak Hour 05114 3/9/06 TWO-WAY TOTAL 9 60 34 3 38 22 377 722 91 856 720 19 90 804 726 836 813 966 821 599 400 290 246 212 1 12,208 [ AM Peak Hour Time: 0830 AM Vukime: 514 PM Peak Hour: Time: 04:45 PM Volume: 623 NORTHBOUND AND SOUTHBOUND Time. K-factor: D-factor. Time: K-factor R-factor: 08, 30 AM 8.1% 51.8% SB 04.45 PM 8.1 °A° 63,0% S8 Volume: 992 PHF: 0.92 Volume 989 PHF: 0, 95 2 ave south_10 st.xls DAVID PWMMER & ASSOCIATES, fNC, 24-HOUR COUNTS Project Name: Brickell View Terrace Location: SW 7 Street West of South Miami Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00AM 0 0 0 0 0 01:00AM 0 0 0 0 0 0200AM 0 0 0 0 0 03:00 AM 0 0 0 0 0 04:00 AM 0 0 0 0 0 05:00 AM 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 0900 AM . 0 0 0 0 0 10OOAM 0 0 0 0 0 11:00AM 0 0 0 0 0 I 12:00PM 0 0 0 0 0 01:00PM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:00 PM 0 0 0 0 0 04:00PM 0 0 0 0 0 0500 PM 0 0 0 0 0 06,00 PM 0 0 0 0 0 ()TOO PM 0 0 0 0 0 08 00 PM 0 0 0 0 0 09:00 PM 0 I 0 0 0 0 10:00PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 124-HOUR TOTAL 0 EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 32 9 15 12 68 01 00 AM 16 14 11 7 48 02:00 AM 6 8 5 3 - 22 03:00 AM 8 7 8 6 29 04:00 AM 12 18 31 38 99 . 05,00 AM 57 47 68 114 286 06.00 AM 90 111 125 151 477 0700AM 147 194 179 194 714 08.00 AM 183 141 211 173 708 09:00 AM 201 219 175 246 841 10:ooAM 214 232 177 298 921 11:00 AM 275 273 287 261 1,096 12:00 PM 324 i 286 271 247 1,128 01:oo PM 309 272 251 285 1,117 02.00PM 306 282 236 306 1,130 03 00 PM 328 289 ® 369 1,341 0400 PM 444 341 389 354 1,528 06.00 PM 346 346 317 238 1,247 0s.o0 PM 260 206 162 212 840 07:00 PM 174 162 131 135 602 08:00PM 137 122 139 133 531 09:00 PM 106 95 85 96 I 382 1000 PM �� 272 272 11 .00 PM �140 24-HOUR TOTAL ( 15,567 DAILY TRAFFIC COUNT SUMMARY 05114 3/9/05 TWO-WAY TOTAL 68 48 22 29 99 286 477 714 708 841 921 1,096 1,128 1,117 1,130 1,341 1,528 1,247 I 840 602 531 382 272 140 r 15,567 AM Peak Hour Time: 12.00 AM Volume. 0 AM Peak Hour Time: 11.30 AM Volume: 1,158 PM Peak Hour: Time: 12100 PM Volume: 0 PM Peak Hour lime: 03,45 PM Volume: 1,543 AM Peak Hour PM Peak Hour EASTBOUND AND WESTBOUND Time, 11:30AM Volume: 1.158 K-faclor: 7.4% PHF: 0 89 D-factor. 1000'% WB Time: 03.45 PM Volume: 1;543 K-factor 9-9% PHF. 0 87 0-factor: 100.0% W8 7 st west s miami ave.xls OAVID PLUMMER & ASSOCEATES. INC. 24-HOUR COUNTS Project Name: Brickeli View Terrace Location: SW 8 Street West of South Miami Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND t 1st 1/4 2nd 1/4 3rd 1/4 4th 114 TOTAL 12:00 AM 34 46 33 28 141 01 00 AM 26 22 14 20 82 02OOAM 10 10 20 13 53 03:00 AM 10 10 12 12 44 04:00 AM 14 10 15 21 60 05:170 AM 23 37 56 81 197 0800 AM 112 209 255 313 889 07:00 AM 256 288 303 397 1,244 08.O1 AM 416 448 555 518 1,937 09:00 AM 462 400 367 342 1,571 10:oo AM 325 332 276 307 1,240 1100 AM 293 293 291 318 1,195 12:00 PM 350 324 362 354 1,390 0106 PM 378 362 344 319 1,403 020OPM 338 323 315 322 1,298 03:00 PM 295 266 275 286 1,122 04:00 PM 240 234 260 247 981 05:00 PM 263 300 354 316 1,233 08:OG PM 299 281 290 247 1 1,117 07:00 PM 216 185 179 141 721 08:00 PM 143 140 117 102 502 09:O0 PM 116 116 102 120 454 10.00 PM 111 103 106 97 417 L11:00 PM 75 73 54 50 252 24-HOUR TOTAL 19,5431 AM Peak Hour PM Peak Hour. EASTBOUND Project No.: Count Date: BEGIN TIME I WESTBOUND I1st 1/4 2nd 1/4 3rd 1/4 4ti1 114 TOTAL 12OOAM 0 0 0 I 0 0 01:OOAM 0 0 1 0 0 0 02:00 AM 0 0 0 0 0 03:00AM 0 0 0 0 0 04:00 AM 0 0 0 0 0. 05:00 AM 0 0 0 0 1 0 05:00 AM 0 0 0 0 0 07.00 AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 09.00AM 0 0 0 0 0 10:00AM 0 0 0 0 0 11:00AM 0 0 0 0 0 12:00 PM fi 0 0 0 0 01:00PM 0 0 0 0 0 02:00PM 0 0 0 0 0 03.00 PM 0 0 0 0 0 04.00 PM 0 0 0 0 0 05.00 PM 0 0 0 0 r 0 06.00 PM 0 0 0 0 0 07:00 PM 0 0 0 0 0 06.O0 PM 0 0 0 0 I 0 09.00 PM 0 0 0 0 0 1000PM 0 0 0 0 J! 0 11:OO PM 0 0 0 0 L 0 24-HOUR TOTAL i 0 DAILY TRAFFIC COUNT SUMMARY Time: 08.15 AM Volume: 1,983 Time, 12.30 PM VaEume: 1.456 AM Peak Hour: PM Peax Hour: 05174 3/9/05 TWO-WAY TOTAL 141 82 53 44 60 197 889 1,244 1,937 1,571 1.240 1,195 1,390 1,403 1,298 1,122 981 1,233 1.117 721 502 454 417 252 19,543 AM Peak Hour Time: 12 00 AM Volume. 0 PM Peak Hour. Time: 12'.00 PM Vo€ume: EASTBOUND AND WESTBOUND Time: 08.15 AM Volume'. 1 983 K-factor: 10-1 % PHF: 0.89 0-factor: 100.G% EB Time: 12.30 PM Volume. 1,456 K-factor: 7-5 % PHF_ 0.96 D-factor: 100.0% EB 8 st_west_s miami ave.xls Signal Timings to • • • Signal Timing PATTERN SCHEDULE FOR 2246 SW 2 AVE « 8 TIME PT OFF NSW F MIN: 7 8 7 10 5 0 22 33 12 8 4 14 10 4 5 3 30 23 25 12 8 4 14 10 4 5 3 100 19 25 12 8 4 14 10 4 5 3 600 4 7 8 3 4 18 10 4 5 3 730 1 57 11 3 4 55 10 4 S 3 930 6 45 12 8 4 14 10 4 5 3 1530 7 14 24 8 4 22 10 4 5 1830 8 58 18 5 4 8 10 4 5 3 2130 9 29 12 8 4 14 10 4 5 3 2300 22 33 12 3 4 14 10 4 5 3 ENTER THE DAY # , CONTROLLER h (i = STOP) ST FOR DAY # 4 (SECTION 24) Y F W F _ SL Y S Y M CYC 60EARLY RT 60NIGHT 11 60I,ATE NIG 60PRE AM P 100AM PEAK 60AVERAGE 80PM PEAK 60POST PM 60EVENINC 60EARLY Ni 0 0 • Appendix C FDOT's Quality/LOS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership i TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided I Undivided 2 Divided 3 Divided A 100 1,060 1.600 Level of Service 8 C D 340 670 950 1,720 2,500 3,230 2,590 3.740 4,840 STATIC TWO-WAY ARTERIALS Craw 1(>0,00 to 1.99 signalised intersections per milt) Level of Service Lana Divided A 8 C D I Undivided •• 220 720 860 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 E 1,300 3,670 5,500 E 890 ••• Class 11(2.00 to 4,50 signalized intersections per mile) Level of Service Lana Divided A B C D E I Undivided •• 100 590 810 2 Divided •• 220 1,360 1,710 3 Divided •• 340 2,110 2,570 4 Divided •• 440 2,790 3,330 850 1,800 2,710 3,500 Class 111(more Than 4.5 signalized arterscuions per mile and not within primary city central business district of an urbanized urea over 750,000) Lana Divided 1 Undivided 2 Divided 3 Divided 4 Divided •• •• •. a. Level of Service A 8 C •• 280 650 1,020 1,350 •• .• D 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district (Au urbanized area Over 750,000) Lam Divided I Undivided 2 Divided 3 Divided 4 Divided Lanes Divided 1 Undivided 2 Divided 3 Divided A •. .• •. •. a• •• .. Level of Service 8 C D •• 270 720 650 1,580 1,000 2,390 1,350 3,130 NON -STATE ROADWAY$ Major City/County Roadways Level of Service 8 C 1) 480 760 1,120 1,620 1,740 2,450 A •. .• •. •• Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A 8 C D I Undivided •• •• 250 530 2 Divided •• .• 580 1,140 E 780 1,660 2,490 3,250 FREEWAYS lntercheige spacing? 2 mi. apart Level of Service Liao A 8 C 2 1,270 2,110 2,940 3 1,970 3,260 4,550 4 5 6 5 3,080 4,990 7,220 9,340 •10,620 6 3,730 6,040 8,740 11,310. 12,850 2,660 4,410 3,360 5,560 4,050 6,710 6,150 7,760 9,360 L] E 3,580 3,980 5,530 6,150 7,480 8,320 9,440 10,480 11,390 12,650 Interchange spacing s 2 mi. apart Level of Service Lena A 8 C D E 2 1,130 I,840 2,660 3,440 3,910 3 1,780 2,890 4,180 5,410 6,150 4 2,340 3,940 5,700 7,380 8,380 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions,Dot number of bicyclists ruing the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100'h A .. .. 160 Level of Service B C 130 380 170 210 >380 D 720 >720 >210 •.• ... E •.• PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometria at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84Y• 85-100% A .• •• Level of Service 8 C •• .. .. •• 120 590 330 520 >590 BUS MODE (Scheduled Fixed Route) E (Buses per hour) Level of Service 810 Sidewalk Coverage A 8 C 1,720 0-84% •• >5 >4 2,580 85-I00% >6 >4 >3 E 660 1.320 Sow. Florida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tolle saw, FL 32399-0450 btgn://wwwl I anyflaaida.corniplanmmg/systermism/los/dcfauolLhnn D >3 >2 E 810 990 • • • ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the iwiicsted percent) Lames Median Left Turns Lanes 1 Divided Yes 1 undivided No Multi Undivided Ya Multi Undivided No Adjustment Factors +5% ONE WAY FACIL TIES Increase corresponding volume 20% -tax •5Y. -25% wlek doom The __ !mi• ca diedadmNod dra des shwwht spur-emmo•e tea mmpwm modals Erma which me mils is derived should bs wed far mom smarmPlat .d me far Mee msarierpo,sh ameba mimes spatially aural. newer of=vow Wee muds r embolism aflame ems area, Valens limn wt ka.tr':sao_ar mimes ear camel. of .adz .idk codams ryarkmoro. aambri.ss kwli •rwarw etdifi eto ma isms ono err sell taws �10 y •r" snare sh4 WPM m o t add, -sae memos mom .udit micro ,aa..a1 be *mean area lee divided by appiape� m amd s: Swam. T . airless . Y loud of amrlaa POW *atoll resale Ts ammo to said memo aiij *il& miaow, Otn.- H+sm my Calmar? iaa•st bicycle LO5 Modal, Paderoreo LDS hi,del dog Tamil Capacity city trvai of lily f manna ldsoss w dw miles. ma lama CakvI si* me lewd Wyse., m pk•eias red bog Mo OC.h. 'lemma V schar d - able Mom velum detach Ge•siay wad Quality of Senior b[sanL rap•mreir foes Or erawaobilyarci� licycti. p.draar am hoe aaaelr. and Aau applicable he Aar keelpods. F ainest modem vobumm Pamir ems Iuw of works 0 bemuse F bocce. i.weacsus cap•anai Moe brae rambler. Fw Worst, modes. rr laved of mrs •chisr.W4, beanie. hire a as msaimwe whack •d.ay. doedi•id mesa UM" leap. vsyvm !slabs. 97 • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE PERSON TRIP LEVEL OF SERVICE A j B C D E A 8 C D E CLASS 4 ARTERIAL {2] 1LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LU 0 0 488 1185 1245 0 0 w 0.39 0,95 1,00 3LU 0 0 750 1793 1868 0 0 0.40 0,96 1.00 4LU 0 0 1013 2348 2438 0 0 0.42 0.96 1.00 CLASS 4 ARTERIAL [3] 1 LU 0 0 324 864 936 0 0 0.35 0.92 1.00 2L0 0 0 780 1896 1992 0 0 0.39 0.95 1.00 3LD 0 0 1200 2868 2988 0 0 0.40 0.96 1.00 4LD 0 0 1620 3756 3900 0 0 0.42 0.96 1.00 FDOT s 2002 QuaIi yILevel of Service Handbook NOTES: (11 THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. 12] FOR UNDIVIDED FACILITIES, THE CORRESPONDING VOLUME HAS BEEN DECREASED BY 25%. 131 FOR ONE-WAY FACILITIES, THE CORRESPONDING VOLUME HAS BEEN INCREASED BY 20%. • 20 N0 v.1UOI TANS 21 A5• DOWNTOWN MAW! DM 118ATE EXSITli /Y 51)0 611111111410 AND PERSON -TRIP CAPACITY ASS4aNISE19T16 ROADWAY FROM TO WAN! AMAUE1.1 WAIN AVENUE NE 205TREET NE 17 SINCE NE 17 STREET NE 14 STREET NE 14 STRE.E T NE 6 SI7EE 1 NE STREET NE STREET NC4 SIlit ET ti AG1.ER SIREET ELAGIER 51RE.ET SE 6 ST REE1 SE STHEEE SE 5-TREE1 5E 85TREET SW 12 STREET 5W 1257RE£1 SW 135€Rl:E1 SW 13517EE1 SE 15R04U NW E AVENUE NE 8 STREET NE 7 STRE E NE 1 STRES1 L LAOL£N STREET NC 751RE£T NE 1 STREET ELAGLER STREET SE 25TREET 6.16 1 AVENUE N UMW AVENUE. 5W 7 STREET 9W 7 51REL1 SW 5 STREET SW 6 S1REE1 SW 13 57REE1 MN 2 AVENUE NW 11 STREE'T NW 8 STREET NW II STREET NW B STREET NN6 STREET Nw 5STREET MN 5 STREET NW 3 STREET MY STREET HWISTREET NW 1 SIREET SW 1 STREET 5W1STREET SW2STREET SW 2 STREET 5W 7 STREET SW STREET SW8SIREET SW 851RETT SW 11 STREET SW 11STREET SW 13 STREET SW 13 STREET SW 15 ROAD N 162 .1R1£ KEIT11 AND SCHNARS P A 0B1 SB 5B 58 S0 5B 58 NB NB NO NR SB NB 50 NO 5B NB 58 NB 511 513 54 SB NO 5B NO 50 N0 S8 NB 58 NB 50 NB 50 NB 58 NO 5B NB 56 NB 58 NB SO NO 58 FACILIT7 TYPE EA1ST7N4 LANES 3L 4LU 4L D IL 2E 4LU 3I, 2L 2L T U 21U 2LD 7711 21, 1t 21. It 4L11 2L17 4LU 2LU 21 4LU 6 6 5 6 6 6 6 6 6 6 95 95 95 95 95 95 6 6 2 2 95 95 95 95 95 95 2 7 21 95 95 95 95 95 95 21 95 95 95 95 95 95 2 7 21 21 95 95 95 95 95 95 2 7 21 21 2 7 21 SUS ROUTES 6ERVIN3 IOAOWI1Y 6 01696NTE 1 4 4 4 2 6 2 736 86 136 66 6a 3B 36 36 8 150 150 246 68 240 240 6 167 117 7 75 45 45 45 2! 54 54 14 46 12 40 12 95 726 72S 726 373 243 emSUS ROUTES AI*8 R[pERSH1P PER S60EMENT .s _.. _..... TOTAL, BUS BUS 11101615111. CAPACITY tP*N*0 1 7 !ON$} 4 156 5026 4 €56 0026 4 156 0 026 154 534 0768 154 534 0 266 251 534 0470 61 534 0.127 187 780 0240 117 750 9 240 246 534 0 461 246 534 0461 136 315 0 432 68 315 0216 654 11175 0451 143 510 0 280 782 S674 0457 7112 1.674 0467 95 624 0152 419 1,674 0250 93 624 0142 46 F14 0404 93 624 0146 156 0 03$ 156 0 038 NITRANPLAMPROJECT5120011157161TABi E511194718X WSS4 70-Nov 2091 • TAILS 71A5 DLRMRTOWN MAIM D(8 UPOATE FR16T1NG 1'M SUS R10ER4N1P AND PERS011-TRH CAPACrY ASSIGNMERT6 FAC*L*TY RpAOWAY TYPE FROM 68)57ING 7G GIR LANES NE 56T1IEE7 - - 8i5CAYNE B&VD NE 2 AVENUE LB 41. N(2 AVENUE NE 1 AVENUE EIl 31 NE t AVE Nl3[ NMtAM[AVl. Niue. FB 31 NMIA51 AYE NUE NW 2 AVL Niue Eft 11. NW 2AVEN11t I95 EB 31 7 21 NE 111711E1' BISCAYNE, IIL VD NE2AVENGE EB 2L0 51 WB NE 2AVENUE N MIAMI AVENUE EB al) W9 N MIANI A5EN13E NW 3 4VEntlE ES 2L0 W8 NE 1 STREET BISCAYNE BL VD NE AVENU[ WA 2L 11 '77 NE 2 AVENUE NW 7 AVENUE WB 2L 9 10 11 51 77 NW AVENVE 1.95 WB 21. 11 51 17 FLAGLER STREET 8i5CAYNE BLVD NE 2 AVLNi1 W8 2L 3 16 93 95 95 NE 2 AVEN414: NE t AVENUE' WE 2L 3 16 93 95 95 NE 1 AVENUE NW 1 AVENUE WB 2L 1 16 93 95 95 14r9 1 AV£14I3E NW 2 AVENL}E WB 2L 21 93 95 95 95 MN 2 AVENUE 1.95 EB 7L 6E 1 STREET BISCAYNE Mal SE 1 AVENUE E9 3L 3 11 16 41 51 SE 1 AVENUE SW 1 AVENUE EB 34 2 3 7 9 10 SW 1 AVENUE SW 2AVENUE EB 31 2 7 9 11 71 SW2AVENUE 1.95 EB 41. 11 51 SE 2 6TREET/AR51.68 4 BISCAYNE B1 V0 SE 3 AVENUE wB 5L 46 5E 3 AVENUE NE 2 AVENUE WTI 4L 24 48 B 411TREE?AR1A16-1 BISCAYNE BLVD SE 2 AVENUE EB 31. 24 46 95 95 95 7 STREET MICKEL'. AVENGE 5W I AVENUE WB 31 B SW 1 AVENUE I-95 WB 3L Pa 149 3.64cE KEITH AN() SCItINAR5. PA SUE 16017T96 SERVING ROADWAY 6E61E11E3476 95 95 95 95 C 95 95 95 95 1; 95 95 95 95 C 95 95 95 77 43 C 5 11 1a 24 41 51 51 77 B 77 91 7 C K S If 2 45 14 S! 52 9 10 11 St T7 243 162 42 42 12 162 76 60 294 106 138 MIN 1 19 21 91 96 C K 45 47 60 222 63 64 45 42 60 72T. 39 56 30 24 36 301 39 56 46 38 473 9 3 7 9 10 11 14 69 156 60 40 39 33 66 30 160 42 46 72 66 190 2114 24 u 9 52 6 76 24 41 91 6 76 6 197 72 9 a 24 210 6115 ROUTES AND R1PERe14iP PER SEGE11EM7 1 170 110 110 1 12 109 70 a 74 36 36 a 1 11 40 40 40 40 77 36 36 36 93 72 61 60 C 75 41 K 79 5 545 170 71 Os 4 86 5 TOTAL 6415 SUS RWER9WP CAPACITY EP.fl6, t,, 59 300 0 191 52 260 0 2E0 204 943 0 215 352 1.726 0 204 540 1,206 0 447 194 3,521 5225 650 3.526 0164 672 3,526 0190 555 1,950 0 265 654 2,654 0246 961 4,494 0 216 550 2.246 0245 304 610 0366 30 0 033 134 566 0 237 341 1.346 0 253 24 276 0067 210 371 0.556 N1TRANP1 AN,RROJEGTS700111671617AB1 ES1114ATRi%(K4 20 Nay 2001 ROALANAY FROM S£ 8 STREET NRICXEI. L AVENUE 5 M3AMI AVENUE SW 1 AVENUE aw 13 STREET 1112C11EL0 AVENUE 5 MIAMI AVENUE SW 1 AVENUE TO S MIAMI AVENUE 5W 1 AVE N1UL 95 O1R ER Ea $ MIAMI AVENUE Eb WB SW 1 AVENUE Efl WS SW15 ROAD EO WO OR 83114-1951MACARTNUR CBWY PALM ISt AND ENTR RAYSL8lRE DRIVE ER WB BAYSHORE UMW_ N MIAMI AVENUE ER N MIAMI AVENUE f 45 WR ER 9S WR NW I2 AVENUE ER NW 12 AVENUE NW-1 AVENUE we EB WB NW l7 AVENUE NW 27 AVENUE EB UE rib NW27 Av£N FIVY I7 AVENUE EB NW37 AvE NUE NW42 Av1NLJE wR EB NW 42 AVENUE ✓+R NW 57 AVENUE ER WB NW 57 AVENUE NW 72 AVENUE ER WO NW 72 AVENUE 58626 ER we S0626 NW 37 AVENUE ER VrB NW 84 AVENUE FAN 107 AVENUE ES WB 324741002787TO9y4 OISTRIR3Y7oR I-95 BRICI4ELL AVENUE EB 410 WB 1-95 FACILITY TYPE EAIBTING LANE1 31 N. 41U 4L11 41D 6L 0 6LEI 61.0 91 D 57.0 0LD 8LO OLD ELO 61 D 8LC5 OLD 5LD 1125 SR 835 NB 10LO SB SR1136 NW551REET NB FOLD SB NW 5 S1REET SW 1 STREET ND 10LD B SW 1 STREET SW 8 STREET NB 101O SW I SIREE I SB 5W 26 ROAD 1VB WED NB SW 22 RpAO S LNXIE HiGFlWAY 4LD 50 R 8 6 24 24 24 51 51 5 95 95 a C G 95 95 R K A 95 95 M M 95 95 95 95 • TABLE 21.60 DOWNTOWN YAM BAI UPDATE P.A1f7R4o PIA IWO FURERfttlr AND PERSON TALP CAPACLTY ASi 311YENTE BUR ROUTES SERVING OAOWAY6[GEMENT4 95 5 NOTE - BUS ROUTE LOCATION A11O BUS R1OERBFNP DATA OBTAINED FROM MIAMI-DADS TRANSIT AUTHORITY 1MOTA . RO1ERT P PEAR5ALL •10.210E KEITH AND SC1NAN5. P A 2 a6 2 66 I4 92 C2 92 31 C 52 96 62 72 65 726 728 r` R 166 96 -1E:: 2LA1 200 N 96 18 11 290 200 es 140 aim ROUTES AIM R4OERIN5P PER IOSEMENT 1r 4.5..6 TOTAL 11110 RUB RIOERRt41P CAPACITY Lc4.1OFLS FERSONfj V"C_ 20a 279 a 725 268 810 0 331 ea 534 a 127 92 260 0 354 92 280 0 354 92 200 0 354 642 4.348 2 491 • 438 1.346 a.325 280 0 538 728 1,560 Ma 1.560 0487 0487 N 11RAIMANRROJECISt200916 7181TA&. E51i MATRIX wa4 • • flia .€ar 20-No 2001 ROADWAY FROM NW 2 AVENUE NW 11 STREET TABLE 21.A6 DOWNT1YWM 1119A141 DR! UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT FACILITY TYPE EXISTING TO DIN LANES NW 8 STREET NH 21..11 NW 8THEET NW 6STREET SB S NB 2LU NW 6SIRE,ET NW5STREET SB NB 21.0 NW 5 STREET NW 3 STREET 58 NB 210 SO NW 3 STREET NW 1 STREET NB 21. SB 1L NW 1 STREET SW € STREET NB 2L SW 1 STREET SW 2 STREET NR 1L Ng 41.0 SB SW 2 STREET SW 7 STREET NB 2L0 SW 7 STREET' 58 SW 8 STREET NB 4L1.1 SB SW 8STREET 5W 11 STREET NO 2LU sa SW 11 STREET SW 13 STREET NB 2LU SB SW 13 STREET SW 15 ROAD NB 4LU SB NW 3 AVENUE NW 20 STREET NW 17 STREET NB AU 58 NW 17 STREET NW 14 STREET NE 2LU SB NW 14 STREET NW 9 STREET NB 21.1.1 SE NW 9 STREET NW 5 STREET NB 33. NW 5 STREE1 SW 1 STREET NB 2t. NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE ES 21 U WB N. MIAMI AVENUE NW 3 AVENUE CB 4L1.1 WR NW 3 AVENUE 1-95 ES 410 WS NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE ES 210 WB BAYSHORE DRIVE BISCAYNE BLVD ES 210 WE BISCAYNE BLVD N. MIAMI AVENUE ES 2LU WB .OURCE: KEITH AND SCNHAR$, P.A. I21 PM PEAK AM PEAK PEAK TOTA1. TOTAL METRO- II] CAPACITY RIDERSHIP Pit RIDERSHIP AM RAIL . % (PERSONS) IPERSDHSE Y)C EPERS0448 YJC MR1 50% 2925 684 0,234 1.266 0.433 25% 1,463 692 0.473 256 0.175 MR1 50% 2,925 684 0234 1.266 0.433 25% €.463 692 0.473 256 0.175 MR2 50% 2.925 086 0.235 1,258 0.430 25% 1,463 692 0473 256 0.175 MR2 50% 2,925 696 0 235 1,258 0.430 25% 1,463 692 0,473 256 0 175 MR3 MR3 MR4 MR 25% 25% 25% 25% 25% 25% 25% 25% 1.463 1.463 1.463 1,463 1,463 1,463 1,463 1,463 281 682 281 692 276 692 276 692 0.192 0.4T3 0.192 0,473 0.189 0.473 0 189 0473 176 0.530 256 0.175 776 0.530 256 0.175 613 0-556 256 0.175 813 0.556 256 0.175 METRO - MOVER 121 t PM PEAK PEAK TOTAL CAPACITY RIDERSHIP PM (PERSONS) {PERSONS) A14 TOTAL RIDERSHIP AM EPERSOHki. N ITRANPLANIPROJEC TS120014187181TA$LE5l11MATR€%_WK4 i - • •385747 20 No..,.2001 ROADWAY PROM NE 3 STREET BISCAYNE BLVO NE 2 AVENUE N. MIAMI AVENUE TABLE 21.A6 DOWNTOWN MIAMI DBE UPDATE EXISTING AM AND PM METRORAIL AND ME TROMOYER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT FACILITY TYPE .. EXISTING TO DIN LANES NE 2 AVENUE E8 21.D WB N. MIAMI AVENUE £B 21D WB NW 3AVENUE E8 2L0 WB NE 1 STREET BISCAYNE BLVO NE 2 AVENUE WB 21 NE 2 AVENUE NW 2 AVENUE Wti 2L NW 2 AVENUE 1-95 WU 2L FI.AGLER STREET BISCAYNE BLVD NE 2 AVENUE WB 2L NE 2 AVENUE NE 1 AVENUE WB 2L NE 1 AVENUE NW 1 AVENUE WB 2L NW 1 AVENUE NW 2 AVENUE W8 2L NW 2 AVENUE 1.95 EB 2L SE 4 STREET BISCAYNE BLVD SE 1 AVENUE EB 3t SE 1 AVENUE SW 1 AVENUE EB 3t. SW 1 AVENUE SW 2 AVENUE EB 3L SW 2 AVENUE 1-95 Ea 41 SE 2 STREETISW.1B-1 BISCAYNE BLVO. SE 3AVENUE W8 51 SE 3 AVENUE NE 2 AVENUE W13 4L SE 4 STREETJSRMJS-1 BISCAYNE BLVD. SE 2 AVENUE EB 3L SE 7 STREET BRICKELL AVENUE SW 1 AVENUE SW 1 AVENUE I -SS SOURCE: KEITH AND SCHNARS, PA W8 31. WB 3L METRO, RAIL 121 PEAK CAPACITY [PERSONS) PM PEAK TOTAL ._. _._.. RIDERSHIP PM {PERSONS) VIC AM PEAK TOTAL ._ _ .... RIDERSHIP AM 1PERSON91 _ _ WC METRO, MOVER MMI MMI MM1 100% 50% 100% MSS TRANSiT•IIETR 121 PM PEAK PEAK ...TOTAL_ _... CAPACITY RIDERSHIP PM (PERSOk81 IPERSONSI , vA 2, BBB 1,440 2,880 252 106 328 0 088 0.074 0.114 MM1 100% 2,880 146 0.051 MM1 1001) 2.980 146 0.051 MM1 501) 1.440 106 0.074 ..... AM PEAK TOTAL RIDERSHIP AM (PERSONS] VIC. 255 102 316 0. 089 0071 0.110 151 0.052 151 0052 102 0.071 NATRANPLAMPROJEC TSS20011167161TABLE 8111MATRJX. WK4 • •e 6 of 7 20 Nov-2001 ROADWAY FROM SE d STREET BRICKELL AVENUE S MIAMI AVENUE SW 1 AVENUE SW 13 STREET BHICKELL AVENUE S. MIAMI AVENUE SW 1 AVENUE SR 83M-395IMACARTHUR PALM ISLAND ENTR BAYSHORE DRIVE N. MIAMI AVENUE 1-95 NW 12 AVENUE NW 17 AVENUE NW 27 AVENUE NW 37 AVENUE NW 42 AVENUE NW 57 AVENUE NW 72 AVENUE 514828 NW 87 AVENUE ..A 444 13UiiCE.' XEITh ANO BCkI ARS. PA. TO 5 MIAMI AVENUE SW 1 AVENUE 1-95 S. MIAMI AVENUE SW 1 AVENUE SW 15 ROAD CSWY BAYSHORE DRIVE N. MIAMI AVENUE 1 95 NW 12 AVENUE NW 17 AVENUE NW 27 AVENUE NW 37 AVENUE NW 42 AVENUE NW 57 AVENUE NW 72 AVENUE SR826 NW 87 AVENUE NW 107 AVENUE TABLE 21.AK DOWNTOWN MIAMI DID UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT 121R ES EB EB ES WO EB WB EB WB EB WB EB WB EB WB ES WB EB WB EB WB EB WB EB WB E11 W8 ER WB EB WB Fe WB EB W8 FACILITY TYPE EXISTING LANES 3L 3L AL 4LU 4LU 41U 6LD 6L0 61O 6L0 6L0 BCD 810 610 6L0 6LD 61U 810 8L,0 METRO. RA11 [2f PEAT( CAPACITY (ARSONS) PM PEAK TOTAL .. RIDERSHIP PM 1i'ERSOHS} AM PEAK TOTAL RIDERSHIP Ali 10ERSONSI VIC_ METRO. MOY£R [3i Russ 7RANsrr. METROMOVER ..._- 121 PEAK CAPACITY (PERSONS) PM PEAK TOTAL RIDERSHIP PM LPERSONSI AM PEAK TOTAL RIDERSHIP A (PERSONS/ WC.. NORANPLAMPREMECT5128D111071bRABLES111 MATRIX. WK4 • 10 Nu.-2001 RUAI3IYAY FROM BIICAYNE S1Vo NE 54 57R11'.1 NE 46 6110E 1 1.195 NE 36 SI R4E7 NE: 29 SMELT NE2051REE1 NE 19 STREET NE 15 STREET NE 14 STREET NE 13 STREET F-395 NE 6 STREET NE3510E61 NE 1 616EE1 5E 1 51R117 SE 2 STREET TO NI: 465144E1 F 165 NE 36 Si 6E E 1 NE 265706E1 NE 20 s1 RE1.1 NE 19SIREET NE FS STREET NE 14 STREET NE 13 STREET 1-395 NE 6 STREET NE 3 STREE NE 1 541EET SE 1 STREET SE 2 STREET SE 4 6046ET NE 2 AVENUE/SRICRELL AVE844E NE 20 STREET NE €9 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 115TREET NE 13 STREET 1-195 1.195 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 51REET E1AGLER STREET f I.AGEER STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 6 STREET 5E 65TREET SW 13 STREET SW 13STREET SW 1514060 9W 15 ROAD R1CP44:N13ACNE31 CS7YY 60611980l: 001116641311) stawat, PA 016 Na 58 NB S8 N31 SB €4O se NB SR N8 SB N8 5R NO 56 NB s6 748 SO 74B 9B NB SB N6 50 N8 S6 N6 58 NB NO SB NB 5B NB 58 SO 58 SB 96 SO SB 9B giVER684 MIAMI ADOP. 1E0 Lag E E E.1W E-1 W E 1W E-1W E-1W E•3W E-IW E E E E E E E 111 ONN100 TYPE 5 LS l5 LS Ls LS HS H5 145 H5 116 +IS HS RS H5 115 LS HS HS HS HS HS 4S5 HS 115 H5 HS H9 HS 1.6 121 ROADWAY 7ENICULAR CAPACITY 1610 1,510 1,610 1.410 1,610 610 1.610 1.610 1,750 1,750 1.750 1.750 €,750 1,750 1,750 1.750 2,560 2.360 2,560 2,560 3,,40 2,560 3,140 3,140 3,140 3,140 3,140 3,140 3.140 1,140 2.040 1615 T,815 1,615 1,015 1613 1615 3,070 3,070 3,070 3,070 3070 3070 3,770 1.700 2.580 1,700 1,700 1,700 1.700 1,700 1,700 13 PERI-TRIP CAPACITY 611PPV. 1 6 ....• 2,696 2,696 2,098 2094 1.096 2,896 2.696 2.8943 2,650 2.600 2000 2.800 2.800 2.610 2.600 2,400 4.096 4.096 4,098 4,098 6,024 4,096 5,024 6,024 5624 5,024 5.074 5,024 5,024 5,024 3,264 2,564 2.584 2,564 2.584 2,564 2,5134 4,912 4612 4912 4912 4,912 4912 6,032 2,720 4,006 2720 2,720 2,720 2,720 2,720 2.720 TABLE 21 DOWNTOWN MI AMI 1N11 UPDATE PERSON.TRTP VOLUME ANa CAPACITY E3U*TOq COND111oN1 MATRIX R9AOW1[Y16OOE .,.,,- -- 141......._ ��__. ......_113 871 -113- 1111 .._..... PERS-TRIP E10E66 ROADWAY BUS MOYER ROADWAY VOLUME PERSON PERSON PER -TRIP PENS -TRIP YE/NCULAR 4O►Py. TRIP TRIP CAPACTY CAPACITY 11011461E 11 CA►*CITY 17TC 104 LOAD. LOAD. 1 021 1,650 1 411 2,046 1.334 1.534 334 1.569 1,415 690 1,605 970 1.766 1.257 1,674 910 1674 919 1,731 1 697 1,432 1,506 1,696 746 1,666 748 1 847 661 1.847 661 1.807 731 612 731 512 731 512 1,127 871 071 671 671 671 671 t,197 E340 706 1,345 1303 1.479 810 1,364 1 429 2,590 7T103 2 864 1,666 2.225 1,556 2.225 2,661 1,248 2,247 1,356 2,483 1,753 2,344 1,267 2.344 t,297 2,423 2,378 7,003 2.106 2374 1044 2,374 1044 2,566 1,205 2,566 1,205 2,530 1,023 717 11023 717 1,023 717 1,514 039 939 939 939 939 939 1,1176 1.076 €,134 €,863 644 2,066 1,134 1,910 1.467 306 663 32 1,026 671 1.026 671 119 4,554 553 1442 537 1047 456 1513 1,752 2,609 1,673 1,720 3,019 1,98E 2.650 1,650 2.650 3.960 2,438 3.619 2,434 3616 734 1,561 1,667 1,561 1,667 1,561 1.867 3,314 3,973 3,973 3973 1973 3.973 5,093 1,044 2.220 1,806 837 6476 644 1,615 510 0 49 069 0 69 0 40 0 66 077 065 a77 096 045 060 0 49 0 60 0 63 084 a 44 0 57 031 0 52 058 0 40 051 047 021 0 47 021 051 0 24 051 0 24 0 26 040 0 211 0 40 O 25 0 40 0 24 032 019 0 19 0 19 0 19 0 19 016 O 42 046 0.41 669 031 0 70 042 070 c ❑ 0 E C 0 c 0 0 D 0 E 0 E 0 ❑ 0 0 D D ❑ C 0 C 0 1: 0 c 0 ❑ C: 0 c ❑ c 0 C ❑ ❑ 0 13 0 0 0 0 A7 920 220 920 920 920 920 1,472 2.252 1472 2252 1,472 2252 1469 2749 1,028 Ewe 1,706 2466 4,706 2456 2,465 1,706 1,709 2,486 2,466 2,226 3,434 306 760 713 711 518 1 670 1,0/0 1,070 1,330 552 1.316 1,340 1,346 566 564 564 304 306 103 306 960 960 960 060 960 660 960 960 660 460 960 960 1.440 1 440 1,440 1,440 1,440 1,440 2,660 460 460 460 460 960 960 1,440 1,440 1,440 1,M0 2,1380 560 €.920 060 1,920 950 960 (101 RA11 PENS-TREP CAPACITY LOAD. 1,413 1,443 1,483 1,443 11T1_ TOTAL TRAI4&IT PENS -IRS' CAPACITY 920 920 920 920 420 920 1472 2,252 1,472 2,251 1 472 2252 2429 3209 4900 2,768 7,666 3446 2,666 3,446 3.446 2,666 2666 3.446 31E26 3 666 4474 1,744 2220 1,440 2,660 713 113 460 998 460 1,550 2.030 2.030 2,770 1,952 1,440 2,756 4.226 2.306 2,406 2.469 3444 2,720 2, 724 300 306 TRANSIT __._... TOTAL PERSON -TRIP VOLUME TRANSIT r[YRo61erRa ►ERR MWE31 RR11L ,: V011761E 162 243 169 243 339 246 523 416 523 414 523 416 442 383 67e 465 752 506 746 496 367 398 677 469 857 394 5.T)6 61 167 196 119 64 306 284 264 214 6s 35/ 370 365 115 240 119 156 20 136 22 • 44 53 44 53 44 53 53 61 53 9l 70 63 55 74 60 106 19 203 22 26 22 26 100 136 111 n4 114 151 151 164 384 164 276 360 692 65 276 97 662 189 243 169 243 339 246 521 416 523 416 623 416 446 436 722 534 796 559 797 551 426 451 76s 569 740 450 1.140 141 293 73 2413 198 11S 22 110 22 334 364 420 145 202 114 502 521 529 475 440 1,171 517 615 136 22 [741 TRAN1NT PERE-TRIP tXCES1 CAPACITY 761 677 751 677 561 672 946 1.636 949 1.036 941 1.1776 1.943 2,773 7,2E4 2,230 1.070 2.687 1,674 2.095 3018 2,215 1,696 2,557 1,156 3216 3,464 1.605 1,927 1,367 2,677 515 644 456 666 4s6 1,216 1,84E 610 2.425 1,790 1,326 1254 1.705 F,777 2,011 2,309 2,774 2.212 1,914 144 284 Mit 861E1T *maw SEGMENT PERSON PERSON PERIE-TRFP TRW TRIP EAc111 WARTY VOLUME CAIACT7Y 3,614 1,596 3,616 2,833 3,614 2,172 3,616 3,107 3 ins 2207 3,616 2,473 r44366 2,391 '5,146 2641 I71,272 3,204 1,662 2,770 1,774 2040 2,189 3,068 4625 3.140 1646 3215 2,927 2,433 2.550 3,142 7603 3,114 0 640 1,464 9.696 3766 6,7713 1 348 7.244 2679 6,464 1,276 6744 2.733 6.762 7.542 6,762 6.479 0,762 7.690 4.470 3297 1221 3,197 834 j3064 1.045 '3,562 077 3 064 1,045 1,134 1,057 1.962 4947 1,359 7.682 1,264 6904 4 141 6152 1.053 7666 1,441 10.256 1.460 5.026 2.205 6,582 2.351 0.7091704 6,$44 3.014 -4.449 1,363 4,449 2,964 3.026 1,272 3,026 1432 2.216 943 1844 706 1,6136 1..343 1,477 2.507 1,0611 3,396 1,502 3.278 2,240 3.E20 1,722 3.743 3,822 5.696 3.547 46t5 6037 4203 4, 044 6,667 5,636 7,198 4,132 5.414 4.365 5.106 34 s1 2,07E 2 461 2,019 2755 2019 3.063 4.660 5,563 6.386 5.763 5,296 6,217 8,798 2,821 4.231 3.615 3,615 4,044 2,561 1.764 1 044 S EGMENT PERSON TRIP Y4C LO9 0 416 0 742 0546 O 614 0 578 0 646 0 547 0 613 0750 0329 0646 0 351 0 564 0 364 0840 0 324 0464 0 245 0476 0 368 0267 0 376 0406 0169 0 344 0€72 0360 0 199 0 367 O 196 0 445 0 170 0254 0341 0 231 0341 0254 0 263 0196 0167 0 165 0 168 018E 4 142 0439 0 357 0 314 0 458 0250 0 629 0420 aim C ❑ 1: c ❑ ❑ ❑ ❑ 0 0 0 0 ❑ c ❑ 0 c 0 0 c 0 C 0 C ❑ c 0 c 0 C ❑ C C O c 1: C c c 0 ❑ O 0 C 0 ❑ 0 N 1T RA6I%AN4PR0JECTS7200111I7761TAB-ES7€ € WITRO(YN74 1014, 2001 • • 410). ROADWAY FROM HE 5 STREET HISCAYNE {I{ 00 TO NE 1 AVENUE NE 2AVENUE NE 1 AVENUE_ NE 1 AVE. NVL N MOAMI AVE. NUE N MIAMI AVE: NI lE NW 7 AVENUE NW2AVENUE 196 NE 3 STREET BISCAYNE BLVD NE 2 AV1N11E NE 2AVE NLIE N MIAMI AVENUE N MIAMI AVENUE NW 2 AVE NI;E E t STREET EISCAYNE et VD NE 2 AVENUE NE 2 AVENUE. I44 2 AVENDE WW2 AVENUE 296 TLAGLER S1I3EET 1115CAYNE BIND NE 2400-00E NE 1 AVE.NUE NW 1 AVE NIIE HW 2 AVENUE SE 1 STREET BISCAYNE 11( VD 5E 1 AVENUE 5 W 1 AV E NU E Sw 2 AVE NUE SE 2 STRRETRIR'SN8.1 BISCAYNE HLV❑ SE 3 AVERLIE 8E 4 STREET/5715A18-, BISCAYNE BLV❑ SE 7 STREET BRICNEL I. AVENUE sw 1 AVENUE SE 11 STREET 2:911CREL1 AVENUE 5 MiA51 AVENUE 5W 1 001340E OUNCE. TD:TTH AND BCIN4ARS, PA. NE 2 AVENDE NE 3 AVENUE NW 1AVENUE NW 2 AVENUE €-95 SE 1 AVENUE 6374 I AVENUE 564 2 AVENUE 195 5E 3AVENUE NE 2 AVENUE 5E 2 AVENUE SW 1 AVENUE 4-95 5 MIAMI AVENL1E 5W 1 AVENUE 1-95 01R LEI EH EB Ell £H EB we EH WD EB we we we WH We W8 WB VVB EB EB EB EB EH WB WB EB v70 W8 E0 EB E(3 MIAMI AMP - TER L08 E 1W E 1W 01w Ell E 1 V! E E E-IW E-1W E-1W E-1W clot E.1W EIW E E-1 W E-1 W E-1 W E-1 W E•IW E-1W E•sW E-1 W E-SW E-1V2 E-1W DI 121 _.. 1al 141. PER$ -TRIP ROADWAY CAPACITY R0AOWAY 1344RI0014/EERCULAR 417PPV0 VEHICULAR TYPE CAPACITY 11 V06U6,E HS 3.170 6,032 964 HS 3,070 4,912 964 HS 3,070 4.912 944 1.070 4912 664 1 S 3,070 4.942 4.094 15 040 1.344 90 640 1.344 694 e40 1.344 90 640 1,344 694 840 1 344 00 840 1,344 69A l5 i5 15 LS l5 H5 1,5 EIS E€5 L5 ES HS H5 HS L5 LS 15 7,040 2040 2,040 2,040 2,040 2,040 2.040 2,040 3.070 3.670 30711 3 770 37tt 3.770 3,070 3,07a 3,070 3,070 3,070 3.770 3,264 3,264 3.264 3.264 3,294 3,264 3,264 1.744 4,912 4,912 4,911 6,032 6,012 6,032 4912 4912 4.012 4 012 4,912 6 032 326 326 e76 424 424 424 1.264 756 1.037 1,637 975 884 7.402 2.402 4,82E 1,025 1.470 1,341 2,193 2.735 TABLE 21A7 DOWNTOWN I6IAI61 OBI UPDATE PERSON -TRIP Y(N.UME ANO CAPACTY EXISTING 001404Ti0N1 46ATRIE PER5-TRIP Wf1U4E epPPV. 1,376 1376 1,370 1.376 1,537 426 972 126 472 126 972 456 456 1.226 594 594 654 1.156 358 1,452 4,452 1.365 1,251 3,363 3.383 2.656 1,435 2,05E 1933 1.070 2,129 101 EXCESS PERSON TRIP CAPACITY ROADW▪ AY PERSON TRIP w [405 4654 023 3,534 0 2e 3.534 026 3.534 0 26 3.375 0 31 121E 372 1,21E 317 121a 312 2,60E 2.80E 2.03E 2,670 2670 2.670 1,504 7.906 3,480 3,460 3.547 4.780 7.509 2,668 2,356 2.677 2.554 2,979 1 842 2.903 0 09 0'72 a09 0 72 009 0 72 0 44 0 14 1138 0.1E 0 -la ale 0 64 0 11 0 90 0.30 a28 a21 056 056 0 52 029 042 039 063 052 C G c ❑ C ❑ c 0 C ❑ c c ❑ C D 0 D 12 O U D D F4I BU8 PER -TRIP CAPACITY HOMY• 309 780 948 1.126 1,206 3.576 3,526 3.52E 1,050 3,434 5.274 3411E 630 30 566 566 276 378 276 630 534 MOVER PERB-TRW CAPACITY LOAD. 2,480 2.860 2,400 2.660 1440 7,880 2.680 2.860 1 440 410E RAIL PERE•TRIP CAPACIry 10A0.„ 7117 147j TOTAL TRANAN SR TRANSIT PERSON -TRIP VOLUME ►ERS-TRI►....... BUBO- T METRO. CAPACITY BUS 8IOYEE4 RAR. 2.880 2,080 2880 309 260 940 1,72E ,20E 3.57E 2.528 6 496 1,950 4.874 8.154 3111E 830 2,910 1646 2.70E 216 370 276 410 534 73 52 60 24a 540 794 650 472 555 423 7342 822 2sa 134 69 24 210 156 300 345 151 151 151 252 107 318 46 146 102 1131 TOTAL TRANSIT PERE Y0LUME 151 151 151 73 52 60 246 640 794 660 924 555 625 1.046 a712 208 147 260 171 24 210 159 345 2,729 7.729 2. 7212 236 200 888 147E 666 2.734 287E 5184 1,395 4.349 7, 1011 2.064 532 2,163 3,168 1,636 252 166 120 510 189 4E73110ENT93TAL-_ - eEulNT 8EG ENT SEGMENT PERSON PER80N PERT -TRIP TRW TRIP EXCEH GEPACETY BYO{-UME 1APACTIY 6912 1,629 7.792 1,529 7.792 1.529 4.912 117E 5221 1,610 1404 176 1,344 s72 1,344 424 1344 972 1 344 126 1,344 972 4.212 616 4.990 704 4,472 1,766 6, 792 1.186 6.792 1,244 9572 1.51E 6214 2,311 3.264 35a 0,766 1977 13,06E 2.49a 8.7115 2,181 6,462 1,650 6.942 3,510 8.47E 3.643 691E 2727 S,lea ,,4s9 5,290 2285 5,160 2,064 5,772 3,370 6.566 3,474 7,363 6263 6.243 3 634 3.611 426 372 1,214 372 2,21a 372 3,696 4.286 2,706 5,404 5.546 4.164 2.403 2.906 7 668 10.500 0.531 5,332 5,432 6,835 4,191 3,729 3 022 7 069 2,352 3.097 EE0MENT 440104044 TRIP 150 toe C 172 C ( 195 C ( 196 C C 261 C ▪ 308 ❑ G 111 0 723 0004 C 723 C 094 0 723 0123 C 141 0 395 0204 a 143 G 157 0 443 O 110 C 202 E Lei 0 251 0 226 0 393 0 364 0 394 0 281 0429 0 403 0 586 0 620 C O C O C ❑ C C c C c C c C c C D D c 0 U 74 1INAMPL.AMPROJECTS12001119714liABLESl1 145ATIRX NM4 1 0E 7 20-Nov.2001 ROADWAY FROM TO 619CAVNE BLVD NE 54 STREET NE 46 STRET NE 46 STREET I-195 1-195 NE36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 51 REE'T NE 19 STREET NE 19 S TREE T NE 15 STREET NE 15 STREE T NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 1-395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET NE 2 AVENUEIA3RICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 I-395 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLAGLER STREET FLAGLER STREET 5E 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 6 STREET SE B STREET SW 13 STREET SW 13 STREET SW 15ROAD SW 45 RDAO RICKENBACKER CSWY SOURCE, KEETN AND SCHNARS, P.A. DER NB SB NB SB NB S8 N8 S8 NO SB NB 58 N8 SB NR SB NB SB Ne SB N8 Se NB SB NB SR NB SR NB S8 N6 NO SB NB SB NB SR SE SR SB S8 58 58 S8 NB S6 N8 SB NB 58 NB SB MIAMI ADAP- TED LOS E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+20 E E E 11 E E+20 E+20 E420 E+20 E+20 E+20 E+20 E E E E E E E E FACILITY TYPE EXISTING LANES 4L❑ 4LD 440 41.0 6,0 6.13 4LD 4LD 6LR 640 4T 3L 434.0 8LD 84.1) IX 0 now 4LU 4LU 41U 3L 3L 3L 3L 3L. 34 4L 2L 3L 4LD 41.13 4LD AM/ PM COUNT DATE AM 07118/00 AM 09712190 PM 08r29V00 PM 08129030 PM 05/01101 PM 08/03/99 PM 09107/00 PM 04/43/99 PM 04/13039 PAA 08/17/99 AM 05111/99 PM 04125701 PM 04/25031 PM 05/16/99 PM 05/18/99 AM PM PM PM AM AM AM AM AM AM AM PM P141 PM PM 06r29E99 07/06/00 07f06/00 07/06/00 0425101 04/25701 64/ 5701 04/25/01 04/25101 6425101 0425101 0628/90 05125199 06/29€99 06/29/90 TABLE 21,610 DOWNTOWN ARAA/ DRI UPDATE YEAR 2009 PERSON TRW CONDITIONS . . 111 EXISTING PERSON TRIP VOLUME 1.598 2.833 2,172 3.107 2.207 2.473 2.391 2.641 3.204 4.662 2,770 1,774 2,949 2,109 3,066 1,825 3.140 1.846 3,215 2,927 2,433 2,559 3,142 1,603 3.114 1,494 3,766 1,346 2,879 1,278 2,733 1,224 636 1,045 827 1,045 1,051 1,962 1,359 1.284 1.141 1.053 1.441 1,460 -14 YR 2009 R5A0 PERSON TRIP VOLUI€4E., 1,683 2.984 2,208 3.273 2,325 2.605 2.519 2,782 3,356 1,741 2.935 1.880 3,107 2.306 3,249 1,934 3.327 1,956 3,406 3,101 2,578 2,711 3,291 1,879 3.261 1.565 3,990 1,4213 3,050 1,354 2,896 1,286 861 1,104 871 1,101 1,107 2,055 4,423 1.345 1.195 1.103 1,509 1,529 2,205 2,336 2,351 2.491 1,794 1,901 3054 3,236 1,361 1,442 2,881 3,053 4,272 1.348 1,932 2,647 131 COMMI- TTED DEN.... 119 163 138 195 325 256 519 410 682 529 773 598 620 484 845 648 1.099 834 1,313 990 842 1,263 t,138 861 1.220 920 965 734 547 429 179 638 529 647 537 524 447 493 390 438 461 474 347 713 865' 1,453 486 843 181 225 174 215 YR 2009 TOTAL 8KG PERSON TRIP 1.802 3147 2,42e 3.468 2,650 2.861 3.038 3.192 4.036 2.270 3,708 2.476 3.727 2,790 4,094 2,582 4,426 2,790 4,719 4,091 3.420 3,974 4,429 2.540 4,481 2.485 4.955 2.160 3.597 1, r83 3.075 1,922 1.410 1,748 1,408 1,825 1,554 2,548 1,821 1,783 1,656 1,577 1,856 2,242 3,204 3,844 2,387 3.879 1,823 3,278 1,522 2,262 FUTURE 151 161 PERSON B 0 (NC-6 TRW PERSON PROJ. CAPACITY TR P PERSON TOTAL V/C, [tips 3,960 3.950 3.950 3,950 3,950 3.950 4.448 6.678 4,350 6.582 i 8.582 5,310 7,542 4.942 7,174 6,004 9.036 8.864 9,036 10.576 11.764 7.258 9.178 8,944 7,104 3.111 1311 ,3.06M1 ,405 6.709 6,709 7,917 7.328 6,832 9,560 12,668 5,705 5,457 3.034 3,034 0.456 0.797 0 614 0.078 0 671 0 724 0683 0 478 0.928 0.345 0.852 0.378 0.702 0.370 0.828 0.360 0.650 0 309 0 694 0.453 0.343 0.584 0.573 0255 0.410 0.233 0.421 0.290 0.392 0 257 0.433 11618 0,453 0 570 0.414 0.530 0,308 0.380 6.271 0.225 0.226 0.234 0.194 6-177 0.494 0.554 0418 0.582 0.297 0.601 n.502 0 746 C D C 0 0 D 0 C E ❑ E 0 0 0 0 0 D 0 0 O 13 0 0 c 0 C 0 0 0 c ❑ ❑ 0 0 0 D 0 0 C C e c c C 0 0 O O 0 0 0 0 TRW. 56 93 70 116 180 158 240 208 300 260 292 254 315 273 240 2UB 412 358 749 651 457 760 495 429 532 462 390 338 292 254 91 360 312 397 345 345 299 267 197 244 244 302 180 441 618 712 345 397 9e 112 98 112 YR 2008 TOTAL PERSON TRIP VOLUME 1,858 3,240 2,496 3,584 2.030 3.017 3.278 3.400 4,338 2,530 4.000 2,730 4.042 3,063 4,334 2,790 4,838 3,148 5,468 4,742 3,877 4,734 4,924 2.969 5.013 2.94 7 5,345 2,490 3.889 2,037 3.166 2.282 1.722 2.145 1,753 1,970 1,853 2,815 2,018 2,027 1,900 1.879 2,036 2.683 3.816 4.356 2,732 4.276 €.721 3,390 1.620 2.374 111 -- FUTURE PERSON TRIP CAPACITY TOTAL 3,950 3,950 3.960 3,950 3.950 3.950 4,446 6,678 4.350 6.582 4.350 6,582 5,310 7,542 4.942 7,174 6,004 9.038 8,804 9,036 9.964 6,804 7,732 9.964 10.924 10.676 11,764 7.258 9.178 6.944 7,104 3,111 3,111 3,064 3.465 3.064 3,901 6,709 6,709 7,917 7,328 5,832 9,560 12.666 6,474 6.578 5.705 6.665 5,457 5,457 3.034 3.034 151 TOTAL PERSON TRIP we 106 0.470 0 820 0.632 0 907 0 716 0 764 0 737 0.509 0.997 0 384 0.920 0415 6.761 0.466 0.877 0.389 0.711 0 348 0 864 0.525 0-389 0 696 0.637 0 298 0.459 0 276 6454 0 344 0424 0293 0446 0 734 L, 554 0 700 0515 0 643 0.475 0-426 0-301 0.256 0259 0-275 6.213 0.712 0590 0-662 0-470 0-642 0.315 0 621 0.534 0 782 C 0 C ❑ D D 02 E D E 0 0 D E 0 0 0 ❑ ❑ 0 0 0 D 0 C 0 D 0 O D ❑ 0 0 D 0 ❑ 0 0 c C 02 c C D 0 D ❑ D 0 0 D PROS. AS PROJ A %OF TRIPS MAX REATE9 SERVICE THAN 5% VOLUME YES/NO 1,42% 2 35% 1.77% 2.94% 4.56% 3 95% 5, 40% 3 11% 690% 3 95% 6.71% 3.86% 5.93% 3.62% 4.86% 2.90% 606% 3.96% 11.01% 720% 4,59% 41.17% 6.40% 4.31% 4.87% 4.33% 332% 4.66% 3.18% 3.66% 1.28% 1 €. 57% 1063% 1296% 10.13% 11.26% 7,66% 3.98% 2.94% 3.06% 3,33% 442% 1.88% 348% 9.55% 1082% 605% 596% 1.80% 2.05% 323% 3.69% N0 NO NO NO RO NO YES NO YES NO YES NO YES NO NO NO YES NO YES YES NO YES YES NO NO NO NO NO NO NO NO YES YES YES YES YES YES NO NO NO NO NO NO NO YES YES YES YES NO NO NO NO N:ITRAN%.ANAPROJECTS1,2001€16716ITABLF S111MATRIX. Wi(4 • • Sd7 29-10 -2001 ROADWAY FROM TO NE 3 STREET - :.:.... BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE N. MIAMI AVENUE N MIAMI AVENUE NW 3 AVENUE NE 1 STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NW 2 AVENUE NW 2 AVENUE 1-95 FLAGLER STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NE 1 AVENUE NE 1 AVENUE NW 1 AVENUE NW 1 AVENUE NW 2AVENUE NW 2 AVENUE 1-95 5E 1 STREET BISCAYNE BLVD SE 1 AVENUE SW 1 AVENUE SW 2 AVENUE SE 2 STREET/SKS/US-1 BISCAYNE BLVD. SE 3 AVENUE SE 1 AVENUE SW 1 AVENUE SW 2 AVENUE 1-95 SE 3AVENUE NE 2 AVENUE SE 4 STREET/SAWS-1 BISCAYNE BLVD_ SE 2 AVENUE SE 7 STREET BRICKELL AVENUE SW 1 AVENUE SOURCEKEIT1i AND SC/MARS. P.A. SW1AVENUE 1-95 DIR EB WB EB WB EB WI1 WB WB WB WB WB WB WB EB ES EB ES EB WS WB EB WB WS MIAMI ADOP• TE0 LOS E E E E+20 E+20 E+20 E+20 E+20 E+20 E+20 E E+20 E+20 £+20 E+20 E+20 E+20 E+20 E+20 £+20 FACILITY TYPE EXISTING LANES 21D 2LD 2LD 2L 2L 2L 21 2L 2L 2L 2L 31 3L 3L 4L 51 4L 31. 31. 3L AM/ PM PM PM PM AM AM PM PM PM PM PM PM AM AM AM AM PM PM AM PM PM COUNT DATE 04/25701 04725/01 04/2531 04125/01 04/25/01 04/26/01 05118/99 05/16R39 05/1E999 0518799 05/02/01 05718799 115/16f99 05/ 16199 04119/99 06726199 06729/99 06/29199 05+18/99 04111101 TABLE 21-010 DOWNTOWN 16AMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS I41 EXISTING PERSON TRIP TRIP VOLUME VOLUME 176 972 126 972 126 972 516 704 1,766 1,388 1.244 1,518 2,311 358 1,977 2.498 2,107 1,550 3,510 3,643 2,727 1.459 2.268 186 1.018 132 1,018 132 1.018 540 737 1.850 1,471 1,318 1,608 2,449 375 2.095 2.647 2,317 1.642 3,719 3.860 2.889 1,546 2,375 Yk 2009 YR 2008 FUTURE BKG 131 TOTAL PERSON PERSON COMMI- 8K4€ TRIP TTED PERSON CAPACITY OEV. TRIP TOTAL 67 92 67 92 89 122 138 42 62 551 306 245 153 158 425 234 161 145 265 591 426 403 495 253 1,110 199 1,110 221 1,140 678 779 1.912 2,022 7,624 3,653 2,602 533 2,520 2.681 2.4 78 1,767 3.964 4,451 3.315 4.949 2,870 1,592 l,344 1,344 1.3,14 1.344 1,344 4,104 4.693 4,352 9,658 9.658 13,498 8.100 3,264 11,852 15,153 11,332 6.748 9,938 10,434 7.344 5.160 5.284 I51 BK0 PERSON TRIP VIC LP! 0.159 0.826 0 148 0.826 0 164 0.848 0.165 0.166 0.139 0.209 0.168 0.137 0.321 0.163 0216 0.190 0219 0.265 040! 0427 0,448 0.378 0.543 c 0 C O c 0 C c 0 C c C D C C C C 13 0 0 0 0 0 C�1 INC4I PROS. PERSON TRIP. _. 52 60 59 67 111 127 35 108 97 90 97 112 90 96 284 133 110 99 120 247 255 300 262 YR 2000 TOTAL PERSON TRIP VOLUME 305 1,170 258 1.177 332 1,267 713 687 2.009 2.1€2 1,721 1,965 2,692 631 2,004 3,014 2,588 1,686 4.404 4.698 3.570 2.249 , 3.132 7<i_ FUTURE PERSON TRW CAPACITY TOTAL 1,592 1,344 4,344 1,344 4,344 1,344 4,104 4,693 4,352 9,658 9.658 13,498 6,100 3.264 11,652 15,153 11,332 6,748 9,938 10,434 7.394 5,160 5,284 [5) TOTAL PERSON TR P VIC.., i. s 0.492 0.871 0 192 0.876 0 247 0.943 0 174 0.189 0462 0219 0.178 0 146 0332 0.193 0.241 0.199 0.228 0.279 0413 0.450 0.48 0.436 0.593 13 0 c O 0 E C C 0 c C c D c C C C 13 D 13 O U 0 PROD- AS A % MAX SERVICE VOLUME 3.27% 1.46% 439% 4.69% 8.26% 9 45% 0,85% 2.30% 223% 0.93% 1.00% 083% 1,11% 3.00% 241% 088% 0.97% 1 47% 1.21% 2, 37% 3.45% 5.91% 4-66% PROS. TRIPS REATEA TRAIN 5% YES1l40 NO N0 140 NO YES YES NO NO I/O NO NO NO NO NO NO NO N0 NO NO NO N0 YES NO NiTRANPL.AMPROJECT5120011167161TA131.5111MATRIX_Wk/ • 20-N w 2001 ROADWAY FROM TO SE i STREET BRICKEI.L AVENUE S. MIAMI AVENUE S. MIAMI AVENUE SW 1 AVENUE SW t AVENUE I-95 SW 13 STREET BRICKELL AVENUE S.MIAMI AV£NUE S. MIAMI AVENUE SW 1 AVENUE SW 1 AVENUE SW 15 ROAD SR 836/1395l14ACARTHUR CSWY PALM ISLAND ENTR BAYSHORE DRIVE BAYS1IORE DRIVE N. MIAMI AVENUE N. MIAMI AVENUE I.95 1-95 NW 12 AVENUE NW 12 AVENUE NW 17AVENUE NW 17 AVENUE NW 27 AVENUE NW 27 AVENUE NW 37 AVENUE NW 37 AVENUE NW 42 AVENUE NW 42 AVENUE NW 57 AVENUE NW 57 AVENUE NW 72 AVENUE NW 72 AVENUE SR626 S15826 NW 87 AVENUE NW 87 AVENUE NW 107 AVENUE 8R9707DOWNTOWN DISTRIBUTOR 1-95 BRICKELL AVENUE SOURCE' KEITH AND SCHNARS, P.A. P18 E8 EB EB E8 WB E.8 WB EB WB EB WS EB W8 E8 W8 EB W8 E8 WB E8 WB E8 WB E8 WB E8 91,13 E8 WB EB W8 EB 1nIB EB W8 EB WB MIAMI ADOP. TED LOS E+20 E+20 E.26 E E E E E E E 1: E E E E E E E E E E E E E E E E E E E E E 9 E E E FACILITY TYPE EXISTING LANES 3L 3L 4i 4LU 4LU 4LU 8L0 6L0 6L0 OLD 6L0 8LD 8L0 6L0 6L0 6L0 114.0 810 6L0 4L0 AM/ PM AM AM AM AM AM PM PM PM PM AM PM AM AM AM AM AM PM PM PM PM COUNT RATE, 0810169 04/25101 04/17101 05/18799 05/18199 05/18/99 08/10/99 08/17/99 08i17/99 06/15199 06/15/99 09/05/00 08728g0 09I05100 09712/00 09105J00 06708799 08l17799 06/08/99 05118199 TABLE 21.010 DOWNTOWN MIAMI RRI UPDATE YEAR 2009 PERSON TRW CONDITIONS (1( 1JU5T1NG PERSON TRIP VOLUME 2,089 3,370 3.474 4,264 860 1.264 673 624 1.820 3,833 4.019 3,709 6.068 3.709 6.068 8.120 6,822 5,891 6,714 5,687 6,647 7,329 6,395 4,434 6.751 8,674 7,640 4,416 7.532 8,105 8,271 5,760 5,004 4.515 7,419 1,721 1,942 YR 2009 BKG PERSON TRIP VOLUME 2.2 t3 3.530 3,639 1,339 911 1.339 713 661 1,928 4,167 4,370 4.033 6,597 4,033 6.597 8.828 7,417 6.405 7,300 8,132 7,167 7,902 6,895 4,781 7,279 9,352 8.237 4.761 8,121 8,812 8.993 6,263 7.398 4,909 8,066 1.858 2.097 490 625 88 53 167 101 305 418 279 224 1,446 1,812 1,447 1,811 1,182 779 1.134 1.469 1.158 764 1,226 795 1,173 762 1,447 738 1,104 705 1,044 1,390 378 488 307 400 290 397 YR 2009 TOTAL BKG PERSON TRIP..._.,, 2.607 4.020 4,264 1,427 964 1,506 814 966 2.346 4,446 4,594 5,479 8,409 5,480 8,408 10,010 8,196 7,539 8,769 7,290 7,931 9,130 7,690 5.954 8.041 10.499 8,975 5.865 8,826 9,956 63,383 6.641 7,886 5,216 8.466 2.148 2.494 FUTURE PERSON TRIP CAPACITY L07AL, 5.160 5,664 6,536 2.632 3.576 2.832 2,832 2,584 2.832 10.956 10,956 9,584 9,584 9,584 9,584 13,072 13,816 9,584 9.584 13.072 13,072 13,072 13,072 9.504 9,584 9,584 9,584 9.584 9.584 9.584 9.584 13,072 13.072 9.584 9,584 8,240 6,240 151 BKG PERSON TRIP YA'` _ LOS 0.505 O 0.710 6.652 0.504 0.270 0.532 0287 0.374 0 828 8406 0.419 0.572 0.877 0.572 0 877 0.766 0593 0 787 0.915 0.558 0-607 0-698 0.588 0.621 0.839 1.095 0.936 0-612 0921 1,028 1.063 0-508 0.603 0, 544 0 883 0.344 0.400 D 0 0 C 0 O 0 O 8 B C E C 6 0 C 0 E C C D 0 C 0 F E E F C C C E 8 B 163 • INC-II PROM. PERSON TRIP_ 261 331 400 46 28 128 77 254 292 142 124 468 540 872 1,004 754 453 768 884 772 464 830 499 795 478 772 464 746 450 800 922 254 292 215 247 462 532 YR 2009 TOTAL PERSON TRIP VOLUME 2,868 4.351 4,664 1.473 992 1.634 891 1,220 2,636 4,588 4,718 5,947 8,949 6,352 0,412 10,764 8,649 8,307 9,453 8,062 8, 395 9,960 6,189 6.744 8.519 €1,271 9.439 1€.613 9,276 10,656 11,365 6,895 8.178 5 431 8,713 2,610 3,026 FUTURE PERSON TRIP CAPACITY TOTAL 15, t60 5_664 6.536 2.832 3,576 2,832 2.832 2,564 2,632 10,956 10,956 9.584 9.564 9,564 9.564 13,072 13.816 9.584 9,584 13,072 13,072 13,072 13,072 9,584 9,584 9.564 9,584 9.584 9.584 9.584 9.564 13.072 13,072 9.564 9.584 6,240 6240 151 TOTAL PI R80N TR[P YAC LOS 0556 D 0.768 0 0 714 O 0 524 0-277 0.577 0.315 0472 0-931 0.419 0.431 0.621 0 034 0.663 0982 0.823 0.626 0.867 1.007 0.617 0.642 0.762 0.626 0-704 0.889 1.176 4945 0.699 0.968 1.112 1,180 0,527 0,626 0,567 0.909 0418 0.465 ❑ C O D E B 8 C E ❑ E 0 C E F C C 0 C fl E E 0 E 7 F C C C E 8 0 PROD. AS PROM. A % TRIPS MAX IMAM SERVICE THAN 5% VOLUME YESMO 5.06% 5 64% 6.12% 1 62% 0 78% 452% 2.72% 983% 10.31% 1 30% 1.13% 488% 5.63% 9.10% 10.48% 5.77% 3.28% 8.01% 922% 591% 3.55% 6.35% 3 827E 830% 4.99% 8-08% 4.04% 7.80% 4.70% 8.35% 9.62% 1.94% 2.23% 2.24% 2.58% 7.40% 8.53% YES YES YES NO NO NO NO YES YES NO NO NO YES YES YES YES NO YES YES + 7 YES NO YES NO YES NO YES NO YES NO YES + F YES +F NO NO NO NO YES YES FIN RAN PIANWROJEC T SVo014167101TABLc5111 MATRIX. WK4 0 O • Appendix D Intersection Capacity Analysis Worksheets • • Brickell View Terrace - Intersection Assignment INTERSECTION MOVEMENT EXISTINC PM PEAK HA FUTURE W/O PROJECT PROJECT OJE T FUTURE p WITH Tol 26 PROJECT NBL 0 0 0 0 NBT 312 316 1 319 NBR 50 51 0 51 SBL 96 98 0 98 SST 310 411 4 415 SW2Avenue ISW SBR 0 0 0 0 8 Street EBL 182 186 0 186 EBT 877 1227 0 1227 EBR 293 299 8 307 WEL 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 - TOTAL 2120 2590 13 2603 NBL 18 18 0 18 NBT 332 339 0 339 NBR 12 12 0 12 SBL 36 37 0 37 SBT 560 666 12 678 SW 2 Avenue / SW SBR 47 48 0 48 9 Street EBL 10 10 0 10 EBT 3 3 0 3 EBR 10 10 0 10 WBL 13 13 3 16 WBT 4 4 5 9 WBR 19 19 1 20 '-TOTAL 1064 1180 21 1200 NBL 14 14 9 23 NBT 52 53 2 55 NBR 0 0 0 0 58L 0 0 0 0 SBT 399 732 0 732 SW 1 Avenue 1 SW SBR' 5 5 0 5 9 Street EBL 23 23 0 23 EBT 0 0 0 0 EBR 0 0 0 0 WBL 66 67 0 67 WET 0 0 0 0 WBR 0 0 0 0 TOTAL 552 896 10 906 NBL 24 24 0 24 NBT 66 67 16 83 NBR 0 0 0 0 SBL 34 229 0 229 SBT 442 582 0 582 SW 1 Avenue/SW SBR 0 0 0 0 • 10 Street EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 46 47 0 47 WBT 0 0 0 0 WBR 0 0 0 0 TOTAL 612 950 16 966 NBL 0 • 0 o o o o o o o o 0 a o m 16 NET 66 67 67 NBR 0 0 0 SBL 0 0 0 SBT 0 0 0 SW 1 Avenue! SBA 0 0 0 Project Driveway EEL 0 0 10 EBT 0 0 0 ESP 0 0 0 WBL 0 0 0 WBT 0 0 0 WBR 0 0 0 TOTAL 66 67 a 26 93 •Illegal Movement hn?ersec!rnn anaFvs;5 2006 xis • • ORIGIN ZONE Mimi -Dade 2005 Interim Plan DIRECTIONAL DISTRIMUTIoN SUMMARY f- CARDINAL DIRECTIONS NNE ENS R99 SSW 9$W WSW WNW NNW TOTAL, I 571 TRIPS 2786 688 59 181 752 5448 3503 5133 16950 PERCENT 14.70 4.69 0.31 2,01 3.97 26.75 16.49 27,09 572 TRIPS 1054 204 169 149 250 1692 1056 1453 6107 PERCENT 17.26 4.65 2.77 2.44 4.09 27.71 17.29 23.79 571 TRIPS 218 66 52 18 57 299 205 256 1173 PERCENT 18.50 5,63 4.43 1.53 4.86 25.49 17.48 21.99 S74 TRIPS 838 516 120 69 213 876 615 788 4055 1•E9CE397 20.67 13.22 2.96 1.70 5.25 21.60 15.17 19.43 575 TRIPS 624 529 179 70 219 736 645 750 3760 3•ERCBNT 16.60 14,07 4.76 1.86 5.82 19.57 17.15 20.16 576 TRIPS 713 545 115 77 196 790 523 683 3662 PERCENT 20.02 14.66 3.14 2.10 5.15 21.57 14.26 18.65 577 TRIPS 1759 718 131 88 414 1919 1264 1784 8077 PERCENT 21.78 1.89 1,62 1.09 5.13 23,76 15.65 22.09 578 TRIPS 527 161 29 57 47 446 310 417 1994 6PERCENT 26,41 8.07 1.45 2.66 2.36 22.37 15.55 20.91 579 TRIPS 623 219 20 34 114 852 589 639 ' 3090 6ERCENT 20,16 7,09 0.65 1.10 3.69 27.57 19.06 20.66 560 TRIPS 1215 107 35 86 308 2549 1732 2544 6776 PERCENT 13.84 3.50 0,40 0.98 3,51 29.05 19.74 28.99 581 TRIPS 660 118 19 40 72 939 687 1003 3538 PERCENT 18.65 3.34 0.54 1.13 2.04 26.54 19.42 28.35 582 TRIPS 472 74 26 39 17 369 269 415 1683 PERCENT 28.05 4.40 1.66 2.32 1.01 21.93 15.98 24.66 581 TRIPS 994 127 44 66 42 628 533 618 3052 PERCENT 32.57 4.16 1.44 2.16 1.38 20.51 17,46 20.25 584 TRIPS 214 0 0 102 410 247 191 0 1236 PERCENT 17.48 0.00 0.00 1.25 38.83 19.96 15.45 0.00 515 TRIPS 165 11 0 125 344 190 210 40 1105 PERCENT 14.93 1.00 0.00 11.31 31,13 17.19 20.81 3.62 -123- M1a1Gl-Dade 2005 Interim Plan DIRECTIONAL DISTRIB[1TIDN SUMMARY ORIGIN ZONE NNE ENE ESE 66R SSW WSW WNW NNW CARDINAL DIRECTIONS { TOTAL 566 TRIPS 221 0 0 15 592 279 158 81 1546 PERCENT 14,29 0.00 0.00 0.97 38.29 11.05 23.16 5.24 567 TRIPS 500 0 0 39 1185 566 768 194 3212 PERCENT 15.38 0.00 0.00 1.20 36.44 17,40 23.62 5.97 518 TRIPS 123 18 0 78 277 150 180 39 87:1 PERCENT 14.09 2.06 0.00 6.93 31.73 17.16 21.51 4.47 . 589 TRIPS 776 0 0 818 3045 1052 424 616 4733 PERCENT 16.40 0.00 0.00 17.28 22.08 22,23 8.96 13.06 590 TRIPS 225 31 0 85 421 336 334 119 1553 PERCENT 14.49 2.12 0,00 5.47 27.11 21.64 21.51 7.66 591 TRIPS 471 0 0 44 982 611 623 211 2944 PERCENT 16.00 0.00 0.00 1.49 33.36 20.75 21.16 7.24 592 TRIPS 356 0 0 52 747 686 322 502 2664 PERCENT 13.36 0.00 0.00 1.95 28.03 25.74 12.08 11.84 593 TRIPS 714 14 0 383 993 1074 577 1113 4638 PERCENT 15.39 1.81 0.00 6.26 21.41 23.16 12,44 17.51 594 TRIPS 554 79 0 288 779 633 572 520 3425 PERCENT 16.18 2.31 0.00 8,41 22.74 18,41 16.70 15.16 595 TRIPS 446 0 0 66 838 651 549 660 3250 PERCENT 13.72 0.00 0.00 2.65 25.76 20.03 16.89 20.92 596 TRIPS 722 0 0 388 469 263 411 768 3021 PERCENT 23.90 0.00 0.00 12.84 15.52 6.71 13,60 25.42 597 TRIPS 724 0 0 577 1514 1801 925 1432 6993 PERCENT 10.35 0.00 0.00 8.25 21.94 25.75 13.23 20.48 591 TRIPS 1006 423 0 944 1437 1193 876 918 6697 PERCENT 15.02 6.32 0.00 12.60 21.46 17,81 13,08 13.71 599 TRIPS 935 553 0 1298 1166 1370 1296 1055 7673 PERCENT 11.86 7,02 0.00 16:49 17.35 17.40 16.46 13.40 600 TRIPS 60 10 .8 54 45 39 40 41 297 PERCENT 20,20 3.37 2.69 10.19 15.15 13.13 13.47 13.60 0 Existing Conditions • • HCS2000: Signalized intersections Release 4_.. Analyst: DPA inter.: SW 2 AVENUE / SW 8 STREET Agency: Area Type: All other areas Date: 3/24/05 Jurisd: Period: EXISTING PM PEAK HOUR Year : 2005 Project ID: BRICKELL VIEW TERRACE - #05114 E/W St: SW 8 STREET N/S St: SW 2 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound L ? R T R Southbcund a R IL T R Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left A I NE Left Thru A I Thru A Right A j Right A Peds Peds WB Left ; SB Left A A Thru I Thru A A Right Right Peds Peds ONE Right 17p, Right SE Right I WE Right Green 32.0 5.0 32.0 Yellow 4.0 3.0 4.0 All Red 0.0 0.0 0.0 Cycle Length: 80.0 secs intersection Performance Summary Appr/ Lane Ad- Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v%c g/C Delay LOS Delay LuS Eastbound LTR Westbound 1950 4.876 0.74 0.40 21.9 C 21.9 C Northbound TR Scutnbou> • 1309 3473 0.29 0.40 16.4 B 16.4 B 3505 0.35 0.50 12.3 B 12.3 B Intersection Delay = 19.1 (sec/veh) Intersection LOS = B ..CS2000: Unsigna1ized Intersections Re?ease 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: CPA Agency/Co.: Date Performed: 3/24/05 Analysis Time Period: EXISTING PM PEAR HOUR Intersection: SW 2 AVENUE / SW 9 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: PRICKELL VIEW TERRACE - # 05114 East/West Street: SW 9 STREET North/South Street: SW 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound - Movement 1 2 3 1 4 5 6 L T R 1 L T R Volume 18 332 12 36 550 47 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.94 0.94 0.94 Hourly Flow Rate, HFR 19 356 12 38 595 50 Percent Heavy Vehicles 2 -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 0 01 0 Configuration LTR 111 Upstream Signal. No LTR Mine_ Street: Approach Movement Westbound Eastbound 8 9 j 10 11 12 T R 1 L R Volume 13 4 19 10 3 10 Peak Hour Factor, PHF 0.62 0.62 0.62 0.42 0.42 0.42 Hourly Flow Rate, HFR 20 6 30 23 7 23 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade 0 Flared Approach: Exists?/Storage No No Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NE SE Westbound Eastbound Movement 1 4 j 7 8 9 j 10 11 12 Lane Confiu LTR LTR ' LTR LTR v , V n v/c 95 queue lencth Control Deiav p oae- ay Approach LOS 19 38 940 1191 D.02 0.03 0.06 0.10 8.9 8.1 A A 56 53 281 237 0.20 0.22 0.73 0.83 21.0 24.5 c c 21.0 24.5 C C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 3/24/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: SW 1 AVE / SW 9 ST (WEST) Jurisdiction: Units: 01. S . Customary Analysis Year: 2005 Project ID: ERICKELL VIEW TERRACE - #05114 East/West Street: SW 9 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 ! 4 L T R i L Southbound 5 6 R Volume 14 52 Peak -Hour Factor, PHF 0.85 0.85 Hourly Flow Rate, HFR 16 61 Percent Heavy Vehicles 2 -- Median Tyne/Storage Undivided RT Channelized? Lanes 2 Configuration LT T *Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 j 10 11 12 R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade o Flared Approach: Exists?/Storage Lanes Configuration 0 23 0.56 41 2 L u Delay, Queue Lenath, and Level of Service Approach NE SB Westbound Eastbound Movement 1 4 7 8 9 1 10 11 12 Lane Ccnfig LT 1 ! L v .17p11) 16 41 C (m) _ _, 1623 935 v/c 0.01 _ 0.34 95o uueue lent:.. 3.03 0.14 Control Delay 7.2 9,0 41 DS AA ..sac.. relay Approach LOS 9.0 A HC52330: Dns"analized intersections Release 4.1d TWO -WAX STOP CONTROL SUMMARY Analyst: DPA Agency/Co.. Date Performed: 3/24/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: SW 1 AVE / SW 9 ST EAST; Jurisdiction: Units: U. 5. Customary Analysis Year: 2005 Project ID: ERICKELL VIEW TERRACE #05114 East/west Street: SW 9 STREET North/South Street: SW I AVENUE Intersection orientation: NS Study period fhrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L R L T R Volume 399 Peak -Hour Factor, PHF 0.89 Hourly Flow Rate, HFR 448 Percent Heavy Vehicles -- -- -- Median Type/Storaae Undivided RT Channelized? Lanes 2 Configuration m Sianal? No •UPstream No Minor Street: Approach Westbound Movement 7 8 Eastbound 10 11 12 1 R Volume 66 Peak Hour Factor, PHF 0.92 Hourly Flow Rate, HFR 71 Percen_ Heavy Vehicles 2 Percent Grade ^i 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration Delay, Queue Length, and Level of Service Approach NE SE Westbound Eastbound Movement 1 4 1 7 8 9 10 11 12 Lane C.,.,_ig _ v 71 t o ) 764 0.09 queue engzt 0.31 Control Delay 10.2 •pro.. rh 3 Oeway Approach .,OS 10.2 3 H S2000: Unsigna1ized Intersections Release 4.1d "TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 3/24/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: SW 1 AVE / SW 10 ST (WEST) Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: BRICKELL VIEW TERRACE - #05114 East/West Street: SW 10 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 j 4 5 6 L T R L T R Volume 24 66 Peak -Hour Factor, PHF 0.91 0.91 Hourly Flow Rate, HFR 26 72 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 Configuration LT T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L - R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy vehicles Percent Grade (5) 0 0 Flared Approach: Exists?/Storage Lanes Configuration Decay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 ( 10 11 12 Lane Conf i a LT v ,v^b. 26 C(m) ;vph) 1623 v/c 0.02 95% queue length 0.05 Control Delay 7.3 OCS A ^rcac: Delay Approach ..OS HCS2000: Uns±gnalized Intersections Release 4 TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Cc.: Date Performed: 3/24/05 Analysis Time Period: EXISTING PM PEA:{ HOUR Intersection: SW 1 AVE / SW 10 ST (EAST) Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: BR1CKELL VIEW TERRACE ;051 4 East/West Street: SW 10 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach NortFbound Southbound Movement 1 2 3 j 4 5 6 L T R 1 L T R Volume 34 442 Peak -Hour Factor, PHF 0,93 0.93 Hourly Flow Rate, HFR 36 475 Percent Heavy Vehicles -_ _ 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 2 Configuration LT T •Uostream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L R 1 L T R Volume 46 Peak Hour Factor, PHF 0.77 Hourly :low Rate, HFR 59 Percent Heavy Vehicles 2 Percent Grade 5- 0 0 Flared Approach. Exists?/Storage / 1 Lanes 1 Configuration Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement . 1 4 7 8 9 10 11 12 Lane Config LT L v (vr:^_) 36 59 Cm) 'vph 1523 668 v'c 0.02 0.09 95 queue 1en h 0.17 0.29 Control Delay 7.3 10.9 A _preach Delay B Approach LCS 10.9 0 Future without Project • • RCS2000. Signalized Intersections Release 4.1e Analyst: DPA inter.: SW 2 AVENUE / SW 8 STRE Agency: Area Tyne. All ether areas Date: 3/24/05 Jurisd: uLL Period: FUTURE W/O PROJ PM PEAK HOUR Year : 2006 Project ID: BRICKELL VIEW TERRACE - 405114 E/W St: SW 8 STREET N/S St: SW 2 AVENUE SIGNALIZED INTERSECTION SUMMARY No. Lanes LGConfia Volume Lane Width RTOR Vol Eastbound Westbound R LTr,R Northbound J Southbcund R ? L T R 1186 0 3 0 LTR 1227 299 12.0 0 0 0 0 0 2 0 1 0 2. 0 TR L 318 51 198 411 12.0 ! 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Co:nb±nnation 1 2 3 4 1 5 5 7 8 EB Left A NE Left Thru A 1 Thru A Right A Rich_ A Peds 1 Peds WE Left i SE Left A A Thru Thru A A Right Right Peds Peds •JE Right EB Right 5B Right 1 WE Right Green 32.0 5 0 32.0 Yellow 4.0 3.0 4.0 All Red 0.0 0.0 0.0 Cycle Lenct : 80.0 secs Intersection Performance Summary Appr! Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR _964 Westbound Northbound TR 4514 0.92 0.40 30.1 C 30.1 C _389 3473 0.28 0.40 16.3 B 15.3 B Scu t .bound 1320 3513 0.41 0.50 12.8 B 12.3 B Intersection Delay = 24.7 isec/veh) intersection LOS -- HCS2000: Unslanalized Intersections Release TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 3/24/05 Analysis Time Period: FUTURE W/O PROJ PM PEAH HOUR Intersection: SW 2 AVENUE / SW 9 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE - # 05114 East/West Street: SW 9 STREET North/South Street: SW 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L R Southbound 4 5 6 L T c Volume 18 339 12 37 666 48 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HER 18 356 12 38 701 50 Percent Heavy Vehicles 2 -- -- 2 Median Type/Storage Undivided j RT Channelized? Lanes 0 _ 0 0 1 0 Configuration LTR LTR 410pstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 T R T R Volume 13 4 19 10 3 10 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 13 4 20 10 3 10 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 7 8 9 J 10 11 12 Lane Confia LTR LTR I LTR LTR v f,„,-ph) 18 38 C (m) *JD h) 958 1191 v/c 0.02 0.03 3595. queue Deno _. 0.06 0.1C Control Delay 9.3 8.1 5 A A sroacn Delay Approach LCS 37 23 257 206 0.14 0.11 0.50 0.37 21.3 24.7 C C 21.3 24.7 0 `- ..ua2000: T7naignalized intersections Release TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 3/24/05 Analysis Time .eri d: FUTURE W/0 PROJ PM PEAK HOUR Intersection: SW 1 AVE / SW 9 ST {NEST) Jurisdiction: Units: U. S . Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE -- #05114 East/West Street: SW 9 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study pericd (hrs): 0.25 Vehicle Volumes and Ad iustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 5 T R r T volume 14 53 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HER 14 55 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 Ccnfiauratlon •Upstrearn Signal? No No Minor Street: Approach Movement Westbound Eastbound 9 9 10 11 12 A Fc Volume 23 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 24 Percent Heavy Vehicles 2 Pe, -cent Grade ! : , 0 0 Flared Approach: Exists?/Storage / Lanes Configuration Delay, Queue Length, and Level of Service Apvroach NB SB Westbound Eastbound Movement 1 4 8 9 I 10 11 12 Lane Config . T L - •vc., 14 24 Cm) (vph 1523 945 0 . 02 0.03 95%- T.ieue _'en7th ::.03 0.08 Control Delay 7.2 8.9 O.A4A :. Delav Acbroach LOS 8.9 A H7S2000: Unsignalized Intersections Release 4.1d 111 Analyst: DPA Agency/Co.: Date Performed: 3/24/05 Analysis Time Period: FUTURE W/0 PROJ PM PEAK HOUR Intersection: SW 1 AVE / SW 9 ST ?EAST) Jurisdiction. Units: U. 5. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE #05114 East/West Street: SW 9 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period ;hrs): 0.25 TWO-WAY STOP CONTROL SUMMARY Vehicle Volumes and Adjustments Major Street: Approach Northbound Sout:bound Movement 1 2 3 1 4 5 6 L T R i _ R Volume 732 Peak -Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 770 Percent Heavy Vehicles -- -- Median Type/Storage Undivided / RT Channelized? Lanes 2 Configuration T 41, pstream Signal? Nc No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 T R L T R Volume 67 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 70 Percent Heavy Vehicles 2 Percent Grade (=) 0 0 Flared Approach: Exists?/Stcraoe Lanes 1 C.c..nf_auratj on L Delay, Queue Length, and Level of Service Approach Movement Lane Cw_.f ig NB SE Westbound Eastbound 1 4 7 8 9 i 10 11 12 v (vpn C(m) vf"c 9queue 1e n'gth Control Delay 70 618 0.11 0.38 11.6 prcac.. Delay L 11.6 .Approach LCS HCS2000: Unsianalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 3/24/05 Analysis Time Period: FUTURE W/O PROJ PM PEAK HOUR Intersection: SW 1 AVE / SW 10 ST (WEST) Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BR CKELL VIEW TERRACE - #05114 East/West Street: SW 10 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbouni Movement - 2 3 4 5 6 L T R 1 L T R Volume 24 67 Peak -Hour Factor, PHF 0.95 4.75 Hourly Flow Rate, HER 25 70 Percent Heavy Vehicles 2 -- Median Tyne/Storage Undivided RT Channelized? Lanes 0 2 Configuration LT T Upstream Sicnal?ill No Minor Street: Approach Westbound Eastbound Movement 7 8 9 70 11 12 Volume Peak Hour Factor, PHF Hourly Flow Rat, HFR Percent Heavy Vehicles Percent Grade t;i 0 0 Flared Approach: Exists?/Storage i Lanes Configuration Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 i 7 8 9 f 10 11 Lane Conf`g LT v vph) 25 C(m) (vph) 1623 v/c 0.02 95 0 queue yen 0."'; Control Delay , . 3 roach Delay Approach LOS HCS2 00: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: 7PA Agency/Co.: Date Performed: 3/24/05 Analysis Time Period: FU1JRE W/O PROJ PM PEAK HOUR Intersection: SW 1 AVE / SW 10 ST (EAST) Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: ERICKELL VIEW TERRACE - #05114 East/West Street: SW 10 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study ceriod (hrs): 0_25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1, 2 3 L T R Southbound 4 5 6 L R Volume 229 582 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 241 612 Percent Heavy Vehicles -- 2 -- Median Type/Storage Undivided , RT Channelized? Lanes 0 2 Configuration LT 7 •Pstream Signal? No t Minor Street: Approach Westbound Eastbound Movement 7 8 10 11 12 T R L T R Volume 47 Peak Hour Factor, PHF D.95 Hourly Flow Rate, HFR 49 Percent Heavy Vehicles 2 Percent Orade 0 0 Flared App each: Exists?/Storage Lanes 1 Configuration L Delay, Queue Length, and Level of Servic Approach NB SB Westbound Eastbound Movement 1 4 j 7 8 9 1 10 11 12 Lane rW T Ccr.� '� L y v 11 A I vc h ) v/ 95'1 queue length Control relay 241 1623 .15 0.52 7.6 49 307 0._6 0.56 18.9 18. Approach LOS w Future with Project • • HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY IILlyst: envy / Co . Date Performed: 3/24/05 Analysis Time Period: FUTURE WITH PROS PM PEAK HOUR Intersection: SW 1 AVE / SW 9 ST (EAST) Jurisdiction: Units: U. 5. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE - *05114 East/West Street: SW 9 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments `Iajor Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T -R Jolume 732 ?eak-Hour Factor, PHF 0.95 Sourly Flow Rate, HFR 770 Percent Heavy Vehicles -- -- ?edian Type/Storage Undivided / RT Channelized? "anes 2 'onfiguration T •tream Signal? No No _,nor Street: Approach Westbound Eastbound Movement 7 8 9 ! 10 11 12 L T R L T R 7olume 67 'eak Hour Factor, PHF 0.95 sourly Flow Rate, HFR 70 'ercent Heavy Vehicles 2 'ercent Grade (%) 0 0 'lared Approach: Exists?/Storage anes 1 onfiauration L Delay, Queue .pproach NE SE ovement 1 4 ane Config Length, and Level of Service Westbound Eastbound 7 8 9 f 10 11 12 (vph) 70 (rn) (vph) 618 c 0.11 5% queue length 0.38 ontrol Delay 11.6 4101oach Delay E _1.6 2proach LOS B HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Salyst: ericy/Ca . : ate Performed: 3/24/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SW 1 AVE/ SW 9 ST (WEST) Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE #05114 East/West Street: SW 9 STREET North/South Street: SW I AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound _ Movement 1 2 3 j 4 5 6 L T R I L T .R Volume 23 54 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 24 56 Percent Heavy Vehicles 2 Median Type/Storage Undivided RT Channelized? Lanes 0 2 ofiguration L.T T tream Signal? No No :.lnor Street: Approach Westbound Movement 7 8 9 L T R Eastbound ID 11 12 Rio l ume 23 Peak Hour Factor, PHF 0.95 Sourly Flow Rate, HFR 24 Percent Heavy Vehicles 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / ernes _ :onfiguration L Delay, Queue Length, and Level of Service approach NB SE Westbound Eastbound iovement 1 4 7 8 9 ! 10 11 12 ,ar.e Conf ig LT j j L vph) 24 24 (m) (vph) 1623 913 -c 0.01 0.03 5% queue length 0.05 0.08 ontrol Delay ..3 9.0 410o•ach Delay 9.0 pproach LOS A HCS20O0: Unsignalized Intersections Release 4."f .� TW0-LAY STOP CONTROL SUMMARY tlyst: encyi Co. : Date Performed: 3/24/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SW 1 AVE/ SW 10 ST (EAST) Jurisdiction: :Jnits: U. S. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE - #05114 East/West Street: SW 10 STREET North/South Street: SW 1 AVENUE Entersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments dajor Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R j L T Tolume 229 582 ?eak-Hour Factor, PHF 0,95 0.95 sourly Flow Rate, HFR 241 612 ercent Heavy Vehicles - 2 -- ledian Type/Storage Undivided i tT Channelized? ,anes 0 2 iiifiguration LT T ream Signal? No No 4;.nor Street: Approach Movement Westbound Eastbound 7 8 9 ; 10 11 12 T R 1 7 T R 'olume 47 'eak Hour Factor, PHF 0.95 sourly Flow Rate, HFR 49 ercent Heavy Vehicles 2 ercent Grade (%) 0 0 fared Approach: Exists?/Storage / anes 1 onfiguration L Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement _ 4 j i 8 9 j 10 11 12 ape Confia LT 1 L (vph) 241 49 (m) (vph) 1623 307 rc 0.15 0.16 5% queue length 0.52 0.56 pntro1 Delay 7.6 18.9 A .�oach Delay 18.9 :proach L S HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY •alyst: envy/Co.: Date Performed: 3/24/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SW 1 AVE/ SW 10 ST (WEST) Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE - #05114 East/West Street: SW 10 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R 1 L T 'R Volume 24 83 Peak -Hour Factor, PHF 0.95 0.95 ;-sourly Flow Rate, HFR 25 87 Percent Heavy Vehicles 2 -- gedian Type/Storage Undivided Channelized? lanes 0 2 ofiguration LT T tream Signal? No No ,inor Street: Approach Movement Westbound Eastbound 7 8 9 1 10 11 12 L 7' R 1 L T R To lame 'eak Hour Factor, PHF sourly Flow Rate, HFR 'ercent Heavy Vehicles ,ercent Grade (%) 0 0 'laced Approach: Exists?/Storage ,anes onfiguration Delay, Queue Length, and Level of Service pprcach NB SB Westbound Eastbound :ovement 1 4 1 8 9 1 10 11 12 ane Conf s LT 1 (vph) (m) (vph) /C 5% queue length ontroi Delay •oach Delay pproach LOS 25 1623 0.02 0.05 7.3 HCS2000: Signalized Intersections Release 4.1f Analyst: DPA Inter.: SW 2 AVENUE / SW 8 STREET ncy: Area Type: All other areas IPEe: 3/24/05 Jurisd: :iod: FUTURE WITH PROJ ?M PEAK HOUR Year . 2000 :project ID: BRICKELL VIEW TERRACE - #05114 I/W St: SW 8 STREET N/S St: SW 2 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound E Westbound I Northbound I L T R [ L T R L T R 4o . Lanes j 0 3 0 ,GConfig j LTR Tolume 186 1227 307 .,ane Width 12.0 TOR Vol 1 0 Southbound L 7 R 0 0 0 0 2 0 TR 319 51 12.0 0 0 2 0 LT 98 415 12.0 )uration 0.25 Area Type: All other areas Signal Operations ?horse Combination 1 2 3 4 5 6 7 8 as Left A j NB Left Thru A i Thru A Right A Right A Peds I Peds 7B Left 1 SB Left A A Thru 1 Thru A A Right Right Peds Peds S Right ES Right Right i WS Right ,,.een 32.0 5.0 32.0 'ellow 4.0 3.0 4.0 ,11 Red 0.0 0.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary ppr/ Lane Adj Sat Ratios Lane Group Approach ,ane Group Flow Rate ;rp Capacity (s) v/c g/C Delay LOS Delay LOS astbound TR 1965 4912 0.92 0.40 30.6 C 30.6 'estbound orthbound R 1389 3473 0.28 0.40 16.3 B 16.3 B outhbound 1321 3513 0.41 0.50 12.8 B 12.8 B Intersection Delay = 25.0 (sec/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY IILlyst: DPA .er ,cry rCo . . ,.,ate Performed: 3/24/05 Analysis Time Period: FUTURE WITH PROJ PM PEAH HOUR Intersection: SW 2 AVENUE / SW 9 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE - It 05114 East/West Street: SW 9 STREET [North/South Street: SW 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 !1aj or Street: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 1 4 5 6' L T R 1 L T 'R T'o1ume 18 339 12 37 678 48 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Sourly Flow Rate, HFR 18 356 12 38 713 50 Percent Heavy Vehicles 2 -- 2 -- -- 4edian Type/Storage Undivided / .T Channelized? r,anes 0 1 0 0 1 0 configuration LTR LTR .cream Signal? No No _.nor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 T R Tolume 16 9 21 10 3 10 leak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Iourly Flow Rate, HFR 16 9 22 10 3 10 'ercent Heavy Vehicles 2 2 2 2 2 2 'ercent Grade ;%) 0 0 'fared Approach: Exists?/Storage No No ,ernes 0 1 0 0 1 0 °onfiguracion LTR LTR Delay, Queue Length, and Level of Service pproach NE SE Westbound ovement 1 4 F 7 8 ane Config LTR LTR 1 LTR Eastbound. 9 1 10 11 12 LTR ivph) 18 38 47 23 m) vph) 850 1191 234 198 /c 0.02 0.03 0.20 0.12 5% queue length 0.06 0.10 0.73 0.39 ontrol Delay 9.3 8.1 24.2 25.6 eloach Delay A 24.2 25.6 ,proach LCS C D 0 Project Driveway II • HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Ikalyst: .er cy C gate Performed: 3/29/05 Analysis Time Period: FUTURE WITH PROD PM PEAK HOUR Intersection: SW 1 AVENUE / PROJECT DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRICKELL VIEW TERRACE ## 05114 East/West Street: PROJECT DRIVEWAY North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs}: 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 Southbound 4 5 6 L T R I LT R Volume 16 67 Peak -Hour Factor, PHF 0.95 0.95 Sourly Flow Rate, HER 16 70 Percent Heavy Vehicles 2 -- 1:edian Type/Storage Undivided Channelized? anes 1 wonfiguration L Illtream Signal? No No _nor Street: Approach Movement Westbound Eastbound 7 8 9 1 10 11 12 F T R 1 L T R volume 10 'eak Hour Factor, PHF 0.95 sourly Flow Rate, HFR 10 'ercent Heavy Vehicles 2 'ercent Grade (%) 'fared Approach: Exists?/Storage .anes 'cnfiguration Delay, Queue Length, and Level of Service pproach NE SE Westbound Eastbound ove:^ent _ 4 7 8 9 10 11 one Confia E L 12 Vp:. , m) ( vp h ) c 5% queue length ontro, Delay 410 2ach Delay 9.2 ::Gr oach _OS 16 1623 10 887 0.01 0.03 9.1 0.03 ..2 A Appendix E Committed Development Information • Brickell View Terrace Committed Develoment Person -Trip Assignment Corridor Project From To Direction Brickell Commons TAZ 571 TAZ 573 TAZ 580 TOTAL - SW 2 AVENUE SW 8 STREET SW 11 STREET NB 0 0 0 0 0 SE 166 0 0 0 166 SW 11 STREET SW 13 STREET NB 0 0 0 0 0 SB 166 0 0 0 166 SE 7 STREET BRICKELL AVENU SW 1 AVENUE WB 704 110 498 110 1423 SW 1 AVENUE 1-95 WB 387 110 221 ' 110 829 SE 8 STREET BRICKELL AVENU S MIAMI AVENUE EB 0 63 554 95 712 S MAW AVENUE SW 1 AVENUE EB 998 63 35 127 1223 NW 2 AVENUE 1-95 EB 235 63 235 127 660 • • • IIP Brickell View Terrace Brickell Commons - TAZ 568 Locational Information Name Type of Perrnit Address Description Net Area Bricked Commons MUSP 750 S Miami Avenue Mixed use development protect with 5,000 seat movie theather Downtown Total # 05114 - Brickell Commons Units Sq Ft. Res! Condo Motet Office Retail 1,700 0 0 585,938 585,938 r 1,700 0 0 Comm_ Developments.xis • Brickelt Commons TAZ 568 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Retail Movie Theatre 1,700 DU 585, 938 SF 5,000 seats 232 820 443 62% 48% 71% 368 965 250 38% 52% 29% 226 1046 100 594 2011 350 GROSS VEHICLE TRIPS I 51% 1215 149% 1146 1 2361 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) Transit Trip Reduction g 14.10% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3) 51% 51% 51% T 194 171 182 49% 49% 49% 183 162 172 375 333 354 NET EXTERNAL VEHICLE TRIPS 51% 667 49% 629 1296 I 1 [_ Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 51% 51 % 934 240 49% 49% 881 226 1815 46i3 Net External Person Trips (vehicles and transit modes) 51% 1174 49% 1107 2281 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 51% 255 r 49% 241 1 496 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 # 05114 - Brickell Commons T-gen_PM..xls ao Brickell View Terrace 2005 Cardinal Distribution Direction TAZ 568 NNE ENE ESE SSE SSW WSW WNW NNW 15,14% 6.64% 2.17% 4.68% 5.64% 23.73% 17.92% 24.06% TOTAL. • 99.98% #051 14 - TAZ 568 TAZ.xis • w Brickell View Terrace Commited Developments - TAZ 571 Locational Information Units Sq Ft. Nam Type of Permit Address Description Net Area Res / Condo Hotel Office Retail The Club at Eirickell Bay The Plaza at Brickell 1060 Brickell MUSP 17RI MUSP 1201 8rickell Avenue 851 ; 901 Brickell Avenue 1060 Brickell Avenue Residential w/ accessory recreational and commercial & retail uses Mixed -use DRI Residential & Retail Mixed -use: Residential development in two phases with accessory commerical use, (2 buildings) Downtown Downtown Downtown 645 1.000 572 0 0 0 80,000 0 0 12,601 41,000 25,000 Total 2,217 0 80,000 78,601 # 05114 - TAZ 571 Comm_ Developments.xls • IIP TAZ 571 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail 2,217 DU 80,000 SF 78,601 SF 232 710 814 63% 17% 44% 532 29 94 37% 83% 56% 310 140 119 842 169 213 GROSS VEHICLE TRIPS 1171% 655 1 149% 569 , 382 Vehicle Occupancy Adjustment © 16.00% of Gross External Trips (1) Transit Trip Reduction © 14.10% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3) 171% 171°/0 171% 105 92 98 149% 149% 149% 91 80 85 61 54 57 NET EXTERNAL VEHICLE TRIPS 171% 360 149% 312 210 Net External Person Trips in Vehicles © 1.40 Persons/ Vehicle Net External Person Trips using Transit © 1.40 Persons/ Vehicle 171% 171% 503 129 . 149% 149% 437 112 294 75 Net External Person Trips (vehicles and transit modes) 171% 633 149% 550 369 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle ! 171% 138 149% 119 80 _ Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II # 05114 - TAZ 571 T-gen_PM.xls Brickell View Terrace 2005 Cardinal Distribution Direction TAZ 571 NNE 14_70% ENE 4 69% ESE 031% SSE 2.01% SSW 3.97% WSW 28.75% WNW 18 49% NNW 27.09°%0 TOTAL • 100.O1 % / 45.58% 19.39% 32.72% 2.32% #05114 - TAZ 571 TAZ.xls • w Brickell View Terrace Commited Developments - TAZ 573 Locationai Information Units Sq Ft. Name Type of Permit Address Description Net Area Res 1 Condo Hotel Office Retail Tl}e Beacon Brickell Village Mary Brickell Village Premiere Towers Brickell Village g MUSP MUSP MUSP 830 SE 1 Avenue 900 South Miami Avenue 28-59 SW 9th Street 830-850 South Miami Avenue Residential wl accessory recreational uses Mixed Use: retail, restaurant & hotel Mixed Use: Residential, Retail and Office Downtown Downtown Downtown 250 382 560 0 288 0 0 0 46,000 5,745 197,380 20,266 Total . 1,192 288 46,000 223,391 # 05114 -TAZ 573 Comm_ Developments.xls • TAZ 573 PM Peak Hour Trip Generation Analysis USES • UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Hotel Office Specialty Retail Retail 1,192 DU 288 Rooms 46,000 SF 26,011 SF 197,380 SF 232 310 710 814 820 63% 52% 17% 44% 48% 286 89 22 31 471 37% 48% 83% 56% 52% 167 81 108 40 510 453 170 130 71 981 GROSS VEHICLE TRIPS j 50% f 899 1 50% 906 1805 Vehicle Occupancy Adjustment @ 16.GO% of Gross External Trips Transit Trip Reduction @ 14,10% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 15.0U% of Gross External Trips (1) (2) (3) 50% 50% 50% 144 127 135 50% 50% 50% 145 128 136 289 255 271 NET EXTERNAL VEHICLE TRIPS 50% 494 50% 497 991 I [ [ Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 50% 50% 691 177 50% 50% 696 179 1387 356 Net External Person Trips (vehicles and transit modes) 50% 868 50% 875 1744 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 150%• 189 I 50% 190 I 379 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment ll (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (4) TAZ 573 includes Brickell Grand, Brickell View, Bricked Station Tower and Mary Bricked Village # 05114 - TAZ 573 T-genPM xls • Rrickell View Terrace 2005 Cardinal Distribution Direction TAZ 573 NNE ENE ESE SSE SSW WSW WNW NNW 18.58% 5.6 j% .4.43% 1.53% 4.86% 25.49% 17 48% 21.99% TOTAL 99.99% • 39.47% 24.21 % 30.35% 5.96% #05114-TAZ 573 TAZ.xls • Brickell View Terrace Commited Developments - TAZ 580 Localional Information Units Sq Ft. Name Brickell Bay Type of Permit Address Description Net Area Res! Condo Hotel Office Retail Tower V€Ila Magna CLASS 11 MUSP 186 SE 12 Terrace 1201 E rickeli Hay drive Residential project Mixed Use: Residential, Retail, Restaurant & Hotel Downtown Downtown 138 787 0 0 0 0 0 32,950 32,950 Total 925 0 0 #05114 - TAZ 580 Comm_ Developments.xis • TAZ 580 PM Peak Hour Trip Generation Analysis USES PM PEAK HOUR TRIPS UNITS ITE Land Use Code IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Specialty Retail 925 DU 32,950 SF 232 814 63% 44% 222 39 37% 56% 130 50 352 89 GROSS VEHICLE TRIPS 59% 261 41% 180 441 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) Transit Trip Reduction c@ 14.10% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction e 15.00% of Gross External Trips (3) 59% 59% 59% 42 37 39 41% 41% 41% 29 25 27 71 62 66 NET EXTERNAL VEHICLE TRIPS 59% 143 41% 99 242 I I Net External Person Tops in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit © 1.40 Persons/ Vehicle 59% 59% 201 52 41% 41% 138 36 339 87 Net External Person Trips (vehicles and transit modes) 59% 252 41% 174 426 1 I. 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 59% 55 1 41% 38 1 93 Notes (1) A 16% reduction to adjust For the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI increment II # 05114 - TAZ 580 T-gen_PM.xls Brickell View Terrace 2005 Cardinal Distribution Direction TAZ 580 NNE 13.R4% ENE 3 50% ESE 0.40% SSE 0.98% SSW 3_ 1% WSW 29.05% WNW 19.74% NNW 28.99% TOTAL 100.01 % • 48.73% 17.34% 32.56% 1.38% #05114-TAZ 580 TAZ.xis Appendix F Traffic Control Measures Plan • • Rrreke!t View Terrace TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project is a proposed residential development which includes a retail component. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development., • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated_ when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours, Implementation of these items will result in a minimum of ten percent (10%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. TRAFEC CON- ROL_DOC •