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Traffic Impact Study
e 500 Brickell Major Use Special Permit Traffic Impact Study o Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 March 2004 DPA Project #04104 • • • 500 Brie/cell MUSP Traffic Impact Study TABLE OF CONTENTS Page List of Exhibits EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1.1 Study Area 2 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. 5 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 4.6 Site Access 24 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Page i • 500 Brickell NIUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Page 1 Location Map 3 2 2004 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 2004 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 21 13 Project PM Peak Flour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 • Page ii 500 Brickell WISP Traffic Impact Study • • • EXECUTIVE SUMMARY The 500 Brickell project is a proposed mixed use development located on Brickell Avenue between NE 5 Street and NE 6 Street in Miami, Florida (see Exhibit 1). The project consists of 633 residential dwelling units and approximately 25,000 square feet (SF) of retail space. Primary access to the site (parking garage) is proposed on NE 5 Street via a two-way driveway. Two loading driveways are also proposed. The loading area will also serve as a pick-up/drop-off area. Access to the loading driveways is from both NE 5 and 6 Street. A copy of the site plan is included in Appendix A. 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 500 Brickell MUSP Traffic Impact Study • • • 1.0 INTRODUCTION The 500 Brickell project is a proposed mixed use development located on Brickell Avenue between NE 5 Street and NE 6 Street in Miami, Florida (see Exhibit I). The project consists of 633 residential dwelling units and approximately 25,000 square feet (SF) of retail space. Primary access to the site (parking garage) is proposed on NE 5 Street via a two-way driveway. Two loading driveways are also proposed. The loading area will also serve as a pick-up/drop-off area. Access to the loading driveways is from both NE 5 and 6 Street. A copy of the site plan is included in Appendix A. 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 SE 4 Street to the north, SE 13 Street to the south, SW 1 Avenue to the west, and Brickell Avenue to the east. Corridor capacity analysis was performed for several segments of Brickell Avenue, Miami Avenue, SE 8 Street and SE 7 Street. Intersection capacity analysis was performed for the following intersections: SE 5 Street / Brickell Avenue SE 6 Street / Brickell Avenue SE 6 Street / Miami 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 • • PROECT: 500 BRICKELL MUSP LOCATION MAP EXHt81T No, 1 Page 3 500 Brickei! MLJSP Traffic Impact Study • • 2.0 EXISTING TRAFFIC CONDITIONS 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 Brickell Avenue Brickell Avenue (US-1) is a major arterial that provides north/south access throughout Downtown Miami. Brickell Avenue connects the Central Business District (CBD) with the financial and residential district on Brickell. Within the project area, Brickell Avenue is a two- way 4-lane, divided roadway. The posted speed limit is 35 mph. On -street parking is not permitted along Brickell Avenue within the study limits. SE 6 Street SE 6 Street within the study limits is a two-way, 2-lane roadway that connects Brickell Avenue and Miami Avenue. There is on -street parking on the north side of the roadway. There are no posted speed limit signs within the study area. SE 5 Street SE 5 Street within the study limits is a two-lane two-way roadway from Brickell Avenue to South Miami Place. Because of the Miami Avenue bridge over the Miami River, SE 5 Street does not intersect Miami Avenue. There is on -street parking on south side of the roadway. There are no posted speed limit signs within the study area. Miami Avenue Miami Avenue is a major arterial in Downtown Miami and connects the CBD and Brickell area. Miami Avenue is 3-lanes, one way, southbound from north of SW 2 Street to just beyond SW 3 Street. Miami Avenue becomes a two-way , undivided roadway just south of SE 4 Street to just Page 4 500 Brickeil MUSP Traffic Impact Study • north of SW 7 Street, where it becomes three lanes, one-way northbound_ All northbound traffic must turn right at SE 4 Street and all southbound traffic must turn right at SW 7 Street in this segment of Miami Avenue. There is no posted speed limit within the study area. There is on - street parking on Miami Avenue between SE 7 Street and SE 6 Street and prohibited along the remainder of 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 2004 PM peak season, peak hour traffic volumes at the study intersections. • 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 • • SOUTH MIAMI AVE SE 5 ST d () m 40 -�— 9 29 N.T.S. 62 50 2 66 SE 6 ST /5 45 J N N- N PROSECi: 500 BRICKELL MUSP 2004 EXISTING PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT ND_ 2 Page 6 • PROJECT: SOUTH MIAMI AVE SE 5 ST PROJECT SITE BRICKELL AV tit SE s ST 500 BRICKELL MUSP TITLE: EXISTING LANE CONFIGURATION N.T.S. EXHIBIT No. 3 J Page 7 500 Brickeil MIISP 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 FDOT. 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 determine 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 • • 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 (1L Total Bus Ridership [2] Bus Capacity [2] Total Metrorail Ridership [2] Metrorail Capacity [2] Total Metromover Ridership [2] Metromover Capacity [2] Total Transit Ridership [2] Transit Capacity [2] Brickell Ave. SE 4 St. SE 8 St. NB 2L DPA - PM 1797 1.02 1833 1660 365 1346 164 960 529 2306 SB 3L 1195 1.02 1219 2490 115 566 360 1920 475 2486 SE 8 St, SW 13 Rd. NB 2LD DPA - PM 1068 1.02 1089 1660 240 566 276 1463 164 960 680 2989 SB 2LD 1474 1.02 1503 1660 119 566 692 1463 360 1920 1171 3949 Miami Avenue Flagler St SE 6 St. SB 3L DPA - PM 882 1.02 900 2990 251 534 251 534 SE 6 St. SE 8 St. NB 2L 882 1.02 900 1990 68 534 563 2925 164 960 795 4419 SE 8 51, SW 12 St. NB 2L DPA - PM 701 1.02 715 1990 187 780 553 2925 164 960 904 4665 SW 12 St, SW 13 St. NB 2L 701 1.02 715 1990 187 780 553 2925 164 960 904 4665 SE 7 Street Bricks!! Ave. SW 1 Ave. WB 3L DPA - PM 1471 1,02 1500 2990 24 276 24 276 SE 8 Street Brickell Ave. S. Miami Ave. EB 3L DPA - PM 1114 1.02 1136 2990 200 276 200 276 S. Miami Ave. SW 1 Ave, ES 3L DPA - PM 1274 1.02 1299 2990 268 810 268 810 Notes: [1 ] Peak Hour Directional Maximum Service Volumes are obtained from MOOT s Quality/Level of Service Handbook [2] Transit information obtained from the Downtown Miami DRI Increment II 500 Brickell MUSP 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 from the FDOT'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 perfoinied using vehicular volumes and the Highway Capacity Software (TICS), 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 three intersections operate within the standard adopted by the city. Exhibit 6 2004 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SAT Existing LOS SE 6 Street / Brickell Avenue U C SE 6 Street / Miami Avenue U B SE 5 Street / Brickell Avenue S 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 (g) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (f)-(g) (I) Segment Pers-Trip Capacity (b)+(f) (1) Segment Pers-Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity (i)-(j) (I) Segment Person Trip vlc (j)/(i) LOS Bricked Ave. SE 4 St. SE 8 St. SE 8 St. SW 13 Rd, Miami Avenue Flagler St SE 6 St. SE 6 St. SE 8 St. SE 8 St. SW 12 St. SW 12 St. SW 13 St. SE 7 Street Brickell Ave. SW 1 Ave. SE 8 Street Brickell Ave. S. Miami Ave. S. Miami Ave. SW 1 Ave. NB SB NB SB SB NB NB NB WB EB EB [i] 1660 2490 1660 1660 2990 1990 1990 1990 2990 2990 2990 [2) 2656 3984 2656 2656 4784 3184 3184 3184 4784 4784 4784 [3I 1833 1219 1089 1503 900 900 715 715 1500 1136 1299 [4] 2566 1706 1525 2105 1259 1259 1001 1001 2101 1591 1819 90 2278 1131 551 3525 1925 2183 2183 2683 3193 2965 [5] 2306 2486 2989 3949 534 4419 4665 4665 276 276 810 I5] 529 475 680 1171 251 795 904 904 24 200 268 1777 2011 2309 2778 283 3624 3761 3761 252 76 542 4962 6470 5645 6605 5318 7603 7849 7849 5060 5060 5594 3095 2181 2205 3276 1510 2054 1905 1905 2125 1791 2087 1867 4289 3440 3329 3808 5549 5944 5944 2935 3269 3507 0.62 0.34 0.39 0.50 0.28 0.27 0.24 0.24 0.42 0.35 0.37 [7] D C C D C C C C D C 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. [3]) 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). 500.8rickell ILMUSP Traffic Impact Study • • • 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2003 Miami -Dade County Transportation Improvement Program (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 12 500 Brickell MUSP Traffic Impact Study • • 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic FDOT maintains several traffic count stations within the study area. The average annual daily traffic (AADT) volumes for the period of 1998-2002 were reviewed (see Appendix E). The overall traffic growth rate at these locations was close to zero (-0.6%). However, in consideration of potential development in the area, a conservative one (1) percent growth factor was added to existing traffic volumes. 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 12, 2004. 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 peii sits, or in the application stage. The projects in the vicinity of 500 Brickell 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 LEGEND 1 - BRICKELL ON THE RIVER 2 - BRICKELL COMMONS 3 - THE BEACON BRICKELL VILLAGE 4 - 1060 BRICKELL 5 - BRICKELL GRAND 6 - BRICKELL VIEW 7-NEOII 8 - MARY BRICKELL VILLAGE 9 - MIAMI RIVER VILLAGE 10 - ONE RIVERVIEW SQUARE 11 - THE CLUB AT BRICKELL BAY 12 - BRICKELL STATION TOWER PROJECT: 500 BRICKELL MUSP RILE: COMMITED DEVELOPMENTS EXHIBIT No. Page 14 • SOUTH MIAMI AV f tiItin SE 5 ST BRICKELL AV 41 4-9 29 N.T.S. L— 83 72 2 92 PROJECT SITE 1 SE 6 ST 16 46 PROJECT: 500 BRICKELL MUSP TITLE_ FUTURE W/OUT PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 8 Page 15 500 Brjckell MUSP 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 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 568, 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 % Trips Trips Proposed - High -Rise Condominuim 633 DU 232 62% 143 38% 88 231 Proposed - Retail 25,000 SQ. FT. 820 44% 36 56% 46 82 Existing - General Office 29,900 SQ. FT. 710 16% -7 84% -37 -44 GROSS VEHICLE TRIPS J 64% 172 36% 97 I 269 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (1) 64% 28 36% 16 43 Transit Trip Reduction @ 14.10% of Gross External Trips (2) 64% 24 36% 14 38 Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3) 64% 26 36% 15 40 NET EXTERNAL VEHICLE TRIPS 64% 94 - 36% 53 148 I I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 64% 132 36% 75 207 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 64% 34 36% 19 53 Net External Person Trips (vehicles and transit modes) 64% 166 36% 94 260 I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 64% 36 36% I 20 I 56 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 500 Brickell MUSP Traffic Impact Study • • • Exhibit 10 Cardinal Distribution of Trips TAZ 568 Cardinal Direction Distribution TAZ 568 NNE 15.14% ENE 6.64% ESE 2.17% SSE 4.68% SSW 5.64% WSW 23.74% WNW 17.93% NNW 24.06% Total 100% Page 18 O) R -42/ LEGEND IN - (XX%) OUT- XX% --� - ONEWAY (o/ SE 7 5T SE 3 ST SE 5 S SE 4 ST 387 427. - - 20% (23/) (23/1 N.T.S. -�- (8X) BISCAYNE BLVD SE 4 ST BRICKELL AVE / /OO/ //" SE 6 ST 32/ (52/1 SE 6 ST (20/3 —} SE 8 ST (32%) 03 N m (32%) SOUTH M1AM N (27f dPm PROJECT: 500 BRICKELL MUSP TITLE: PROJECT VEHICULAR TRIP ASSIGNMENTS EXHIBIT No. 11 l Page 19 500 Brickell MUSP 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 deteiniined 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 2004 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 are provided in Appendix D. Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U LOS Future Without Project LOS Future with Project Existing Signal Timing SE 6 Street / Brickell Avenue U D E SE 6 Street / Miami Avenue U B B SE 5 Street / Brickell Avenue S B B Source: JPA Ci= unsignalized S= signalized Note: LOS for unsignalized intersection is based on the delay of the stop controlled movements. Page 20 • ro Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Corridor From To Without Project With Project Dir (a) Existing Pers-Trip Volumes (b) Yr 2006 Bkg. Pers-Trip 1% (c) Committed Development Pers-Trip (d) 2006 Total Pers-Trip Volumes (b)+(c) (e) Projected Transit Capacity (f) Future Pers-Trip Capacity (9) Future w/out Proj Pers-Trip (h) Project Pers-Trip Volume (i) Total Pers-Trip Volumes (d)+(h) (I) Future Pers-Trip Capacity (k) Future with Proj Pers-Trip v/c (d)/(f) LOS v/c @/U) LOS Brickell Ave. SE 4 St. SE 8 St. SE 8 St. SW 13 Rd. Miami Avenue Flagler St SE 6 St, SE 6 St. SE 8 St. SE S St. SW 12 St, SW 12 St. SW 13 St. SE 7 Street Brickell Ave. SW 1 Ave. SE 8 Street Brickell Ave.. Miami Ave. S. Miami Ave. SW 1 Ave. NB SB NB SB 88 NB NB NB WB EB EB ]l] 3095 2181 2205 3276 1510 2054 1905 1905 2125 1791 2087 [2] 3157 2225 2249 3342 1541 2096 1943 1943 2167 1827 2129 450 435 579 618 169 796 151 151 1139 469 1867 3607 2660 2828 3960 1710 2892 2094 2094 3306 2296 3996 PI 1448 -4 -4 -4 -30 -30 1452 1452 -28 -28 -58 [4] 6410 6466 5641 6601 5288 7573 9301 9301 5032 5032 5536 0.56 0.41 0.50 0.60 0.32 0.38 0.23 0.23 0.66 0.46 0.72 [53 D D D D D D C C D D D [6] 62 97 8 6 0 37 5 5 45 51 83 3669 2757 2836 3966 1710 2929 2099 2099 3351 2347 4079 [4] 6410 6466 5641 6601 5288 7573 9301 9301 5032 5032 5536 0.57 0.43 0.50 0.60 0.32 0.39 0.23 0.23 0.67 0.47 0.74 [5] D D D D D D C C D D D 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 II [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 • • SOUTH MIAMI 24 SE 5 ST 67 BRICKELL AVE N.T.S. Q cc 19 n 2D PROJECT SITE 0 N SE 6 ST IN=91 OUT=49 PROJECT 500 BRICKELL MUSP PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 13 Page 22 • • SOUTH MIAMI AV SE 5 ST 83 Lu 91 2 112 PROJECT SITE BRICKELL AVE 0 co SE 6 ST 16 46 41 9 29 N.T.S. PROJECT: 500 BRICKELL MUSP T1TTE: FUTURE WITH PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXHJBET No. 14 Page 23 500 Brickell MUSP Traffic lmpact Study • 4.6 Site Access • • Primary access to the site is proposed on SE 5 Street via a two-way driveway. The project trips were assigned to the driveway and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Page 24 500 Brickell MUSP Traffic Impact Study • 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of 500 Brickell 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. musp report 031904.doc Page 25 0 • • Appendix A Approved Transportation Methodology Site Plan DAVID PLUMMER & ASSOCIATES, INC. goTRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL Facsimile Transmission To: Mr. Raj Shanmugam, PE Affiliation: URS Corporation From: Juan Espinosa, PE RE: 500 Brickell - #04104 cc: Lilia Medina, John Chappelear, file Fax #: (954) 739-1789 Phone #: (954) 739-1881 Date: January 21, 2004 Pages: 2 page(s), including cover The Related Group is pursuing City of Miami approvals for a residential project located on Brickell Avenue between SE 5 and SE 6 Street in Miami, Florida (See attached Site Plan). The project consists of approximately 630 residential dwelling units and 25,000 sf of retail. Primary access to the site is proposed on SE 6 Street via a two-way driveway. The subject site is located within the limits of the Downtown Miami Area -wide DRI. This will serve as our methodology for the subject MUSP traffic impact study. Turning movement traffic counts will be collected during the PM (4:00-6:00) peak period at three major • intersections in the immediate project vicinity. • 1. Brickell Avenue / SE 5 Street 2. Brickell Avenue / SE 6 Street 3. Miami Avenue / SE 6 Street In addition to these intersections, we will analyze the project driveway at SE 6 Street. • Segment traffic volumes will be collected as 24 hour machine counts at the following locations: 1. Brickell Avenue between SE 4 Street and SE 13 Street 2. Miami Avenue between Flagler Street and SE 13 Street 3. SW/SE 7 Street between Brickell Avenue and 1-95 4. SW/SE 8 Street between Brickell Avenue and 1-95 • 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 intersectionswill 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-MAIL: dpa@dplummer.com dPe • 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 calculationof 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 perslveh). 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 the list of relevant projects provided by the city. 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 TransportationPlan Update, publishedby the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) 447-0900. traff i c_meth_fax. doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-CVIAIL: dpa@cfplummer.com dP MIVd 1133131Na 3f1N3AV 113)13121a • • • Appendix B Traffic Counts & Signal Timings • 0 Raw Traffic Counts • • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0127026.PRN Station : 000000012505 Identification : 000058410148 Interval : 15 minutes Start date : Jan 27, 04 Start time : 00:00 Stop date : Jan 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Brickell Avenue/US1 South of SW 8th St ******************************************************************************* Jan 27 Northbound Volume for Lane 1 End Time 00 01 02 03 15 62 27 12 12 30 60 32 10 7 45 41 24 12 14 00 35 22 16 9 Hr Total 198 105 50 42 04 05 06 07 08 09 10 11 10 5 41 134 162 262 180 203 19 21 55 159 293 204 212 215 11 30 104 135 292 217 216 214 9 18 98 221 260 217 217 256 49 74 298 649 1007 900 825 888 End Time 12 13 14 15 15 1.96 240 243 202 30 245 201 234 249 45 213 217 226 231 00 89 243 227 117 Total 743 901. 930 799 *Hour Total : 14185 AM peak hour begins : 08:15 AM peak volume : 1107 Peak hour factor : 0.94 PM peak hour begins : 16:45 PM peak volume : 1068 Peak hour factor : 0.91 ******************************************************************************* Jan 27 Southbound Volume for Lane 2 16 257 220 216 234 927 17 295 290 249 234 1068 18 247 230 231 220 928 19 208 183 196 182 769 20 145 125 137 125 532 21 129 138 122 109 498 22 135 158 141 144 578 23 118 122 105 82 427 End Time 00 01 02 03 15 30 45 00 65 60 52 56 25 36 23 25 17 12 17 16 11 13 13 13 Hr Total 233 109 62 50 04 05 06 14 14 82 10 28 133 10 26 160 16 52 200 50 120 575 07 08 09 10 11 202 189 244 291 310 154 272 244 301 299 184 274 237 316 280 211 296 295 303 313 751 1031 1020 1211 1202 End Time 12 13 14 15 15 276 346 273 258 30 351 297 301 278 45 345 252 320 311 00 222 281 293 172 Hr Total 1194 1176 1187 1019 16 17 18 19 20 21 22 23 337 364 352 233 216 138 97 106 271 376 358 272 195 134 128 103 302 376 324 246 160 134 124 85 308 358 277 189 163 90 131 58 1218 1474 1311 940 734 496 480 352 24 Hour Total : 17995 AM peak hour begins : 10:15 AM peak volume : 1230 Peak hour factor : 0.97 PM peak hour begins : 17:00 PM peak volume : 1474 Peak hour factor : 0.98 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0127028.PRN Station : 000000012506 Identification : 000058410086 Start date : Jan 27, 04 Stop date : Jan 27, 04 City/Town : Miami, FL Location : Brickell Avenue/US1 North of SW 8th St ********************************,************************:r********************* Jan 27 Northbound Volume for Lane 1 Interval Start time . Stop time . County 15 minutes 00:00 24 : 00 Dade End Time 00 15 30 45 00 Hr Total 71 56 53 43 223 01 02 17 10 14 15 113 56 37 33 20 23 03 04 05 06 07 W13 12 12 87 256 13 18 34 107 314 13 13 45 207 309 11 10 57 188 410 50 53 148 589 1289 08 09 401 457 532 397 560 453 516 461 2009 1768 10 11 359 308 403 379 377 352 360 414 1499 1453 End Time 12 15 352 30 415 45 385 00 200 4111 24 Hour Total : 23971 AM peak hour begins : 08:15 AM peak volume : 2065 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 1797 Peak hour factor : 0.96 ******************************************************************************* Jan 27 Southbound Volume for Lane 2 13 14 15 16 17 18 19 20 21 22 23 T 450 443 377 511 -466 385 311 190 145 154 165 398 429 428 401 460 363 298 189 153 165 132 387 404 420 410 436 368 275 184 160 136 114 439 409 291 435 377 335 248 175 143 114 96 Total 1352 1674 1685 1516 1757 1739 1451 1132 738 601 569 507 End Time 00 01 15 30 45 00 34 39 21 27 Hr Total 121 18 24 18 13 73 03 5 10 7 8 37 30 02 12 10 11 4 04 13 5 3 17 38 05 06 07 16 46 135 25 85 135 20 103 148 38 134 180 99 368 598 08 134 274 256 265 929 09 10 213 150 179 204 213 224 219 231 746 887 11 228 218 210 221 877 End Time 12 13 14 15 16 17 15 208 245 213 190 276 266 30 241 260 228 203 229 290 45 259 132 222 226 230 290 00 78 238 213 91 248 304 Hr Total 786 875 876 710 983 1150 18 311 283 278 206 1078 19 186 201 206 142 735 20 21 22 23 158 157 130 120 128 116 111 47 4 2 0 0 3 0 1 565 402 6 4 24 Hour Total : 12973 AM peak hour begins : 08:15 AM peak volume : 1008 Peak hour factor : 0.92 PM peak hour begins : 17:15 PM peak volume 1195 Peak hour factor : 0.96 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0127021.PRN Station : 000000012503 Identification : 000110252076 Interval : 15 minutes Start date : Jan 27, 04 Start time : 00:00 Stop date : Jan 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : South Miami Avenue South of SW 8th St ******************************************************************************* Jan 27 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 ____- -- 15 9 3 _-_3 1 4 --7 14 53 84 121 93 104 30 3 7 2 3 4 4 19 50 119 113 92 83 45 9 3 1 3 4 3 26 65 135 100 85 107 00 4 2 1 1 2 14 45 97 119 97 97 128 Hr Total 25 15 ---7 - W_-F 8 14 28 104 265 457 431 367 422 10 11 End Time 12 13 14 15 16 17 18 19 20 21 22 23 -- 15 133 145 125 175 170 232 154 90 50 42 0 0 30 159 150 128 158 131 148 109 95 50 44 0 0 45 127 123 110 164 132 173 127 77 45 30 0 1 00 159 120 142 17 148 132 96 69 41 0 0 21 _ Total 578 538 505 514 581 685 486 331 186 116 0 22 4 Hour Total : 6685 AM peak hour begins : 11:30 AM peak volume : 527 Peak hour factor : 0.83 PM peak hour begins 16:45 PM peak volume : 701 Peak hour factor : 0.76 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0127025.PRN Station : 000000012504 Identification : 000058410089 Interval : 15 minutes Start date : Jan 27, 04 Start time : 00:00 Stop date : Jan 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : South Miami Avenue North of SW 8th St ******************************************************************************* Jan 27 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 15 14 9 9 4 7 2 27 81 126 175 132 30 13 8 2 5 2 10 35 75 169 160 129 45 11 9 8 2 7 10 49 92 181 143 127 00 7 5 1 1 3 20 76 133 171 137 150 Hr Total 45 31 20 12 19 42 187 381 647 615 11 141 124 161 157 538 583 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 184 176 162 191 193 286 199 111 66 48 50 42 30 184 199 166 191 149 179 138 122 65 43 39 38 45 172 166 166 214 177 236 163 90 62 55 24 31 00 186 177 160 166 181 178 126 82 61 39 26 26 Total 726 718 654 762 700 879 626 405 254 185 139 137 4 Hour Total : 9305 AM peak hour begins : 08:15 AM peak volume : 696 Peak hour factor : 0.96 PM peak hour begins : 16:45 PM peak volume : 882 Peak hour factor : 0.77 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0127022.PRN Station : 000000012501 Identification : 000110252028 Interval : 15 minutes Start date : Jan 27, 04 Start time : 00:00 Stop date : Jan 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 8th Street West of South Miami Avenue ******************************************************************************* Jan 27 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 40 17 15 11 12 15 87 246 389 488 351 270 30 33 21 4 9 7 27 166 231 473 401 310 280 45 36 10 12 7 10 40 227 263 557 339 310 282 00 30 17 15 7 12 75 259 376 534 356 306 307 Hr Total 139 65 46 34 41 157 739 1116 1953 1584 1277 1139 End Time 12 13 14 15 16 17 18 19 20 21 22 15 317 278 291 236 215 242 223 179 139 94 149 30 319 298 292 237 199 229 203 171 133 84 116 45 322 301 313 233 214 251 200 141 131 98 132 00 316 316 275 230 249 257 198 166 116 114 135 ---- ---- ---- ---- ---- ---- ---- ---- ---- el Hour Total : 18033 AM peak hour begins : 08:15 AM peak volume : 2052 Peak hour factor : 0.92 PM peak hour begins : 12:00 PM peak volume : 1274 Peak hour factor : 0.99 *********************************************************-********************** 23 110 121 96 64 Total 1274 1193 1171 936 877 979 824 657 519 390 532 391 • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 Data File : D0127027.PRN Station : 000000012502 Identification : 000058410124 Interval : 15 minutes Start date : Jan 27, 04 Start time : 00:00 Stop date : Jan 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 8th Street East of South Miami Avenue ******************************************************************************* Jan 27 Eastbound Volume End Time 00 01 02 15 31 11 30 27 17 45 35 8 00 24 10 Hr Total 117 46 03 04 10 7 13 1 8 5 7 7 9 16 5 10 34 27 37 05 06 07 08 223 347 200 431 266 540 331 481 143 656 1020 1799 21 21 32 69 73 150 207 226 09 454 350 300 313 1417 10 11 307 224 280 244 254 241 257 270 1098 979 End Time 12 13 14 15 15 30 45 00 263 285 283 283 233 263 250 262 253 253 268 231 4111 Total 1114 1008 1005 24 Hour Total : 15714 AM peak hour begins : 08:15 AM peak volume : 1906 Peak hour factor : 0.88 PM peak hour begins 12:00 PM peak volume 1114 Peak hour factor : 0.98 ******************************************************************************* 220 196 185 180 781 16 17 18 185 184 171 172 182 165 169 196 171 209 195 169 735 757 676 19 144 150 136 158 588 20 21 127 86 116 87 119 95 96 109 458 377 22 23 128 99 118 103 120 78 130 66 496 346 • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0127023.PRN Station : 000000012508 Identification : 009601150098 Start date : Jan 27, 04 Stop date : Jan 27, 04 City/Town : Miami, FL Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade Location : SW 7th Street West of South Miami Avenue ******************************************************************************.* Jan 27 Westbound Volume End Time 00 01 02 03 15 63 30 32 45 26 00 20 Hr Total 141 23 16 16 10 65 17 7 12 13 10 5 10 7 49 32 04 7 12 10 10 39 05 6 16 19 26 67 06 07 08 106 149 101 170 106 207 140 209 179 453 735 40 32 58 49 09 183 173 180 193 729 10 162 202 176 228 11 205 216 221 230 768 872 End Time 12 13 14 15 15 272 298 255 286 30 309 261 245 275 45 278 262 245 297 00 218 263 239 249 Total 1077 1084 984 1107 itHour Total : 15547 AM peak hour begins : 11:30 AM peak volume : 1032 Peak hour factor : 0.83 PM peak hour begins : 17:00 PM peak volume : 1640 Peak hour factor : 0.86 ******************************************************************************* 16 17 18 19 20 21 22 23 354 477 334 247 142 103 188 201 273 397 315 216 139 94 173 167 314 413 306 186 127 89 149 130 306 353 254 180 128 133 174 104 1247 1640 1209 829 536 419 684 602 • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ****************************,*************************************************** Data File Station Identification Start date Stop date City/Town : D0127024.PRN : 000000012507 : 000110252092 : Jan 27, 04 : Jan 27, 04 : Miami, FL Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade Location : SW 7th Street East of South Miami Avenue *****************************:************************************************* Jan 27 Westbound Volume End Time 00 01 02 03 15 51 15 30 31 11 45 19 9 00 17 5 Hr Total 118 40 9 5 4 4 3 4 7 7 23 20 04 05 06 07 4 6 34 81 9 9 25 75 5 16 48 92 10 21 44 112 08 09 124 128 159 165 28 52 151 360 576 115 133 173 141 562 10 11 123 145 143 134 146 176 147 183 545 652 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 180 217 203 160 265 400 224 170 107 71 155 164 30 216 175 168 201 197 340 240 170 88 67 171 147 45 173 193 164 190 254 305 215 136 96 63 142 113 00 127 172 181 150 209 258 190 135 85 107 177 91 Total 696 757 716 701 925 1303 869 611 376 308 645 515 IP Hour Total : 11549 AM peak hour begins : 11:30 AM peak volume : 726 Peak hour factor : 0.84 PM peak hour begins : 17:00 PM peak volume : 1303 Peak hour factor : 0.81 ******************************************************************************* • SB 6TH STREET i BRICEBLL AVENUE FLORIDA TED BY: NIKE MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEAM FLORIDA 33444 (561) 272-3255 FAA (561) 272-4381 ALL VEHICLES i PBDS Site Code : 00040024 Start Date: 01j27/04 File I.U. : 6ST BRIC Page : 1 BRICKELL AVENUE From North Peds Right Thru Date 01j27/04 BRICABLL AVENUE From South Peds Thru Left SE 6TH STREET From West Peds Right Left Vehicle Other Total Total 16:00 3 10 353 9 368 16:15 5 1 243 15 231 16:30 1 1 293 13 237 16:45 1 4 264 6 255 Hr Total 10 16 1153 43 1091 17:00 3 1 294 13 342 17:15 2 3 327 17 349 17:30 0 7 337 12 281 j7:41 1 2 329 8 250 Hr Total 6 13 1287 50 1222 13 13 11 11 48 15 16 17 9 57 8 7 21 10 46 10 14 13 45 11 16 8 8 43 8 17 10 9 44 8 5 1 4 18 1 6 5 3 15 763 509 551 546 2369 661 7I8 657 602 2638 20 27 35 17 99 26 33 20 22 101 *TOTAL* 16 29 2440 • • 93 2313 105 91 87 33 I 5007 200 SE 6TH STREET i BRICKELL AVENUE AMI, FLORIDA TED BY: DIKE MALONE SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 15611 272-3255 FAX [561} 272-4381 ALL VEHICLES i PEDS Site Code : 00040024 Start Date: O1/27/04 File I.D.: 6ST_BRIC Page : 3 BRICKELL AVENUE From North Peds Right Thru Date 01/27/04 Peak Hour Analysis By Entire Peak start 17:00 Volume - Percent - Pk total 1300 Highest 17:30 Volume - Hi total 344 PHF .94 • 13 1287 It 991 7 337 BRICIELL AVENUE From South Reds Thru Left SE 6TH STREET From hest Peds Right Left Vehicle Other Total Total ntersection for 17:00 1222 - 961 1279 17:15 349 365 .88 6 6 SE 6TH STREET 57 0 13 70 15 15 0 44 44 13 13 the Period: 16:00 to 18:00 on 01/27/04 17:00 57 4% 16 44 15 75% 251 59 17:15 23 .64 17 6 BRICKELL AVENUE • 1,287 1,287 1,300 0 29 59 l 111111111111111, • 45 45 • 2,537 15 1,222 0 1,237 • ALL VEHICLES & PEDS Intersection Total 2,638 0 1,287 44 1,331 2,610 r— ----- 1,279 • 57 • 1,222 57 BRICKELL AVENUE 1,222 1 0 50 50 SE 6TR STREET & BRICXELL AVENUE IANI, FLORIDA TED BY: MIXI MALONB SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (5611 272-4381 ALL VEHICLES & PEDS Site Code : 00040024 Start Date: 01/27/04 File I.D. : 6ST_BRIC Page : 2 BRIC1iELL AVENUE From North Peds Right Thru Date 01/27/04 BRICIELL AVENUE From South Peds Thru Left SS 6TH STREET From West Peds Right Left Vehicle Other Total Total 16 16 SE 6TH STREET 105 0 134 29 29 ERICKELL AVENUE • 2,440 29 2,440 ' 2,469 • 33 33 1 54 0 120 87 87 1 91 • 91 0 1 4,815 33 2,313 0 2,346 • ALL VEHICLES & PEDS Intersection Total 5,007 0 2,440 87 2,527 4,945 105 105 BRICKELL AVENUE 2,418 2,313 2,313 0 93 93 SE 6TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA *TED BY; ISIDRO GONZALEZ SIGNALIZED TRAFPIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PBS Site Code : 00040024 Start Date: 01/27/04 File I,D, : 6STMTAM Page : 1 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 01/27/04 SE 6TH STREET From Bast Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left FDOT DRIVEWAY From West Peds Right Thru Left Vehicle Total 16:00 0 0 115 0 0 16:15 0 0 87 0 1 16:30 0 0 91 0 0 16:45 0 0 82 0 0 Hr Total 0 0 375 0 1 17:00 0 0 111 0 0 17:15 0 0 125 0 1 17:30 1 0 87 0 0 17:45 0 0 130 0 1 Hr Total 1 0 453 0 2 a 17 17 22 64 24 14 22 20 80 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 1 2 0 0 1 1 2 13 17 10 9 49 15 12 7 7 41 83 53 75 73 284 143 80 89 88 400 0 0 1 0 1 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 1 0 0 0 1 1 0 1 0 2 220 174 195 187 776 294 231 207 246 978 *TOTAL* 1 0 828 0 • • 3 144 4 90 684 2} 0 0 2 3 1754 SE 6TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA IIIIIINTED BY: ISIDRO GONZALEZ SIGNALIZE➢ TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES 6 PHDS Site Code : 00040024 Start Date: 01/27/04 File I.D. : 6ST MAX Page : 2 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 01/27/04 1 1 FDOT DRIVEWAY 2 1 0 3 3 3 2 2 0 0 0 • 0 SE 6TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left FDOT DRIVEWAY From West Peds Right Thru Left Vehicle Total 0 0 SOUTH MIAMI AVENUE 828 828 828 0 0 1 1, 659 3 684 144 831 ALL VEHICLES & PEDS Intersection Total 1,754 0 828 0 828 23 145 1,604 776 7 2 684 90 2 SOUTH MIAMI AVENUE 684 90 3 3 144 144 1 0 0 92 SE 6TH STREET 0 2 90 4 4 5E 6TH STREET S SOUTH MIAMI AVENUE IAMI, FLORIDA TED BY: ISIDRO GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (5611 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040024 Start Date: 01/27/04 File I.D. : 6STJIAM Page : 3 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 01/27/04 SE 6TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left FDOT DRIVEWAY From west Peds Right Thru Left Vehicle Total Peak $our Analysis By Entire Intersection for the Period: 16:00 to 18:00 ou 01/27/04 Peak start 17:00 17:00 17:00 Volume - 0 453 0 - 80 1 0 41 Percent - Ot 100% Ot - 991 it 0t Pk total 453 81 Highest 17:45 17:00 Volume 0 130 0 - 24 0 0 Hi total 130 24 158 PHF .87 .84 .70 • 1 1 FDOT DRIVEWAY 1 1 0 2 2 2 0 0 0 0 i 0 • 0 E 0 0 SOUTH MIAMI AVENUE 453 453 453 0 0 935 400 91 90% 442 17:00 15 143 2 400 80 482 ALL VEHICLES & PEDS Intersection Total 978 0 453 0 453 895 1 Ot 81 122 SOUTH MIAMI AVENUE 442 400 41 17:00 0 0 2 0t Ot 100% 2 17:00 0 0 1 1 .50 2 2 8080 0 0 41 SE 6TH STREET 0 0 41 400 41 2 2 SE 5TH STREET/SHERATON & BRICKELL AVENUE MIAMI, FLORIDA TRD BY: LUIS PALOMINO NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00040024 Start Date: 01/27/04 File I.D. : 5ST BRIC Page : 1 BRICXELL AVENUE From North Peds Right Thru Left Date 01/27/04 SEERATON DRIVEWAY From East Peds Right Thru Left BRICXELL AVENUE From South Peds Right Thru Left SE 5TH STREET From West Peds Right Thru Left Vehicle Total 16:00 1 14 329 21 16:15 10 11 210 13 16:30 2 15 253 13 15:15 0 14 244 14 Br Total 13 54 1036 61 17:00 3 10 264 3 17:15 2 9 306 5 17:30 7 8 306 11 17:45 4 10 308 12 Hr Total 16 37 1184 31 11 17 2 15 9 23 1 17 7 13 0 15 10 11 2 37 64 5 56 4 7 4 10 6 9 2 6 5 13 2 7 6 10 1 5 21 39 9 28 2 8 355 8 1 7 219 12 0 4 204 10 2 4 242 12 5 23 1020 42 1 1 322 16 1 11 321 13 6 2 290 6 1 6 239 6 9 20 1172 41 8 8 0 12 7 17 1 19 12 23 0 7 7 15 0 7 34 63 1 45 5 13 0 9 5 14 1 20 7 19 0 7 6 19 1 13 23 65 2 49 789 550 557 574 247E 659 717 671 630 2677 *TOTAL* 29 91 2220 92 I 58 103 14 84 I 14 43 2192 83 I 57 128 3 94 I 5147 • • SE 5TH STREET/SHERATON 6 BRICKELL AVENUE IAKI, FLORIDA TED BY: LEIS PALOMINO ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00040024 Start Date: 01/27/04 File I.D. : 5ST_BRIC Page : 3 BRICIELL AVENUE From North Peds Right Thru Left Date 01/27/04 SHERATON DRIVEWAY From East Peds Right Thru Left BRICKELL AVENUE From South Peds Right Thru Left SE 5TH STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 17:00 17:00 Volume 37 1184 31 39 Percent - 31 951 2% - 51% Pk total 1252 76 Highest 17:45 17:30 Volume 1D 308 12 Hi total 330 22 PEP .95 .86 16 16 SE 5TH STREET 41 9 87 37 49 49 2 37 37 16:00 to 18:00 on 01/27/04 17:00 9 28 121 371 13 2 7 20 1172 21 951 1233 17:15 - 11 321 345 .89 BRICKELL AVENUE 2 116 65 65 23 • 23 • 1,184 1,184 31 31 1,252 2,512 03 49 1,172 39 1,260 ALL VEHICLES Intersection Total 2,677 2,510 28 41 1,184 65 1,277 41 BRICKELL AVENUE 12 41 31 13 7 1,233 1,172 1,172 t 17:00 - 65 - 561 116 17:15 14 35 .83 21 2 49 21 42% 1 20 21 39 39 9 9 28 28 53 31 2 20 SHERATON DRIVEWAY 20 20 9 9 SE 5TH STREET/SHERATON & BRICRBLL AVENUE IANI, FLORIDA NTED BY: LUIS PALOMINO *MI, TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACM, FLORIDA 33444 (561) 272-3255 FAX (561) 272-43B1 ALL VEHICLES Site Code : 00040024 Start Date: O1/27/04 File I.D. : 5ST BRIC Page : 2 BRICKELL AVENUE From North Peds Right Thru Left Date 01/27/04 29 29 SHERATON DRIVEWAY From Bast Peds Right Thru Left BRICKELL AVENUE From South Peds Right Thru Left SE 5TH STREET From West Peds Right Thru Left Vehicle Total 91 91 SE 5TH STREET • 83 14 188 91 94 94 3 BRICKELL AVENUE 2,220 2,220 2,403 92 92 13 3 225 128 128 57 • 57 4,792 94 2,192 103 2,389 ALL VEHICLES Intersection Total 5,147 84 2,220 128 2,432 4,750 83 83 BRICKELL AVENUE 33 20 2,318 2,192 2,192 I 43 43 58 58 103 103 14 14 84 84 138 92 3 43 SHERATON DRIVEWAY 14 14 • Adjusted Traffic Counts • • • • PAVID PUJMMER 6 ASSOCIATES, INC_ 24-HOUR COUNTS Project Name: 500 Brickell MUSP Location: Brickell Avenue / US1 South of SW 8 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME ' NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/411 TOTAL 12:00 AM ': 62 60 41 35 198 01:00 AM 27 32 24 22 105 02:00 AM 12 10 12 16 50 03:00 AM '', 12 7 14 9 42 04:00 AM !. 10 19 11 9 49 05:00 AM S 21 30 18 74 06:00 AM 41 55 104 98 298 07:00 AM 134 159 135 221 649 08:00 AM i62 293 292 260 1,007 09:00 AM 262 204 217 217 900 10:40 AM [ 180 212 216 217 825 11:00 AM 203 215 214 256 888 12:00 PM 196 245 213 89 743 01:00 PM 240 201 217 243 901 02:00 PM 243 234 226 227 930 03:00 PM ' 202 249 231 117 799 04:00 PM [ 257 220 216 234 927 05:00PM 295 290 249 234 1,068 06:OO PM 247 230 231 220 928 07:00 PM 208 183 196 182 769 08:00 Pm 145 125 137 125 532 09:00 PM 129 138 122 109 498 1a:00PM [ 135 158 141 144 578 11:0a PM 118 122 105 82 427 24-HOUR TOTAL R 14,185 AM Peak hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: ' BEGIN ' TIME J SOUTHBOUND l lst 1/4 2nd 114 3rd 1/4 4th 1/4 1 TOTAL ] 12:00 AM 65 60 52 56 233 01:00 AM 25 36 23 25 109 02:00 AM 17 12 17 16 62 03:00 AM 11 13 13 13 50 04:00 AM . 14 10 10 16 50 05:00 AM 14 28 26 52 120 06:00 AM 82 133 160 200 575 07:00 AM 202 154 184 211 751 08:00 AM 189 272 274 296 1,031 09:00 AM 244 244 237 295 1,020 10:0o AM 291 301 316 303 1,211 11:OO AM 310 299 280 313 1,202 12:00 PM 276 351 345 222 1,194 01:00PM 346 297 252 281 1,176 02:00 PM 273 301 320 293 1,187 03:00PM 258 278 311 172 1,019 1 04:00 PM 337 271 302 308 1,218 05:00 PM 364 376 376 358 1,474 06:00 PM 352 358 324 277 1,311 07:00 PM 233 272 246 189 940 08:00 PM 216 195 160 163 734 09:00 PM 138 134 134 90 496 10:OO PM 97 128 124 131 480 11:00 PM I 106 103 85 58 352 124-HOUR TOTAL 1 17,995 DAILY TRAFFIC COUNT SUMMARY Time: 0B:15 AM Volume: 1,107 Time: 04:45 PM Volume: 1,068 AM Peak Hour: PM Peak Hour: AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor Time: K-factor: 0-factor: 11:45 AM 6.8°I 58.5% SB 05:00 PM 7.9% 58.0% SB 04104 1/27/2004 WO -WAY TOTAL 431 214 112 92 99 194 873 1,400 2,038 1,920 2,036 2,090 1,937 2,077 2,117 1,818 2,145 2,542 2,239 1,709 1,266 994 1,058 779 32,180 Time: 11:45 AM Volume: 1,285 Time: 05:00 PM Volume: 1,474 Volume: 2,195 PHF: 0.92 Volume: 2,542 PHF: 0.95 brickell south 8 street.xts • • • DAVIT PLUMMER & ASSOCIATES, ING. 24-HOUR COUNTS Project Name: 500 Brickell MUSP Location: Brickell Avenue / US1 North of SW 8 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME f NORTHBOUND 1st 1/4j2nd 1/4 3rd 1/41-4th 1/4FTOTAL 12:00 AM 71 56 53 F 43 i 223 01:00 AM 37 33 20 23 113 02:00 AM 17 10 14 15 56 03:00 AM 13 13 13 11 50 04:00 AM 12 18 13 10 53 05:00 AM 12 34 45 57 148 06:00 AM 87 107 207 188 589 07:00AM 256 314 309 410 1,289 08:00 AM 401 532 560 516 2,009 09:00 AM 457 397 453 461 1,768 10:00AM 359 403 377 360 1,499 11:00AM 308 379 352 414 1,453 12:00 PM 352 415 385 200 1,352 01:00 PM 450 398 387 439 1,674 02:00 PM 443 429 404 409 1,685 03:OOPM 377 428 420 291 1,516 04:00 PM } 511 401 410 435 1,757 05:00 PM 466 460 436 377 1,739 06:00 PM 385 363 368 335 1,451 07:00 PM 311 298 275 248 1,132 08:00 PM A 190 189 184 175 738 09:00 PM 145 153 160 143 601 10:00 PM , 154 165 136 114 569 11:00 PM r 165 132 114 96 507 124-HOUR TOTAL 23,971 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: 04104 Count hate: 1/27/2004 BEGIN TIME SOUTHBOUND 1st 1/412nd 1/4 3rd 1/4 4th 1/4 TOTAL] 12:00 AM 34 39 21 27 JI 121 -, 01:00 AM 18 24 18 13 73 02:00 AM 12 10 11 4 37 03:00 AM 5 10 7 8 30 04:00AM 13 5 3 17 38 05:00 AM 16 25 20 38 99 06:00 AM 46 85 103 134 368 07:00 AM 135 135 148 180 598 08:00 AM 134 274 256 265 929 moo AM 213 150 179 204 746 10:00 AM 213 224 219 231 887 11:00 AM 228 218 210 221 877 12:00 PM 208 241 259 78 786 01:00 PM 245 260 132 238 875 02:00 PM 213 228 222 213 876 03:00 PM 190 203 226 91 710 04:00 PM 276 229 230 248 983 _ 05:00 PM 266 290 290 304 1,150 moo PM 311 283 278 206 1,078 07:00PM 186 201 206 142 735 08:00PM 158 157 130 120 565 09:00 PM 128 116 111 47 402 10:00 PM 4 2 0 0 6 11:00PM 0 3 0 1 4 24-HOUR TOTAL 12,973 DAILY TRAFFIC COUNT SUMMARY Time: 08:15 AM Volume: 2,065 Time: 04:45 PM Volume: 1,797 AM Peak Hour: PM Peak Hour: AM Peak Hour. PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor Time: K-tactor: D-factor: 08:15 AM 8.3% 67,2% NO 04:45 PM 7.8% 62-2% NB dTWO-WAY TOTAL 344 186 93 80 91 247 957 1,887 2,938 2,514 2,386 2,330 2,138 2,549 2,561 2,226 2,740 2,889 2,529 1,867 1,303 1,003 575 511 36,944 Time: 08:15 AM Volume: 1,008 Time: 05:15 PM Volume: 1,195 Volume: 3,073 PHF: 0,94 Volume: 2,891 PHF: 0.96 bricked north 8 street.xis • • OAVID PLUMMER & ASSOCIATES, tNC. 24-HOUR COUNTS Project Name: 500 Brickell MUSP Location: South Miami Avenue South of SW 8 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 114TOTAL 12:00 AM 9 3 9 4 25 01:00AM 3 7 3 2 ; 15 02:00 AM 3 2 1 1 7 03:00 AM 1 3 3 1 8 04:00 AM 4 4 4 2 ' 14 05:00 AM 7 4 3 14 28 06:00 AM 14 19 26 45 '.. 104 07:00 AM 53 50 65 97 265 08:00 AM 84 119 135 119 457 09:00 AM 121 113 100 97 431 10:00 AM 93 92 85 97 367 11:00 AM 104 83 107 128 422 12:00 PM 133 159 127 159 578 01:0o PM 145 150 123 120 i 538 02:00 PM 125 128 110 142 i 505 03:00 PM 175 158 164 17 € 514 04:00 PM 170 131 132 148 € 581 05:00 PM 232 148 173 132 685 06:00 PM 154 109 127 96 486 07:00 PM 90 95 77 69 331 08:00 PM 50 50 45 41 € 186 09:00 PM 42 44 30 0 116 10:OOPM 0 0 0 0 0 11:00 PM 0 0 1 21 22 24-HOUR TOTAL 6,685 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: 04104 Count Date: 1/27/2004 BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00AM 0 0 0 0 0 01:OOAM 0 0 0 0 ,. 0 02;00 AM 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 07:00 AM 0 0 0 0 ] 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00AM 0 0 0 0 0 11:00AM 0 0 0 0 0 12:00 PM 0 0 0 0 0 01:00 PM 0 0 0 0 0 02:00 PM 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 0 06:00 PM 0 0 0 0 0 07;00PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00PMM 0 0 0 0 0 11;00 PM 0 0 0 0 0 24-HOUR TOTAL 0 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 547 Time: 04:45 PM Volume: 701 AM Peak Hour: PM Peak Hour: W O-WAYt TOTAL 25 15 7 8 14 28 104 265 457 431 367 422 578 538 505 514 581 685 486 331 186 116 0 22 6,685 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 NORTHBOUND AND SOUTHBOUND Time: 11:45 AM Volume: 547 K-lactor 8.2% PHF: 0.86 D-factor: 100.0% NB Time: 04:45 PM Volume: 701 K-factor: 10.5% PHF: 0.76 D-tactor. 100.0 % NB south miami south 8 street.xfs • • • DAVID PLUMMER & ASSOCLATES, INC. 24-HOUR COUNTS Project Name: 500 Brickeil MUSP Location: South Miami Avenue North of SW 8 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME :. NORTHBOUND d • 15t 1/4 2nd 1/4 3rd 1/4 4th lie -TOTAL 12:00 AM ! 14 13 11 7 45 01:00AM 9 8 9 5 31 02:00 AM i 9 2 8 1 20 03:00 AM 4 5 2 1 12 04:00 AM i 7 2 7 3 19 05:00 AM ' 2 10 10 20 42 06:00 AM 27 35 49 76 187 07:00 AM 81 75 92 133 381 08:00 AM 126 169 181 171 647 09:00AM 175 160 143 137 615 10:00 AM 132 129 127 150 538 11:00 AM 141 124 161 157 583 12:00 PM 184 184 172 186 726 01:00 PM 176 199 166 177 718 02:00PM 162 166 166 160 654 03:00 PM 191 191 214 166 762 04:00 PM 193 149 177 181 700 05:00PM € 286 179 236 178 879 06:00 PM 199 138 163 126 626 07:00 PM E 111 122 90 82 405 08:00 PM 66 65 62 61 254 09:00 PM 48 43 55 39 185 10:00 PM 50 39 24 26 139 11:00 PM 42 38 31 26 137 24-HOUR TOTAL 9,305 AM Peak hour PM Peak hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL L12:00 0 0 0 0 0 01:00AM 0 0 0 0 0 02:00 AM 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 07:00 AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00 AM 1 0 0 0 0 0 11:00AM . 0 0 0 0 0 2:00 PM 0 0 0 0 0 01:00 PM 0 0 0 0 0 02:00 PM 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 0 06:00 PM 0 0 0 0 0 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00PM 0 0 0 0 0 11:00PM 0 0 0 0 0 24-HOUR TOTAL _ A _ _ j DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Vo ume: 697 Time: 04:45 PM Volume: B82 AM Peak Hour: PM Peak Hour. 04104 1/27/2004 TWO -WA TOTAL 45 31 20 12 19 42 187 381 647 615 538 583 726 718 654 762 700 879 626 405 254 185 139 137 9,305 AM Peak Hour. Time: t2:00 AM Vo ume: 0 PM Peak Hour. Time: 12:00 PM Volume: 0 NORTHBOUND AND SOUTHBOUND Time: 11:45 AM Volume: 697 K-factor: 7.5% PHF: 0.95 D-factor: 100.0% NB Time: 04:45 PM Volume: 882 K-factor: 9,5% PHF: 0.77 0-factor: 100.0% NB south miami north 8 street. xis • • • DAVID PLUMM£A d ASSOCIATES, INC. 24-HOUR COUNTS Project Name: 500 Brickell MUSP Location: SW 8 Street West of South Miami Avenue Observer: Traffic Survey Specialists, Inc. BEGIN EASTBOUND 1 TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4ITOTAL 12:00 AM 40 33 36 30 139 01:00 AM 17 21 10 17 65 02:00 AM 15 4 12 15 46 03:00 AM 11 9 7 7 34 04:00 AM 12 7 10 12 41 05:00 AM 15 27 40 75 157 06:00 AM 87 166 227 259 739 07:00 AM 246 231 263 376 1,116 08:00 AM 389 473 557 534 1,953 09:00AM 488 401 339 356 1,584 10:o0AM 351 310 310 306 1,277 i 1:00 AM 270 280 282 307 1,139 12:00PM 317 319 322 316 1,274 01:00 PM 278 298 301 316 1,193 02:40 PM 291 292 313 275 1,171 oaoo PM 236 237 233 230 936 04:00 PM 215 199 214 249 877 05:00 PM 242 229 251 257 979 06:00 PM 223 203 200 198 824 ()Too PM 179 171 141 166 657 08:00 PM 139 133 131 116 519 09:00 PM 94 84 98 114 390 10:00 PM 149 116 132 135 532 11:0O PM 110 121 96 64 391 J24-HOUR TOTAL I_ 18,033 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: 04104 Count Date: 1/27/2004 BEGIN TIME WESTBOUND j1st 1/4 2nd 1/4 3rd 1/4 4th 1/4' TOTAL 12:OOAM 0 0 0 0 0 01:00AM 0 0 0 0 0 02:00 AM 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 07:00 AM 4 0 0 0 0 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:0D AM 0 0 0 0 0 11:00AM 0 0 0 0 0 12:00PM 0 0 0 0 0 01:00 PM 0 0 0 0 0 02:0D PM 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 0 06:00 PM 0 0 0 0 0 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 24-HOUR TOTAL J 0 DAILY TRAFFIC COUNT SUMMARY Time: 08:15 AM Volume: 2,052 Time: 12:00 PM Volume: 1,274 AM Peak Hour: PM Peak Hour: WO-WA11 TOTAL 139 65 46 34 41 167 739 1,116 1,953 1,584 1,277 1,139 1,274 1,193 1,171 936 877 979 824 657 519 390 532 391 18,033 AM Peak Hour Time: 12:00 AM Volume: 0 PM Peak Hour. Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: K-factor: 0-factor. Time: K-factor: 0-factor: 08:15 AM 11.4 % 100.0% EB 12:00 PM 7.1% 100.0% EB Volume: 2,052 PHF: 0.92 Volume: 1,274 PHF: 0.99 8 street west south rniami.xls • • • OAVIO PLUMMIER d ASSOCIATES, INC. 24-HOUR COUNTS S Project Name: 500 Bricke!' MUSP Location: SW 8 Street East of South Miami Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME 1 EASTBOUND 1st 1/4 j2nd 1/4r 3rd 1/4 4th 1/4 TOTAL 12:00 AM 31 27 35 24 117 01:00 AM - 11 17 8 10 46 02:00 AM 10 1 7 16 34 03:00 AM 7 8 7 5 27 04:00 AM 13 5 9 10 1 37 05:00 AM r 21 21 32 69 143 06:00 AM 73 150 207 226 656 07:OOAM s 223 200 266 331 1,020 moo AM 347 431 540 481 1,799 09:00AM 454 350 300 313 1,417 10:00AM 307 280 254 257 1,098 11.00 AM 224 244 241 270 979 12:OOPM 263 285 283 283 1,114 01:00 PM 233 263 250 262 1,008 02:00 PM 253 253 268 231 1,005 03:00 PM 220 196 185 180 781 04:00 PM 185 172 169 209 735 05:00 PM 184 182 196 195 757 06:00 PM 171 165 171 169 676 07:00 PM 144 150 136 158 588 08:00 PM 127 116 119 96 458 09:00 PM 86 87 95 109 377 10:00 PM 128 118 120 130 496 11:00 PM 99 103 78 66 346 24-1-1OUR TOTAL # 15,714 AM Peak Hour: PM Peak Hour. EASTBOUND Project No.: 04104 Count Date: 1/27/2004 BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 M TOTAL 12:00 AM 0 0 0 0 0 01:00 AM 0 0 0 0 0 02:00 AM 4 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 09:00 AM . 0 0 0 0 0 10:00 AM 0 0 0 0 0 11:O0 AM 1 0 0 0 0 0 12:00PM 0 0 0 0 0 01:00 PM 0 0 0 0 0 02:00 PM 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 0 06:00 PM 0 0 0 0 0 07:00PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00PM 0 0 0 0 0 11:00PM 0 0 0 0 0 24-HOUR TOTAL # 0 DAILY TRAFFIC COUNT SUMMARY Time: 08:15 AM Volume: 1,906 Time: 12:00 PM Volume: 1,114 AM Peak Hour: PM Peak Hour - WO -WA TOTAL 117 46 34 27 37 143 656 1,020 1,799 1,417 1,098 979 1,114 1,008 1,005 781 735 757 676 588 458 377 496 346 5,714 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: K-factor: 0-factor Time: K-factor. D-factor: 08:15 AM 12.1% 100.0% EB 12:00 PM 7-1 % 100.0% EB Volume: 1,906 PHF: 0.88 Volume: 1,114 PHF: 0.98 8 street east south miarni.xis • • • DAVID PLUMMER 8 ASSOCIATES, INC. 24-HOUR COUNTS Project Name: 500 Brickell MUSP Location: SW 7th Street West of South Miami Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME i EASTBOUND ii 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM J 0 0 0 0 0 01:00 AM 0 0 0 0 0 02:00 AM 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 07:00 AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00AM 0 0 0 0 0 11:00AM 0 0 0 0 0 12:00 PM 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 04:00 PM 0 0 0 0 0 05:00 PM 0 0 0 0 0 06:00 PM 0 0 0 0 0 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 00:00 PM 0 0 0 0 0 10:00PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 24-HOUR TOTAL 0 EASTBOUND Project No.: 04104 Count Cate: 1'27/2004 BEGIN TIME WESTBOUND lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM c 63 32 26 20 141 01:00 AM 23 16 16 10 65 02:00 AM 17 7 12 13 49 03:00 AM E l0 5 10 7 32 04:00 AM 7 12 10 10 39 05:00 AM 6 16 19 26 67 06:00 AM 40 32 58 49 179 07:00 AM 106 101 106 140 453 08:00 AM 149 170 207 209 735 09:00 AM 183 173 180 193 729 10:00 AM 162 202 176 228 768 t 1:o0 AM 205 216 221 230 872 12:00 PM 272 309 278 218 1,077 01:06 PM 298 261 262 263 1,084 02:00 PM 255 245 245 239 984 03:00PM 286 275 297 249 1,107 04:0D PM 354 273 314 306 1,247 05:00 PM 477 397 413 353 1,640 06:00 PM 334 315 306 254 1,209 07:00 PM 247 216 186 180 829 OS:00 PM 142 139 127 128 536 09:00 PM 103 94 89 133 419 10:00 PM 188 173 149 174 684 11:00 PM 201 167 130 104 602 024-HOUR TOTAL N 15,547J DAILY TRAFFIC COUNT SUMMARY `TWO -WA TOTAL 141 65 49 32 39 67 179 453 735 729 768 872 1,077 1,084 984 1,107 1,247 1,640 1,209 829 536 419 684 602 15,547 AM Peak Hour: Time: 12:00 AM Volume: 0 AM Peak Hour. Time: 11:45 AM Volume: 1,089 PM Peak Hour: Time: 12:00 PM Volume: 0 PM Peak Hour: Time: 05:06 PM Volume: 1,640 AM Peak Hour: PM Peak Hour: EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 11:45 AM 7.0% 100.0% WO 05:00 PM 10.5% 100.0% WO Volume: 1,089 PHF: 0.88 Volume: 1,640 PHF: 0.88 7s1reet west south miarni.xls • • • DAVi0 PLUMMER & ASSOCIATES, NC, 24-HOUR COUNTS Project Name: 500 Brickell MUSP Location: SW 7th Street east 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 r 12:00 AM 0 0 0 0 0 01:00AM ` 0 0 0 0 0 02:90 AM 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 07:00 AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00 AM 0 0 0 0 0 11:00 AM 0 0 0 0 0 12:00PM 0 0 0 0 0 01:00PM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:OO PM 0 0 0 0 0 04:09PM 0 0 0 0 0 05:00 PM 0 0 0 0 0 06:00 PM 0 0 0 0 0 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00PM 0 0 0 0 0 11:00PM 0 0 0 0 0 24-HOUR TOTAL 0 EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4 (2nd 1/4 3rd 1/4 4th 1/4 JTOTAL e 12:00AM 51 31 19 17 118 01:00 AM 15 11 9 5 40 02:00 AM 9 4 3 7 23 03:00 AM 5 4. 4 7 20 04:00 AM 4 9 5 10 28 05:00 AM 6 9 16 21 52 06:00 AM 34 25 48 44 151 07:00 AM 81 75 92 112 360 08:00 AM 124 128 159 165 576 09:00 AM 115 133 173 141 • 562 10:00 AM 123 145 143 134 545 11:00 AM 146 176 147 183 652 12:00 PM 180 216 173 127 696 01:00 PM 217 175 193 172 757 02:00 PM 203 168 164 181 716 03:00 PM 160 201 190 150 701 04:00 PM 265 197 254 209 925 05:00 PM 400 340 305 258 1,303 06:00 PM 224 240 215 190 869 07:00 PM 170 170 136 135 611 08:00 PM 107 88 96 85 376 09:00 PM 71 67 63 107 308 10:00 PM 155 171 142 177 645 11:00 PM 164 147 113 91 515 124-HOUR TOTAL D 11,549 DAILY TRAFFIC COUNT SUMMARY 04104 1/27/2004 TWO -WA TOTAL 118 40 23 20 28 52 151 360 576 562 545 , 652 696 757 716 701 925 1,303 869 611 376 308 645 515 11,549 AM Peak Hour: Time: 12:00 AM Volume: 0 AM Peak Hour: Time: 11:45 AM Volume: 752 PM Peak Hour: Time: 12:00 PM Volume: 0 PM Peak Hour: Time: 05:00 PM Volume: 1,303 AM Peak Hour. PM Peak Hour EASTBOUND AND WESTBOUND Time: 11:45 AM Volume: 752 K-factor: 6.5% PHF: 0.87 D-factor: 100.0% WB Time: 05:00 PM Volume: 1,303 K-factor: 11.3% PHF: 0.81 D-factor: 100.0% WB 7street_east_south miami.xls • • • DAVIO PLUMMER & ASSOCIATES, lNC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS 500 Brickell MUSP Brickell Avenue and SE 6 Street Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 04104 1 /27/2004 Tuesday Brickell Avenue SE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND T R TOTAL L T R TOTAL L T TOTAL T R I[ TOTAL GRAND TOTAL 04:00 PM 04:15 PM 13 368 0 381 0 353 10 363 8 0 11 19 0 0 0 l 0 763 04:15 PM 04:30 PM 13 231 0 244 0 243 244 5 0 16 21 0 0 0 0 509 04:30 PM 04:45 PM 11 237 0 248 0 293 294 0 8 9 0 0 0 0 551 04:45 PM 05:00 PM 11 255 0 266 0 264 4 268 0 8 12 0 0 0 0 546 05:00 PM 05:15 PM 15 342 0 357 0 294 295 1 0 8 9 0 0 0 0 661 05:15 PM 05:30 PM 16 349 0 365 0 327 330 6 0 17 23 0 0 0 0 718 05:30 PM 05:45 PM 17 281 0 298 0 337 7 344 5 0 10 15 0 0 0 0 657 05:45 PM 06:00 PM 9 250 0 259 0 329 2 331 3 0 9 12 0 0 0 , 0 602 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Brickell Avenue SE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL mimmismi TOTAL Q T ...... R ...... TOTAL Q T._ © TTOTAL ��� TOTAL 05:00 PM 06:00 PM ®® 0 1,279 0 1287 13 1,300 15 0 59 0 0 0 0 2,638 PEAK HOUR FACTOR IIIIIIIIIIIIIIIIIIIIIIIII 0.84 �,■.f 0.90 ��■■ 0.64 N/A 0.92 Note: 2002 FDOT Seasonal Weekly Volume Factor 1.00 brickell_6 street.xls • • DAVID PLUMMER & ASSOCIATES, INC, Project Name: Location: Observer: TURNING MOVEMENT COUNTS 500 Brickell MUSP South Miami Avenue and SE 6 Street Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 04104 1/27/2004 Tuesday South Miami Avenue SE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND L T R TOTAL L T R TOTAL T R i TOTAL I L T R TOTAL GRAND TOTAL 04:00 PM 04:15 PM 0 83 13 96 0 115 0 115 1 0 0 1 i 0 0 8 8 220 04:15 PM 04:30 PM 0 53 17 70 0 87 0 87 0 0 0 0 0 0 17 17 174 04:30 PM 04:45 PM 75 10 86 0 91 0 91 0 0 0 0 17 17 195 04:45 PM 05:00 PM 05:00 PM 05:15 PM 0 0 73 143 9 15 82 158 0 0 82 111 0 0 82 111 0 0 0 0 0 1 i 0 0 0 22 24 22 24 187 294 05:15 PM 05:30 PM 0 80 12 92 0 125 0 125 0 0 0 1 0 i 0 0 14 14 231 05:30 PM 05:45 PM 0 89 7 96 0 87 0 87 1 0 0 I 1 I 0 1 22 23 207 05:45 PM 06:00 PM 88 7 96 0 130 0 130 0 0 0 0 0 0 20 20 246 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS South Miami Avenue SE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R T TOTAL 05:00 PM 06:00 PM 1 400 41 442 0 453 0 453 2 0 0 2 0 1 80 81 978 PEAK HOUR FACTOR 0.70 0,87 0.50 0.84 0.83 Note: 2002 I DOT Seasonal Weekly Volume Factor = 1.00 south miami_6 street.xls • • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS 500 Brickell MUSP Brickell Avenue and SE 5 Street Traffic Survey Specialists, inc. Project Number: 04104 Count Date: 1/27/2004 Day of Week: Tuesday Brickell Avenue SE 5 Street TIME INTERVAL 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM 06:00 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 1 GRAND 8 12 10 12 16 13 6 6 355 219 204 242 322 321 290 239 R TOTAL 8 7 4 4 1 11 2 6 371 238 218 258 339 345 298 21 13 13 14 3 5 11 251 , 12 T 329 210 253 244 264 306 306 308 R TOTAL L 14 364 12 11 234 19 15 281 7 14 272 7 10 277 9 9 320 20 8 325 7 10 330 13 0 1 0 0 0 1 0 1 8 17 23 15 13 14 19 19 TOTAL 20 37 30 22 22 35 26 33 L 15 17 15 9 10 6 7 5 T 2 0 2 4 2 2 1 R 17 23 13 11 7 9 13 10 TOTAL 1 TOTAL 34 41 28 22 21 17 22 16 789 550 557 574 659 717 671 630 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS ticket! Avenue SE 5 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 05:00 PM 06:00 PM 41 1172 20 1,233 31 1184 37 1,252 49 2 65 116 28 9 39 76 2,677 PEAK HOUR FACTOR 0.83 0.86 0.78 L 0.46 0.93 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.00 brickell 5 street.xls • Signal Timings 0 • • PATTERN SCHEDULE FOR 4579 US 1 & TIME PT OFF NSG F Y R EWW F G MIN: 7 8 15 1 0 20 0 39 8 4 1 4 15 1 30 22 0 39 B 4 1 4 15 1 100 23 0 39 8 4 1 4 15 1 600 5 64 23 8 4 1 4 15 1 700 6 67 50 8 4 1 4 15 1 930 7 59 43 8 4 1 4 15 11 1545 13 47 65 8 4 1 4 15 1 1800 12 12 39 8 4 1 4 15 1 1900 9 21 30 8 4 1 4 15 11 2300 20 0 39 8 4 1 4 15 1 • • Signal Timing SE 5 ST Y R NSL Y 5 4 1 10 3 4 1 10 3 4 1 10 3 4 1 6 3 4 1 9 3 4 1 11 3 4 1 9 3 4 1 10 3 4 1 9 3 4 1 10 3 FOR DAY ## 4 (SECTION 223) S Y M CYC 6 90EARLY NI 6 90LATE NIG 6 90LATE NIG 70PRE AM 100AM PEAK 105MID DAY 115PM PEAK 90POST-PM 90EVE & WE 6 90EARLY NI • Appendix C F DOT's Quality/LDS Handbook Generalized Tables Downtown Miami DRI Increment 11 Transit Ridership • • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE [1] PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E CLASS 4 ARTERIAL 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 Fryr�eve1 oervice and>aoo NOTES: [1] 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. TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided A 100 1,060 1,600 Level of Service B C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided ** 220 720 860 2 Divided 250 1,530 1,810 3 Divided 380 2,330 2,720 4 Divided 490 3,030 3,460 1,860 2,790 3,540 E 890 *** *** *** Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D E 1 Undivided 2 Divided 3 Divided 4 Divided ** ** ** ** 100 220 340 440 590 1,360 2,110 2,790 810 1,710 2,570 3,330 850 1,800 2,710 3,500 Class 1I1 (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** Level of Service B C D ** 280 660 650 1,510 1,020 2,330 1,350 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 of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided Level of Service A B C D 270 650 1,000 1,350 720 1,580 2,390 3,130 E 780 1,660 2,490 3,250 FREEWAYS Interchange spacing > 2 mi, apart Level of Servic Lanes A B C 2 1,270 2,110 3 1,970 3,260 4 2,660 4,410 5 3,360 5.560 6 4,050 6,710 Interchange spacing < 2 mi. apart D E 2,940 3,580 3,980 4,550 5,530 6,150 6,150 7,480 8,320 7,760 9,440 10,480 9,360 11,390 12,650 Level of Service Lanes A B C D E 2 1,130 1,840 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 5 3,080 4,990 7,220 9,340 10,620 6 3,730 6,040 8,740 11,310 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided I Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A ** ** ** B C D ** ** ** 480 760 1,120 1,620 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D ** ** 250 530 ** ** 580 1,140 E 810 1,720 2,580 E 660 1,320 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, not number of bicyclists using the faeility,) (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% A ** ** 160 170 130 210 380 >380 B ** Level of Service C D 720 >210 *** 1: >720 *** *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries 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% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A ** ** ** B ** ** 120 Level of Service C D ** ** 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C ** >5 >4 >6 >4 >3 D >3 >2 l 810 990 *** E >2 >1 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 bttp//www 11,myflorida.coin/planningisystems/sm/los/default.htm 02/22/02 Lanes 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Tum.s Lanes Adjustment Factors Yes +5% No -20%© Yes -5% No -25% ONE WAY FACILITIES Increase corresponding volume 20% *'this table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, whore more refined techniques exist. values shown are hourly directional volumes for levels of service and are for the automobile/truck modes unless specifically stated. level of service ]cue( grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution Furthermore, combining levels of service of different modes into one overall roadway /eve] of service is not recommended. To convert to annual average daily traffic volumes, these. volumes must bt divided by appropriate D and K factors. The table's input value defaults and level of service criteria appear on the following page. Calculations are hased on planning applications of the Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the automobi1ehruck, bicycle, pedestrian and bus modes_ **Cannot be achieved using table input value defaults. ...Not applicable for that level of service letter grade. For automobile/truck modes, volumes greater than level of service 1] become F because intersection capacities have been reached. For bicycle and pedestrian modes, the level of service letter grade (including F) is not achievable, because there is no maximum vehicle volume threshold using table input value defaults. 97 Nov-2001 111-1 T.A7 DOWNTOWN MIAM[ DM UPDATE • PERSON•TRIP VOLUME AND CAPACITY EIUSTINO CONDITIONS MATRIX m W W m W m m m g m m m m m m m W W g m 8 m m 3 g m m W m W 8 W 8 W r m&16 m 8',3� K m m 6 mPm m jA 111 li0ADWAV:�T46E_`.�-_-'-"„"-"„"`-""".�" .... _._-..._.,._....._�_ . .. MAB'�TRANSFT 121 ROADWAY €31 PERS-TRIP Nil6 FER$.FRIP EXCESS ROADWAY i 1 SUS MOVER 1101 RAIL € 11 TOTAL M0AMI AOOP- ROADWAY FROM TO 7E0 L05 'ORRIDO7NENICUL,9 T CAPACITY �PPVW ROADWAY VEHICULAR VOLUME PVa PERSON TRIP PERSON TRP PER•TR[P CAPAC STl' PERS•TR#P CAPACRY PER$•TRIP CAPACITY FRANS7'f P ERS•1910 PEF BUS TYPE CAPACITY 1,6 VO#,UME ..._ � SA CApACiTY '/k- LOS LOAD LOAD. LOAD. CAPACITY SISCAYNE BLVD NE 54 STREET NE 46 STRET E 15 1,810 2,896 1,024 1,429 1,467 0,49 C 920 920 1 NE 46 STREET 1.195 E E l5 1,810 1,010 2,896 2,096 1,856 1,431 2,590 2,003 106 893 0,89 069 0 0 920 920 920 920 2 1 I-195 95 36 0 1 810 2,896 2,046 2,864 32 0.99 E 920 020 2 STREET E E LS 1,810 1,810 2,896 1,334 1,666 1,026 0.65 C 920 920 3 NE 36 STREET NE 29 STREET E LS 1,810 2,896 2,696 1,589 1,334 2,225 1,668 871 1,028 0.77 0.65 0 C 920 1,472 920 1,472 2 5 NE 29 STREET NE 20 STREET E 1,810 2,896 1,589 2,225 • 671 0.77 D 2,252 2,252 4 E L5 4,750 2,000 1,915 2,661 119 0.96 E 1,472 1,472 5 NE 20 STREET NE 49 STREET E 1.750 2,800 690 1,246 1,554 0 45 D 2,252 2,252 4 E LS 1.750 2,800 1,606 2,247 553 060 0 1,472 1,472 5 NE 18 STREET E 1,750 2,800 970 1,358 1,442 049 0 2,252 2.252 4 NE 15 STREET E HS 1,750 2,800 1,759 2,463 337 O86 E 1.489 960 2,429 NE 15 STREET E 1,750 2,600 1,252 1.753 1,047 0,63 0 2,249 960 3,209 3 NE 14 STREET E H5 1,750 2,800 1,674 2,344 456 0.84 E 1.026 960 1,988 8 NE 14 STREET NE 13 STREET E H5 1,750 2,560 2,800 4,096 919 1,674 1,287 2.344 1,513 1,752 0 46 0.67 0 0 1,806 1,706 960 960 2.768 2,606 4 7 NE 13 STREET 2.560 4,096 919 1,287 2,009 0.21 0 2,486 960 3,446 5 1.395 5 E H5 2,560 2,560 4,098 1,731 2,423 1,673 0.50 0 1,706 000 2,666 7. i-105 NE 6 STREET E £ 015 3,140 2,560 4,096 3,024 1,897 1,432 2,376 2,005 1,720 3,019 0.56 0.40 0 D 2,486 2,486 960 960 3,446 3,446 4 3 NE 6 STREET NE 3 STREET E HS 3,140 4,096 5,024 1,506 1,696 2,106 2,374 1,988 2,650 0.51 0.47 0 0 1,706 1,706 960 960 2.666 2.666 3 6 NE 3 STREET NE 1 E 3,140 5,024 746 1,044 1.980 0.21 C 2,486 960 3,446 4 STREET E HS 3,140 5.024 1,696 2,374 2,650 0.47 0 2,466 1,440 3,926 61 NE 1 STREET SE E 3,140 5,024 746 1,044 3,960 0.21 C 2,226 1.440 3,666 34, 1 STREET E HS 3,140 5,024 1,847 2.586 2,438 0.51 0 3,434 1,440 4,874 1.11 SE 1 STREET SE 2 STREET E 3,140 5,024 861 1,205 3,819 024 C 306 1440 1,746 E E HS 3,140 5,024 1,847 2,566 2,438 0.51 0 789 1,440 2,220 1E SE 2 STREET E 3,140 5,024 861 1,205 3,819 0.24 C 4,440 1,440 SE 4 STREET E-1W HS 2,040 3.264 1,607 2,530 734 0.78 0 2,680 2880 NE 2 AVENUEBRICKELL AVENUE NE 20 STREET NE19 STREET E L5 1,615 2,584 737 1,023 1,581 0.40 0 713 713 15 NE €9 STREET E 1,615 2,584 512 717 1,867 0.26 C 713 713 11 NE 14 STREET E HS 1,616 2,564 731 1,023 1,561 0.40 0 480 480 NE 14 STREET E 1,616 2,584 542 717 1,867 0.28 C 618 480 998 4 NE 13 STREET E 142 1,615 2,684 731 1,023 1,561 0.40 0 480 480 NE 13 STREET E 1.615 2,684 512 717 1,667 028 C 1070 480 1,550 32 1.395 E•1W HS 3,070 4,812 1,127 1,578 3.334 0.32 D 1,070 980 2.030 28 1.395 NE 3 STREET E.199 HS 3.070 4,912 671 939 3,973 0.19 C 1,070 960 2,030 29 NE 3 STREET NE 1 STREET E-1 W H5 3,070 4,912 671 939 3,973 0.19 C 1.330 1,440 2,770 23 NE 1 STREET FLAGLER STREET E-1W HS 3,070 4,912 871 939 3,973 0.19 C 552 1,440 t.992 8 PLAGLER STREET SE 1 STREET .E-1W HS 3,070 4,012 671 939 3,973 0,18 C 1,440 1,440 SE 1 STREET SE 2 STREET E•1W HS 3,071 4,912 671 939 3,973 0.19 C 1,316 1,440 2,756 35 SE 2 STREET SE 4 STREET E-1W HS 3,770 6,032 671 939 5,093 0,16 C 1,346 2,880 4,2261 37 SE 4 STREET SE 8 STREET E HS 1,700 2,720 1,197 1,876 1,044 0.62 0 1,346 960 2,306 36 SE 8 STREET 13 E 2,560 4,096 1,340 1,876 2,220 0.46 0 566 1,920 2,488 11 SW STREET E HS 4.700 2,720 796 1,114 1.605 0.41 0 566 960 1,461 2,989 24 SW 13 STREET SW 15 ROAD E 1,700 2,720 1,345 1,883 837 0.69 D 566 1,920 1,461 3,949 11 E HS 1,700 2,720 603 644 1,876 0.31 D 306 960 1,463 2,729 15 SW 15 ROAO E 1,700 2,720 1476 2,066 654 0.76 0 306 960 1,463 2,729 2 RICKENBACI4ER CSWY E LS 1,700 2.720 810 7,134 1,586 0,42 0 306 306 13 E 1,700 2.720 1,364 1.910 610 0.70 0 306 308 2 SOURCE: 7(E1TH ANO SCHNAR5, 0.A. P•4. I."( 5 MODE...... -- SEGMENT TO 91, 4 1151E_7 4i..... 1151 _.�.I161 1 11n .[lc TRANSIT TOTAL TRANSIT SEGMENT SEGMENT I SEGMENT SEGMENT • SON -TRIP VOLUME TRANSIT PERS.791P PERSON PERSON IPERS-TRIP PERSON ' METRO]METRO PERS excess TRIP TRIP ' EXCE69 _ TRIP ' MOVER RAIL,_,_, VOLUME CAPACITY GApACITYLVOLUME iAAPACITY r 070 LOS 43 69 41 39 48 23 46 23 6 23 6 a42 63 78 85 52 06 90 67 98 77 89 4 1 7 0 5 5 44 53 44 53 44 53 44 53 61 53 91 70 83 56 74 80 106 71 203 22 26 22 26 700 136 141 114 1141 151I 151 164 360 164 276 360 692 851 276 971 692 169 243 169 243 339 246 523 416 523 416 523 416 456 436 722 536 796 559 792 551 428 451 768 559 740 450 1,180 441 293 73 203 790 179 22 1t0 22 334 364 420 345 202 114 502 521 529 475 680 1,171 317 615 438 22 751 677 751 677 581 672 949 1,836 949 1.836 948 1,636 1.943 2,773 1.266 2,230 1,070 2,067 1,874 2,895 3,016 2,215 1,896 2,887 3,166 1,216 3,694 1,605 1,927 1,367 2,677 575 594 458 888 458 1,216 1,646 16t0 2425 1,790 1.326 2.254 3,705 1,777 2,011 2,309 2,778 2,212 1,914 1611 264 3816 3,816 3,815 3.816 3.976 3.816 4,368 6,148 4,272 5,052 4.272 5,052 5,229 6,009 4,750 5,566 6,762 7,542 8,762 7.542 8.470 6,762 7,690 8,470 8.950 8.690 5,898 6.770 7,244 6464 6,144 3,797 3.297 3,064 3,562 3,064 4,134 6,942 1,598; 2,218 6419 C 2,633� 983 0742' 0 2.172, 1,844 0569: C 3,50r. 709 0514 U 2,207' 1,609 0-575 C 2,473, 1,343 0.6481 C 2,391I 1.977 0.547i C 2,641! 2.507 0.513' C 1,244 1,066 0.750I 0 7,662 3,390 0.3291 0 2,770 1.502 0 648 • 0 1,774 3.278 0.351 1 0 2,949 2,280 0.564' 0 2,189 3820 0.364.. 0 3066 1,722 06401 0 t,82S 3J43 0.328`. 0 3,140 3.622 0.464 0 1,846 5696 0245III C 3,215 3.547 0475 0 2,927 4 615 0.386 0 2,433 6 037 0.2871 C 2,559 4 201 0.376I 0 7,162 4,548 0409! 0 1,603 6,667 0,1591 C 3,114 5,836 0.3481 0 ' 7,494 7,196 0 1721 C . 3.766 6,132 0.380! 0 1.346 5.424 0199' C 2,879 a,385 0 3971 D ; 1,276 5,106 0198 C 2.733 3.411 04451 0 1.221 a36 1.045 827 1,045 1,051 1,902 6.942 1.359 7.682 1,254 6,904 1.141 6,362 1,053 7,666 1,441 10,256 1.460 5,026 2.205 6,582 2,351 5.709 1 1,794 65.469 I 3.054 5,449 1,361 5,449 2,881 3,026 1,272 3.026 1,932 2,076 2,461 2.019 2,755 2.019 3,083 4,960 0370 0 0.254! C 0.341 ! 0 1; 02311 C 0.341 0 0.254 ! C 0.2631 C IV 5,583 0.196' C 6.398 0.16Y, C I. 5,763 01651, C 5,299 0.165I, C 6,227 0166' G 8,795, 0 142i C 2.821 4,231 3,915 3.615 4.068 2,566 t,754 1,094 0.4391 0 0.357 0 0.314 0 0458 0 0.2501 21 529 0 0420! 0 0636 0 N'ITRANPL ANIPROJECTSI20015167761TA9LE517 IMATRIX. WK4 Pepe 2of5 • 20-4c942001 1AT DOWNTOWN MIAMI DAI UPDATE PERSON TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX • -__ ROADWAY FROM TO D1A MIAMI ADOP- TED LOS (13 ORRIDO• TYPE _____ •DATswAVMDT" --- MxSBTRANSrTMDDE PERSON BUS 11z3 TRANSIT TRIP VOLUME METRO- MOVER - _ - �141 _.. TRANSIT PER$ TRIP EXCESS CAPACITY -- _, __1153 SEGMENT PERSON TRW CAPACITY --SEDorxL 1aE14Tr MI SEGMENT PERSON TRIP VOLUME . [F5I i16I SEGMENT' SEGMENT PERS-TRIP PERSON EXCESS I TRIP CAPACITY -_WC LO 32331 ROADWAY E*IICULA- CAPACITY PERS-TRIP CAPACITY OPPY+ 1.6 (4( ROADWAY ENICULA VOLUME in PERK -TRIP VOLUME @PPV+ 1,4 EXCESS PERSON TRIP CAPACITY (rl ROADWAY PERSON TR ,0-' P COS PI BUS PER -TRIP CAPACITY LOAD• 101 MOVER PERSTR€P CAPACITY LOAD no] RAIL PERS•TRIP CAPACITY oil TOTAL TRANSIT PERS-TRIP CAPACITY METRO. RAIL B3I- TOTAL NE 17 STREET NE 14 STREET NB 3 3 3 3 i 3 i 3 3 3 3 3 3 3 3 i Ill I.w W w W l4iW III US ux SO 3}..fx .FLLIW u W W W W wwuwwwWwww i414,1W Ltu 1 6 ui W w ad w 6 6 III as 413 W 11.1 Us III6 ui _..... . HS 800 1,280 0 0 1,280 0,00 A 490 _LOAD. 460' 480 1,760 0 1,760j 0 0001 A SB 600 1,280 0 0 1,200 0.00 A 480 480' 450 1,760 0 1,7601 0000'. A NE 14 mar 1-396 NB HS 3,070 4.912 1,1431 1,800 3,312 0,33 O 1.226 960 2,186 468 44 512 1,674 7,098 2,112 4996' 0 298: 0 1,395 4E6579EE7 NB HS 3,070 4,912 599 839 4,073 0.17 C 1,226 960 2,186 434 47 461 1,705 7,096 1.320 5,778' 0.186; C NE STREET FLAGLER STREET NB HS 3,070 4,912 599 839 4,073 0.17 C 2,114 1,440 3.554 578 91 669 2.865 8,466 1,5081 6,9581 0.1781 C FLAGLER STREET SE1 STREET NB 945 3,070 4,912 599 839 4,073 0.17 C 2,144 1,440 3.554 405 74 479 3,075 6466 1,318 7,148; 0,1561 C SE1 STREET SE2 STREET NB HS 3,070 4,912 599 839 4,073 0.17 C 534 1,440 1,974 68 108 174 1,800 6,886 1,013 5,6731 0.147' G N. MIAMI AVENUEIS. MIAMI AVENUE NE20 STREET NE 17 STREET 58 1.5 3.070 4,912 392 549 4,363 0-11 0 156 156 4 4 152 5,069 553 4,5151 0109 C NE 17 STREET NE 14 STREET SB LS 3,070 4,912 392 549 4,363 0.1E C 158 156 4 4 152 5,068 553 4,515; 0.105 C NE 14 STREET NE S STREET 58 HB 3,070 4,812 392 549 4,353 011 C 156 1,463 1619 4 256 280 1,359 6,531 609 5.722 0 124 C NE 6 STREET NE 4 STREET 58 HS 3,070 4,912 400 580 4,352 0.11 C 534 1,463 1,997 82 240 322 1,675 6.909 682 6.0271 0.126 C I NE 4 STREET FLAGLER STREET SB HS 2,040 3,264 400 560 2,704 0-17 C 534 1,463 1,997 63 240 323 1,674 ; 6,261 863 4,378 0.168 C FLAGLER STREET SE 6 STREET 5B LS 3,070 4,912 1,041 1,457 3,455 0,30 0 534 534 251 251 263 ' 5.446. 1 708 3.738 0 314 0 SE 6 STREET SE 6 STREET NB HS 2,040 3,264 1,041 1,457 1,607 0,45 D 534 960 2,925 4,41% 68 164 563 795 3,624 7,683 1 2,252 5,431 , 0 293 0 SE 8 STREET SW 12 STREET NB 749 2,040 3,264 1,093 1,530 1,734 0,47 0 760 960 2,925 4,665 187 164 553 904 3,761 7,929 , 2434 6,4951 0.307 0 SW 12 STREET SW 13 STREET NB HS 2,040 3,264 1,093 1,530 1,734 0,47 D 760 960 2,926 4,665 487 164 553 994 3,761 7,929 2434 5,495 0307. 0 SW 13 STREET 5E 15 ROAD NB HS 600 1,280 396 431 849 0,34 0 960 960 62 82 678 2.240 513 1,727 0 229', C ,., SB 600 1,280 60 84 1,196 0.07 C 960 960 93 93 867 2.240 177 2.063 0 079�'I C 16061 AVENUE { ' NE 8 STREET NE 7 STREET NB HS 1,700 2,720 176 246 2,474 009 C 2.925 2.925 1,266 0266, 1859 5.645 1.512 4.133 0201, C SB 1,700 2,720 449 629 2091 0.23 C 2,925 2,925 513 513' 2.412 5,645 1.142 4,503 0.202, C NE 7970EE7 NE 1 STREET NB HS 1,700 2,720 176 248 2.474 0-09 C 2,925 2,92$ 1,258 1,258. 1,667 5,645 1,504 4.141 0266 C 59 1,700 2,720 449 629 2,091 0.23 C 2925 2.925 513 513, 2,412 5,845 1,142, 4,503 0.202'' C NE 1 STREET FLAGLER STREET NB HS 800 1,280 176 246 1,034 0.19 C 2,625 2,925 5,258 1,256 1,667 4,205 1,5041 2.701 0 359. 0 SB 1,700 2,720 449 626 2,091 0-23 0 2.925 2.925 513 513, 2,412 5.645 1.142{ 4.503 0202' C FLAGLER STREET SE 2 STREET NB 1,615 2,584 176 246 2.336 0.10 C 2.564 2451 2,338 0 095, C 59 €,615 2,584 449 629 1,955 0.24 C 2,564 8291 1,955 0.243 G SW 1 AVENUE N. MAW AVENUE SW 7 STREET I SB LS 3,070 4,912 1,003 1,404 3,508 0.29 C 534 534E 246 246 268 5.446 1,650; 3,796 0 303 • 0 SW 7 STREET 5W 8 STREET SB HS 2,040 3,264 1,003 1,404 1,860 0.43 0 534 2,925 3,459 246 1 656 1,901 1,556 6.723 3.305 3.418 0 492 0 SW 857REET SW 13 STREET 88 HS 2.040 3,284 779 1,041 2,173 0.33 0 2,925 2,925 7,590 1,690 1.235 8,189 2,78ti 3.448 0449 0 { NW 2 AVENUE NW 11 STREET NW 8 STREET 748 HS 800 1,280 252 353 927 0.28 0 315 2,925 3,240 136 694 020 2,420 4,520 1,173' 3,347 0260 0 SB 800 1,280 207 290 1790 0.23 C 315 1.463 1775 68 692 760 1,019 3,058 1,0501 2,008 0343 0 NW8STREET NW6STREET NB 745 800 1,280 700 980 300 0.77 0 1,675 2,925 4,800 864 684 1548 3,252 6.030 2.5211 3.552 0.416 0 SB 800 1,280 259 363 917 0,28 0 510 1,463 1,973 143 692 935 1,136 3.253 1,196' 2.055 0368 0 NW 6 STREET 16W 5 STREET NB HS 840 1,344 700 980 364 0.73 0 1,674 2,925 4,599 782 686 1,468 3 131 5.943 2.445i 3.495 9412 0 58 840 1,344 259 363 981 027 0 1,463 1,463 692 692 771 2,607 1.055II 1,752 0.376 0 NW 5 STREET NW 3 STREET NB HS 840 1,344 700 980 364 0,73 0 1 674 2,925 4,599 782 686 1,465 3,131 5,943 2.445! 3.495 0472 0 55 843 1,344 255 363 981 0.27 0 624 1,463 2,087 95 692 767 1.300 3,431 1,150; 2.281 0335 0 NW 3 STREET NW 1 STREET NB LS 1,615 2,584 700 680 1,604 0.36 0 1.674 1,674 419 419 1,255 4,258 1,3991 2.659' 0.329 0 59 800 1,260 259 363 917 0.20 0 624 624 93 93 531 1,904 4561 1440 0.239 C NW 1 STREET SW 1 STREET NB 1,5 1.615 2,584 700 690 1,604 0.38 0 114 114 45 46 58 2.598 1.0261 1.572, 0.3801 0 56 800 1,260 259 363 917 0,26 0 624 624 93 93 531 1,904 4561 1446, 0.2391 C SW 1 STREET 5W 2 STREET NB 1,615 2,584 691 667 1,617 0,37 0 2.584 9671 1,647 0.374 0 • SB 1,615 2,584 652 913 1,671 0.35 0 2,584 9131 1,671 0.353' 0 5062 STREET SW 7 STREET NB HS 800 1,260 691 987 3t3 0,76 0 1.463 1463 281 261 1,162 2,743 1,2481 1.495 0 455 O SB 800 1,280 652 913 387 0,71 0 1,463 1,463 692 692 775 2,743 1605 1,138 0.585 0 SW7STREET SW B STREET NB HI 1,615 2,584 691 967 1,647 0,37 D 1,463 1,463 281 281 1,162 4047 1.246 2,799. 03081 0 09 1,615 2,584 652 913 1.671 0,35 0 156 1,463 1,619 5 692 699 921 4,2031 1.615 2,592 0363 0 SW8STREET SW 11 STREET NB 745 000 1,280 691 967 313 9.76 D 1,463 1,463 276 276 1,167 2,743 1,243 1,500 0453 77 SB 550 1,280 652 643 367 0,74 0 156 1,463 1,619 5 892 699 921 2.699 1,6141 1,289, 0556 0 SW 11 STREET SW 13 STREET NB HS 800 1,280 691 967 313 0,76 0 1,463 1,463 276 276 1, 167 2.743 1,243 1,500 0.453 0 513 800 1.280 652 913 367 0,71 0 1.463 1,463 692 692 771 2,743 1605 1,138 0.585 0 SW13 STREET SW15 ROAD NO 1,616 2,584 216 302 2.282 0,72 C 2.504 302 7,28210.117 C 56 1,615 2,584 282 395 2,1601 0.45 C 2,584 395; 2,1891 0.153 C ...7 t SOURCE, KE7TH AND SCHNARS, P A. N:7TRANPLANPROJEC75120011167161TABLES1115741015 WK4 A7 DOWNTOWN MIAMI 0R1 UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX 204N0w2001 ROADWAY FROM TO DIR MIAMI AOOP• TED LOS 111 209910O TYPE ROADWA7-M00$T MASSTRANBIT MODE. -- 1121 TRANSIT PERS_ON•1RMP VOLUME METRO. SUS I MOVER '1 METRO. RAIL 1131 707AL TRANSIT PERS VOLUME ' (141 TRANSIT PERB•TRIP EXCESS CAPACITY ,__ '" SEGMENT TOTAL - - 117t ' 1181 9ECM6N7 3EGMEN' IPERB-TRIP PERSON 1 EXCESS TRIP Vf5 Ld 2 ROADWAY E14ICULA CAPACITY 131 PERS-TRIP CAPACITY GPPV• 1.$ I4I ROADWAY VEHICULA VOLUME 131 PERS-TRIP VOLUME rPPV8 1.4 EXCESS PERSON TRIP CAPACITY in ROADWAY PERSON TR P 181 BUS PER -TRIP CAPACITY LOAD4 1 MOVER PERS-TRIP CAPACETY LOAD* (10( RA1L PERS•TRIP CAPACITY LOAD.. 1111 TOTAL TRANSIT P£RS.TRIP CAPACITY SEOMEN7 PERSON TRIP CAPACITY, 1151 C181 $EOMENI PERSON TRIP VOLUME,ICAPACITY' VIC LOS 3" BISCAYNE BLVD NE 2AVEIOUE EB E•1W H$ 3,770 6.032 964 1,378 4,654 0.23 C 2,860 2.660 1 151 1 151 2,729 0.912 1,579! 7,383 0172 C NE 2AVENUE NE 1 AVENUE ES 6•IW HS 3,070 4,912 994 1,378 3.534 a26 C 2,880 2,850 151 151 2,729 7,702 1,529: 6,263 0198- C NE 1 AVENUE N MIAMI AVENUE EB E-1W HS 3,079 4,912 984 1.375 3,534 0,28 C 2.880 2.660 151 151 2.729 7.792 1.529. 6,263 0 196 NMIAMIAVENUE NW2AVONUE EB E-£W 3,070 4,912 964 1,378 3,534 9,28 C 49121 1.3781 3,534 0281 C MAT AVENUE 1.96 EB E-105 LS 3,070 4.912 1095 1,537 3,375 0,31 0 309 309 731 73 236 5221 18101 3,611 03061: C NE 3 STREET BISCAYNEBLVO NE AVENUE ES E LE 640 1,344 90 126 1,218 099 C 260 260 5211 52 208 1,604 1781 1,421 0.111�, C WB E 840 1,344 694 972 372 0,72 0 1,344 972 372 0.723 0 NE 2 AVENUE N. MIAMI AVENUE EB E 640 1,344 90 126 1.218 0,09 C 11 1,344 126 1,216 0.094I C WB E 840 1,344 694 972 372 0.72 0 1 1,344 572 372 o 7231 0 N. MIAMI AVENUE NW AVENUE EB E 840 €,344 90 126 1,218 009 0 1 1 1,344 126 1216 0.0414! C WB E 640 1,344 694 472 372 0.72 1) - ! 1,344 972 372 9723, C NE 1 STREET 1 BISCCAYNEBLVO He AVENUE WE E•1W LS 2,040 1,264 326 456 2,806 0,14 C 948 948 603 60 888 4.212 5161 3,696 0.123 C NE AVENUE NW2AVENUE WE E-1W LS 2.040 3,204 326 450 2,$08 0,14 C 1,726 1,726 248! ' 248 1,476 4.990 704i 4.286 0.141, C NW2AVENUE hA4LER STREET 1-95 WB E-194 LS 2,040 3,264 876 1,226 2,038 0,38 0 1,208 1298 540 I 540 668 4,472 1,766; 2,706 0395, U BISCAYNE BLVD NE 2 AVENUE WE E-1164 LS 2.040 3,264 424 694 2,870 0,18 C 3,528 3,528 794 794 2,734 6,792 1,3861 6,404 0.204 C NE AVENUE NE1 AVENUE WB E-1W L$ 2.040 3,264 424 594 2,670 0.18 C 3.528 3,528 650 650 2,878 5,792 1,244 5,548 0.183' C NE 1 AVENUE MN 1 AVENUE WB E•169 HS 2,040 1,264 424 594 2,670 0.18 C 3,526 2,880 6.408 872 252 1 924 5.464 9,672 1,610111 8 154 0 167 0 NW1AVENUE NW .2 AVENUE WB E-169 LS 2,040 3,264 1,254 1,756 1,508 0,54 0 1,956 1,950 555, 555 1,395 5,214 2,3111 2903 0 443 1 0 NW2AVENUE i-95 EB E 2,040 3,264 256 358 2,906 0,11 C 3,264 358 2906 91101 C 1 SE 1STREET 1 1 BISCAYNE BLVD SE 1 AVENUE EB E-1W HS 3,070 4,912 1.037 1,452 3,480 0,30 O 3,434 1 440 4,874 423 102 525 4,349 8,766 1.977 7,809 0 202'1 C Se AVENUE SW IAVENUE EB E-1W HS 3,070 4,912 1,037 1,452 3,480 0,30 0 5,274 2,860. 8,154 730 316 ( 1,048 7,100 13,086 2,498 10,s68 0191 C 1 SW 1 AVENUE SW 2AVENUE ES E-1W LS 3,070 4,912 975 1,365 3,547 0,26 C 3,606 3,606 822 822 2,984 8716 2,167 0,531 0.251 C SW2AVENUE 1.85 EB E-1W LS 3,770 8,032 894 1,252 4,780 0,21 C 830 830 298 = 298 522 6.862 1.550! 5,312 022611 C 1 1 i SE 2 BTREETARS4IJS$ E BISCAYNE BLVD. SE3AVENUE WB E-4W HS 3,770 6,032 2.402 3.263 2.669 0,56 D ,39 2.600 1 2.910 1 146 147 2,763 8.942 3.510, 5,432 0.39310 SE3AVENUE He AVENUE WB E-169 HS 3,770 1032 2,402 3,363 2,069 066 O $66 2.660 3.446 134 146 2E0 3,166 9,470 3.6431 5,835 0.3541 0 SE 48TR!ETAiIMIJB-1 i i jjj E BISCAYNE BLVD. SE2AVENUE EB E-IW HS 3,070 4.612 1.826 2,558 2,356 0,52 0 566 1,440 2,006 69102 171 1835 6918 2.727j 4,191 0.39411 ❑ r t I SE 78TREET l ^� I 1 BRICKELL AVENUE 5W 1 AVENUE WS E•1W LS 3,070 4,912 1,025 1,435 3,477 0.29 C 276 276 24I , 24 252 p_ 1 9.185/ 1,459E 3,729 0.281 C SW 1AVE94UE 1-65 WB E•11N 1,6 3,070 4,912 1,470 2,058 2,854 0,42 0 376 376 2101 210 168 5,290 2,2661 3.027 0429 0 { i SE 8 STREET 1 i 1 BRICKELL AVENUE S. MIAMI AVENUE EB E-1W LS 3,070 4,012 1361 1933 2,979 0.39 0 276 276 1561 156 120 15,186 2,0891 3,099 0403 C S. MIAMI AVENUE SW 7 AVENUE ES E•1W L5 3,070 4,912 2,193 3,070 1,842 0,63 0 810 $10 3001 320 510 15,722� 3,3701 2,352 0.589. C 1 SW 1 AVENUE 1.95 ES E•IW 15 3,770 6,032 2,235 3,129 2,903 0,52 0 554 524 3451 345 159 6,566 3.4741 3.092 0 529 , 17 _.1 I 1 _...: _. Pege 4615 SOURCE: KE17H ANO SCHNARS, P.A, N17RANPLANIPROJECTSf20011187161TA9755171MATp18 WX4 • • • Page 1 63 7 N CO �L7 20-4ov-2001 ROADWAY FR*M TO BISCAYNE BLVD NE 54 STREET NE 46 STRET MIAMI FACILITY ADOP- TYPE TED EXISTING DIR LOS LANES NE 46 STREET }_195 3-195 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET I-395 1.395 NE 6 STREET NEB 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 AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 1395 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 8 STREET SE 8 STREET SW 13 STREET SW 13 STREET SW 15 ROAD SW 15 ROAD RICKENBACKER CSWY SOURCE: KEITH AND SCHNARS, P.A. NB 5B NB SB NB SB NB 58 N8 SB NB SB NB 56 NB SB NB SB NB SB NB S8 NB S8 NB 5B NB SB N8 SB NB NB S8 NB SB NB SE SE SB SE 58 SB SB SB NB SB NB 5B 'NE SB NB SB 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 E E E E+20 E+20 E+20 E+20 E+20 E+20 E+20 E E E E E E E E 4LD 4L0 41.4) 4LD 4L0 SLD 8LD 81.0 2LOW 4LU 4LU 4LU 3L 3L 3L 3L 3L 33, PM PM COUNT RATE 07/18/00 09/1WOO 06/29/00 08/29/00 05/01/01 08703/99 09/07/90 PM 04/13199 PM 04/13/99 PM AM PM PM PM PM AM PM PM PM AM AM AM AM AM AM AM PM PM PM PM 06/17/99 05/11/99 04/25/01 04/25/01 05/18/99 05118/99 06/29/99 07/015/00 07/06100 07/06/00 04/25/01 04125/01 04/25l01 04125/01 04/25/01 04/25/01 04/25/01 06/29/99 135/25/99 06/L9/99 06129/99 TABLE 21.010 DOWNTOWN MIAMI DM UPDATE YEAR 2009 PERSON TRIP CONOITION5 T2T.- —141 (1] YR 2009 YR 2009 FUTURE IPi EXISTING BK0 ]3] TOTAL PERSON € EKG PERSON PERSON COMMI- BKG TRIP PERSON TRIP TRIP TTED PERSON CAPACITY _ TRIP_ VOLUME VOLUME DEV. TRIP TOTAL VIC L08 1.596 2,833 2,172 3,107 2,207 2,473 2,391 2,641 3,204 1,662 2,770 1,774 2.949 2,189 3,066 1,825 3,140 1,646 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 1,221 836 1,045 827 1,045 1,051 1,962 1,359 1,284 1,141 1,053 1,44 / 1,460 2.205 2,351 1,794 3.054 1,361 2.881 1,272 1,932 1.683 2,984 2,288 3,273 2,325 2,605 2,519 2,762 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 1,679 3,261 €,565 3,990 1,426 3,050 1,354 2,896 1,206 881 1,101 871 1,101 1.107 2,055 1,423 1.345 1,195 1,103 1,509 1,529 2,336 2.491 1,901 3,236 1,442 3,053 1,348 2,047 119 163 138 195 325 256 519 410 682 529 773 596 620 484 045 646 1.099 834 1.313 990 842 1,263 1,138 861 1,220 920 965 734 547 429 179 636 529 647 537 524 447 493 398 438 461 474 347 713 065• 1,153- 486 643 181 225 174 215 1,802 3,147 2.426 3,468 2,650 2,861 3.038 3,192 4,038 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 4481 2,485 4,955 2,160 3,597 1,783 3,075 1,922 1,410 1.748 1,408 1,625 1,654 2.548 1,621 1,783 1,656 1,577 1,856 2,242 3.201, 3,644 2,387 3.879 4.623 3,278 1,522 2,262 3,950 3,950 3,950 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 6.804 9,036 6,804 9,036 9,964 6,604 7,732 9,964 10,924 10,678 11,764 7,258 9,176 6.944 7,104 3,111 3,111 3,064 3,405 3,064 3,901 6,709 6,709 7,917 7,328 6,832 9,560 12,666 5,457 3,034 3,034 0.456 0.797 0.614 0.870 0.671 0.724 0.683 0.478 0.928 0.345 0.852 0.376 0.702 0.370 0.828 0.360 0.650 0.309 0.694 0.453 0.343 0.564 0,573 0.255 0,410 0.233 0.421 0.298 0.392 0.257 0.433 0.618 0.453 0.570 0.414 0.530 0.398 0.380 0.271 0.225 0.226 0.231 0.194 0,177 0.494 0.554 0.418 0.582 0.297 0.601 0.502 0.746 C D C 0 0 0 0 C E 0 E D D 0 0 0 0 0 0 0 D 0 D C D C 0 0 0 C 0 0 0 D 0 0 0 0 0 0 D 0 D D 0 D (61 INC41 PRO.), PERSON TRIP 56 93 70 116 180 156 240 208 300 260 292 254 315 273 240 208 412 358 749 651 457 760 495 429 532 462 390 338 292 254 91 360 312 397 345 345 299 267 197 244 244 302 160 441 618 712 345 397 98 112 98 112 YR 2009 TOTAL PERSON TRIP VOLUME 1,858 3,240 2.496 3,584 2,830 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 2,947 6,345 2.498 3,689 2,037 3,166 2.282 1,722 2,145 1,753 1,970 1.853 2,815 2,016 2.027 1,900 1,879 2,036 2,683 3,819 4.356 2,732 4,276 1,721 3,390 1,620 2,374 (41 FUTURE PERSON TRIP CAPACITY TOTAL 3,950 3,950 3,950 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 8,804 9,036 6.804 9,036 9,964 6.804 7,732 9.964 10,924 10,676 11,764 7.258 9.176 6.944 7,104 3,111 3,111 3,064 3,405 3,064 3,901 6,709 6,709 7,917 7.328 6,832 9,560 12,066 6.474 6,578 5,705 6,665 5,457 5,457 3,034 3.034 (51 PROJ. A5 PROJ. I TOTAL A % OF TRIPS PERSON MAX GREATER' TRIP SERVICE THAN 5%1i OS WC ICVOLUME.._ YES/NO, 0.470 0.820 0.632 0.907 0.716 0.764 0.737 0.509 0.997 0.384 0.920 0.415 0.761 0.406 0.877 9.389 0.711 0.348 0.804 0.525 0.389 0.696 0.637 0.298 0.459 0.276 0.454 0.344 0,424 0,293 0,446 0.734 0.554 0.700 0.515 0.643 0.475 0,420 0.301 0.256 0.259 0,275 0,213 0.212 0.590 0.662 0,479 0.642 0.315 0.621 0.534 0.782 C D C D 0 0 D C E 0 E 0 0 O E 0 0 D 0 D 0 0 0 0 D C D D D D D 0 0 0 D 0 0 D D C C C C C 0 0 0 0 0 0 D 0 1.42% 2.35% 1.77% 2.94% 4.56% 3.95 5.40% 3,11% 6.90% 3.95% 6.71 % 3.86% 5.93% 3.62% 4.86% 2.907. 6.06 % 3.96% 11.01 % 7.20% 4.59% 1/.17% 6.40% 4.31 % 4.67% 4.33% 3.32 % 4.66% 3.18% 3.66% 1.28% NO NO NO NO NO NO YES NO YES NO YES NO 0' YES ?' NO NO NO YES NO YES YES NO YES YES NO NO NO NO NO NO NO NO NO 11.57% YES 10,03% YES 12.96% YES 10,13% 'YES 11.26% YE5 7.663 YES 3.98% NO 2.94 3.06 % 3,33% 4.42 % 1.88% 3.48% 9.55% 10.82% 6.05% 5,96 % 1.80% 2.05% 3.23% 3.69% NO NO N0 NO NO NO YES YE YES YES NO NO NO NO N;ITRANPLANIPROJECTSI20011167161TABL SS/ 11 MATRIX. WK4 t' • Page 2 of 7 20-Nw-2001 TABLE 21.010 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO DIR MIAMI ADOP- TED LOS FACILITY TYPE EXISTING LANES AM/ PM COUNT DATE (1) EXISTING PERSON TRIP VOLUME 12( YR 2009 BKG PERSON TRIP VOLUME - -- (3( COMMI- TIED DEV, - YR 2009 TOTAL BKG PERSON TRIP ._141— ...-.__-- FUTURE PERSON TRIP CAPACITY TOTAL -- (51 BKG PERSON TRIP .' Y2CI LTs (6( YR 2009 INC'I E TOTAL PRO./. E PERSON PERSON TRIP TRIP i VOLUME FUTURE PERSON TRIP CAPACITY [5( TOTAL PERSON TRIP V1C EOS AROJ, AS j PRO.€_ A % I TRIPS I MAX GREATER'. SERVICE ;GREATER. 5%i VOLUME i YESINO NE /7STREET NE 14 STREET EB 21U N/A N/A N/A 7772 ...1�._._. W_..892 892 _TOTAL_ _ 1,760 0 YES NNB E NNIA IA N/A 758 1,760 0.431 0 1,760 0,4907 6.82%..l-... S NE 14 STREET 1.395 NB E+20 3L PM 04/25/01 2,112 2,212 874 3,086 6,841 0.451 0 247 3.333 6,841 0.487 D 3.61 % NO ! I-395 NE 6 STREET NB E+20 3L PM 05/01/01 1,320 1,383 1,057 2,440 6,841 0.357 0 420 2.860 6,641 0.418 D 6.14 % YES f NE S STREET FLAGLER STREET N8 E+20 3L PM 05101/01 1,508 1,579 925 2,504 8,669 0.209 C 337 2,841 8.669 0.328 0 3.89% N0 FLAGLER STREET SE 1 STREET NB £+20 3L PM 05401101 1.318 1,380 935 2,315 8,669 0,267 C 225 2,540 8,669 0.293 0 2.608'. NO i 11 SE 1 STREET SE 2 STREET NB E+20 3L PM 05/01/01 1,013 1,061 1,006 2,067 7,336 0.282 C 270 2,337 7,336 0.319 Cr 3,68% NO 1 N. MIAMI AVENUEIS. MIAMI AVENUE NE 20 STREET NE 17 STREET SB E+20 34 AM 04125/01 553 579 371 950 5,044 0.188 C 166 1,118 5,044 0.222 C 3.33% NO NE 17 STREET NE 14 STREET S8 E+20 3L AM 04/25/01 553 579 339 918 5.044 0,182 C 157 1,075 5,044 0.213 C 3,11 % NO NE 14 STREET NE 6 STREET SB E+20 3L AM 04/25/01 809 847 332 1,179 - 6,507 0.181 C 191 1,370 6,507 0.211 C 2.94 % ! NO NE 6 STREET NE 4 STREET SB E+20 31 AM 04/25/01 882 924 413 1,337 6,879 0.194 C 215 1,552 6,879 0.226 C 3.13 % NO NE 4 STREET FLAGLER STREET SB E+20 21 AM 04125101 883 925 421 1,346 5.231 0.257 C 249 1,595 5,231 0.305 0 4.76 % N0 'i FLAGLER STREET SE 6 STREET 58 E+20 31 PM 04/25/01 1,708 1,789 650 2.439 5,416 6.450 D 559 2,998 5,416 ' 0.554 0 10.32 % YES I. SE 6 STREET SE 8 STREET NO E+20 2L PM 04/25101 2,252 2,359 449 2,808 7,653 0.367 D 345 3.153 7.653 0.412 D 4.51% NO SE 8 STREET 5W 12 STREET NB 6+20 2L PM 04/25/01 ! 2,434 2,549 360 2,909 9,381 0.310 0 267 3.176 9,381 0.339 0 2.85% NO SW 12 STREET SW 13 STREET N8 E+20 2L PM 64/25/01 2,434 2,549 255 2,804 9,381 0.299 0 163 2,967 i 9,381j 0.316 D 1.74 % NO .� SW 13 STREET SE 15 ROAD NB E 2LU AM 04/17/01 513 537 216 753 2,240 0.336 0 99 852 2,240 0.380 D 4.42% NO SB E 177 185 134 319 2,240 0.142 C 59 378 2.240 0,169 C 2.63% NO NW 1 AVENUE NE 8 STREET NE 7 STREET N8 E ALO AM 64125/01 1,512 1,584 60 1,644 5,645 0.291 0 31 1,675 5,645 0.297 0 0.55 % NO SB E 1,142 1,196 86 1,262 5.645 0.227 C 52 1.334 5,645 0.236 C 0.92% NO NE 7 STREET NE 1 STREET NO E 4L0 AM 04125/01 1,504 1,575 70 1,645 5,645 0.291 0 45 1,690 5,645 0.299 0 0.60 % NO SE E 1,142 1,196 102 1,298 5,645 0,230 C 75 1,373 5,645 0,243 C 1.33% NO I. NE I STREET FLAGLER STREET NB E 11 AM 04/25/01 1,504 1,575 79 1,654 4,205 0.393 0 35 1,689 4,205 0,402 0 9.83% i NO I' FLAGLER STREET SE 2 STREET SB NB E E 2L 4LU AM 04125/01 1,142 246 1,196 258 118 94 1,314 352 5,645 2,584 0.233 0.136 C C 58 38 1,372 390 5,645 2,584 0,243 0.151 C 1.03% NO I' C 1.47 % I NO SB E 629 659 142 801 2.584 0.310 D 64 865 2.564 0.335 D i 2.48% NO SW 1 AVENUE N. MIAMI AVENUE SW 7 STREET SB E+20 3L PM 0425/01 1,650 1.726 164 1,892 5,416 0,349 0 143 2,035 5,416 0.376 0 2.64 % NO SW 7 STREET SW 8STREET 50 E+20 2L PM 04/25101 3,305 3,462 179 3.641 6.693 0,544 0 176 3,817 6,693 0.570 D 2.63% NO SW 8 STREET SW 13 STREET SB E+20 21 PM 04/25/01 2,781 2.913 305 3,218 6,189 0.520 D 254 3.472 6,189 0.561 0 4.10 % NO 0 SOURCE: KEITH AND SCHNARS, P.A. N;ITRANPLAN/PROJECTS120011167161TABLESl11 MATRIX, WK4 4,1 Page 5 at 7 TABLE 21.010 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO _...__..___ DI R MIAMI AOOP- TED LOS �_..-.. FACILITY TYPE EXISTING LANES AM/ PM COUNT DATE III EXISTING PERSON TRIP VOLUME YR 2009 BKG PERSON TRIP VOLUME 13T COMM. TTEO DEV. YR 2009 TOTAL BKG PERSON TRIP FUTURE PERSON TRIP CAPACITY TOTAL 151 BKG PERSON TR P LOS 15/ INC4I PROJ. PERSON TRIP YR 2009 TOTAL PERSON TRIP VOLUME FUTURE PERSON TRIP CAPACITY TOTAL 151 TOTAL PERSON TRIP L65 PR A I SE RETSTRILi _WC __WC_ _.. _ _VG BISCAYNE BLVD NE 2 AVENUE EB E 2L0 PM 04/25/01 178 186 67 253 1,592 0.159 C 52 305 1,592 0,192 C 3. WB E 972 1,018 92 1,110 1,344 0825 O 60 1,170 1,344 0.871 0 4. NE 2 AVENUE N. MIAMI AVENUE EB E 2LD PM 04/25/01 126 132 67 199 1,344 0.148 C 59 258 1,344 0.192 C 4. WB E 972 1,018 92 1,110 1,344 0.826 D 67 1,177 1,344 0.876 0 4. N. MIAMI AVENUE NW 3 AVENUE EB E 2L0 PM 04/25101 126 132 69 221 1.344 0.164 C 111 332 1.344 0.247 0 6. WB E 972 1,018 122 1,140 1,344 0.848 D 127 1.267 1,344 0.943 E 9. NE 1 STREET BISCAYNE BLVD NE 2 AVENUE WB E+20 2L AM 04/25/01 516 540 138 678 4,104 0.165 C 35 713 4,104 0.174 C O. NE2AVENUE NW2AVENUE WAB E+20 2L AM 04125/01 704 737 42 779 4,693 0.166 C 106 887 4,693 0.189 C 2. NW2AVENUE 1-95 WB E+20 2L PM 04/26/01 1,766 1,850 62 1,912 4,352 0.439 0 97 2,009 4,352 0462 0 2, FLAGLER STREET BISCAYNE BLVD NE 2 AVENUE. WB E420 2L PM 05/18/99 1,368 1,471 551 2,022 9,658 0.209 C 90 2,112 9.658 0,219 C 0. NE 2 AVENUE NE 1 AVENUE WB E+20 2L PM 05/38199 1,244 1,318 306 1,624 9,658 0.168 C 97 1,721 9,658 0.178 C 1, NE 1 AVENUE NW 1 AVENUE WB E+20 2L PM 05/18/99 1,518 1,608 245 1,853 13,498 0.137 C 112 1,965 13,498 0.146 C 0. NW 1 AVENUE NW 2AVENUE WB E+20 2L PM 05118199 2,311 2,449 153 2,602 8,100 0.321 D 90 2,652 8.100 0.332 0 1. NW 2 AVENUE 1.95 EB E 2L PM 05/02/01 358 375 158 533 3,264 0,163 C 98 631 3,264 0.193 C 3.1 SE 1 STREET SISCAYNE BLVD SE 1 AVENUE E8 E+20 3L AM 05/18/99 1,977 2,095 425 2,520 11,652 0.216 C 284 2,804 11,652 0.241 C 2.. SE 1 AVENUE SW 1 AVENUE EB E+20 3L AM 05/18/99 2,498 2,647 234 2,881 15,153 0.190 C 133 3,014 15,153 0.199 C 0.1 SW 1 AVENUE SW 2 AVENUE ES E+20 3L AM 05/18/99 2,187 2,317 161 2,478 11,332 0.219 C 110 2,588 11,332 0.226 C 0.1 SW 2 AVENUE I-95 E8 E+20 4L AM 04/19/99 1,550 1,642 145 1,787 5,748 0.265 C 99 1,686 6.748 0.279 C 1. SE 2 STREETFSR5(US-1 BiSCAYNE BLVD. SE 3 AVENUE WB E+20 5L PM 06/29/99 3,510 3,719 265 3,984 9.938 4.401 0 120 4,104 9,938 0.413 SE 3 AVENUE NE 2 AVENUE WB E+20 4L PM 06/29/99 3,643 3,860 591 4,451 10,434 0.427 0 247 4.698 10,434 0.450 0 2.: SE 4 STREET/SRS/US-1 BISCAYNE BLVD. SE 2 AVENUE EB E+20 3L AM 06/29/99 2,727 2,889 426 3,315 7,394 0.448 0 255 3,570 7,394 0.483 0 3., SE 7 STREET BRICKELL AVENUE SW 1 AVENUE WB E+20 3L PM 05/18/99 1,459 1,546 403 1,949 5,160 0.378 0 300 2.249 ! 5,160 ' 0.436 0 5.1 SW 1 AVENUE 1-95 WB E+20 3L PM 04/17/01 2,268 2,375 495 2,870 5,284 0.543 0 262 3,132 5,284 0.593 D 4.1 SOURCE: KEIT14 AND SCHNARS, P.A. J. AS PROJ. I' %OF TRIPS k �1AX GREATER' RVICE THAN 5% LUME YESINO 27% NO 46% NO 39% NO 99% NO • 2614 YES 45% YES 85% NO 0% NO 3% i NO 3% NO NO 3% NO 1% % % •10 7% 7% NO N0 NO NO NO NO 1°k NO 7% NO 5% NO 1% YES NO Mir RANPLAMpROJ ECTS520015167161TABL E5111 MATRIX. WK4 Page 6 of 7 TABLE 21.010 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS j� _,..... .. . ROADWAY FROM TO DIR MIAMI ATOP_ TED LOS FACILITY TYPE EXISTING LANES AM/ PM COUNT DATE [1[ EXISTING PERSON TRIP VOLUME YR 2009 BKG PERSON TRIP VOLUME [3] COMMI. TTEO DEV, YR 2009 TOTAL BKG PERSON TRIP FUTURE PERSON TRIP CAPACITY TOTAL [5) BKG PERSON TR P LOS IS1 INC41 PROJ. PERSON TRIP YR 2009 TOTAL PERSON TRIP VOLUME FUTURE PERSON TRIP CAPACITY TOTAL [5T TOTAL PERSON TR P 3 LOS PROJ. AS A % OF MAX SERVICE VOLUME PROJ. ,; TRIPS GREATER THAN 5%I YES/NO I VIC ; V/C BR/CKELL AVENUE S. MIAMI AVENUE EB £+20 34 AM 08103/99 2,089 2.213 394 2,607 5,160 0.505 D 261 2.868 5,160 0.556 0 5.06% YES S. MIAMI AVENUE SW 1 AVENUE EB E+20 34 AM 04/25/01 3.370 3,530 490 4,020 5,664 0.710 0 331 4,351 [[[ . 5.664 0.768 D 5.84 % YES SW 1 AVENUE 1.95 EB E+20 4L AM 04/17/01 3,474 3,639 625 4,264 6,636 0.652 0 400 4.664 6,536 0.714 0 6.12% YES SW 13 STREET BRICKELL AVENUE S. MIAMI AVENUE EB E 44U AM 05/16/99 1,264 1,339 88 1.427 2,832 0.504 0 46 1,473 2,832 0.520 D 1.62% NO WB E 860 911 53 964 3,576 0.270 C 28 992 3,576 0.277 C 0.78±6 NO S. MIAMI AVENUE SW 1 AVENUE EB E 4LU AM 05/18/99 1,264 1339 167 1,506 2,832 0.532 D 128 1,634 2,832 0.577 O 4.52% f NO WB E 673 713 101 814 2,832 0.287 D 77 891 2.832 0.315 0 2.72% NO SW 1 AVENUE SW 15 ROAD EB E 4LU PM 05/18199 624 661 305 966 2,584 0.374 D 254 1,220 2.584 0,472 0 9.83% YES WB E 1,820 1,928 418 2,346 2,832 0.828 D 292 2,638 2,832 0.931 E 10.31% YES SR 836/4-3951MACARTHUR CSWY PALM ISLAND ENTR BAYSHORE DRIVE ES £ 6L0 PM 08110/99 3,833 4.167 279 4,446 10.956 0.406 B 142 4,588 10,956 0.419 B 1.30% NO W13 E 4,019 4.370 224 4,594 10,956 0.419 B 124 4,718 10.956 0,431 B 1.13% I NO BAYSHORE DRIVE N. MIAMI AVENUE EB E 640 PM 08/17/99 3,709 4.033 1,446 5,479 9,584 0.572 C 468 5,947 9.584 0.621 C 4.88 % NO WB E 6,068 6,597 1,812 8,409 9,564 0.877 E 540 8,949 9,564 0.934 E 5.63% YES N. MIAMI AVENUE 1.95 EB E 64.0 PM 08117/99 3,709 4,033 1,447 5,480 9,584 0.572 C 872 6,352 9,564 0.663 D 9.10% YES WB E 6.066 6,597 1.811 8.408 9,584 0.877 E 1.004 9,412 9,684 0.982 E 10.48% ' YES 1.95 NW 12 AVENUE EB 0 84D AM 06/15/99 8,120 8,828 1,182 10,010 13,072 0.766 D 754 10,764 13,072 0.823 0 5.77% YES WB E 6,822 7,417 779 8,196 13,816 0.593 C 453 8,649 13,816 0,626 C 3.2814 NO NW 12AVENUE NW 17AVENUE EB E 640 PM 06/15/99 5,891 6,405 1,134 7,539 9,584 0.787 D 768 8,307 9,584 0.667 E 8,01% YES • WB E 6,714 7,300 1,469 8,769 9,584 0.915 E 884 9,653 9,584 1.007 F 9.22% 7E5 + F NW 17AVENUE NW 27AVENUE EB E 840 AM 09/05100 5,687 6,132 1,158 7,290 13,072 0.558 C 772 6.062 13,072 0.617 C 5.91% YES • WO E 6,647 7,167 764 7,931 13,072 0.607 C 464 8,395 13.072 0,642 C 3.55% NO NW27AVENUE NW37AVENUE EB E 840 AM 06/29/00 7,329 7,902 1,228 9,130 13,072 0.698 D 630 9.960 13,072 0.762 0 6.35% YES 9/8 E 5,395 6.895 795 7,690 13,072 0.588 C 499 8.189 13,072 0.626 C 3.82 % NO NW 37 AVENUE NW 42 AVENUE EB E 6LD AM 09/05/00 4,434 4,781 1,173 5.954 9.584 0,621 C 795 6,749 9.584 0,704 0 8.30% YES WB E 6,751 7.279 762 8.041 9.584 0.839 0 478 8,519 9,584 0.889 E 4.99% NO NW 42 AVENUE NW 57 AVENUE ES E $40 AM 09/12/00 8,674 9,352 1,147 10.499 9,584 1.095 F 772 11,271 9.584 1.176 F 8,08% YES + F WB E 7,640 8,237 738 8,975 9,584 0,936 6 464 9,439 9.584 0,985 E 4.84% NO NW 57 AVENUE NW 72 AVENUE EB E 61.0 AM 09/05/00 4,416 4,761 1,104 5,865 9,584 0.612 C 748 6,613 9,584 0,690 D 7.80% YES WB E 7,532 8,121 705 6,826 9,584 0.921 E 450 5.276 9,584 0.968 E 4.70% i NO NW 72 AVENUE SR826 EB E 6LD PM 06/08/99 8.105 8,812 1,044 9,656 9,584 1.028 F 800 10,656 9,584 1.112 F 8.35% 3 YES + F WB E 8,271 8,993 1,390 10,383 9,584 1.083 F 922 11,305 9,564 1.160 F 9.62% YES + F SR826 NW 87 AVENUE EB E 840 PM 08/17/99 5,760 6,263 378 6.641 13,072 0.508 C 25.4 6,895 13,072 0.527 C 1.94 % NO WB E 6,604 7,398 468 7,866 13,072 0.603 C 292 8.178 13.072 0.626 C 2.23% NO NW87AVENUE NW 107AVENUE EB E 64D PM 06/06/99 4,615 4,909 307 5,216 9,584 0,544 C 215 5,431 9,584 0,567 C 2.24% NO WB E 7,4€9 8,066 400 8,468 9,584 0.883 E 247 8,713 9,564 0.909 E 2,58% NO SR978/DOWNTOWN DISTRIBUTOR 1-95 BRICKELLAVENUE EB E 41.0 PM 05118/99 1,721 1,858 290 2,148 6,240 0.344 B 462 2.610 6,240 0.418 B 7,40% YES WB E 1,942 2,097 397 2,494 6,240 0.400 8 532 3,026 6.240 0,485 C 8,53% YES SOURCE: KEITH AND SCHNAPS, P.A, N)TRANPLAMPROJECTS120014167161TABLES/! 1 MATRI X. WK4 • Appendix D Intersection Capacity Analysis Worksheets 0 • • Existing Conditions 0 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 2/5/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: BRICKELL AVE / SE 6 ST Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 500 BRICKELL MUSP - #04104 East/West Street: SE 6 STREET North/South Street: BRICKELL AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 58 1246 1313 13 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 63 1354 1427 14 Percent. Heavy Vehicles 2 --- -- -- Median Type/Storage Raised curb / 1 RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 15 45 0.92 0.92 16 48 2 2 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config L I I LR v (vph) 63 64 C(m) (vph) 467 246 v/c 0.13 0.26 95% queue length 0.46 1.01 Control Delay 13.9 24.7 LOS B C Approach Delay 24.7 Approach LOS C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 2/5/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: SOUTH MIAMI AVE / SE 6 ST Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 500 BRICKELL MUSP - #04104 East/West Street: SE 6 STREET North/South Street: SOUTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 ; 4 5 6 L T R ; L T R Volume 1 408 42 Peak -Hour Factor, PHF 0.83 0.83 0.83 Hourly Flow Rate, HFR 1 491 50 Percent Heavy Vehicles 0 -- Median Type/Storage Raised curb / 1 RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 1 82 0.83 98 0 / 0 / Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LT ! R 1 v (vph) 1 98 C(m) (vph) 1636 774 v/c 0.00 0.13 95% queue length 0.00 0.43 Control Delay 7.2 10.3 LOS A 5 4111Approach Delay 10.3 Approach LOS B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BRICKELL AVE / SE 5 ST Agency: Area Type: CBD or Similar Date: 2/5/04 2urisd: .Period: EXISTING PM PEAK PERIOD Year : 2004 Project ID: 500 BRICKELL MUSP - #04104 E/W St: SE 5 STREET N/S St: BRICKELL AVENUE No. Lanes LGConf ig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 1 1 0 L TR 50 2 66 12.0 12.0 0 Southbound L T R 0 1 0 LTR 29 9 40 12.0 0 1 2 1 L T R 42 1195 20 12.0 12.0 12.0 2 1 3 0 L TR 32 1208 38 12.0 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A A Thru A Thru A Right A Right A Peds Peds WB Left A SB Left A A Thru A Thru A Right A Right A Peds Peds NB Right EB Right 411188 Right WB Right Green 20.0 9.0 73.0 Yellow 4.0 3.0 4.0 All Red 1.0 0.0 1.0 Cycle Length: 115.0 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. L 203 1165 0.27 0.17 41.8 D TR 249 1432 0.29 0.17 42.0 D 41.9 Westbound LTR 237 1363 0.35 0.17 42.7 D 42.7 D Northbound L 294 1593 0.15 0.74 5.5 A T 2022 3185 0.64 0.63 13.5 B 13.2 8 R 905 1425 0.02 0.63 7.8 A Southbound L 284 1593 0.12 0.74 7.3 A TR 2892 4556 0.46 0.63 11.0 B 10.9 B Intersection Delay = 14.2 (sec/veh) Intersection LOS = B • Future without Project • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA 4111Agency/Co.: Date Performed: 2/5/04 Analysis Time Period: FUT W/O PROJ PM PEAK PERIOD Intersection: BRICKELL AVE / SE 6 ST Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 500 BRICKELL MUSP - #04104 East/West Street: SE 6 STREET North/South Street: BRICKELL AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 59 1468 1574 14 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 64 1595 1710 15 Percent Heavy Vehicles 2 --- - --- -- Median Type/Storage Raised curb / 1 RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No 41I1 Minor Street: Approach Westbound Eastbound Movement 7 8 9 ( 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 16 46 0.92 0.92 17 49 2 2 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L I I LR v (vph) 64 66 C(m) (vph) 362 185 v/c 0.18 0.36 95% queue length 0.63 1.51 Control Delay 17.1 34.9 LOS C D "'Approach Delay 34.9 Approach LOS D HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 2/5/04 Analysis Time Period: FUT W/O PROD PM PEAK PERIOD Intersection: SOUTH MIAMI AVE / SE 6 ST Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 500 BRICKELL MUSP #04104 East/West Street: SE 6 STREET North/South Street: SOUTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 1 500 64 Peak -Hour Factor, PHF 0.83 0.83 0.83 Hourly Flow Rate, HFR 1 602 77 Percent Heavy Vehicles 0 Median Type/Storage Raised curb / 1 RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 I, T R I L T R Volume 83 Peak Hour Factor, PHF 0.83 Hourly Flow Rate, HFR 100 Percent Heavy Vehicles 0 Percent Grade {a) 0 0 Flared Approach: Exists?/Storage / f Lanes 1 Configuration R Delay, Queue Length, and Level. of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I R I v (vph) 1 100 C(m) (vph) 1636 707 v/c 0.00 0.14 95a queue length 0.00 0.49 Control Delay 7.2 10.9 LOS A B •Approach Delay 10.9 Approach LOS B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BRICKELL AVE / SE 5 ST Agency: Area Type: CBD or Similar 4111 Date: 2/5/04 Jurisd: Period: FUT W/O PROJ PM PEAK PERIOD Year : 2004 Project ID: 500 BRICKELL MUSP - #04104 E/W St: SE 5 STREET N/S St: BRICKELL AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R 1 1 0 L TR 72 2 92 12.0 12.0 0 0 1 0 LTR 29 9 41 12.0 0 1 2 1 L T R 77 1382 21 12.0 12.0 12.0 2 1 3 0 L TR 32 1443 72 12.0 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A A Thru A Thru A Right A Right A Peds Peds WB Left A SB Left A A Thru A Thru A Right A Right A Peds Peds NB Right EB Right .SB Right WB Right Green 20.0 9.0 73.0 Yellow 4.0 3.0 4.0 All Red 1.0 0.0 1.0 Cycle Length: 115.0 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 L 202 1160 0.38 0.17 43.2 D TR 249 1430 0.41 0.17 43.3 D 43.3 D Westbound LTR 217 1249 0.39 0.17 43.3 D 43.3 D Northbound L 239 1593 0.35 0.74 7.9 A T 2022 3185 0.73 0.63 15.8 B 15.3 B R 905 1425 0.02 0.63 7.8 A Southbound L 237 1593 0.14 0.74 9.4 A TR 2884 4544 0.56 0.63 12.2 B 12.2 B • Intersection Delay = 15.9 (sec/veh) Intersection LOS = B • Future with Project • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • 4111 Minor Street: Approach Westbound Eastbound Movement 7 8 9 ( 10 11 12 L T R j L T R Analyst: Agency/Co.: Date Performed: DPA 2/5/04 Analysis Time Period: FUT W/ PROJ PM PEAK PERIOD Intersection: BRICKELL AVE / SE 6 ST Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 500 BRICKELL MUSP - #04104 East/West Street: 5E 6 STREET North/South Street: BRICKELL AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 62 1501 1594 14 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 67 1631 1732 15 Percent Heavy Vehicles 2 -- -- -- Median Type/Storage Raised curb / 1 RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? No No Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 16 46 0.92 0.92 17 49 2 2 0 / No / 0 0 LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 j 7 8 9 1 10 11 12 Lane Config L I j LR v (vph) 67 66 C(m) {vph} 355 180 v/c 0.19 0.37 95% queue length 0.68 1.56 Control Delay 17.5 36.1 LOS C E .Approach Delay 36.1 Approach LOS E HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 2/5/04 Analysis Time Period: FUT W/ PROJ PM PEAK PERIOD Intersection: SOUTH MIAMI AVE / SE 6 ST Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 500 BRICKELL MUSP ##04104 East/West Street: SE 6 STREET North/South Street: SOUTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T 1t Volume 1 500 85 Peak --Hour Factor, PHF 0.83 0.83 0.83 Hourly Flow Rate, HFR 1 602 102 Percent Heavy Vehicles 0 -- Median Type/Storage Raised curb RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 83 Peak Hour Factor, PHF 0.83 Hourly Flow Rate, HFR 100 Percent Heavy Vehicles 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 j 7 8 9 I 10 11 12 Lane Config LT I R v (vph) 1 100 C(m) (vph) 1636 696 v/c 0.00 0.14 95% queue length 0.00 0.50 Control Delay 7.2 11.0 LOS A B Approach Delay 11.0 Approach LOS B HCS2000: Signalized Intersections Release 4.1d • • Analyst: DPA Inter.: BRICKELL AVE / SE 5 ST Agency: Area Type: CBD or Similar Date: 2/5/04 Jurisd: Period: FUT W/ PROJ PM PEAK PERIOD Year : 2004 Project ID: 500 BRICKELL MUSP - #04104 E/W St: SE 5 STREET N/S St: BRICKELL AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R Southbound L T R 1 1 0 L TR 91 2 112 12.0 12.0 0 0 1 0 1 2 1 1 3 0 LTR L T R L TR 29 9 41 110 1382 21 32 1443 106 12.0 12.0 12.0 12.0 12.0 12.0 0 2 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A A Thru A Thru A Right A Right A Peds Peds WB Lett A SB Left A A Thru A Thru A Right A Right A Peds Peds NB Right EB Right SB Right WB Right Green 20.0 9.0 73.0 Yellow 4.0 3.0 4.0 All Red 1.0 0.0 1.0 Cycle Length: 115.0 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 L 202 1160 0.49 0.17 44.7 D TR 249 1429 0.49 0.17 44.4 D 44.5 D Westbound LTR 198 1140 0.43 0.17 43.9 D 43.9 D Northbound L 233 1593 0.51 0.74 10.2 B T 2022 3185 0.73 0.63 15.8 B 15.3 B R 905 1425 0.02 0.63 7.8 A Southbound L 237 1593 0.14 0.74 9.4 A TR 2876 4530 0.58 0.63 12.4 B 12.4 B Intersection Delay = 16.4 (sec/veh) Intersection LOS = B • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • . Minor Street: Approach Northbound Movement ? 8 9 L T R Analyst: DPA Agency/Co.: Date Performed: 2/5/04 Analysis Time Period: FUT W/ PROJ PM PEAK PERIOD Intersection: PROJECT DRIVEWAY / SE 5 ST Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 500 BRICKELL MUSP - #04104 East/West Street: SE 5 STREET North/South Street: PROJECT DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 L T R Westbound 4 5 6 L T R Volume 166 24 77 158 Peak -Hour Factor, PHF 0.95 0.95 ,,0.95 0.95 Hourly Flow Rate, HFR 174 25 81 166 Percent Heavy Vehicles --- 0 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Southbound 10 11 12 L T R Volume 10 39 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 10 41 Percent Heavy Vehicles 0 2 Percent Grade (a) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Movement 1 4 17 8 9 Lane Config LT I LR Southbound 10 11 12 v (vph) 81 51 C(m) (vph) 1385 748 v/c 0.06 0.07 95. queue length 0.19 0.22 Control Delay 7.8 10.2 LOS A B pproach Delay 10.2 � Approach LOS B • Appendix E Committed Development Information • • • • • Station Number Location 1998 Volume 1999 Volume 100 EB SE 1 Street 200' West of Biscayne Blvd 11,000 10,000 101 W8 Flagler Street 200' West of Biscayne Blvd 6,100 4,800 550 US-1 200' South of Miami River Bridge 39,000 32,500 5045 NB US-1 200' East of SE 2 Avenue on SE 4 Street 21,500 22,500 5046 SB US-1 200' East of SE 2 Avenue on SE 2 Street 23.500 25,000 5047 US-1 100' South of Flagler Street 34,500 36,000 5090 EB SW 8 Street 200' West of U5-1 13,000 13,500 5091 WO SW 7 Street 200' West of US-1 8,900 9,900 Total 157,500 154,200 Growth Rate -2.1% per year Average = #04t04 -0.6% 500 Brickell Growth Rates 1999 Volume 2000 Volume 10,000 13,000 4,800 4,500 32,500 39,000 22,500 21,000 25,000 24,500 36,000 42,000 13,500 14,500 9,900 10,000 154,200 168,500 9.3% per year 2060 Volume 2001 Volume 13,000 11,000 4,500 4,700 39,000 36,000 21,000 22,500 24,500 26,000 42,000 35,500 14,500 1 3,5 00 10,000 10,500 168,500 159,700 -5.2% per year 2001 Volume 2002 Volume 11,000 10,500 4,700 4,300 36,000 35.000 22,500 22,500 26,000 23,500 35,500 34,000 13,500 13,000 10,500 9,900 159,700 152,700 -4.4% per year 1998 Volume 2002 Volume 11,000 10,500 6,100 4,300 39,000 35,000 21,500 22,500 23,500 23,500 34,500 34,000 13,000 13,000 8,900 9,900 157,500 152,700 •0.8% per year Growth Rate.xls • o • 500 Brickell Committed Develoment Trip Assignment Segment Direction Pro'ect Total From To Brickell Commons Brickell on the River Neo II TAZ 558 TAZ 573 TAZ 572 Brickell Ave, SE 4 St. SE 8 St. NB 130 102 15 19 115 69 450 SB 92 97 26 26 119 75 435 SE 8 St. SW 13 Rd, NB 49 13 10 19 156 332 579 SB 42 7 10 26 159 374 618 Miami Avenue Flagler St SE 6 St. SB 14 0 8 96 51 0 169 SE 6 St. SE 8 St. NB 30 37 6 76 630 17 796 SE 8 St. SW 12 St. NB 35 6 0 19 74 17 151 SW 12 St. SW 13 St. NB 35 6 0 19 74 17 151 SE 7 Street rickell Ave. SW 1 Ave. WB 162 35 43 77 589 233 1139 SE 8 Street rickell Ave. Miami Ave. EB 120 52 26 0 0 271 469 Miami Ave. SW 1 Ave. EB 658 83 32 38 785 271 1867 TAZ 558 includes: Miami River Village and One Riverview Square TAZ 573 includes: Brickell Grand, Brickell View, Brickell Station Tower and Mary Brickell Village TAZ 572 includes: The Beacon Brickell Village, The Club at Brickell Bay and 1060 Brickell • • 500 Brickell 2005 Cardinal Distribution Direction TAZ 568 NNE 15.14% ENE 6.64% ESE 2.17% SSE 4.68% SSW 5.64% WSW 23.74% WNW 17.93% NNW 24.06% TOTAL 100.00% 41.99°/© 21.78% 29.38% 6.85% #04104 - TAZ 568 TAZ.xls • Brickell Commons TAZ 568 PM Peak Hour Trip Generation Analysis USES UNITS ETE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips Movie Theatre Retail / Service 5000 seats 138,800 SF 443 820 71 % 48% 250 480 29% 52% 100 520 350 1000 GROSS VEHICLE TRIPS 1 54% 730 ' 46% 620 l 1350 Vehicle Occupancy Adjustment @ Transit Trip Reduction © Pedestrian / Bicycle Trip Reduction @ 16% of Gross External Trips 14.10% of Gross External Trips 15.00°/0 of Gross External Trips (1,4 (2 (3 ,.,. r NET EXTERNAL VEHICLE TRIPS Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle q � � 8 1 1; r s Net External Person Trips (vehicles and transit modes) J 0 t °a 4 a Net External Person trips walking / using bicycle 1.40 Persons! Vehicle ,� b,.a�- Notes .(1) A 16%° reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. 1TE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DM Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II • • Brickell on the River TAZ 568 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips Residential Retail / Service 712 DU 2,600 SF 232 814 62% 43% 160 3 38% 57% 98 4 258 7 GROSS VEHICLE TRIPS 62% 163 ' 38% 102 265 Vehicle Occupancy Adjustment @ 16% 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 - % - 42 Zr NET EXTERNAL VEHICLE TRIPS W �.... _ Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle a 2 4 Net External Person Trips (vehicles and transit modes) ,`4. Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle r Vt" �a w'diry 4� 1 � 38% Noteg 41111 (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 • Neo 11 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 Apt 1 Condo Specialty Retail Quality Restaurant 327 DU 12,935 SF 6,512 SF 232 814 931 62% 79 43% 15 67% 33 38% 57% 33% 48 20 16 127 35 49 GROSS VEHICLE TRIPS 1 60% 127 T 40%© 84 211 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (1, Transit Trip Reduction r©D 14.10% of Gross External Trips (2 Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3 e $ ® _ r ! ,. .. NET EXTERNAL VEHICLE TRIPS Net External Person Trips in Vehicles @ 1.40 Persons! Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle •f r , 2 r� %` e u :. Net External Person Trips (vehicles and transit modes)�- ` r Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle .,. .. a. 0 (11) Al 6% 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 an projected modal splits used in the Downtown Miami IDRI Increment 11 (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 • o • 500 Brickell 2005 Cardinal Distribution Direction TAZ 558 NNE 14.66% ENE 8.83% ESE 5.34% SSE 7.52% SSW 7.14% WSW 17.00% WNW 18.47% NNW 21.04% TOTAL 100.00% 39.51 % 23.49% 24.14% 12.86% #04104 - TAZ 558 TAZ. xis • TAZ 558 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt / Condo Office Retail / Service 1304 DU 249,521 SF 41,281 SF 232 710 814 62% 17% 44% 284 62 49 38% 83% 56% 174 309 63 458 371 112 GROSS VEHICLE TRIPS 42% 395 J 58% 546 1 941 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 22.60% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (1' (2 (3, - 6 0 c _� W NET EXTERNAL VEHICLE TRIPS � e . a Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle ` � 25 _ `1K1 r298 Net External Person Trips (vehicles and transit modes) �r�� Net External Person trips walking/ usingbicycle 1.40 Persons! Vehicle . Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and total 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 (4) TAZ 556 includes Miami River Village and One Riverview Square • • • 500 Brickell 2005 Cardinal Distribution Direction TAZ 573 NNE 18.58% ENE 5.63% ESE 4.43% SSE 1.54% SSW 4.86% WSW 25.49% WNW 17.48% NNW 21.99% TOTAL 100.00% 39.47% 24.21% 30.35% 5.97% #04104 - TAZ 573 TAZ.xIs • • TAZ 573 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips V Trips Trips High Rise Apt i Condo Office Retail Service Retail 1 Service Quality Restaurant 2095 DU 34,307 SF 166,200 SF 61,890 SF 44,300 SF 232 710 820 814 931 62% 17% 48% 44% 67% 451 9 299 74 222 38% 83% 52% 56% 33% 277 43 324 94 109 � 728 52 623 168 331 I GROSS VEHICLE TRIPS 55% 1055 45% 847 1902 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 14.10% of Gross External Trips Pedestrian 1 Bicycle Trip Reduction @ 15,00% of Gross External Trips (1 (2� (3"t - 158 45 , NET EXTERNAL VEHICLE TRIPS?. k a 1 1 , , Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 3 Net External Person Trips (vehicles and transit modes) ram. ,.. c51 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle5� ; ; : 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 (4) TAZ 573 includes Brickell Grand, Brickell View, Brickell Station Tower and Mary Brickell Village • • • 500 Brickell 2005 Cardinal Distribution Direction TAZ 572 NNE 1726% ENE 4.65% ESE 2.77% SSE 2.44% SSW 4.09% WSW 27.71% WNW 17.29% NNW 23.79% TOTAL 100.00% 41.08% 21.91% 31.80% 5.21% #04104 - TAZ 572 TAZ. XIS TAZ 572 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt 1 Condo Office Retail / Service 1456782 DU 80,000 SF 43,346 SF 232 710 814 62% 44% 17% 317 52 20 38% 56% 83% 194 66 99 511 118 119 GROSS VEHICLE TRIPS 52% 389 48% 359 I 748 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (1 Transit Trip Reduction cr 14.10% of Gross External Trips (2 Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3 . �� d NET EXTERNAL VEHICLE TRIPS a Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons! Vehicle 5 Net External Person Trips (vehicles and transit modes) �� 4 - sty - Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle ill 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 DR! Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (4) TAZ 572 includes The Beacon Bricked Village, The Club at Brickell Bay and 1060 Brickell• • • • • 500 Brickell 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 retail. 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. 031505EITRAFFICCONTROL.DOC