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HomeMy WebLinkAboutTraffic Impact StudySOUTH MIAMI AVENUE CONDO Major Use Special Permit Traffic Impact Study South Miami Avenue Condo MUSP Traffic Impact Study Prepared by: David Plummer & Associates, Inc. November 2004 DPA Project #04222 AIL ----4111111111\\. Pral South Miami Avenue Condo MUSP Traffic Impact Study TABLE OF CONTENTS Page List of Exhibits ii 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: Appendix F: 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 Traffic Control Plan Page i South Miami Avenue Condo MUSP 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 Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page ii South Miami Avenue Condo MUSP Traffic Impact Study EXECUTIVE SUMMARY The South Miami Avenue Condo project is a proposed mixed use development located on the southwest corner of South Miami Avenue and Coral Way in Miami, Florida. The project consists of 681 residential dwelling units and approximately 39,400 square feet (SF) of office space. An approximately 4,100 SF bank and two single family homes were recently in operation at the project site. Access to the site is proposed on both SW 13 Street (Coral Way) and SW 14 Street. One service driveway is also proposed. 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 1 South Miami Avenue Condo MUSP Traffic Impact Study 1.0 INTRODUCTION The South Miami Avenue Condo project is a proposed mixed use development located on the southwest corner of South Miami Avenue and Coral Way in Miami, Florida (see Exhibit 1). The project consists of 681 residential dwelling units and approximately 39,400 square feet (SF) of office space. Access to the site is proposed on SW 13 Street (Coral Way) and SW 14 Street. An approximately 4,100 SF bank and two single family homes were recently in operation at the project site, which would provide vested trip credits. 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, in Appendix A, the analysis was performed for PM peak conditions. For traffic analysis purposes, the study area is SW 7 Street to the north, SW 15 Road to the south, I-95 to the west, and Biscayne Bay to the east. Corridor capacity analysis was performed for the segments of Brickell Avenue, Miami Avenue, Coral Way, SE 8 and SE 7 Streets. Capacity analysis was performed for the following intersections: Coral Way / SW 1 Avenue SW 14 Street / SW 1 Avenue Coral Way / South Miami Avenue SW 14 Street / South 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 � Pm PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: LOCATION MAP EXHIBIT No. 1 Page 3 South Miami Avenue Condo MUSP 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. Coral Way (SW 13 Street) Coral Way (SW 13 Street) between Brickell Avenue and SW 15 Road is a two-way, 4-lane roadway which runs east -west. There is no posted speed limit within the study area. On -street parking is not permitted along Coral Way within the study limits. SE/SW 8 Street South 8 Street between SW 1 Avenue and Brickell Avenue is a one-way, 3-lane roadway in the eastbound direction. There is no posted speed limit within the study area. On -street parking is not permitted along SW 8 Street within the study limits. SE/SW 7 Street South 7 Street between SW 1 Avenue and Brickell Avenue is a one-way, 3-lane roadway in the westbound direction. There is no posted speed limit within the study area. On -street parking is not permitted along SW 7 Street within the study limits. Page 4 South Miami Avenue Condo MUSP Traffic Impact Study Miami Avenue Miami Avenue is two-way, 2-lanes from SW 15 Road to SW 13 Street. From SW 13 Street to SW 7 Street, is 2-lanes, one-way northbound roadway. 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. 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 J dPm PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: EXISTING PM PEAK TRAFFIC VOLUMES EXHIBIT No. 2 Page 6 dPm PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: EXISTING LANE CONFIGURATION EXHIBIT No. 3 Page 7 South Miami Avenue Condo MUSP 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 [1] 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 8 St. SW 13 St NB 2LD DPA - PM 1047 1.01 1057 1660 240 566 276 1463 164 960 680 2989 SB 2LD 1381 1.01 1395 1660 119 566 692 1463 360 1920 1171 3949 SW 13 St SW 15 Rd. NB 2LD DPA - PM 709 1.01 716 1660 156 306 276 1463 85 960 517 2729 SB 2LD 1192 1.01 1203 1660 26 306 692 1463 97 1920 815 3689 Miami Avenue SE 8 St. SW 12 St. NB 2L DPA - PM 372 1.01 376 1990 187 780 553 2925 164 960 904 4665 SW 12 St. SW 13 St. NB 2L DPA - PM 387 1.02 395 1990 187 780 553 2925 164 960 904 4665 SW 13 St. SW 15 Rd. NB 1 LU DPA - PM 271 1.02 276 780 0 0 0 0 82 960 82 960 SB 1LU 204 1.02 208 780 0 0 0 0 93 960 93 960 SE 7 Street Brickell Ave. SW 1 Ave. WB 3L DPA - PM 1412 1.01 1426 2990 24 276 24 276 SW 1 Ave. 1-95 WB 3L DPA - PM 1877 1.01 1895 2990 210 378 210 378 SE 8 Street Brickell Ave. S. Miami Ave. EB 3L DPA - PM 745 1.01 752 2990 156 276 156 276 S. Miami Ave. SW 1 Ave. EB 3L DPA - PM 927 1.01 936 2990 300 810 300 810 SW 1 Ave. 1-95 EB 4L DPA - PM 1228 1.01 1240 3900 345 534 345 534 Coral Way Brickell Ave. S. Miami Ave. EB 2L DPA - PM 401 1.02 409 1580 96 260 96 260 WB 2L 708 1.02 722 1580 271 520 271 520 S. Miami Ave. SW 1 Ave. EB 2L DPA - PM 563 1.02 574 1580 96 260 96 260 WB 2L 758 1.02 773 1580 84 260 84 260 SW 1 Ave. SW 15 Rd. EB 2L DPA - PM 480 1.02 490 1580 0 0 0 0 WB 2L 1234 1.02 1258 1580 92 260 92 260 Notes: [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit information obtained from the Downtown Miami DRI Increment II (See Table 21-A5 included in Appendix C) South Miami Avenue Condo 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 performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study. Analysis worksheets are included in Appendix D. All four intersections operate within the standard adopted by the city. Exhibit 6 2004 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS Coral Way / SW 1 Avenue S B Coral Way / South Miami Avenue S B SW 14 Street / SW 1 Avenue U A SW 14 Street / South Miami Avenue U B Source: DPA U= unsignalized S= signalized Note: LOS for unsignalized intersection is based on the delay of the stop controlled movements. Page 10 Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Corridor From To Roadway Mode Transit Mode Segment Total Dir (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity @PPV=1.6 (a) * 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume @PPV=1.4 (c) * 1.4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (g) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (f)-(g) (I) Segment Pers-Trip Capacity (b)+(f) (i) Segment Pers-Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity (i)-(j) (I) Segment Person Trip v/c (i)/(i) LOS Brickell Ave. SE 8 St. SW 13 St Miami Avenue SE 8 St. SW 12 St. SW 13 St. SE 7 Street Brickell Ave. SW 1 Ave. SE 8 Street Brickell Ave. S. Miami Ave. SW 1 Ave. Coral Way Brickell Ave. S. Miami Ave. SW 1 Ave. SW 13 St SW 15 Rd. SW 12 St. SW 13 St. SW 15 Rd. SW 1 Ave. 1-95 S. Miami Ave. SW 1 Ave. 1-95 S. Miami Ave. SW 1 Ave. SW 15 Rd. NB SB NB SB NB NB NB SB WB WB EB EB EB EB WB EB WB EB WB [1] 1660 1660 1660 1660 1990 1990 780 780 2990 2990 2990 2990 3900 1580 1580 1580 1580 1580 1580 [2] 2656 2656 2656 2656 3184 3184 1248 1248 4784 4784 4784 4784 6240 2528 2528 2528 2528 2528 2528 [3] 1057 1395 716 1203 376 395 276 208 1426 1895 752 936 1240 409 722 574 773 490 1258 [4] 1480 1953 1003 1685 526 553 386 291 1997 2653 1053 1311 1736 573 1010 804 1082 685 1761 1176 703 1653 971 2658 2631 862 957 2787 2131 3731 3473 4504 1955 1518 1724 1446 1843 767 [5] 2989 3949 2729 3689 4665 4665 960 960 276 378 276 810 534 810 260 0 260 260 0 [6] 680 1171 517 815 904 904 82 93 24 210 156 300 345 300 96 0 96 84 0 2309 2778 2212 2874 3761 3761 878 867 252 168 120 510 189 510 164 0 164 176 0 5645 6605 5385 6345 7849 7849 2208 2208 5060 5162 5060 5594 6774 3338 2788 2528 2788 2788 2528 2160 3124 1520 2500 1430 1457 468 384 2021 2863 1209 1611 2081 873 1106 804 1178 769 1761 3485 3481 3865 3845 6419 6392 1740 1824 3039 2299 3851 3983 4693 2465 1682 1724 1610 2019 767 0.38 0.47 0.28 0.39 0.18 0.19 0.21 0.17 0.40 0.55 0.24 0.29 0.31 0.26 0.40 0.32 0.42 0.28 0.70 0000 0000 00 000 000000 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). South Miami Avenue Condo MUSP Traffic Impact Study 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2005 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 South Miami Avenue Condo MUSP Traffic Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative two (2) percent growth factor was added to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through September 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 permits, or in the application stage. The projects in the vicinity of South Miami Avenue Condo 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 N.T.S. BRICKELL KEY LEGEND 1 - 1451 BRICKELL AVENUE 2 - THE BEACON BRICKELL VILLAGE 3 - BRICKELL COMMONS 4 - BRICKELL STATION TOWERS 5 - BRICKELL VIEW 6 - CORAL STATION 7 - EMERALD AT BRICKELL 8- FORTUNE PLAZA 9 - INFINITY AT BRICKELL 10 - JADE AT BRICKELL BAY 11 - MARY BRICKELL VILLAGE 12 - PARK PLACE AT BRICKELL 13 - BRICKELLE BAY TOWER 14 - THE CLUB AT BRICKELL BAY 15 - THE PLAZA AT BRICKELL 16 - THE SAIL dPa PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: COMMITED DEVELOPMENTS EXHIBIT No. 7 Page 14 dPm PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 8 Page 15 South Miami Avenue Condo 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 7th Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.10% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 15% for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 9. Trip credits for the former land uses were not taken in this analysis. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 574, shown in Exhibit 10. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami -Dade County. For estimating the trip distribution for the project location, consideration was given to conditions such as the roadway network accessed by the project, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Page 16 Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim General Office 681 DU 39,400 SQ. FT. 232 710 62% 16% 153 10 38% 84% 94 49 247 59 GROSS VEHICLE TRIPS I 53% 163 I 47% 143 I 306 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 14.10% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (1) (2) (3) 53% 53% 53% 26 23 24 47% 47% 47% 23 20 21 49 43 46 NET EXTERNAL VEHICLE TRIPS 53% 89 47% 79 168 I I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle Net External Person Trips (vehicles and transit modes) 53% 53% 53% 125 32 157 47% 47% 47% 110 28 138 235 60 296 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 53% 34 I 47% 30 I 64 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 South Miami Avenue Condo MUSP Traffic Impact Study Exhibit 10 Cardinal Distribution of Trips Cardinal Direction Distribution TAZ 574 NNE 20.67% ENE 13.22% ESE 2.96% SSE 1.70% SSW 5.25% WSW 21.60% WNW 15.17% NNW 19.43% Total 100% Page 18 dPa PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: PROJECT TRIP ASSIGNMENT EXHIBIT No. 11 Page 19 South Miami Avenue Condo 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 determined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted 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 and a matrix showing the committed development and project trip distribution 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 Coral Way / SW 1 Avenue S B B Coral Way / South Miami Avenue S B B SW 14 Street / SW 1 Avenue U B B SW 14 Street / South Miami Avenue U C C U= unsignalized S= signalized Note: LOS for unsignalized intersection is based on the delay of the stop controlled movements. Source: DPA Page 20 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 2% (c) Committed Development Pers-Trip (d) 2006 Total Pers-Trip Volumes (b)+(c) (e) Projected Transit Capacity (f) Future Pers-Trip Capacity (g) Future w/out Proj Pers-Trip (h) Project Pers-Trip Volume (i) Total Pers-Trip Volumes (d)+(h) Q) Future Pers-Trip Capacity (k) Future with Proj Pers-Trip v/c (d)/(f) LOS v/c (i)/Q) LOS [1] [2] [3] [4] N 0000 0000 00 000 000000 [6] [4] N 0000 0000 00 000 000000 Brickell Ave. SE 8 St. SW 13 St NB 2160 2203 759 2962 -4 5641 0.53 28 2990 5641 0.53 SB 3124 3186 984 4170 -4 6601 0.63 31 4202 6601 0.64 SW 13 St SW 15 Rd. NB 1520 1550 487 2037 8 5393 0.38 8 2045 5393 0.38 SB 2500 2550 344 2894 8 6353 0.46 7 2901 6353 0.46 Miami Avenue SE 8 St. SW 12 St. NB 1430 1459 883 2342 1452 9301 0.25 48 2390 9301 0.26 SW 12 St. SW 13 St. NB 1457 1486 730 2216 1452 9301 0.24 48 2264 9301 0.24 SW 13 St. SW 15 Rd. NB 468 478 116 594 0 2208 0.27 31 625 2208 0.28 SB 384 391 19 410 0 2208 0.19 14 424 2208 0.19 SE 7 Street [3] Brickell Ave. SW 1 Ave. WB 2021 2061 672 2733 -28 5032 0.54 2 2735 5032 0.54 SW 1 Ave. 1-95 WB 2863 2921 500 3421 -6 5156 0.66 69 3490 5156 0.68 SE 8 Street Brickell Ave. ;. Miami Ave. EB 1209 1234 1140 2374 -28 5032 0.47 0 2374 5032 0.47 S. Miami Ave. SW 1 Ave. EB 1611 1643 401 2044 374 5968 0.34 2 2046 5968 0.34 SW 1 Ave. 1-95 EB 2081 2122 595 2717 -30 6744 0.40 86 2804 6744 0.42 Coral Way Brickell Ave. ;. Miami Ave. EB 873 890 152 1042 -52 3286 0.32 35 1077 3286 0.33 WB 1106 1128 432 1560 472 3260 0.48 39 1600 3260 0.49 S. Miami Ave. SW 1 Ave. EB 804 820 338 1158 -52 2476 0.47 97 1255 2476 0.51 WB 1178 1202 209 1411 -52 2736 0.52 47 1458 2736 0.53 SW 1 Ave. SW 15 Rd. EB 769 785 354 1139 0 2788 0.41 24 1162 2788 0.42 WB 1761 1797 258 2055 -52 2476 0.83 21 2075 2476 0.84 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 dPm PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: PM PEAK PROJECT TRAFFIC VOLUMES EXHIBIT No. 13 Page 22 dPm PROJECT: SOUTH MIAMI AVENUE CONDO TITLE: FUTURE WITH PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 14 Page 23 South Miami Avenue Condo MUSP Traffic Impact Study 4.6 Site Access Access to the site is proposed on both SW 13 Street (Coral Way) and SW 14 Street. The project trips were assigned to the driveways and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Page 24 South Miami Avenue Condo MUSP Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of South Miami Avenue Condo was performed in accordance with the approved methodology submitted to the city. Analysis of future (2006) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix F. musp report 101404.doc Page 25 Appendix A Approved Transportation Methodology & Site Plan DAVID PLUMMER & ASSOCIATES, INC. TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Sonia Shreffler-Bogart, PE South Miami Avenue Condo - #04222 Joe Cook; Zach Wethington; file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 September 13, 2004 3 page(s), including cover Revisions per discussion with URS are shown high -lighted. Raj: We have a proposed project located on the southwest corner of South Miami Avenue and Coral Way in Miami, Florida pursuing City of Miami approvals. The project consists of approximately 681 residential dwelling units, 39,400 SF of office space and a 766 space parking garage. Access to the site is proposed on Coral Way and SW 14 Street, please see attached site plan. Phase I of the project (456 units) was previously approved as a MUSP. The study area is SW 7 Street to the north, I-95 to the west, and Biscayne Bay to the east and SW 15 Road to the south. The subject site is located within 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 are to be collected during the PM (4:00-6:00) peak period at four major intersections in the immediate project vicinity. • Coral Way / SW 1 Avenue (signalized) • Coral Way / South Miami Avenue (signalized) • SW 14 Street / SW 1 Avenue (unsignalized) • SW 14 Street / South Miami Avenue (unsignalized) In addition to these intersections, we will analyze the project driveways. • Segment traffic volumes are to be collected as 24 hour machine counts at the following locations: • South Miami Avenue (SE 8 Street to SE 15 Road) • Coral Way (Brickell Avenue to SE 15 Road) • Brickell Avenue (SE 8 Street to SE 15 Road) • SE/SW 7 Street (Brickell Avenue to I-95) • SE/SW 8 Street (Brickell Avenue to I-95) • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com • Raw traffic counts will be adjusted to peak season (for the peak hour period). • The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors (South Miami Avenue and Coral Way) will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information from Increment II of the Downtown DRI. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. • Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure consistent with Increment II of the Downtown DRI: • Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. • Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment II of the Downtown DRI. • Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI. • Establish the net external vehicle trips. • Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. • Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. • Add together the project net external person -trips for the vehicle and transit modes. • Background Traffic. A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. • Committed Developments. Will be based on list of relevant projects provided by the city that fall within the established study area. 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 four study intersections and the proposed project driveways. • Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) 447-0900. traffic meth fax rev.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com p.4 SEP 08 2004 10:32AM HP LASERJET 3200 OIMA ,.. K*vw c,' s'411. 1j1, Appendix B Traffic Counts & Signal Timings Raw Traffic Counts CORAL WAY & SW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : CORA1AVE Page : 1 SW 1ST AVENUE From North Peds Right Thru Date 09/28/04 16:00 4 52 16:15 1 41 16:30 0 76 16:45 3 90 Hr Total 8 259 17:00 0 88 17:15 1 90 17:30 0 96 17:45 1 128 Hr Total 2 402 20 28 40 45 133 73 94 92 82 341 Left CORAL WAY From East Peds Right Thru Left SW 1ST AVENUE From South Peds Right Thru Left CORAL WAY From West Vehicle Peds Right Thru Left Total 17 9 18 22 66 25 37 32 29 123 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 161 134 186 194 675 2 262 0 276 0 271 0 236 2 1045 2 0 0 3 5 0 7 4 6 17 0 5 0 1 1 0 1 8 0 5 8 0 7 22 0 4 1 2 4 11 8 10 4 6 28 0 0 0 0 0 17 14 9 5 45 14 15 12 11 52 0 0 0 1 0 0 0 1 1 6 7 11 14 38 10 9 11 10 40 100 85 95 100 380 101 123 111 129 464 0 1 1 0 2 0 0 0 0 0 380 320 444 481 1625 583 661 633 637 2514 *TOTAL* 10 661 474 189 1 1 2 1720 22 18 50 0 97 1 2 78 844 2 4139 CORAL WAY & SW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : CORA1AVE Page : 2 SW 1ST AVENUE From North Peds Right Thru Date 09/28/04 Left CORAL WAY From East Peds Right Thru Left SW 1ST AVENUE From South Peds Right Thru Left CORAL WAY From West Peds Right Thru Left Vehicle Total 10 10 661 661 CORAL WAY 97 1,720 661 2,478 2 2 1 844 SW 1ST AVENUE 474 474 1,324 ,402 844 924 78 2 78 2 189 189 1,328 2 0 2 4 ALL VEHICLES & PEDS 2,827 Intersection Total 4,139 22 474 78 574 721 97 97 SW 1ST AVENUE 1 1 2 2 1,744 1,720 147 0 L 50 50 1,720 22 22 1,083 CORAL WAY 18 18 189 844 50 CORAL WAY & SW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : CORA1AVE Page : 3 SW 1ST AVENUE From North Peds Right Thru Date 09/28/04 Peak Hour Analysis By Entire Peak start 17:00 Volume 402 341 123 Percent 46% 39% 14% Pk total 866 Highest 17:45 Volume - 128 82 29 Hi total 239 PHF .91 CORAL WAY 52 1,045 402 1,499 0 0 464 Left CORAL WAY From East Peds Right Thru Left SW 1ST AVENUE From South Peds Right Thru Left CORAL WAY From West Peds Right Thru Left Vehicle Total Intersection for the Period: 16:00 t 17:00 1064 17:15 283 .94 402 402 2 1045 17 0% 98% 2% 0 276 7 18:00 on 09/28/04 17:00 - 28 0 - 35% 0% 80 17:15 25 .80 SW 1ST AVENUE 341 341 866 464 504 40 1 40 1 2,003 123 123 868 10 0 0 0 2 2 ALL VEHICLES & PEDS 52 65% 15 1,679 Intersection Total 2,514 17 341 40 398 478 52 52 SW 1ST AVENUE 17:00 40 464 0 8% 92% Ot 504 17:45 10 129 0 139 .91 1 2 1 2 1,064 1,045 80 0 0 28 28 1,045 17 17 615 CORAL WAY 11 11 123 464 28 CORAL WAY & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : CORAMIAM Page : 1 SOUTH MIAMI AVENUE From North Peds Right Thru Date 09/28/04 16:00 0 23 16:15 3 12 16:30 2 26 16:45 0 28 Hr Total 5 89 17:00 3 55 17:15 2 38 17:30 0 42 17:45 0 27 Hr Total 5 162 18 14 23 21 76 41 27 22 27 117 Left CORAL WAY From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left CORAL WAY From West Vehicle Peds Right Thru Left Total 0 4 3 5 12 8 2 7 2 19 1 0 0 0 1 3 0 0 0 3 30 28 29 27 114 35 33 28 33 129 126 109 155 149 539 209 205 202 190 806 5 4 4 4 17 5 5 3 4 17 4 0 3 8 3 1 0 2 6 12 6 4 9 31 11 9 13 10 43 30 36 27 37 130 56 49 49 30 184 11 10 6 18 45 18 21 20 16 75 0 17 3 5 2 13 1 17 6 52 0 11 2 21 0 17 2 14 4 63 89 74 87 92 342 92 101 100 114 407 17 17 19 31 84 27 41 22 36 126 378 319 396 438 1531 568 552 525 503 2148 *TOTAL* 10 251 193 31 4 243 1345 34 1 14 74 314 120 10 115 749 210 1 3679 CORAL WAY & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : CORAMIAM Page : 2 SOUTH MIAMI AVENUE From North Peds Right Thru Date 09/28/04 Left CORAL WAY From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left CORAL WAY From West Peds Right Thru Left Vehicle Total 10 10 CORAL WAY 120 1,345 251 1,716 210 210 749 749 115 10 115 10 251 251 475 SOUTH MIAMI AVENUE 193 31 193 31 1,242 ,790 ,074 210 314 243 767 ALL VEHICLES & PEDS 2,47 Intersection Total 3,679 34 193 115 342 850 120 120 4 4 • 243 243 1,622 1,345 SOUTH MIAMI AVENUE 508 314 314 1,345 34 34 854 CORAL WAY 31 749 74 mmmmmomm 74 14 74 14 CORAL WAY & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : CORAMIAM Page : 3 SOUTH MIAMI AVENUE From North CORAL WAY From East Peds Right Thru Left Peds Right Thru Left Date 09/28/04 Peak Hour Analysis By Entire Interse tion for the Period: 16:00 Peak start 17:00 17:00 Volume 162 117 19 Percent - 54% 39% 6% Pk total 298 952 Highest 17:00 17:00 Volume 55 41 8 35 209 5 Hi total 104 249 PHF .72 .96 CORAL WAY 75 806 1,043 162 126 126 407 162 162 129 806 17 14% 85% 21 SOUTH MIAMI AVENUE From South Peds Right Thru Left CORAL WAY From West Peds Right Thru Left Vehicle Total to 18:00 on 09/28/04 17:00 17:00 43 184 75 63 407 126 14% 61% 25% 11% 68 21% 302 596 17:00 17:45 11 56 18 14 114 36 85 164 .89 .91 SOUTH MIAMI AVENUE 117 117 298 19 19 407 596 63 63 l 1,639 737 126 184 129 439 ALL VEHICLES & PEDS 1,42 Intersection Total 2,148 17 117 63 197 499 75 75 3 3 129 129 952 806 SOUTH MIAMI AVENUE 302 184 184 806 17 17 469 CORAL WAY 19 407 43 SW 14TH STREET & SW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, WB STOP TRAFFIC SURVEY SPECIALISTS, INC.. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : 14ST1AVE Page : 1 SW 1ST AVENUE From North Peds Thru Left Date 09/28/04 16:00 2 27 0 16:15 0 33 0 16:30 2 49 0 16:45 3 54 0 Hr Total 7 163 0 17:00 0 80 0 17:15 3 100 0 17:30 1 97 0 17:45 0 92 0 Hr Total 4 369 0 SW 14TH STREET From East Peds Right Left SW 1ST AVENUE From South Peds Right Thru Vehicle Other Total Total 0 10 2 2 8 1 1 3 1 1 6. 1 4 27 5 1 7 0 0 5 3 1 5 1 0 2 2 2 19 6 0 0 0 1 1 0 0 1 0 1 0 5 0 4 0 8 0 6 0 23 0 12 0 7 0 9 0 7 0 35 44 46 61 67 218 99 115 112 103 429 2 2 3 5 12 1 3 3 0 7 *TOTAL* 11 532 0 6 46 11 1 2 0 58 I 647 19 SW 14TH STREET & SW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, WB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : 14ST1AVE Page : 2 SW 1ST AVENUE From North Peds Thru Left Date 09/28/04 SW 14TH STREET From East Peds Right Left SW 1ST AVENUE From South Peds Right Thru Vehicle Other Total Total 11 11 SW 1ST AVENUE 532 532 532 0 636 0 58 46 104 ALL VEHICLES & PEDS Intersection Total 647 11 532 0 543 601 0 SW 1ST AVENUE 57 57 58 58 58 0 0 6 6 46 46 0 11 11 0 SW 14TH STREET 2 2 0 0 0 SW 14TH STREET & SW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, WB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : 14ST1AVE Page : 3 SW 1ST AVENUE From North Peds Thru Left Date 09/28/04 SW 14TH STREET From East Peds Right Left SW 1ST AVENUE From South Peds Right Thru Vehicle Other Total Total Peak Hour Analysis By Entire Peak start 17:00 Volume - 369 0 Percent - 100% 0% Pk total 369 Highest 17:15 Volume 100 0 Hi total 100 PHF .92 ntersection for the Period: 16:00 to 18:00 on 09/28/04 17:00 17:00 19 6 0 35 76% 24% 0% 1000 4 25 17:15 8 .78 0 3 35 17:00 0 12 12 .73 SW 1ST AVENUE 369 369 369 0 0 423 0 35 19 54 ALL VEHICLES & PEDS Intersection Total 429 6 369 0 375 410 0 SW 1ST AVENUE 2 25 35 35 35 0 0 2 2 19 19 0 6 0 SW 14TH STREET 1 1 0 0 0 SW 14TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: FRANK SANCHEZ NOT SIGNALIZED, WB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : 14STMIAM Page : 1 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 09/28/04 16:00 0 1 16:15 1 0 16:30 4 0 16:45 2 3 Hr Total 7 4 17:00 0 1 17:15 0 1 17:30 0 1 17:45 0 0 Hr Total 0 3 33 15 29 33 110 54 49 38 44 185 9 3 5 8 25 1 2 2 3 8 SW 14TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left SW 14TH STREET From West Peds Right Thru Left Vehicle Total 1 10 1 0 11 3 2 7 1 4 17 1 7 45 6 1 26 4 1 22 3 0 30 2 0 12 4 2 90 13 2 4 5 3 14 4 6 14 11 35 0 0 2 5 7 2 2 1 0 5 4 1 5 3 13 5 3 1 3 12 38 35 29 50 152 54 51 53 37 195 1 0 0 0 1 0 0 0 1 0 0 3 2 5 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 99 73 81 118 371 150 139 141 115 545 *TOTAL* 7 7 295 33 1 9 135 19 49 12 25 347 2 5 1 2 916 SW 14TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: FRANK SANCHEZ NOT SIGNALIZED, WB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : 14STMIAM Page : 2 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 09/28/04 SW 14TH STREET 2 19 7 28 2 2 1 1 1 1 SW 14TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left SW 14TH STREET From West Peds Right Thru Left Vehicle Total 7 7 SOUTH MIAMI AVENUE 295 295 335 33 33 2 819 2 347 135 484 ALL VEHICLES & PEDS Intersection Total 916 49 295 1 345 719 2 2 26 20 SOUTH MIAMI AVENUE 374 347 347 9 135 135 19 19 49 49 59 SW 14TH STREET 33 1 25 SW 14TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: FRANK SANCHEZ NOT SIGNALIZED, WB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES& PEDS Site Code : 00040205 Start Date: 09/28/04 File I.D. : 14STMIAM Page : 3 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 09/28/04 SW 14TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left SW 14TH STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for Peak start 16:45 16:45 Volume 6 174 13 Percent 3% 90% 7% Pk total 193 Highest 17:00 Volume 1 54 1 Hi total 56 46 PHF .86 .72 SW 14TH STREET 1 10 6 17 1 1 0 132 17:30 30 6 0 2 1 1 2 6 the Period: 16:00 to 18:00 on 09/28/04 16:45 16:45 95 10 27 12 208 1 - 1 0 1 72% 81 20W 5% 94% 0% - 50% 0% 50% 221 2 17:00 17:15 2 14 5 54 1 1 0 1 60 2 .92 .25 SOUTH MIAMI AVENUE 174 174 193 9 13 13 497 1 208 95 304 ALL VEHICLES & PEDS Intersection Total 548 27 174 1 202 423 1 1 15 132 SOUTH MIAMI AVENUE 221 208 208 6 6 95 95 10 10 27 27 25 SW 14TH STREET 13 0 12 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 : D1013005.PRN Station : 000000101101 Identification : 000058410082 Interval : 15 minutes Start date : Oct 13, 04 Start time : 00:00 Stop date : Oct 13, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Brickell Avenue South of SE 10th Street ******************************************************************************* Oct 13 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 52 21 15 9 2 13 48 138 247 234 253 207 30 33 14 5 1 5 15 54 173 273 263 246 264 45 37 13 5 3 8 30 84 171 277 229 236 228 00 25 6 5 6 8 28 130 222 265 242 223 245 Hr Total 147 54 30 19 23 86 316 704 1062 968 958 944 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 227 242 214 253 219 286 259 213 222 129 92 87 30 198 258 218 237 226 312 299 231 178 131 105 86 45 225 272 218 271 241 270 252 191 166 108 95 69 00 283 267 239 249 251 288 248 218 176 111 79 55 Hr Total 933 1039 889 1010 937 1156 1058 853 742 479 371 297 24 Hour Total : 15075 AM peak hour begins : 08:00 AM peak volume : 1062 Peak hour factor : 0.96 PM peak hour begins : 17:00 PM peak volume : 1156 Peak hour factor : 0.93 ******************************************************************************* Oct 13 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 59 30 9 9 2 18 70 165 257 217 312 233 30 42 12 14 15 10 18 83 160 272 258 306 371 45 48 13 8 3 8 30 149 203 303 302 245 309 00 18 14 6 10 14 50 157 165 298 323 296 323 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 167 69 37 37 34 116 459 693 1130 1100 1159 1236 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- 15 338 303 291 264 235 377 386 238 213 143 137 99 30 297 281 279 291 325 413 388 287 183 141 105 88 45 300 344 330 303 292 378 313 257 166 118 95 63 00 314 310 271 255 325 417 303 210 172 126 101 83 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1249 1238 1171 1113 1177 1585 1390 992 734 528 438 333 24 Hour Total : 18185 AM peak hour begins : 11:15 PM peak hour begins : 17:15 AM peak volume : 1341 Peak hour factor : 0.90 PM peak volume : 1594 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 2 ******************************************************************************** Data File : D1013005.PRN Station : 000000101101 Identification : 000058410082 Interval : 15 minutes Start date : Oct 13, 04 Start time : 00:00 Stop date : Oct 13, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Brickell Avenue South of SE 10th Street ******************************************************************************* Oct 13 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 111 51 24 18 4 31 118 303 504 451 565 440 30 75 26 19 16 15 33 137 333 545 521 552 635 45 85 26 13 6 16 60 233 374 580 531 481 537 00 43 20 11 16 22 78 287 387 563 565 519 568 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 314 123 67 56 57 202 775 1397 2192 2068 2117 2180 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- 15 565 545 505 517 454 663 645 451 435 272 229 186 30 495 539 497 528 551 725 687 518 361 272 210 174 45 525 616 548 574 533 648 565 448 332 226 190 132 00 597 577 510 504 576 705 551 428 348 237 180 138 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 2182 2277 2060 2123 2114 2741 2448 1845 1476 1007 809 630 24 Hour Total : 33260 AM peak hour begins : 11:15 AM peak volume : 2305 Peak hour factor : 0.91 PM peak hour begins : 17:00 PM peak volume : 2741 Peak hour factor : 0.95 ******************************************************************************* 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 : D1013007.PRN Station : 000000101102 Identification : 000110252092 Interval : 15 minutes Start date : Oct 13, 04 Start time : 00:00 Stop date : Oct 13, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Brickell Avenue South of SE 14th Street ******************************************************************************* Oct 13 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 38 15 7 4 1 8 43 135 268 338 227 188 30 29 10 4 3 7 10 68 169 278 315 201 175 45 24 9 5 0 5 26 90 180 337 271 169 209 00 24 4 3 3 10 25 125 212 349 260 181 193 Hr Total 115 38 19 10 23 69 326 696 1232 1184 778 765 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 195 180 158 178 160 175 197 149 126 88 72 74 30 210 223 168 173 173 191 204 146 106 109 72 53 45 264 198 179 174 167 203 171 132 123 97 85 54 00 217 224 175 153 166 183 173 147 128 87 64 36 ---- ---- ---- ---- ---- ---- ---- Hr Total 886 825 680 678 666 752 745 574 483 381 293 217 24 Hour Total : 12435 AM peak hour begins : 08:30 AM peak volume : 1339 Peak hour factor : 0.96 PM peak hour begins : 12:00 PM peak volume : 886 Peak hour factor : 0.84 ******************************************************************************* Oct 13 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 51 21 5 12 4 10 43 94 161 140 211 194 30 32 14 11 8 9 16 44 115 161 173 230 227 45 46 10 3 2 8 27 85 124 214 167 172 226 00 24 12 4 4 7 33 104 110 169 204 196 238 Hr Total 153 57 23 26 28 86 276 443 705 684 809 885 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- 15 261 234 224 239 214 332 359 259 221 136 120 89 30 255 227 210 252 256 358 358 274 201 127 85 75 45 211 282 281 278 244 348 285 252 179 105 77 67 00 252 257 222 225 279 352 263 224 169 108 79 76 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 979 1000 937 994 993 1390 1265 1009 770 476 361 307 24 Hour Total : 14656 AM peak hour begins : 11:30 AM peak volume : 980 Peak hour factor : 0.94 PM peak hour begins : 17:15 PM peak volume : 1417 Peak hour factor : 0.99 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location D1013007.PRN 000000101102 000110252092 Oct 13, 04 Oct 13, 04 Miami, FL Brickell Avenue Interval Start time . Stop time . County South of SE 14th Street 15 minutes 00:00 24:00 Dade ******************************************************************************* Oct 13 Total Volume for All Lanes End Time 00 01 15 30 45 00 89 61 70 48 36 24 19 16 02 03 04 12 15 8 7 16 11 2 7 5 16 13 17 05 18 26 53 58 06 86 112 175 229 Hr Total 268 95 42 36 51 155 602 07 229 284 304 322 1139 08 429 439 551 518 1937 09 478 488 438 464 1868 438 431 341 377 1587 10 11 382 402 435 431 1650 End Time 12 13 15 456 414 30 465 450 45 475 480 00 469 481 Hr Total 1865 1825 14 382 378 460 397 1617 417 425 452 378 1672 15 16 374 429 411 445 1659 17 18 19 20 21 22 23 507 556 408 347 224 192 163 549 562 420 307 236 157 128 551 456 384 302 202 162 121 535 436 371 297 195 143 112 2142 2010 1583 1253 857 654 524 24 Hour Total : 27091 AM peak hour begins : 08:30 AM peak volume : 2035 Peak hour factor : 0.92 PM peak hour begins : 17:30 PM peak volume : 2204 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 : D1013006.PRN Station : 000000101103 Identification : 000058410190 Interval : 15 minutes Start date : Oct 13, 04 Start time : 00:00 Stop date : Oct 13, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : South Miami Avenue South of SE 10th St ******************************************************************************* Oct 13 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 10 3 2 0 2 0 10 26 66 79 73 77 30 12 6 3 2 0 3 13 47 68 80 69 70 45 4 4 1 2 1 5 24 60 101 89 61 89 00 7 1 2 1 4 7 38 71 94 101 71 99 ---- ---- ---- ---- ---- ---- Hr Total 33 14 8 5 7 15 85 204 329 349 274 335 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- 15 119 110 113 84 76 99 114 98 73 37 40 29 30 128 111 80 113 72 105 111 77 79 36 31 15 45 138 146 87 83 98 107 100 92 56 42 25 17 00 139 99 77 65 75 112 86 74 55 29 28 29 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 524 466 357 345 321 423 411 341 263 144 124 90 24 Hour Total : 5467 AM peak hour begins : 11:30 AM peak volume : 435 Peak hour factor : 0.79 PM peak hour begins : 12:00 PM peak volume : 524 Peak hour factor : 0.94 ******************************************************************************* 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 Location D0929003.PRN 000000092705 000110252076 Sep 29, 04 Sep 29, 04 Miami, FL S Miami Avenue Interval Start time . Stop time . County North of SW 12th Street 15 minutes 00:00 24:00 Dade ******************************************************************************* Sep 29 Northbound Volume End Time 00 15 30 45 00 15 4 2 6 Hr Total 27 01 02 03 04 5 1 2 6 2 3 6 0 1 4 2 3 21 5 9 05 06 07 08 09 10 2 1 3 25 64 90 61 0 5 14 47 77 108 59 2 7 23 41 96 68 68 4 10 35 67 107 68 62 8 23 75 180 344 334 250 11 60 71 80 83 294 End Time 12 13 15 113 84 30 118 115 45 124 90 00 106 95 Hr Total 461 384 14 15 16 17 90 94 78 99 93 78 72 99 99 89 94 137 90 87 70 125 372 348 314 460 18 132 103 98 94 19 20 21 22 23 96 74 47 39 23 80 68 43 23 20 74 50 48 27 17 80 62 26 29 17 427 330 254 164 118 77 24 Hour Total : 5279 AM peak hour begins : 08:30 AM peak volume : PM peak hour begins : 17:30 PM peak volume : ******************************************************************************* 401 Peak hour factor : 0.93 497 Peak hour factor : 0.91 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 : D0929004.PRN : 000000092701 : 000110252041 : Sep 29, 04 : Sep 29, 04 : Miami, FL Interval Start time . Stop time . County 15 minutes 00:00 24:00 Dade Location : S Miami Avenue North of SW 14th Terrace ******************************************************************************* Sep 29 Southbound Volume for Lane 1 End Time 00 01 02 15 3 0 0 30 2 2 1 45 2 2 2 00 1 2 0 Hr Total 8 03 04 05 1 0 2 0 0 2 0 0 1 0 1 4 6 3 1 1 06 07 6 16 9 15 7 10 6 8 9 28 49 08 09 10 22 19 27 27 22 19 8 78 76 10 11 27 53 26 24 23 26 29 41 130 119 End Time 12 15 30 45 00 43 29 29 45 Hr Total 146 13 14 15 23 29 21 36 39 38 21 26 28 32 19 28 112 113 115 16 17 18 19 36 53 73 46 33 43 80 40 25 82 56 26 34 101 32 41 20 21 34 33 19 12 17 14 20 8 22 23 15 6 9 3 128 279 241 153 98 59 33 16 7 4 6 33 24 Hour Total : 2018 AM peak hour begins : 11:30 AM peak volume : 142 Peak hour factor 0.83 PM peak hour begins : 17:30 PM peak volume : 336 Peak hour factor : 0.83 ******************************************************************************* Sep 29 Northbound Volume for Lane 2 End Time 00 15 30 45 00 7 3 2 2 Hr Total 14 01 02 03 0 2 1 0 0 0 3 1 3 2 3 6 14 4 04 05 06 07 3 2 13 20 0 4 19 30 0 2 33 12 1 7 29 59 3 4 15 94 121 08 09 61 70 55 77 92 55 92 60 300 262 10 11 43 49 28 37 25 22 1 38 157 86 End Time 12 15 30 45 00 31 59 56 58 Hr Total 204 13 14 15 47 64 56 72 68 39 46 44 54 56 63 63 221 239 212 16 17 18 44 34 39 36 56 62 119 151 106 82 62 73 20 21 50 37 18 55 28 15 46 31 28 42 21 20 19 153 388 323 193 117 81 22 23 12 12 14 14 6 6 8 9 52 29 24 Hour Total : 3286 AM peak hour begins : 08:30 AM peak volume : 331 Peak hour factor : 0.90 PM peak hour begins : 17:30 PM peak volume : 458 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 2 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D0929004.PRN : 000000092701 : 000110252041 : Sep 29, 04 : Sep 29, 04 : Miami, FL Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade : S Miami Avenue North of SW 14th Terrace ******************************************************************************* Sep 29 Total Volume for All Lanes End Time 00 15 30 45 00 10 5 4 3 01 02 3 0 4 2 5 2 8 3 03 3 0 0 1 04 05 06 3 4 19 0 6 28 0 3 40 2 11 35 Hr Total 22 20 7 4 5 24 122 07 08 09 36 45 22 67 71 77 111 119 97 99 74 68 10 11 70 48 102 48 54 30 61 79 170 378 338 287 205 End Time 12 15 30 45 00 74 88 85 103 Hr Total 350 13 70 108 67 88 14 15 93 107 70 82 77 77 82 91 16 17 80 109 67 105 64 201 70 252 333 352 327 281 667 18 179 162 118 105 564 19 96 95 72 83 346 20 71 61 50 33 215 21 35 29 48 28 22 27 18 23 17 23 22 13 12 15 140 85 62 24 Hour Total : 5304 AM peak hour begins : 08:30 AM peak volume : 426 Peak hour factor : 0.89 PM peak hour begins : 17:30 PM peak volume 794 Peak hour factor : 0.79 ******************************************************************************* 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 : D1013002.PRN : 000000101104 : 000110252043 : Oct 13, 04 : Oct 13, 04 : Miami, FL Interval Start time . Stop time . County 15 minutes 00:00 24:00 Dade Location : SW 7th Street West of South Miami Avenue ******************************************************************************* Oct 13 Westbound Volume End Time 00 15 30 45 00 44 37 38 25 Hr Total 144 01 24 21 14 11 02 03 7 5 14 5 7 7 4 3 70 32 04 05 06 07 8 10 16 15 10 28 9 31 20 43 40 93 38 121 55 130 91 141 84 224 485 08 161 173 195 186 09 151 219 199 194 715 763 201 205 214 216 836 10 11 194 259 228 251 932 End Time 12 15 30 45 00 288 308 278 309 Hr Total 1183 13 14 15 302 260 300 277 267 309 335 255 319 298 235 270 1212 1017 1198 16 307 291 307 315 1220 17 409 394 410 391 1604 18 19 365 266 393 254 361 213 278 238 1397 971 20 21 174 177 145 148 108 107 129 122 644 466 115 86 89 83 373 22 23 93 81 68 61 303 24 Hour Total : 15936 AM peak hour begins : 11:30 AM peak volume : 1075 Peak hour factor : 0.87 PM peak hour begins : 17:00 PM peak volume : 1604 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 : D1013001.PRN Station : 000000101105 Identification : 000110252090 Interval : 15 minutes Start date Oct 13, 04 Start time : 00:00 Stop date : Oct 13, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 7th Street West of SW 2nd Avenue ******************************************************************************* Oct 13 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- 15 65 32 15 13 8 19 77 140 211 207 283 266 30 45 30 20 11 17 27 67 166 226 283 257 331 45 36 18 12 14 13 48 110 174 266 274 303 322 00 41 18 7 13 17 58 152 175 242 270 285 347 ---- ---- ---- ---- ---- ---- Hr Total 187 98 54 51 55 152 406 655 945 1034 1128 1266 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 379 353 338 397 450 521 453 360 250 167 146 125 30 377 358 335 443 442 523 470 339 241 144 136 130 45 366 391 358 461 428 493 473 302 212 167 122 90 00 401 368 310 378 428 468 378 280 202 168 137 82 ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1523 1470 1341 1679 1748 2005 1774 1281 905 646 541 427 24 Hour Total : 21371 AM peak hour begins : 11:30 AM peak volume : 1425 Peak hour factor : 0.94 PM peak hour begins : 17:00 PM peak volume : 2005 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 : D1013008.PRN Station : 000000101108 Identification : 000110252046 Interval : 15 minutes Start date : Oct 13, 04 Start time : 00:00 Stop date : Oct 13, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SE 8th Street East of South Miami Avenue ******************************************************************************* Oct 13 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 - --- ---- ---- ---- ---- ---- ---- ---- 15 45 21 8 4 9 11 78 232 348 443 278 267 30 28 16 8 6 15 18 137 222 414 411 279 347 45 23 18 10 7 14 46 176 292 473 362 238 303 00 23 9 7 6 23 75 230 295 477 305 280 297 - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 119 64 33 23 61 150 621 1041 1712 1521 1075 1214 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 291 313 272 237 166 190 198 156 162 101 104 67 30 324 286 278 243 171 175 193 161 126 123 84 62 45 311 288 247 172 185 197 189 147 107 102 83 55 00 267 268 246 175 185 221 171 149 112 96 84 63 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1193 1155 1043 827 707 783 751 613 507 422 355 247 24 Hour Total : 16237 AM peak hour begins : 08:15 AM peak volume : 1807 Peak hour factor : 0.95 PM peak hour begins : 12:15 PM peak volume : 1215 Peak hour factor : 0.94 ******************************************************************************* 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 Location D1013004.PRN 000000101107 000110252041 Oct 13, 04 Oct 13, 04 Miami, FL SW 8th Street Interval Start time Stop time County East of SW 1st Avenue 15 minutes 00:00 24:00 Dade ******************************************************************************* Oct 13 Eastbound Volume End Time 00 01 15 30 45 00 48 37 28 29 26 22 19 11 Hr Total 142 78 02 03 04 6 13 7 18 12 15 11 21 14 11 12 10 05 17 20 54 83 06 07 92 279 172 257 226 297 266 345 47 36 67 174 756 1178 09 450 415 356 349 1872 1570 08 399 467 495 511 10 314 335 271 341 1261 11 291 354 327 346 1318 End Time 12 13 14 15 30 45 00 329 359 357 318 Hr Total 1363 371 332 333 315 1351 304 310 282 277 1173 15 280 294 225 194 993 16 207 217 210 228 17 263 221 248 260 862 992 18 259 241 228 207 935 19 197 172 159 171 699 20 21 169 111 134 133 121 113 113 103 537 460 22 123 95 101 106 425 23 74 70 61 67 272 24 Hour Total : 18561 AM peak hour begins : 08:15 AM peak volume : 1923 Peak hour factor : 0.94 PM peak hour begins : 12:15 PM peak volume : 1405 Peak hour factor : 0.95 ******************************************************************************* 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 D1013003.PRN Station : 000000101106 Identification : 000110252095 Interval : 15 minutes Start date : Oct 13, 04 Start time : 00:00 Stop date : Oct 13, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 8th Street East of SW 3rd Avenue ******************************************************************************* Oct 13 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 64 36 19 11 19 34 144 379 509 660 428 392 30 48 37 19 10 20 41 279 370 602 518 404 408 45 34 23 18 17 26 74 325 414 696 467 354 392 00 36 13 13 17 24 142 358 500 696 464 389 427 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 182 109 69 55 89 291 1106 1663 2503 2109 1575 1619 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 411 423 362 347 317 280 355 257 237 154 173 114 30 414 420 374 344 299 321 291 237 204 198 128 93 45 293 381 366 303 274 359 291 233 177 163 134 86 00 446 366 363 266 293 312 294 224 186 174 129 89 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1564 1590 1465 1260 1183 1272 1231 951 804 689 564 382 24 Hour Total : 24325 AM peak hour begins : 08:15 AM peak volume : 2654 Peak hour factor : 0.95 PM peak hour begins : 12:45 PM peak volume : 1670 Peak hour factor : 0.94 ******************************************************************************* 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 Interval Start time Stop time County Location : Coral Way West of Brickell Avenue ******************************************************************************* Sep 29 : D0929005.PRN : 000000092702 : 009601150098 : Sep 29, 04 : Sep 29, 04 : Miami, FL Eastbound Volume for Lane 1 : 15 minutes : 00:00 : 24:00 : Dade End Time 00 15 30 45 00 17 8 9 6 Hr Total 01 02 13 7 3 4 03 04 05 4 1 3 5 4 3 2 6 3 2 2 10 3 4 8 20 ---- ---- ---- ---- 40 27 14 10 15 41 06 07 08 09 10 11 16 65 156 236 121 104 32 80 188 212 137 116 57 98 228 144 100 73 76 149 235 136 87 106 181 392 807 728 445 399 End Time 12 15 30 45 00 110 127 115 105 Hr Total 457 13 14 15 104 126 106 132 113 108 131 111 95 135 108 108 502 458 417 16 17 105 129 92 99 109 4 124 140 430 372 18 161 149 142 142 19 20 120 99 90 87 594 396 83 70 78 79 310 21 22 23 95 52 37 71 59 28 60 56 24 63 41 24 289 208 113 24 Hour Total : 7645 AM peak hour begins : 08:30 AM peak volume : 911 Peak hour factor : 0.97 PM peak hour begins : 18:00 PM peak volume : 594 Peak hour factor 0.92 ******************************************************************************* Sep 29 Westbound Volume for Lane 2 End Time 00 15 30 45 00 23 17 12 18 Hr Total 70 6 4 6 5 6 4 8 4 26 17 01 02 03 04 4 2 7 0 2 4 4 7 05 4 2 15 6 17 13 27 06 15 26 30 38 109 07 47 55 61 70 233 08 09 10 11 95 116 82 98 104 96 130 85 411 395 126 105 101 134 109 112 117 156 453 507 End Time 12 15 30 45 00 148 181 181 162 Hr Total 672 13 14 15 142 163 148 166 125 128 133 138 176 176 152 137 619 524 641 16 142 150 163 177 17 226 244 104 209 632 783 18 236 221 209 176 842 19 156 171 142 114 583 20 118 131 103 98 450 21 22 103 91 103 71 115 56 100 47 421 265 23 52 48 25 28 153 24 Hour Total : 8863 AM peak hour begins : 11:30 AM peak volume : 597 Peak hour factor : 0.82 PM peak hour begins 17:45 PM peak volume : 875 Peak hour factor : 0.93 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0929005.PRN Station : 000000092702 Identification : 009601150098 Interval : 15 minutes Start date : Sep 29, 04 Start time : 00:00 Stop date : Sep 29, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location Coral Way West of Brickell Avenue ******************************************************************************* Sep 29 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 40 19 8 5 5 9 31 112 251 352 247 209 30 25 13 9 10 2 8 58 135 270 310 238 250 45 21 9 7 4 6 25 87 159 332 240 209 185 00 24 12 7 8 15 26 114 219 365 221 204 262 Hr Total 110 53 31 27 28 68 290 625 1218 1123 898 906 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 258 246 251 282 247 355 397 276 201 198 143 89 30 308 295 241 284 242 343 370 270 201 174 130 76 45 296 279 244 247 272 108 351 232 181 175 112 49 00 267 301 246 245 301 349 318 201 177 163 88 52 Hr Total 1129 1121 982 1058 1062 1155 1436 979 760 710 473 266 24 Hour Total : 16508 AM peak hour begins : 08:30 AM peak volume : 1359 Peak hour factor : 0.93 PM peak hour begins : 17:45 PM peak volume : 1467 Peak hour factor : 0.92 ******************************************************************************* 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 : D0929001.PRN Station : 000000092703 Identification : 000058410088 Interval : 15 minutes Start date Sep 29, 04 Start time : 00:00 Stop date : Sep 29, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Coral Way East of SW 1st Avenue ******************************************************************************* Sep 29 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 24 12 4 2 3 5 19 80 209 310 152 119 30 9 8 4 3 2 6 46 121 266 277 169 133 45 7 1 3 3 2 14 65 127 283 172 119 107 00 7 4 2 4 10 24 105 193 301 176 111 124 ---- ---- ---- ---- Hr Total 47 25 13 12 17 49 235 521 1059 935 551 483 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 132 145 171 144 136 145 195 119 90 89 64 41 30 155 150 163 120 124 119 146 105 76 65 59 26 45 143 167 150 136 134 171 169 104 75 76 61 27 00 147 175 154 132 133 164 141 103 90 62 50 22 Hr Total 577 637 638 532 527 599 651 431 331 292 234 116 24 Hour Total : 9512 AM peak hour begins : 08:30 AM peak volume : 1171 Peak hour factor : 0.94 PM peak hour begins : 13:30 PM peak volume 676 Peak hour factor : 0.97 ******************************************************************************* Sep 29 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- 15 23 13 6 6 2 2 15 37 83 109 104 85 30 19 8 5 3 1 1 22 51 126 69 89 98 45 15 6 6 1 6 11 29 60 105 82 88 114 00 18 7 5 2 4 9 35 66 132 69 99 131 Hr Total 75 34 22 12 13 23 101 214 446 329 380 428 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- 15 136 124 130 154 142 254 248 172 127 104 103 48 30 148 156 122 153 160 240 226 198 136 101 87 52 45 155 133 140 151 158 145 201 144 98 121 68 26 00 129 147 112 137 187 230 163 118 90 108 63 34 Hr Total 568 560 504 595 647 869 838 632 451 434 321 160 24 Hour Total : 8656 AM peak hour begins : 11:30 AM peak volume : 529 Peak hour factor : 0.85 PM peak hour begins : 17:45 PM peak volume : 905 Peak hour factor : 0.91 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0929001.PRN Station : 000000092703 Identification : 000058410088 Interval : 15 minutes Start date : Sep 29, 04 Start time : 00:00 Stop date : Sep 29, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Coral Way East of SW 1st Avenue ******************************************************************************* Sep 29 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 47 25 10 8 5 7 34 117 292 419 256 204 30 28 16 9 6 3 7 68 172 392 346 258 231 45 22 7 9 4 8 25 94 187 388 254 207 221 00 25 11 7 6 14 33 140 259 433 245 210 255 Hr Total 122 59 35 24 30 72 336 735 1505 1264 931 911 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 268 269 301 298 278 399 443 291 217 193 167 89 30 303 306 285 273 284 359 372 303 212 166 146 78 45 298 300 290 287 292 316 370 248 173 197 129 53 00 276 322 266 269 320 394 304 221 180 170 113 56 ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1145 1197 1142 1127 1174 1468 1489 1063 782 726 555 276 24 Hour Total : 18168 AM peak hour begins : 08:15 AM peak volume : 1632 Peak hour factor : 0.94 PM peak hour begins : 17:45 PM peak volume : 1579 Peak hour factor : 0.89 ******************************************************************************* 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 : D1006001.PRN Station : 000000100501 Identification : 000058410100 Interval : 15 minutes Start date : Oct 6, 04 Start time : 00:00 Stop date : Oct 6, 04 Stop time 24:00 City/Town : Miami, FL County : Dade Location : Coral Way West of SW 1st Avenue ******************************************************************************* Oct 6 Westbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 23 14 4 6 3 5 25 56 113 115 118 133 30 17 15 9 9 3 7 33 72 152 123 128 126 45 20 7 8 2 3 8 40 95 146 115 108 156 00 20 3 1 7 5 12 54 125 121 108 134 168 Hr Total 80 39 22 24 14 32 152 348 532 461 488 583 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 188 195 202 185 207 343 286 216 142 106 82 59 30 181 223 214 210 209 388 311 203 136 80 76 47 45 186 154 184 256 217 308 289 160 106 84 61 34 00 179 182 196 193 227 270 272 120 100 80 47 52 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 734 754 796 844 860 1309 1158 699 484 350 266 192 24 Hour Total : 11221 AM peak hour begins : 11:30 AM peak volume : 693 Peak hour factor : 0.92 PM peak hour begins : 17:00 PM peak volume : 1309 Peak hour factor : 0.84 ******************************************************************************* Oct 6 Eastbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 19 1 4 6 6 7 36 95 218 274 131 113 30 22 13 1 3 6 12 44 118 277 216 129 102 45 12 6 3 3 10 17 66 141 265 141 117 117 00 8 3 1 2 8 25 93 182 294 139 112 107 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 61 23 9 14 30 61 239 536 1054 770 489 439 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 123 140 141 105 104 140 139 115 86 68 67 47 30 143 151 132 128 116 152 144 115 111 87 51 27 45 148 137 131 124 95 118 139 107 77 64 46 39 00 154 139 142 122 104 131 122 92 98 61 37 25 Hr Total 568 567 546 479 419 541 544 429 372 280 201 138 24 Hour Total : 8809 AM peak hour begins : 08:15 AM peak volume : 1110 Peak hour factor : 0.94 PM peak hour begins : 12:30 PM peak volume : 593 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 2 ******************************************************************************** Data File : D1006001.PRN Station : 000000100501 Identification : 000058410100 Interval : 15 minutes Start date : Oct 6, 04 Start time : 00:00 Stop date : Oct 6, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Coral Way West of SW 1st Avenue ******************************************************************************* Oct 6 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 42 15 8 12 9 12 61 151 331 389 249 246 30 39 28 10 12 9 19 77 190 429 339 257 228 45 32 13 11 5 13 25 106 236 411 256 225 273 00 28 6 2 9 13 37 147 307 415 247 246 275 Hr Total 141 62 31 38 44 93 391 884 1586 1231 977 1022 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 311 335 343 290 311 483 425 331 228 174 149 106 30 324 374 346 338 325 540 455 318 247 167 127 74 45 334 291 315 380 312 426 428 267 183 148 107 73 00 333 321 338 315 331 401 394 212 198 141 84 77 Hr Total 1302 1321 1342 1323 1279 1850 1702 1128 856 630 467 330 24 Hour Total : 20030 AM peak hour begins : 08:15 AM peak volume : 1644 Peak hour factor : 0.96 PM peak hour begins : 17:00 PM peak volume : 1850 Peak hour factor : 0.86 ******************************************************************************* Adjusted Traffic Counts DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS South Miami Avenue Condo Project Number: Count Date: Day of Week: Tuesday 04222 SW 1 Avenue and Coral Way 9/28/2004 Traffic Survey Specialists, Inc. SW 1 Avenue Coral Way TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 17 0 5 22 17 20 52 89 0 100 6 106 2 161 0 163 380 04:15 PM 04:30 PM 14 0 1 15 9 28 41 78 1 85 7 93 0 134 0 134 320 04:30 PM 04:45 PM 9 0 8 17 18 40 76 134 1 95 11 107 0 186 0 186 444 04:45 PM 05:00 PM 5 0 8 13 22 45 90 157 0 100 14 114 3 194 0 197 481 05:00 PM 05:15 PM 14 0 8 22 25 73 88 186 0 101 10 111 0 262 2 264 583 05:15 PM 05:30 PM 15 0 10 25 37 94 90 221 0 123 9 132 7 276 0 283 661 05:30 PM 05:45 PM 12 0 4 16 32 92 96 220 0 111 11 122 4 271 0 275 633 05:45 PM 06:00 PM 11 0 6 17 29 82 128 239 0 129 10 139 6 236 0 242 637 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS SW 1 Avenue Coral Way TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 49 0 26 75 96 242 337 675 1 430 40 471 11 877 1 889 2,111 PEAK HOUR FACTOR 0.74 0.69 0.83 0.77 0.95 Note: 2003 FDOT Peak Season Conversion Factor = 1.02 coral way_l ave.xls DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS South Miami Avenue Condo Project Number: Count Date: Day of Week: Tuesday 04222 South Miami Avenue and Coral Way 9/28/2004 Traffic Survey Specialists, Inc. South Miami Avenue Coral Way TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 11 30 12 53 0 18 23 41 17 89 17 123 5 126 30 161 378 04:15 PM 04:30 PM 10 36 6 52 4 14 12 30 17 74 5 96 4 109 28 141 319 04:30 PM 04:45 PM 6 27 4 37 3 23 26 52 19 87 13 119 4 155 29 188 396 04:45 PM 05:00 PM 18 37 9 64 5 21 28 54 31 92 17 140 4 149 27 180 438 05:00 PM 05:15 PM 18 56 11 85 8 41 55 104 27 92 11 130 5 209 35 249 568 05:15 PM 05:30 PM 21 49 9 79 2 27 38 67 41 101 21 163 5 205 33 243 552 05:30 PM 05:45 PM 20 49 13 82 7 22 42 71 22 100 17 139 3 202 28 233 525 05:45 PM 06:00 PM 16 30 10 56 2 27 27 56 36 114 14 164 4 190 33 227 503 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS South Miami Avenue Coral Way TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 61 160 38 259 16 98 128 242 107 382 59 548 17 686 124 827 1,876 PEAK HOUR FACTOR 0.75 0.57 0.82 0.81 0.95 Note: 2003 FDOT Peak Season Conversion Factor = 1.02 coral way_south miami ave.xls DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS South Miami Avenue Condo Project Number: Count Date: Day of Week: Tuesday 04222 South Miami Avenue and SW 14 Street 9/28/2004 Traffic Survey Specialists, Inc. South Miami Avenue SW 14 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 04:00 PM 04:15 PM 1 38 4 43 9 33 1 43 0 0 0 0 2 1 10 13 99 04:15 PM 04:30 PM 0 35 1 36 0 15 3 18 0 1 0 1 4 3 11 18 73 04:30 PM 04:45 PM 0 29 5 34 5 29 0 34 0 0 0 0 5 1 7 13 81 04:45 PM 05:00 PM 0 50 3 53 8 33 3 44 0 0 0 0 3 1 17 21 118 05:00 PM 05:15 PM 1 54 5 60 1 54 1 56 0 0 0 0 4 4 26 34 150 05:15 PM 05:30 PM 0 51 3 54 2 49 1 52 1 0 1 2 6 3 22 31 139 05:30 PM 05:45 PM 0 53 1 54 2 38 1 41 0 0 0 0 14 2 30 46 141 05:45 PM 06:00 PM 0 37 3 40 3 44 0 47 1 0 0 1 11 4 12 27 115 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS South Miami Avenue SW 14 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 04:00 PM 06:00 PM 1 177 13 191 15 150 5 171 1 1 1 2 25 10 69 104 467 PEAK HOUR FACTOR 0.78 0.75 0.25 0.55 0.91 Note: 2003 FDOT Peak Season Conversion Factor = 1.02 14 street south miami ave.xls DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS South Miami Avenue Condo Project Number: Count Date: Day of Week: Tuesday 04222 SW 1 Avenue and SW 14 Street 9/28/2004 Traffic Survey Specialists, Inc. SW 1 Avenue SW 14 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 04:00 PM 04:15 PM 0 5 0 5 0 27 0 27 0 0 0 0 2 0 10 12 44 04:15 PM 04:30 PM 0 4 0 4 0 33 0 33 0 0 0 0 1 0 8 9 46 04:30 PM 04:45 PM 0 8 0 8 0 49 0 49 0 0 0 0 1 0 3 4 61 04:45 PM 05:00 PM 0 6 0 6 0 54 0 54 0 0 0 0 1 0 6 7 67 05:00 PM 05:15 PM 0 12 0 12 0 80 0 80 0 0 0 0 0 0 7 7 99 05:15 PM 05:30 PM 0 7 0 7 0 100 0 100 0 0 0 0 3 0 5 8 115 05:30 PM 05:45 PM 0 9 0 9 0 97 0 97 0 0 0 0 1 0 5 6 112 05:45 PM 06:00 PM 0 7 0 7 0 92 0 92 0 0 0 0 2 0 2 4 103 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS SW 1 Avenue SW 14 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 04:00 PM 06:00 PM 0 30 0 30 0 271 0 271 0 0 0 0 6 0 23 29 330 PEAK HOUR FACTOR 0.60 0.67 N/A 0.59 0.93 Note: 2003 FDOT Peak Season Conversion Factor = 1.02 14 street_l ave.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo Brickell Avenue South of SE 10 Street Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND I1st 1/4I2nd 1/4I 3rd 1/4I4th 1/4II TOTAL I 12:00 AM 52 33 37 25 147 01:00 AM 21 14 13 6 54 02:00 AM 15 5 5 5 30 03:00 AM 9 1 3 6 19 04:00 AM 2 5 8 8 23 05:00 AM 13 15 30 28 86 06:00 AM 48 54 84 130 316 07:OOAM 138 173 171 222 704 08:00 AM 247 273 277 265 1,062 09:00AM 234 263 229 242 968 10:OOAM 253 246 236 223 958 11:OOAM 207 264 228 245 944 12:OOPM 227 198 225 283 933 01:OOPM 242 258 272 267 1,039 02:00PM 214 218 218 239 889 03:OOPM 253 237 271 249 1,010 04:00PM 219 226 241 251 937 05:00 PM 286 312 270 288 1,156 06:00 PM 259 299 252 248 1,058 07:OOPM 213 231 191 218 853 08:00 PM 222 178 166 176 742 09:OOPM 129 131 108 111 479 10:00 PM 92 105 95 79 371 11:00 PM 87 86 69 55 297 II24-HOUR TOTAL II 15,075 I AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: 04222 Count Date: ######## BEGIN TIME SOUTHBOUND I1st 1/412nd 1/4I3rd 1/4I 4th 1/4II TOTAL I 12:00 AM 59 42 48 18 167 01:00 AM 30 12 13 14 69 02:00 AM 9 14 8 6 37 03:00 AM 9 15 3 10 37 04:00 AM 2 10 8 14 34 05:00 AM 18 18 30 50 116 06:00 AM 70 83 149 157 459 07:00AM 165 160 203 165 693 08:00 AM 257 272 303 298 1,130 09:00 AM 217 258 302 323 1,100 10:00 AM 312 306 245 296 1,159 11:OOAM 233 371 309 323 1,236 12:00 PM 338 297 300 314 1,249 01:00 PM 303 281 344 310 1,238 02:00 PM 291 279 330 271 1,171 03:00 PM 264 291 303 255 1,113 04:00 PM 235 325 292 325 1,177 05:00 PM 377 413 378 417 1,585 06:00 PM 386 388 313 303 1,390 07:OOPM 238 287 257 210 992 08:00PM 213 183 166 172 734 09:OOPM 143 141 118 126 528 10:00 PM 137 105 95 101 438 11:00 PM 99 88 63 83 333 II24-HOUR TOTAL II 18,1551 DAILY TRAFFIC COUNT SUMMARY Time: 08:00 AM Volume: 1,062 Time: 05:00 PM Volume: 1,156 AM Peak Hour: PM Peak Hour: AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 11:15AM 6.9 58.2 % SB 05:00 PM 8.2 57.8 % SB TWO-WAY TOTAL 314 123 67 56 57 202 775 1,397 2,192 2,068 2,117 2,180 2,182 2,277 2,060 2,123 2,114 2,741 2,448 1,845 1,476 1,007 809 630 I 33,260 I Time: 11:15 AM Volume: 1,341 Time: 05:15 PM Volume: 1,594 Volume: 2,305 PHF: 0.91 Volume: 2,741 PHF: 0.95 brickell ave_south_10 st wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo Brickell Avenue South of SE 14 Street Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND I 1st 1/412nd 1/4I 3rd 1/4I4th 1/4II TOTAL I 12:00 AM 38 29 24 24 115 01:00 AM 15 10 9 4 38 02:00 AM 7 4 5 3 19 03:00 AM 4 3 0 3 10 04:00 AM 1 7 5 10 23 05:00 AM 8 10 26 25 69 06:00 AM 43 68 90 125 326 07:OOAM 135 169 180 212 696 08:00 AM 268 278 337 349 1,232 09:00 AM 338 315 271 260 1,184 10:OOAM 227 201 169 181 778 11:OOAM 188 175 209 193 765 12:OOPM 195 210 264 217 886 01:OOPM 180 223 198 224 825 02:00PM 158 168 179 175 680 03:OOPM 178 173 174 153 678 04:00PM 160 173 167 166 666 05:00PM 175 191 203 183 752 06:OOPM 197 204 171 173 745 07:OOPM 149 146 132 147 574 08:00PM 126 106 123 128 483 09:00 PM 88 109 97 87 381 10:00 PM 72 72 85 64 293 11:00 PM 74 53 54 36 217 II24-HOUR TOTAL II 12,435 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: 04222 Count Date: ######## BEGIN TIME SOUTHBOUND I1st 1/412nd 1/4I3rd 1/41 4th 1/4II TOTAL 12:00 AM 51 32 46 24 153 01:00 AM 21 14 10 12 57 02:00 AM 5 11 3 4 23 03:00 AM 12 8 2 4 26 04:00 AM 4 9 8 7 28 05:00 AM 10 16 27 33 86 06:00 AM 43 44 85 104 276 07:00 AM 94 115 124 110 443 08:00 AM 161 161 214 169 705 09:OOAM 140 173 167 204 684 10:00 AM 211 230 172 196 809 11:OOAM 194 227 226 238 885 12:00 PM 261 255 211 252 979 01:0o PM 234 227 282 257 1,000 02:00 PM 224 210 281 222 937 03:00 PM 239 252 278 225 994 04:00 PM 214 256 244 279 993 05:00 PM 332 358 348 352 1,390 06:00 PM 359 358 285 263 1,265 07:00 PM 259 274 252 224 1,009 08:00 PM 221 201 179 169 770 09:OOPM 136 127 105 108 476 10:00 PM 120 85 77 79 361 11:00 PM 89 75 67 76 307 II24-HOUR TOTAL II 14,656 DAILY TRAFFIC COUNT SUMMARY Time: 08:30 AM Volume: 1,339 Time: 12:00 PM Volume: 886 AM Peak Hour: PM Peak Hour: TWO-WAY TOTAL 268 95 42 36 51 155 602 1,139 1,937 1,868 1,587 1,650 1,865 1,825 1,617 1,672 1,659 2,142 2,010 1,583 1,253 857 654 524 27,091 AM Peak Hour: Time: 11:30 AM Volume: 980 PM Peak Hour: Time: 05:15 PM Volume: 1,417 NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:30 AM 7.5 65.8 % NB 05:30 PM 8.1 64.3 % SB Volume: 2,035 PHF: 0.92 Volume: 2,204 PHF: 0.98 brickell ave_south_14 st wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo South Miami Avenue South of SE 10 Street Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND I1st 1/4I2nd 1/4I 3rd 1/414th 1/4II TOTAL I 12:00 AM 10 12 4 7 33 01:00AM 3 6 4 1 14 02:00 AM 2 3 1 2 8 03:00 AM 0 2 2 1 5 04:00 AM 2 0 1 4 7 05:00 AM 0 3 5 7 15 06:00 AM 10 13 24 38 85 07:00 AM 26 47 60 71 204 08:00 AM 66 68 101 94 329 09:00 AM 79 80 89 101 349 10:00 AM 73 69 61 71 274 11:00 AM 77 70 89 99 335 12:00PM 119 128 138 139 524 01:00 PM 110 111 146 99 466 02:00 PM 113 80 87 77 357 03:00 PM 84 113 83 65 345 04:00 PM 76 72 98 75 321 05:00 PM 99 105 107 112 423 06:00 PM 114 111 100 86 411 07:00 PM 98 77 92 74 341 08:00 PM 73 79 56 55 263 09:00 PM 37 36 42 29 144 10:00 PM 40 31 25 28 124 11:0o PM 29 15 17 29 90 II24-HOUR TOTAL II 5,467 I AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND I1st 1/412nd 1/4I3rd 1/4I 4th 1/4II TOTAL I 12:00 AM 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 10:00 AM 0 0 0 0 0 11:00 AM 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 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 �I24-HOUR TOTAL II 0 I DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 484 Time: 12:00 PM Volume: 524 AM Peak Hour: PM Peak Hour: 04222 Alit# TWO-WAY TOTAL 33 14 8 5 7 15 85 204 329 349 274 335 524 466 357 345 321 423 411 341 263 144 124 90 I 5,467 I AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 11:45 AM 8.9 100.0% NB 12:00 PM 9.6 100.0% NB Volume: 484 PHF: 0.88 Volume: 524 PHF: 0.94 south miami_south_10 st_wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo South Miami Avenue North of SW 12 Street Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND I1st 1/412nd 1/41 3rd 1/4 14th 1/411 TOTAL 12:00AM 15 4 2 6 27 01:00AM 5 6 6 4 21 02:00 AM 1 2 0 2 5 03:00 AM 2 3 1 3 9 04:00 AM 2 0 2 4 8 05:00 AM 1 5 7 10 23 06:00 AM 3 14 23 35 75 07:00 AM 25 47 41 67 180 08:00 AM 64 77 96 107 344 09:00 AM 90 108 68 68 334 10:00 AM 61 59 68 62 250 11:00 AM 60 71 80 83 294 12:00PM 113 118 124 106 461 01:00 PM 84 115 90 95 384 02:00 PM 90 93 99 90 372 03:00 PM 94 78 89 87 348 04:00 PM 78 72 94 70 314 05:00 PM 99 99 137 125 460 06:00 PM 132 103 98 94 427 07:00 PM 96 80 74 80 330 08:00 PM 74 68 50 62 254 09:00 PM 47 43 48 26 164 10:00 PM 39 23 27 29 118 11:00 PM 23 20 17 17 77 124-HOUR TOTAL 11 5,279 1 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND I1st 1/412nd 1/413rd 1/41 4th 1/411 TOTAL I 12:00 AM 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 10:00 AM 0 0 0 0 0 11:00 AM 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 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 124-HOUR TOTAL 11 0 1 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 438 Time: 05:30 PM Volume: 497 AM Peak Hour: PM Peak Hour: 04222 9/29/2004 TWO-WAY TOTAL 27 21 5 9 8 23 75 180 344 334 250 294 461 384 372 348 314 460 427 330 254 164 118 77 1 5,279 1 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 11:45 AM 8.3 100.0% NB 05:30 PM 9.4% 100.0% NB Volume: 438 PHF: 0.88 Volume: 497 PHF: 0.91 S. miami ave_north_12 street_wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo South Miami Avenue North of SW 14 Terrace Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND I1st 1/412nd 1/41 3rd 1/4 I4th 1/411 TOTAL 12:00AM 7 3 2 2 14 01:00AM 3 2 3 6 14 02:00 AM 0 1 0 3 4 03:00 AM 2 0 0 1 3 04:00 AM 3 0 0 1 4 05:00 AM 2 4 2 7 15 06:00 AM 13 19 33 29 94 07:00 AM 20 30 12 59 121 08:00 AM 61 55 92 92 300 09:00 AM 70 77 55 60 262 10:00 AM 43 49 28 37 157 11:00 AM 25 22 1 38 86 12:00 PM 31 59 56 58 204 01:00 PM 47 72 46 56 221 02:00 PM 64 68 44 63 239 03:00 PM 56 39 54 63 212 04:00 PM 44 34 39 36 153 05:00 PM 56 62 119 151 388 06:00 PM 106 82 62 73 323 07:00 PM 50 55 46 42 193 08:00 PM 37 28 31 21 117 09:00 PM 18 15 28 20 81 10:00 PM 12 12 14 14 52 11:00 PM 6 6 8 9 29 I24-HOUR TOTAL II 3,286 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND I 1st 1/4I2nd 1/4I3rd 1/41 4th 1/4 II TOTAL I 12:00 AM 3 2 2 1 8 01:00 AM 0 2 2 2 6 02:00 AM 0 1 2 0 3 03:00 AM 1 0 0 0 1 04:00 AM 0 0 0 1 1 05:00 AM 2 2 1 4 9 06:00 AM 6 9 7 6 28 07:00 AM 16 15 10 8 49 08:00 AM 10 22 19 27 78 09:00 AM 27 22 19 8 76 10:00 AM 27 53 26 24 130 11:00 AM 23 26 29 41 119 12:00 PM 43 29 29 45 146 01:00 PM 23 36 21 32 112 02:00 PM 29 39 26 19 113 03:00 PM 21 38 28 28 115 04:00 PM 36 33 25 34 128 05:00 PM 53 43 82 101 279 06:00 PM 73 80 56 32 241 07:00 PM 46 40 26 41 153 08:00 PM 34 33 19 12 98 09:00 PM 17 14 20 8 59 10:00 PM 15 6 9 3 33 11:00 PM 16 7 4 6 33 I24-HOUR TOTAL II 2,018 DAILY TRAFFIC COUNT SUMMARY Time: 08:30 AM Volume: 331 Time: 05:30 PM Volume: 458 AM Peak Hour: PM Peak Hour: 04222 9/29/2004 TWO-WAY TOTAL 22 20 7 4 5 24 122 170 378 338 287 205 350 333 352 327 281 667 564 346 215 140 85 62 5,304 AM Peak Hour: Time: 11:30 AM Volume: 142 PM Peak Hour: Time: 05:30 PM Volume: 336 NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:30 AM 8.0 77.7% NB 05:30 PM 15.0% 57.7% NB Volume: 426 PHF: 0.89 Volume: 794 PHF: 0.79 S. miami ave_north_14 terrace_wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo SW 7 Street West of South Miami Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND Ilst 1/412nd 1/41 3rd 1/414th 1/4II TOTAL I 12:00 AM 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 10:00 AM 0 0 0 0 0 11:00 AM 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 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 II24-HOUR TOTAL II 0 1 EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND I1st 1/412nd 1/413rd 1/41 4th 1/411 TOTAL 12:00 AM 44 37 38 25 144 01:00 AM 24 21 14 11 70 02:00 AM 7 14 7 4 32 03:00 AM 5 5 7 3 20 04:00 AM 8 16 10 9 43 05:00 AM 10 15 28 31 84 06:00 AM 40 38 55 91 224 07:00 AM 93 121 130 141 485 08:00AM 161 173 195 186 715 09:00 AM 151 219 199 194 763 10:OOAM 201 205 214 216 836 11:00 AM 194 259 228 251 932 12:00PM 288 308 278 309 1,183 01:00 PM 302 277 335 298 1,212 02:00 PM 260 267 255 235 1,017 03:00 PM 300 309 319 270 1,198 04:00 PM 307 291 307 315 1,220 05:00 PM 409 394 410 391 1,604 06:00 PM 365 393 361 278 1,397 07:00 PM 266 254 213 238 971 08:00PM 174 177 145 148 644 09:00PM 108 107 129 122 466 10:00 PM 115 86 89 83 373 11:00 PM 93 81 68 61 303 II24-HOUR TOTAL 11 15,936 DAILY TRAFFIC COUNT SUMMARY 04222 Alit# TWO-WAY TOTAL 144 70 32 20 43 84 224 485 715 763 836 932 1,183 1,212 1,017 1,198 1,220 1,604 1,397 971 644 466 373 303 1 15,936 1 AM Peak Hour: Time: 12:00 AM Volume: 0 AM Peak Hour: Time: 11:45 AM Volume: 1,125 PM Peak Hour: Time: 12:00 PM Volume: 0 PM Peak Hour: Time: 05:00 PM Volume: 1,604 AM Peak Hour: PM Peak Hour: EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 11:45 AM 7.1% 100.0% WB 05:00 PM 10.1% 100.0% WB Volume: 1,125 PHF: 0.91 Volume: 1,604 PHF: 0.98 7 st_west_south miami_wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo SW 7 Street West of SW 2 Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND I1st 1/412nd 1/4I 3rd 1/4I4th 1/4II TOTAL I 12:00 AM 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 10:00 AM 0 0 0 0 0 11:00 AM 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 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 II24-HOUR TOTAL II 0 I EASTBOUND Project No.: 04222 Count Date: ######## BEGIN TIME WESTBOUND I1st 1/412nd 1/4I3rd 1/4I 4th 1/4II TOTAL I 12:00 AM 65 45 36 41 187 01:00 AM 32 30 18 18 98 02:00 AM 15 20 12 7 54 03:00 AM 13 11 14 13 51 04:00 AM 8 17 13 17 55 05:00 AM 19 27 48 58 152 06:00 AM 77 67 110 152 406 07:00AM 140 166 174 175 655 08:00AM 211 226 266 242 945 09:00 AM 207 283 274 270 1,034 10:00 AM 283 257 303 285 1,128 11:OOAM 266 331 322 347 1,266 12:00 PM 379 377 366 401 1,523 01:00 PM 353 358 391 368 1,470 02:00 PM 338 335 358 310 1,341 03:00 PM 397 443 461 378 1,679 04:00 PM 450 442 428 428 1,748 05:00 PM 521 523 493 468 2,005 06:00 PM 453 470 473 378 1,774 07:00 PM 360 339 302 280 1,281 08:00PM 250 241 212 202 905 09:OOPM 167 144 167 168 646 10:00 PM 146 136 122 137 541 11:00 PM 125 130 90 82 427 II24-HOUR TOTAL II 21,371 I DAILY TRAFFIC COUNT SUMMARY TWO-WAY TOTAL 187 98 54 51 55 152 406 655 945 1,034 1,128 1,266 1,523 1,470 1,341 1,679 1,748 2,005 1,774 1,281 905 646 541 427 I 21,371 I AM Peak Hour: Time: 12:00 AM Volume: 0 AM Peak Hour: Time: 11:45 AM Volume: 1,469 PM Peak Hour: Time: 12:00 PM Volume: 0 PM Peak Hour: Time: 05:00 PM Volume: 2,005 AM Peak Hour: PM Peak Hour: EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 11:45 AM 6.9 100.0% WB 05:00 PM 9.4 100.0% WB Volume: 1,469 PHF: 0.97 Volume: 2,005 PHF: 0.96 7 st_west_2 ave wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo SE 8 Street East of South Miami Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND Ilst 1/412nd 1/41 3rd 1/414th 1/4II TOTAL I 12:00 AM 45 28 23 23 119 01:00 AM 21 16 18 9 64 02:00 AM 8 8 10 7 33 03:00 AM 4 6 7 6 23 04:00 AM 9 15 14 23 61 05:00 AM 11 18 46 75 150 06:00 AM 78 137 176 230 621 07:00 AM 232 222 292 295 1,041 08:00 AM 348 414 473 477 1,712 09:00AM 443 411 362 305 1,521 10:00 AM 278 279 238 280 1,075 11:00 AM 267 347 303 297 1,214 12:00 PM 291 324 311 267 1,193 01:00 PM 313 286 288 268 1,155 02:00 PM 272 278 247 246 1,043 03:00 PM 237 243 172 175 827 04:00PM 166 171 185 185 707 05:00PM 190 175 197 221 783 06:00PM 198 193 189 171 751 07:00PM 156 161 147 149 613 08:00PM 162 126 107 112 507 09:00 PM 101 123 102 96 422 10:00 PM 104 84 83 84 355 11:00 PM 67 62 55 63 247 II24-HOUR TOTAL 11 16,237 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND I1st 1/412nd 1/413rd 1/41 4th 1/411 TOTAL 12:00 AM 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 10:00 AM 0 0 0 0 0 11:00 AM 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 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 II24-HOUR TOTAL 11 0 1 DAILY TRAFFIC COUNT SUMMARY Time: 08:15 AM Volume: 1,807 Time: 12:15 PM Volume: 1,215 AM Peak Hour: PM Peak Hour: 04222 Alit# TWO-WAY TOTAL 119 64 33 23 61 150 621 1,041 1,712 1,521 1,075 1,214 1,193 1,155 1,043 827 707 783 751 613 507 422 355 247 1 16,237 1 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:15 AM 11.1% 100.0% EB 12:15 PM 7.5% 100.0% EB Volume: 1,807 PHF: 0.95 Volume: 1,215 PHF: 0.94 8 st_east_south miami_wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo SW 8 Street East of SW 1 Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND I1st 1/412nd 1/4I 3rd 1/414th 1/4II TOTAL I 12:00 AM 48 37 28 29 142 01:00 AM 26 22 19 11 78 02:00 AM 14 11 12 10 47 03:00 AM 6 7 12 11 36 04:00 AM 13 18 15 21 67 05:00 AM 17 20 54 83 174 06:00 AM 92 172 226 266 756 07:00 AM 279 257 297 345 1,178 08:00 AM 399 467 495 511 1,872 09:00AM 450 415 356 349 1,570 10:00AM 314 335 271 341 1,261 11:00AM 291 354 327 346 1,318 12:00 PM 329 359 357 318 1,363 01:00 PM 371 332 333 315 1,351 02:00 PM 304 310 282 277 1,173 03:00PM 280 294 225 194 993 04:00PM 207 217 210 228 862 05:00 PM 263 221 248 260 992 06:00 PM 259 241 228 207 935 07:00 PM 197 172 159 171 699 08:00PM 169 134 121 113 537 09:00PM 111 133 113 103 460 10:00 PM 123 95 101 106 425 11:00 PM 74 70 61 67 272 II24-HOUR TOTAL II 18,561 I AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND I1st 1/412nd 1/413rd 1/4I 4th 1/4II TOTAL I 12:00 AM 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 10:00 AM 0 0 0 0 0 11:00 AM 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 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 �I24-HOUR TOTAL II 0 1 DAILY TRAFFIC COUNT SUMMARY Time: 08:15 AM Volume: 1,923 Time: 12:15 PM Volume: 1,405 AM Peak Hour: PM Peak Hour: 04222 Alit# TWO-WAY TOTAL 142 78 47 36 67 174 756 1,178 1,872 1,570 1,261 1,318 1,363 1,351 1,173 993 862 992 935 699 537 460 425 272 I 18,561 I AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:15 AM 10.4% 100.0% EB 12:15 PM 7.6% 100.0% EB Volume: 1,923 PHF: 0.94 Volume: 1,405 PHF: 0.95 8 st_east_1 ave_wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo SW 8 Street East of SW 3 Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND I1st 1/4I2nd 1/4I 3rd 1/414th 1/4II TOTAL I 12:00 AM 64 48 34 36 182 01:00 AM 36 37 23 13 109 02:00 AM 19 19 18 13 69 03:00 AM 11 10 17 17 55 04:00 AM 19 20 26 24 89 05:00 AM 34 41 74 142 291 06:00 AM 144 279 325 358 1,106 07:00 AM 379 370 414 500 1,663 08:00 AM 509 602 696 696 2,503 09:00 AM 660 518 467 464 2,109 10:OOAM 428 404 354 389 1,575 11:00 AM 392 408 392 427 1,619 12:OOPM 411 414 293 446 1,564 01:OOPM 423 420 381 366 1,590 02:00 PM 362 374 366 363 1,465 03:00 PM 347 344 303 266 1,260 04:00 PM 317 299 274 293 1,183 05:00PM 280 321 359 312 1,272 06:00 PM 355 291 291 294 1,231 07:00 PM 257 237 233 224 951 08:00PM 237 204 177 186 804 09:OOPM 154 198 163 174 689 10:OOPM 173 128 134 129 564 11:00 PM 114 93 86 89 382 II24-HOUR TOTAL II 24,325 I AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: 04222 Count Date: ######## BEGIN TIME WESTBOUND I1st 1/412nd 1/413rd 1/4I 4th 1/411 TOTAL I 12:00 AM 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 10:00 AM 0 0 0 0 0 11:00 AM 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 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 II24-HOUR TOTAL II 0 1 DAILY TRAFFIC COUNT SUMMARY Time: 08:15 AM Volume: 2,654 Time: 12:45 PM Volume: 1,670 AM Peak Hour: PM Peak Hour: TWO-WAY TOTAL 182 109 69 55 89 291 1,106 1,663 2,503 2,109 1,575 1,619 1,564 1,590 1,465 1,260 1,183 1,272 1,231 951 804 689 564 382 1 24,325 1 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:15 AM 10.9 100.0% EB 12:45 PM 6.9 100.0% EB Volume: 2,654 PHF: 0.95 Volume: 1,670 PHF: 0.94 8 st_east_3 ave wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo Coral Way West of Brickell Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND I 1st 1/412nd 1/41 3rd 1/4I4th 1/411 TOTAL I 12:00 AM 17 8 9 6 40 01:00 AM 13 7 3 4 27 02:00 AM 4 4 3 3 14 03:00 AM 1 3 2 4 10 04:00 AM 3 2 2 8 15 05:00 AM 5 6 10 20 41 06:00 AM 16 32 57 76 181 07:00 AM 65 80 98 149 392 08:00AM 156 188 228 235 807 09:OOAM 236 212 144 136 728 10:00 AM 121 137 100 87 445 11:00 AM 104 116 73 106 399 12:00PM 110 127 115 105 457 01:00PM 104 132 131 135 502 02:00PM 126 113 111 108 458 03:00 PM 106 108 95 108 417 04:00 PM 105 92 109 124 430 05:00 PM 129 99 4 140 372 06:OOPM 161 149 142 142 594 07:00 PM 120 99 90 87 396 08:00 PM 83 70 78 79 310 09:00 PM 95 71 60 63 289 10:00 PM 52 59 56 41 208 11:00 PM 37 28 24 24 113 II24-HOUR TOTAL II 7,645 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND I 1st 1/412nd 1/4I3rd 1/41 4th 1/411 TOTAL I 12:00AM 23 17 12 18 70 01:00 AM 6 6 6 8 26 02:00 AM 4 5 4 4 17 03:00 AM 4 7 2 4 17 04:00 AM 2 0 4 7 13 05:00 AM 4 2 15 6 27 06:00 AM 15 26 30 38 109 07:00 AM 47 55 61 70 233 08:00 AM 95 82 104 130 411 09:00 AM 116 98 96 85 395 10:OOAM 126 101 109 117 453 11:OOAM 105 134 112 156 507 12:00 PM 148 181 181 162 672 01:OOPM 142 163 148 166 619 02:00PM 125 128 133 138 524 03:OOPM 176 176 152 137 641 04:00PM 142 150 163 177 632 05:00 PM 226 244 104 209 783 06:00 PM 236 221 209 176 842 07:OOPM 156 171 142 114 583 08:00 PM 118 131 103 98 450 09:OOPM 103 103 115 100 421 10:00 PM 91 71 56 47 265 11:00 PM 52 48 25 28 153 II24-HOUR TOTAL II 8,863 DAILY TRAFFIC COUNT SUMMARY Time: 08:30 AM Volume: 911 Time: 06:00 PM Volume: 594 AM Peak Hour: PM Peak Hour: 04222 9/29/2004 TWO-WAY TOTAL 110 53 31 27 28 68 290 625 1,218 1,123 898 906 1,129 1,121 982 1,058 1,062 1,155 1,436 979 760 710 473 266 16,508 AM Peak Hour: Time: 11:45 AM Volume: 666 PM Peak Hour: Time: 05:45 PM Volume: 875 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:30 AM 8.2 67.0 % EB 05:45 PM 8.9% 59.6 % WB Volume: 1,359 PHF: 0.93 Volume: 1,467 PHF: 0.92 coral way west_brickell ave wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo Coral Way East of SW 1 Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND I 1st 1/412nd 1/41 3rd 1/4 I4th 1/4II TOTAL I 12:00 AM 24 9 7 7 47 01:00 AM 12 8 1 4 25 02:00 AM 4 4 3 2 13 03:00 AM 2 3 3 4 12 04:00 AM 3 2 2 10 17 05:00 AM 5 6 14 24 49 06:00 AM 19 46 65 105 235 07:00 AM 80 121 127 193 521 08:00AM 209 266 283 301 1,059 09:OOAM 310 277 172 176 935 10:OOAM 152 169 119 111 551 11:OOAM 119 133 107 124 483 12:OOPM 132 155 143 147 577 01:OOPM 145 150 167 175 637 02:00 PM 171 163 150 154 638 03:OOPM 144 120 136 132 532 04:00 PM 136 124 134 133 527 05:00PM 145 119 171 164 599 06:OOPM 195 146 169 141 651 07:00PM 119 105 104 103 431 08:00 PM 90 76 75 90 331 09:00 PM 89 65 76 62 292 10:00 PM 64 59 61 50 234 11:00 PM 41 26 27 22 116 II24-HOUR TOTAL II 9,512 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND I1st 1/412nd 1/413rd 1/41 4th 1/411 TOTAL 12:00 AM 23 19 15 18 75 01:00 AM 13 8 6 7 34 02:00 AM 6 5 6 5 22 03:00 AM 6 3 1 2 12 04:00 AM 2 1 6 4 13 05:00 AM 2 1 11 9 23 06:00 AM 15 22 29 35 101 07:00 AM 37 51 60 66 214 08:00 AM 83 126 105 132 446 09:00 AM 109 69 82 69 329 10:00 AM 104 89 88 99 380 11:00 AM 85 98 114 131 428 12:OOPM 136 148 155 129 568 01:OOPM 124 156 133 147 560 02:00PM 130 122 140 112 504 03:OOPM 154 153 151 137 595 04:00 PM 142 160 158 187 647 05:00 PM 254 240 145 230 869 06:00 PM 248 226 201 163 838 07:00PM 172 198 144 118 632 08:00 PM 127 136 98 90 451 09:OOPM 104 101 121 108 434 10:00 PM 103 87 68 63 321 11:00 PM 48 52 26 34 160 II24-HOUR TOTAL II 8,656 DAILY TRAFFIC COUNT SUMMARY Time: 08:30 AM Volume: 1,171 Time: 01:30 PM Volume: 676 AM Peak Hour: PM Peak Hour: 04222 9/29/2004 TWO-WAY TOTAL 122 59 35 24 30 72 336 735 1,505 1,264 931 911 ,145 ,197 ,142 ,127 ,174 1,468 1,489 1,063 782 726 555 276 18,168 AM Peak Hour: Time: 11:45 AM Volume: 570 PM Peak Hour: Time: 05:45 PM Volume: 905 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:15 AM 9.0 71.1 % EB 05:45 PM 8.7 57.3% WB Volume: 1,632 PHF: 0.94 Volume: 1,579 PHF: 0.89 coral way_east_1 ave_wednesday.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS South Miami Avenue Condo Coral Way West of SW 1 Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND Ilst 1/412nd 1/41 3rd 1/4 I4th 1/411 TOTAL I 12:00 AM 59 43 26 26 154 01:00 AM 26 14 11 16 67 02:00 AM 11 11 10 14 46 03:00 AM 13 6 6 11 36 04:00 AM 10 7 12 17 46 05:00 AM 12 18 31 43 104 06:00 AM 50 69 106 139 364 07:00AM 138 178 215 270 801 08:00AM 320 409 414 394 1,537 09:00 AM 395 360 266 273 1,294 10:00 AM 284 284 245 251 1,064 11:00 AM 244 257 256 294 1,051 12:00 PM 323 358 341 320 1,342 01:00 PM 304 354 337 349 1,344 02:00 PM 352 315 299 308 1,274 03:00 PM 357 310 350 319 1,336 04:00 PM 305 323 375 384 1,387 05:00 PM 493 431 377 447 1,748 06:00 PM 483 460 423 374 1,740 07:00 PM 291 290 264 223 1,068 08:00PM 223 210 184 186 803 09:00PM 191 185 209 173 758 10:OOPM 166 136 135 108 545 11:00 PM 101 74 62 65 302 I24-HOUR TOTAL 11 20,211 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND I1st 1/412nd 1/413rd 1/41 4th 1/4 II TOTAL 12:00 AM 0 0 1 0 1 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 10:00 AM 0 0 0 0 0 11:00 AM 0 0 0 0 0 12:00 PM 0 0 0 0 0 01:00 PM 1 0 0 0 1 02:00 PM 1 1 0 0 2 03:00 PM 1 0 0 1 2 04:00 PM 1 0 2 0 3 05:00 PM 2 1 1 1 5 06:00 PM 0 2 0 0 2 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 1 1 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 II24-HOUR TOTAL 11 17 1 DAILY TRAFFIC COUNT SUMMARY Time: 08:15 AM Volume: 1,612 Time: 05:45 PM Volume: 1,813 AM Peak Hour: PM Peak Hour: 04222 9/29/2004 TWO-WAY TOTAL 155 67 46 36 46 104 364 801 1,537 1,294 1,064 1,051 1,342 1,345 1,276 1,338 1,390 1,753 1,742 1,068 804 758 545 302 1 20,228 1 AM Peak Hour: Time: 12:00 AM Volume: 1 PM Peak Hour: Time: 04:30 PM Volume: 5 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:15 AM 8.0 100.0% EB 05:45 PM 9.0 99.8 % EB Volume: 1,612 PHF: 0.97 Volume: 1,816 PHF: 0.94 coral way_west_1 ave_wednesday.xls Signal Timings PATTERN SCHEDULE FOR 2257 CORAL WAY & SW 1 AVE FOR DAY # 4 (SECTION 211) TIME PT OFF EWW F Y NSW F G Y S Y M CYC MIN: 13 7 0 20 35 59 7 600 4 35 29 7 700 6 0 29 7 800 1 0 29 7 900 5 35 29 7 1330 2 35 29 7 1430 5 35 29 7 1600 7 38 26 7 1800 4 35 29 7 2330 20 35 59 7 4 4 4 4 4 4 4 4 4 4 PATTERN SCHEDULE FOR TIME PT OFF EWW F Y 7 7 7 7 7 7 7 7 7 7 8 8 8 8 8 8 8 8 8 8 8 1 1 1 1 1 1 1 1 4 1 1 4 4 4 4 4 4 4 4 4 4 6 90NITE 6/0 60OFF PEAK 60AM PEAK 13 60AM PEAK, 60OFF PEAK 13 60AFT SCH 60OFF PEAK 60PM PEAK 60OFF PEAK 6 90NITE 6/0 2256 CORAL WAY & MIAMI AVE FOR DAY # 4 (SECTION 211) R NSW F G Y R S Y M CYC MIN: 19 10 10 1 0 20 36 22 10 4 1 7 10 1 4 1 600 4 36 23 9 4 1 7 10 1 4 1 700 6 10 23 9 4 1 7 10 1 4 1 800 1 10 23 9 4 1 7 10 1 4 1 900 5 36 23 9 4 1 7 10 1 4 1 1330 2 36 23 9 4 1 7 10 1 4 1 1430 5 36 23 9 4 1 7 10 1 4 1 1600 7 36 23 10 4 1 7 9 1 4 1 1800 4 36 23 9 4 1 7 10 1 4 1 2330 20 36 22 10 4 1 7 10 1 4 1 6 60NITE 6/0 60OFF PEAK 60AM PEAK 13 60AM PEAK, 60OFF PEAK 13 60AFT SCH 60OFF PEAK 60PM PEAK 60OFF PEAK 6 60NITE 6/0 Appendix C FDOT's Quality/LOS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* 17NINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided A 100 1,060 1,600 Level of Service B C 13 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class I (>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 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 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 III (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 ** 280 650 1,020 1,350 ** ** ** D 660 1,510 2,330 3,070 li 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 A ** ** ** ** Level of Service B C D ** ** ** ** 270 650 1,000 1,350 720 1,580 2,390 3,130 E 780 1,660 2,490 3,250 Lanes 2 3 4 FREEWAYS Interchange spacing ? 2 mi. apart Level of Service A B C D 1,270 2,110 2,940 3,580 1,970 3,260 4,550 5,530 2,660 3,360 4,050 4,4I0 5,560 6,710 Interchange spacing ¢ 2 mi. apart Lanes 2 3 4 5 6 A 1,130 1,780 2,340 3,080 3,730 6,150 7,480 7,760 9,440 9,360 11,390 Level of Service B C 1,840 2,660 2,890 4,180 3,940 5,700 4,990 7,220 6,040 8,740 D 3,440 5,410 7,380 9,340 11,310 E 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C D 1 Undivided ** ** 480 760 2 Divided ** ** 1,120 1,620 3 Divided ** ** 1,740 2,450 Lanes Divided 1 Undivided 2 Divided 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 facility,) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100% A ** ** 160 170 130 210 380 >380 Level of Service C I? 720 >210 *** E >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 ** ** ** Level of Service B C D ** ** 330 ** 520 120 590 >590 ** BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service B >5 >4 A ** >6 C >4 >3 D >3 >2 E 810 990 *** E >2 >1 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 httpAvww1Lmyflorida.com/planning/systerns/sm/Ins/default.htm 02/22/02 Lanes 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UTNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Tums Lanes Yes No Yes No Adjustment Factors +5% -20% -5% -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 corpuler models should not be used for corridor or intersection design, where more refined techniques exist Values shown arc hourly directional volumes for levels of service and are for the automobiletuck modes unless specifically stated. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross model comparisons should be made with caution. Furthermore, combining levels of service of different modes into one overall roadway level of service is not recommended. To convert na annual average daily traffic volumes, these. volumes must be divided by appropriate b and K factor. The table's input value defaults and level of service criteria appear on the following page. Calculations are based 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 automobile/Puck, bicycle, pedestrian and bus modes. **Cannot be achieved using table input value defaults. ***Not applicable for that levet of service letter grade. For automobile/muk mo*Svolumes greater than level of service D 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 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOTS 2002 QUALITY / LEVEL OF SERVICE Ill PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E CLASS 4 ARTERIAL 1LU 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 MAJOR CITY/COUNTY ROADWAYS (NON STATE) 1LU 0 0 480 760 810 0 0 0.59 0.94 1.00 2LD 0 0 1120 1620 1720 0 0 0.65 0.94 1.00 3LD 0 0 1740 2450 2580 0 0 0.67 0.95 1.00 OTHER SIGNALIZED ROADWAYS 1LU 0 0 250 530 660 0 0 0.38 0.80 1.00 2LD 0 0 580 1140 1320 0 0 0.44 0.86 1.00 Source: FDOT's 20 2 Quality/Level of Service Handbook 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. 2001 ROADWAY PROM 7O, BIBCAYNE BLVD NE 54. STREET NE 46 STRET NE 46 STREET 1-195 I.195 NE 36 STREET NE as STREET NE 29 STREET NE 29 STREET NE 20 STREET NE20 STREET NE t9 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1.395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE 1 STREET NE STREET SE I STREET SE 1 STREET SE 2 STREET SE2 STREET SE4 STREET NE 2 AVENUPJS:RICRELL. AVENUE NE20 STREET NE 19 STREET 14E 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1495 1-395 NE 3 STREET NE3 STREET NE 1 STREET NE 1 STREET PLAGLER STREET FLAGLER STREET SE. t STREET SE 1 STREET SE 2 STREET SE2 STREET SE4 STREET SE 4 STREET 5E 6 STREET 5E 8 STREET SW 11 STREET SWI3 STREET SW15 ROAD SW 15 ROAD RICNENBACKER CSWY OLR NB SB NB SD NB SB NB 56 NB NB SB NB SB NB SB NB SB NB 316 NB SB NB SB NB SE NB SD NB SB NB NB 56 NB SB NB SB 56 56 SB SS S8 NB 56 NE 04 NB 56 SB MIAMI AOCP. TED Loa E-1W E-1 W E-I W CAW E-1 W E.1W E-1 E-1 W E E E E E E E TABLE 21AT OGWNTOWN 1IAMI DR1 9PDAT6 PERSON-TRLP VOLUME AND CAPACITY E2IBTING CO4I51TI0118 MATRIX Page 1 o4 5 111 [2] 151 [41 151 161 111 [El 195 PERS-TRIP PERS-TR1p EMCEES ROADWAY BUS MOVER ROADWAY CAPACITY ROADWAY VOLUME PERSON PERSON PER -TRIP PERB.TRIP SORRI9OINEHIC41LA11 OPPV. VE46CULAR ®PPVW TRIP TRIP CAPACITY CAPACITY TYPE CAPACITY 1.8 v VOLUME 9.4 CAPACITY WC 1 LO$. LCAG. LOAD. LS LS LS L5 LS LS HS HS HS HS HS HS HS H5 HS HS HS 616 HS HS HS HS FI9 HS NS I-18 HS HS 1,610 1,613 1,810 1610 1,810 1,810 1,810 1,810 1,750 1,750 1,750 1,750 1,760 1,750 1,750 1,760 2,560 2,560 2,560 2,560 3140 2,580 3,140 3,140 3,140 3,140 3,140 3,140 3,140 3140 2,040 1,615 1,615 1,615 1,615 1,615 1,615 3,070 5,070 3,070 6,070 3,070 $070 3,770 1,700 2,550 1,700 1,700 1,70C 1,700 1,70C 1,700 2,698 2.896 2,896 2,899 2,898 2,896 2,896 2,696 2,800 2,800 2,800 2,900 2,800 2,800 2,800 2,800 4,096 4,095 4,690 4,096 5,024 4,296 5,024 5,024 5,024 5,024 5,024 5,024 5,024 5,024 3,261 2,684 2,584 2.584 2,584 2,584 2,584 4,912 4.912 4,912 4,912 4,912 4,912 6,032 2,720. 4,086 2,720 2,720 2,7201 2,7201 2,720 2,720 1,021 1,550 1,431 2;041 1,334 1,589 1,334 1.,559 1,915 690 1,605 270 1,759 1,252 1,574 919 1,674 919 1,731 1,897 1,432 1,606 1,896 746 1,696 748 1,847 861 1,647 861 1,607 761 512 731 512 731 512 1.127 671 671 071 671 671 671 1,197 1,340 796 1,346 603 1,476 010 1,264 1,429 2,590 2,093 2,664 1,888 2.226 1,868 2.225 2021 1,246 2.247 1.358 2,463 1.753 2,344 1,267 2,344 1,267 2,423 2,376 2,006 2,108 2,374 1.044 2,374 1,044 2,580 1,205 2,666 1,205 2,530 1,023 717 1,023 717 1,023 717 1,575 939 939 939 939 939 939 1,6761 1,676 1,114 Lees 8441 20561 1,1341 1,910 1,467 206 693 32 1,028 671 1,026 671 112 1,554 553 1,442 337 1,047 456 1,513 1,752 2,809 1,873 1,720 3,019 1,988 2,650 3,960 2,656 3,986 0.46 0.69 0.68 0.99 0.85 0.77 0.65 0.77 098 0.45 0.60 049 0.68 0.93 0.64 0A6 0.57 051 0.59 ass CIAO 0.51 0-47 021 047 021 2,436 0,51 3.519 024 Z438 0.51 3,614 0.24 734 0.76 1,561 1,687 1,581 1,867 1,561 1,067 3,334 3.973 4.973 3071 3971 3,979 5,093 1044 2220 1,606 037 1,676 654 1,688 810 040 0.26 0.40 0.28 0.40 028 0.32 0,19 0.19 0.19 016 0.19 0.18 0.62 0.46 0.41 0.69 0.31 0.76 042 0,70 C 0 O C 0 17 0 E 0 O 0 0 0 0 C 0 C 0 C D C 0 C C C C C C O O 920 920 920 920 920 920 1,472 2,262 1,472 2,252 1,472 2262 1,469 2249 1,025 1,80e 1,706 2,466 1,796 2,486 2,466 1,706 1,706 2,466 2,466 2,226 3,434 906 760 711 713 518 1,070 1,070 1,070 1,330 552 1,316 1,346 1,348 326 306 306 306 960 960 960 960 555 980 960 980 960 280 960 680 1,440 1.440 1,440 1,440 1,440 1,440 2,880 480 480 480 980 060 1,440 1,440 1,44E 1,440 2,362 TRANSIT 800E 1101 1111 RAIL TOTAL PERS-TRIP TRANSIT CAPACITY PER6-TRIP LOAD. CAPACITY 950 1920, 990 1,463 1,920 1.463 960 1.463 960 1403 920 920 220 920 220 220 1,472 2,252 1,472 2,252 1,472 2,252 2,420 3,209 1,908 2,768 2,666 3,446 2.865 3,446 3,446 2,566 2,666 3,446 3,926 3,666 4,874 1,746 2,220 1,440 2,680 713 713 480 298 480 1,552 2,030 2,030 2,770 1,892 1,440 2,756 4,226 2,308 2,486 2,689 3,e49 2,720 2 720 306 306 112] TEA NWT PERSON -TRIP VOLUME METRO- AETR9- BUS MOVER ,RAIL 169 243 169 243 339 246 416 523 416 523 416 442 44 383 s3 676 44 485 53 752 44 506 53 748 44 498 53 367 61 398 53 877 91 460 70 657 S3 194 56 1,106 74 61 60 167 106 203 196 119 84 Sae 284 264 234 151 370 565 115 240 119 158 26 138 22 22 26 22 26 100 136 111 114 114 161 151 164 350 194 380 eV 97 276 692 276 892 1131 114) 1151 115117I I161 TOTAL TRANSIT SEGMENT SEGMENT SEGMENT SEGMENT TRANSIT PER9-TRIP PERSON PERSON PERK -TRIP PERSON PERO Et MSS TRIP TRIP EXCESS TRIP VOLU CAPACITY CAPACITY VOLUME CAPACITY WC LOS 169 243 169 244 339 248 623 4t6 623 416 523 416 486 436 722 sae 796 559 792 551 426 451 766 559 740 450 1,160 141 293 73 203 19S 119 22 119 22 334 364 420 345 202 114 502 475 680 1.171 517 815 138 7 751 677 591 872 949 1,e36 949 1,536 949 1,636 1,943 2,773 1,266 2,230 1,670 2,687 1,674 2,696 3,916 2,215 1,696 2,507 3,186 3,211 3,694 1,005 1,927 1,367 2.677 615 564 456 666 459 1,216 1,646 1,610 2,425 1,790 1,32E 2,254 0,705 1,777 2,011 2,302 2,776 2,212 1,914 166 284 3,616 3,616 9,616 3,916' 3,616 3,816 r,r,i L5,146 '4,272 6052. 6,762 7,542 6,782 7,542 6,470 6,752 7,690 8.470 6,950 6,690 9,896 6,770 7,244 6,464 6,144 4,598 2,835 2,172 3,107 2,207 2,473 2,391 2.641 3,204 1,662 2,779 1,774 2,849 2,159 3,066 1,825 3,140 1,646 3,215 2,927 2,431 2559 3,142 1.503 3,114 1,494 3,766 1,346 2,679 1,276 2,733 3297 1,221 3,297 638 13,064• 1045 3,682; 627 3,0641 1,045 4.1341 1,561 lita 1,962 6.942 1,359 7,682 6,904 6,352 7,666 1,284 1,14t 1,053 1, 10,255 1,46E 5.028 2306 ;6,562 2,351 6,709 1,794. 6459 5,054 -5,449 1.361 5,449 2.881 3,026 1,272 3,028 1632 2.218 0.419 983 0.742 1,644 0.969 709 0.814 1,609 0.676 1,343 0.648 1,977 0.547 2,507 0.513 1,066 0.750 3,390 0.329 1,502 0,648 3,270 2,263 0,5640351 3,620 0384 1,722 0.644 9,743 0.328 3,622 0.464 6.696 0245 9,647 0.475 4,615 0363 8037 0.287 4,203 0,376 4,546 0409 6,667 0.169 5,856 0348 7,196 0.172 a,102 0360 6,424 0,199 i,306 0.397 5,166 0.195 3,411 0.445 2,076 0.370 2,461 0256 2,019 0.341 2,765 0_231 2,019 0.341 3,083 0254 4,960 0263 6,5113 0.196 6,395 0.167 5,763 0.165 5,299 0.166 6227 0.188 6,798 0.142 2,621 0439 4,231 0.357 3,915 0.514 3,615 0.456 4,088 0.250 2,568 0.526 1,754 0,420 1,094 0.634 0 C 0 0 O C C C C O 0 0 0 0 0 0 C 0 0 0 SOURCE: 6EITN AND SGHNARS, P A. NATRANPLAHIYROJECTSk20011167164TABLESN 1MATRIILWR4 Pogo 2 of 5 20.Nov-2001 TABLE 21,97 DOWNTOWN MIAMI DR! UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX .. .. - ROADWAY MIAMI ADOP-1,� TED 111 ]ORRIDORNEHICULAR .. ROAD59kinMDDE 130085 TRJ(RSj11.1bT)E r- B6GMEM TOTAL 121 ROADWAY PERS-TRIP CAPACITY @PPV. 14] ROADWAY HIC� (51 PERS-TRIP VOLUME �PV. 161 EXCESS PERSON TRIP [71 ROADWAY PERSON TRIP 161 BUS PER -TRIP CAPACITY Iq MOVER PERB-TRW CAPACITY 1591 RAIL PERS-TRIP CAPACITY (111 TOTAL TRANSIT PERS-TRIP (12] TRANSIT PERSON -TRIP VOLUME 1131 TOTAL TRANSIT PERS (14] TRANSIT PHIS -TRIP EXCESS (161 SEGMENT PERSON TRIP 1161 SEGMENT PERSON TRIP [171 SEGMENT PERS-TRIP EXCESS [16] SEGMENT PERSON TRW METRO- METRO- TO - - DIR LOS I TYPE CAPACITY 1.6 VOLUME 1A CAPACITY VIC L08 LOAD+ LOAD. LOAD. CAPACITY SUS 81OVER RAID VOLUME CAPACITY CAPACTY VOLUME CAPACITY C LOS HE 14044 NE 17 STREET NE 14 STREET N6 E HS 900 1,280 0 0 1,220 0.00 A 480 460 460. 1.760 0 1,760 0.600 A SB E 650. 1,280 0 9 1,280 0.0D A 460 480 460. 1,760 0 1,720 0.000 A NE 14 STREET N-396 NB E-1W HS 3,070 4,912 1.143 1,830. 3,312 0.33 D 1,226 980 2,166 488 44 512 1.674 7.098 2.112 4,966 0.296 0 1.395 NE 6 STREET NB E-1W HS 3.070 4,9121 599 839 4,073 0.17 C 1,226. 960 2,166 434 47 481 1,705 7,008 1,320 5,778 0.18E C NE 6 STREET FLAGLER STREET NB E-1W HS 3.070 4,912I 599 839 4.073 0.17 G 2114 1.440 3.554 578 91 669 29586 2,422 1,506 6956 0.178 C FLAGLER STREET SE 1 STREET NB E•14r HS 3,0712 4,812 598 639 4.073 0.17 C 2,114 1.440 3,554 405 74 479 3,075 6,486 1,316 7.146 0.158 C SE 1 STREET SE 2 STREET NB E-IW HS 3,070 4,912 598 639 4,073 0,17 6 534 1,440 1,074 86 102 174 1,600 6,626 1,013 2873 0.147 C N. MIA61! AVENUE'S. KAMI AVENUE NE 20 STREET NE 17 STREET SB E-1W LS 3,070 4,412. 392 649 4,363 0.11 C 158 156 4 4 152 5,080 553 4,515 0.109 C NE 17 STREET NE 14 STREET SB E-1W LS 3,070 4,912 382 649 4,363 0.11 G 156 168 4 4 152 5,086 553 4,515 0,109 C NE 14 STREET NE 6 STREET 58 E-1W HS 3970 4,912 392 549 4,363 0.11 C 156 1.463 1,619 4 258 250 1,95E 6,531 609 5,722 0.124 C NE 6 STREET NE 4 STREET 50 E-1W HS 1,070 4,912 400 580 4,352 0,11 C 534' 1,463 1997 62 240 222 1975 6,909 282 69127 0.128 C NE45TREET FLAG LER STREET SR E-1W 119 2,049 3,264 400 580 2,704 0.17 C 534 1,463 1,997 83 240 323 1.674 10.281 683 4,372 0.162 C FLAGLER STREET SE 6 STREET SS E-171/ LS 3,070 • 4,912 1,041 1,457 3,455 0.30 D 534 534 251 2E1 283 r5,4lL 1.708 3,738 0,314 0 SE 8 STREET SE B STREET NB E-1W FIS 2.540 3,204 1,041 1,457 1,807 0.45 D 534 960 2,925 4,419 58 154 582 795 3,624 7,683 , 2,252 5,431 0,293 D SE 8 STREET SW 12 STREET NB E-iW HS 2,040 3,284 1,093 1,630 1,734 0.47 0 780 960 2,92E 4,885 187 184 65S 904 3,781 7,829 ! 2,434 5,/95 0.307 0 SW 125TRE.ET 5W 135TREET NB E-710 HS 2,040 9264 1,093 1,530 1,734 4A7 0 780 960 2,92E 4,68E 167 164 553 904 3,781 7,929I 2,434 5,495 0.307 U SW 13 STREET SE 15 ROAD NB 6 HS 800 1,280 306 431 649 034 0 960 980 62 02 078 2,240 513 1,727 0.229 C SB E 800 1,280 60 84 1.496 0.07 G 980 960 93 93 657 2,240 177 2,063 0.070 0 I4W 1 AVENUE NE 8 STREET NE 7 STREET NB E H5 1,700 2,720 176 246 2,474 0:09 C 2,925 2,925 1,266 1,266 1,859 5,645 1,542 4,133 0,260 C SB E 1,700 2,720 449 629 2.091 0.23 C 2,925 2,025 513 513 2,412 5,645 1,142 4,503 0,202 C NE 7 STREET NE I STREET NB E HS 1,710 2,720 176 246 2,474 0.09 C 2,925 2,925 1,256 1258 1,667 5,64E 1,504 4,141 0.266 C SB E 1,709 2,720 449 629 2,051 0.23 C 2,025 2,025 513 513 2,412 5,845 1,142 4,503 0202 C NE 1 STREET FLAGLER STREET NB E HS 800 1,250 176 246 1,034 0.19 C 2925 2,925 1,256 1,25D 1,667 4,205 1,504 2,701 0.358 0 SS E 1,700 2,720 449 629 2,061 0.23 C 2,925 2,925 513 513 2,412 5.645 1,142 4,503 0302 C F1A0IER STREET SE 2 STREET NB E 1,615 2.564 176 246 2,338 0.10 C 2,584 246 2,938 0.095 C SB E 1,615 2,584 449 629 1,955 0.24 C 2.594 629 1,955 0.243 C SW 1 AVENUE N. MIAMI AVENUE SW 7 STREET SB E-1W LS 3,070 4,912 1,23 1,A04 3.508 029 C 534 534 248 246 269 5,446 1,850 3.796 0.303 0 SW 7 STREET SW B STREET 56 E-410 HS 2,040 3264 1,003 1,404 1,980 0.43 D 534 2,025 3,459 246 1.855 1,951 1,558 6,723 3,305 3,416 0,492 0 SW 8 STREET SW 13 STREET SB E-1W HS 2,940 3,264 T79 1,591 2,173 0.33 ID 2.925 2,925 1,690 1,690 1235 8,189 2,781 3,409 0.449 D NW 2 AVENUE 59N 11 STREET NW 8 STREET NB HS 900 1.280 252 353 927 026 315 2,925 3,240 136 264 820 2,420 4,520 1,.173 3,347 0.260 0 SB 800 1.280 207 290 900 023 315 1,463 1,776 68 892 760 1,010 3,058 1,050 2,006 0.343 0 NW 8 STREET NNE STREET NB HS 800 1,280 700 980 300 0.77 1,675 2,925 4,800 264 684 1,548 3,252 6,060 2,528 3,552 0.416. D SB 800 1,280 259 363 917 028 510 1,453 1,973 143 892 835 1,138 3,203 1,19E 2,055 0,356 D MN 8 STREET NW 5 STREET NB HS 840 1,344 790 980 364 0.73 1,674 2,925 4,599 782 888 1,468 3,131 5,943 2,445 3,495 0.412 D SB 840 1,344 250 323 921 027 1,463 1,463 692 692 771 2,507 1955 1,792 0176 D NW 5 STREET NW 3 STREET NO HS 840 1,344 700 980 364 0.73 1,674 2.925 4,599 782 666 1,488 3,121 5.943 2,446 3,495 0.412 D SB 840 1,344 259 383 981 0.27 624 1.463 2,087 95 622 787 1900 3,431 1,150 2,221 0.335 D NW 3 STREET NW 1 STREET NB LS 1,615 2,584 700 980 1,604 0.39 1,674 1,674 419 410 1.255 4.256 1.399 2,859 0.329 0 SB 800 1,280 259 363 917 0.28 824 624 93 95 531 1,204 456 1,448 0239 C NW 1 STREET SW 1 STREET NB LS 1,615 2,584 700 900 1,604 0.38 114 114 48 46 68 2900 1,028 1,672 0.280 0 'F{ SB 800 1,260 259 363 917 0.28 624 624 93 93 531 1,004 458 1.448 0239 C SW 1 STREET SW 2 STREET NB 1,615 2,584 691 967. 1,617 0.37 2584 087 7 58 1,615 2,564 652 913 1,671 0.26 2,584 913 1,671 0.353 D SW 2 STREET SW 7 STREET NB HS 800 1,26 691 967 313 0.72 1,463 1,463 281 281 1,182 2,745 1,248 1,496 0.455 0 SB 800 1280 652 913 387 0.71 1,463 1,463 699 8E2 771 2,743 1,605 1,138 0.586 0 SW 7 STREET SW 8 STREET NB HS 1.615 2,584 691 967 1.617 0.37 1,463 1,463 251 201 1,152 4,047 1,248 2,799 0.306 IS SB 1,815 2,584 852 913 1,971 0.35 156 1,463 1,619 6 692 698 921 4,203 1,611 2,592 0.383 ID SW 8 STREET SW 11 STREET NB HS 600 1,2121) 691 987 313 0.76 1,423 4,463 276 276. 1,167 2,743 1,243 1,500 0.453 ❑ SB 800 1,280 552 913 367 0.71 156 1,4133 1,219 6 692 698 921 2,009 1,611 1.288 0.556 D SW 1I STREET SW 13 STREET NB HS SOD 1,280 691 987 313 0.76 1,463 1,463 278 278 1,167 2,743 1,243 1,500 0.453 ID SB 800 1.280 652 013 357 0.71 1,453 1,453 692 692 771 2,743 1,605 1,130 0.58E D SW 13 STREET SW 15 ROAD NB 1,615 2904 216 302 2,282 0.12 2,564 302 2,262 0.117 C SE 1,615 2,584 262 395 2,189 0.15 2.584 395 2,189 0.153 C SOURCES KEITH AND SCHNARS, PA. N:ITRANPLANNROJECTS1200I1167164TA8LES111 MATRIXW K4 Pogo 3 015 204Noy-2001 TABLE 2127 DOWNTOWN WAR DRI UPDATE PERSON -TRIP VOLUME AND CAPACITY E%i5TINO CONDITIONS MATRIX ROADWAY FROM - TO TO D91 gs! W3 ww 3 3 3 w 3 3 3 3 IY WW WWW�- WW1e� WWWW WII! la WWWWIYWWWW Ww ~ U! W 4S aiJ til lu W 6 ti II) x3NRIDOPYENICULA- TYPE ... ROADWAY PI V 1 121 ROADWAY CAPACITY (31 PENS -TRIP CAPACITY 994PPV. 1.6 (41 ROADWAY NICULA VOLLOME _.. MN 20 STREET NW 17 STREET N6 800 1 260 200 55N 17 STREET NW 14 STREET NW 14 STREET NW 9 STREET NW B STREET NW 5 STREET 50 MS SB NO 68 NB LS LS 809 800 800 600 500 3,070 1,200 1,280 1,280 1,280 1,280 4,912 204 200 204 200 204 1,102 NW 5 STREET SW 1 STREET NB 2,040 3,264 1,102 NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE N. LMAMI AVENt)E NW 3 AVENUE NW 3AVENUE 1-95 EB WB E9 WB E5 W8 LS LS 1.5 600 SOO 1,615 1,615 1700 1,700 1,250 1,280 2,884 2,504 2,720 2,720 600 491 600 491 500 491 NE 15 STREETNENET1A4 CSWY SISCAYNE ISLAND SAYSHCRE DRIVE BAY6HORE DRIVE BISCAYNE BLVD EB WB EB LS LS 640 840 640 1,344 1,344 1,344 304 372 340 8I$CAYNE BLVD N. MIAMI AVENUE NE 14 STREET 5AYSHORECRIVE BISCAYNE BLVD EB WS EB L6 LS 80p 800 1,615 1 1200 1,280 2,564 1540 5 02 255 212 WS 1,61.5 2,584 05 BISCAYNE BLVD NE 1 AVENUE EB LS 1,815 2,504 50 NE 1 AVENUE N MIAMI AVENUE VP3 E0 LS 800 1,015 1,260 2,584 74 80 N MIAMI AVENUE NW 2 AVENUE WS EB 640 L$ 800 000 805 1,280 1,250 1,280 74 60 74 NW 2AVENUE MN 3 AVENUE E6 LS 800 3.280 60 NW 3AVENLIS I-95 WO ER 800 800 1,260 1,260 74 172 WE 800 1,260 190 NE11 STREET NW 3AVENUJE 1.95 WB LS 2,940 3264 160 NE 10 STREET MY3AVENUE 1.95 EB LS 2,040 3,264 133 NE 6 STREET/PORT BOULEVARD £.OF PORT BRIDGE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE EH WB WB HS 2560 2,560 3,070 4,096 4,096 4,912 1,278 564 614 NE 1 AVENUE N MIANO AVENUE WB PIS 2040 3,264 614 N MIAl.6 AVENUE TAN 1 AVENUE 168 HS 2.040 3,284 614 NW 1 AVENUE MN 1 CT WB HS 2,040 3,264 014 496 1 CT NW 2 AVENUE WB LS 2,040 3,264 614 NAN2AVENUE NW3AVENUE WB L8 2,040 3,264 014 T1W3AVENUE 1-95 9VS LS 3,070 4,012 614 14101.E AIASB TRAII3IT M00 ---__ ._.-MEOMENT TOTAL -. 151 661 17 1 l I101 I111 1 II - 141 I151 1101 I1-+1 I151 R&TRIP OLLIME EXCESS PERSON ROADWAY PERSON TRIP SUS PER -TRIP MOVER PERK-TOUP RAIL PER6-TRIP TOTAL TRANSIT PFRRON-TRIP TRANSIT VOLUME TOTAL TRANSIT TRANSIT PERS-TRIP SEGMENT PERSON SEGMENT PERSON SEGMENT PER9-TRIP SEGMENT PERSON 5PPVa 1.4 TRIP CAPACITY CAPACITY LOAD- CAPACITY LOAD. CAPACITY LOAD. PERS-TRIP CAPACII7 sus WETRO- MOVER METRO- TRAIL PERS VOLUME excess CAPACITY, TRIP CAPACITY TRIP VOLUME EXCESS CAPACITY TR P ': 1,000 0.22 1,280 260 1,000 Vic 9.219 L S C 280 C 286 994 0.22 C 1380 200 994 0.223 C 280 256 280 28B 1,543 1200 994 1,000 094 3,360 022 022 022 0,22 0.31 C C C C 0 559 559 114 114 555 559 114 114 190 540 58 1B 198 140 58 10 361 419 55 96 1,839 1,839 1,394 1204 4,912 476 426 336 304 1,543 1,361 1,413 1,056 1,090 3,369 0.260 0,232 0,242 0.216 0.314 0 C D C 0 1,543 1,721 0.47 0 3,254 1,543. 1,721 0.473 0 840 607 440 593 0.66 0.54 D D 195 155 195 195 36 26 36 29 159 187 1,475 1,475 070 715 599 760 0,594 0.456 D D 640 687 1,744 1,897 0.35 0.27 D C 195 195 195 195 36 26 35 28 159 167 2,779 2,770 876 715 1,903 2,064 0,315 0.257 0 C B40 687 1260 2,033 0.31 0.25 D C 195 195 195 195 3S 26 35 28 159 167 2,915 2,915 670 715 2039 2,200 0.331 0245 0 C 428 451 476 916 893 666 0.32 0.34 0.36 D 0 0 45 45 346 45 45 546 24 16 74 24 18 74 21 27 472 1,380 1,399 450 459 950 939 520 1,340 0224 0980 0.291 D 0 D 483 255 357 861 1,025 923 0.313 0.20 028 0 C 10 270 270 37 37 233 1,514 1,280 1,280 520 255 357 1,054 1,025 923 0.322 0.199 0.279 D C D 297 147 2,267 2,437 0.11 0.06 C C 2,006 2,739 2,008 2,739 6461 774 846 774 1,162. 1.965 4,592 5,323 1.143 021 3,449 4,402 0.240 9.173 C G 224 244 2.380 1,038 0.06 0.19 C C 682 682 062 602 208 29S 268 238 398 444 3,286 1,962 510 482 2,755 1,460' 0.166 0.240 C 0 224 244 224 244 224 244 241 274 2,300 1,036 1,056 1,028 1,055 1,036 1,034 1,008 0.09 0.19 0.18 0.19 0.18 0.19 0.19 0.21 C C G C C G C C 130 130 130 130 445 445 130 130 130 130 445 445 48 14 48 14 114 142 46 14 46 14 114 142 84 116 B4 116 331 303 2,714 1,410 1,410 1,410 1,725. 1,725 1,260 1,260 270 25B 270 256 336 366 241 274 2,444 1,152 1,443 1,152 1,367 1,339 1,029 1,006 0.009 0.183 0.191 0.183 0.188 0.224 0.168 0.214 C C G C C 0 C C 252 3,012 0.08 C 114 114 16 14 90 3,378 266 3,110. 0.079 C 1E6 3,078 006 C 114 114 54 54 50 3,378. 240 3,138 0.071 C 1,769 852 060 360 2,307 3,264 4,052 2,404 0.44 0.20 0.18 0.28 0 C C C 606 2,850 2,3190 2080 3,76E 1039 214 214 214 403 2,66E 3,365'. 4,09E 4,096 7,762 7,032 1,789 832 1,074 1„263 2307 3,264 6,710 9769 0.437 9.203 0.138 0.160, 1 D C C C 680 2,404 0.2E 0 510 2,880 3,300 141 214 355 3,036 6.654. 1,216 5,439 9.163 C 360 860 2.404 2,404 0.2E 0.26 C C 315 2,860 2,800 315 75 214 214 75 2.666 241 6,144 3,579 1,674 935 5,070 . 2,644 0.175 0.261 C C 665 2,404. 0.26 - C 30B 309 132 132 177 3573 092 2,581 927E C 060 4,052 0.10 C 309 306 132 132 177 5,221 992 4,228 0.190 C SOURCE. KEITH AND SCHNARS, 16 A. WITRANPLAN WROJECTS42001116T151TAP:EMI 1 MATRIX. Wl(4 Page 4 of5 20Nov.2001 TABLE 21.A7 DOWHTOWNMLAMI ORI UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING COHDITIONB MATRIX !ROADWAY I 560A1 TO 114ES8 BISCAYNE BLVD NE 2 AVENUE NE2AVENUE NEI AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE MN 2 AVENUE NW2AVENUE 1.95 HE 3 STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE N. MIAMI AVENUE N. MIAMI AVENUE NW 3 AVENUE NE 1 STREET BISCAYNE BLVD NE 2 AVENUE NE 2AVENUE NW2AVENUE NW 2 AVENUE 1-95 4' LAGLER STREET BISCAYNE BLVD NE 2 AVENUE NE 2AVENUE NE AVENUE NE1 AVENUE NW I AVENUE NWIAVENUE NW2AVENUE NW AVENUE 1-95 5E 1 STREET BISCAYNE BLVD SE 1 AVENUE SE 1 AVENUE SW I AVENUE SW 1 AVENUE SW AVENUE SW2AVENUE i-95 BE 2 STREET46RONS-1 BISCAYNE BLVD. 8E 3 AVENUE SE 3AVENUE NE2AVENUE •5E 4 STREETISROUS-1 BISCAYNE BLVD. SE 2 AVENUE SE 7 STREET BRICKELL AVENUE 5W 1 AV5NLE SE 8 STREET 9RIC4ELL AVENUE S. MIAMI AVENUE SW 1 AVENUE 5W 1 AVENUE 1-55 S. MIAMI AVENUE SW 1 AVENUE 1.95 DIR EH EB EB EB EB WB ES WS EB WA WE WB WB W51 WS WS EB EB EB ES EB W6 WB EB MIAMI ADOP- TED L08 E-1W E-1W E-1W E-1W E-1 W E-1W E-1W E-1W E-1W E-1 E-1W E-1W E E-1W E-1W E-iw E-1W E-1W E-1 W WS E-1W WS _ E-1W EB E-1W EB E-1W ES £-1W ROADWAY 22RRIDOPY@IICULAR TYPE CAPACITY NS HS HS LS LS LS HS LS HS HS LS LS LS LS LS 3,770 3,070 3,070 3,070 3,070 840 840 840 840 640 840 2,046 2,040 2,040 2,040 2,040 2,040 2,040 2,040 3,070 3,070 3,070 3,770 3,770 3,770 3,070 3.070 3,070 3,070 3,070 3,770 1avo wWAY MODE .- - MASS TRANSTRANSITl106E -� -SEGMENT TO{�� [31 PERS-7RIP CAPACITY • elPPYa 1.6 i�i ROADWAY VEHICULAR VOLUME t53 PERS-TRIP VOLUME aPPV• 1,4 161 EXCESS PERSON TRIP CAPACITY. 171 ROADWAY PERSON TRP 161 BUS PER -TRIP CAPACITY LOAD. 161 HOVER PERE-TRIP CAPACITY LOAD. d121 RAIL PERS-TRIP CAPACITY LOAD. 1111 TOTAL TRANSIT PERS-TRIP CAPACITY 1121 TRANSIT PERSON -TRIP VOLUME (131 70TAL TRANSIT PERS VOLUME 1141 TRANSIT PERS-TRIP EXCESS CAPACITY 1151 SEGMENT PERSON TRIP CAPACITY 1161 SEGMENT PERSON TRIP VOLUME 1177 REGIMENT PERK -TRIP EXCESS CAPACITY [961 SEGMENT ' PERSON TRIP O!C BUS METRO. MOVER 1151*0- RACL VIC 106 6032 954 1,378 4,664 023 C 151 151 2,728 11,912 1,520 7,343 0.172 LOS C 2,660 2,660 4,912 984 1,378 3,534 0.28 C 2,640 2880 151 161 2,729 7,702 1,529 6.283 0.156 0 4,912 664 1,379 3,534 026 C 2,860 2,860 151 151 2,729 7,792 1,529 6,263 0.198 C 4.912 9E4 1,370 3,534 0.28 C 4,912 1,376 3,534 0281 C 4,912 1,095 1,637 3,375 0.31 0 359 309 73 73 23B 6,221 1910 3,611 0.309 D 1,344 90 126 1,218 0.09 C 260 280 52 52 205 1,604 176 1,426 0.111 C 1,344 604 972 372 0,72 D 1,344 972 372 0.723 D 1,344 90 126 1,216 0.09 C 1,344 126 1,218 0.034 C 1.344 694 972 372 0.72 D 1,344 672 372 0.723 D 1,944 00 123 1,219 0.09 C 1,344 126 1,218 0.094 C 1,344 699 972 372 0.72 D 1,344 972 372 0,723 0 3,264 326 456 2,808 0,14 C 948 946 60 60 568 4212 516 3,636 0.123 C 3,264 328 456 2.808 0.14 C 1,726 1,726 246 248 1.478 4,990 704 4,266 0.141 C 3,264 876 1,228 2,038 0.38 0 1208 8208 S40 540 666 4,472 1,760 2,706 0395 0 3,264 424 584 2,670 0.18 C 3,528 3,524 794 794 2,734 6.792 1,386 5A04 0204 C 3,264 424 594 2,670 0.10 C 3,528 3628 650 650 2.1378 6,792 1,244 5,546 0.103 C 3,264 424 S94 2,670 0.16 C 3,528 2,640 8,408 572' 252 924 5,484 9472 1,516 8,154 0,157 C 3,264.. 1,254 1,766 1,506 0.54 D 1,950 1,956 555 555 1.395 5,214 2,311 2903 0443 D 3,264 256 356 2,908 0.11 C 3,264 354 2,906 0.110 C 4,912 1,037 1,452 3,460 0.30 0 3,434 1,440 4,874 423 102 525 4,349 9,786 1,977 7,809 0202 O 4,912 1,037 1,452 3,460 0.30 D 5,274 2,860 8,164 730 316 1,046 7,108 13,0E6 2,498 10,546 0.191 C 4,912 975 1,385 8547 0.28 C 3,606 3,806 622 622 25.44 6,716 2,167 0,531 0.281 C 6,032 894 1,252 4,780 021 C 830 830 296 296 532 6562 1,550 5,312 0.226 C 6,032 2,402 3,363 2,689 0.56 D 30 2,660 2,910 5 145 147 2,763 8,942 3,510 5,432 0.393 D 6,032 2,402 3,363 2984 0.56 D 966 2,840 3,448 434 144 280 3,166 4,479 3,643 5,635 0,384 D 4,612 1,828 2,556 2.256 0.52 D 566 1,440 2,006 69 102 171 1.835 6,916 2,727 4,191 0.594 0 4,912 1,025 1,435 3.477 0.29 C 276 276 21 24 252 L 6,7 1,450 3,729 0281 0 4,612 1,470 2,064 2,854 0.42 D 378 376 210 210 188 5,260 2,266 3422 0A29 0 4,912 1281 1,933 2,979 0.39 0 278 276 156 158 120 5,188 2,089 3.099 _0.403 0 4,012 2,193 3,070 1,842 0.63 D 019 810 300 390 - 610 5,722 + 3,376 J 2,352 0,689 0 6,932 2,233 3,129 2,903 0.52 D 534 534 345 345 1E6 6,566 3,474 3462 0.526 D SOURCE' NEITH AND SCHNARS, P.A. N 1TRANPLANIPROJECTS32001M 67161TA5LE395 I MATRIX.W K4 Pay. 5 of 5 20443H2001 ROADWAY PRIM 1I8-ET BHACKELL AVENUE S. MIAMI AVENUE 5W 1 AvE44JE S. MIAMI AVENUE SW 1 AVENUE SW 16 ROAD 8R 1307I-383VMACARTISIM CEWY PALM 101.950 PMR BAYBHORE DRIVE BAVSHORE DRIVE N. MIAMI AVENUE N. MIAMI AVENUE 1.95 1-05 NW 12 AVENUE 564.12 AVENUE NW17 AVENUE NW17 AVENUE NW 27 AVENUE NW 27 AVENUE NW 37 AVENUE NW37 AVENUE MN42 AVENUE MM 42 AVENGE NW 57 AVENUE 4SN57 AVENUE NW 72 AVENUE NW 72 AVENUE SR826 SR628 NW 87 AVENUE NW 87 AVENUE Mk 107 AVENUE +, 8R9707WnnfOYSN D16TWBUTOR i 1-95 BRICKELL AVENUE 1.95 I-195 5R 036 SR 638 NW 5 STREET 54w 5 STREET SW 1 57REET SW 1 STREET Sw 6 STREET SW 6 STREET Sw 26 ROAD 5W 26 ROAD S. 0110E HIGHWAY NOTES. I8R EB wet EB WB E6 WB EB WB EB 4V6 EB W8 EB WB ES WO EB WS EB WO ED 5B EB WB EB wB EB WB £B WB EB W0 ES w8 MLAA6 A190P- TEO LOS E E E 11] (3} [31 141 PERS-TRIP PERS-TRIP ROADWAY CAPACITY ROADWAY VOLUME :ORMOCII 415151J AB @PPV. VEHICULAR �pP4Tr TYPE CAPACITY 146 HOLOME 1A TABLE 21.47 DOWNTOWN NAMI DRI UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX ROADWAYMOOE LS LS H5 H6 HS H5 H5 HS HS HS HS HS HS HS HS N8 HS 1,615 1616 1,615 1.615 4.615 1615 6,990 5,690 5.990 5.990 5,990 0,590 8,170 6,170 6,90 5.990 8,170 8,170 8.170 4,170 5,990 5,990 5,990 5,990 5.990 5,990 5,990 5,990 0.170 0,170 5,990 5,990 3,900 3,900 10,690 10,690 10,65E 10,690 10,660 10.1053 10,690 10.690 10,690 10,690 4,090 4090 2,554 2,584 2,554. 2,554 2,584 2,554 9,564 9,564 9.584 9,654 9,584 0,554 12,072 13,072 9,584 9,594 11,072 43,072 13.072 13,072 41,554 9,564 9,684 0,554 9,584 9.564 9,554 9,564 13,072 13,072 9.554 9,584 6,240 6,240 17,104 17,104 77,104 17,104 17,104 17,104 17,104 17,104 17,104 17,104 13,544 5,544 834 421 634 421 446 1,234 2,205 2.556 2.649 4,334 2,649 4.334 5.500 4,779 4,208 4,796 4,062 4.748 5,35 4,568 3,167 4.022 6,1 Si 5,457 3.154 5,980 5,789 5,908 4,114 4,854 3,225 5,290 1220 1,387 7241 5,973 5,950 5,14E 5,690 5,14E 5,690 5,146 4,265 2,04E 4.269 2,646 1,161 559 1,166 5B9 624 1,72E 3,171 3,581 3,706 0,008 3.709 5.06E 8.120 8,682 5,891 5,714 5,507 6,647 7,32g 6,396 4.434 6.761 0,674 7,540 4,416 7,532 8,105 0,271 5,700 6,804 4,515. 7.419 1,721 1,942 10137 6,352 6,24E 7,204 6,246 7,204 6,24E 7,204 6,977 9,704 5,977 3,704 I91 EXCESS PERSON TRAP CAPACITY 1,416 1,995 1,41E 1,985 1,960 856 0,412 6,003 5,175 3.555 5,875 3,518 4,952 6.390 3,693 2,870 7.365 6,425 5,743 6,677 5,150 2.633 910 1,944 5,16E 2,052 1,479 1,313 7,912 6268 5,069 2,185 4,519 4,298 8,967 6,742 6,658 9,000 6,65E 9,900 6,658 9,900 11,127 13,400 567 2,640 [71 ROADWAY FERBON TR P - 161 BUS PER -TRIP CAPACITY LOAD. fal MOVER PERS.TRIP CAPACITY LOAD [761 RAIL PERS-7554 CAPACITY LOAD- 1111 -. TOTAL TRANSIT PEPS -TRIP CAPACITY 1121 TRANSIT PERSONA/UP VOLUME M6T150_ MOVER METRO- RAIL Y!C toll 0.45 D 260 260 _SUS DS 0.23 C 520 52C 271 0.45 O 260 260 95 0.23 C 260 213C 84 0.24 C 0.67 0 240 250 92 0.33 6 1,340 1,346 662 0.37 B 1,346 1648 430 0.39 8 0.63 C 0.39 B 0.89 C 0.62 C 051 C 280 260 140 0.51 C 0.70 D 044 B 0.51 C 0.58 C 0.49 C 0.44 C 070 D 0.91 E 0.80 O 0.46 C 379 O 0.85 E 0.56 E 0.44 6 0.52 C 0.47 C 0.77 D 0.2B A 0.31 E D.59 C 1,560 1,560 726 0-49 C 0.46 C 1,560 1,560 726 0.42 B 0.46 C 0.42 B 0-48 C GA2 B 0.35 8 022 A 0.81 E 057 C 771 SEDIMENT PERS-TRIP EXCESS CAPACITY [161 SEGMENT PERSON TRIP 114 'OTAL I 1ANSIT 1 PERS DLUME' 11.1f TRANSIT PERS-TODP EXCESS CAPACITY 1151 SEDIMENT P558011 TRW CAPACITY Ctt-61 EEOMEHT PERSON TRIP VOLUME MAC. •: 9d 164 2044 1,264 1,660 ocv0000a.oeo 0 o v oao_o o PPP... O 271 248 3,134 880 2244 C 56 164 2,844 1,264 1,680 D 64 175 2,844 673 2,171 C 2,564 624 1,960 C 92 166 2,844 1„820 1,024 D 662 080 10,932 3,833 7,050 B 436 910 10,932 4.019 6.513 B 9,561 3,709 5,675 13 9,584 8,061 3,516 C 9,584 3,709 5,075 9,584 6,06E 3,615 C 13,072 6,120 4252 C 140 120 13,332 6622 8,610 C 9,584 5,891 3,893 C 9,554 6,714 2,670 0 13.072 5,687 7,385 B 13.072 6,647 6,425 C 43,072 7,329 5,743 C 19.072 6,995 6,677 C 9,564 4,434 5,150 C 9,554 6.751 2,833 D 9,504 8,674 910 E 5,564 7.40 1044 D 8,584 4,416 5,160 C 9,584 7,532 2652 D 9,564 5,105 1,479 E 9,504 0,271 1,313. E 13.072 5,76D 7,312 C 13.072 6,804 6,28E C 9,634 4,515 5,05E C 9,584 7.419 2,165 O 5240 1,721 4,519 9 5,24E 1,942 4,298 B 725 832 11.884 10,885 7,709 C 17,104 6,362 6.742 C 720 832 18,694 6574 5,690 C 17,104 7204 9,900 C 17,104 8,24E 6,666 C 17,104 7204 9,900 C 17,104 8,246 6958 O 17,104 7204 9,90E C 17,104 5,977 11,127 6 17,104 3,704 13,400 A 6,544 5,977 667 E 6.544 3,704 2,840 C 14] CORRIDOR TYPES ARE ASSIGNED USING THE GUIDELNES FROM THE TRANSPORTATION CORRIDORS METHODOLOGY. 12} THE ROAOWA7 VEHICULAR CAPACITY I6 OBTAINED FROM TABLE 21-42. [3] RERBON-TRIP CAPACITY I5 DERIVED BY APPLYING A 1-8 VEHICLE OCCUPANCY TO THE VEHICULAR CAPACITY, THE 1.6 VEMCL£ OCCUPANCY IS OBTAINED FROM THE CITY'S ADOPTED COMPREHENSIVE PLAN AND ROLE 95.5.007-0q4 14] THE ROADWAY VE'GULAR VOLUME ill OBTAIED FROM TABLE 21.42. [5] PERSON -TRIP VOLUME IS DERIVED BY APPLYING A 1.4 VEHICLE OCCUPANCY To THE VEHICULAR CAPACITY. THE 1.4 VEHICLE OCCUPANCY IS OBTAINED FROM A COMPREHENSIVE STUDY PERFORMED BY THE CITY IN 1g50, [8] THE EXCESS PERSON TRIP CAPACITY IS DERIVED 8Y SUBTRACTING COLUMN 151 FROM COLUMN/St [7] THE PERSON TRIP LC/S IS PROVIDED CONSISTENT WITH THE 1996 L05 MANUAL (SEE TABLE 21 A81. [6] THE BUS PER505-TRIP CAPACITY 15 OBTAINED FROM TABLE 21A4 FOR AM AND 2145 FOR PM. 10] THE METROMOVER PERSON -TRIP CAPACITY IS OBTAINED FROM TABLE 2145. [10( THE METRORAL PERSON -TRIP CAPACITY IS 013TAINED FROM TABLE 2147. (111 THE TOTAL TRANSIT PERSON -TRIP CACATY CS OBTAINED BY ADDING BUS, SAE7ROAIOVER, AND A1ETR0RAIL CAPACITIES. (121 THE PEROON.TRIP voLUME FOR BUS Is oBTAINE0 FROM TABLE 2144 FOR Am AND 21.45 FOR PM. THE PERSON -TRIP VOLUME FOR METROMOVER AND METRORML ARE OBTAINED FROM TABLE 21.A0. (13) THE TOTAL TRANSIT PERSON VOLUME IS OHTAIND BY ADDING BUS, METROMOVER, AMOMETRDRJL VOLUMES. [141 THE TRANSLT PERSON -TRIP EXCESS CAPACITY IS OBTAINED BY SUBTRACTING COLUMN [131 FROM COLUMN 1111. [45j SEGMENT PERSON TRIP CAPACITY 1SCBTAI5ED BY ADDING THE PERS094TWP VEHICULAR CAPACITY (COLUMN (311 AN5T14E TOTAL TIRAHBIT PERSON CAPACITY 5COLL9AH 1111 116] SEGMENT PERSON TRIP VOLUME HS OBTAINED BY ADDING THE VEHICULAR VOLi.M4E IN PER5054TRIP (COLL1M1 [51]ANO THE TOTAL TRANSIT PERSON VOLUME (COLUMN 11915. [171 SEGMENT PERSON -TRIP EXCE55. CAPACITY IS OBTAINED SY SUBTRACTING COLUMN [l61 FROM COLUMN [151- j [181 THE PERSON TRIP LOS IS PROVIDED CONSISTENT 04TH THE 199E LOS MANUAL (SEE TABLE 21 A8(. LJ7 Q SOURCE: KEITH AND SCHOLARS, P.A. N5TRANPLAMPROJECTS52001518716VTABLE91115MTRIX.wK4 Page 1 of 7 20-Nov-2001 TABLE 21.010 0OWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO DIR MIAMI MOP. TED LOS FACILITY TYPE EXISTING LANES AM I ; PM COUNT HATE [1] EXISTING PERSON TRIP VOLUME YR 009 BKO PERSON TRIP VOLUME f 131 COMM!. TIED YR 2009 TOTAL BKG PERSON FUTURE PERSON TRIP CAPACITY Es] BOLG PERSON TR P 161 INC-II PROJ. PERSON YR 2009 TOTAL PERSON TRIP FUTURE PERSON TRIP CAPACITY E51 TOTAL PERSON TR P PROJ. AS A % DF MAX SERVIOE PROJ. TRIPS REATE THAN 5% DEV. TRIP TOTAL VIC 7j UDUQOOOUIi owoop000cO UQDOV4opoo in 0000000 o ci U U 0 0 00000000 TRIP VOLUME TOTAL amNo[WA�Rpo�� a appa appo�v[p o o a o0 0 0o�0DoagV oyX�o 0 ofaa Pp ooN+W�o ONPPOUppop oocoppp PFpoQ0OO g maN aNwEgNEg Vp9N6AJAQJN0ftNDW T OLWA 6�1 L VOLUME 6666W6 O O D D 0 60,1m6 0000000001 0pm OipOODpo olNoy000000 4 '0 • BISCAYNE BLVD NE 54 STREET NE 46 STRET NB 4LD AM 07115100 1,598 1.683 119 1.602 3.950 0.456 56 1,858 3,950 C 1.42% NE 46 STREET 1.195 SB NB 4LD AM 09/12/00 2,833 2,172 2,984 2,268 163 138 1147 2,426 3,950 3,950 0.797 0.614 93 70 3,240 2,496 3950 3,950 D C 2.35% 1.77% 1-195 NE 36 STREET SB NB 4LD PM 08/29/00 3,107 2,207 3.273 2,325 195 325 3468 2,650 3.950 3,950 0-878 0.671 116 180 3,564 2,830 3,950 3,950 D D 2.94% 4.56% NE 36 STREET NE 29 STREET S8 NB 4LD PM 06/29/00 2,473 2,391 2,605 2,.519 256 519 2,861 3,038 3,950 4,446 0.724 0.683 156 240 3,017 3,278 3,950 4,446 0 D 3.95 % 5.40% SB NE 29 STREET NE 20 STREET 2,641 2,782 410 3,192 6,678 0.478 208 3,400 6,678 C 3.11% NB 4L0 PM 05101/01 3,204 3,356 682 4,038 • 4,350 0.928 300 4,338 4,350 E 6.90% NE 20 STREET NE 19 STREET SB 509 4L0 PM 08/03/99 1,662 2,770 1,741 2,935 529 773 2,270 3,706 6,582 0.345 0.852 260 292 2,530 4,009 6,582 4,350 D E 3.95% 6.71% NE 19 STREET NE 15 STREET SB 1,774 1.880 596 2,476 6,582 0.376 254 2,730 6.582 ❑ 3.86% NB 4L0 PM 09/07100 2.949 3,107 620 3,727 5,310 0.702 315 4,042 5,310 D 5.93% NE 15 STREET NE 14 STREET SB 2,189 2,306 484 2,790 7,542 0.370 273 3,063 7,542 ❑ 3.62% NB 4LD PM 04/13/99 3,066 3,249 645 4,094 4,942 0.826 240 4,334 4,942 E 4.86% NE 14 STREET NE 13 STREET SB 1,825 1.934 648 2,582 -7,174 0.360 208 2,790 7,174 D 2.9094 NB 6LD PM 04/13199 3,140 3,327 1,099 4,426 6,904 0.650 412 4,835 6,804 0 646% NE 13 STREET 1-395 SB NB 6LD PM 08/17/99 1,846 3,215 1,956 3.406 834 1.313 2,790 4,719 9,036 6.804 0.309 0.694 358 749 3.146 5.468 9,036 6804 D 0 3.96% 11.01 % 1-395 NE 6 STREET 38 2,927 3.101 990 4,091 9,036 0.453 651 4,742 9,036 0 7.20% NB 4L AM 05/11f99 2,433 2,578 842 3,420 9,984 0.343 457 3.877 9.964 0 4.59% NE 6 STREET NE SB 3L 2,559 2,711 1,263 3,974 6,804 0.584 760 4,734 6,804 D 11.17% 3 STREET NB 8LD PM 04/25/01 3,142 3,291 1,438 4,429 7,732 0.573 495 4,924 7.732 r D 6.40% NE 3 STREET NE 1 SB 1,603 1,679 1361 2,540 9,964 0.255 429 2,969 9,984 D 4,315. STREET NB OLD PM 04/25/01 3,114 3.261 1,220 4,481 10,924 0.410 532 5.013 10.924 i D 4.67% NE 1 STREET 1 58 1,494 1,565 920 2,485 10,676 0.233 462 2.947 10.676 C 4.33% SE STREET NB BLD PM 05116/99 3,766 3,990 965 4,955 11,764 0.421 390 5.345 11.764 , D 3.32% SE 1 STREET SB 1,346 1,428 734 2,160 7,258 0.298 338 2,498 7,258 D 4.66% SE 2 STREET NB 8LA PM 05118199 2,879 3,050 547 3,597 9,476 0,392 292 3.889 9,178 D 3.18% SE 2 STREET SE 4 STREET 86 1,278 1.354 429 1,783 8,944 0.257 254 2,037 6,944 0 3.66% NB E+20 ?LOW AM 06/29/99 2,733 2,896 179 3,075 7,404 0.433 91 3,166 7,104 0 1.28% NE 2AVENUEIBRICKELL AVENUE NE20STREET NE 19STREET NB 4LU PM 07106/00 1,221 1,286 636 1.922 3,111 0.616 360 2,282 3,111 D 11.57% NE 19 STREET NE STREET SB B36 081 529 1,410 3,11i. 0.453 312 1,722 3,141 O 10.03% 14 NB 4LU PM 07106/00 1,045 1.101 647 1,748 3064 0.570 397 2,145 3,064 D 12.96% NE 14 STREET NE 13 SB 827 871 537 1,406 3,4051 0.414 345 1,753 3,405 1) 10.13% STREET NB 4LU PM 07/06100 1,045 1,101 524 1,625 5154: 0.530 345 1,970 3,064 0 1126% NE 13STREET 1-395 SB 1,051 1.107 447 1,554 1s. 0.396 299 1,853 3,901 0 7.66% 58 E+20 3L AM 04/25/01 1,962 2.055 493 2,548 6,709 0.380 267 2,815 6,709 D 3.985. 1-395 NE 3 STREET SB E+20 3L AM 04/25/01 1,359 1,423 398 1,821 6,709 0.271 197 2,015 6,709 0 2.94% NE 3 STREET NE 1 STREET SB E+20 3L AM 04/25/01 1,284 1,345 438 1,783 7,917 0225 244 2,027 7,917 C 3.08% NE 1 STREET FLAGLER STREET SB E+20 3L AM 04125/01 1,141 1,195 461 1,656 7,328 0.226 244 1,900 7,328 C 3.33% FLAGLERSTREET SE 1 STREET 56 E+20 3L AM 04/25/01 1,053 1.103 474 1,577 6,832 0.231 302 1,679 6,832 C 4.42% SE 1 STREET SE 2 STREET SB E+20 3L AM 04125/01 1,441 1,509 347 1,856 9,560 0.194 160 2,036 9,560 C 1.68% SE 2 STREET SE 4 STREET SB E+20 4L AM 04/25/01 1,460 1,529 713 2,242 12,666 0.177 441 2,683 12,666 C 3.48% SE 4 STREET SE 8 STREET NB 2L PM 06129/99 2,205 2,335 665 • 3201 • 6 47 • 0.494 616 3,819 6,474 ❑ 9.55% SE 6 STREET SW 13 STREET 55 3L 2,351 2,491 1,153. 3,644 0,T3T8 0.554 712 4,356 6,578 D 10.82% NB 4LD PM 05125'99 1,794 1,901 466 2,387 5.705 0,418 345 2,732 5,705 D 6.05% SW 13 STREET SW 15 ROAD SB -NB 3,054 3,235 643 3,679 6665 .. 0582 -0.297 397 4,276 6,665 0 5.96% SB 4LD PM 06/29/99 1,361 1,442 181 1,523 -- - 98 1,721 5,457 D 1.80% SW 15 ROAD RICKENBACKERCSWY NB 4LD PM 06/29/99 2,881 1,272 3,053 1,346 225 174 3,278 1,522 5.457 3,034 0.601 0.502 112 96 3,390 1,620 5,457 3,034 D D 2.05% 3.23% SB 1,932 2,047 215 2,262 3,034 0.746 112 2,374 3,034 0 3.69% SOURCE: KEITH AND SCHNARS, P.A. N3TRAN PLANIPROJ ECTS/20011167161TABLE8111 MATRIX. W K4 Pap 2of7 20•NOv-2001 TABLE 21,016 DOWNTOWN MIAMI ❑R1 UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY L FROM TO NE 17 STREET NE 14 STREET NE 14 STREET 1.395 1-395 NE 6 STREET NE 6STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE 2 STREET N. MIAMI AVENUES, MIAMI AVENUE NE 20 STREET NE 17 STREET NE 17 STREET NE 14 STREET NE 14 STREET NE 6 STREET NE 6 STREET NE 4 STREET NE 4 STREET FLAGLER STREET FLAGLER STREET SE 8 STREET SE 6 STREET SE 8 STREET SE 8 STREET SW 12 STREET SW 12 STREET SW 13 STREET SW 13 STREET SE 15 ROAD NW 1 AVENUE NE 8 STREET NE 7 STREET NE1STREET FLAGLER STREET NE 7 STREET NE 1 STREET FLAGLER STREET 5E 2 STREET SW 1 AVENUE N. MIAMI AVENUE SW 7 STREET SW 8 STREET SW 13 STREET SW 7 STREET SW 8 STREET DIR NB s5 NB B B NB NB SB S9 SB SB SB 5B NB NB NB NB 5B NB SB NB SB NB SB NB SB MIAMR ADOP- TED LOS E E E+20 E+20 E+; E+20 E+20 E+20 E+20 E+20 E+20 E+20 E420 E+20 E+20 E+20 E E E E E E E E E E E+20 E+20 E+20 FACILITY TYPE EXISTING AM/ _LANES PM 2LU 3L 3L 31. 31 31 3L 3L 3L 3L 2L 3L 2L 2L 2L 2LU N/A PM PM PM Pm Nut AM AM AM AM PM PM PM AM 4LD AM 4LD AM 11 AM 2L 4LU AM 3L 21. PM PM PM COUNT DATE WA 04/25/01 05/01/01 05/01/01 05/01/01 05/01/01 04/25/01 04/25/01 04/25/01 04/25/01 04/25/01 04/25/01 04/25/01 04MI.5I01 04/25/01 04/17/01 04/25101 04/25/01 04/25 01 04/25/01 04/25/01 64/25/01 04/25/01 121- [1] YR 2009 Dustin/0 BKG PERSON PERSON TRIP TRIP VOLUME VOLUME NIA N/A N/A N/A 2.112 2,212 1,320 1,383 1,508 1,579 1.3113 1,380 1,013 1,061 553 553 809 882 883 1,708 2.252 2,434 2,434 513 177 1.512 1.142 1.504 1.142 1,504 1,142 246 629 1,650 3,305 2.781 579 579 847 924 925 1,769 2,359 2,549 2,549 537 165 1,584 1,196 1.575 1,196 1,575 1,196 258 859 1,726 3,462 2,913 (31 COMMI- TTED OEV. 772 758 874 1.057 925 935 1,006 371 339 332 413 421 650 449 360 255 216 134 60 86 70 102 79 118 94 142 164 179 305 YR 2009 TOTAL BKG PERSON TRIP 772 758 3.066 2,440 2,504 2,315 2,067 950 918 t,179 4,337 1,346 2,439 2,808 2,909 2,604 753 319 1,544 1282 1,645 1,296 1,654 1,314 352 601 1,892 3,641 3,218 I41 FUTURE - [51 I61 PERSON BKG INCa1 TRIP PERSON PROD. CAPACITY TR P PERSON TOTAL WO LOS TRIP 1,760 0.439 D 120 1,760 0.431 D 104 6.841 0.451 D 247 6,541 0.357 0 420 2,860 YR 2009 TOTAL PERSON TRIP VOLUME 692 662 3,333 8.669 0.289 C 337 2,841 8.669 0.267 C 225 2,540 7,336 0.282 C 270 2337 5,044 5,044 6,507 6.879 5,231 5.416 7,653 9.381 9.381 2,240 2.240 5.645 5.845 5,845 5,645 4,205 5,645 2,584 2.584 5.416 6,693 6,189 0.186 0.182 0.181 0.194 0.257 0.450 0.367 0.310 0.299 0.335 0.142 0.291 0.227 0.291 0.230 0,393 0.233 0.136 0.310 0 349 0.544 0.520 C C C c D 0 0 0 0 C D C D C 0 c C 0 ❑ 168 1.118 157 1.075 191 1.370 215 1.552 249 1.595 559 2,996 345 3.153 267 3,176 163 2,967 t/9 852 58 376 31 52 45 75 35 58 38 64 143 176 254 1.675 1,334 1,690 1,373 1,689 1.372 390 865 2,035 3,817 3,472 141 FUTURE [51 PERSON TOTAL TRW PERSON CAPACITY TR P TOTAL VIC LOS 1.760 1,760 6,841 6,841 8,669 8,669 7,336 5,044 5,044 8,507 6,979 5,231 5,416 7.653 9.381 9,381i 2,240 2,240 5.645 5,645 5,645 5.645 4,205 5,645 2.584 2,584 5,418 6,693 6,189 0.507 0A90 0.487 0,418 0.328 0.293 0.319 0.222 0.213 0.21f 0.226 0.305 0.554 0.412 0.339 0.318 0.380 0.169 0.297 0.236 0.299 0.243 0.402 0.243 0.151 0.335 0.376 0.570 0.561 D 0 D 0 0 ❑ D C C c C D 0 D O D 0 C 0 0 PROD, AS PROJ, A%0F TRIPS MAR GREATER SERVICE THAN 5% VOLUME YES/NO 6.82x YES 5.91% YES 3.61% NO 6.14% YES 3.89% NO 2.60% NO 3.68% NO 3.33% 3.11% 2.94% 3.13% 4.76% 10.32% 4.51 % 2.85% 1.74% 4,42% 2.63% 0.55% 0.92% 0.60% 1.33% 0.63% 1.03% 1.47% 2.48% 2.64% 2,83% 4.10% NO NO NO NO No YES NO NO N0 NO ND NO NO NO NO NO NO NO NO NO NO NO SOURCE: KEITH AND SCHNARS, P.A. N:VTRAN PLANiPR❑J ECTSV20011167154TABLES111 MATRIX. W K4 Page 3 d 7 20-No -2001 TABLE 21.010 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO , .1 DIR MIAMI ADOP- TED LOS FACILITY TYPE EXISTING LANES AM/ PM COUNT DATE [11 EXISTING PERSON TRIP VOLUME [21 YR 2009 BKG PERSON I TRIP VOLUME • NW 11 STREET NW 8 STREET NB E 2LU PM 04/24/01 1,173 1,229 SB E 1,050 1,100 NW 8 STREET NW 6 STREET NB E 2LU' PM 04125/01 2,528 2648 SB E 1,196 1,253 NW 6 STREET NW 5 STREET NB E 2L0 PM 04125101 2,448 2,584 SB E 1,055 1,105 NW 5 STREET NW 3 STREET NB 5 2LD PM 04725/01 2,446 2,564 SB E 1,150 1,204 NW 3 STREET NW 1 STREET NB E 2L PM 04725/01 1,399 1,465 56 E IL 456 478 NW 1 STREET SW 1 STREET NB E 2L PM 04/25/01 1,026 1075 SB E IL 456 476 SW 1 STREET SW 2 STREET NB E 4LU PM 64725/01 967 1,013 SS E 913 956 SW 2 STREET SW 7 STREET NB E 2L1.1 PM 04/25/01 1,248 1,307 SB E 1,605 1,681 SW 7 STREET SW B STREET NB E 4LU PM 04725/01 1248 1,307 SB E 1,611 1,637 SW 8 STREET SW 11 STREET NB E 21.1.J PM 04725/01 1,243 1,302 69 E 1,611 1.687 SW 11 STREET SW 13 STREET NB E 2LU PM 04/25J01 1,243 1,302 56 E 1,605 1,681 SW 13 STREET SW 15 ROAD NB E 4LU PM 04717/01 302 316 56 E 395 414 NW 3 AVENUE NW 20 STREET NW 17 STREET NB 2LU PM 07/06/00 280 295 266 301 NW 17 STREET NW 14 STREET NB 2LU PM 07706/00 478 504 S'B 426 449 NW 14 STREET NW 9 STREET NB 2LU PM 07/05/00 358 358 S6 304 320 NW 9 STREET NW 5 STREET NB E+20 3L PM 04/25/01 1.543 1.616 NW 5 STREET SW 1 STREET NB E+20 2L PM 04725/01 1.543 1.616 NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE EB E 2LU AM 04/24100 676 923 WE E 715 753 N, MIAMI AVENUE NW 3 AVENUE EB E 4LU AM 04/24/00 1376 923 WB E 715 753 NW 3 AVENUE 1-95 EB E 4LD AM 04/24/00 676 923 WB E 715 753 NE 15 STREETNENETIAN GMT BISCAYNE ISLAND BAYSHORE DRIVE EB E 2LD PM 09712/00 450 474 WB E 469 494 BAYSHORE DRIVE BISCAYNE BLVD EB E 2L0 PM 09/12/00 550 579 WB : E 520 548 BISCAYNE BLVD N. MIAMI AVENUE EB E 2LU PM 09/12/00 255 269 WB E 357 376 01 1I 4: 31 3: 3: 31 3: 3' 3: 4: 31 2! 2: 3! 2! 2: 31 11 2 1! 21 3] NMI- ED y. 15 36 /4 32 34 54 74 32 35 66 76 28 )4 13 36 37 30 04 33 12 56 32 4 0 0 5 1 .7 2 0 02 54 18 8 19 11 75 34 0 2 88 55 12 53 .. YR 2609 TOTAL BKG PERSON TRIP - [4] FUTURE PERSON TRIP CAPACITY TOTAL [5] EKG PERSON TR P [6] INC.41 PROJ. PERSON TRIP YR 2009 TOTAL PERSON TRIP VOLUME " 4] FUTURE PERSON TRIP CAPACITY TOTAL PI TOTAL PERSON TRIP PROJ. AS A%OF MAX SERVICE VOLUME PROJ. TRIPS GREATER• THAN 5% YES/NO WC LOS V/C LOS 1,664 1,476 3,022 1,587 2,928 1,429 2,938 1.536 1,900 654 1081 905 1,307 1,179 1.703 1.978 1537 1,991 1.465 1.899 1.458 1,883 390 504 315 316 555 486 435 380 1,738 1,870 1,071 851 1.142 884 1.095 887 534 576 766 803 381 529 4.515 3,053 8,979 3,239 8,857 2,807 8,857 3427 7,172 1,900 2.708 1,900 2,584 2,584 2.743 2.743 4,047 4,179 2,743 2,875 2,743 2,743 2,584 2,584 1,280 1,280 1,838 1,838 1,404 1,404 4,912 3,264 1.466 1,466 2,770 2,770 2,906 2.906 1,443 1, (1,943 11,695 '1,280 1,2 0.369 0.483 0.337 0.490 0.331 0.509 0.332 0.448 0.265 0.449 0.584 0.477 0,546 5A56 0.621 0.721 0,380 0,476 0.534 0.661 0.532 0.506 0.151 0.195 0.246 0,247 0.302 0,264 0.312 0271 0.354 0,573 0.731 0.580 0.412 0.323 0.378 0.305 0.370 0,399 0.394 0,474 0.298 0.413 0 D D D D 0 0 D C D D D 0 0 D D D D 0 D D D C 0 0 D D 0 D D D D D D D 0 0 D 202 176 112 98 97 85 112 98 187 163 172 150 150 13a 247 215 150 172 98 112 91 105 26 30 22 20 30 26 52 46 97 480 46 28 99 59 104 63 52 60 104 120 124 142 1,866 1.652 3,134 1,855 3,025 1,514 3,050 1634 2,067 1,017 1,753 1056 1.457 1.309 1,950 2,193 1.687 2,163 1.563 2,011 1,549 1,989 416 534 337 336 585 512 490 426 1,835 2,350 1,117 879 1,241 953 1,202 950 586 536 069 923 505 671 4.515 3,053 8,979 3,239 8,857 2,807 8,857 3,427 7,172 1,900 2,708 1,900 2,564 2.584 2,743 2,743 4,047 4,179 2,743 2,675 2,743 2.748 2,584 2.584 1,280 1,280 1.836 1,835 1,404 1.404 4,912 3,264 1,456 1,488 2,770 2,770 2.906 2,906 1,443 1,443 1,943 1,695 1280 1,260 0.413 0.541 0.349 0.520 0.342 0.539 0,344 0.477 0.291 0.535 0.647 0.558 0.564 0,507 0.711 0.799 0.417 0.516 0.570 0.699 0.555 0,725 0.161 0207 0,263 0.263 0,318 0.279 0,349 0.303 0.374 0.720 0.762 0,600 0.448 0.344 0.414 0.327 0.406 0.441 0.447 0.545 0.395 0.524 D D D D 0 0 D D D D D 0 0 0 D D D D D D D D C C D D D D D D D D D D 0 0 0 D /3 D 0 0 0 0 4.47% 5.76% 125% 3.0330 4.10% 3.03% 1.26% 2.86% 2.61% 8.58% 6,35% 7.89% 5,80% 5.03% 9.00% 7,8430 3.7130 4.12% 3.57% 3.90% 3.32% 3.8330 1.01% 1.16% 1.72% 1.56% 1.63% 1.41% 3.70% 3.26% 1.97% 14.7130 3.14% 1,91% 3.57% 2.13% 3.58% 2.17% 3.60% 4.16% 5.3530 7.0830 9.6930 11,091 NO YES NO NO 140 ND NO NO NO YES YES YES YES YES YES YES 140 NO NO NO NO NO NO NO NO NO NO NO NO NO NO YES NO NO ND NO NO NO NO NO YES YES YES YES 1 2 2 1 1 SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLf NIPROJECTS120011167161TABLES111MATR1X.WK4 P»e40[7 20-N0v-2001 ROADWAY FROM NE14STREET TO BAYSHORE DRIVE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 2 AVENUE NW 2AVENUE NW 3AVENUE NW3AVENUE 1.95 NE 11 STREET NW3AVENUE 1-95 NE 10 STREET NW3AVENUE 1.95 NE 6 STREET/PORT BOULEVARD E. OF PORT BRIDGE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N HAW AVENUE N MIAMI AVENUE NW 1 AVENUE NW 1 AVENUE NW 1 CT NW 1 CT NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3 AVENUE 1-95 NE 5 STREET BISCAYNE BLVD NE 2AVENUE NE2AVENUE NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 2 AVENUE NW 2 AVENUE 1-95 TABLE 21.010 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS MIAMI ADOP- TED FACILITY TYPE EXISTING AMI COUNT [4] EXISTING PERSON TRIP YR 2009 BKG PERSON TRIP [3] COMMI- TIED YR 2009 TOTAL BKG PERSON FUTURE PERSON TRIP CAPACITY (5] BKG PERSON TRIP ]61 INC-II PROJ. PERSON YR 2009 TOTAL PERSON TRIP FUTURE PERSON TRIP CAPACITY (51 TOTAL PERSON TR P PROJ. AS A%OF MAX SERVICE PROJ. TRIPS GREATER THAN 518 D1R LOS LANES PM DATE VOLUME VOLUME DEV, TRIP TOTAL VIC LOS TRIP VOLUME TOTAL VWC LOS VOLUME YES/NO E8 E 4Lll PM 0910710E 1,143 1,204 268 1,472 7 0.309 D 228 1,700 f 4,762..' 0.357 0 4.79% NO WO E 921 970 367 1,337 5,444 0.246 C 262 1,599 3,444 0.294 O 4.81% NO E9 E 24 PM 09/07/00 510 537 365 902 3,204 0.262 D 293 1,195 3,204 0.373 0 9.14% YES WO E 1L 482 508 499 1.007 1,900 0.530 D 337 1,344 1,900 0.707 D 17.74% YES ES E 2L 'IL PM 09107/00 270 264 141 425 2,706 0.167 C 111 536 2,708 0.198 C 4.10% NO WO E 258 272 194 486 1.404 0.332 0 127 593 1,404 0.422 0 9.05% YES EB E 2LU PM 09/07/00 270 284 194 478 1,404 0.340 D 208 686 1,404 0.409 0 14.81% YES WB E 258 272 265 537 1,404 0.382 0 240 777 1,404 0.553 0 17.099E YES EB E 2LU PM 09/07/00 338 356 141 497 1,714 0.290 O 169 666 1,714 0.389 D 9.683E YES WB E 368 407 194 601 1,714 0.351 D 195 796 1,714 0.464 0 11.389E YES ES E 2LU PM 04/24/00 241 254 30 284 1,280 0.222 C 182 466 1,28E 0.364 D 14.229E YES WB E 274 289 41 330 1,260 0.258 0 210 540 1,280 0,422 D 18.413E YES WB E+20 3L PM 0472410E 268 282 518 800 3,388 0.236 C 127 927 3288 0.274 C 3.753E NO E8 E+20 2L PM 04124/99 240 254 498 752 3.38E 0.222 C 78 630 3.388 0.245 C 2.309' NO EB E 610 AM 04108699 1,789 1,89E 360 2,27E 4,09E 0.556 O 130 2,415 4.096 0.500 D 3.39% NO WO E 832 882 240 1.122 4.096 0274 C 64 1,208 4.096 0,294 D 2.05% NO WB E+20 3L PM 04125/01 1,074 1,125 273 1,398 8,752 0.160 C 127 1,525 8,752 0.174 C 1.4510 NO WB E+20 2LL PM 04/25/01 1,263 1.323 191 1,514 7.972 0.190 C 105 1.619 7.972 0.203 C 1.3210 NO WB E+20 2L P14 04125/01 1215 1.273 191 1.464 7,600 0.193 C 60 1.524 7,600 0201 C 0.799E NO WB E+20 2L PM 04/25/01 1,074 1,125 171 1,296 7,104 0.182 C 45 1241 7,104 0.169 C 0.63% NO WB E+20 2L PM 04/25/01 935 979 171 1.150 3,574 0.322 D 37 1,187 3,574 0.332 0 1,04% NO 1N3 E+20 21. PM 04125f01 992 1,039 171 1,210 3.574 0.339 0 37 1.247 3574 0.34E D 1.04% NO WO E+20 3L PM 04/25/01 992 1,039 161 1,200 5,222 0.230 C 52 1,252 5,222 0.240 C 1.00% NO EB E+20 4L PM 04/25/01 1,529 1,601 151 1,752 9,872 0.177 C 59 1,811 9,872 0.163 C 0.6010 NO EB E+20 3L PM 04125/01 1,529 1,601 158 1.759 6.752 0.201 C 72 1,831 8,752 0209 C 0.5210 NO EB E+20 3L PM 04125/01 1,529 1,601 136 1.737 8,752 0,196 C 46 1,763 6,752 0204 C 0.53% NO EB E+20 3L PM 04/25/61 1,376 1.443 136 1.579 4,912 0.321 0 91 1,670 4,912 0.340 D 1.653E NO EB E+20 31 AM 04/24/01 1.610 1,68E 52 1.738 5,222 0.333 0 35 1,773 5,222 0.340 D 0.67% NO SOURCE: KEITH AND SCHNARS, P.A. NATRANPLRNWROJECTS1200111671OTABLESM 1MATR1%.WK4 Page 5617 20-Nn+r2001 TABLE 21.D10 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO BISCAYNE BLVD NE 2 AVENUE N. MIAMI AVENUE NE 1 STREET BISCAYNE BLVD NE 2 AVENUE NW 2 AVENUE FLAGLER STREET BISCAYNE BLVD NE 2AVENUE NE 1 AVENUE NW 1 AVENUE NW 2AVENUE SE 7 STREET BISCAYNE BLVD 5E 1 AVENUE SW 1 AVENUE SW 2AVENUE NE 2 AVENUE N. MIAMI AVENUE NW 3 AVENUE NE 2 AVENUE NW 2 AVENUE 1-95 NE 2 AVENUE NE AVENUE NW 1 AVENUE NW 2 AVENUE 1.95 SE1AVENUE SW 1 AVENUE SW 2 AVENUE 1.95 SE 2 STREET/MS/US-1 BISCAYNE BLVD. SE 3AVENUE SE 3 AVENUE NE 2 AVENUE SE 4 STREETISR5US-1 BISCAYNE BLVD. 5E 2 AVENUE SE 7 STREET BRICKELL AVENUE SW 1 AVENUE SW 1 AVENUE I-95 DIR EB WB EB WS EB WB 1N5 WB WB 1N9 WB ES EB ES EB ES MIAMI ADOP- TED LOS E E E E E E E+20 E+20 E+20 E+20 E+20 E+20 E+20 E E+20 E+20 E+20 E+20 E+20 E+20 E+20 E+20 E+20 FACILITY TYPE EXISTING AM! COUNT LANES PM DATE 2L0 PM 04/26/01 2LD PM 04/25/01 2LD PM 04/25101 2L AM 04/25/01 2L AM 04I25/01 2L PM 04/26/01 2L PM OS/18199 2L PM 05116/99 2L PM 0518/99 2L PM 05l18l99 2L PM 05/02/01 3L AM 05/18/99 3L AM 65/18/99 3L AM 05/18V99 4L AM 44/19/99 5L PM 08129/99 4L PM 06/29/99 3L AM 06/29/99 3L PM 05/19/99 3L PM 04117I01 111 EXISTING PERSON TRIP VOLUME 178 972 126 972 126 972 516 704 1.766 1.388 1,244 1,518 2.311 355 1.977 2,498 2.167 1.550 3,510 3,843 2.727 7,459 2.266 [21 YR 2009 BKG PERSON TRIP VOLUME 188 1,018 132 1.019 132 1,018 540 737 1,850 1.471 1,318 1,608 2,449 375 2,095 2,647 2,317 1,642 3,719 3,880 2,859 1,548 2,375 131 COMM! TTED DEV, 87 92 67 92 09 122 138 42 62 551 306 245 153 158 425 234 161 145 265 591 426 403 495 --(41 YR 2009 FUTURE TOTAL BKG PERSON TRIP 263 1.110 199 1.110 221 1,140 675 779 1.912 2.022 1.624 1.853 2.602 533 2,520 2.681 2,47E 1,767 3,994 4,451 3,315 1,949 2.870 PERSON TRIP CAPACITY TOTAL 1.592 7.344 1,344 1.344 1,344 1.344 4,104 4,693 4.352 9,658 9,658 13.498 6,100 3,264 11,652 15,153 11,332 6,748 9,936 10.434 7.394 5,160 5.284 151 BKG PERSON TRIP V/G LOS 0.159 0.826 0.148 0.826 0.164 0.84E 6.165 0.166 6.439 6209 6.168 0.137 0.321 6.163 0216 0.190 0,219 0.255 0.401 0.427 0.448 9.378 0.543 161 ING1 PROJ. PERSON TRIP C 52 0 60 C 59 A 67 C 111 D 127 C 35 C 108 D 97 C 90 C 97 C 112 D 90 C 98 C 284 C 133 C 110 C 99 D 120 D 247 D 255 0 309 D 262 YR 2009 TOTAL PERSON TRIP VOLUME 305 1,170 258 1,177 332 1,267 773 887 2.009 2.112 1.721 1.905 2,692 631 2.804 3,014 2,588 1,886 4,104 4,698 3,570 2.249 3,132 FUTURE PERSON TRIP CAPACITY TOTAL 1,592 1,344 1,344 7,341 1,344 1,344 4.104 4.693 4,352 9,656 9,658 13,498 5,100 3264 11.652 15,153 11.332 6,74E 9,938 10,434 7,394 5,284 [51 TOTAL PERSON TRIP WC 1LOS 0.192 0.671 0.192 0.87E 0.247 0.943 0.174 0.789 0,462 0.219 0.178 0.146 0.332 0.193 0.241 0.199 0.228 0.279 0.413 0.450 4.483 0.4 0.593 C D C 0 D E 0 D 0 D 0 PROD, AS A % OF MAX SERVICE VOLUME 3.27% 446% 4.39% 4.999E 8.260E 9.45% 0.850E 2.369E 2.23% 0.93% 1.00% 0.83% 1.11% 3.00% 2.44% 0.88% 0.97% 1.47% 1,27% 2.37% 3.45% 5,610E 4.98% PROJ. TRIPS GREATER THAN 5% YESINO NO NO NO NO YES YES NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO YES NO SOURCE: KEITH ANO SCHNARS, P.A. NATRANPLANIPROJECTS12001 N 67161TABLESII I MATRIX. W K4 Paga of 7 20-Npw2001 TABLE 21.019 DOWNTOWN MIAMI DRI UPDATE YEAR 2099 PERSON TRIP CONDITIONS m mm mmmmmmmmmmmmmmmmmmmmmmmmmm mmmmmm � m 0m03 9 _ _ , [2] 1 j5j KS YR 2009 FUTURE [5j PROJ. AS PRDJ. FACILITY' TYPE EXISTING PERSON 81(0 PERSON [31 COMM I- TOTAL EKG PERSON BKG INC-19 TOTAL PERSON TOTAL A %OF TRIPS ROADWAY FROM TO DIR EXISTING LANES AM/ PM COUNT - DATE TRIP VOLUME TRIP VOLUME TTED DEV, PERSON - TRIP TRIP CAPACITY TOTAL PERSON TRIP PROJ. PERSON TRIP PERSON TRIP VOLUME TRIP CAPACITY TOTAL PERSON TR P MAX SERVICE VOLUME GREATER. THAN 5% YES84O SE 8 STREET I WC LOS WC LOS BRICKELL AVENUE S. MIAMI AVENUE EB 3L AM 08103199 2,689 2,213 394 2,607 5,160 0.505 D 281 2,868 0.556 0 5.06% YES r5,160 } 5. MIAMI AVENUE SW 1 AVENUE EB 3L AM 04/25501 3,370 3,530 490 4,020 5,664 0.710 0 331 4,351 5,884 JfJ 0.768 0 5.84% YES SW 1 AVENUE 1-95 EB 4L AM 04/17101 3,474 3,639 625 4,264 6.536 6.652 0 400 4,664 6,536 0.714 0 8.12% YES SW 13 STREET SRICKELLAVENUE S. MIAMI AVENUE EB 4LU AAA 05118/99 1,264 1,339 88 1,427 2.632 0.504 D 46 1,473 2,6432 0.520 0 1,62% NO S. MIAMI AVENUE SW 1 AVENUE INS B60 911 53 964 3,576 0.270 C 28 992 3,576 0.277 C 0.78 % NO li EB 4LU AAA 06/18199 1,264 1,339 167 1,508 2,832 0.532 D 128 1,634 2,632 0.577 0 4.52% NO SW 1 AVENUE SW 15 ROAD WB EB 4LU PM 05/18/99 673 624 713 861 101 305 814 968 2,832 2,584 0.287 0.374 0 D 77 254 691 1,220 2,832 2,584 0.315 0.472 0 0 2.72% 9.83% NO YES WB 1,820 1,928 418 2,346 2,632 0.828 D 292 2,638 2,832 0.931 E 10.31% YES SR 8368495/MACARTHUR CSWY PALM ISLAND ENTR BAYSHORE DRIVE BAYSHORE DRIVE N. MIAMI AVENUE EB WE OLD PM 06/10/99 3,633 4,019 4,167 4,370 279 224 4,446 4,594 10,956 10.956 0.405 0.419 B B 142 124 4,588 4,718 10,956 10,956 0.419 0.431 B 8 1.30% 1,131 NO NO £8 WB 6L0 PM 08/17/99 3,709 4,033 1,446 5,479 9584 0.572 C 466 5,947 9,584 0.621 C 4.88% NO N. MIAMI AVENUE 1-95 EB WB BLD PM 0817/99 6,068 3,709 6,697 1,812 4,033 1,447 9409 5,480 9.584 9584 0.877 0.572 E C 540 872 8,949 6,352 9,584 9,564 0.934 0.663 E D 5.63% 9.10% YES YES I-95 NW 12AVENUE 88 WB SLO AM 06115/99 8.068 8,120 6597 1,811 6,828 1,182 8,408 10,010 9.584 13,072 0.877 0.766 E D 1,004 754 9,412 10,764 9,584 13,072 0.982 0.623 E 0 10.48% 5.77% YES YES NW 12AVENUE NW 17AVENUE EB 81.0 PM 08115/99 6,622 5,891 7.417 6A05 779 1,134 8,196 7,539 - 13,616 9,584 0.593 9.787 C 0 453 768 8,649 8,307 13,616 9,584 0.626 0.667 C E 3.28% 8.01% NO YES NW17 AVENUE NW27 AVENUE WB EB BLD AM.. 09/05100 6,714 5,687 7300 6.132 1,469 1,158 8,969 7,290 9,584 13.072 0.915 0.558 E C 684 772 9,653 8,062 9,584 13,072 1.007 0.617 F C 9.22% 5.91% YES + F YES NW27AVENUE NW 37 AVENUE WB 6,647 7,167 j 764 7.931 13,072 0.607 C 464 8,395 13,072 0.642 C 3.55% NO EB SLD AM 08/29/00 7,329 7,902 1,228 9.130 13,072 0.696 D 830 9,960 13,072 0.762 0 6.35% YES NW 37 AVENUE NW42 AVENUE WB E8 8LD AM. 09/05/00 6,396 4,434 6,895 4,781 S 795 1,173 7,690 5,954 13,072 9,584 9588 0.621 C C 499 795 8,189 6,749 13,072 9,564 0.626 0.704 C 0 3.82% 8.30% NO YES NW42 AVENUE NW57AVENUE WB 6,751 7,279 782 8,041 9,584 0,639 D 476 8,519 9.584 0.689 E 4.99% NO EB 6LD AM 0911200 8,674 9,352 1,147 10,499 9,584 1.095 F 772 11,271 9,584 1.176 F 8.06% YES +F NW 57 AVENUE NW72AVENUE WB EB 6L0 AM 09/05/00 7,640 4,416 8,237 4,761 738 1,104 8.975 5,665 9,584 9,584 0.938 0.612 E C 464 748 9.439 6,613 9,584 9,584 0.985 0,690 E 0 4.84% 7.60% NO YES NW72AVENUE 81(826 WB 7,532 8,121 705 8.826 9,584 0.921 E 450 9,276 9,564 0.968 E 4.70% ND EB 61,0 PM 06/08/99 8,105 8,812 1,044 9,858 9,584 1.028 F 800 10,655 9,584 1.112 F 6.351 YES +F 3R826 NW87AVENUE WB 8,271 6,993 1,390 10,383 9,584 1.083 F 922 11,305 9,584 1.180 F 9.62% YES + F EB BLD PM 0617199 5,760 6,263 378 8,641 13,072 0.506 C 254 6,895 13,072 0.527 C 1.94% NO NWB7AVENUE NW107AVENUE WI3 6,604 7,398 488 7,886 13,072 0.603 C 292 8,178 13,072 0.626 C 2.23% NO EB 610 PM 06108/99 4,515 4,909 307 5.216 9,584 0.544 C 215 5.431 9,584 0.567 C 2.24% NO WB 7,419 6,066 400 6.466 9,584 0.883 E 247 8,713 9,584 0.909 E 2.56% NO SR970/DOWNTOWN DISTRIBUTOR 1.95 SRICKELL AVENUE 58 W/B 41.0 PM 05/16/99 1,721 1,858 290 2,148 6,240 0.344 B 462 2,610 6,240 6418 6 7.401 YES 1,942 I 2,097 397 2,494 6,240 0.400 B 532 3,026 6,240 0.485 C 6.531 YES SOURCE; KEITH AND SCHNARS, P.A. NATRANPLANIPROJECTS120011167181 /03LESII1MATRIX.WK4 Page 7of7 N 15.1 TABLE 21,[310 DOWNTOWN MIAMI DRI UPDATE 'YEAR 2009 PERSON TRIP CONDITIONS 20-NoY-2001 ] ROADWAY MIAMI ADOP• TED .� FACILITY TYPE EXISTING AMI _. COUNT [1] EXISTING PERSON TRIP 17] YR 2009 BKG PERSON TRIP [3] COMMI- TIED YR 2009 TOTAL BKG PERSON [4] FUTURE PERSON TRIP CAPACITY [5] BKG PERSON TR P [61 INC-II PROJ. PERSON YR 2099 TOTAL PERSON TRIP [4T FUTURE PERSON TRIP CAPACITY [5] TOTAL PERSON TRIP PROJ. AS A % MAX SERVICE PROJ, TRIPS GREATE- THAN 5% FROM TO DIR LOS LANES PM DATE VOLUME VOLUME DEV, TRIP TOTAL we LOS TRIP VOLUME g TOTAL WC LOS VOLUME YES$NO • I-95 W W W W W W W W W W W W e i P oi,4 c]Y to V'- [V -6N- 1.195 SR 636 NB 101-0 PM 08117/99 10,865 11,731 1,486 13,217 21,588 0.813 C 794 14,011 21,568 0.850 D NO 89 8,362 9,029 1.179 10,208 17,104 0.597 C 690 10,898 17.104 0.637 D NO SR 836 NW 5 STREET NB 1OLD PM 08117/99 8,974 9,889 1,708 11,397 21,568 0.528 C 847 12,244 21,568 0-588 C NO SB 7,204 7,778 1,313 9,091 17,104 0-532 C 735 9,826 17.104 0.574 C NO NW 5 STREET SW 1 STREET NB 10LD PM 08/17/99 8,246 8,903 1.943 10,846 17,104 0.834 D 877 11,723 17,104 0.685 D YES SB 7,204 7,778 1.484 9.262 17.104 0.542 C 781 10.023 17,104 0.586 C NO SW 1 STREET SW 8 STREET NB 10LD PM 08171199 8,246 8,903 844 9.747 17,104 0.570 C 306 10,053 17,104 0.588 C NO 88 7,204 7,778 1,066 8,844 17,104 0-517 C 352 9,196 17,104 0.538 C NO SW 8 STREET SW 26 ROAD NB 10LD AM 0R117/98 5,977 6,454 381 6,615 17.104 0.398 B 238 7,053 17,104 0,412 8 NO SB 3,704 3.999 254 4,253 17.104 0-249 A 143 4,396 17,104 0.257 A NO SW 26 ROAD S. DIXIE HIGHWAY NB 4LD AM 08117I99 5.977 6,454 204 6,658 6,544 1.017 F 139 6.797 6,544 1.039 F NO 38 3,704 3,999 139 4.138 6,544 0.632 0 84 4.222 .. 6,544 0.645 O NO NOTES: [1] THE EXISTING PERSON -TRIP VOLUME IS OBTAINED FROM TABLE 21.A7. [2] YEAR 2009 BACKGROUND PERSON TRIP VOLUME WAS DERIVED BY APPLYING THE APPROPIATE GROWTH RATE TO THE EXISTING PERSON TRIP VOLUME. THE GROWTH RATES ARE OBTAINED FROM TABLE 21.D1. [3j COMMITTED DEVELOPMENT TOTAL PERSON TRIP VOLUME IS OBTAINED FROM TABLE 21.09. [4] THE TOTAL FUTURE PEAK HOUR PERSON TRIP CAPACITY IS OBTAINED BY ADDING ALL MODES OF TRANSPORTATION {VEHICULAR. BUS, METROMDVER, AND METRORAIL]. [5] THE PERSON TRIP LOS 15 PROVIDED CONSISTENT %MTH THE 1996 LOS MANUAL (SEE TABLE 21.A8). [6] INCREMENT II PROJECT PERSON TRIPS ARE OBTAINED FROM TABLE 21-A9. SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS20011167161TABLESI11MATRIX.WK4 Appendix D Intersection Capacity Analysis Worksheets Existing Conditions HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 10/14/04 Inter.: CORAL WAY / SW 1 AVENUE Area Type: All other areas Jurisd: Period: EXISTING PM PEAK HOUR Year : 2004 Project ID: SOUTH MIAMI AVENUE CONDO - # 04222 E/W St: CORAL WAY N/S St: SW 1 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R No. Lanes 0 2 0 LGConfig TR Volume 430 40 Lane Width 12.0 RTOR Vol 0 0 2 0 LT 11 877 12.0 Southbound L T R 0 0 0 1 1 1 LR L T R 49 26 96 242 337 12.0 12.0 12.0 12.0 3 34 Duration 0.25 Area Type: All ❑ther areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru A Thru Right A Right A Peds Peds WE Left A SB Left A Thru A Thru A Right Right A Peds Peds NB Right EB Right SB Right WB Right Green 33.0 19.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 60.0 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 TR 1922 3494 0.26 0.55 7.1 A 7.1 A Westbound LT 1847 3358 0.51 0.55 8.6 A 8.6 A Northbound LR 251 793 0.30 0.32 16.2 B 16.2 B Scuthbound L 560 1770 0.18 0.32 15.0 B T 590 1863 0.43 0.32 16.7 B 18.1 B R 501 1583 0.64 0.32 20.2 C Intersection Delay = 11.5 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 10/14/04 Period: EXISTING PM PEAK HOUR Inter.: CORAL WAY / SOUTH MIAMI AVENUE Area Type: All other areas Jurisd: Year : 2004 Project ID: SOUTH MIAMI AVENUE CONDO - #04222 E/W St: CORAL WAY N/S St: SOUTH MIAMI AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED INTERSECTION SUMMARY westbound Northbound L T R L T R Southbound L T R 0 2 0 LTR 107 382 59 12.0 0 0 2 0 LTR 17 686 124 12.0 0 0 2 0 LTR 61 160 38 12.0 0 0 1 1 LT R 16 98 128 12.0 12.0 13 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A Thru A Thru A Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right EB Right SB Right WB Right Green 33.0 17.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 60.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1302 2367 0.44 0.55 8.3 A 8.3 A Westbound LTR 1788 3251 0.49 0.55 8.5 A 8.5 A Northbound LTR 843 2975 0.32 0.28 17.2 B 17.2 B Southbound LT 494 1743 0.24 0.28 16.8 B 16.9 B R 449 1583 0.27 0.28 17.0 B Intersection Delay = 10.7 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 10/14/04 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: SW 14 STREET / SW 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: SOUTH MIAMI AVENUE CONDO - 4 04222 East/West Street: SW 14 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 I 4 5 6 L T R I L T R Volume 30 271 Peak -Hour Factor, PHF 0.93 0.93 Hourly Flow Rate, RFR 32 291 Percent Heavy Vehicles -- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 Configuration T T 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 6 Peak Hour Factor, PHF 0.93 Hourly Flow Rate, HFR 6 Percent Heavy Vehicles 2 Percent Grade ($) 0 Flared Approach: Exists?/Storage Lanes 1 Configuration L R 1 23 0.93 24 2 / 0 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I L R v (vph) 6 24 C (m) (vph) 671 1042 v/c 0.01 0.02 95 queue length 0.03 0.07 Control Delay 10.4 8.5 LOS B A Approach Delay 8.9 Approach LOS A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed; 10/14/04 Analysis Time Period: EXISTING PM PEAK HOUR Intersection; SW 14 STREET / SOUTH MIAMI AVE Jurisdiction; Units: U. S. Customary Analysis Year: 2004 Project ID: SOUTH MIAMI AVENUE CONDO - # 04222 East/West Street: SW 14 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 R Volume 1 177 13 15 150 5 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 1 194 14 16 164 5 Percent Heavy Vehicles 2 -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR 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 25 10 69 Peak Hour Factor, PHF 0.91 0.91 0.91 Hourly Flow Rate, HFR 27 10 75 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 Flared Approach: Exists?/Storage No / Lanes 0 1 0 Configuration LTR 0 / 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 LTR LTR I LTR v (vph) 1 16 112 C(m) (vph) 1409 1363 730 v/c 0.00 0.01 0.15 95% queue length 0.00 0.04 0.54 Control Delay 7.6 7.7 10.8 LOS A A B Approach Delay 10.8 Approach LOS B Future without Project HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: CORAL WAY / SW 1 AVENUE Agency: Area Type: All other areas Date: 10/14/04 Jurisd: Period: FUTURE W/O PROD PM PEAK HOUR Year : 2006 Project ID: SOUTH MIAMI AVENUE CONDO - # 04222 E/W St: CORAL WAY N/S St: SW 1 AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 2 0 TR 564 59 12.0 0 0 2 LT 33 945 12.0 Southbound L T R 0 0 0 1 1 1 LR L T R 51 27 1143 450 401 12.0 12.0 12.0 12.0 3 34 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru A Thru Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right Right A Peds Peds NB Right EB Right SB Right WB Right Green 33.0 19.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 60.0 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 TR 1919 3489 0.34 0.55 7.6 A 7.6 A Westbound LT 1791 3256 0.58 0.55 9.3 A 9.3 A Northbound LR 113 358 0.70 0.32 35.4 D 35.4 D Southbound L 560 1770 0.27 0.32 15.6 B T 590 1863 0.80 0.32 26.7 C 24.7 C R 501 1583 0.77 0.32 25.8 C Intersection Delay = 15.3 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: CORAL WAY / SOUTH MIAMI AVENUE Agency: Area Type: All ❑ther areas Date: 10/14/04 Jurisd: Period: FUTURE W/O PRO,' PM PEAK HOUR Year : 2006 Project ID: SOUTH MIAMI AVENUE CONDO - #04222 E/W St: CORAL WAY N/S St: SOUTH MIAMI 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 0 2 0 DefL TR 198 470 61 12.0 12.0 0 0 2 0 LTR 18 769 155 12.0 0 0 2 0 LTR 63 294 54 12.0 0 Southbound L T R 0 1 1 LT R 17 102 133 12.0 12.0 13 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A Thru A Thru A Right A Right A Peels Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right EB Right SB Right WB Right Green 33.0 17.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 60.0 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 DefL 242 440 0.86 0.55 36.9 D TR 1007 1831 0.56 0.55 9.4 A 16.9 B Westbound LTR 1788 3250 0.55 0.55 9.1 A 9.1 A Northbound LTR 871 3075 0.50 0.28 18.4 B 18.4 B Southbound LT 481 1697 0.26 0.28 16.9 B 17.0 B R 449 1583 0.28 0.28 17.1 B Intersection Delay = 14.0 (sec/veh) Intersection LOS = 3 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 10/14/04 Analysis Time Period: FUTURE W/C PROJ PM PEAK HOUR Intersection: SW 14 STREET / SW 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: SOUTH MIAMI AVENUE CONDO - # 04222 East/West Street: SW 14 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 31 520 Peak -Hour Factor, PHF 0.93 0.93 Hourly Flow Rate, HFR 33 559 Percent Heavy Vehicles -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 Configuration T T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R r L T R Volume 86 24 Peak Hour Factor, PHF 0.93 0.93 Hourly Flow Rate, HFR 92 25 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config 1 L R i v (vph) 92 25 C (m) (vph) 469 1041 v/c 0.20 0.02 95% queue length 0.72 0.07 Control Delay 14.5 8.5 LOS B A Approach Delay 13.3 Approach LOS B HCS2000: Unsigna.lized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: ❑ate Performed: 10/14/04 Analysis Time Period: FUTURE W/O PROJ PM PEAK HOUR Intersection: SW 14 STREET / SOUTH MIAMI AVE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: SOUTH MIAMI AVENUE CONDO - # 04222 East/West Street: SW 14 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 P L T R Volume 58 326 14 16 156 5 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HER 63 358 15 17 171 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 26 29 72 Peak Hour Factor, PHF 0.91 0.91 0.91 Hourly Flow Rate, HFR 28 31 79 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach NE SE Westbound Eastbound Movement 1 4 ✓ 7 8 9 1 10 11 12 Lane Config LTR LTR I LTR i v (vph) 63 17 138 C(m) (vph) 1400 1185 489 v/c 0.05 0.01 0.28 95% queue length 0.14 0.04 1.15 Control Delay 7.7 8.1 15.2 LOS A A C Approach Delay 15.2 Approach LOS C Future with Project #04124 INTERSECTION MOVEMENT PM PK SEASON Pk PERIOD Background Growth rate 2.0% No. of years 2 51 0 27 100 252 351 1 447 42 11 912 1 Total for all Commited Developments 0 0 0 43 198 50 0 117 17 22 33 0 FUTURE Project Trips FUTURE WrrH PROJECT 55 0 27 174 450 401 1 578 59 33 953 1 W/O PROJECT 51 0 27 143 450 401 1 564 59 33 945 1 Total 168 4 0 0 31 0 0 0 13 0 0 8 0 CORAL WAY 1 SW 1 AVENUE NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 49 0 28 96 242 337 1 430 40 11 877 1 TOTAL 2110 2195 480 2675 56 2732 NBL 61 63 ❑ 63 4 88 NBT 160 166 128 294 0 294 NBR 38 40 14 54 0 54 SBL 16 17 0 17 0 17 SBT 98 102 0 102 0 102 CORAL WAY/ SBR 128 133 0 133 0 133 SOUTH MIAMI AVE EBL 107 111 87 198 28 226 EBT 382 397 73 470 20 490 EBR 59 61 0 61 8 69 WBL 17 18 0 18 0 18 WBT 686 714 55 769 22 791 WBR 124 129 26 155 0 155 TOTAL 1876 1952 383 2335 82 2417 _ s NBL 0 0 0 0 0 0 NBT 30 31 0 31 0 31 NBR 0 0 0 0 0 0 SBL 0 0 0 0 0 0 SBT 271 282 238 520 0 520 SW14STREET I SBR 0 0 0 0 0 0 SW 1 AVENUE EBL 0 0 0 0 0 0 EBT 0 0 0 0 0 0 EBR 0 0 0 0 0 0 WBL 6 6 80 88 12 98 WBT 0 0 0 0 0 0 WBR 23 24 0 24 4 28 TOTAL 330 343 318 661 16 677 NBL _ 1 1 57 58 13 71 NBT 177 184 142 326 4 331 NBR 13 14 0 14 0 14 SBL 15 16 0 16 0 16 SBT 150 156 0 156 0 156 SW 14 STREET/ SBR 5 5 0 5 0 5 SOUTH MIAMI AVE EEL 1 1 0 1 0 1 EBT 1 1 0 1 0 1 EBR 1 1 0 1 0 1 WBL 25 26 0 26 0 26 WBT 10 10 19 29 4 34 WBR 69 72 0 72 0 72 TOTAL 468 487 218 705 22 727 NBL 0 0 0 0 8 8 NBT 0 0 0 0 0 0 NBR 0 0 0 0 55 55 SBL 0 0 0 0 0 0 SBT 0 0 0 0 0 0 CORAL WAY/ SBR 0 0 0 0 0 0 DRIVEWAY EBL 0 0 0 0 0 0 EBT 0 0 180 160 0 160 EBR 0 0 0 0 45 45 WBL 0 0 0 0 27 27 WBT 0 0 55 55 0 55 WBR 0 0 0 0 0 0 TOTAL 0 0 215 215 134 349 NBL 0 0 0 0 0 0 NBT 0 0 0 0 0 0 NBR 0 0 0 0 0 0 SBL 0 0 0 0 0 0 SBT 0 0 0 0 0 0 SW 14 STREET/ SBR 0 0 0 0 16 16 DRIVEWAY EBL 0 0 0 0 0 0 EBT 0 0 0 0 0 0 EBR 0 0 0 0 0 0 WBL 0 0 0 0 0 0 WBT 0 0 80 80 0 80 WBR 0 0 0 0 18 18 TOTAL 0 0 .. .�........ .... 80 80 _ 34 r1Ar & 114 IRITACf. TIP' N ASSIGN .xls HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: CORAL WAY 1 SW 1 AVENUE Agency: Area Type: All other areas Date: 10/14/04 Jurisd: Period: FUTURE W PROJ PM PEAK HOUR Year : 2006 Project ID: SOUTH MIAMI AVENUE CONDO - 0 04222 E/W St: CORAL WAY N/S St: SW 1 AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 2 0 TR 578 59 12.0 0 0 2 0 LT 33 953 12.0 0 0 0 LR 55 27 12.0 3 Southbound L T R 1 1 1 L T R 174 450 401 12.0 12.0 12,0 34 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left Thru A Right A Peds WB Left A Thru A Right Peds NB Right SB Right NB Left A Thru Right A Peds SB Left A Thru A Right A Peds EB Right WB Right Green 33.0 19.0 Yellow 4.0 4.0 All Red 0.0 0.0 cycle Length: 60.0 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 TR 1920 3490 0.35 0.55 7.6 A 7.6 A Westbound LT 1790 3255 0.58 0.55 9.4 A 9.4 A Northbound LR 113 356 0.73 0.32 40.1 D 40.1 D Southbound L 560 1770 0.33 0.32 16.0 B T 590 1863 0.80 0.32 26.7 C 24.5 C R 501 1583 0.77 0.32 25.8 C Intersection Delay = 15.4 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: CORAL WAY / SOUTH MIAMI AVENUE Agency: Area Type: All other areas Date: 10/14/04 Jurisd: Period: FUTURE W PROJ PM PEAK HOUR Year : 2006 Project ID: SOUTH MIAMI AVENUE CONDO - #04222 E/W St: CORAL WAY N/S St: SOUTH MIAMI AVENUE No. Lanes LGConfig Volume Lane Width RTDR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 2 0 DefL TR 226 490 69 12.0 12.0 0 0 2 0 LTR 18 791 155 12.0 0 0 2 0 LTR 68 294 54 12.0 0 Southbound L T R 0 1 1 LT R 17 102 133 12.0 12.0 13 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A Thru A Thru A Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right EB Right SB Right WB Right Green 33.0 17.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 60.0 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 DefL 233 424 1.02 0.55 78.1 E TR 953 1732 0.64 0.55 10.8 B 29.7 C Westbound LTR 1650 3000 0.64 0.55 10.2 B 10.2 B Northbound LTR 819 2892 0.55 0.28 19.1 B 19.1 B Southbound LT 450 1590 0.29 0.28 17.1 B 17.2 B R 413 1458 0.31 0.28 17.4 B Intersection Delay = 18.8 (seclveh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 10/14/04 Analysis Time Period: FUTURE W PROJ PM PEAK HOUR Intersection: SW 14 STREET / SW 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: SOUTH MIAMI AVENUE CONDO # 04222 East/West Street: SW 14 STREET North/South Street: SW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 31 520 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 32 547 Percent Heavy Vehicles -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 Configuration T T Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L T R I L T R Volume 98 28 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 103 29 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config I L R I v (vph) 103 29 C(m) (vph) 477 1042 v/c 0.22 0.03 95% queue length 0.81 0.09 Control Delay 14.6 8.6 LOS B A Approach Delay 13.3 Approach LOS B HCS2000: Unsignalized Intersections Release 4.1d. TWO-WAY STOP CONTROL SUMMARY Analyst: UPA Agency/Co.: Date Performed: 10/14/04 Analysis Time Period: FUTURE W PROJ PM PEAK HOUR Intersection: SW 14 STREET / SOUTH MIAMI AVE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: SOUTH MIAMI AVENUE CONDO - # 04222 East/West Street: SW 14 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 R Volume 71 331 14 16 156 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 74 348 14 16 164 5 Percent Heavy Vehicles 2 -- -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L T R 1 L T R Volume 26 34 72 Peak Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 27 35 75 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR 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 LTR LTR 1 LTR v (vph) 74 16 137 C(m) (vph) 1409 1197 480 v/c 0.05 0.01 0.29 95% queue length 0.17 0.04 1.17 Control Delay 7.7 8.0 15.5 LOS A A C Approach Delay 15.5 Approach LOS C Project Driveway HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: DPA Date Performed: 11/5/2004 Analysis Time Period: PM PEAK Intersection: CORAL WAY DRIVEWAY Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2006 Project ID: SOUTH MIAMI AVE CONDO #04222 East/West Street: CORAL WAY North/South Street: 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 734 45 26 965 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 772 47 27 1015 Percent Heavy Vehicles -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 Configuration T TR Upstream Signal? No 0 2 LT T No Minor Street: Approach Movement Northbound 7 8 9 L T R Southbound 10 11 12 L T R Volume 8 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 8 Percent Heavy Vehicles 2 Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration 0 LR 55 0.95 57 2 No 0 0 / Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 f 10 11 12 Lane Config LT 1 LR f v (vph) 27 65 C(m) (vph) 805 417 vlc 0.03 0.16 95% queue length 0.10 0.55 Control Delay 9.6 15.2 LOS A C Approach Delay 15.2 Approach LOS C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: DPA Date Performed: 11/5/2004 Analysis Time Period: PM PEAK Intersection: SW 14 STREET DRIVEWAY Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 200E Project ID: SOUTH MIAMI AVE CONDO #04222 East/West Street: SW 14 STREET North/South Street: 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 Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles -- Median Type/Storage Undivided RT Channelized? Lanes Configuration Upstream Signal? No / 92 18 0.95 0.95 96 18 2 0 T TR No Minor Street: Approach Northbound Southbound Movement 7 8 9 + 10 11 12 L T R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration R 1 16 0.95 16 2 / Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 f 10 11 12 Lane Config ! 1 R v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 8.6 A 16 1009 0.02 0.05 8.6 A Appendix E Committed Development Information South Miami Avenue Condo Committed Develoment Trip Assignment Segment Direction Project Total From To Brickell Commons TAZ 571 TAZ 573 Coral Station TAZ 579 TAZ 580 TAZ 581 Brickell Ave. SE 8 St. SW 13 St. NB 235 128 102 25 158 73 38 759 SB 221 54 408 31 118 107 45 984 SW 13 St SW 15 Rd. NB 0 23 204 0 193 26 41 487 SB 0 53 118 0 84 39 50 344 Miami Avenue SE 8 St. SW 12 St. NB 176 0 612 32 53 7 3 883 SW 12 St. SW 13 St. NB 176 0 459 32 53 7 3 730 SW 13 St. SW 15 Rd. NB 59 0 0 57 0 0 0 116 SB 19 19 SE 7 Street Brickell Ave. SW 1 Ave. WB 387 43 118 31 53 26 14 672 SW 1 Ave. 1-95 WB 221 43 118 25 53 26 14 500 SE 8 Street Brickell Ave. S. Miami Ave. EB 704 18 355 25 0 29 9 1140 S. Miami Ave. SW 1 Ave. EB 294 18 51 0 0 29 9 401 SW 1 Ave. 1-95 EB 235 18 204 31 50 39 18 595 Coral Way Brickell Ave. S. Miami Ave. ES 0 14 59 25 0 49 5 152 WB 0 32 306 23 35 33 3 432 S. Miami Ave. SW 1 Ave. EB 117 14 153 0 0 49 5 338 WB 111 32 0 23 17 26 0 209 SW 1 Ave. SW 15 Rd. EB 117 14 153 31 0 39 0 354 WB 111 32 89 0 0 26 0 258 TAZ 571 includes: TAZ 573 includes: TAZ 579 includes: TAZ 580 includes: TAZ 581 includes: The Club a Brickell Bay and The Plaza at Brickell The Beacon Brickell Village, Mary Brickell Village, Brickell Station Towers, and Brickell View Fortune Plaza, Infinity at Brickell, and Park Place at Brickell Jade Residences at Brickell Bay and Brickell Bay Tower 1451 Brickell, The Sail, and Emerald at Brickell Brickell Commons TAZ 568 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Retail Movie Theatre 1,700 DU 585, 938 SF 5,000 seats 232 820 443 62% 48% 71% 368 965 250 38% 52% 29% 226 1046 100 594 2011 350 GROSS VEHICLE TRIPS I 51% 1215 I 49% 1146 I 2361 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) Transit Trip Reduction @ 14.10% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3) 51% 51% 51 % 194 171 182 49% 49% 49% 183 162 172 378 333 354 NET EXTERNAL VEHICLE TRIPS 51% 667 49% 629 1296 I I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 51 % 51 % 934 240 49% 49% 881 226 1815 466 Net External Person Trips (vehicles and transit modes) 51 % 1174 49% 1107 2281 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 51 % 255 I 49% 241 I 496 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II # 04222 - Brickell Commons T-gen_PM.xls TAZ 571 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail 1,645 DU 80,000 SF 53, 601 232 710 814 62% 17% 44% 356 29 64 38% 83% 56% 218 140 81 574 169 145 GROSS VEHICLE TRIPS I 30% 93 I 70% 221 I 314 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 14.10% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (1) (2) (3) 30% 30% 30% 15 13 14 70% 70% 70% 35 31 33 50 44 47 NET EXTERNAL VEHICLE TRIPS 30% 51 70% 121 172 I I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 30% 30% 71 18 70% 70% 170 44 241 62 Net External Person Trips (vehicles and transit modes) 30% 90 70% 213 303 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 30% 20 I 70% 46 I 66 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 # 04222 - TAZ 571 T-gen_PM.xls TAZ 573 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium 1,950 DU 232 62% 421 38% 258 679 Hotel 288 Rooms 310 52% 89 48% 81 170 Office 30,521 SF 710 17% 19 83% 94 113 Specialty Retail 46,756 SF 814 44% 56 56% 71 127 Retail 197,380 SF 820 81% 471 19% 109 580 GROSS VEHICLE TRIPS I 63% 1056 I 37% 613 I 1669 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) 63% 169 37% 98 267 Transit Trip Reduction @ 14.10% of Gross External Trips (2) 63% 149 37% 86 235 Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3) 63% 158 37% 92 250 NET EXTERNAL VEHICLE TRIPS 63% 580 37% 337 916 I I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 63% 812 37% 471 1283 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 63% 208 37% 121 329 Net External Person Trips (vehicles and transit modes) 63% 1020 37% 592 1612 I I I Net External Person trips walking / using bicycle 1.40 Persons/Vehicle I 63% 222 I 37% 129 I 350 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 # 04222 - TAZ 573 T-gen_PM.xls Coral Station TAZ 574 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Specialty Retail 481 DU 40,606 SF 232 814 62% 44% 111 48 38% 56% 68 62 179 110 GROSS VEHICLE TRIPS I 55% 159 I 45% 130 I 289 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14.10% of Gross External Trips 15.00% of Gross External Trips (1) (2) (3) 55% 55% 55% 25 22 24 45% 45% 45% 21 18 20 46 41 43 NET EXTERNAL VEHICLE TRIPS 55% 87 45% 71 159 I I I Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 55% 55% 122 31 45% 45% 100 26 222 57 Net External Person Trips (vehicles and transit modes) 55% 154 45% 126 279 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 55% 33 I 45% 27 I 61 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 572 includes The Beacon Brickell Village, The Club at Brickell Bay and 1060 Brickell # 04222 - Coral Station T-gen_PM.xls TAZ 579 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail 1,232 DU 71,945 SF 43,281 SF 232 710 814 62% 17% 44% 269 27 52 38% 83% 56% 165 132 66 434 159 118 GROSS VEHICLE TRIPS I 49% 348 I 51% 363 I 711 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 14.10% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (1) (2) (3) 49% 49% 49% 56 49 52 51% 51 % 51 % 58 51 54 114 100 107 NET EXTERNAL VEHICLE TRIPS 49% 191 51% 199 390 I I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 49% 49% 267 69 51 % 51 % 279 72 546 140 Net External Person Trips (vehicles and transit modes) 49% 336 51% 351 687 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 49% 73 I 51 % 76 I 149 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 # 04222 - TAZ 579 T-gen_PM.xls TAZ 580 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Specialty Retail 814 DU 16,955 SF 232 814 62% 43% 181 20 38% 57% 111 26 292 46 GROSS VEHICLE TRIPS I 59% 201 I 41% 137 I 338 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14.10% of Gross External Trips 15.00% of Gross External Trips (1) (2) (3) 59% 59% 59% 32 28 30 41% 41 % 41 % 22 19 21 54 48 51 NET EXTERNAL VEHICLE TRIPS 59% 110 41 % 75 186 I I I Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 59% 59% 154 40 41 % 41 % 105 27 260 67 Net External Person Trips (vehicles and transit modes) 59% 194 41% 132 327 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 59% 42 I 41 % 29 I 71 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 # 04222 - TAZ 580 T-gen_PM.xls TAZ 581 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Specialty Retail 294 DU 17,789 SF 232 814 62% 44% 72 21 38% 56% 44 27 116 48 GROSS VEHICLE TRIPS I 57% 93 I 43% 71 I 164 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14.10% of Gross External Trips 15.00% of Gross External Trips (1) (2) (3) 57% 57% 57% 15 13 14 43% 43% 43% 11 10 11 26 23 25 NET EXTERNAL VEHICLE TRIPS 57% 51 43% 39 90 I I I Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 57% 57% 71 18 43% 43% 55 14 126 32 Net External Person Trips (vehicles and transit modes) 57% 90 43% 69 158 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 57% 20 I 43% 15 I 34 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 # 04222 - TAZ 581 T-gen_PM.xls South Miami Avenue Condo 2005 Cardinal Distribution Direction TAZ 568 NNE 15.14% ENE 6.64% ESE 2.17% SSE 4.68% SSW 5.64% WSW 23.73% WNW 17.92% NNW 24.06% TOTAL 99.98% 41.98% 21.78% 29.37% 6.85% #04234 - TAZ 568 TAZ.xIS South Miami Avenue Condo 2005 Cardinal Distribution Direction TAZ 571 NNE 14.70% ENE 4.69% ESE 0.31% SSE 2.01% SSW 3.97% WSW 28.75% WNW 18.49% NNW 27.09% TOTAL 100.01 % South Miami Avenue Condo 2005 Cardinal Distribution Direction TAZ 573 NNE 18.58% ENE 5.63% ESE 4.43% SSE 1.53% SSW 4.86% WSW 25.49% WNW 17.48% NNW 21.99% TOTAL 99.99% South Miami Avenue Condo 2005 Cardinal Distribution Direction TAZ 574 NNE 20.67% ENE 13.22% ESE 2.96% SSE 1.70% SSW 5.25% WSW 21.60% WNW 15.17% NNW 19.43% TOTAL 100.00% South Miami Avenue Condo 2005 Cardinal Distribution Direction TAZ 579 NNE 20.16% ENE 7.09% ESE 0.65% SSE 1.10% SSW 3.69% WSW 27.57% WNW 19.06% NNW 20.68% TOTAL 100.00% South Miami Avenue Condo 2005 Cardinal Distribution Direction TAZ 580 NNE 13.84% ENE 3.50% ESE 0.40% SSE 0.98% SSW 3.51% WSW 29.05% WNW 19.74% NNW 28.99% TOTAL 100.01 % South Miami Avenue Condo 2005 Cardinal Distribution Direction TAZ 581 NNE 18.65% ENE 3.34% ESE 0.54% SSE 1.13% SSW 2.04% WSW 26.54% WNW 19.42% NNW 28.35% TOTAL 100.01 % 47.77% 21.99% 28.58% 1.67% #04234 - TAZ 581 TAZ.xIS Appendix F Traffic Control Measures Plan SOUTH MIAMI AVENUE CONDO 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 an office component. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (10%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. TRAFFIC CONTROL.DOC DAVid PEU M M ER t ASSOCIATES TRANSPORTATION•CIVI L•STRUCTURAL•ENVIRONMENTAL