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HomeMy WebLinkAboutTraffic Impact Analysis - Part ILynx Downtown Major Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 March 2005 DPA Project #04191 • • • • List of Exhibits Lynx Downtown MUSP Traffic Impact Study TABLE OF CONTENTS Page 11 EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective 4 2.0 EXISTING TRAFFIC CONDITIONS 5 2.1 Data Collection 5 2.1.1 Roadway Characteristics 5 2.1.2 Traffic Counts 6 2.1.3 Intersection Data 6 2.2 Corridor Capacity Analysis 9 2.3 Intersection Capacity Analysis 11 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 13 4.0 FUTURE TRAFFIC CONDITIONS 14 4.1 Background Traffic 14 4.2 Committed Developments 14 4.3 Project Traffic 14 4.3.1 Project Trip Generation 14 4.3.2 Project Trip Assignment 17 4.4 Future Corridor Capacity Analysis 21 4.5 Future Intersection Capacity Analysis 21 4.6 Site Access 25 5.0 CONCLUSIONS 26 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Approved Transportation Methodology, Site Plan & TCM Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Page i • • • Lynx Downtown MUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Page 1 Location Map 3 2 Existing PM Peak Traffic Volumes 7 3 Existing Lane Configurations . 8 4 Existing Corridor and Transit Conditions 10 5 Person -trip Volume and Capacity — Existing Conditions Matrix 12 6 Existing Intersection Capacity Analysis Results 11 7 Committed Development Map 15 8 Future PM Peak Hour Traffic Volumes without Project 16 9 PM Peak Hour Project Trip Generation 18 10 Cardinal Distribution 19 11 PM Peak Hour Project Vehicular Trips Assignment 20 12 Person -trip Volume and Capacity — Future Conditions Matrix 22 13 Project PM Peak Hour Vehicular Volumes 23 14 Future with project PM Peak Vehicular Volumes 24 15 Future Intersection Capacity Analysis 21 Page ti Lynx Downtown MUSP Traffic Impact Study • • EXECUTIVE SUMMARY The Lynx Downtown project is a proposed mixed use development located on a parcel generally bound by SE 2 Street to the north, SW 1 Avenue to the east, the 1-95 ramps to the south and South Miami Avenue to the west. The project consists of 521 residential condominium dwelling units, 207 condo/hotel units (341 keys), 194 hotel rooms, 46,390 SF of gross leaseable retail space, 80,362 SF of gross floor area office space and a 100,123 SF health club. Access to/from the site is proposed on SE 1 Avenue and South Miami Avenue, with a service entrance under the 1-95 ramps and a drop-off/pick-up area on SE 2 Street. Build out for the project is planned for 2010. 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 thresholds. 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. Analysis of future 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 on any public roadway within the study area for this MUSP analysis. 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. Page I Lynx Downtown MUST Traffic Impact Study • • • 1.0 INTRODUCTION The Lynx Downtown project is a proposed mixed use development located on a parcel generally bound by SE 2 Street to the north, SW 1 Avenue to the east, the I-95 ramps to the south and South Miami Avenue to the west. The project consists of 521 residential condominium dwelling units, 207 condo/hotel units (341 keys), 194 hotel rooms, 46,390 SF of gross leaseable retail space, 80,362 SF of gross floor area office space and a 100,123 SF health club. Access to/from the site is proposed on SE 1 Avenue and South Miami Avenue, with a service entrance under the 1-95 ramps and a drop-off/pick-up area on SE 2 Street Build out for the project is planned for 2010. The subject site is located within the boundaries of the Downtown Miami Area -wide DM. 1.1 Study Area The approved methodology for the proposed project is included in Appendix A. The traffic study was performed for PM peak conditions. For traffic analysis purposes, and consistent with the aforementioned methodology, the study area has been defined as NE 6 Street to the north, the Miami River to the south, SW 2 Avenue to the west, and Biscayne Boulevard to the east. Corridor capacity analysis was performed for several segments: Miami Avenue, Flagler Street, and SE 1 Street. Intersection capacity analysis was performed for the following intersections: • South Miami Avenue / S 1 Street • South Miami Avenue / S 2 Street • SE 2 Street / SE 1 Avenue Page 2 FADJECT: CULTURAL CENTER LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY TITLE: LOCATION MAP Page 3 Lynx Downtown MUSP Traffic Impact Study • • • 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. Additionally, a proposed traffic control measures (TCM) plan is included in Appendix A. Page 4 Lynx Downtown MUSF Traffic Impact Study . 2.1 Data Collection • • 2.0 EXISTING TRAFFIC CONDITIONS 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 Miami Avenue Miami Avenue is one of the major arterials in Downtown Miami and connects the Central Business District (CBD) and the Brickell Area. Miami Avenue is three lanes, one-way, southbound from north of SW 2 Street to just beyond SW 3 Street, Miami Avenue becomes a two-way, undivided roadway just south of SE 4 Street to just north of SW 7 Street, where it becomes three lanes, one-way northbound. All northbound traffic must turn right at SE 4 Street and all southbound traffic must turn right at SW 7 Street in this segment of Miami Avenue. The posted speed limit within the study area is 30 mph. There is on -street parking on Miami Avenue just north of SW 7 Street and prohibited along the remainder of the study limits. Flagler Street Flagler Street within the study area is a two-lane, one-way, westbound, minor arterial providing access from Biscayne Boulevard through the downtown CBD. Flagler Street is the westbound component of a one-way pair with SE 1 Street There is no posted speed limit within the study area. On -street metered parking is permitted sporadically within the study limits. SE 1 Street SE 1 Street within the study area is a three -lane, one-way, eastbound, minor arterial providing access from the west to Biscayne Boulevard through the downtown CBD. SE 1 Street is the eastbound component of a one-way pair with Flagler Street. There is no posted speed limit within the study area. On -street metered parking is permitted sporadically within the study limits. Page 5 Lynx Downtown MUSP Traffic Impact Study • • • 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 period 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 6 • PPOirECl: LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY EXISTING 2004 PM PEAK HOUR EXHIBIT No. 2 Pager • • kcipa PROJECT: LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY ii LE: EXISTING LANE CONFIGURATIONS EXHIBIT No. 3 Lynx Downtown MUSP Traffic kupacr 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 DRT. 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 9 • • Exhibit 4 Existing Corridor and Transit Conditions • Roadway Conditions (vehic es) Transit Conditions (persons) Total Total Total Total Corridor Count Raw PM Peak PM Dir Max Bus Bus Metroraii Metrorail Metromover Metromover Transit Transit From To Existing Source/ Peak Hour Season Peak Hour Service Ridership Capacity Ridership Capacity Ridership Capacity Ridership Capacity Dir Lanes Period Volume Factor Volume Volume [1] ]2] [21 [2] [2] [2] [2] [2) (2] MIAMI AVENUE NE 6 STREET NE 4 STREET NE 4 STREET FLAGLER SB 3L DPA - PM 342 1.01 345 2990 154 534 154 534 STREET FLAGLER STREET SO 2L DPA - PM 342 1 01 345 1990 154 534 154 534 SE 6 STREET SE 6 STREET SB 3L DPA - PM 431 1.01 435 2990 251 534 251 534 SE 8 STREET NB 2L DPA - PM 444 1.01 448 1990 68 534 563 2925 164 960 795 4419 SE 1 STREET BISCAYNE SE 1 AVENUE SE 1 AVENUE EB 3L DPA - PM 570 1.01 575 2990 794 3528 106 1440 900 4968 SW 1 AVENUE SW EB 3L DPA - PM 570 1.01 575 2990 650. 3528 328 2880 978 6408 1 AVENUE SW 2 AVENUE SW EB 3L DPA - PM 762 1.01 789 2990 672 3528 672 3528 2 AVENUE I-95 EB 2L DPA • PM 438 1.01 442 1660 555 1950 555 1950 FLAGLER STREET BISCAYNE BLVD NE 2 AVENUE WB 2L DPA • PM 484 1.01 489 1990 311 1968 311 1968 NE 2 AVENUE NE 1 AVENUE WB 2L DPA - PM 484 1.01 489 1990 312 1968 312 1968 NE 1 AVENUE NW 1 AVENUE WB 2L DPA - PM 484 1.01 489 1990 282 1968 252 2880 534 4848 NW 1 AVENUE NW 2 AVENUE WB 2L DPA • PM 311 1.01 314 1990 34 390 34 390 NW 2 AVENUE 1-95 WB 2L DPA - PM 460 1.01 464 1660 0 0 Nntev [1 ] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Qual tyfLevel of Service Handbook [2] Transit and roadway information obtained from the Downtown Miami DRI Increment it SEGMENT ANALYSIS4sEXR 4 Lynx Downtown 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. All intersections operate within the LOS E standard adopted by the city. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. Exhibit 6 2004 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection Siu LOS Existing Signal Timing S Miami Avenue / S 1 Street S B S Miami Avenue / S 2 Street S B SE 2 Street / SE 1 Avenue S C U— unsignalized S— signalized ource: Page 11 • • 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 Pars -Trip Capacity �) - (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-"Grip Volume (d)+(g) (k) Pers-Trip Excess Capacity (i)-(1) (I) Segment Person Trip v/c (j)/(i) LOS [11 [2] [3] (41 [5] [s] > E 0 0 0 0 0 0 0 0 0 0 0 0 0 MIAMI AVENUE NE 6 STREET NE 4 STREET SB 2990 4784 345 484 4300 534 154 380 5318 638 4680 0.12 NE 4 STREET FLAGLER STREET SB 1990 3184 345 484 2700 534 154 380 3718 638 3080 0.17 FLAGLER STREET SE 6 STREET SB 2990 4784 435 609 4175 534 251 283 5318 860 4458 0.16 SE 6 STREET SE 8 STREET NB 1990 3184 448 628 2556 4419 795 3624 7603 1423 6180 0.19 SE 1 STREET BISCAYNE SE 1 AVENUE EB 2990 4784 575 805 3979 4968 900 4068 9752 1705 8047 0,17 SE 1 AVENUE SW 1 AVENUE EB 2990 4784 575 805 3979 6408 978 5430 11192 1783 9409 0.16 SW 1 AVENUE SW 2 AVENUE EB 2990 4784 769 1077 3707 3528 672 2856 8312 1749 6563 0.21 SW 2 AVENUE 1-95 EB 1660 2656 442 619 2037 1950 555 1395 4606 1174 3432 0.25 FLAGLER STREET BISCAYNE BLVD NE 2 AVENUE WB 1990 3184 489 684 2500 1968 311 1657 5152 995 4157 0.19 NE 2 AVENUE NE 1 AVENUE WB 1990 3184 489 684 2500 1968 312 1656 5152 996 4156 0.19 NE 1 AVENUE NW 1 AVENUE WB 1990 3184 489 684 2500 4848 534 4314 8032 1218 6814 0.15 NW 1 AVENUE NW 2 AVENUE WB 1990 3184 314 440 2744 390 34 356 3574 474 3100 0.13 NW 2 AVENUE 1-95 WB 1660 2656 464 650 2006 0 0 0 2656 650 2006 0.24 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). SEGMENT ANALYSIS.xisEX 5 EXISTING CONDITIONS Lynx Downtown MIISP 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 13 Lynx Downtown lvIUSP Traffic Impact Study • 4.1 Background Traffic • • 4.0 FUTURE TRAFFIC CONDITIONS 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 The list of projects obtained from city staff for the study of the adjacent parcel, City of Miami Planning and Zoning Department Report on Private Development From 1996 Updated through October 2004, was used for consistency. 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 Lynx Downtown are shown in Exhibit 7. The committed development project information is included in Appendix E. 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 2010. 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 14 GOVERNMENT CENTER CULTURAL CENTER S.W. 7 ST. S.W. S ST. N.L. / I N.E. 5 ST N.E. 4 ST N.E. 3 ST. N.E. 2 ST. FLAG ER ST. PROJECT SITE GONE NTION TER f7 S.E. 2 ST. SC. BLVD. WAY i LEGEND 1 -DUPONT TOWERS 2 - EVERGLADES ON THE BAY 3 - METROPOLITAN MIAMI 4 - ONE MIAMI (PARCEL A) 5-THE LOFT 6 - OVERTOWN TRANSIT VILLAGE N. T.S. 0 LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY TITLE: COMMITTED DEVELOPMENT LOCATION MAP Page 15 • • PROJECT: LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY 11TLE: FUTURE WITHOUT PROJECT PM PEAK HOUR EXWEBET No. 8 Fag. 16 Lynx Downtown MUSP Traffic Impact Study • following procedure consistent with Increment II of the Downtown DRI and the approved methodology: • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. • Gross vehicular trips were reduced by 1 b% 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 the percent stated for the corresponding sub -area to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI for the CBD sub -area. • Gross vehicular trips were also reduced by the percent for the corresponding sub -area for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 9. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 550, 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 trip assignment. .Page 17 • • Exhibit 9 LYNX DOWNTOWN PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips Residential (High -Rise Condominuim) 521 DU 232 62% 119 38% 73 . 192 Lodging (hotel) 535 keys 310 53% 166 47% 150 316 General Office 80,362 SQ. FT. 710 17% 20 83% 100 120 Health Club 100,123 SQ. FT. 492 51% 207 49% 198 405 Retail (Specialty) 46,390 SQ. FT. 814 44% 55 56% 71 126 t GROSS VEHICLE TRIPS 1 49% 567 L 51% 592 1 1159 Internalization (10% overall) -57 -59 -116 Pass -by (Retail Only) -22 -28 -50 PROJECT VEHICLE TRIPS j 49% 488 51% 504 1 993 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (2) 49% 78 51% 81 159 Transit Trip Reduction © 22.60% of Gross External Trips (3) 49°% 110 51 % 114 224 Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 491'k 49 51 % 50 99 NET EXTERNAL VEHICLE TRIPS 49% 251 51% 259 510 1 I Net External Person Trips in Vehicles (0 1.40 Persons/ Vehicle 49% 351 51 % 363 714 Net External Person Trips using Transit G 1.40 Persons/ Vehicle 49% 154 51% 160 314 Net External Person Trips (vehicles and transit modes) 49% 506 51 % 523 1028 Ir I Net External Person trips walking 1 using bicycle 1.40 Persons/ Vehicle 149% 68 -1 51 % 71 I 139 Notes (1) 535 Keys = 194 hotel rooms, 73 condo/hotel single units, 134 units with 2 unit potential (268 keys) (2) A 16% reduction to adjust for the difference between 1TE auto occupancy and focal data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based an projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (5) No adjustments made for traffic volumes related to existing parking lot. Vehicles parking at site today will be displaced to nearby lots. PROJECT T-GEN PM.xls LYNX DOWNTOWN Lynx Downtown MUSP Traffic Impact Study • • • Exhibit 10 Cardinal Distribution of Trips Cardinal Direction Distribution TAZ 550 NNE 12.64% ENE 6.47% ESE 5.05% SSE 5.66% SSW 5.96% WSW 24.11% WNW 20.23% NNW 19.88% Total 100% Source: Miami Urban Area Transportation Study Page 19 • PROJECT: LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY TITLEr PROJECT TRIP ASSIGNMENT EXHIBIT No. 11 Page 20 Lynx Downtown 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 2010 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 2010 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. All intersections operate within the LOS E standard adopted by the city. Exhibit 15 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. Exhibit 15 Future Intersection Level of Service Weekday PM Peak Hour Conditions Intersection SIU Future w/o Project Future wl Project S Miami Avenue / S 1 Street S B 13 S Miami Avenue / S 2 Street S C D SE 2 Street / SE 1 Avenue S C C 11= unsignalized s- signalized source: DPA Page 2) • • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (0) (d) (e) (1) (9) (h) (i) (l) (k) Corridor Existing Future Committed Future Change in Future Future wlout Proj Project Total Future Future with Proj Dir Pers-Trip 8kg. Development Pers-Trip Projected Pers-Trip Pars -Trip Pers-Trip Pers-Trip Pars -Trip Pers-Trip Volumes Pers-Trip Pers-Trip Volumes Transit Capacity Volume Volumes Capacity vlc LOS vlc LOS 2.0% Capacity From To 6 (b)+(c) (d)1(9 U U U U U U U U U U U U U (d)+(h) (ill ) MIAMI AVENUE [11 [2] [3) [4] [6] [4] [5] NE 6 STREET NE 4 STREET SS 638 718 147 665 -30 5,288 0.16 25 890 5,288 0.17 C NE 4 STREET FLAGLER STREET SB 638 718 159 877 -30 3,688 0.24 25 902 3,688 0.24 C FLAGLER STREET SE 6 STREET SE S8 860 968 153 1,121 -30 5,288 0.21 177 1,298 5,288 0.25 C 6 STREET SE 8 STREET NB 1,423 1,602 88 1,690 -30 7,573 0.22 51 1,742 7,573 0.23 C SE 1 STREET BISCAYNE SE 1 AVENUE EB 1,705 1,920 100 2,020 1,866 11,618 0.17 105 2,125 11,618 0.18 C SE 1 AVENUE SW 1 AVENUE EB 1,783 2,008 149 2,157 2,087 13,279 0.16 51 2,208 13.279 0.17 C SW 1 AVENUE SW 2 AVENUE EB 1,749 1,969 99 2,068 2,614 10,926 0.19 51 2,119 10,926 0.19 C SW 2 AVENUE 1-95 EB 1,174 1,322 103 1,425 -114 4,492 0.32 51 1,476 4,492 0.33 C FLAGLER STREET BISCAYNE BLVD NE 2 AVENUE WB 995 1,121 176 1,297 2,866 8,018 0.16 51 1,348 8,018 0.17 C NE 2 AVENUE NE 1 AVENUE WB 996 1,122 187 1,309 2,866 8,018 0.16 51 1,360 8,018 0.17 C NE 1 AVENUE NW 1 AVENUE WB 1,218 1,372 104 1,476 3,824 11,856 0.12 103 1,579 11,856 0.13 C NW 1 AVENUE NW 2 AVENUE WB 474 534 104 638 2,886 6,460 0.10 52 690 6,460 0.11 C NW 2 AVENUE 1-95 WB 650 732 104 836 0 2,656 0.31 52 888 2,656 0.33 C 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 = [Future Transit Capacity - Existing Transit Capacity]; (If negative, existing routes reduced or eliminated.) (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 SEGMENT ANALYSIS.xIsEX 12 FUTURE CONDFTIONS • • t PRO.J 1T; LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY iTLE: PM PEAK PROJECT TRIP EXHIBIT No. 3/ Page 23 • • PROJECT: LYNX DOWNTOWN MUSP TRAFFIC IMPACT STUDY ITLE FUTURE WITH PROJECT PM PEAK HOUR EXHIBIT No. 14 J Pape 24 Lynx Downtown MUSP Traffic Impact Study • • • 4.6 Site Access Access to the site is proposed on SE 1 Avenue and on South Miami Avenue. The project trips were assigned to the driveways and analyzed. Unsignalized HCS analysis results show adequate main street operations. The analysis worksheets are included in Appendix D. Page 25 Lynx Downtown MUSP Traffic Impact Study • • • 5.0 CONCLUSIONS 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. Analysis of future 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 on any public roadway within the study area for this MUSP analysis. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed, MUSP_Dec2OO4.doc Page 26 • • • Appendix A Approved Transportation Methodology, Site. Plan TCM Plan DAVID PLUMMER & ASSOCIATES, INC. ill' TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL • ios To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa, PE Lynx Downtown - #04191 Lilia Medina, Maria Sardi, Kevin McMorris; file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 October 5, 2004 3 page(s), including cover Per telephone conversation with URS, changes to the methodology are shown Lynx Strategic Development is pursuing approvals for a mixed use project located on the south side of SE 2 Street between South Miami Avenue and SE 1 Avenue in Miami, Florida. The project consists of approximately 498 residential dwelling units, 396 hotel rooms, 80,640 SF of office space, 10,000 SF of retail space and a 10,000 SF restaurant. Access to the site is proposed on SE 2 Avenue, please see attached site plan. The study area is NE 6 Street to the north, NW 2 Avenue to the west, Biscayne Boulevard to the east and the Miami River to the south. The subject site is located within the limits of the Downtown Miami Area -wide DRI. This will serve as our methodology for the subject MUSP traffic impact study. • Turning movement traffic counts are to be collected during the PM (4:00-6:00) peak period at three major intersections in the immediate project vicinity. 1. Miami Avenue / SE 2 Street (signalized) 2. Miami Avenue / SE 1 Street (signalized) 3. SE 1 Avenue / SE 2 Street (signalized) In addition to these intersections, we will analyze the project driveways. • Segment traffic volumes will be collected as 24-hour machine counts at the following locations: 1. Miami Avenue between NE 6 Street and SE 8 Street 2. SE 1 Street between Biscayne Boulevard and 1-95 • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. • Raw traffic counts will be adjusted to peak season (for the peak hour period). The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com • Existing and future traffic conditions for the project area corridors ( > ) will be established using the person -trip method. The methodology for this method is outlined in the 0 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 pedestrianlbicycle 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 1A persons per vehicle pursuant to City standards. • Add together the project net external person -trips for the vehicle and transit modes. 0 • 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. Noiuial traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) 447-0900. tTaffic_meth fax.doc • 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com • '"'ci�V�t4� LocA77046 114 4640T • • • Lynx Downtown 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 some retail and office components. 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 (11`b) trip generation rates. TRAFFIC CONTROL.DOC • • • Appendix B Traffic Counts Signal Timings • Raw Traffic Counts • • SE/SE 1ST STREET i SOUTH MIAMI AVENGE MIAMI► FLORIDA COUNTED BY: ERVIN MCNALLY SIGNALIZED s SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 10/20/04 16:00 48 0 89 16:15 15 0 93 16:30 15 0 81 ;6:45 20 0 70 Er Total 98 0 333 17:00 18 0 87 17:15 22 0 98 17:30 12 0 98 17:45 10 0 85 Er Total 62 0 368 37 38 39 46 160 46 33 25 33 135 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 III (561) 272-4381 ALL VEHICLES i PSDB SE 1ST STREET From East Peds Right Thru Left NUTS MIAMI AVENGE From South Site Code : 00040215 Start Date: 10/20/04 File I.D. : 1STIIAM Page : 1 Peds Right Thru Left SN 1ST STREET From Kest Peds Right Thru Left vehicle Total 21 19 21 31 92 47 51 69 38 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 6 0 5 0 7 0 9 0 27 0 0 0 0 0 0 7 0 0 4 0 0 7 0 0 2 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 2 110 2 113 8 148 1 126 13 497 10 156 12 141 5 132 6 114 33 543 114 117 109 108 448 132 124 107 141 504 0 0 0 0 0 0 0 0 0 0 350 361 377 350 1438 421 396 362 371 1550 *TOTAL* 160 0 701 295 j 297 0 47 0 0 0 I 46 1040 952 2988 SA]SR 1ST STREET 4 SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: IEVIN McNALLY SIGNALIZED 111111 SOUTH MIAMI AVENUE From North Peds Right Thru Left ➢ate 10/20/04 • 160 160 SW 1ST STREET 0 0 0 0 •0 fl 0 952 • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAI 061) 272.4381 ALL VEHICLES R PEDS Site Code : 00040215 Start Date: 10/20/04 File I.D. : 1ST,.IAM Page : 2 SE 1ST STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left SE 1ST STREET From West Peds Right Thru Left Vehicle Total 0 0 SOUTH MIAMI AVENUE 701 701 996 295 295 ,992 952 1,992 • 1,040 1,040 • 46 46 • l 996 0 0 0 0 ALL VEHICLES & PEDS 1,24 Intersection Total 2,988 0 701 1,040 1, 741 1,741 0 0 • SOUTH MIAMI AVENUE 0 0 0 I 0 0 297 297 1111111111111111111111111111111111111111111111111111111 0 0 0 0 0 0 1,247 SE 1ST STREET • 47 47 295 952 0 SW/SE 1ST STREET i SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LEVIN MCBALLY oLIE8D SOUTH MIAMI AVENUE Prom North Peds Right Thru Left Date 10/20/04 Peak Hour Analysis By Entire Peak start 17:00 Voluse 0 368 135 Percent - 01 731 271 Pk total 503 Highest 17:00 Voluse 0 87 46 Hi total 133 PRE .95 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES i PEDS Site Code : 00040215 Start Date: 10/20/04 File I.D. : 1STJIAM Page : 3 SE 1ST STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE Eros South Peds Right Thru Left SN 1ST STREET Eros Nest Peds Right Thru Left Vehicle Total Intersection for the Period: 16:00 to 18:00 on 10/20/04 17:00 17:00 0 0 0 0 0 01 0t 01 01 01 0 0 16:00 16:00 0 .0 62 - 0 62 0 I SW 1ST STREET 0 0 0 0 0 0 504 504 1,047 • 543 543 l 33 33 • 0 0 0 0 .0 SOUTH MIAMI AVENUE 368 368 503 135 135 ,047 503 1 0 0 0 0 0 01 0 0 ALL VEHICLES & PEDS Intersection Total 1,550 0 368 543 911 911 0 0 63 SOUTH MIAMI AVENUE 0 0 • 0 17:00 - 543 504 0 - 521 481 01 1047 17:00 0 I 0 0 288 91 156 132 0 205 0 205 0 0 0 0 0 639 SE 1ST STREET 20 20 135 504 0 SE 2ND STREET A SE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: JOEL SANTANA SIGNALIZED • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEAU, FLORIDA 33444 (561) 272-3255 FAI (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040215 Start Date: 10/20/01 File I.D. : 2ST,JIAVE Page : 1 SS 1ST AVENUE From North Peds Right Thru Date 10/20/04 16:00 16:15 16:30 16:45 Er Total 17;00 17;15 17:30 ;7:45 Er Total Left SE 2ND STREET From East Peds Right Thru Left SE 1ST AVENUE From South Peds Right Thru Left SE 2ND STREET From Nest Peds Right Thru Left Vehicle Total 1 0 0 0 4 22 5 0 0 0 8 33 10 0 0 0 14 20 8 0 0 0 4 17 24 0 0 0 30 92 6 0 0 0 3 23 15 0 0 0 9 31 11 0 0 0 5 33 3 0 0 0 11 20 35 0 0 0 28 107 115 83 114 100 412 179 190 183 208 760 0 0 0 0 0 0 0 0 2 1� 11 32 3 16 14 16 49 0 0 0 0 0 104 85 95 98 382 0 122 0 132 0 126 0 108 0 488 87 73 91 74 325 109 101 94 120 424 6 0 0 0 6 0 0 0 6 0 0 0 2 0 0 0 20 0 0 0 2 7 4 7 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 328 274 320 289 1211 433 454 436 456 1779 +TOTAL* 59 0 0 0 J 58 199 1172 0 1 81 0 870 749 1 40 0 0 0( 2990 • • Si 2ND STREET R SE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: JOEL SANTANA S�LI ZBD SE 1ST AVENUE From North Peds Right Thru Date 10/20/04 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (5fi1) 272-3255 FAX (561) 272-4381 ALL VEHICLES 4 PEDS Site Code : 00040215 Start Date: 10/20/04 File I.A.: 2ST_1AVB Page : 2 Left Ss 2ND STREET From last Peds Right Thru Left S6 1ST AVENUE Prom South Peds Right Thru Left SE 2ND STREET From Nest Peds Right Thru Left 59 59 SE 2ND STREET 749 1,172 0 1, 921 •o 0 0 0 0 0 • 40 40 • 0 1 1 0 SE 1ST AVENUE 0 0 0 ,921 0 0 1,069 0 870 199 1,069 58 ALL VEHICLES & PEDS 1,37 Intersection Total 2,990 0 0 0 0 1,619 • 749 749 SE 1ST AVENUE 199 Vehicle Total 58 199 1,371 1,172 1,619 • 870 870 0 0 • 1,172 0 0 0 SE 2ND STREET 0 0 0 411111111111111111111111111 • 81 81 8 2.. D STREET & SE 1ST AVENUE FLORIDA TED BY: JOEL SANTANA :SSD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VESICLES & PDDS Site Code : 00040215 Start Date: 10/20/04 File I.D. : 2ST IAMB Page : 3 SH 1ST AVENUE From North Peds Right Thru ate 10/20/04 eak Hour Analysis By Entire eak start 17:00 olume - ercent k total 0 ighest 16:00 olume - 0 0 i total 0 HF .0 Left SE 2ND STREET From Bast Peds Right Thru Left SS 1ST AVENUE From South Peds Right Thru Left SE 2ND STREET From west Peds Right Thru Left Vehicle Total Intersection for the Period: 16:00 to 18:00 on 10/20/04 17:00 17:00 0 0 0 01 04 01 35 35 3E 2ND STREET 424 760 1,184 0 0 0 0 0 0 0 20 20 • 0 867 17:45 228 .95 0 0 107 760 0 121 88% Ot 20 208 0 0 488 04 548 424 461 912 17:15 0 132 101 233 .98 SE 1ST AVENUE 0 0 0 0 0 1,184 595 0 488 107 595 ALL VEHICLES & PEDS Intersection Total 1,779 0 0 0 0 912 424 424 SE 1ST AVENUE 86 17:00 0 0 0 01 04 08 0 16:00 0 .0 0 0 0 28 107 28 107 867 760 912 • 488 488 • 0 0 760 0 0 0 SE 2ND STREET • 49 49 0 0 0 SW 2ND STRBBT i SOUTH MIAMI AVENUE MIAMI, FLORIDA �NMIZED NTED BY: MITE !!ALONE Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 ALL VEHICLES & P8DS Study Name: 25TMIAM! Site Code : 00010215 Start Date: 10/20/04 Page : 1 Start Time SOUTH MIAMI AVENUE From North Right Right Thru To2sT ToI95 Peds SE 2ND STREET From East Right Left Thru ToI95 Peds SOUTH MIAMI AVENUE From South Left Thru Right Peds SW 2ND STRBBT From West Left Thru Right Peds Intv1 Total 465 409 505 422 Exclu Total 40 16 31 26 Inclu Totaj. 425 393 474 396 10/20/04 16:00 16:15 16:30 16:45 50 62 56 48 8 6 5 7 141 137 167 143 1 0 1 4 35 27 35 34 35 33 47 37 156 128 164 127 27 10 18 12 0 0 0 0 0 0 9 0 0 2 0 0 7 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 3 4 5 6 Hour 216 26 588 6 131 152 575 67 0 0 0 22 0 0 0 18 1801 113 1688 17:00 60 2 180 1 75 49 228 34 0 0 0 13 0 0 0 11 653 59 594 17:15 60 5 172 5 58 61 236 35 0 0 0 8 0 0 1 14 655 62 593 17:30 61 7 167 7 60 47 250 34 0 0 0 2 0 0 0 11 646 54 592 17:45 53 8 140 1 61 47 260 37 0 0 0 k Q 0 0 13 62i 57 569 Hour 234 22 659 14 254 204 974 140 0 0 0 29 0 0 1 49 2580 232 2348 Total 450 48 1247 20 385 356 1549 207 0 0 0 51 0 0 1 67 4381 345 4036 9 Apr. 25.4 2.7 70.6 1,1 15.4 14,2 62.0 8,2 - - - 100.E - - 1.4 98.5 - - - F Int. 10.2 1.0 28.4 0.4 8.7 8.1 35.3 4,7 - - - 1.1 - - - 1.5 - - - • • SW 2ND STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA IlliUNTBD BY: MIES MALONB NALIISD Start • SAUTE MIA$I AVENUE From North Right Right SE 2ND STREET From East Right 2796 2796 BM 3HD STREET 405 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 ALL VEHICLES & PEDS HIM MIAMI AVENUE From South 1247 48 450 1745 �ra4 4036 N 836 90TH MI A I Ammux 2290 Study Name: 25T_4IA1 Site Code : 00040215 Start Date: 10/20/04 Page : 2 W 2ND STREET roe West �— 1549 <-- 356 385 SE 3HD STREET Inch SW 2ND STREET & SOUTH MIAMI AVENUE MIAMII, FLORIDA UIMTED BY: MIIE MlALGRE BLUED • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 ALL VEHICLES & PEDS SOUTH MIAMI AVENUE SI 2ND STREET SOUTH MIAMI AVENUE SW 2ND STREET From North Frog East From South Fro' Nest Start Right Right Right Time Thru To2sT ToI95 Peds Left Thru ToI95 Peds Left Thru Right Peds Left Thru Right Peak Sour Analysis By Entire Intersection for the Period: 16:00 on 10/20/04 to 17:45 on 10/20/04 Time 17:00 17:00 17:00 17:00 Vol. 234 22 659 14 254 204 974 140 0 0 0 29 0 0 1 49 Pct. 25.1 2.3 70.9 1.5 16.1 12.9 61.9 8.9 0.0 0.0 0.0 100.0 0.0 0.0 2.0 98.0 Total 929 1572 29 50 Righ 17:00 17:45 17:00 17:15 Vol. 60 2 180 1 61 47 260 37 0 0 0 13 0 0 1 14 Total 243 405 13 15 PHI 0.956 0,970 0.558 0.833 Study Rase: 2STJIAR Site Code : 00040215 Start Date: 10/20/04 Page : 3 RAMP TO 1-95 1633 R 1633 SUM 2ND STREET 226 le' 227 1 � SOUTH MIAMI AVENUE 659 234 �2jz 915 alelF4 3348 N 489 1 1432 �-_ 974 4-.- 284 47- 254 489 OATH MIAMI AUV4UR SE 2ND STREET Iutvl Exclu Peds,Total Total Inclu Total Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 III***************************************************************************** a File : D1019001.PRN Station : 000000101710 Identification 000058410067 Start date : Oct 19, 04 Stop date : Oct 19, 04 City/Town : Miami, FL Location : SE 1st Street East Interval Start time Stop time County of SE 1st Avenue : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Oct 19 Eastbound Volume End Time 00 01 15 14 8 30 12 6 45 17 11 00 6 4 Hr Total 49 29 02 03 7 6 6 3 4 3 23 15 04 05 06 07 9 30 93 15 60 111 22 76 139 30 83 157 30 76 249 500 7 6 10 08 163 225 201 236 09 231 197 155 151 825 734 10 11 193 147 150 161 651 166 161 175 175 677 End Time 12 13 14 15 15 30 45 00 159 179 155 154 16 17 18 144 126 136 140 168 172 146 145 160 133 121 140 179 140 139 134 Hr Total 647 651 571 542 559 162 144 150 124 128 82 140 76 580 426 19 75 54 59 55 243 20 21 61 49 36 22 168 37 39 34 24 134 22 23 35 24 26 27 112 22 18 21 16 77 2ur Total : 8568 eak hour begins : 08:15 AM peak volume : 893 Peak hour factor : 0.95 PM peak hour begins : 13:00 PM peak volume : 651 Peak hour factor : 0.91 ******************************************************************war*********** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 t**************�r*,t, *****************�t, ******err******************************** File : D1019005.PRN Station : 000000101709 Identification : 000058410072 Interval : 15 minutes Start date : Oct 19, 04 Start time : 00:00 Stop date : Oct 19, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 1st Street East of SW 2nd Avenue ******************************************************************************* Oct 19 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 15 14 8 -- 5 -- 2 ---8 - 18 43 150 255 220 30 20 5 2 1 4 22 96 161 224 196 45 16 11 6 9 12 26 113 212 259 186 00 13 12 6 6 14 50 137 194 253 165 Hr Total 63 36 19 18 38 116 389 -717 991 767 764 10 11 196 154 198 186 146 177 224 214 731 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 214 173 175 181 -201 244 156 96 64 30 207 203 176 157 149 197 152 63 71 45 146 172 166 185 209 168 121 72 40 00 163 168 161 176 163 192 103 68 34 -- Hr Total 730 716 678 699 722 801 532 299 209 50 32 45 33 160 41 27 40 31 139 21 21 18 15 75 e2lur Total : 10409 ak hour begins : 08:00 AM peak volume : 991 Peak hour factor : 0.96 PM peak hour begins : 16:30 PM peak volume : 813 Peak hour factor : 0.83 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 **************************************************************************** Dana File : D1019006 . PRN Station : 000000101707 Identification : 000058410086 interval : 15 minutes Start date : Oct 19, 04 Start time : 00:00 Stop date : Oct 19, 04 Stop time : 24:00 City{Town : Miami, FL County : Dade Location : W Flagler Street West of NW 3rd Avenue ******************************************************************************* Oct 19 Eastbound Volume for Lane 1 End Time 00 01 11 T402 --03 --04 --05 -^06 --07 --08 `�09 --10 __ 15 4 1 2 0 0 1 4 12 29 21 34 15 30 1 2 0 1 0 2 8 23 27 29 26 48 45 3 0 1 2 0 1 8 41 24 23 9 16 00 0 0 1 0 0 3 11 22 30 19 32 22 - - Hr Total 8 3 ---4 3 ^^-0 -- 7 31 --98 110 92 101 101 End Time 12 13 15 25 30 24 45 24 00 27 21 31 17 37 14 25 18 21 20 Hr Total 100 106 84 15 29 27 14 17 87 16 17 18 19 20 21 22 23 --i3 --3Q ---3 ---4 ---7 7 1 2 22 13 10 7 5 8 2 0 19 16 9 5 4 2 3 2 11 22 8 8 3 3 1 0 ---- --83 -`35 --24 19 20 7 4 70 dipour Total : 1195 ak hour begins : 07:30 AM peak volume : 119 Peak hour factor : 0.73 PM peak hour begins : 13:15 PM peak volume : 110 Peak hour factor : 0.74 **************,*********************************,******************************** Dct 29 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 16 30 12 45 11 00 5 3r Total 44 6 3 3 5 4 4 1 0 3 2 9 0 2 1 4 2 14 16 10 9 6 4 8 8 15 29 42 12 29 42 23 30 56 21 46 58 26 71 134 54 73 70 68 198 265 43 87 91 97 315 318 83 79 74 79 End Time 12 13 14 15 16 17 18 19 20 21 22 23 -T15 -- --78 - 68 - 73 --94 -101 ^131 107 --46 38 51 30 17 30 82 104 94 89 94 129 81 31 22 28 29 14 45 55 90 81 84 109 103 45 40 20 27 27 17 00 90 77 62 102 136 116 54 30 28 16 14 9 it Total 305 -339 310 '369 -440 479 287 147 108 122 100 57 !4 Hour Total : 4483 iM peak hour begins : 11:15 AM peak volume : 353 Peak hour factor : 0.91 'M peak hour begins : 16:30 PM peak volume : 505 Peak hour factor : 0.93 .****************************************************************************** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 AlitVolume Report with 24 Hour Totals Page 2 **************************************************************************** File : D1019006.PRN Station : 000000101707 Identification : 000058410086 Interval : 15 minutes Start date : Oct 19, 04 Start time : 00:00 Stop date Oct 19, 04 Stop time : 24:00 City/Town Miami, FL County : Dade Location : W Flagler Street West of NW 3rd Avenue ********************•*********************************************************** Oct 19 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 -- -_ 15 20 7 5 3 -__2 ___7 19 41 71 75 30 13 7 4 5 1 6 20 52 69 102 45 14 1 1 5 4 9 31 71 80 93 00 5 2 10 0 2 11 32 68 88 87 Hr Total 52 -17 --20 r13 -�-9 - 33 102 232 308 357 08 09 10 11 58 135 107 119. 416 419 117 105 83 111 End Time 12 13 14 15 15 103 89 98 123 30 106 135 112 116 45 79 107 102 98 00 117 114 82 119 Kr Total 405 445 394 16 17 18 19 20 21 22 23 -119 161 115 50 45 58 31 116 142 91 38 27 36 31 128 119 54 45 24 29 30 147 138 62 38 31 19 15 456 510 560 322 171 127 142 107 19 14 19 9 61 2ur Total : 5678 ak hour begins : 11:15 AM peak volume : 464 Peak hour factor : 0.86 PM peak hour begins : 16:30 PM peak volume : 578 Peak hour factor : 0.90 ******************************************************************************* 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 : D1019007.PRN Station : 000000101706 Identification : 009601150099 Interval : 15 minutes Start date : Oct 19, 04 Start time : 00:00 Stop date : Oct 19, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : W Flagler Street West of NW 1st Avenue. ******************************************************************************* Oct 19 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 8 6 5 3 3 12 29 30 9 2 3 0 7 2 11 45 4 0 2 3 4 8 26 00 3 4 1 1 3 9 34 Hr Total 24 12 11 7 17 31 100 26 35 60 73 194 53 47 57 64 221 73 88 80 85 326 90 107 93 112 402 94 99 117 107 417 End Time 12 13 14 15 121 104 89 30 120 112 94 45 95 115 91 00 92 109 87 Hr Total 428 440 361 15 16 17 18 19 20 96 75 96 70 21 19 78 75 70 45 9 19 83 76 67 33 25 12 99 84 79 38 18 15 356 310 312 186 73 65 64 71 50 21 23 10 19 12 22 19 12 21 19 23 10 16 13 11 dikur Total : 4478 ak hour begins : 11:30 AM peak volume : 465 Peak hour factor : 0.96 PM peak hour begins : 13:00 PM peak volume : 440 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 **************************************************************************** Ilk File : D1019009.PRN Station : 000000101708 Identification : 000058410124 Interval : 15 minutes Start date : Oct 19, 04 Start time .: 00:00 Stop date : Oct 19, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 1st Street West of SW 2nd Avenue ******************************************************************************* Oct 19 Eastbound Volume End Time 00 15 30 45 00 10 18 10 12 Hr Total 50 01 6 5 9 5 25 02 03 04 05 06 07 08 -- 2 ---1 -- 4 - 12 --34 148 277 191 1 2 3 14 95 143 231 118 4 8 10 23 124 237 244 139 2 2 11 42 136 183 226 112 W_W --13 28 '-91 389 711 978 560 9 09 10 11 137 103 108 116 86 108 152 102 483 429 End Time 12 13 14 15 15 126 118 111 122 95 30 116 125 109 85 95 45 88 106 97 121 109 00 112 92 85 96 99 16 17 18 19 20 21 22 23 134 91 66 35 36 36 11 124 102 41 54 30 26 12 103 79 62 33 29 33 12 117 69 53 29 24 20 8 Hr Total 442 441 402 424 398 478 341 222 151 119 115 43 2 ur Total : 7342 eak hour begins : 08:00 AM peak volume : 978 Peak hour factor : 0.88 PM peak hour begins : 17:00 PM peak volume : 478 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 It**************************************************************************** D File : D1019010.PRN Station : 000000101711 Identification : 000058410150 Interval : 15 minutes Start date : Oct 19, 04 Start time : 00:00 Stop date : Oct 19, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : S Miami Avenue North of SE 6th Street ****************************************************************************** Oct 19 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 15 10 2 ---2 1 0 4 5 30 5 3 3 2 2 2 18 45 10 4 2 1 2 7 28 00 3 2 1 0 0 9 27 Hr Total 28 11 07 08 42 84 49 103 61 105 78 114 09 97 79 80 75 8 4 4 22 78 230 406 331 10 79 83 69 60 291 11 95 57 66 72 290 End Time 12 13 14 15 69 30 68 45 74 00 86 Hr Total 297 73 70 97 82 322 15 16 17 18 19 20 21 22 23 106 116 97 75 333 394 71 86 87 89 113 133 _ 85 --80 40 23 24 15 87 126 83 52 27 31 13 17 98 114 59 41 21 19 17 7 105 112 66 40 20 13 22 14 403 -485 -293 213 -108 86 76 53 Allour Total : 4766 eak hour begins : 08:15 AM peak volume : 419 Peak hour factor : 0.92 PM peak hour begins : 17:00 PM peak volume : 485 Peak hour factor : 0.91 ******************************************************************************* Oct 19 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 5 7 --_4 ---� --O ___� --�� - 46 -63 93 84 101 30 7 3 5 1 3 6 16 32 77 120 71 68 45 12 1 1 1 4 9 31 44 98 105 71 79 00 5 1 2 2 3 22 36 53 98 80 71 84 Hr Total 29 12 12 - ---6 10 --41 --97 175 336 398 297 332 End Time 12 13 14 15 16 17 15 82 104 50 87 93 119 30 76 72 87 68 79 122 45 88 84 62 80 91 140 00 86 78 75 81 98 119 Hr Total 332 338 274 316 361 24 Hour Total : 4792 AM peak hour begins : 08:45 AM peak volume : 416 Peak hour factor : 0.87 PM peak hour begins : 17:30 PM peak volume : 501 Peak hour factor : 0.89 **********,******************************************************************** 18 19 20 21 22 23 Y119 67 -36 37 17 19 123 53 30 16 14 4 88 51 30 17 10 6 87 47 21 20 10 4 500 417 218 117 90 51 33 • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2It File : D1019010.PRN Station : 000000101711 Identification : 000058410150 Interval 15 minutes Start date : Oct 19, 04 Start time : 00:00 Stop date : Oct 19, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : S Miami Avenue North of SE 6th Street ******************************************************************************* Oct 19 Total Volume for All Lanes End Time 00 11 __01 __02 __03 -�04 TT05 _T06 _�07 __08 __09 -_10 __ 15 15 9 6 3 0 8 19 88 147 190 163 196 30 12 6 8 3 5 8 34 81 180 199 154 125 45 22 5 3 2 6 16 59 105 203 185 140 145 00 8 3 3 2 3 31 ��63 131 �212 155 131 _156 T__--- Hr Total 57 23 20 10 14 63 175 405 742 729 588 622 End Time 12 13 14 15 151 177 121 30 144 142 173 45 162 181 149 00 172 160 164 15 16 17 18 193 206 252 204 184 166 248 206 177 189 254 147 156 203 231 153 Hr Total 629 660 607 710 764 985 710 431 225 176 127 86 19 20 21 22 23 147 r 76 60 41 34 105 57 47 27 21 92 51 36 27 13 87 41 33 32 18 eeakakur Total : 0858 hour begins : 08:30 AM peak volume : 804 Peak hour factor 0.95 PM peak hour begins : 17:00 PM peak volume : 985 Peak hour factor : 0.97 ******************,************************************************************ • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 P**************************************************************************** File : D1019011.PRN Station : 000000101705 Interval 15 minutes Identification : 000058410089 inIntet time : 15: Start date : Oct 19, 04 Sttime : 24:00 00 Stop date : Oct 19, 04Stop : Dade City/Town : Miami, FL County Location : E Flagler Street West of SE 2nd Avenue ******************************************************************************* Oct 19 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 6 11 1 6 7 30 12 4 9 2 3 45 8 4 2 3 4 00 4 7 7 7 4 Hr Total 30 26 19 18 18 8 4 8 15 21 -~40 "r83 -107 µ116 188 19 65 82 120 157 157 24 56 83 130 129 167 32 74 113 133 145 146 35 ---- 96 235 361 490 547 658 End Time 12 13 14 15 16 17 -18 19 20 15 162 158 132 -116 '110 -125 T121 - 44 - 53 43 33 30 165 157 145 142 121 129 100 42 54 33 30 45 153 150 115 121 117 112 70 36 .39 34 22 00 146 159 122 119 140 114 B6 48 .-42 25 33 Hr Total 626 -624 -514 W498 -488 -W^- 480 -377 170 188 135 1.18 21 22 23 17 26 23 16 82 : 6833 eeakakur Total hour begins : 11:00 AM peak volume 658 Peak hour factor 0.88 PM peak hour begins : 12:00 PM peak volume : 626 Peak hour factor : 0.95 t**********r******************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ************ ***********,**,*********,************************************* Alk File : D1019012.PRN Station : 000000101712 Identification : 009601140065 Interval : 15 minutes Start date .Oct:19, 04 Start time : 00:00 Stop date : Oct 19, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : S Miami Avenue South of NE 3rd Street ***************************************************,ter************************** Oct 19 Southbound Volume End Time 00 01 02 03 04 05 06 07 15 15 3 2 2 1 7 14 61 30 5 2 1 3 4 11 13 113 45 3 5 0 0 5 10 36 86 00 2 1 0 0 7 19 35 106 08 09 10 11 118 198 101 110 146 156 113 111 141 134 115 103 190 131 130 103 Hr Total 25 11 3 5 17 47 98 366 595 619 459 427 End Time 12 13 14 15 16 17 18 19 20 21 22 23 -- 15 122 104 77 101 --96 95 62 44 38 38 12 30 106 136 96 75 74 103 75 36 29 27 15 45 128 112 87 98 65 103 61 41 23 13 12 00 130 134 84 94 76 72 43 36 30 12 14 Hr Total 486 486 344 368 311 373 241 157 120 90 53 16 11 13 16 56 Appur Total : 5757 eak hour begins : 08:30 AM peak volume : 685 Peak hour factor : 0.86 PM peak hour begins : 12:30 PM peak volume : 498 Peak hour factor : 0.92 ************************************************************art***************** • • Adjusted Traffic Counts • • • • • DAVID PLUMMAER a ASSOCIATES, NC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Lynx Downtown South Miami Avenue & $1 Street Traffic Survey Specialists, Inc, Project Number: 04191 Count Date: 10/20)2004 Day of Week: Wednesday 4 - - ----- - -- ----- avuan PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK PERIOD South _ __ _ •7M61EI 1 t711147471. TIME INTERVAL N NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL. L T R TOTAL L T R TOTAL L T R TOTAL 05:00 PM [06:00 PM ° 0 0 0 0 0 148 351 0 498 0 476 520 996 0 J 0 0 0 1494 PERK HOUR FACTOR N/A 0.93 0.86 N/A 0.92 Note; 2003 FDOT Seasonal Weekly Volume Factor = 1.01 S Miami Ave_i si.xls • 0AVI0 PUIMIER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Lynx Downtown South Miami Avenue & S 2 Street Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 04191 10/2012004 Wednesday South Miami Avenue South 2 Street WESTBOUND GRAND TOTAL TIME INTERVAL N NORT4SOUN) - SOUTHBOUND EASTBOUNC L T R TOTAL L T - R TOTAL L -- T mm R - TOTAL ' L , T To I-95 TOTAL 04:00 PM 04:15 PM 0 0 0 0 0 50 8 58 0 0 0 0 35 35 156 226 284 04:15 PM 04:30 PM 0 0 0 0 0 62 6 68 0 0 0 0 27 33 128 188 256 04:30 PM 04:45 PM 0 0 0 0 0 56 5 61 0 IIF° 0 0 35 47 164 246 307 04:45 PM 05:C0 PM 0 0 0 0 0 48 7 55 0 0 0 34 37 127 198 253 05:00 PM 05:15 PM 0 0 0 0 0 60 2 62 0 0 0 75 49 228 352 414 05:15 PM 05:30 PM 0 0 0 0 0 60 5 65 0 0 0 58 w 61 236 355 420 05:30 PM 05:45 PM 0 0 0 0 0 61 7 68 0 0 0 60 47 250 357 425 05:45 PM 06:00 PM 0 0 0 0 0 53 8 61 _ 0 0 0 0 61 47 260 368 429 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK PERIOD So --_--- vvYUE £ ,1.11171114 TIME INTERVAL N NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T r R TOTAL L T R TOTAL L T R^ TOTAL L T To HIS TOTAL 05:00 PMI 06:00 PM 0 0 0 0 _ 0 225 24 249 0 0 0 0 193 178 775 1145 1394 PEAK HOUR FACTOR N/A 0.91 NIA 0.77 0.98 Note: 2003 FDOT Seasonal Weekly Volume Factor = 1.01 S Miami Ave 2 st.xls • • • DAVID PL U MIER 8 ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Lynx Downtown SE 1 Avenue & SE 2 Street Traffic Survey Specialists, Inc. Project Number: 04191 Count Date: 10t20r2004 Day of Week: Wednesday TIME INTERVAL N NORTHBOUND - SOUTHBOUND �c ,c . EASTBOUND — trsrvL WESTBOUND TOTAL GRAND TOTAL L T R TOTAL L- T R TOTAL L. T R TOTAL L T R 04:00 PM 04:15 PM_ 87 104 r 0 191 0 — 0 0 0 0 0 0 0 0 115 22 137 328 04:15 PM 04:30 PM 73 85 0 158 0 0 0 0 0 0 0 0 0 83 33 116 274 04:30 PM 04:45 PM 91 95 0 186 0 0 0 0 0 0 0 0 0 114 20 134 320 04:45 PM 05 00 PM 74 98 0b. 172 0 0 0 0 _ 0 0 0 0 0 100 17 117 289 05:00 PM 05:15 PM 109 122 0 231 0 0 0 0 0 0 0 0 0 ' 179 23 202 433 05:15 PM 05:30 PM 101 132 0 233 0 0 0 0 0 0 0 0 0 190 31 221 454 05:30 PM 05:45 PM 94 126 0 220 0 0 0 0 0 0 0 0 0 183 33 216 436 05:45 PM_08:00 PM 120 108 0 228 0 0 0 0 _ 0 0 0 0 0 208 20 228 456 _ PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK PERIOD SE -- SE0Str retoTIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 05:00 PM 106:00 PM 375 435 0 810 0 0 0 0 0 0 0 0 0 586 100 686 1495 PE.AK HOUR FACTOR 0.86 N/A t N/A 0.74 0.98 Note: 2003 FDOT Seasonal Weekly Volume Factor = 1.01 SE 1 AVe_2 st.xls mu tale: JIMMY/ ZkY4 Hondauepartment of transportation Transportation Statistics Office 2003 Peak Season Factor Category Report MIAMI-DADE SOUTH MOCF = 0.99 Category 8701 Week Dates SF PSCF * 1 01/01/2003 - 01/04/2003 0.98 0.99 • * 2 01/05/2003 - 01/11/2003 1.00 1.01 * 3 01/12/2003 - 01/18/2003 1.01 1.02 * 4 01/19/2003 - 01/25/2003 1.00 1.01 * 5 01/26/2003 - 02/01/2003 1.00 1.01 * 6 02/02/2003 - 02/08/2003 0.99 1.00 * 7 02/09/2003 - 02/15/2003 0.98 0.99 * 8 02/16/2003 - 02/22/2003 0.98 0.99 * 9 02/23/2003 - 03/01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 1.00 * 11 03/09/2003 - 03/15/2003 0.99 1.00 * 12 03/16/2003 - 03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 14 03/30/2003 - 04/05/2003 1.00 1.01 15 04/06/2003 - 04/12/2003 1.00 1.01 16 04/13/2003 - 04/ 19/2003 1.00 1.01 17 04/20/2003 - 04/26/2003 1.00 1.01 18 04/27/2003 - 05/03/2003 1.00 1.01 19 05/04/2003 - 05/10/2003 1.00 1.01 20 05/11/2003 - 05/17/2003 .1.00 1.01 21 05/18/2003 - 05/24/2003 1.00 1.01 22 05/25/2003 - 05/31/2003 1.00 1.01 23 06/01/2003 - 06/07/2003 0.99 1.00 24 06/08/2003 - 06/14/2003 0.99 1.00 25 06/15/2003 - 06/21/2003 0.99 1.00 26 06/22/2003 - 06/28/2003 1.00 1.01 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/12/2003 1.01 1.02 29 07/13/2003 - 07/19/2003 1.02 1.03 30 07/20/2003 - 07/26/2003 1.02 1.03 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08/09/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1.02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.02 1.03 38 09/14/2003 - 09/20/2003 1.02 1.03 39 09/21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 - 10/04/2003 1.01 1.02 41 10/05/2003 - 10/11/2003 1.00 1.01 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 10/25/2003 1.00 1.01 44 10/26/2003 - 11/01/2003 1.00 1.01 45 11/02/2003 - 11/08/2003 1.00 1.01 46 11/09/2003 - 11/15/2003 1.00 1.01 47 11/16/2003 - 11/22/2003 1.00 1.01 48 11/23/2003 - 11/29/2003 0.99 1.00 49 11/30/2003 - 12/06/2003 0.99 1.00 50 12/07/2003 - 12/13/2003 0.98 0.99 51 12/14/2003 - 12/20/2003 0.98 0.99 52 12/21/2003 - 12/27/2003 1.00 1.01 53 12/28/2003 - 12/31/2003 1.01 1.02 • • Note: "*" indicates peak season week Page 2 • Signal Timings • • ENTER THE DAY #, CONTROLLER # (/ = STOP) 4,2228 PATTERN SCHEDULE FOR 2228 S MIAMI AVE & 2 ST FOR DAY # 4 (SECTION 25) TIME PT OFF SW F Y WW F Y S Y M CYC MIN: 7 5 7 4 0 23 0 18 5 4 25 4 4 6 60LATE NIG 600 13 7 21 5 4 22 4 4 60NITE 0/1 630 7 16 24 5 4 19 4 4 60PRE AM M 720 8 25 39 5 4 34 4 4 90AM PEAK 930 9 37 21 5 4 52 4 4 90MID-DAY 1130 10 42 21 5 4 52 4 4 90MID-DAY 1345 9 37 21 5 4 52 4 4 90MID-DAY 1545 11 30 24 5 4 59 4 4 100PM PEAK 1800 12 33 31 5 4 42 4 4 90POST PM 1900 13 7 21 5 4 22 4 4 60NITE 0/1 2300 23 0 18 5 4 25 4 4 6 60LATE NIG ENTER THE DAY #, CONTROLLER # (/ = STOP) 4,2215 PATTERN SCHEDULE FOR 2215 S MIAMI AVE & 1 ST FOR DAY # 4 (SECTION 25) TIME PT OFF SW W Y R XW F EW F Y S Y M CYC MIN: 7 13 7 6 TIME PT OFF SWFYREWWWFY S Y M CYC MIN: * 7 5 1 6 0 23 30*13 5 4 1 2 2 23 6 4 6 60LATE NIG 600 13 0*18 5 4 1 2 2 18 6 4 2 60NITE 0/1 630 7 28*18 5 4 1 2 2 18 6 4 2 60PRE AM M 720 8 30 28 2 4 1 4 13 28 6 4 10 1 90AM PEAK 930 9 32 28 2 4 1 4 13 28 6 4 10 1 90M1D-DAY 1130 10 32 28 2 4 1 4 13 28 6 4 10 1 90MID-DAY 1345 9 32 28 2 4 1 4 13 28 6 4 10 1 90MID-DAY 1545 11 32 23 2 4 1 4 13 43 6 4 10 1 100PM PEAK 1800 12 32*36 5 4 1 2 2 30 6 4 2 90POST PM 1900 13 0*18 5 4 1 2 2 18 6 4 2 60NITE 0/1 2300 23 30*13 5 4 1 2 2 23 6 4 6 60LATE NIG ENTER THE DAY #,CONTROLLER # (/ = STOP) 4,2227 PATTERN SCHEDULE FOR 2227 SE 1 AVE & 2 ST FOR DAY # 4 (SECTION 25) TIME PT OFF NW F Y WW F Y S Y M CYC MIN: 7 6 7 6 0 23 38 20 6 4 20 6 4 6 60LATE NIG 600 13 35 14 6 4 26 6 4 60NITE 0/1 630 7 38 26 6 4 14 6 4 60PRE AM M 720 8 17 50 6 4 20 6 4 90AM PEAK 930 9 30 35 6 4 35 6 4 90MID-DAY 1130 10 30 35 6 4 35 6 4 90MID-DAY 1345 9 30 35 6 4 35 6 4 90MID-DAY 1545 11 82 35 6 4 45 6 4 100PM PEAK 1800 12 36 35 6 4 35 6 4 90POST PM 1900 13 35 14 6 4 26 6 4 60NITE 0/1 2300 23 38 20 6 4 20 6 4 6 60LATE NIG ENTER THE DAY #, CONTROLLER # (/ = STOP) • • • • Appendix C FDOT's Qua!ity/LOS Handbook Generalized Tables Downtown Miami DRI Increment 11 Transit Ridership • • LEVEL OF SERVICE TABLE CLASSIFICATION CLASS 4 ARTERIAL FDOT'S 2002 QUALITY / LEVEL OF SERVICE TYPE 1LU 2LD 3LD A 0 0 0 4LD 0 MAJOR CITY/COUNTY 1 LU 0 ROADWAYS (NON STATE) OTHER SIGNALIZED ROADWAYS 2LD 3LD 1LU 2LD 0 0 0 0 B I 0 0 0 C D 1 E 270 720 650 1580 1000 2390 ... 780 1660 2490 1350 3130 3250 [1] PERSON TRIP LEVEL OF SERVICE A [ B T 0 0 C 1 D E 0.35 0.92 1.00 0 0 0.39 0.95 1.00 0 0 0.40 0.96 1.00 0 . 760 480 810 �.. 0 0 0 0 1120 1620 1740 2450 250 530 580 1140 Source: FDOT's 2002 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. 1720 2580 660 1320 0 0 0 0 0.42 0.59 0.96 1.00 0.94 1.00 0 0 0.65 0.94 1.00 0 0 0 0.67 0.38 0.95 1.00 0.80 1.00 0 0 0.44 0.86 1.00 aasnwlr FACILITY ;Yr1 1as6T•IS rood TO 4S1 121006 41602710 SLID NE 34 STREET 1E 46 STRET 26 6.0 3 11 62 R3 NE *STREET t-I15 MI 4L0 3 14 42 N MI5 NE 30 STREET 16 NB ILD 3 3 10 to •2 Q 13 O3 NE 16 DTREEr NE 22 STREET NO 4L0 3 16 31 f4 s3 T NE 20 375*5T NE 20 a71EET b 4L0 3 76 1MO 43 p 16 •s 1E 20 STREET NE 100TAE£T Nil AD 3 1O 36 R is 16 >S 1E is STREET NE 45 sumo' N 41.2) 3 32 3Ms 62 13 15 !! NE 15 STREET NE14 STREET Se N 4L0 3 32 46 IMu q MT N 46 NE 14 STREET 1E 13 sTET 1E NHS 6*D 3 1I 45 611 6193 0NI 16 0 S SO 3 11 41 11 93 96 IN NE 13 STREET 1725 NB 6L0 3 1s 46 S1 63 C $ M 3 14 46 11 13 N M 1365 NE •STREET 24 4L 3 16 46 11 *1 C 4 3L 3 II 46 11 113 IS el NE s STREET NE 3 STREET p 6Ln 3 45 +• 64 p c $ NE 31119E67 1E 1 STREET N0 n0 3 1S 46 01 11 M M OS 3 11 M 03 S6 M II !E 1 STREET SE 1 STREET N0 AD 3 11 1s 46 77 O1 60 SE1S SEW SE 2 STREET 1S NI ILO OD 95 13 16 56 IS SE 2 ETIE$T sE 4 STREET NI •LOW 05 M 46 NB 2AMeRI01MOg10L1 A41SA0 NE2SMUT NE1sSTREET NB 4W 1 10 32 3S s 10 32 NE II STREET NE 14 STREET NO 4LU Ea t 10 IN 14 STREET NE 13 STREET N0 4W sS • to K T N143 'newt 13111 1O 3L * 40 14 T 1a65 NE 3 STREET SS 3L 1 10 K T RE 3 STREET NE 1 MEET SO 2. 6 10 51 K T NE t STREET FLAKES STREET S6 2. K 7 IL aG1.sROTREET 1E 4 sTNE1T SO 34 SE 1 STREET SE 2 STREET SS 2. 24 6 SE 2 STREET SE 4 614EE7 /S 4L 24 41 0 SE 4 /TREE[ E 6 STREET t0 5. 34 46 66 M M 1 1S 3L 24 41 O 3E 6 !MEET *IV 13 STREET N0 41.0 24 46 S SW 43STREET riI15R0AD 1 4L0 24 M 4 S IS 46 S SIN 15 ROAD 16131EN0NQ{0tesfyy NB 41.0 M 3 30 41 S 11E1AVM* NE 17 STREET NE 14 $:116E7 N6 se EU 4 s 10 NE 44 SHEET 2315 NB 31. • 1 10 K T 1-323 tE•STREET NB 1L 1 O 10 K 7 NE 1 SKEET FLAMER STREET NI 3L 2 • 7 0 1 10 N R 31*44 fR S71EEf se 1 ST11w se W. 2 O 7 4 s 10 N N SE 1 STREET OE 2 STREET NS 3L 6 a T5/31 004111133314 SR01111w#S100MERA00 340c Auto Aaaw=I011n • .1•T6 Sus #ours 1818816 1.3sTmme.epem NRS 44 16 ss 41 T 10 4$ I1 Of K C s6 T T C C 0 C C S 00 a 0 s 1 0 M C O -��11111211 sus1101Rr A414 'Mu Y WI CAPACITY WC 119110811FT- 411,101111.1111118111114 3 11 44 M 33 42 11 M TT M M 0 • T 111 M 411 119 N M 21 13 101 100 *4 241 NO 104 03M 0276 Oa 111 10 M 21 41 21 106 100 iM MI 241 420 520 0.316 0270 11 111 M M 00 Y 32 13 21 100 144 tat 3321 244 123 sat 210 1,472 0.1M 0270 0.205 lit M 01 D 20 32 13 24 100 100 0 140 112 416 $23 2222 1,472 0115 0350 111 01 111 64 111 as 11 M 11 11 20 32 20 33 32 0 13 21 13 21 43 21 106 los 100 36 100 101 it 4 11 SE 14O 162 140 462 144 152 416 673 416 442 30 131 2212 4472 2311 1,400 2,245 1226 a.IOO 0.366 0.726 0.301 0.170 0.010 111 45 M 42 1 0 12 73 70 104 is K 200 210 112 ps 732 1,006 1.45 O2a6 0441 111 45 M 42 1 0 32 52 74 100 15 72 M en 220 SU 741 2,411 1.706 0201 043S to 45 N 44 N M 42 73 42 73 1 0 1 0 1 6 52 12 57 Et 52 41 M t00 O 00 N 00 16 10 10 72 M 72 0S 03 200 220 RN 240 NM 4241 746 40 477 NW 2114 1.706 2.410 1,714 2.400 0200 SARI 0200 0.347 0167 Y7 N 240 73 1 52 O0 illO3 76 M6 170 IN 304 2.4211 ?.LE 0177 0 1 44 42 00 407 75 275 1.1M 1,434 0.322 10 ill 301 0111 1O7 1S7 710 0240 4.7 167 7a0 0.240 0 is f• 3 441 13 66 S K 1 132 72 45 20 45 n 101 713 0171 110 713 0.167 M 11 N all 4.162 Ss 1/ 15 11 01 1211 3M 1,070 0242 tO 14* 301 1,470 0.11111 N IS M 42s 301 4.070 02M 46 12 12 N 101 301 1.330 0325 04 101 102 542 0.344 7s 42 M 531 0.164 76 6 12 44 SM 0.ta• 12 I 107 M X• 1,341 0.371 M 3 24 416 WI 0.743 Is s up 240 SOS O434 12 3 24 111 5/6 0210 6 141 101 110 0.410 2 24 X 301 OMR O 4X 430 30S 0.451 1 /s 22 301 0.072 2 1 7 1 6 /1 K T 4 432 41 104 674 0273 4 172 41 1211 120 410 1223 0512 4 1111 N 442 132 434 lax 0.364 56 4 74 44 114 41 70 424 576 2,144 0373 40 2 33 01 M 40 71 74 440 2,114 0112 2 11 M 534 0.117 SOURCE: KEITN ND SCIO*ARS, PA 29722,6*L•2222022$26 a60141On0.TNS10s117 MN,4101C7466 • • 004141ta4N1 EAST INT UPDATE 16111SIO•ISSUS MOMrLPASON FTC CAPACITYA11111EE1MTs MAMA, N . 111111111111. OIAE PEalST1EIT NE17STREET 4E17E1EET 1E14STREET TE 1t>1TIEET NE • STREET NE 4 STREET NE 4 STREET NE 4 STREET FLAMER STREET FLAMMEMT SEISTREET se • STREET sE ■ STREET SE 11 SWEET DE 12 STREET SW 12 STREET 1R1113127REET SW is smart 1E15ROAD 14W 1 AVENUE RE 1.71EET NE 7 STREET 214 7 STREET NE 1 STREET NE 1 STREET FL 446.ER swear WAXED STEM SE 2 STREET ST11 AYMILLE K 4AA41 AYEIRIE SIN 7 STREET SW 7 STREET ear 1 STREET SW 1 STREET 9N 13 STREET RI13 AMUR NM 11 SWEET NNE STREET LINE STREET NNE STREET MS STREET EN5SWEET EN 3 STREET 11N13 STREET MN 3 STREET PAN I STREET N AN 1 STREET SW 1 STREET SW I STREET MN 2 STREET INN 2STREET EV7STREET SW 7 STREET 1W • STREET 344 $ STREET aN 11 STREET SW 11 STREET 161 I6!MEET S4N 11 STREET Ter 16110AD 11 11S 1a se 14 1111 NS Ni NO 4E SS w la N1 a 1e 1s 141 114 iiiiiiiiiiiimidimiiiiiCi PACERV Ter/ mTua 4LD 41.17 IL A 4Lli a. 2L A AU au 2LD 2LD x tc 3: 1L 41.0 AU 4W 21.4 2Lu RAI 4 2 2 3 2 31 21 2 21 2 21 1 4 • 116 7 111 7 as 7 7 K Is K 14 $6 es SIM 41414176416461116 WhirPlYTR10111 y Y •4 114 es 4 4 4 4 4 4 a 2 • 4 4 2 1i 14 131 01 160 150 241 1/ • 210 240 1 4 • 14 117 1E7 7 71 41 4s 45 21 54 64 14 M 12 45 12 $4 12• 774 72r 373 • auslMMll'0.rA11a 11iveR1RR Pip eal 4wEEf TaTRL all 14 gesougeosi• eamesse 4 MS 11.001 4 164 641211. 4 111 Oral lit 134 4211 154 534 0216 351 534 0.470 11 1114 0.127 117 710 0240 117 710 1140 341 134 0.411 246 334 0.441 343 131 311 0.432 6• all rays 4N 1,17E 0.441 143 610 011D 7E 1.474 0.417 712 ISM OAST I IS 134 0.162 414 1,4t74 0260 *3 424 0.141 4I 114 0.414 112 124 0.144 4 144 0EN 5 156 SASS PEA1d4 • 110AM AY 1114271112 NW 20 ITT IAV 1T/713421 14N 1T AGM NW 14 MALT Illy 14 MOW swill 117A:EV 10N0STREET NIN5 SWIM AV 5 STREET SW1STREET TO 1113/SWIM NE 2 AYENl1E N. law Amaxx N. IAA1O AVENUE WI 1 AVEl00? TA3AVENUE 146 NIL 111R111Tfy yys, yT IMAM 11J0d E.1Y3I1NE COVE ATMORE R COVE IMAM M.VO 11CAY7E IILVO N. AIM/ AVE7AIE IR 141111111117 0AYi1101E 01117E 120471E KV0 1IG7NE 1.V0 PE 1 AVENUE NE 1 AV®A1E N A1AA0 Ave** 141 128 AVENUE NW 2AVENUE N1V2AVHRIE 11M3AVENUE MV3AVENUE F46 NI if allimET 10V 3 *75*NE 1.45 IE11AMR was 3AVENJE PM NO /'TIId7A1 INT 004*. *1/0 E. co PORT 22200E 112CAT1E Ave 1145GITNE ILY0 1111 AVENUE NE 1 AVENUE N 51A61 AVENUE N 1185 AVEMIE MW 1 GAME NG 1 AVE101E MM 1 CT 145/1 CT *V/AVENUE N/1ISAME IN, 3AVHLIE MN3MIME 1416 i iiiiiii Ell 711 Ell 111 EE 1M ES VAS E1 1f1 ES T06 311m#2#;$01$11 71' E1 V1' 7" 1Y' w0 1P10 Ys0 1n' 1Y11 FACILITY T7FE 11301111011 LAMM 2LU au 2UJ x 21 Alf 4L11 410 All ILO Mkt IIJJ A R a it au ID ri A 2 2 21 21 12 3 32 42 32 $2 A A M R 1 14 11 1 Y 16 M 2 2 21 2 2 2 7 7 21 21 31 1/ 14 Y M 7 21 21 11 M 4/ A 61 24 7 7 i A A 02 22 C 0 11 Y TA 11211111110 VW NM 12231111410 A111AI 41011/014T41P 0414A2T7 AMI01'6MfT4 Sue w IMS06/IVOM MA111/0 INATIVINTS 5 / T T 3 111 • 1110201J1>r AA T47TAL 0110 DWI ""ymmor _ � T orcarolar CAPACITY �2222MMf111_ VAC 3 11 ■ 120 36 f4 72 22 4/ We!60 0.201 N 140 SW0.260 f/ 51 114 MA 1/ 144 0.7N 32 27 16 27 IA 0.136 27 27 IS li 27 106 13/ caw 0.131 I7 16 110 OM if 27 106 0.131 11 AS MR 70 i M A 24 12 24 N WW2 40 32 0 24 11 46 0.400 15 1 1i Ti /41 0131 37 210 0.137 2 3 1/ 32 01 1l 03 C N M 1 T 45 M 41 10 $ 12 13 21 7/ 71 73 112 11 M 14 275 218 152 13I Al ZOO 0.421 112 41 AS77411 2,71i OM 01 14 11/ Zr 1N OAM 44 23 6 M72 0a1 14 M 730 03M4 11 f4 135 aim 14 M 130 waif M 14 130 0.101 12i N 114 445 11224 142 445 5.3111 21 1/ li lit 0.140 21 34 64 114 0.474 2 7 6 2I 3/3 II 76 N M 1111111 1N AI 0.213 75 N 141 515 0201 75 71 215 0236 72 54 135 3N 0,427 76 /4 131 ai 114V T4yi3d0 • tA.e7'l�,As 5c55Nro51N MA1M5111 mum 1181191160 18105U6 MEIM19lMP NO h001821111r cmuar11ArMw.,p[t, • TO ■ ICAVN OLVO 11E 2 AVENUE NE 2 AVENUE NE 1 wake NE 1 AVENUE NAM51 AVEI'AAIE N WM AVENUE NW 2AVEl01E NW 2AVENUE µIA NE 3 STEW 50SCAV5E 9LY0 IE 2 AVENUE 1E 2 AVENUE IL MANI AVENUE N. WAS AMEX NW 3AVENUE NE 11011MMT 519CAV141ENO NE 2AVENIE NE 2 AVENUE NW 2 AVENUE 1NY2 AVENUE 1.4E 71.11M1.JM! 017!V 5150MNE ELVD NE 2 AVENUE NE 2 AVENUE NE 1 AVENUE NE 1 AVENUE NW 1 AVENUE NW 1 AVENUE NW 2AVENE NW 2 AV135E t16 1101 ZT715MT 519CAVNE 5010 5E 1 AVENUE 9E 1 *515*1E SW 1 AVENUE 1101 AVENUE MW 2 AVENUE 5W 2 AVENUE 145 1(2 5711121709128.1 OSCANE4Vi7. ME3AVENUE 1E 2 AVENUE NE 2 *515*7E IEl 4 MNl?IM412AIF1 1111CGl5IUE &V0_ SE 2 AVENUE M T 0711T esocusz. mum 1W 1 mean 5W 1 AV®MS U4M E5 ES E5 E5 ES E5 4Y0 1a 1K EM VAR 198 7H 211 W1 WO WM WM ES ES E5 E5 5' WB ins El 4H WM 1751 148112110 3L 3L 21.0 2.0 !l0 5. a a a a a a 2L 5L 44. 3L 3L 3L 7 51 11 1 11 3 3 3 21 3 2 2 1t 41 24 24 1 21 77 10 55 16 10 16 $2 11 3 7 5t 41 N 41 77 53 93 93 93 19 7 5 i 00 51 65 65 M 55 48 9 11 09 77 66 N 16 M 5T 10 21 96 IS 4s IS 06 7/ 11 51 5 10 DS M M .3 16 77 ■ MI MOMS 59Ng11 140610101t.M 1 66 s5 9i C 24 95 10 96 5 45 51 5 5 5 q T T T 0 5 T 7 N 51 52 ■ 42 3 45 45 30 2 40 N 35 S2 24 79 2t0 11 14 16 12 11{ 42 42 24 1 w 31 49 9 415 M 24 11 162 162 2N 31 40 7 33 72 5 7/ se 1n 11 a 109 n so 60 39 34 1 55 Y M 72 n a 00 130 OS 7?2 222 301 473 19 30 211 e 43 N 11 159 110 110 214 SUSNOM T1 M 56 Se N 5' b 42 5 170 110 110 51 12 T t01 70 70 24 2 is 0153111(117 AND 41 51 40 40 40 40 T7 as 39 3• C 73 4M K 71 $ 146 170 7 7, S2 204 241 540 714 650 172 556 L14 951 910 204 1 134 341 34 210 MHO CA5AO3V 386 210 146 1.721 1,20E 3.521 3,92E 3.521 1.150 2.054 4.404 220 830 30 611 120 274 371 914 0.151 0.'100 021E 0208 0447 0.22E 13.168 0,190 0215 0246 0.211 024E GUS 0.WU 0237 0253 Pap 4d9 • 20 W.2191 1109120611, TO all a OTlsT 1111104LL AV8IE a 6amWa AVENUE 11 MIAAa AWNS ow 1 AVE1a1E ON 1 AVENUE 146 EEO II awaOEO MII.KEL' L AYE1M7E 6. YAY AVENUE 3. NMI AVENUE ON 1 AVENUE ON 1 AVENUE ON 16110AO • 61143311ONACA*fNReaIN7 FVN1111LAM10 EMIR aMY6r4011E OIIIVE 9AYr101E mew N. WALK AN6NE N. Mum AVBIUIE 1416 446 MN 12 AVM S WAN 12 AVSME INN 17AY9t* WAN 47AVENUE NW 27AVENUE NW 27AVEME 11W 37 AVENUE MY?7 MOUE NV, crav NIE MN 40AVENE NV67 AVENE NW a7 NnaiuE ism 72 Av5MUE NW 72 AVENE tow* 61Waa 1AIY07ANENUE NW 07 AYEMIE NW 107 AVENUE 6116+I0O41NTOWN 01911111313011 146 awOffLL AVENUE 11/ 1.166 sit 6a6 an t76 NW 6 VOWS WAN 6ST0EET 0W 1613EEr MN 11T00ET a66aMEET •Na an12F7 aW 2611000 w6s110Au a.0901 NIONINAV O M so Ea ES 1E vat ES 11a IM rib 3CiiiiillISI3IIIIIIMISS:i0 Ea w1a iiiiiiiiiiii mecum, wits ammo tans 1l a. 4t 44U 41U 44U e at OLD aLD Ito * 0 il0 OLD 4WD OLD 440 4t0 10.0 10.0 1q.0 10UD 1tl10 41.0 0 6 • 24 24 21 sl 51 A 6 6s a 6 0 0 as 66 0 K K b N Y 6d a 66 06 171 66 • TAW PIAS IMAM* PSI0as nesswar Ate PIN11011141111P CAPACITY Arrwt1U. 11 PM ROUTES ONpMO I1S1AtM61Y assamossirs N OTE • YNOUN tOCATCNAND SUS 1EIMLIMMOATA=A60bmom rialossos11iI114rAFf11ENf+/5p1Jy,MOM M.6EA1rAik. N to 6 2 2 14 12 62 112 a1 62 U0 6 66 w C M 72 11 1a1 f0 a *5 r 10 a 290 200 66 1 • SUB lama TOTAL um ACITY 200 270 a726 NS a10 0331 M Sa. 0.127 92 207 0264 62 NO 0.1114 62 260 0264 A2 1.346 WW1 436 Lams *226 1 440 220 0.510 720 1.410 0467 7704 1,400 ow ty.INi 26410"1001 1011011.44 r10CAV1E ■Lv0 NE 54 STREET 10E 49 STREET 1-193 NE 31 STREET NE 20 STREET NE 19 STREET NE 10STR9.=,ET N E 15 51TIE£T NE 14 STREET NE 13 STREET 1-396 NE 'STREET NE 3 STREET NE 1 STREET 9E 1 STREET SE 2 STREET 1E 2 AVE1111iM1p0I1E,1, NE 30 STREET NE 19 SRIEET NE 14 STREET NE 13 STREET E1396 NE 3 STREET HE1SMUT R.AOLL^`R STREET 3E 1 STREET SE 2 STREET 3E 4 STREET SE 9 STREET SW 13 STREET SW 15 ROAD TO NE 49 STRET 1.115 NE 31STREET NE 318131ET NE 30 STREET NE19STREET NE 15 STREET NE 14 STREET NE 13 STREET 1,306 NEE STREET NE 3 STREET NE 1 STREET SE 1STREET SE 2 STREET SE 4 STREET Anna NE 19 STREET NE 14 STREET NE 13 STREET 1.395 NE 3 S114E€T NE 1 STREET FLAMER STREET SE 1STREET SE 2 STREET SE 4 STREET SE 0 STREET SW 13 STREET SW 15 ROAD RICKENIACKERCaYw • Enna AmANo r�r 00�1T0111! 4M1R 94r 1»0ATE 1EIRORAIL Aso isETEKNM0101111211111111414 NO Peu0R.T11r CAPACITY M91019MEET ore Ne 11 N1 se 411 3s 5e 3S M S0 31 se s6 NB 3S Ne se N1 as 101 Se 41.0 41.0 41.0 4L0 41.0 4L0 41.0 4L0 0L0 41D 41. MD 0L0 ILO 2LOW 4111 4LU 4LU 3. 3L 3L 3L 3L x 41 3l. 3. 44,0 41.0 4L0 METRO. RAIL 2414 14E 4 x.� 25% 21% 251E 25% 17171/411 T0TA2, 101o191r 14121110140 412 Vic 0.100 0AT3 0.111 CA73 AM WEAK TOTAL 11141411111417 140110411 113 ms 113 251 AM '40 0.5ee 0:170 OMR 0.175 lama M041001 111 24% 23% 2511 001E 50% 50% 50% 60% SRI 100% 50% 100k. SO% 100% 50% s0% T1i 111111er1T-IIETIOR10101 31 PEAK CAPACITY JIMISOME 910 910 91q 910 000 990 910 Y10 910 00 1110 9b 1,440 1,440 1,440 1.440 1.440 1.440 2340 410 41O 400 410 1110 910 4,440 1,440 411PEAK TOTAL imaarsar 1P9Rrg1e 44 53 44 53 44 53 44 E 47 w 91 70 93 51 74 40 mil 73 211 22 2m 22 21 53 70 '31 110 e0 73 140 1414 310 104 310 31 4, 191 10C 0A49 0A66 MOO 0A05 02141 0.046 n041 01154 0.00 GAM 0A95 0073 0.011 0.m6 0A61 0.011 0.074 01151 0.0n 0.044 0064 . 0DSS 0f164 0005 0073 0.030 0051 0.055 81151 11,451 0.111 0.11R 0.171 9.1E OMM 0.101 • AM MAR RrlearrP pensamo 0$0401s~t!1!8989sti$4 113 100 113 100 100 131 144 114 114 151 161 311 344 314 344 193 105 Ae1 02735 031E 0.254 031 0.11E 0.142 O.OTI 0.071 0.019 0.105 0A67 0.324 0.179 0.329 0.17► 0.170 a103 11311 d 7 SOURCE REM 441*DSC#Si11RS. PA ORAPIPLONPROJEC1 11NPiMTAIUMil1 e 1 liawim • 20i4aw2001 ROADWAY NE 17 anew NE 14 STREET NE 14 STREET 1365 1365 NEI STREET NE 0 STREET FLAOLEsR STREET FLAGLER STREET SE 1 STREE' SE 1 sTR1EET SE 2 STREET !L MINN ANNUM. A M R AYE NE se MOW NE 17 STREET NE 17 STREET NE 14 STREET NE 14 STREET ME *STREET NE 1 STREET NE 4 STREET NE 4 STREET F1AERLM STREET RA.93,E 3 STREET' BE 0 STREET SE 0 STREET SE 0 STREET SE *STREET SW 12 STREET SIN12STREET SW13STREET SW 13 STREET SE 15 ROAD -1 AMINE NE 6 STREET NE 7 STREET NE 7 STREET NE 1 STREET NE 1 STREET R AOL17t STREET RAOLER STREET SE 2 STREET SW 1 AYBSIE N. Num AHH4UE SW 7 STREET 3417STRREET SWSSTREET SW S STREET SW /3 STREET TONI DOWNTOWN NAN 11115 UPDATE 160111110 Aw AND PM NRTRQRAS. ANT arnersions INIERINP AND PONION-7110 CAPACITY ASIO SWENT NS SS NS N6 NS NS NS es se SO Ss se ss N6 NO 143 Ns as ViiiiiMi se SS s. FA6TLIT T T1PE 30191133 LANES 2LO 3L 3L 3. 31 35 3R. 3L 3L 3. 3 3R. a. x 2L au 450 41.0 1L 2L 4L11 3L a. a. METRO- RA1L MR3 054 m x 6O% 30% R W s116411S1T-N6RR6pRAL PEAK CAPACITY 001111011111 1.443 1Asa 1.453 2,025 2,005 2325 2.91S 2.925 2,92$ 2.196 2525 2325 2.525 2.933 PIN P5AK TUT& 111111011106 090901191 913 563 553 -4 1.3/4 MS 1.301 e66 IAN 1;566 VIC 0.473 0.472 0472 0.192 0.510 0.1111 0234 0.473 0.236 0473 0296 0.473 0.5ea WTI AMMAN TOTAL 1111311110101 250 se 24O t.562 13211 1.025 1.206 513 1.256 513 1,250 313 090 512 AI Iic 0.175 0.104 0.144 0331 0.990 0356 0.433 0.170 ace 0.175 DA30 0.173 0.151 0.R6 NIGt 10.9 05 90% 50% an. 93% PO PON CAPANTY 460 4110 023 1.440 1,440 1.440 FM NM TOTAL REo111TEE6r ragiale 22 20 44 47 n 74 1011 101 104 104 06 07 P01 11046 01154 0.015 0.046 0.003 0.061 0*74 0.171 0.171 0.171 0000 0101 • AY PEAR TOTAL itamme 20 25 s7 01 66 03 102 150 to 156 RE '3 AM OAR 0.06 0.056 0004 0.0 1 0.056 0.071 0.105 0.106 ales 0.016 0.057 l6Ssl4E7 • 20-Nw-2oo1 ROADWAY FROM IWY 11 STREET NW a STREET NW 6 STREET NW 5 STREET NW 3 STREET NW 1STREET SW 1 STREET SW 2 STREET SW 7 STREET SW a STREET SW 11 STREET SW 13 STREET NW 3 AVENUE NW 20 STREET TAN 17 STREET NW 14 STREET NW 9 STREET NW 5 STREET NE a STREET NE 2 AVENUE N.1NNA AVENUE NW 3 AVENUE 1! 15 M711@TlV 6TLAR BISCAYNE ISLAND IAYMHORE DRIVE BISCAYNE BLVD To NW a STREET NW 5 STREET NW 5 STREET NW 3 STREET NW 1 STREET SW 1 STREET SW 2 STREET SW 7 STREET SW 0 STREET SW 11 STREET SW 13 STREET SW 15 ROAD NW 17 STREET NW 14 STREET NW 0 STREET NW 5 MEET SW 1 STREET N. NEW AVENUE NW 3 AVENUE 1415 caw S AYSHORE DRIVE BISCAYNE ELM N. MUIM AVOW All DDIMNTONRE nlel UPDATE EREnNO AM Ale PIE IIETRDRAR. ARID NETRDMOYER Rtt>t9ISEP NIO PERSON -TRIP CAPACITY A ntaterwNr DR BENS VIV5044444444 1EVEN5i 5 4414444 ES ws EJ! We Ee VA ES W6 EB W6 13 VA FACILITY TYPE ERMA LANEE 2W 2LU 2LO 21.13 2 1L 2L 1L 4w am 4LU 2LU au 4LU 2LU 21.1,1 2LU 3L 2L 2LU 4LU 4LD 214 2LA 21-1.1 REIRO- RAIL MR1 MR1 MR2 4172 11163 MR4 11144 50 % 25% 50% 26% 50% 2E1% 50% 25% 25% 25% 25% 25% 25% 25% 25% 25% man P1 PEAK C4PACTTY 2. 1, 1; 1, 2. 1, • (JEREMr ' ALA TILEMiT -fit PM PEAT( AM PEAK pi 110 PEAK CAPACITY PR AM TOTAL RIDERINIP immorm4 PM YIC TOTM. RE1R.5 AY vc METER- to TOTAL REIMAI PIi TOTAL 70AAL RtE7Ea2.. AM wc % 1.. , i 654 SR2 894 4 I 065 I 052 i NM 0.234 0.473 0234 0.235 0.473 1.266 256 1.286 1.256 296 1,251 0.433 0.175 0A35 0. 0.430 0.175 0.175 I MO 4 " 0.775 L 23? MO an ma VS 0.162 0.473 0.1M2 0.473 0.169 7711 25E TM 256 613 0.E30 0.175 0.530 0.1'76 0.566 M2 276 0.473 0.1E 266 613 0.175 0.566 6N 0.473 255 0.175 PM'R4ET •DOWNTOWN MWA 0Rl UPDATE 20*°" 20°1 smog AIM AND PV iEi**AL AI IETROM VER $1 � RsArlo PIEWON-TRP CAPACITY A'#B19111T ROAOwAY TO -1130-13110,mar BAYS O1BVE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MUM AVENUE N M1AM0 AVENUE NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE Nw 3 AVENUE I,g6 NE t1 ETREET NW 3AV01UE NE 10 STREET NW 3 AVENUE 145 NE r BTREETIpoRT BOIaE11ARD E. OF PORT BRIDGE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MOM AVENUE N !LW AVENUE NW 1 AVENUE NW' AVENUE NW 1 CT Nw 1 CT NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3 AVENUE 1-05 NE 6 STREET BISCAYNE BLVD NE 2AVENNIE NE 2 MANE NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAM AVBUUE NW 2 AVENUE NW2AVNIUE F06 DIR iMiwiingligil rib NE EA we WB WO WB WS We we VUB ES EB EN EB ES PAcarry TYPE EXISTING LANES 3. a 6LD 3. a a Z. 21. 2L 3. 4L 3L 3. 3. 3. METRO- RArL nr PSI MO( TOTAL R MIME PM Vie AM PEAK TOTAL stmatsisp AM VIC RETRO• Nein M11i1 1E11 Net NMI 1841 0841 100% 160% 100!{, 100% 100% 100% 100E PEAK CAPACITY VERSONSI 2.660 2.160 2,Bi0 2.860 2.660 2.100 2.666 rw PEAK TOTAL WINERIffe EISMONSI 214 214 214 214 151 151 151 Pil WC 0.074 0.074 0.074 0.074 0.052 Eau 0452 • AM PEAK TOTAL RNW seemeolim 102 112 107 102 164 144 164 0.063 0.063 0.033 0.063 0.067 0.067 0067 ROADWAY FRO11 NE BISCAYNE SLVD NE 2 AVENUE NE 2 AVENUE N. MAMI AVENUE N. WAS AVENUE NW 3 AVENUE TO NE 1 STREET SISCAVNE 1ILV0 NE 2 AVENUE NE 2 AVENUE NW 2 AV$4UE NW 2 AVENUE M➢6 NAGLER MEET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NE 1 AVENUE NE 1 AVENUE NW 1 AVENUE MN 1 AVENUE NW 2 AVENUE NW 2 AVENUE I.0.5 5E 1 STREET L CIf.AYY& SLVD SE 1 AVENUE SE 1 AVENUE SW 1 AVENUE SW 1 AVENUE SW 2 AVENUE SW 2 AVENUE I iM SE 2 STREET/MAMA BISCAYNE ELVD. SE 3 AVENUE SE 3 AVENUE NE 2 AVENUE SE 4 S1ilEETISRSA15.1 BISCAYNE SLW. SE 2 AVENUE SE 7 STP1EST S RICKELL AVENUE SW 1 AVENUE SW 1 AVENUE 1416 1114.64 DOWNTOWN SPAML Da UPDATE COSTING AMMO PM IETRORAL, AND 1IEI11OI10YES 1SegINP Aim PESSON-TRP CAPACITY AMIOOMENT WS WE WL YWS E8 ES 03 ED E5 WA YVS ES FACILITY TYPE lossino WWI 2.D 2LO 2LO 21. 2L 2L 2L 2L 2L 2L 2L 3L 3L 3L 41. 5L 4. 3L 3L 3. METRO. RAIL IaJ PEAK CAPACITY .155007110 PM PEAK TOTAL 0O02II0I22 VC AM PEAK TOTAL 0201112104iP AM WC IMMO- i1C WS IAD M41 MM1 PAW 11111 P! 100% 100% 50% PS PEAK CAPACITY 24221011111 2.200 1,440 2.560 2.101 PMI P044C TOTAL RIOEISILP .101001011 106 926 146 146 106 PM WC 0.066 0.074 0,114 0.061 0051 0.074 AM PEAR TOTAL R101221i5► 12,0201212 256 102 316 151 151 102 AM Y�(} 0.063 0.071 0.110 0.062 0.052 0.071 Pogo st 7 • 1 Tit OOWNTOMNI IMAM OI11 UPDATE EUMTBNO AM AND PM IIETKORAIL AND DIETTIODENIN Ma761818P AID PMEIONZINP CAPACITY Ap18MMNT • ROADWAY FROM M ■ BTREET MIC ELL AVENUE S. MOM AVENUE SW 1 AVENUE SW 13 STREET BRICKED. AVENUE S. MIAM AVENUE SW 1 AVENUE Eli PALM ISLMO EITR BAYSHORE OWVE N. NINA AVENUE 195 NW 12 AVENUE NW 17 AVENUE NW 27 AVENUE NW 37 AVENUE NW 42 AVENUE NW 57AVENUE NW 72AVENUE VMS NW 87 AVENUE TO S. MIAAN AVENUE SW 1 AVENUE L-PS S. UNIAMI AVENUE SW 1 AVENUE SW IS ROAD BAYSHORE OWVE N. MIAMI AVENUE I -OS INN 12 AVENUE NW 17 AVENUE NW 27 AVENUE NW 37AVENUE NW 42 AVENUE NW S7 AVEENU NW 72 AVENUE WNW NW 57 AV@UE NW 107AVENUE OIR EB EA EB EB WB EB WO EB WO iwililimigiliw$si®igigilio FACN.UTY TYPE EXISTING LANES 1 3L u 4LU 4LU 4LU OD OLD OLD OLD OLD OLD MD ILO OLD OLD aN.O OLD M M- RAN. ti' PEAK CAPACITY PENTICIIM PM PEAK AM PEAK TOTAL RDA IMMO PM WC TOTAL meow AM WC IM'1110- M2VER [�1 G4 PEAK EAPACIrf ipERODIMI PM PEAK AM PEAK TOTAL Ip PM WC TOTAL 1�ERli AM WC ROADWAY FROM se011WOUN DR11TO R I-95 O ICKE,L AVENUE 1iS 1.165 SR ED SR696 NW5STREET NW 5 STREET SW 1 STREET SW 1 STREET SW 6 STREET SW 6 STREET SW 26 RDA) SW 26 RDAO S. DIKE FIONWAY NOME ISEMOSALCOOLS AM: NORTH - OVERTONE ARENA WEN : OVERTOPYN ARENA - WV CENTER fARk GOV CENTER -RTIC KEEL NR4:IRIO i - SOUTH .J' DOWNRIVAN ~ MO AN AND PM IE1AORAL AND E]ITP IQS* TRW GMAORY As w. ENT OR ES YY8 SiViliNiliN5 FACILITY TYPE MEMO 14INIES 4LD ICLD ICED ICED IOLD 1131.12 4.0 METRO. RAIL T11 121 PEAK CAPACITY PRIMO PM PEAK TOTAL NOIRE6P FEMME PM WC AN PEAK TOTAL. NONISNIP AN 'WC woo- MOYER PEI PEAK TOTAL INOIREINP JPENOMp PN1 WC • AN PEAK TOTAL IMENEEP AM YA; MR1n'1ES NM: INNER LOOP N6i2:OM!NICKEL LEGS ll THE Till TOTAL RCI TAGE TTrP� A PM FORME OF TTE IETRORAL CAPACITY MOONED TO PARAUJ I. CORRIDORS, SEE MAP J# PCR AN 6LIlSTRATTON OF DE CAPACITY ASSIGNMENT. OF THE TOTAL CAPACITY UPOFN R1EEPE1I an A AND MMOMMERR PlgVID®N TARE 21Jti1 THE PEAK PERSON CAPACITY A 10N TO EACH 11N1(lI 1ECTSI ONLY A PORTIQN ICI THE FER TTAOE 11E11=3 A PCRTIMN OF NE IETROIMOVEI CAPACITY AMMO TO PARALLEL CLAMORS. SEE MAP J# FOR AN ILLUSTRATION WINE 1JPAcaTY AINUNMI3fT. • Appendix D Intersection Capacity Analysis Worksheets • • Existing Conditions • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 10/26/2004 Period: EXISTING PM PEAK .ect ID: LYNX DOWNTOWN - #04191 St: S 1 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: S MIAMI AVENUE/S 1 STREET Area Type: CBD or Similar Jurisd: Year : 2004 N/S St: S MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 3 0 TR 476 520 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 148 351 12.0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru A Thru Right A Right Peds Peds WB Left SB Left A Thru Thru A Right Right Peds Peds NB Right EB Right SB Right WB Right G66.0 25.0 Allow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 100.0 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 rR 2491 3774 0.44 0.66 8.3 A 8.3 A Pies tbound Jorthbound Southbound • 1009 4035 0.55 0.25 33.2 C 33.2 C Intersection Delay = 16.6 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 10/26/2004 Period: EXISTING PM PEAK .ect ID: LYNX DOWNTOWN - #04191 St: S 2 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter,: S MIAMI AVENUE/S 2 STREET Area Type: CBD or Similar Jurisd: Year : 2004 N/S St: S MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 2 0 LTR 193 178 775 12.0 0 0 0 0 Southbound L T R 0 2 0 TR 225 24 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left A SB Left Thru A Thru A Right A Right A Peds Peds NB Right EB Right S Right WB Right 63.0 29.0 Ye ow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 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 Westbound LTR 1600 2540 0.80 0.63 16.6 B 16.6 B Vorthbound 3outhbound 711 814 2808 0.34 0.29 28.2 C 28.2 C • Intersection Delay = 18.7 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 10/26/2004 Period: EXISTING PM PEAK illSect ID: LYNX DOWNTOWN - #04191 St: SE 2 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: SE 1 AVENUE/SE 2 STREET Area Type: CBD or Similar Jurisd: Year : 2004 N/S St: SE 1 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 2 0 TR 586 100 12.0 0 0 3 0 LT 375 435 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SB Left Thru A Thru Right A Right Peds Peds NB Right EB Right SB Right WB Right G 51.0 41.0 Y ow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 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 Westbound TR 1422 2788 0.54 0.51 16.9 B 16.9 B northbound JT 1641 4002 0.55 0.41 22.8 C 22.8 C 3outhbound Intersection Delay - 20.1 (sec/veh) Intersection LOS = C • Future without Project • • Ub JUU : s3..gna1s.zea Intersections Release 4.1d Analyst: DPA Agency: Date: 10/26/2004 Period: FUTURE W/0 PROJECT PM PEAK Sect ID: LYNX DOWNTOWN - *04191 St: S 1 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: S MIAMI AVENUE/S 1 STREET Area Type: CBD or Similar Jurisd: Year : 2010 N/S St: S MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 3 0 TR 586 586 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 192 437 12.0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru A Thru Right A Right Peds Peds WB Left SB Left A Thru Thru A Right Right Peds Peds NB Right EB Right SB Right WB Right n 66.0 25.0 ow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 100.0 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 2500 3788 0.52 0.66 9.0 A 9.0 A Westbound Northbound Southbound LT • 1009 4034 0.69 0.25 36.1 D 36.1 D Intersection Delay = 18.5 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 10/26/2004 Period: FUTURE W/Q PROJECT PM PEAK .ect ID: LYNX DOWNTOWN - #04191 St: S 2 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: S MIAMI AVENUE/S 2 STREET Area Type: CBD or Similar Jurisd: Year : 2010 N/S St: S MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 2 0 LTR 262 200 873 12.0 0 0 0 0 Southbound L T R 0 2 0 TR 295 27 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left A SB Left Thru A Thru A Right A Right A Peds Peds NB Right EB Right S Right WB Right G 63.0 29.0 YIROw 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 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 Westbound LTR 1603 2545 0.93 0.63 26.0 C 26.0 C Northbound Southbound TR • 816 2814 0.44 0.29 29.3 C 29.3 C Intersection Delay = 26.6 (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 10/26/2004 Period: FUTURE W/O PROJECT PM PEAK ject ID: LYNX DOWNTOWN - *04191 St: SE 2 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: SE 1 AVENUE/SE 2 STREET Area Type: CBD or Similar Jurisd: Year : 2010 N/S St: SE 1 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 2 0 TR 705 180 12.0 0 0 3 0 LT 422 510 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SB Left Thru A Thru Right A Right Peds Peds NB Right EB Right S Right WB Right n 51.0 41.0 Ye ow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 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 Westbound TR 1409 2763 0.70 0.51 20.2 C 20.2 C Northbound LT 1642 4004 0.63 0.41 24.3 C 24.3 C Southbound • Intersection Delay = 22.3 (sec/veh) Intersection LOS = C 0 Future with Project $ $ HCS2000: Signalized Intersections Release 4.1e • Analyst: DPA Agency: Date: 3/2/2005 Period: FUTURE W/ PROJECT PM PEAK Project ID: LYNX DOWNTOWN - #04191 E/W St: S 1 STREET No. Lanes LGConf ig Volume Lane Width RTOR Vol Inter.: S MIAMI AVENUE/S 1 STREET Area Type: CED or Similar Jurisd: Year : 2010 N/S St: S MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 3 0 TR 586 611 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 192 475 12.0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru A Thru Right A Right Peds Peds WE Left SE Left A Thru Thru A Right Right Peds Peds NE Right EB Right .SE Right WE Right Green 66.0 25.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 100.0 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 2490 3773 0.53 0.66 9.2 A 9.2 A Westbound Northbound Southbound LT 1007 4028 0.74 0.25 37.3 I) 37.3 b • Intersection Delay = 19.2 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1e • Analyst: DPA Agency: Date: 3/2/2005 Period: FUTURE W PROJECT PM PEAK Project ID: LYNX DOWNTOWN - *04191 E/W St: S 2 STREET No. Lanes LGConf ig Volume Lane Width RTOR Vol Inter.: S MIANMI AVENUE/S 2 STREET Area Type: CBD or Similar Jurisd: Year : 2010 N/S St: S MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 2 0 LTR 293 200 1028 12.0 0 Southbound L T R 0 0 0 0 2 0 TR 358 27 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left Thru Right Peds WB Left A Thru A Right A Peds NB Right SB Right Green Yellow All Red NB Left Thru Right Peds SE Left Thru A Right A Peds EB Right WB Right 63.0 29.0 4.0 4.0 0.0 0.0 Cycle Length: 100.0 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 Westbound LTR 1601 2542 1.06 0.63 57.3 E 57.3 E Northbound Southbound TR • 820 2826 0.52 0.29 30.3 C 30.3 C Intersection Delay = 51.8 (sec/veh) Intersection LOS = D I-ICS2000: Signalized Intersections Release 4.1e • Analyst: DPA Agency: Date: 3/2/2005 Period: FUTURE W/ PROJECT PM PEAK Project ID: LYNX DOWNTOWN - #04191 E/W St: SE 2 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: SE 1 AVENUE/SE 2 STREET Area Type: CBD or Similar Jurisd: Year : 2010 N/S St: SE 1 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 2 0 TR 730 180 12.0 0 0 3 0 LT 583 601 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SS Left Thru A Thru Right A Right Peds Peds NB Right EB Right 4111SS Right WB Right Green 51.0 41.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 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 Westbound TR 1413 2771 0.72 0.51 20.7 C 20.7 C Northbound LT 1635 3988 0.80 0.41 29.0 C 29.0 C Southbound • Intersection Delay = 25.4 (sec/veh) Intersection LOS = C • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 3/2/2005 Analysis Time Period: FUTURE W/ PROJECT PM PEAK Intersection: S MIAMI AVENUE/DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2010 Project ID: LYNX DOWNTOWN - #04191 East/West Street: DRIVEWAY North/South Street: S 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 88 563 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 92 592 Percent Heavy Vehicles - -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 2 Configuration LT T Upstream Signal? No No .Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 13 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 13 Percent Heavy Vehicles 2 Percent Grade (°s) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration L Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 17 8 9 1 10 11 12 Lane Config LT 1 L v (vph) 92 13 C(m) (vph) 1623 514 v/c 0.06 0.03 951's queue length 0.18 0.08 Control Delay 7.4 12.2 LOS A B Spproach Delay pproach LOS 12.2 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY DPA 3/2/2005 Analyst: Agency/Co.: Date Performed: Analysis Time Period: FUTURE W/ PROJECT PM PEAK Intersection: SE 1 AVENUE/DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2010 Project ID: LYNX DOWNTOWN - *04191 East/West Street: DRIVEWAY North/South Street: SE 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 163 932 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 171 981 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 Configuration LT T Upstream Signal? No No 1110 Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R j L T R Volume 246 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 258 Percent Heavy Vehicles 2 Percent Grade (s) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration L 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 LT I f L v (vph) 171 258 C(m) (vph) 1623 303 v/c 0.11 0.85 9596' queue length 0.35 7.42 Control Delay 7.5 58.8 LOS A F .pproach Delay pproach LOS 58.8 F • Appendix E Committed Development Information • • • • Lynx Downtown Committed Developments From City of Miami List Published for October 2004 Locetlonal Information Units Sq Ft. Name Type of Permit Address , Description Net Area Res ! Condo Hotel Office Retail Dupont Towers (Dupont Plaza) MUSP 300 Biscayne Boulevard Way Mixed Use: Residential, Retail, Restaurant. Condo/HotelDowntown 1,228 62 0 38,000 Everglades on the Bay MUSP 244 Biscayne Boulevard Mixed Use: Residential & Retail Downtown 866 0 0 65.549 Metropolitan Miami: Parcels B, C. D (Met One)MUSP 300 SE 3rd Street (B) 200 SE 3rd Street (C) 200 S.E. 2nd Street (D) Mixed Use: residential, retail & entertainment (4 buildings) Downtown 1,500 0 500.000 236,700 One Miami (Parcel A) MUSP 205 South Biscayne Blvd. Mixed Use: office, residential, commercial Downtown 896 0 24,000 17,000 The Loft (Related) Cl II 2003-019Downtown 230 NE 3rd Street Residential &Recall 196 0 0 2,150 Overtown Transit Village (Miami- County) Dade MUSP 100 NW 6th Street (Overtown/ Arena Mertorail Station) Mixed Use: Office/Retail Overtown 0 0 341,000 4,000 #04191 Comm Devs.xls LYNX DOWNTOWN Committed Develoment Person -Trip Assignment CORRIDOR Project FROM TO DU+rcdon ' DuPont Tower Ev intitosa on Bay SG, one MET Stre One Miami The Loft Ovortown Transit Village TOTAL MIAMI AVENUE NE 8 STREET NE 4 STREET NE 4 STREET FLAGLER STREET FLAGLER STREET SE 6 STREET SE 8 STREET SE 8 STREET SB SB SB NB 34 0 50 23 0 40 147 34 0 50 23 12 40 159 34 21 50 23 5 20 153 0 28 50 0 8 4 88 SE 1 STREET BISCAYNE SE 1 AVENUE SE 1 AVENUE SW 1 AVENUE SW 1 AVENUE SW 2 AVENUE SW 2 AVENUE 1.95 EB EB EB EB 0 0 100 0 0 0 100 17 13 100 13 6 0 149 17 13 50 13 6 0 99 17 13 50 13 6 4 103 FLAGLER STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NE 1 AVENUE NE 1 AVENUE NW 1 AVENUE NW 1 AVENUE NW 2 AVENUE NW 2 AVENUE 1-95 WB WB 62 0 88 48 0 0 176 62 11 68 48 0 0 187 WB 12 11 68 9 4 0 104 WB 12 11 68 9 4 0 104 WB 12 11 68 9 4 0 104 WA4004191\SS85aecanSEGMENT ANALYS3S.4sCOMMITTED DEVELOPMENT MATRIX • • DuPont Towers (DuPont Plaza) PM Peak Hour Trip Generation Analysis TAZ 557 USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Residential Condo Hotel Specialty Retail 1,228 DU 62 Rooms 38,000 SF 232 310 814 62% 53% 44% 268 19 45 38% 47% 56% 165 17 58 433 36 103 GROSS VEHICLE TRIPS 1 1 58% 332 42% 240 f 572 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 22.60% of Gross External Trips Pedestrian 1 Bicycle Trip Reduction @ 10.00% of Gross External Trips (1) (2) (3) 58% 58% 58% 53 75 33 42% 42%/o 42% 38 54 24 92 129 57 NET EXTERNAL VEHICLE TRIPS 58% 171 42% 123 294 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle ,Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 58% 58% 239 105 42% 42% 173 76 412 181 Net External Person Trips (vehicles and transit modes) 58% 344 42% 249 593 1 I I Net Extemal Person trips walking / using bicycle 1.40 Persons/ Vehicle 58% 46 ' 42% 34 i 80 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 perslveh) (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 #04191 - DuPont T-Gen.xls • • • Evergaldes on the Bay PM Peak Hour Trip Generation Analysis TAZ 538 USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips High Rise Residential Condo Specialty Retail 866 DU 65,549 SF 232 814 A 62% 44% 192 78 38% 56% . 118 100 310 178 GROSS VEHICLE TRIPS 1 55% 270 145% 218 1 488 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 22.60% of Gross External Trips 10.00% of Gross External Trips (1) (2) (3) 55% 55% 55% 43 61 27 45% 45% 45% 35 49 22 78 110 73 NET EXTERNAL VEHICLE TRIPS 55% 139 45% 112 226 _1 I Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 55% 55% 175 85 45% 45% 142 69 317 154 Net External Person Trips (vehicles and transit modes) 55% 261 45% 211 471 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 55% 57 145% 46 1 102 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 #04191 - Everglades T-Gen.xis • • Metropolitan Miami: Parcels B, C, and D PM Peak Hour Trip Generation Analysis TAZ 555 • USES UNITS ITE Land Use Code IN PM PEAK HOUR TRIPS OUT TOTAL. High Rise Residential Condo Office Shopping Center GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment @ Transit Trip Reduction Q Pedestrian / Bicycle Trip Reduction @ NET EXTERNAL VEHICLE TRIPS 1,500 DU 500,000 SF 236,700 SF 232 710 820 62% 17% 48% Trips 326 109 531 38% 83% 52% Trips 200 530 575 Trips 526 639 1106 16.00% of Gross External Trips (1) 22.60% of Gross External Trips (2) 10.00% of Gross External Trips (3) Net External Person Trips in Vehicles © Net External Person Trips using Transit © Net External Person Trips (vehicles and transit modes) 1.40 1.40 Persons/ Vehicle Persons/ Vehicle [Net External Person trips walking / using bicycle 43% 966 1 57% 1305 [ 2271 43% 43% 43% 43% 155 218 97 497 57% 57% 57% 57% 209 295 131 671 363 513 227 1167 1 43% 43% 695 306 57% 57% 43% 1001 1 57% 939 413 1634 719 1352 2353 _ 1 1.40 Persons/ Vehicle 1 43% 135 157% 183 318 I 1 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 DM Increment 11 #04191 - Met T-Gen.xls • • One Miami (Parcel A) PM Peak Hour Trip Generation Analysis TAZ 556 USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips 1 Trips Trips High Rise Residential Condo Office Specialty Retail 896 DU 24,000 SF 17,000 SF 232 710 814 62% 17% 44% 198 6 20 38% 83% 56% 122 30 26 320 36 46 GROSS VEHICLE TRIPS (1) 56% 224 44% 178 I 402 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (2) Transit Trip Reduction @ 22.60% of Gross External Trips (3) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 56% 56% 56% 36 51 22 44% 44% 44% 28 40 18 64 91 40 NET EXTERNAL VEHICLE TRIPS 56% 115 44% 91 207 I _ I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle \Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 56% 56% 161 71 44% 44% 128 56 289 127 Net External Person Trips (vehicles and transit modes) 56% 232 44% 184 416 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 56% 31 l 44% 25 I 56 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment I1 (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II #04191 - One Miami T-Gen.xls • • The Loft (Related) PM Peak Hour Trip Generation Analysis TAZ 524 USES UNITS 1TE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Residential Condo Specialty Retail 196 DU 2,150 SF 232 814 62% 44% 51 3 38% 56% 31 3 82 6 GROSS VEHICLE TRIPS (1) 1 61% 54 39% 34 1 88 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 22.60% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 61% 61% 61% 9 12 5 39% 39% 39% 5 8 3 14 20 9 NET EXTERNAL VEHICLE TRIPS 61% 28 39% 17 45 f f _ l I Net Extemal Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 61 % 61 % 39 17 39°/0 39% 24 11 63 28 Net External Person Trips (vehicles and transit modes) 61 % 56 39% 35 91 I 1 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 61 % 8 1 39% 5 1 12 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment It #04191 - The Loft T-Gen.xls • • • Overtown Transit Village PM Peak Hour Trip Generation Analysis TAZ 515 USES UNITS • ( 341,000 SF 4,000 SF 710 814 17% 44% 78 5 83% 56% 382 6 460 11 GROSS VEHICLE TRIPS (1) 1 18% 83 82% 388 l 471 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 22.60% of Gross External Trips 10.00% of Gross External Trips (2) (3) (4) 18% 18% 18% 13 19 8 82% 82% 82% 62 88 39 75 106 47 NET EXTERNAL VEHICLE TRIPS 18% 43 82% 199 242 1 1 Net External Person Trips in Vehicles @ Net External Person Trips using Transit 0 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 18% 18% 60 26 82% 82% 279 123 339 149 Net External Person Trips (vehicles and transit modes) 18% 86 82% 402 488 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 18% 12 I 82% 54 t 66 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment I1 #04191 - Overtown Transit Village T-Gen.xls DuPont Towers (DuPont Plaza) 2010 Cardinal Distribution Direction NNE ENE ESE SSE SSW WSW WNW NNW TOTAL • • TAZ 557 12.30% 5.53% 1.23% 0.70% 9.64% 24.73% 22.74% 23.13% 100.00% 45.87% 17.83% 34.37% 1.93% / *04191 - TAZ 657 TAZ.xls • • • Everglades on the Bay 2010 Cardinal Distribution Direction TAZ 538 NNE 10.44% ENE 5.17% ESE 2.65% SSE 6.07% SSW 14,86% WSW 25.03% WNW 19.22% NNW 16.56% TOTAL 100.00% 35.78% 15.61 39.89% 8.72% .04191- TAZ 538 TAZ.xIs • • • Metropolitan Miami: Parcels B, C, and D 2010 Cardinal Distribution Direction TAZ 555 NNE 11.29% ENE 4.54% ESE 2.09% SSE 1.22% SSW 11.31% WSW 24.76% WNW 23.41% NNW 21.38% j TOTAL 100,00% 804181 - TAZ 555 TAZ.xis One Miami (Parcel A) 2010 Cardinal Distribution ' Direction TAZ 556 NNE 7.12% ENE 4.59% ESE 1.45% SSE 1.45% SSW 8.27% WSW 26.38% WNW 28,85% NNW 21.89% TOTAL 100.00% • 104191 • TAZ 556 TAZ.x#s The Loft (Related) 2010 Cardinal Distribution Direction TAZ 524 NNE ENE ESE SSE SSW wsw WNW NNW 10.40% 5.36% 1.56% 6.77% 9.12% 29.10% 17.57% 20.12% TOTAL 100.00% o • 37.69% 15.76% 38.22% 6.33% 4004191 - TAZ 524 TAZ.xls • • • Overtown Transit Village 2010 Cardinal Distribution Direction TAZ 515 NNE 12.34% ENE 4.39% ESE 5.62% SSE 11,92% SSW 9.86% WSW 20.75% WNW 18.38% NNW 16.74% TOTAL 100.00% #04191 • TAZ 516 TAZ.xIs