Loading...
HomeMy WebLinkAboutTraffic Impact StudyPrepared by: David Plummer & Associates, Inc. 1750 Ponce De Leon Blvd Coral Gables, Florida 33134 March 2004 DPA Project #04117 1111 900 Biscayne MUSP Traffic Impact Study • TABLE OF CONTENTS Page List of Exhibits ii EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective 2 2.0 EXISTING TRAFFIC CONDITIONS 4 2.1 Data Collection 4 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 5 2.1.3 Intersection Data 5 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis I0 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 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 16 4.4 Future Corridor Capacity Analysis 20 4.5 Future Intersection Capacity Analysis 20 4.6 Site Access 24 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Traffic Control Measures Plan • Page i • • • 900 Biscayne MUSP Traffic impact Study LIST OF EXHIBITS Exhibit Page 1 Location Map 3 2 2004 PM Peak Hour Traffic Volumes 6 3 Existing Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 5 Person -trip Volume and Capacity — Existing Conditions Matrix 11 6 2004 Intersection Capacity Analysis Results 10 7 Future Lane Configuration 13 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution 18 11 PM Peak Hour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity - Future Conditions Matrix 21 13 Project PM Peak Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page ii 900 Biscayne MVSP Traffic Impact Study • • • EXECUTIVE SUMMARY The 900 Biscayne project is a proposed mixed use development located on Biscayne Boulevard between NE 9 Street and NE 10 Street in Miami, Florida (see Exhibit 1). The project consists of 516 residential dwelling units, 70,000 square feet (SF) of office space, 11,000 SF of restaurant and 9,000 SF of retail space. Primary access to the site (parking garage) is proposed on NE 10 Street via a two-way driveway. Two drop-off areas and loading area are also proposed. Access to restaurant drop-off area is from NE 9 Street and to the valet drop-off area frorn NE 2 Avenue. Access to the loading driveways is also from NE 2 Avenue. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2006. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. Existing and future traffic conditions for the project area corridors were established using the person -trip based corridor capacity method. This method, consistent with the City's Comprehensive Plan, promotes improved transportation efficiency through increased private vehicle occupancies and makes mass transit a full partner in the urban transportation system. Analysis results show that the project area corridors are projected to operate within the established corridor threshold. The intersection capacity analysis was performed at the intersections under study using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Results of the future intersection analysis show that all intersections operate within the standard adopted by the city. Page 1 900 Biscayne MUSP Traffic Impact Study • • • 1.0 INTRODUCTION The 900 Biscayne project is a proposed mixed use development located on Biscayne Boulevard between NE 9 Street and NE 10 Street in Miami, Florida (see Exhibit 1). The project consists of 516 residential dwelling units, 70,000 square feet (SF) of office space, 11,000 SF of restaurant and 9,000 SF of retail space. Primary access to the site (parking garage) is proposed on NE 10 Street via a two-way driveway. Two drop-off areas and loading area are also proposed. Access to restaurant drop-off area is from NE 9 Street and to the valet drop-off area from NE 2 Avenue. Access to the Ioading driveways is also from NE 2 Avenue. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2006. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. 1.1 Study Area Consistent with the approved methodology for this project (See Appendix A) the traffic study was performed for PM peak conditions. For traffic analysis purposes, the study area has been defined as 1-395 to the north, NE 6 Street to the south, NE 2 Avenue to the west, and Biscayne Boulevard to the east. Corridor capacity analysis was performed for Biscayne Boulevard, and NE 2 Avenue. Intersection capacity analysis was performed for the following intersections: NE 9 Street / Biscayne Boulevard NE 10 Street / Biscayne Boulevard NE 9 Street / NE 2 Avenue NE 10 Street / NE 2 Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. This method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, making mass transit a full partner in the urban transportation system. Page 2 ti x o Ln ti NW 13ST, T 18 ST NW 12 a 5 5 NW z z NW 20 ST uA NE 17 sr NE 16 $T 15 NE 14 sr 10 NE 9 NE 8 NE 7 E 6 NE 5 NE 4 NE 3 NE 2 NE FLAGLER SE 2 SE 1 -195 1-39 ST ST sr ST ST 5 ST Sr x sr ST ST S ST NE 1 S NE 2 ST NE 3 ST NE 4 ST PROJEC T SITE BISCAYNE BAY ra PROJECTu 900 BISCAYNE TRAFFIC IMPACT STUDY TITLES LOCATION MAP EXHIBIT No. 1 Page 3 900 Biscayne MUSP Traffic Impact Study • • • 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics Biscayne Boulevard Biscayne Boulevard (US-1) is a major arterial that provides north/south access throughout the City of Miami from downtown (the CBD) north to the Broward County line. Between NE 7 Street and NE 10 Street, Biscayne Boulevard is a two-way roadway with four lanes northbound and 3 lanes southbound. The posted speed limit is 30 mph. NE 9 Street NE 9 Street between NE 2 Avenue and Biscayne Boulevard is an un-marked two lane, one-way eastbound roadway with on -street parking on the south side. West of NE 2 Avenue, NE 9 Street is a two-lane two-way roadway with on -street parking on the north side. There are no posted speed limit signs within the study area. NE 10 Street NE 8 Street between NE 2 Avenue and Biscayne Boulevard is a two-lane one-way eastbound roadway. There is on -street parking on both side of the roadway. There are no posted speed limit signs within the study area. NE 2 Avenue NE 2 Street is a three -lane one-way southbound roadway within the project limits. The Metromover runs parallel to NE 2 Avenue on the west side. There is on -street parking underneath the Metromover. There are no posted speed limit signs within the study area. Page 4 900 Biscayne 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 hour traffic volumes at the study intersections. 2.1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miami -Dade County for the analyzed intersection. Signal information is included in Appendix B. This information provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 r • NW II ST ii 1 NW IDST NW9ST 1-395 F 90 10 o00 w� co ,5, 53 CO O ; L 5-0-- 4 NW 8 ST 6 1 T i c p co $ NW 7 ST NW6ST NW5ST d Pa Q z PHOJECTi 4- 900 BISCAYNE TRAFFIC IMPACT STUDY Q m TITLE. N.T.S. LEGEND -0. - ONE WAY 2004 EXISTING PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 2 J Page 6 NW 1/ ST /-395 4 NW 10 ST NW9ST NW 8 ST 4 NW 7 ST i t1t NW6ST NW 5 ST PROJECT, "'' 900 BSCAYNE TRAFFIC IMPACT STUDY TITLE' m w v co EXISTING LANE CONFIGURATION N.T.S. LEGEND r"1 - ONE WAY EXH{BfT No. 3 Page 7 • • 900 Biscayne MUSP Traffic Impact Study 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: Person -Trip Volumes Link volumes collected were adjusted to peak season- traffic conditions using seasonal adjustment factors provided by FDOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix C. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person - trip capacity of the vehicular traffic system. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was obtained directly from Increment II of the Downtown Miami Area -wide DRI. Page 8 • • Exhibit 4 Existing Corridor and Transit Conditions • Corridor From To Roadway Conditions {vehicles} Transit Conditions (persons} Dir Existing Lanes Count Source/ Period Raw PM Peak Hour Volume Peak Season Factor PM Peak Hour Volume Dir Max Service Volume ]1] Total Bus Ridership . [2] Bus Capacity [2] Total Metrorail Ridership [2] Metrorail Capacity [2] Total Metromover Ridership [2] Metromover Capacity 12] Total Transit Ridership [2] Transit Capacity [21 Biscayne Blvd. South of 1-395 NE 6 St. NE 2 Avenue South of 1-395 NE 3 St. NB SB SO 4L 3L 3L DPA - PM DPA - PM DPA -PM 1951 1259 906 1.00 1.00 1.00 1951 1259 906 3250 2490 2990 748 498 308 1706 2486 1070 0 0 0 0 0 0 47 89 70 960 960 960 795 587 378 2666 3446 2030 11] Peak Hour Directional Maximum Service Volumes are obtained from FDOT s Quality/Leval of Service Handbook [2] Transit information obtained from the Downtown Miami DRI Increment 11 900 Biscayne MUSP Traffic Impact Study • • • Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. All three intersections operate within the standard adopted by the city. Exhibit 6 2004 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS NE 9 Street / Biscayne Boulevard U B NE 10 Street / Biscayne Boulevard S B NE 9 Street / NE 2 Avenue U B NE 10 Street / NE 2 Avenue S B Source: DPA U= unsignaIized S= signalized Note: LOS for unsignaJized intersection is based on the delay of the stop controlled movements. Page 10 • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix • Corridor From To Roadway Mode Transit Mode Segment Total Dir (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity ©PPV=1.6 (a)* 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume @PPV=1.4 (c) ` 1.4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (9) Total Pers-Trip Volume (h) Pors-Trip Excess Capacity (f)-(g) (i) Segment Pers-Trip Capacity (b)+(f) 6) Segment Pers-Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity (i)-(j) (I) - Segment Person Trip v/c (j)/(i) LOS Biscayne Blvd. South of 1-395 NE 2 Avenue South of 1-395 NE 6 St. NE 3 St. NB SB SB 111 3250 2490 2990 [21 5200 3984 4784 [3] 1951 1259 906 [41 2731 1763 1268 2469 2221 3516 [5l 2666 3446 2030 [6] 795 587 378 1871 2859 1652 7866 7430 6814 3526 2350 1646 4340 5080 5168 0.45 0.32 0.24 [7[ D C C Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorai€ 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). 900 Biscayne MUSP Traffic Impact Study • • • 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2003 Miami -Dade County Transportation Improvement Pro,vram (TIP) and the 2025 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any prograrnmed or planned projects within the limits of the study area established. The only project that increases capacity identified within the study area is the reconstruction of Biscayne Boulevard from NE 5 Street to NE 13 Street. This project proposes 3 lanes in each direction with left -turn bays, on street parking on the west side and a median opening at NE 9 Street. The intersection at Biscayne Boulevard/NE 9 Street will be signalized in the future with a split phase. The east leg of the intersection is an access drive for Bicentennial Park that is slightly offset from NE 9 Street. Exhibit 7 shows the proposed lane configuration for the intersection and segments under study. Page 12 NW it S T 1-395 F NW /OST 111 NW 9 ST NW 8ST PRQJECT1 900 BISCAYNE TRAFFIC IMPACT STUDY TITLE. FUTURE LANE CONFIGURATION N. T. S. LEGEND ♦ - ONE WAY EXHIBIT No. 7 Page 13 900 Biscayne rt9USA Traffic Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic c Consistent with other traffic studies performed in the area, a conservative one (1) percent growth factor was added to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through March 12, 2004. These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. The only project in the vicinity of 900 Biscayne is The Mist. The Mist project size and trip generation are included in Appendix E. Traffic generated by this development was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from the committed project, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed development are also included in Appendix E. Future traffic volumes were projected for the build -out year 2006. Exhibit 8 shows the projected turning movement volumes without the project 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 14 cl pa PR 1-395 � o ko,. .L 92 —0- 900 BISCAYNE TRAFFIC IMPACT STUDY A L N L1 154 5A---i !L 42 --li 124 —s TI TLEI it N. T. S. LEGEND ► - ONE WAY FUTURE WITHOUT PROJECT PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 8 Page 15 900 Biscayne MUSP Traffic Impact Study following procedure consistent with Increment II of the Downtown DRI and the approved • methodology: • • • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 22.6% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 10% 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 Proiect Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 517, shown in Exhibit 10. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami -Dade County. For estimating the trip distribution for the project location, consideration was given to conditions such as the roadway network accessed by the project, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Page 16 • • Exhibit 9 PM Peak Hour Trip Generation Analysis • PROPOSED USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL °1a High -Rise Condominuim Office Quality Restaurant Specialty Retail 516 DU 70,000 SQ. FT. 11,000 SQ. FT. 9,000 SQ. FT. 230 710 931 814 62% 44% 44°/a 16% Trips 155 27 55 11 38 % 56% 56% 84% Trips 76 130 27 14 Trips 231 157 82 25 GROSS VEHICLE TRIPS 50% 248 50% 247 495 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ NET EXTERNAL VEHICLE TRI 16% of Gross External Trips (1) 22.60% of Gross External Trips (2) 10.00% of Gross External Trips (3) 50% 50% 50% 40 56 25 50% 50% 50% 40 56 25 79 112 50 1 :.Fv/o IL! I OU% t4f l 254 1 1 f et Lxternaerson Trips in Vehicles @ Net External Person Trips using Transit @ Net External Person Trips (vehicles and transit modes) Net External Person trips walking / using bicycle 1.40 1.40 Persons/ Vehicle Persons/ Vehicle 50% 50% 178 78 50% 50% 178 78 356 157 1 50% 1.40 Persons/ Vehicle 150% 257 35 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 DRI Increment II 50% 256 513 50% 1 35 1 69 900 Biscayne MUSP Traffic impact Study • • • Exhibit 10 Cardinal Distribution of Trips TAZ 517 Cardinal Direction Distribution TAZ 517 NNE 10.88% ENE 5.10% ESE 4.03% SSE 12.71% SSW 9.81% WSW 22.12% WNW 19.86% NNW 15.49% Total 100% Page 18 NW II ST NW IO ST W VALET DRWY PROJECT SITE NW 9 ST 2oz 70% N.T.S. NW 8ST 4 I 40Z 10% LEGEND IN = (XXX) OUT = xxx - ONE WAY PR0.IECT 900 BISCAYNE TRAFFIC IMPACT STUDY ITL PROJECT VEHICULAR TRIP ASSIGNMENT EXHIBIT No. Page 19 900 Biscayne MUSP Traffic Impact Study • • • 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the committed development and background growth person -trips to obtain the total year 2006 person -trip volume without project. The net external project person -trips were then added to get the future person -trip volumes with project. These volumes were compared to the future person -trips capacities to determined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted 2004 existing traffic to get the total year 2006 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 13 shows the project PM peak hour vehicular volumes and Exhibit 14 shows the total (with project) PM peak hour vehicular traffic volumes at the intersections under study. Results of the future intersection analysis show that all intersections operate within the LOS E standard adopted by the city. Exhibit 15 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U LOS Future Without Project LOS Future with Project Existing Signal Timing NE 9 Street / Biscayne Boulevard U D E NE 10 Street / Biscayne Boulevard S B B NE 9 Street / NE 2 Avenue U C C NE 10 Street / NE 2 Avenue S B B Source: DPA U= unsignalized S= signalized Note: LOS for unsignalized intersection is based on the delay of the stop controlled movements. Page 20 • • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix • Corridor From To Without Project With Project Dir (a) Existing Pers-Trip Volumes (b) Yr 2006 Bkg, Pers-Trip 1% (c) Committed Development Pers-Trip (d) 2006 Total Pers-Trip Volumes cb)+(c) (e) Projected Transit Capacity (f) Future Pers-Trip Capacity (g) Future w/out Proj Pers-Trip (h) Project Pers-Trip Volume (i) Total Pers-Trip Volumes (d)+(h) 0) Future Pers-Trip Capacity (k) Future with Proj Pers-Trip v/c (d)I(f) LOS v/c (i}I(j) LOS Biscayne Blvd. South of t-395 NE 6 St. NE 2 Avenue South of 1-395 NE 3 St. NB SB SB I1] 3526 2350 1646 [2] 3597 2397 1679 80 238 183 3677 2635 1862 [3] 42 1494 -233 [a] 7908 8924 6581 0.47 0.30 0.28 [51 D C C [6] 51 179 206 3728 2814 2068 [4] 7908 8924 6581 0.47 0.32 0.31 [5] D C 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 DM increment II [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (I)) and the projected transit capacity (Exhibit 12, column e) [5] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [6] Project Person Trip Volumes are derived from Trip Generation Analysis 1,0 115 N. T.S. 8 6 VALET ORWY 12 W cc PROJECT SITE 25 90 50 In kci LEGEND IN — 127 OUT— 127 N — ONE WAY 900 BISCAYNE TRAFFIC IMPACT STUDY rirLEt PROJECT VEHICULAR TRAFFIC EXHIBIT No. 13 Page 22 1-395 NW 11 ST NW iQ S T NW 9 ST 130 —}-- 23 i VALET DliVet N.T. S. 4 NW 8 S T 42 124 y NW 7 ST NW 6 ST 4 LEGEND - ONE WAY NW5ST PROJECT1 900 BISCAYNE TRAFFIC IMPACT STUDY TI€LE, EXHIBIT No. FUTURE WITH PROJECT PM PEAK HOUR VEHICULAR VOLUMES 14 Page 23 900 Biscayne MUSP Traffic Impact Study • 4.6 Site Access Primary access to the site is proposed on NE 10 Street via a two-way driveway. A valet/drop-off area will be provided on NE 2 Avenue. A secondary service drive is accessed from NE 2 Avenue. There is also a drop-off area with no valet on NE 9 Street. No conflicts will occur with existing driveways. The project trips were assigned to the driveways and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. • Page 24 900 Biscayne , (USP Traffic Impact Study • • • 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of 900 Biscayne was performed in accordance with the approved methodology submitted to the city. Analysis of future (2006) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix F. musp report 032304.doc Page 25 • • • Appendix A Approved Transportation Methodology Site Plan DAVID PLUMMER & ASSOCIATES, INC. IIITRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Fax #: Phone #: Date: Pages: Lilia Medina, David Martin, Juan Carlos Sotomayor, file Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa, PE 900 Biscayne - #04117 (954) 739-1789 (954) 739-1881 March 3, 2004 2 page(s), including cover Terra International is pursuing City of Miami approvals for a residential project located on Biscayne Boulevard between NE 9 and NE 10 Street in Miami, Florida. The project consists of approximately 516 residential dwelling units, 70,000 square feet (SF) of office, and 20,000 SF of retail space. Primary access to the residential component of the site is proposed on NE 10 Street via a two-way driveway. Access to the office component is proposed on NE 2 Avenue. A pick-up/drop-off area is proposed on NE 9 Street. A secondary service driveway is accessed from NE 2 Avenue. 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 four major intersections in the immediate project vicinity. I. NE 9 Street / Biscayne Boulevard 2. NE 10 Street 1 Biscayne Boulevard 3. NE 9 Street / NE 2 Avenue 4. NE 10 Street / NE 2 Avenue 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. Biscayne Boulevard between I-395 and NE 6 Street 2. NE 2 Avenue between 1-395 and NE 3 Street • 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. • The City and FDOT are currently re -designing the segment of Biscayne Boulevard within the project limits. Therefore, the analysis will assume that Biscayne Boulevard will be 3-lanes in each direction with a median opening at NE 9 Street. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com d a • Existing and future traffic conditions for the project area corridors (Biscayne Boulevard, and NE 2 Avenue) 411 will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information from Increment II of the Downtown DRI. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. • Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure consistent with Increment II of the Downtown DRI: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment II of the Downtown DRI. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI. 5. Establish the net external vehicle trips. 6. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person -trips for the vehicle and transit modes. 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. Committed development trips will also be converted to person -trips based on the methodology described above. • Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will be performed at the four study intersections and the proposed project driveways. • Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) 447-0900. traffic meth_fax.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORiDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dp[ummer.com • 3 Siteplan Sou 30' DAV I D PLUMMER & ASSOC' TRANSPORTATION G CIVIL V STRUCTURAL CORAL GABLES FORT MYERS IT50 PONCE C[ LEEN SUM. CORAL GABLES EL 33151 FELEPNCNE [305) 44 W3f 09 Li I La$ APPROVED rmsufcr M0. XXXXE SMELT RD. • • • Appendix B Traffic Counts & Signal Timings • Raw Traffic Counts • • it 04,117 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 : D0310035.PRN Station : 000000030711 Identification : 000110252090 Interval : 15 minutes Start date : Mar 10, 04 Start time : 00:00 Stop date : Mar 10, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 2nd Avenue Btwn NE 13th & 12th Street ******************************************************************************* Mar 10 Southbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 21 18 11 1 9 14 59 110 227 202 141 130 30 16 11 4 7 7 22 77 145 223 206 143 130 45 13 19 13 5 16 20 111 201 239 178 157 146 00 19 16 13 4 13 58 119 227 259 171 135 155 Hr Total 69 64 41 17 45 114 366 683 948 757 576 561 End Time 12 13 14 15 16 15 146 160 165 190 172 30 155 165 145 195 185 45 149 146 156 193 277 00 166 147 138 189 207 Total 616 618 604 Stour Total : 9897 AM peak hour begins : 08:00 AM peak volume : 948 Peak hour factor : 0.92 PM peak hour begins : 16:30 PM peak volume : 906 Peak hour factor : 0.82 ******************************************************************************* 767 841 17 227 195 175 156 753 18 19 109 86 87 65 485 347 160 103 131 91 20 21 22 23 79 52 38 29 55 43 37 23 59 25 46 21 44 28 24 22 237 148 145 95 • ot{11-3' Traffic Survey Specialists, Inc. 624 Gardenia Terrace 0 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 **************************************************************************** Data File : D0310025.PRN Station : 000000030713 Identification : 000110252028 Interval : 15 minutes Start date : Mar 10, 04 Start time : 00:00 Stop date : Mar 10, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Boulevard South of NE 8th St Mar 10 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 15 140 80 67 32 32 23 67 30 162 60 39 42 40 45 102 45 124 35 31 31 24 34 112 00 103 59 49 39 41 58 128 Hr Total 529 234 186 144 07 168 160 200 195 137 160 409 723 08 188 218 217 272 09 10 11 259 323 394 303 347 388 321 365 404 346 290 364 895 1229 1325 1550 End Time 12 13 14 15 16 17 18 19 20 21 22 23 rT 15 439 376 375 417 494 503 480 383 364 W266 309 199 30 427 375 405 441 439 483 457 340 338 256 235 156 45 359 414 421 429 450 440 424 340 321 260 212 156 00 457 423 420 412 499 525 391 313 251 214 190 123 Total 1682 1588 1621 1699 1882 1951 1752 1376 1274 996 946 r634 1111 our Total : 24922 peak hour begins : 11:30 AM peak volume : 1634 Peak hour factor : 0.93 PM peak hour begins : 17:00 PM peak volume : 1951 Peak hour factor : 0.93 ***************************,********************,****************************** Mar 10 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 85 61 44 29 25 30 ^115 276 429 452 316 302 30 68 44 31 32 32 50 207 330 461 395 303 289 45 69 50 34 28 33 80 254 379 520 388 304 308 00 63 49 31 35 45 156 258 398 495 339 311 337 Hr Total 285 204 T140 �124 �135 316 834 1383 1905 1574 1234 1236 End Time 12 13 14 15 16 17 18 19 20 21 22 23 __ 15 287 324 296 260 239 262 234 149 150 127 113 66 30 280 325 284 264 258 255 197 156 165 134 106 99 45 319 306 282 213 252 246 226 141 130 112 108 71 00 291 281 272 243 247 234 203 145 131 110 71 59 _ Hr Total 1177 1236 1134 980 996 997 860 591 576 483 398 295 24 Hour Total : 19093 AM peak hour begins : 08:15 AM peak volume : 1928 Peak hour factor : 0.93 "'M peak hour begins : 12:30 PM peak volume : 1259 Peak hour factor : 0.97 ***************************************************************************** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 4111 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ***,**,*x************************************ **,**************************** Data File : D0310025.PRN Station : 000000030713 Identification : 000110252028 Interval : 15 minutes Start date : Mar 10, 04 Start time : 00:00 Stop date : Mar 10, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Boulevard South of NE 8th St ******************************************************************************* Mar 10 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 W 15 225 141 111 61 57 53 182 30 230 104 70 74 72 95 309 45 193 85 65 59 57 114 366 00 166 108 80 74 86 214 386 Hr Total 814 438 326 268 272 T476 1243 07 08 444 490 579 593 2106 2800 617 679 737 767 09 711 698 709 685 2803 10 11 639 696 650 677 669 712 601 701 2559 2786 End Time 12 13 14 15 726 700 671 30 707 700 689 45 678 720 703 00 748 704 692 Total 2859 2824 2755 15 677 705 642 655 2679 733 697 702 746 2878 16 17 765 738 686 759 2948 18 714 654 650 594 2612 19 20 532 514 496 503 481 451 458 382 1967 1850 393 390 372 324 21 22 422 341 320 261 23 265 255 227 182 1479 1344 929 our Total : 44015 peak hour begins : 08:30 AM peak volume : 2913 Peak hour factor : 0.95 PM peak hour begins : 16:30 PM peak volume : 2951 Peak hour factor : 0.96 ******************************************************************************* • NE I0TH STREET & BISCAYNE BOULEVARD AMI, FLORIDA •TRD BY: RICH NENDRZ TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 {5611 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040048 Start Date: 03/10/04 File I.D. : IOSTBISC Page : 1 BISCAYNE BOULEVARD From North Peds Right Thru Left Date 03/10/04 16:00 2 0 239 0 16:15 1 0 264 0 16:30 3 0 244 0 4 0 2iL 0 Hr Total 10 0 1008 0 17:00 3 0 267 0 17:15 4 0 286 0 17:30 2 0 249 0 17:45 1 0 264 0 Hr Total 10 0 1066 0 CURB CUT TO PART From East Peds Right Thru Left BISCAYNE BOULEVARD Prom South Peds Right Thru Left HE 10TH STREET From West Peds Right Thru Left Vehicle Total 0 0 0 0 0 0 485 0 0 0 0 0 0 0 433 0 0 0 0 0 1 0 445 0 0 0 0 0 0 0 515 0 0 0 0 0 1 0 1878 0 0 0 0 0 0 0 540 0 0 0 0 0 1 0 554 0 0 0 0 0 0 0 420 0 0 0 0 0 2 0 586 0 0 0 0 0 3 0 2100 0 6 15 0 42 5 19 0 23 3 18 0 49 4 fi 0 28 18 60 0 142 5 14 0 38 4 8 0 47 8 10 0 36 3 14 0 39 20 46 0 160 781 739 756 812 3088 859 895 715 903 3372 *TOTAL* 20 0 2074 0 • 1 0 0 0 0 1 4 0 3978 0 38 106 0 302 1 6460 NB 10TH STREET & BISCAYNE BOULEVARD TAXI, FLORIDA GED BY: RICE TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES E PEDS Site Code : 00040048 Start Date: 03/10/04 File I.D. : 1OSTBISC Page : 2 BISCAYNE BOULEVARD From North Peds Right Thru Left Date 03/10/04 20 20 NE 10TH STREET 0 0 0 0 0302 302 0 CURB CUT TO PARK From Bast Peds Right Thru Left BISCAYNE BOULEVARD From South Peds Right Thru Left NE 10TH STREET From hest Peds Right Thru Left Vehicle Total 0 0 BISCAYNE BOULEVARD • 2,074 2,074 2,074 0 0 08 0 408 106 106 38 • 38 6,354 302 3,978 0 4,280 ALL VEHICLES & PEDS Intersection Total 6,460 0 2,074 106 2,180 6,158 0 0 3,978 • 3,978 BISCAYNE BOULEVARD 3,978 0 0 0 0 0 0 0 0 0 0 0 0 CURB CUT TO PARK • 0 4 4 uE 10TH STREET s BISCAYNE BOULEVARD ANI, FLORIDA 4BD BY: RICE MENDEZ TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 1561) 272-3255 FAX 1561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040048 Start Date: 03/10/04 File I.D. : IOSTBISC Page : 3 BISCAYNE BOULEVARD Prom North Peds Right Thru Left Date 03/10/04 CURB CUT TO PARE From East Peds Right Thru Left BISCAYNE BOULEVARD From South Peds Right Thru Left NE 10TH STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/10/04 Peak start 17:00 17:00 17:00 17:00 Volume 0 1066 0 0 0 0 0 2100 0 - 46 0 160 Percent 01 1001 01 01 01 01 01 1001 01 - 221 01 781 Pk total 1066 0 2100 206 Highest 17:15 16:00 17:45 17:15 Volume - 0 286 0 - 0 0 0 - 0 586 0 - 8 0 47 Hi total 286 0 586 55 PHF' .93 .0 .90 .94 • 10 10 NE 10TH STREET 0 0 0 0 160 160 0 0 0 BISCAYNE BOULEVARD • 1,066 1, 066 1,066 0 0 06 0 206 46 46 20 • 20 3,326 160 2,100 0 2,260 ALL VEHICLES & PEDS Intersection Total 3,372 r 0 1,066 46 1,112 3,212 0 0 2,100 BISCAYNE BOULEVARD 2,100 2,100 0 0 0 0 0 0 0 0 0 0 0 CURB CUT TO PARK 0 3 0 3 NE 10TH STREET NB 2ND AVENUE T.ANI, FLORIDA !UNTED BY: CARLOS GURRRA • TRAFFIC SURVEY SPECIALISTS, INC. 621 GARDENIA TBRRACE DELRAY BEACH, FLORIDA 33444 (5611 272-3255 FAI (561) 272-4381 ALL VRHICLES & PEDS Site Code : 00040048 Start Date: 03/10/04 File I.D. : 10ST2AVE Page : 1 NE 2ND AVENUE From North Peds Right Thru Left Date 03/10/04 16:00 2 0 114 15 16:15 3 1 141 23 16:30 1 0 120 26 16:45 3 0 146 l.2 Er Total 9 1 521 76 17:00 2 0 163 20 17:15 1 0 176 16 17:30 3 0 209 22 17:45 4 0 136 21 Hr. Total 10 0 6$4. 79 NB 10TH STREET From East Peds Right Thru Left NH 2ND AVENUR From South Peds Right Thru Left NE 10TH STREET From hest Peds Right Thru Left Vehicle Total 2 0 0 0 3 0 0 0 6 0 0 0 5_ 0 0 0 16 0 0 0 3 0 0 0 2 0 0 0 4 0 0 0 3 0 0 0 12 0 0 0 4 0 0 0 5 0 0 0 3 0 0 0 5 0 0 0 17 0 0 0 4 0 0 0 2 0 0 0 3 0 0 0 2 0 0 0 11 0 0 0 3 2 23 0 2 2 19 0 3 1 27 0 4 1 20 0 12 6 89 0 3 4 30 0 4 2 23 0 2 4 19 0 3 3 18 0 12 13 90 0 154 186 174 179 693 217 217 254 178 866 *TOTAL* 19 1 1205 155 f 28 0 0 0 28 0 0 • • 24 19 179 0 1555 RE 107E STREET £ RE 211D AVENUE "TANI, FLORIDA iUNTED BY: CARLOS GUBRRA • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4301 ALL VEHICLES i PBDS Site Code : 00040048 Start Cate: 03/10/04 File I,D. : 10ST2AVE Page : 2 NB 2ND AVENUE Froa North, Peds Right Thru Left Date 03/10/04 19 19 NE 10TH STREET 0 0 1 1 4110-73:--o 179 NB 10TR STREET Fro East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE 10Tfl STREET From West Peds Right Thru Left Vehicle Total 1 1 NE 2ND AVENUE • 1,205 1,205 1,361 155 155 179 198 19 19 24 • 24 1,361 0 0 0 0 ALL VEHICLES & PEDS 99 33 Intersection Total 1,559 0 1, 205 19 1,224 1,224 0 0 NE 2ND AVENUE 0 0 0 28 28 0 0 0 0 0 0 155 334 179 0 NE 10TH STREET 0 28 28 NE 10TR STREET & NE 2ND AVENUE :AMI, FLORIDA OD BY: CARLOS GUERRA TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4181 ALL VEHICLES & PEDS Site Code : 00040048 Start Date: 03/10/04 File I.D. : I0ST2AVE Page : 3 YS 2ND AVENUE From North Peds Right Thru Left Date 03/10/04 NE 10TH STREET From East Peds Right Thru Left NE 2N➢ AVENUE From South Peds Right Thru Left NE 10TH STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:45 16:45 Volume 0 694 70 Percent - 0t 91t 9t Pk total 764 0 Highest 17:30 16:00 Volume - 0 209 22 - Ri total 231 0 PHF .83 .0 • 9 9 NE 10TH STREET 0 0 0 0 0 0 92 0 0 16:00 to 18:00 on 03/10/04 16:45 0 0 0 01 01 Ot 0 0 0 0 16:00 0 . 0 NE 2ND AVENUE 694 70 694 70 764 764 03 92 103 11 11 13 • 13 0 0 01 01 0 0 0 0 0 ALL VEHICLES & PEDS Intersection, Total 867 705 0 0 694 11 705 0 NE 2ND AVENUE 16 0 0 0 0 0 0 16:45 11 92 0 111 891 Ot 103 17:00 34 .76 4 30 0 14 14 0 0 0 0 0 0 162 NE 10TH STREET 70 92 0 14 14 ()HU7 NE 9TH STREET & BISCAYNE BOULEVARD "IANI, FLORIDA UNTED BY: 'NOONIE* ONALIZBD TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PBDS Site Code : 00040048 Start Date: 03/10/04 File I.D. : 9ST_BISC Page : 1 BISCAYNE BOULEVARD From North Peds Right Thru Date 03/10/04 BISCAYNE BOULEVARD From South Peds Thru Left NE 9TH STREET From West Peds Right Left Vehicle Other Total Total 16:00 2 0 250 16:15 1 0 269 16:30 3 1 261 16:45 2 0 278 Rr Total 8 1 105E 17:00 17:15 17:30 17:45 Rr Total 4 2 3 2 11 0 0 0 0 0 271 302 275 268 1116 1 2 1 3 7 0 1 4 2 7 485 446 450 509 1890 519 542 445 573 2079 0 0 0 0 0 0 0 0 0 3 3 4 6 16 5 4 3 5 17 1 3 0 1 5 0 0 1 2 3 2 0 0 0 1 0 3 0 6 0 736 718 713 7911 2957 792 844 721 844 3201 6 6 8 11 31 9 7 10 9 35 *TOTAL* 19 1 2174 14 3969 • • 0 I 33 11 3 6158 66 NE 9T3 STREET & BISCAYNE BOULEVARD 'IAMI, FLORIDA ilFD BY: 'MOONIB' GNALIZBD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 1561) 272-3255 FAA (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040048 Start Date: 03/10/04 File I.D. : 9ST RISC Page : 3 BISCAYNB BOULEVARD From North Peds Right Thru Date 03/10/04 Peak Hour Analysis By Entire Peak start 17:00 Volume 0 1116 Percent 01 1001 Pk total 1116 Highest 17:15 Volume 0 302 Hi total 302 PHF. .92 • BISCAYNE BOULEVARD From South Peels Thru Left NE 9TB STREET From nest Peds Right Left Vehicle Other Total Total ntersection for the Period: 16:00 to 18:00 on 03/10/04 17:00 17:00 2079 0 - 6 0 - 100t 01 - 1001 0t 2079 6 17:45 17:45 573 0 - 3 0 573 3 .91 .50 11 11 0 NE 9TH STREET 0 0 0 0 0 0 6 6 17 17 0 BISCAYNE BOULEVARD 1,116 1,116 0 3,195 0 2,079 0 2,079 ALL VEHICLES & PEDS Intersection Total 3,201 0 1,116 6 1,122 3,201 0 0 2,079 • 2,079 BISCAYNE BOULEVARD 2,079 0 7 7 NE 9TH STREET & BISCAYNE BOULEVARD 'LMI, FLORIDA BD BY: 'MOONIB' GNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEAS Site Code : 00040048 Start Date; 03/10/04 File I.D. : 8ST_BISC Page : 2 BISCAYNE BOULEVARD From North Peds Right Thru Date 03/10/04 BISCAYNE BOULEVARD From South Peds Thru Left NE 9TH STREET From West Peds Right Left Vehicle Other Total Total 19 19 1 NE 9TH STREET 0 0 1 •3 1 3 1 BISCAYNE BOULEVARD 2,174 2,174 2,175 5 0 14 11 11 33 • 33 6,147 3 3,969 0 3,972 • ALL VEHICLES & PENS Intersection Total 6,158 0 2,174 11 2,185 6,154 0 0 3,969 • 3,969 BISCAYNE BOULEVARD 3,969 0 14 14 4ULr1 I NE 9TH STREET R NE 2ND AVENUE IAMI, FLORIDA TED BY: ROSIE BURGOS TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561; 272-3255 FAX (561) 272-4381 ALL VEHICLES & PODS Site Code : 00040048 Start Date: 03/10/04 File I.Q. : 9ST2AVE Page :1 NE 2ND AVENUE From North Peds Right Thru Left Date 03/10/04 16:00 2 13 105 1 16:15 3 11 131 0 16:30 1 8 115 0 16:45 4 8 137 0 Hr Total 10 40 488 1 17:00 2 6 160 1 17:15 2 12 166 0 17:30 3 28 182 1 17:45 1 6 133 2 Er Total 8 52 641 4 NB 9TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE 9TH STREET Frain West Peds Right Thru Left vehicle Total 2 0 0 0 1 0 0 0 0 0 0 0 3 0 0 0 6 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 1 0 0 0 4 0 0 0 4 0 0 0 2 0 0 0 1 0 0 0 2 0 0 0 9 0 0 0 3 0 0 0 4 0 0 0 2 0 0 0 1 0 0 0 10 0 0 0 2 2 1 0 3 2 2 0 4 0 1 0 4 1 3 0 13 5 7 0 5 1 1 0 2 1 0 0 4 0 0 0 3 1 1 0 14 3 2 0 122 146 124 149 541 169 179 211 143 702 *TOTAL* 18 92 1129 5 • 10 0 0 0 I 19 0 0 0 I I7 9 0 1243 "Q 9TH STREET 6 NE 2ND AVENUE JMI, FLORIDA BY: Rfl52E BURGOS TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES R PEAS Site Code : 00040048 Start Date; 03/10/04 File I.D. : 9ST2AVE Page : 2 NE 2ND AVENUE From North Peds Right Thru Left Date 03/10/04 NB 9TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE 9TH STREET From hest Peds Right Thru Left Vehicle Total 18 • 92 18 92 NE 9TH STREET 0 0 92 •e 92 0 9 NE 2ND AVENUE 1,129 1,129 1,226 9 17 8 8 27 • 27 i 5 5 1,226 0 0 0 0 10 10 ALL VEHICLES & PEDS 09 1 Intersection Tota3. 1,243 1,137 0 0 1,129 8 1,137 0 NE 2ND AVENUE 0 0 0 0 0 0 14 NE 9TH STREET 0 1 5 9 0 0 0 19 0 0 19 NE 9TH STREET & NE 2ND AVENUE 'AEI, FLORIDA JNTED BY: ROSI3 BURGOS • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040048 Start Date: 03/10/04 File I.➢. : 9ST2AVE Page : 3 NE 2ND AVENUE From North Peds Right Thru Left Date 03/10/04 Peak Hour Analysis By Entire Interse Peak start 16:45 Volume 54 645 2 Percent 81 92t 01 Pk total 701 Highest 17:30 Volume 28 182 2 Hi total 211 PHF .83 NE 9TH STREET 0 0 54 11 54 11 0 0 4 3 3 15 • 15 NE 9TE STREET From East Peds Right Thru Left NB 2ND AVENUE From South Peds Right Thru Left NE 9TH STREET From hest Peds light Thru Left Vehicle Total tion for the Period: 16:00 to 18:00 on 03/10/04 16:45 16:45 0 0 0 - 0 01 01 01 01 0 0 16:00 16:00 0 .0 54 54 0 0 0 16:45 0 0 3 4 0 01 01 - 431 571 01 7 16:45 0 0 0 - 1 3 0 0 4 .0 .44 NE 2ND AVENUE 645 645 701 2 2 1 701 0 0 0 0 ALL VEHICLES & PEDS Intersection Total 708 648 0 0 645 3 648 0 NE 2ND AVENUE 0 0 0 1 6 6 0 0 0 0 0 0 6 NE 9TH STREET 2 4 0 0 0 11 11 • Adjusted Traffic Counts • • • • OAVIEI PLUMMER & ASSOCATES. fNC. 24-HOUR COUNTS Project Name: 900 Biscayne Boulevard Location: NE 2nd Avenue between NE 13th and 12th Street Observer: Traffic Survey Specialists, inc. BEGIN NORTHBOUND TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 12:00 AM 0 0 01:00 AM 0 0 0 02:00 AM 0 0 0 03:00 AM 0 0 0 04:00 AM 0 0 0 05:00 AM 0 0 0 06:00 AM 0 0 0 07:00 AM 0 0 0 05:00 AM 0 ' 0 0 09:00 AM 0 0 0 11:00AM 0 0 0 12:00 PM 0 0 0 01:00 PM 0 0 0 02:00 PM 0 0 0 03:00 PM 0 0 0 04:00 PM 0 0 0 05:00 PM 0 0 0 06:00 PM 0 0 0 07:00 PM 0 0 08:00 PM 0 0 09:00 PM 0 0 10:00 PM 0 0 11:00PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24-HOUR TOTAL TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project No.: 04117 Count Date: 3/10/2004 BEGIN TIME ' SOUTHBOUND lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 21 16 13 19 69 01:00 AM 18 11 19 16 64 02:00 AM 11 4 13 13 41 03:00 AM 1 7 5 4 17 04:00 AM 9 7 16 13 45 05:00 AM 14 22 20 58 114 06:00 AM 59 77 111 119 366 07:00 AM 110 145 201 227 683 08:00 AM 227 223 239 259 948 09:00 AM 202 206 178 171 757 1000 AM 141 143 157 135 576 11:00 AM 130 130 146 155 561 12:00PM 146 155 149 166 616 01:00 PM 160 165 146 147 618 02:00 PM 165 145 156 138 604 03:00 PM 190 195 193 189 767 04:00 PM 172 185 277 207 841 05:00 PM 227 195 175 156 753 06:00 PM 160 103 131 91 485 07:00 PM 109 86 87 65 347 08100 PM 79 55 59 44 237 09:00 PM 52 43 25 28 148 10:00 PM 38 37 46 24 145 11:00 PM 29 I 23 21 22 95 24-HOUR TOTAL 9,897 DAILY TRAFFIC COUNT SUMMARY NORTHBOUND TWO-WAY TOTAL 69 64 41 17 45 114 366 683 948 757 576 561 616 618 604 767 841 753 485 347 237 148 145 95 9,897 AM Peak Hour: Time: 12:00 AM Volume: 0 AM Peak Hour: Time: 08:00 AM Volume: 948 PM Peak Hour: Time: 12:00 PM Volume: 0 PM Peak Hour: Time: 04:30 PM Volume: 906 AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor: 0-factor: Time: K-factor: D-factor: 08:00 AM 9.6% 100.0% SB 04:30 PM 9.2% 100.0% SB Volume: 948 PHF: 0.92 Volume: 906 PHF: 0.82 NE 2 Ave btwn NE 13 and 12 streei.xls • • • OAVID PLUMMER 3 ASSOCIATES, INC_ 24-HOUR COUNTS Project Name: 900 Biscayne Boulevard Location: Biscayne Boulevard South of NE 8th Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 140 162 124 103 529 01:00 AM 80 60 35 59 234 02:00 AM 67 39 31 49 186 03:00 AM 32 42 31 39 144 04:00 AM 32 40 24 41 137 05:00 AM 23 45 - 34 58 160 06:00 AM 67 102 112 128 409 07:00 AM 168 160 200 195 723 08:00 AM .< 188 218 217 272 895 09:00 AM 259 303 321 346 1,229 1(100 AM , , 323 347 365 290 1,325 11:00AM 394 388 404 364 1,550 12:00 PM , 439 427 359 457 1,682 a1:aoPM 376 375 414 423 1,588 02:00 PM 375 405 421 420 1,621 03:00 PM 417 441 429 412 1,699 04:00 PM 494 439 450 499 1,882 05:00 PM 503 483 440 525 1,951 06:00 PM 480 457 424 391 1,752 07:00 PM 383 340 340 313 1,376 08:00 PM 364 338 321 251 1,274 09:00PM s 266 256 260 214 996 10:00 PM 309 235 212 190 946 1 t:00 PM 199 156 156 123 634 24-HOUR OTAL 24 s77 AM Peak Hour: PM Peak Hour Project No.: 04117 Count Date: 3/10/2004 BEGIN TIME ,. SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 41h 114 TOTAL w 12:00 AM 85 68 69 63 265 01:00 AM 61 44 50 49 204 02:00 AM 44 31 34 31 140 03:00 AM 29 32 28 35 124 04:00 AM 25 32 33 45 135 05:00 AM 30 50 80 156 316 06:00 AM 115 207 254 258 834 07:00 AM 276 330 379 398 1,383 08:00AM 429 461 520 495 1,905 09:00 AM 452 395 388 339 1,574 10:00 AM 316 303 304 311 1,234 11:on AM 302 289 308 337 1,236 12:00PM 287 280 319 291 1,177 01:OOPM 324 325 306 281 1,236- 0200PM 296 284 282 272 1,134 O:00PM 260 264 213 243 ''. 980 04:00 PM 239 258 252 247 ': 996 05:00 PM 262 255 246 234 997 Mao PM 234 197 226 203 860 07:00PM 149 156 141 145 591 08:00PM 150 165 130 131 576 09:00 PM 127 134 112 110 483 .10:00 PM 113 106 108 71 398 1 too PM a 66 99 71 59 295 �24-HOUR TOTAL 19,093 DAILY TRAFFIC COUNT SUMMARY NORTHBOUND Time: 11:30 AM Volume: 1,634 Time: 05:00 PM Volume: 1,951 AM Peak Hour: PMPeak Hour: WO -WAY TOTAL 814 438 326 268 272 476 1,243 2,106 2,800 2,803 2,559 2,786 2,859 2,824 2,755 2,679 2,878 2,948 2,612 1,967 1,850 1,479 ,344 929 44,015 AM Peak Hour. Time: 08:15 AM Volume: 1,928 PM Peak Hour: Time: 12:30 PM Volume: 1,259 NORTHBOUND AND SOUTHBOUND Time: K-factor: ➢-factor: Time: K-factor: D-factor: 06:30 AM 6,6% 63.9% S8 04:30 PM 6-7 % 65.6% NB Volume: 2,913 PI -IF: 0.95 Volume: 2,951 PHF: 0.96 Biscayne bivd south of NE 8 Street.xls • • • OAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC_ Name: TURNING MOVEMENT COUNTS 900 Biscayne Boulevard MUSP Project Number: Count Date: Day of Week: Wednesday 04117 NE 2 Avenue and NE 10 Street 3/10/04 Traffic Survey Specialists, Inc. NE 2 Avenue NE 10 Street TIME INTERVAL NO THBOUND ry SOUTHBOUND _ EASTBOUND WESTBOUND GRAND. TOTAL L T R TOTAL L T R ___0 j TOTAL L T R TOTAL L T R— TOTAL 04:00 PM 04:15 PM 0 0 0 0 15 114 i 0 23 25 0 0 0 1 04:15 PM 04:30 PM 0 0 0 0 23 141 1 0 19 21 0 0 0 1 :. 04:30 PM 04:45 PM 0 0 0 0 26 120 0 0 27 28 0 0 0 04:45 PM 05:00 PM 0 0 0 0 12 146 0 0 20 21 0 0 0 0 05:00 PM 05:15 PM 0 0 0 0 20 163 0 0 30 34 0 0 0 05:15 PM 05:30 PM 0 0 0 0 16 176 0 • 0 23 25 0 0 0 1 05:30 PM 05:45 PM 0 0 0 0 22 209 0 0 19 23 0 0 0 1 05:45 PM 06:00 PM 0 0 0 0 21 136 0 0 18 21 0 0 0 1 AVERAGE PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 2 Avenue NE 10 Street TIME INTERVAL I NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T 1 R j TOTAL 1 L T J R TOTAL L T R TOTAL 04:00 PM 06:00 PM 0 0 0 0 78 603 1 681 0 — 90 1 10 . 99 0 J 0 0 0 780 PEAK HOUR FACTOR N/A 0.74 0.73 N/A 0.85 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1,00 10 st_2 ave.xls • DAVID PLUMMER & ASSOCIATES. Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS 900 Biscayne Boulevard MUSP Project Number: Count Date: Day of Week: Wednesday 04117 Biscayne Blvd and NE 10 Street 3/10/04 Traffic Survey Specialists, Inc. Biscayne Blvd NE 10 Street TIME INTERVAL NORTI-IbOUND SOUTHBOUND EASTBOUND _ — WESTBOUND GRAND TOTAL L T R 1 TOTAL L T R TOTA L T R TOTAL --L--- T R TOTAL 04:00 PM 04:15 PM 0 485 0 ` 485 0 239 0 239 42 0 15 57 0 0 0 0 781 04:15 PM 04:30 PM 0 433 0 433 0 264 0 264 23 0 19 42 0 0 0 0 739 04:30 PM 04:45 PM 0 445 0 445 0 244 0 244 49 0 18 67 0 0 0 0 756 04:45 PM 05:00 PM 0 515 0 515 0 261 0 261 28 0 8 36 0 0 0 0 812 05:00 PM 05:15 PM 0 540 0 540 0 267 0 267 38 0 14 52 — 0 0 0 0 859 05:15 PM 05:30 PM I 0 554 0 554 0 286 0 286 47 0 8 55 0 0 0 0 895 05:30 PM 05:45 PM 0 420 0 420 0 249 0 249 36 0 10 46 0 0 0 0 715 05:45 PM 06:00 PM 0 586 0 586 0 264 0 264 39 0 14 53 0 0 0 0 903 AVERAGE PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON • Biscayne Blvd NE 10 Street TIME INTERVAL NORTHBOUND 1 SOUTHBOUND EASTBOUND WESTBOUND GRAND L T R TOTAL L T R { TOTAL L T R TOTAL L T R I TOTAL TOTAL 04:00 PM 06:00 PM 0 1989 0 1989 0 1037 0 1037 I 151 0 53 204 vW 0 0 0 0 i 3230 PEAK HOUR FACTOR 0.85 0.91 0.76 N/A 0.93 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.00 10 st_biscayne blvd.xls • • • (AVID PLUMMER 8 ASSOCIATES, INC, TURNING MOVEMENT COUNTS Project Name; 900 Biscayne Boulevard MUSP Project Number: 04117 Location: Biscayne Blvd and NE 9 Street Count Date: 3110104 Observer: Traffic Survey Specialists, Inc. Day of Week: Wednesday Biscayne Blvd _.--- a -•1eb N_ i •1 * _ i1�� � f;��eIslil:li�. ;T •s1�� 111111111Mallairall.1111•11111MT. � IIII'IIIaIIIIIEil�E__ llLOIIIIUIIIIL11 • _ TOTAL 04:00 PM 04:15 PM 0 485 0 485 0 250 0 250 0 0 1 1 0 0 0 0 736 04:15 PM 04:30 PM 0 446 0 446 0 269 0 269 0 0 3 3 0 0 0 0 718 04 30 PM 04:45 PM 0 450 0 450 0 261 1 262 1 0 0 1 0 0 0 0 713 04:45 PM 05:00 PM 0 509 0 509 0 278 0 278 2 0 1 3 0 0 0 0 790 05:00 PM 05:15 PM 0 519 0 519 0 271 0 271 0 0 2 2 0 0 0 0 792 05:15 PM 05:30 PM 0 542 0 542 0 302 0 302 0 0 0 0 0 0 0 0 844 05:30 PM 05:45 PM 0 445 0 445 0 275 0 275 0 0 1 1 0 0 0 0 721 05:45 PM 06:00 PM 0 573 0 573 0 268 0 268 0 0 3 3 0 0 0 0 844 AVERAGE PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON Biscayne Blvd NE 9 Street TIME NORTHBOUND _ _ SOUTHBOUND _TOTAL EASTBOUND WESTBOUND GRAND INTERVAL L T R . TOTAL L T R TOTAL L T R TOTAL TOTAL 04:00 PM 06:00 PM 0 1985 0 1985 0 1087 1 1088 2 0 6 7 0 0 0 0 3079 PEAK HOUR FACTOR 0.87 0.90 0.58 N/A 0.95 Note: 2002 FOOT Peak Seasonal Weekly Volume Factor = 1.00 9 st_biscayne blvd.xls • • DAVID PLUMMER & ASSOCIATES, INC, Project Name: Location: Observer: TURNING MOVEMENT COUNTS 900 Biscayne Boulevard MUSP NE 2 Avenue and NE 9 Street Traffic Survey Specialists, Inc. Project Number: 04117 Count Date: 3/10/04 Day of Week: Wednesday NE 2 Avenue 04:00 PM 4.1.111.11, . • 1 r�r13tlI.I:rf:r , s � i. r srl r �1 I IMMIIIKEINILINi' . 0 © 0 105 ILII MUM ��MIIMILAIiiSIL'IUM E 0 0 0 0 T � 04:15 PM 0 0 0 * • .1 TOTAL ® 119 ©©I1111311111t ©�� 04:15PM 04:30PM 0 0 0 0 0 0 0 04:30 PM 04:45 PM 0 0 0 0 0 ®®lrll 0 0 0 146 0 ©00 0 04:45PM 05:OOPM 0 0 0 0 0 num �c 160 8 WM 0 05:00 PM 05.15 PM 05:15 PM 05:30 PM 0 0 0 0 0 0 0 0 149 6 167 0 ©MUM MN 0 0 0 0 0 166 am 178 0 0 0 0 0 169 0 0 0 0 179 05:30 PM 05:45 PM 0 0 0 0 © 182 28 0 0 0 0 0 0 0 0 , 05:45 PM 06 00 PM 0 0 0 0_.___ I J 6MN 0 1 11101111110111111111111 0 0 0 0 143 AVERAGE PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON Note: 2002 FDOT Peak Seasonal Weekly Volume Factor SOUTHBOUND 1.00 NE 9 Street EASTBOUND WESTBOUND T R TOTAL L T R TOTAL 9 st 2 ave.xls • Signal Timings • • • PATTERN SCHEDULE FOR 2342 US 1 & NE 10 ST FOR DAY # 4 (SECTION 3) TIME PT OFF NSG G Y R EW F G Y R S Y M CYC MIN: 20 18 1 Enter comma'd (CAPITAL TTERS, MM = Main Menu) 15 21 0 30 1 4 1 7 18 1 4 1 115 23 0 30 1 4 1 7 18 1 4 1 500 19 0 30 1 4 1 7 18 1 4 1 545 1 58 53 1 4 1 7 18 1 4 1 615 2 68 53 1 4 1 7 18 1 4 1 745 12 82 43 1 4 1 7 18 11 4 1 845 16 55 63 1 4 1 7 18 11 4 1 1200 17 66 63 1 4 1 7 18 11 4 1 1345 10 66 63 1 4 1 7 18 11 4 1 1545 9 0 68 1 4 1 7 18 11 4 1 1630 18 75 68 1 4 1 7 18 11 4 1 1800 3 40 53 1 4 1 7 18 1 4 1 1900 1 58 53 1 4 1 7 18 1 4 1 2130 11 38 3 1 4 1 7 18 1 4 1 ENTER THE DAY #, CONTROLLER # (/ = STOP) 6-9 6 67NITE M2 6 67LATE NIG 6 67DAWN M2 90AVG M2 0 90PRE AM M 90AM PEAK 110MID MORN 110NOON M2 110AFT M1 0 115PRE PM P 115PM PEAK 90POST PM 90AVG M2 0 90EARLY NI PATTERN SCHEDULE FOR 2343 NE 2 AVE & 10 ST FOR DAY # 4 (SECTION 26) TIME PT OFF SW F Y EW F Y R S Y M CYC MIN: 7 13 7 10 0 23 28 21 13 4 7 10 4 1 6 60NIGHT 15 600 13 43 21 13 4 7 10 4 1 60NITE & W 630 7 36 21 13 4 7 10 4 1 60PRE AM 1 730 8 73 51 13 4 7 10 4 1 90AM PEAK 930 9 77 51 13 4 7 10 4 1 90MID-DAY 1545 11 79 46 13 4 22 10 4 1 100PM PEAK 1800 12 67 51 13 4 7 10 4 1 90POST PM 1900 13 43 21 13 4 7 10 4 1 60NITE & W 2300 23 28 21 13 4 7 10 4 1 6 60NIGHT 15 ENTER THE D #, CON OLLER # (/ = STOP) 1 59 0 • • • Appendix C FDOT's Quality/LOS Handbook Generalized Tables Downtown Miami DRI Increment 11 Transit Ridership 1/-1a5Lt 4 - / GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* • • UNINTERRUPTED FLOW HIGHWAYS Lanes Divided Undivided 2 Divided 3 Divided A 100 1,060 1,600 Level of Service B C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4.840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided •• 220 720 2 Divided 250 1,530 1,810 3 Divided 380 2,330 2,720 4 Divided 490 3,030 3,460 860 1,860 2,790 3,540 E 890 a«# Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D E 1 Undivided 2 Divided 3 Divided 4 Divided 11.0 100 220 340 440 590 1,360 2,110 2,790 810 1,710 2.570 3,330 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** Level of Service B C D sa « a MR 280 650 1,020 1,350 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area aver 750,000) Lanes Divided I Undivided 2 Divided 3 Divided 4 Divided A «« "a «« Level of Service B C D E « a Si «« «« 270 650 1,000 1,350 720 780 1,580 1,660 2,390 2,490 3,130 3,250 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C D 1 Undivided •• •• 480 760• 2 Divided '• •" 1,120 1,620• 3 Divided " •' 1,740. 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A B C 0 1 Undivided «« •• 250 530 2 Divided •" •• 580 1,140 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://wwwl i myftorida.corn! 1 8/ sue s/m/i s/d f 1 h E 810' 1,720 2,580 E 660 1,320 02/22/02 Interchange spacing > 2 mi. apart Lanes 2 3 4 5 6 FREEWAYS Level of Service A B C D 1,270 2,110 2,940 3,580 1,970 3,260 4,550 5,530 2,660 4,410 6,150 7,480 3,360 5,560 7,760 9,440 4,050 6,710 9,360 11,390 Interchange spacing < 2 mi. apart Lanes 2 3 4 5 6 A 1,130 1,780 2,340 3,080 3,730 Level of Service B C D 1,840 2,890 3,940 4,990 6,040 2,660 4,180 5,700 7,220 8,740 3,440 5,410 7,380 9,340 11,3€0 E 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of' bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Level of Service Bicycle Lane Coverage A B C D E 0-49% a« •• 170 720 >720 50-84% • a 130 210 >210 85-100% 160 380 >380 «"a • «• w r PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% «s 590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C >5 >4 >6 >4 }3 A «a «s B a« 120 Level of Service C D E 330 810 520 990 >590 D >3 >2 ««■ E >2 >1 Lanes I Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes +5% Undivided Undivided Undivided No Yes No -20% -5% -25% p annm sy m s o eau t. tin ONE WAY FACILITIES "This rate �« not constitute a standard and should be used only for general l Increase corresponding volume 20% aphis bible does tot c and deriving aY g Panning spplicatdna. The computer models from which this table is derived should be used for more specific pimping computer models should not be used for condor or intersection design, when more refined techuiquo east Values shown are hourly directional rotumts for levels of service and are for the auvmtobileineck modes unless specifically rated Level of service lent grade thresholds are probably not comparable across modes and, therefore, crags modal comparisons shouts be made with caunion Funherrnore, combining levels of service -of different modes into one overall roadway level of service is not recommended To convert to annual avenge daily traffic volumes. these. volumes must be divided by appropnate D end tC factors. The tabk'a input value defaults and level of service criteria appesr an the following page. Calculations arc based an planning ape€ieations orthe Highway Capacity Manuel, Bicycle LDS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, 1.3.tively for the automobile/truck. bicycle, pedestrian and bus modes. ""Cannot be achieved using table input value defaults "'Not applicable for that level of service lever grade. For automobile/neck modes, voltanca greater than level of service D become F because iateneorioes capacities have been reached For bicycle and pedestrian modes, the level of service liner grade {including F) is not achievable, because there is no maximum vehicle votumrireelwtd using table input value defaults 97 • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE [11 PERSON TRIP LEVEL OF SERVICE A B 1 C [ D E A B C D E CLASS 4 ARTERIAL 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 Source: FDOT's 2002 Ouality/1 PvaI of SArvir•n 14nnrdiwtir NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FOOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. • • 24Nor,2W I ROADWAY 943CAYN8 TN v0 NE54SIREET NE 16 STRET NE46STREET I.195 L 195 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET ; iE 19 STREET NE 19 STREET NE 15STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1'395 NE 6 STREET NE 6 STREET NE 3STREET NE 3 STREET NE 1 STREET NE I. STREET SE 1 STREET SE 1 STREET SE 2 STREET SE STREET SEIStREET NE 7 AVENUE7BRTCKEL4 AVENUE NE 20 STREET NE 19 STREET WE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1395 1•395 NE3STREET NE 3 STREET NE 1 STREET NE +STREET FLAOLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 8 STREET SE 8 STREET SW 13 STREET Sw 13 STREET 5w 15 ROAD Ow 15 ROAD RICKENBACKER CSWY NE 1 AVENUE NE 17 STREET NE 14 STREET NE 14 STREET 1.395 1.395 NE 6 STREET NE 0 STREET FLADLER STREET r5..) FLAGLER STREET SE 4 STREET SE 1 STREET SE 2 STREET 00 SOUHGE. KTIT446163 SLIWARS, P4 O1R NB SB NB SE NB SB NB SB N8 58 NB Se NB 59 sB NB NB SB NB 5B NB 58 NO SB NB SB N8 58 NB 58 N9 NB Se Ne 5B Na SR SB 56 S8 5B rue 58 58 NB S8 NB 58 NB se N B SB NB SB N8 7EI N8 NB N8 FACILITY TYPE EXISTINO LANES 4L0 410 4LD 41.0 4LD 410 4L0 4L0 611) 610 4L 3L 61.13 eLD OLD eLD 2LOW 4LU 411.1 41U 3L 3L 31 3L 3L 3E 41 2L 31 410 410 4L0 2LU 31. 3L 31 3L 31 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 48 95 95 9 9 9 9 9 9 9 K 24 24 24 24 24 24 46 4e 48 48 a 6 2 2 56 16 16 t6 16 16 16 16 16 16 16 16 12 32 46 46 16 16 16 16 16 16 16 16 16 16 11 93 95 95 10 10 10 10 10 10 10 4 4 4 9 9 9 8 6 62 62 62 62 62 62 38 36 36 36 36 36 38 36 62 62 48 48 48 48 40 46 46 48 46 48 1e 95 95 32 32 K 51 B 95 B 8 8 s0 10 10 7 7 93 93 93 93 93 93 62 62 62 62 62 62 62 62 93 93 51 51 51 51 51 51 51 51 51 93 48 K 95 93 93 93 93 93 93 S3 93 95 93 93 93 93 93 93 93 93 91 95 77 95 95 95 7 95 T 93 95 c 95 C 95 C 95 C 95 95 95 51 8 95 95 95 95 95 5 95 S 95 5 95 95 95 95 93 T DOWNTOWN MIAMI DR1 UPDATE EK4931140 ►M BUR R1DER5NIP AN0 PERSON TRIP CAPACITY AS610NMENT6 BUII ROUTES 8ERVINO ROADWAY 6E0EMENT6 95 95 95 95 7 95 95 95 95 95 C 95 K T K T I 9 10 K T 8 9 10 K T 5 5 S 5 5 95 C 5 3 11 16 111 99 66 69 t71 99 66 69 111 99 66 69 111 99 66 69 Ill 99 66 69 111 99 66 69 111 54 111 45 itl 99 43 42 111 99 45 42 111 49 45 42 64 75 45 42 64 75 30 64 240 75 9 19 132 46 72 20 66 le e6 16 66 18 66 Fe 48 12 58 40 24 32 36 32 20 37 20 32 70 16 32 le 32 32 16 27 48 48 0 0 0 51 52 8U6 ROUTES AND RIDERSHIP PER SEOEMENT 51 62 77 63 65 C 9 21 10e 13 100 21 104 13 450 21 108 13 100 21 406 13 100 0 71 40e 13 106 0 21 406 13 100 0 21 168 13 100 1e 21 104 13 76 16 52 104 96 52 76 1S 72 52 100 96 52 68 16 72 52 100 96 52 66 in 72 52 90 96 52 68 16 63 4e B0 75 52 6n /6 63 45 42 60 167 75 66 167 95 8 K T 76 76 92 6 167 68 3 68 8 92 3 2 6 7 9 6 19 K 4 132 48 4 132 46 154 4 138 48 112 4 76 48 114 46 76 2 33 66 66 46 76 2 66 17 12 80 24 144 24 146 26 132 16 T 428 t32 t24 78 94 120 96 tan 99 128 84 106 84 106 467 152 445 452 144 152 146 452 166 290 152 200 132 290 200 290 200 290 200 290 200 295 170 275 TOTAL BUB RIDERSHIP (65460N8). 339 248 339 248 339 248 523 416 521 416 523 418 442 383 678 485 752 506 748 496 748 496 677 449 657 194 1,1564 fit 1671 167 7601 0 240 401 8U8 CAPACITY (PERSONS) WC 196 119 84 306 306 306 3041 197 920 0 366 :1 920 0270 920 0 368 926 0270 920 0 364 j 1920 77 0270 2.252 01852470522 00315555 222 0165 , 11,46792 0355 0355 0301 2.249 170 1026 06600 1,668 026e 1706 0441 2.486 0 204 1.706 0436 ]486 0700 I, 1.r06 0 438 2.486 0 200 1,706 0397 2.4re 2.486e6 026407 2.226 0177 3.434 0 322 1 306 0199 760 0240 713 0276 7t3, 0167 sin' 0162 F0702 028e 1,070 0268 +,0701 6 an 1 1,330, 13229 552i 0346 i 841 536 0 164 94 566 0166 365 115 240 149 136 26 436 21 164 466 434 578 405 1,346 566 566 566 300 306 306 306 0271 0203 0 424 0 210 0 510 0065 0451 0 072 674 0 273 1,226 0 se/ 1.228 0354 2114 0273 2.114 0192 68 534 0127 NITRANPLAI9PROJECTS72001U67165TAB&E SitIMA,RIK WK4 • • TABLE 24.A3 DOWNTOWN MIAMI DRI UPDATE EXISTING AND PROJECTED DIRECTIONAL TRANSIT ROUTE CAPACITY • ! TRANSIT ROUTE 08Jan-2002 ADDITIONAL DESCRIPTION T ..._,_--- CBD SERVICE YES 1 NO ...__..m._ 1996 PEAK HEADWAY 1996 OFF-PEAK HEADWAY 2000 PEAK HEADWAY . NUMBER OF TRANSIT VEHICLES IN PM PK HOUR TRANSIT VEHICLES NUMBER OF SEATS TRVEANSLE_.�___._ LOAD 1 150% CAPACITY ..--: ROUTE PM PEAK CAPACITY -_._-._-__._...._....---.-.._ - 2005 RECOMMENDED SERVICE PLAN IN 2000 TDP .,--... 2005 PEAK HEADWAY NUM -' NUMBER OF TRANSIT VEHICLES IN PM PK HOUR NS€T` VEHICLE SIZE & NUMBER OF SEATS TRANSIT VEHICLE LOAD @ 150% CAPACITY TRANSIT {{'. VEHICLE , ROUTE II PM PEAK I CAPACITY !L A YES 20 20 20 3.0 10 s 15 45 EXTEND SOUTH IN MIAMI BEACH 20 3.0 MINI.22s- 33 99 B YES 15 30 15 4.0 46 s 69 276 NO CHANGE 15 4 0 40' - 41s 62 248 C YES 20 20 20 3.0 46 s 69 207 PEAK HEADWAY 15 MIN 15 4 0 40' - 415 62 248 E 60 60 30 2.0 PEAK HEADWAY 30 MIN 30 2.0 40' - 41 s 62 124 ' 0 15 TO 30 30 15 4 0 NO CHANGE 15 4.0 40' - 41s 62 248 H 20 20 15 4.0 - PEAK HEADWAY 15 MIN 15 4.0 40' -41s 62 248 J 20 30 15 4.0 PEAK HEADWAY 15 MIN 15 4 0 40' - 41 s 62 24$ K YES 15 TO 30 20 TO 60 15 4.0 46 s 69 276 NO CHANGE - IS 4.0 40' - 415 62 248 �. L 10 TO 20 12 TO 24 7.5 8.0 - NO CHANGE 7.5 6.0 40' -41s 62 496 M YES 30 30 30 2.0 43 s 65 130 NO CHANGE 30 2.0 40' - 41s 62 424 R 60 60 PEAK HEADWAY 30 MIN 30 2.0 40' - 41 s 62 t 24 S YES 12 12 12 5.0 63 s 95 475 NO CHANGE 10 6.0 40/0•565 84 504 k; T YES 20 30 15 4.0 46 s 69 276 REPLACED WITH BEACH MAX 15 4.0 40-- 41s 62 248 1 10 30 NO CHANGE 10 6.0 40' - 44s 62 372 2 YES 15 60 12 5.0 42 s 63 315 REALIGN NORTHERN TERMINUS 12 5.0 40' - 41s 62 310 3 YES 20 20 15 4.0 43 s 65 260 PEAK HEADWAY 15 MIN 15 4.0 40' -41s 62 248 6 'YES NIA 60 15 4.0 26 s 39 156 EXTEND ROUTE TO MIC 15 4 0 MINI.225 33 132 7 YES 20 TO 40 20 TO 40 20 3.0 43 s 65 195 RE -ALIGN & REDUCE DAILY HOWY 20 3 0 40' - 41 s 62 1 B6 6 YES 10 TO 30 15 TO 30 10 6.0 42 s 63 378 EXTEND SERVICE WESTWARD 10 6.0 40' • 44s 62 372 9 YES 15 TO 30 40 10 6.0 46 5 69 414 PEAK HEADWAY 15 MIN 15 4.0 40' - 41s 62 248 10 YES 40 40 40 1.5 46 a 69 104 NO CHANGE 40 1.5 40' - 41s 62 93 11 YES 7.5 TO 15 10 TO 20 10 6.0 63 s 95 570 TRUNCATE W. ROUTE AT MALL 10 6.0 40160'-52s 78 468 12 i 30 30 20 3.0 PEAK HEADWAY 20 MIN 20 3.0 40' - 41s 62 186 16 YES 20 20 20 3.0 44 s 66 198 NO CHANGE 20 3.0 40' - 41s 62 186 17 15 TO 30 30 EXTEND TOG GLADES TERMINAL 15 40 40' - 41s 62 248 21 YES 30 TO 60 30 TO 60 30 2.0 38 s 57 114 EXTEND TOG GLADES TERMINAL 30 2.0 40'-41s 62 124 22 30 TO 60 30 TO 60 15 4.0 PEAK HEADWAY 15-30 MIN 15 4.0 40' - 41 s 62 248 24 YES 15 TO 30 15 TO 30 15 4.0 43 s 65 260 EXTEND W. TO SW 147 AVE 15 4.0 40' -41s 62 248 27 15 TO 30 15 TO 30 12 5.0 EXTEND TO COV GROVE METRORAIL 15 4.0 40' -41s 62 248 28 60 60 EXTEND TO NORTH TERMINAL 60 1.0 40'-41s 62 62 29 70 70 PEAK/DAILY HEADWAY 30 MIN 30 2.0 MINI-22s 33 66 32 YES 20 30 20 3.0 43 s 65 195 NO CHANGE 20 3,0 40 - 41s 62 186 33 30 45 20 3.0 PEAK HEADWAY 20 MIN 24 3.0 40' .41s 62 186 35 60 60 30 2.0 PEAK/DAILY HEADWAY 30 MIN 30 2.0 40--41s 62 424 36 YES 15 TO 60 30 TO 60 15 4.0 46 a 69 276 EXTEND S. TO MIAMI INT MALL 15 4.0 40' -41s 62 248 37 30 30 EXTEND TO MIAMI LAKES SCHOOL 30 2.0 40' • 41s 62 124 38 BUSWAY MAX 20 N/A 10 6.0 PEAK HEADWAY 10 MIN 10 6.0 40' - 41s 51 306 40 15 TO 30 30 15 4.0 MIDDAY 20 MIN HEADWAY 15 4.0 40' - 41s 62 248 42 60 60 30 2.0 PEAK/DAILY HEADWAY 30 MIN 30 2.0 40' .41s 62 124 48 YES 60 60 60 1.0 20 s 30 30 PEAK/DAILY HEADWAY 30 MIN 30 2.0 MINI.22s 33 66 51 FLAGLER MAX YES 15 NIA 15 4.0 43 a 55 260 MIDDAY 30 MIN HEADWAY/TRUNCATE 15 4.0 40-415 62 248 52 30 TO 60 60 20 3.0 PEAK HEADWAY 20 MIN 20 3.0 40' - 41 s 62 186 i4 20 30 NO CHANGE 20 3.0 40*-- 41s 62 186 56 30 TO 60 60 30 2 0 MIDDAY 30 MIN HEADWAY 30 20 40' • 415 62 124 57 60 WA 30 2.0 PEAK/DAILY HEADWAY 30 MIN 30 2 0 4V - 41 s 62 124 62 YES 10 TO 30 15 TO 30 20 3.0 41 5 62 166 WEEKEND HEADWAY 20 MIN 10 6.0 40' • 41s 62 372 65 70 N/A 30 2.0 PEAK HEADWAY 30 MIN 30 2.0 40' - 41s 62 124 70 60 60 30 2 0 REALIGN ALONG S. BUSWAY EXT 80 1.0 40' • 44s 62 62 I 71 60 60 30 2.0 PEAK/DAILY HEADWAY 30 MIN 30 2.0 40' - 41s 62 124 j 72 30 TO 60 60 30 2.0 TRUNCATE AT MIAMI METRORAIL 30 2.4 40' - 41s 62 424 ` 73 30 TO 60 60 24 3 0 PEAK HEADWAY 20 MEN 20 3.0 40' -41s 62 186 75 30 30 EXTEND TO NE TRANSIT TERMINAL 30 2.0 40' .41s 62 124 - 372 TT YES 10 TO 20 1510 30 10 6.0 42 s 63 378 NO CHANGE 10 6.0 40' • 41s 62 246 83 L', 87 20 TO 60 30 30 60 15 30 4.0 2.0 PEAK HEADWAY 15 MIN REALIGN/NEW PALMETTO STATION 15 30 4.0 2.0 40' - 41s 40' - 41s 62 62 124 J B8 15 TO 30 30 10 60 12 5.0 PEAK HEADWAY 12 MIN 12 5.0 40' - 41s 62 310 91 60 60 30 2-0 SERVICE NEW NE TERMINAL 30 2.0 40 -41s 62 124 SOURCE'. KEITH ANO SCHNARS, P.A. N:lTRANPLANSPROJ ECT S120011167161TABL E S112MA T RMX. WK4 • • TABLE 2-I.A3 DOWNTOWN MIAMI DRI UPDATE EXISTING AND PROJECTED DIRECTIONAL TRANSIT ROUTE CAPACITY Page 2 of 2 TRANSIT 1 08•Jan-2002 CBD ADDITIONAL! SERVICE 1 YES / NO 1996 PEAK HEADWAY - - _- 1996 OFF-PEAK HEADWAY -- 2000 PEAK HEADWAY N ER OF TRANSIT VEHICLES IN PM PK HOUR ---- TRANSIT VEHICLES NUMBER OF SEATS `CRANfiIT VEHICLE LOAD @ 150% CAPACITY ROUTE PM PEAK CAPACITY 2005 RECOMMENDED SERVICE PLAN IN 2000 TOP 2005 PEAK HEADWAY NUMBER OF TRANSIT VEHICLES iN PM PK HOUR TRANS] VEHICLE SIZE 8 NUMBER OF SEATS 40' -NSIT-'-TICANSIT- VEHICLE LOAD 0150% CAPACITY 62 VEHICLE ROUTE PM PEAK CAPACITY 248 ROUTE 93 95 97 104 132 133 134 204 231 243 252 272 287 DESCRIPTION BISCAYNE MAX 27 AVE MAX TRIRAIL KOGER SHUTTLE TRIRAIL AIRPORT SHTL RIVERSIDE SHUTTLE KILLIAN KAT BUSWAY LOCAL SEA PORT SHUTTLE CORAL REEF MAX SUNSET KAT SAGA SAY MAX KAT YES YES .IaATCH 15 5 15 60 MATCH TIRAIL TRAIL 7.5 10 15 NIA N/A N/A 60 MATCH TIRAIL MATCR TIRAIL N/A 60 WA 15 15 30 30 15 30 15 20 10 20 15 4.0 4.0 2.0 2.0 4.0 2.0 4.0 3.0 6.0 333 4.0 46 5 43 S 26 s li9 65 39 276 260 156 PEAK HEADWAY 15 MIN MIDDAY SERVICE 20 MIN HDWY NO CHANGE EXTENDINEW W. KENDALL TERMINAL PEAK HEADWAY 30 MIN PEAK HEADWAY 30 MIN NO CHANGE EXTEND ROUTE NO CHANGE NEW NO CHANGE EXTEND/NEW W. KENDALL TERMINAL NO CHANGE EXTENDINEW MIA R W. KENDALL ST 15 5 15 30 30 30 15 7.5 30 15 20 10 20 15 4.0 12.0 4.0 2.0 2.0 2.0 4.0 8.0 2.0 4.0 3.0 6.0 3.0 4,0 - 415 40' - 415 40' - 415 40'-41s 40` - 41 s 40' - 415 MINI-225 MINI-22s MINI-22s MIN1-225 MINI-22s MINI-225 MINI-225 MINI-22s 450 62 62 62 62 82 33 33 33 33 28 33 28 33 565 744 248 124 124 124 132 264 66 132 84 198 84 132 5850 288 MR1 MR2 MR3 KENDALL METRORAIL 11j YES METRORAIL ]t] YES METRORAIL [1] YES YES 6 6 6 6 10.0 10.0 10.0 30.0 450 450 450 450 585 585 585 585 5850 5850 5850 5850 NORTH OVERTOWNARENA OVERTOWN ARENA- GOV CENTER GOV CENTER • BRICKELL BRICKELL- SOUTH 6 6 6 6 10.0 10.0 10.0 10.0 450 450 450 585 585 585 96 5850 5850 5850 3840 MR4 MM1 MM2 METRORAIL [1] METR&OV A METROMOVER YES YES 2 3 30.0 20.0 96 96 96 96 2880 1920 INNErt LOOP OMNI / BRIKELL LEGS 1.5 3 40.0 20.0 96 96 96 1920 NOTES' {1] METRORAIL LOAD FACTOR IS 130%. • • • Appendix D Intersection Capacity Analysis Worksheets • • 900 Biscayne Boulevard Existing Peak Hour Adjusted Background fitted Develc Future Future w Project Traffic Factor Volume Traffic W/out Project Total NE 10 Street/ Biscayne Blvd Mist Traffic y(2006) Project Traffic NB T 1989 1 1989 2029 40 2069 0 2069 1 SB T 1037 1 1037 1058 0 1058 0 1058 1 EB L 151 1 151 154 0 154 25 179 EB R 53 1 53 54 0 54 90 144 1 NE 10 Street / NE 2 Ave SB L SB T EB T EB R NE 9 Street/ Biscayne Blvd NB T NB R SB L SB T 78 603 1 1 78 80 0 80 77 157 603 615 83 698 6 704 90 1 90 92 0 92 38 130 10 1 10 10 7 17 6 23 1985 1 1985 2025 0 2025 0 2025 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1087 1 1087 1109 0 1109 90 1199 EB L 2 1 2 2 40 42 0 42 EBT 0 1 0 0 0 0 0 0 EBR 6 1 6 6 118 124 0 124 NE9Street/NE2ndAve SB L 3 1 3 3 90 93 0 93 SB T 565 1 565 576 0 576 12 588 SB R 46 1 46 47 0 47 0 47 1 EB T 5 1 5 5 49 54 0 54 EBR 4 1 4 4 0 4 0 4 • Existing Conditions • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: NE 10 STREET/ NE 2 AVE Agency: Area Type: All other areas Date: 3/23/2004 Jurisd: Ilkeriod: EXISTING PM PEAK PERIOD Year : 2004 roject ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 E/W St: NE 10 STREET N/S St: NE 2 AVE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 2 0 TR 90 10 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 78 603 12.0 Duration 0.25 Area Type: All other areas 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 S5 Left A Thru Thru A Right Right Peds Peds NB Right EB Right Ilk Right WB Right een 32.0 59.0 Yellow 4.0 4.0 All Red 1.0 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 TR 1115 3485 0.11 0.32 24.0 C 24.0 C Westbound Northbound Southbound LT • 2983 5056 0.27 0.59 10.0+ B 10.0+ B Intersection Delay = 11.8 (sec/veh) Intersection LOS = 2 HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 3/23/2004 Period: EXISTING PM PEAK Project ID: 900 BISCAYNE E/W St: NE 10 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NE 10 STREET/ BISCAYNE BLVD Area Type: All other areas Jurisd: PERIOD Year : 2004 BOULEVARD MUSP - # 04117 N/S St: BISCAYNE BOULEVARD/i3S1 SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 1 L 151 12.0 0 1 R 53 12.0 5 0 0 0 Southbound L T R 0 4 0 T 1989 12.0 0 4 0 T 1037 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 ES Left Thru Right Peds WB Left Thru Right Peds NB Right 11111 SB Right Green Yellow All Red • A A 36.0 4.0 1.0 Appr/ Lane Lane Group Grp Capacity Intersection Adj Sat Flow Rate Performance 5 6 7 8 NB Left Thru A Right Peds SB Left Thru A Right Peds EB Right WB Right 69.0 4.0 1.0 Cycle Length: 115.0 secs Summary Ratios Lane Group Approach (s) v/c g/C Delay LOS Delay LOS Eastbound L 554 R 496 Westbound Northbound 1770 1583 0.29 0.10 0.31 30.2 C 0.31 28.1 C 29.7 C 4068 6780 0.53 0.60 13.6 B 13.6 B Southbound 4068 6780 0.27 0.60 11.0 B 11.0 B Intersection Delay = 13.8 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY liIM Street: Approach Westbound Eastbound Movement 7 8 9 ! 10 11 12 L T R I L T R Analyst: DPA 4110ency/Co.: ate Performed: 3/23/2004 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NE 9 STREET/ NE 2 AVENUE jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 East/West Street: NE 9 STREET North/South Street: NE 2 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 3 565 46 Peak -Hour Factor, PHF 0.84 0.84 0.84 Hourly Flow Rate, HFR 3 672 54 Percent Heavy Vehicles -- -- 1 Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (a) Flared Approach: Exists?/Storage Lanes Configuration 0 / 5 4 0.84 0.84 5 4 1 1 0 No 1 0 TR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I TR v (vph) 3 9 C(m) (vph) 1630 457 v/c 0.00 0.02 95% queue length 0.01 0.06 Control Delay 7.2 13.0 LOS A B pproach Delay 13.0 Approach LOS B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY •Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Analyst: DPA Agency/Co.: Date Performed: 3/23/2004 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NE 9 STREET/BISCAYNE BLVD Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP # 04117 East/West Street: NE 9 STREET North/South Street: BISCAYNE BLVD 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 1985 1087 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 2089 1144 Percent Heavy Vehicles -- Median Type/Storage Undivided / RT Channelized? Lanes 2 2 Configuration T T Upstream Signal? No No Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration R 1 6 0.95 6 1 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config J i R v (vph) 6 C(m) (vph) 466 v/c 0.01 95% queue length 0.04 Control Delay 12.8 LOS B pproach Delayfit 12.8 pproach LOS B • Future without Project • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 3/23/2004 0 Period: FUTURE W/O PROJ PM PEAK PERIOD Project ID: 900 BISCAYNE BOULEVARD MUSP E/W St: NE 10 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: NE 10 STREET/ NE 2 AVE Area Type: All other areas Jurisd: Year : 2004 - # 04117 N/S St: NE 2 AVE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 2 0 TR 92 17 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 80 698 12.0 Duration 0.25 Area Type: All other areas 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 ER Right .SB Right WB Right Green 32.0 59.0 Yellow 4.0 4.0 All Red 1.0 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 TR 1106 3456 0.12 0.32 24.1 C 24.1 C Westbound Northbound Southbound LT 2985 5059 0.31 0.59 10.3 B 10.3 B Intersection Delay = 12.0 (sec/veh) Intersection LOS = B HC52000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: NE 10 STREET/ BISCAYNE BLVD Agency: Area Type: All other areas Date: 3/23/2004 Jurisd: illPeriod: FUTURE W/O PROJ PM PEAK PERIOD Year : 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 E/W St: NE 10 STREET N/S St: BISCAYNE BOULEVARD/US1 No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED INTERSECTION SUMMARY 1 0 1 L R 154 54 12.0 12.0 5 Westbound L T R 0 0 0 Northbound L T R 0 3 0 T 2069 12.0 Southbound L T R 0 3 0 T 1058 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru Thru A Right A Right Peds Peds WB Left SB Left Thru Thru A Right Right Peds Peds NB Right EB Right IIII1SB Right WE Right Green 36.0 69.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary • Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 554 1770 0.30 0.31 30.2 C 29.7 C R 496 1583 0.11 0.31 28.2 C Westbound Northbound 3051 5085 0.73 0.60 17.3 B 17.3 B Southbound 3051 5085 0.37 0.60 11.9 B 11.9 B Intersection Delay = 16.3 (see/veh) Intersection LOS = B HCS2000: tjnsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY 11111 Minor Street: Approach Westbound Eastbound Movement 7 8 9 ( 10 11 12 L T R j L T R Analyst: DPA Agency/Co.: Date Performed: 3/23/2004 Analysis Time Period: FUTURE W/O PROJ PM PEAK PERIOD Intersection: NE 9 STREET/ NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 East/West Street: North/South Street: NE 9 STREET NE 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R ( L T R Volume 93 576 47 Peak -Hour Factor, PHF 0.84 0.84 0.84 Hourly Flow Rate, HFR 110 685 55 Percent Heavy Vehicles -- 1 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (6) Flared Approach: Exists?/Storage Lanes Configuration 0 54 4 0.84 0.84 64 4 1 1 0 No 1 0 TR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 1 10 11 12 Lane Config LT I I TR v (vph) 110 68 C(m) (vph) 1630 260 v/c 0.07 0.26 95% queue length 0.22 1.02 Control Delay 7.4 23.7 LOS A C ,pproach Delay 23.7 pproach LOS C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 3/23/2004 Analysis Time Period: FUTURE W/O PROJ PM PEAK PERIOD Intersection: NE 9 STREET/BISCAYNE BLVD Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP _ # 04117 East/West Street: NE 9 STREET North/South Street: BISCAYNE BLVD 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 2025 1109 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 2131 1167 Percent Heavy Vehicles -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 2 2 Configuration T T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 42 124 0.95 0.95 44 130 1 1 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config ' 1 LR v (vph) 174 C(m) (vph) 294 v/c 0.59 95% queue length 3.52 Control Delay 33.6 LOS D pproach Delay 33.6 pproach LOS D • Future with Project • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: NE 10 STREET/ NE 2 AVE Agency: Area Type: All other areas Date: 3/23/2004 Jurisd: Period: FUTURE W PROJ PM PEAK. PERIOD Year : 2004 Project ID: 900 BISCAYNE BOULEVARD MUSE) - # 04117 E/W St: NE 10 STREET N/S St: NE 2 AVE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R I L T R L T R Southbound L T R 0 2 0 TR 130 23 12.0 0 0 0 0 0 0 0 0 3 0 LT 157 704 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 6 EB Left Thru Right Peds WB Left Thru Right Peds NB Right BGr Right Green Yellow All Red NB Left A Thru A Right Peds SB Left A Thru A Right Peds EB Right WB Right 32.0 59.0 4.0 4.0 1.0 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 TR 1107 3460 0.16 0.32 24.5 C 24.5 C Westbound Northbound Southbound LT • 2973 5039 0.34 0.59 10.6 B 10.6 B Intersection Delay = 12.7 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.ld Analyst: DPA Inter.: NE 10 STREET/ BISCAYNE BLVD Agency: Area Type: All other areas Date: 3/23/2004urisd: 111/1 Period: FUTURE W PROS PM PEAK PERIOD Year : 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 E/W St: NE 10 STREET N/S St: BISCAYNE BOULEVARD/US1 No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 1 0 1 L R 179 144 12.0 12.0 5 0 0 0 Southbound L T R 0 3 0 T 2069 12.0 0 3 T 1058 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left Thru Right Peds WB Left Thru Right Peds NB Right •SB Right Green Yellow All Red A NB Left Thru A A Right Peds SB Left Thru A Right Peds EB Right WB Right 36.0 69.0 4.0 4.0 1.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 554 1770 0.35 0.31 30.8 C 30.6 C R 496 1583 0.30 0.31 30.3 C Westbound Northbound 3051 5085 0.73 0.60 17.3 B 17.3 B Southbound T 3051 5085 0.37 0.60 11.9 B 11.9 B • Intersection Delay = 16.9 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA gency/Co_: Date Performed: 3/23/2004 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 9 STREET/ NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP # 04117 East/West Street: NE 9 STREET North/South Street: NE 2 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 93 588 47 Peak -Hour Factor, PHF 0.84 0.84 0.84 Hourly Flow Rate, HFR 110 700 55 Percent Heavy Vehicles -- -- 1 __ -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No • inor Street: Approach Westbound Movement 7 8 9 L T R Eastbound 10 11 12 L T R Volume Peak Hour Factor., PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 / 54 4 0.84 0.84 64 4 1 1 0 No 1 0 TR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 # 10 11 12 Lane Config LT I ( TR v (vph) 110 68 C(m) (vph) 1630 253 v/c 0.07 0.27 95% queue length 0.22 1.05 Control Delay 7.4 24.4 LOS AIIIIk C pproach Delay 24.4 pproach LOS C HC52000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Analyst: DPA Agency/Co.: Date Performed: 3/23/2004 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 9 STREET/BISCAYNE BLVD Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 East/West Street: NE 9 STREET North/South Street: BISCAYNE BLVD 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 2025 1199 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 2131 1262 Percent Heavy Vehicles -- -- Median Type/Storage TWLTL / 1 RT Channelized? Lanes 2 2 Configuration T T Upstream Signal? No No Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 42 124 0.95 0.95 44 130 1 1 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I i LE v (vph) 174 C(m) (vph) 274 v/c 0.64 95% queue length 3.96 Control Delay 38.5 LOS E pproach Delay 38 5 pproach LOS E • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY alyst: DPA ncy/Co.: ate Performed: 3/26/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NW 10 STREET / GARAGE DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 East/West Street: NW 10 STREET North/South Street: GARAGE DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R 1 L T R Volume 172 Peak -Hour Factor, PHF 0.85 Hourly Flow Rate, HFR 202 Percent Heavy Vehicles -- Median Type/Storage Undivided RT Channelized? Lanes 2 Configuration T I* tream Signal? No No tTinor Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 115 Peak Hour Factor, PHF 0.85 Hourly Flow Rate, HFR 135 Percent Heavy Vehicles 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config 1 R 1 v (vph) C(m) (vph) v/c 95% queue length f" ntrol Delay roach Delay 9.4 Approach LOS A 135 960 0.14 0.49 9.4 A HCS2000: Unsignalized Intersections Release 4.1d lnor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R TWO-WAY STOP CONTROL SUMMARY lyst: DPA ncy/Co.: to Performed: 3/26/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 2 AVENUE / VALET DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: 900 BISCAYNE BOULEVARD MUSP - # 04117 East/West Street: VALET DRIVEWAY North/South Street: NE 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Major Street: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 715 Peak -Hour Factor, PHF 0.85 Hourly Flow Rate, HFR 841 Percent Heavy Vehicles Median Type/Storage Undivided / RT Channelized? Lanes 2 Configuration T tream Signal? No No Volume 12 Peak Hour Factor, PHF 0.85 Hourly Flow Rate, HFR 14 Percent Heavy Vehicles 0 Percent Grade (%) 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 17 8 9 I 10 11 12 Lane Config 1 L I v (vph) 14 C(m) (vph) 594 v/c 0.02 95% queue length 0.07 c ntrol Delay 11.2 B roach Delay 11.2 Approach LOS B • Appendix E Committed Development Information • MIST TAZ 517 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Condominuim Retail General Office 516 DU 29,300 24,500 232 820 710 62% 48% 17% 119 134 18 38% 52% 83% 73 145 89 192 279 107 GROSS VEHICLE TRIPS 47% 271 I 53% 307 578 J Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 22.60% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00°/9 of Gross External Trips (1) (2) (3) 47% 47% 47% 43 61 27 53% 53% 53% 49 69 31 92 131 58 NET EXTERNAL VEHICLE TRIPS 47% 139 53% 158 297 ' I I 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 47% 47% 195 86 53% 53% 221 97 416 183 Net External Person Trips (vehicles and transit modes) 47% 281 53% 318 599 1 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 47% 38 I 53% 43 I 81 Notes (1) A 16% reduction to adjust for the difference between 1TE 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 11 (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (4) TAZ 558 includes Miami River Village and One Riverview Square • 900 Biscayne Committed Develoment Trip Assignment Segment Direction The Mist Total From To Biscayne Blvd. South of 1-395 NE 6 St. NB 80 80 SB 238 238 NE 2 Avenue South of I-395 NE 3 St. SB 183 183 •