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HomeMy WebLinkAboutTraffic Impact Analysis04/25/2005 11:07 3054444986 DAVID PLUMMERANDASSO _04/25/2005 10:39 FAX UK5 PAGE 02 I�VVL/ VVL • • April 25", 2005 Ms, Lille I. Medina, MCP Assistant Transportation Coordinator City of Miami, Offbe of the City Manager/Transportation 444 SW 2"4 Avenue (10th Floor) Miami, Florida 33130 Re: 600 Biscayne Boulevard (WO # 102) Sufficiency ncy Letter yja Fax and US Pfeil Dear Ms. Medina: Subsequent to our March 17", 2005 review comments for the subject project, we have received a revised report along with a formal response letter dated April 21', 2005, prepared by David Plummer end Associates Inc. (DPA). We have also received a copy of the revised land use summary sheet from the architect of ibis project, The 'Terre Group on April 22"4, 2005. Photocopies of the response letter and the revised land use summary sheet are attached herewith. At this time, we conclude that the revised traffic report meet all the traffic requirements and the report is found to be sufficient. Should you have any questions, please call Quazi Masood or me at 954.739,1881. Sincere UR nmuga , Sen. r Traffic Engineer AtblehMen GC: - Mr. Kevin Watbrd, Planner I. City of Miami (Fax: 305.416.1443), Mr. Jan Espbnoaa, OPA, (Fax: 305,444.408e) URS Co/demean Ls kWore Complfn al00 NW 39td Avenue, %Ate ISO Fort IAVd n *M, FL 3330a- T5 -rue 954,730.18a3 Fyn ,4.739.1789 • • 600 Biscayne Boulevard Major Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc, 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 April 2005 DPA Project #04262 • • • 600 Biscayne Boulevard .(USP 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 2.1 Data Collection 2.1.1 Roadway Characteristics 2.1.2 Traffic Counts 2.1.3 Intersection Data 2.2 Corridor Capacity Analysis 2.3 Intersection Capacity Analysis 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 4 4 4 5 5 8 10 12 4.0 FUTURE TRAFFIC CONDITIONS 13 4.1 Background Traffic 13 4.2 Committed Developments 13 4.3 Project Traffic 13 4.3.1 Project Trip Generation 13 4.3.2 Project Trip Assignment 16 4.4 Future Corridor Capacity Analysis 20 4.5 Future Intersection Capacity Analysis 20 4.6 Site Access 24 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: 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 Paget • • • 500 Biscayne Boulevard MUSE Traffic Impact Study LIST OF EXHIBITS Exhibit Page 1 Location Map 3 2 2005 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 2005 Intersection Capacity Analysis Results 10 7 Committed Development Map 14 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution 18 11 PM Peak Hour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix 21 13 Project PM Peak Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page nn 600 Biscayne Boulevard MUST' Traffic Impact Study • • • EXECUTIVE SUMMARY 600 Biscayne Boulevard is a proposed mixed use development located on Biscayne Boulevard between NE 6 Street and NE 7 Street in Miami, Florida (see Exhibit 1). The project consists of 685 residential dwelling units, and 6,500 square feet (SF) of quality restaurant. Primary access to the site (parking garage) is proposed on NE 6 and NE 7 Streets via a two-way driveway. Two drop-off areas and loading area are also proposed. Access to the loading driveways is 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 2009. The subject site is located within the boundaries of the Southeast Overtown 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 1 600 Biscayne Boulevard MUSP Traffic Impact Study • • 1.0 INTRODUCTION 600 Biscayne Boulevard is a proposed mixed use development located on Biscayne Boulevard between NE 6 Street and NE 7 Street in Miami, Florida (see Exhibit 1). The project consists of 685 residential dwelling units, and 6,500 square feet (SF) of quality restaurant. Primary access to the site (parking garage) is proposed on NE 6 and NE 7 Streets via a two-way driveway. Two drop-off areas and loading area are also proposed. Access to the loading driveways is 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 2009. The subject site is located within the boundaries of the Southeast Overtown DRI. 1.1 Study Area Consistent with the methodology of other projects in the area, the traffic study was performed for PM peak conditions. For traffic analysis purposes, the study area has been defined as I-395 to the north, SE 1 Street to the south, Miami Avenue to the west and Biscayne Bay to the east. Corridor capacity analysis was performed for Biscayne Boulevard, and NE 6 Street. Intersection capacity analysis was performed for the following intersections: NE 6 Street / Biscayne Boulevard NE 7 Street / Biscayne Boulevard NE 6 Street / NE 2 Avenue NE 7 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 • • PRIJ 1EL 7; 600 BISCAYNE BOULEVARD TRAFFIC IMPACT STUDY 'i3 LE: LOCATION MAP EXHIBIT No. 1 Page 3 600 Biscayne Boulevard 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 7 Street NE 7 Street is a two-lane two-way roadway from Miami Avenue to Biscayne Boulevard. There is on -street parking on both side of the roadway west of NE 2 Avenue. There are no posted speed limit signs within the study area. NE 6 Street NE 6 Street between NE 1 Avenue and Biscayne Boulevard is a three lane, one-way westbound roadway with no on -street parking. West of NE 1 Avenue, NE 6 Street is a two-lane one-way roadway with on -street parking on both sides 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 600Biscayne Boulevard MUS? Traffic Impact Study • 2.1.2 Traffic Counts Consistent with the methodology of other projects in the area, peak period vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix B. Exhibit 2 shows the adjusted 2005 PM peak season, peak hour traffic volumes at the study intersections. 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 NF it ST NE 10 ST NE 9 ST 395 10+ NE 8 ST _31SCAYNE EI_V 4 50 7 ST 27 9 —�►- /7 N8 6 ST 777 .�i Cr, I up Lc, N if � r I 376 562 /52 t � . 5 ST LEGEND - ONE WAY - ILLEGAL MOVE MEN T dPe 600 BISCAYNE BOULEVARD TRAFFIC IMPACT STUDY T 2005 EXISTING PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 2 Page 6 1-595 NE ST 8510 85 9 ET Lj 85 8 ST 4 NE 7 ST LLi NE 6 ST AIE 5 .ST N.T.S LEGEND gm+ - ONE WAY d a PRQ,TECT: TI7LE: 600 BISCAYNE BOULEVARD TRAFFIC IMPACT STUDY EXISTING LANE CONFIGURATION EXHIBIT No. 3 Page 7 600 Biscayne Boulevard iMIUSP 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 Erom 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 J2] Total - Metromover Ridership [2] Metromover Capacity [2] Total Transit Ridership [2] Transit Capacity [2] Biscayne Blvd. South of I-395 NE 6 St. NE 6 St. SE 1 St. NE 6 Street Biscayne Blvd. NE 1 Ave. NE 1 Ave. Miami Ave. Al..a.. NB SB NB SB WB WB 4L 3L 4L 4L 3L 2L DPA - PM DPA - PM LDPA -PM DPA -PM DPA - PM DPA - PM 2030 1335 1755 1103 1462 403 0.90 0.90 0.95 0.95 0.86 0.94 1827 1202 1667 1048 1257 379 3140 2560 3140 3140 3070 2040 748 498 677 489 0 189 1706 2486 1706 2486 0 888 0 0 0 0 0 0 0 0 0 0 0 0 47 89 91 70 214 214 960 960 960 960 2880 2880 795 587 768 559 214 403 2666 3446 2666 3446 2880 3768 [1] Peak Hour Directional Max mum Service Vo umes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit information obtained from the Downtown Miami DRI Increment II 600 Biscayne Boulevard 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 2005 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S!U Existing LOS NE 6 Street / Biscayne Boulevard S C NE 7 Street / Biscayne Boulevard U B NE 6 Street / NE 2 Avenue S B NE 7 Street / NE 2 Avenue U C Source: DPA LT— unsignalized S= signalized Note: LOS for unsignalized intersection is based on the delay ofthe stop controlled movements. age 10 • • • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Roadway Mode Transit Mode Segment Total (a) (b) (c) (d) (e) (f) (9) (h) (i) (j) (k) (I) Roadway Pers-Trip Roadway Pers-Trip Excess Total Total Pers-Trip Segment Segment Pers-Trip Segment Corridor Dir Vehicular Capacity Vehicular Volume Pers-Tnp Pers-Trip Pers-Trip Excess Pers-Trip Pers-Trip Excess Person Trip Capacity @PPV=1.6 Volume @PPVT1.4 Capacity Capacity Volume Capacity Capacity Volume Capacity vlc LOS From To (a) * 1.6 (c) * 1.4 (b) - (d) (f)-(9) (b)+(f) (d)+(g) (i)-G) 0)1(i) Ell [2] [31 [4] [5] [51 [7] Biscayne Blvd, South of 1-395 NE 6 St. NB 3140 5024 1827 2558 2466 2666 795 1871 7690 3353 4337 0.44 D SB 2560 4096 1202 1682 2414 3446 587 2859 7542 2269 5273 0.30 C NE 6 St, SE 1 St. NB 3140 5024 1667 2334 2690 2666 768 1898 7690 3102 4588 0.40 C SB 3140 5024 1048 1467 3557 3446 559 2887 8470 2026 6444 0.24 C NE 6 Street Biscayne Blvd. NE 1 Ave. WB 3070 4912 1257 1760 3152 2880 214 2666 7792 1974 5818 0.25 C NE 1Ave. Miami Ave. WB 2040 3264 379 530 2734 3768 403 3365 7032 933 6099 0.13 C Notes: [1 ] The Roadway Vehicular Capacity is obtained from Exhibit 4. {2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. {4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [6] The Total Transit Person -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C). b 600 & cayne Boulevard M{ASP Traffic Impact Study • • • 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2003 Miami -Dade County Transportation Improvement Program (TIP) and the 2025 Metro - Dade Transportation .Plan Long Range Dement, were reviewed to identify any programmed 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 rnedian opening at NE 9 Street. The lane configuration at the intersections under study does not get affected by this improvement. Page 12 6100 Biscayne Boulevard !USP Traffic Impact Study • 4.1 Background Traffic • • 4.0 FUTURE TRAFFIC CONDITIONS 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 October 31, 2004. These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. The projects in the vicinity of project X are shown in Exhibit 7. These projects size and trip generation are included in Appendix E. Traffic generated by these developments was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed developments are also included in Appendix E. Future traffic volumes were projected for the build -out year 2009. Exhibit 8 shows the projected turning movement volumes without the project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 13 NW 20 /9 S T NE 18 ST NE 1 Sr NE 17 9T NE /5 ST 5T NW NE 15 ST 14, MITT.Z. 12 ST NW 11 ST NE 14 5 /-395 NE i0S7 NE 9 .ST NE 8 Sr NE 7 57 • w Ct NE 6 NE 5 c7 ST c NE 4 5T c NE 3 ST z z NE 2 5T £ 1 5T FLAGLER SE 2 -/95 57 SE ; ST t BISCAYNE BAY LEGEND 1 - COLUMBUS OFFICE TOWER 2 - 900 BISCAYNE 3 - EVERGLADES ON THE BAY 4 - THE MIST dPa PP SECT: 600 BISCAYNE BOULEVARD TRAFFIC IMPACT STUDY ITLE COMMITTED DEVELOPMENTS EXHIBIT No. Page 14 c d £ 1—.395 NE 11 ST NE 19 ST NE 9 ST NE 8 ST BISCAYNE BLVD NE 7 ST L._ 28 3 a0 9 r 18 57 [-L. NE 6 ST 801 y 3i .30 N . T . 5 . 1 i I T 387 —� — 579 157 NE 5 ST ! 1 LEGEND - ONE WAY * - ILLEGAL MOVEMENT P O3E(-: T'T'..E: 600 BISCAYNE BOULEVARD FUTURE VVITHOUT PROJECT TRAFFIC IMPACT STUDY PEAK HOUR VEHICULAR VOLUMES EXHIBTf No. 8 Page 15 600 Biscayne Boulevard MUSP Traffic Impact Srudy • • 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 7th Edition of 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 8% 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 Project 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 USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips High -Rise Condominuim Quality Restaurant 685 DU 6,500 SF 232 931 62% 67% 164 33 38% 33% 96 16 260 49 GROSS VEHICLE TRIPS 64% 197 1 36% 112 1 309 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 8.00% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (1) (2) (3) 64% 64% 64% 32 16 20 36% 36% 36% 18 9 11 49 25 31 NET EXTERNAL VEHICLE TRIPS 64% 130 36% 74 204 1 I 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle Net External Person Trips (vehicles and transit modes) 64% 64% 64% 182 22 204 36% 36% 36% 103 13 116 286 35 320 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle [ 64% 28 1 36% 16 43 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (4) The existing site has an office building with approximately 29,90E Sg, ft. This building will be replaced with the proposed development. 600Biscayne Boulevard MUST Traffic Impact Study • • • Exhibit 10 Cardinal Distribution of Trips Cardinal Direction Distribution TAZ 519 NNE 11.86% ENE 4.42% ESE 3.19% SSE 10.09% SSW 9.91% WSW 22.74% WNW 18.58% NNW 19.20% Total 100% Page 18 NE 3 ST /E7Si 110%) r NE 6 ST NE 5 S ( 5 25X F% 45/. 20X PROJECT SITE 55 .57 N.T.S. LEGEND IN = (XXX) OUT = XXX I MI ONE WAY dPa PROJECT; 600 BISCAYNE BOULEVARD TRAFFIC IMPACT STUDY LE. PROJECT VEHICULAR TRIP ASSIGNMENT EXH113IT No. Page 19 600 Biscayne Boulevard WISP 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 2009 person -trip volume without project. The net external project person -trips were then added to get the future person -trip volumes with project. These volumes were compared to the future person -trips capacities to determined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted 2005 existing traffic to get the total year 2009 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 SIU LOS Future Without Project j LOS Future with Project NE 6 Street / Biscayne Boulevard S C C NE 7 Street / Biscayne Boulevard U B B NE 6 Street / NE 2 Avenue S B B NE 7 Street / NE 2 Avenue U C i C Source: DPA U— unsignalized S= signalized Note: LOS for unsignalized intersection is based on the delay of the stop controlled movements. LOS for signalized intersections l based on existing signal timing. Page 20 • • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) (f) (9) (h) (i) (i) (k) Existing Yr 2009 Committed 2009 Total Projected Future Future wlout Proj Project Total Future Future with Proj Corridor Dir Pers-Trip Bkg. Development Pers-Trip Transit Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pars -Trip Pers-Trip Volumes Pers-Trip Pers-Trip Volumes Capacity Capacity v/c LOS Volume Volumes Capacity v/c LOS From To 1% (b)+(c) (d)l(f) (d)+(h) (i)1i) [11 12] [3] [4] [51 [61 [4] [51 Biscayne Blvd. South of 1-395 NE 6 St. NB 3353 3454 209 3663 1494 9184 0.40 C 64 3727 9184 0.41 D SB 2269 2338 484 2822 42 7584 0.37 C 112 2934 7584 0.39 C NE 6 St. SE 1 St. NB 3102 3196 115 3311 42 7732 0.43 D 64 3375 7732 0.44 D SB 2026 2087 322 2409 1494 9964 0.24 C 29 2438 9964 0.24 C NE 6 Street Biscayne Blvd, NE 1 Ave. WB 1974 2034 0 2034 960 8752 0.23 C 102 2136 8752 0.24 C NE 1Ave. Miami Ave. WB 933 962 46 1008 940 7972 0.13 C 6 1014 7972 0.13 C Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 2009 Background Person Trip Volume is derived by applying a 1 % growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DRI Increment II [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (Exhibit 12, column e) [5] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [6] Project Person Trip Volumes are derived from Trip Generation Analysis b NE 5 ST NE7ST 4 18 4 (.39) (1) NE 6 S7 NE 5 ST 4 3.3 (26) 15 PROJECT SITE cp CD (66} Y N.T.S. LEGEND = (XX/ ) GUT = XX% 1111111* - ON U WAY 40 4 F.OJEGT_ 600 BISCAYNE BOULEVARD I TRAFFIC IMPACT STUDY T LE. PROJECT VEHICULAR TRAFFIC EXHIBIT No. 13 Page 22 �a 9• NE 7 ET 32 -- 33 Y� 2/ y 39 22 /8 j NE 5 Si 25 805 64 45 21, 357 �...._.... 579 f57 66 +r 506 NE 5 ST LEGEND ONE WAY Illegal Ivlovement 600 BISCAYNE BOULEVARD TRAFFIC IMPACT STUDY FUTURE WITH PROJECT PEAK HOUR VEHICULAR VOLUMES EXN1B17 No. 14 Page 23 600 Biscayne Boulevard MUSP Traffic Impact Study • • 4.6 Site Access Primary access to the site is proposed on NE 6 and NE 7 Street via a two-way driveway. A valet/drop-off area will be provided on NE 6 Street. A secondary service drive is accessed from NE 2 Avenue. 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 24 600 Biscayne Boulevard MUSE Traffic Impact Study • • 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of 600 Biscayne Boulevard was performed. Analysis of future (2009) 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 aprilOS.dov Page 25 • Appendix A Site Plan • o • • • Appendix B Traffic Counts & Signal Timings • Raw Traffic Counts • 0 NE 6TH STREET/PORT BOULEVARD 4 BISCAYNE BOULEVARD, MIAMI, FLORIDA COUNTED BY: E. ALVAIEE B L. PALOMINO SIGYALIEBD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 S561J 272-3255 FAX (561) 272-4381 ALL VEHICLES 6 PEDS Site Code : 00050010 Start Date: 01/25/45 File I.D. : 6ST_BISC Page : 1 BISCAYNE BOULEVARD From Borth Peds Right Thru Left Date 01/25/05 PORT BOULEVARD From Bast Peds Right Thru Left BISCAYNE BOULEVARD Fran South Peds Right Thru Left NB 6TR STREET From West Peds Right Thru Left Vehicle Total 16:00 1 10 211 0 16:15 1 5 191 0 16:30 9 13 197 0 16.4.5 1 11 116 0 Br Total 12 46 785 0 17:00 1 28 203 0 17:15 5 44 215 0 17:30 1 30 209 0 17:45 1 15 194 0 Br Total 8 117 821 0 10 9 14 _2 35 3 3 7 13 26 85 57 103 67 312 115 94 109 107 425 145 93 168 131 537 170 141 117 133 565 30 0 20 0 41 0 28 0 119 0 51 0 38 0 51 0 39 0 179 0 0 0 0 0 0 0 0 0 0 0 320 306 353 336 1315 408 456 391 401 1656 26 22 23 22 93 50 53 38 3S 176 1 5 9 0 15 5 9 3 0 16 0 0 0 2 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 0 827 694 898 788 3207 1025 1041 945 928 3939 *TOTAL* 20 163 1606 • • 61 737 1102 298 1 0 0 2971 269 1 31 0 0 0 I 7146 HE 6T8 STRSaT/PORT BOULEVARD & BISCAINE BOULEVARD, NIANI, FLORIDA COUNTED BY: E. ALVAREZ i L. PALOMINO ALIE$D TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 061) 272-3255 FAY (561) 272-4381 ALL VEHICLES i PEDS Site Cade : 00050010 Start Date: 81/25/05 File I.D. : 65T RISC Page : 2 BISCAYNE BOULEVARD From North Peds Right Thru Left Date 01/25/05 PORT BOULEVARD From East Peds Right Thru Left BISCAYNE BOULEVARD From South Peds Right Thru Left NE 6TH STREET Frog West Peds Right Thru Left Vehicle Total 20 20 163 NE 6TH STREET 269 1,102 1,534 163 • 0 0 0 0 0 0 • 31 31 • BISCAYNE BOULEVARD • 1,606 163 1,606 1,769 0 0 , 534 5,477 0 2,971 737 3,708 61 61 ALL VEHICLES & PEI1S 2,13 Intersection Total 7,146 298 1,606 0 1,904 5,144 737 737 • 1,102 2,137 1,102 f----- 3,240 • 269 • 2,971 269 BISCAYNE BOULEVARD 2,971 • 0 0 298 298 0 PORT BOULEVARD 0 0 0 0 0 RE 6TH STREET/PORT BOULEVARD & BISCAYNE BOULEVARD, HIAKI, FLORIDA COUNTED BY: E. ALVAREZ & L. PALOMIN0 SIGNALIZED 1111 BISCAYNE BOULEVARD From North Peds Right Thru Left Date 01/25/05 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DEFRAY BEACH, FLORIDA 33444 1561} 272-3255 FAI 1561) 272-4381 ALL VEHICLES 6 PEDS Site Code : 00050010 Start Date: 01/25/05 File I.D. : 6ST_HISC Page : 3 PORT BOULEVARD From East Peds Right Thru Left BISCAYNE BOULEVARD Fran South Pede Right Thru Left NE 6TH STREET From West Pads Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 01/25/05 Peak start 17:00 17:00 17:00 Volume - 117 821 0 425 565 179 0 1656 Percent - 12t Bit 0t - 361 481 151 Ot 901 Pk total 938 1169 1832 Highest 17:15 17:00 17:15 Volume - 44 215 0 - 115 170 51 0 456 Hi total 259 316 509 PEP .91 .87 .90 8 8 NEP'H STREET 176 565 117 858 • 0 0 0 0 16 0 16 117 117 BISCAYNE BOULEVARD 821 821 938 58 0 0 3,019 0 1,656 425 2,081 ALL VEHICLES & PEDS 1,16 Intersection Total 3,939 179 821 0 1,000 2,832 • 176 176 176 101 53 17:00 0 0 0 0t 0I 08 0 16:00 0 .0 0 0 0 26 26 425 425 1,169 565 1,832 - 0 • 1,656 BISCAYNE BOULEVARD 1,656 565 179 179 0 PORT BOULEVARD 0 0 0 0 0 • • 14,N\ 'Scay.kary Work raj eoLowt- et 0 Zeci HE 7111 STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: GREG RAKIREZ NOT SIGNALIZED, ER STOP TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES 1 PSDS Site Code : 00050010 Start Date: 01/25/05 File I.D, : 7STBIS_G Page : I BISCAYNE BOULEVARD Pros North Peds Right Thru Date 01/25/05 16:00 0 0 205 16:15 0 0 189 16:30 0 1 209 16:45 I 1 198 Er Total 0 2 801 17:00 0 1 220 17:15 0 4 242 17:30 0 0 229 17:45 0 0 201 Br Total 0 5 892 BISCAYNE BOULEVARD Pros South Peds Thru Left RE 7TE STREET Fros Nest Peels Right Left Vehicle Other Total Total 0 0 0 0 0 2 0 0 0 2 391 364 453 394 1602 511 531 505 510 2057 6 4 11 4 25 10 9 6 4 29 0 6 1 1 6 0 4 4 0 0 7 0 5 23 1 3 2 2 11 13 5 5 34 0 0 0 0 0 609 0 563 1 678 4 604 0 2454 5 753 799 745 720 3017 5 2 2 0 9 *TOTAL* 0 7 1693 ( 2 3659 54 1 12 • • 57 1 1 5471 14 HE 7TH STREET 6 BISCAYNE BOULEVARD KIAM I, FLORIDA COUNTED BY: GREG RAMIREZ NOT SIGNALIZED, EB STOP • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 (561) 272-3255 FAI (561) 272-4361 ALL VESICLES f PEDS Site Code : 00050010 Start Date; 01/25/05 File I,D. 7STBIS_.G Page : 2 BISCAYNE BOULEVARD From North Peds Right Thru Date 01/25/05 BISCATNE BOULEVARD Fro. South Peds Thru Left II 7TH STREET From Meet Peds Right Left Vehicle Other Total Total 0 0 7 7 BISCAYNE BOULEVARD • 1,693 1,693 11.1.1111111111=111111111111111111111111111111111111111111111111______ 1,700 NE 7TH STREET 54 0 7 61 • „ 19 0 58 57 57 1 12 • 12 0 5,360 1 3,659 0 3,660 ALL VEHICLES & PEDS Intersection Total 5,471 0 1,693 57 1,750 5,463 54 54 3, 713 • 3,659 BISCAYNE BOULEVARD 3,659 0 2 2 NF 7TH STREET i BISCAYNE BOULEVARD MIARI, FLORIDA COUNTED BY: GREG RAMIREZ NOT SIGNALIZED, BB STOP • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 {561) 272-3255 FAX (5611 272-4381 ALL VEHICLES & PEDS Site Code : 00050010 Start Date: 01j25/05 File I.D. 7STBIS_G Page : 3 BISCAYNE BOULEVARD From North Peds Right Thru Date 01/25/05 BISCAYNE BOULEVARD From South Peds Thru Left NE ITH STREET From Neat Peds Right Left Vehicle Other Total Total Peak Rour Analysis By Entire Peak start 17:00 Volume 5 892 Percent It 991 Pk total 897 Highest 17:15 Volume - 4 242 Ili total 246 PBF .91 •7TH STREET 29 0 5 ntersection for the Period: 16:00 to 18:00 an 01/25/05 17:00 17:00 - 2057 29 - 34 0 991 11 - 1001 01 2086 34 17:15 17:15 531 9 - 13 0 0 34 0 0 0 0 34 34 7 • 7 540 .97 5 4 r 13 .65 BISCAYNE BOULEVARD 8 892 892 897 0 2,954 0 2,057 0 2,057 • ALL VEHICLES & PEDS Intersection Total 3,017 0 892 34 926 3,012 • 29 29 2,086 • 2,057 BISCAYNE BOULEVARD 2,057 0 2 2 • Wti0..lM1tii tFLo(0. avw..cC<y 25 Zoo 5 dtawvl bj' .Lutis PortotAki no siara;UzP8, NB 61E STREET R AS 2ND AVENUE COI, FLORIDA COUNTED BY: TAVARES BRIGHT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDEBIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAI (561) 272-4381 ALL VEHICLES it PEDS Site Code : 00050010 Start Date: 01/25/05 File I.D. : 6ST2AVE Page : 1 NE 2HD AVENUE From North Peds light Thru Date 01/25/05 16:00 0 15 93 16:15 1 22 104 16:30 2 31 134 16:45 1 45 101 Er Total 4 120 439 17:00 0 64 17:15 0 55 17:30 0 49 17*45 2 30 Er Total 2 198 113 115 130 98 456 Left HE 6TH STREET Fro East Peds Right Thru Left HE 2ND AVENUE Fro' South Peds Right Thru Left NE 6TH STREET From Kest Peds Right Thru Left Vehicle Total 0 0 0 0 0 0 0 0 0 0 1 0 177 7 2 0 120 4 5 0 202 5 2 0 1.69 8 10 0 668 24 1 4 1 2 8 0 0 0 0 0 230 230 197 195 856 11 7 10 7 35 0 0 1 0 2 0 1 0 4 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 4 0 0 0 5 0 7 0 12 0 7 0 31 0 5 0 6 0 5 4 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 292 250 379 330 1251 418 407 386 334 1545 *TOTAL* 6 318 895 • • 0 j 18 0 1524 59 I 5 0 0 0I 51 0 0 0 j 2796 NE 6TH STREET 6 NE 2ND AVENUE MUNI, FLORIDA COUNTED BY: TAVARES WRIGHT SIGNALIZED • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 ;561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PBS Site Code : 00050010 Start Date: 01/25J05 File F.D. : 6ST2AVE Page : 2 NE 2ND AVBNUS From North Peds Right Thru Date 01125/05 NE 6TH STREET 0 1,524 318 Left NE 6TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE 6TE STREET Fron Nest Peds light Thru Left Vehicle Total 6 1,842 6 • 0 0 0 0 0 0 • 51 51 • 318 318 NE 2ND AVENUE 895 895 1,213 0 0 ,842 1,213 0 0 0 0 18 18 ALL VEHICLES & PEDS 1,58 Intersection Total 2,796 954 59 0 895 0 954 0 NE 2ND AVENUE 0 0 1,583 1,524 0 0 0 • 1,524 59 59 0 NE 6TH STREET 0 0 0 5 5 NH 6TH STREET & NE 2ND AVENUE NIANI, FLORIDA COUNTED BY: TAVARES NRIGHT SIGNALIZED • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FIX {561) 272.4111 ALL VEHICLES E PHDS Site Code : 00050010 Start Date: 01/25/05 File I.D. : 6ST2AVE Page : 3 NE 2ND AVENUE From North Pads Right Thru Left NE 6TH STREET From East Peds Right Thru Left NE 210 AVENUE From South Peds Right Thru Left Date 01/25/O5 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 01/25/05 Peak start 16:30 16:30 16:30 Volute - 202 470 0 0 831 31 0 0 Percent - 301 701 01 01 961 41 O1 01 Pk total 672 862 0 Highest 17:00 17:00 16:00 Volume - 64 113 0 0 230 11 0 0 Hi total 177 241 PHI .95 .89 3 3 106TH STREET 0 831 202 1,033 0 0 0 0 0 0 30 • 30 202 202 L 0 .0 NE 2ND AVENUE 470 0 470 0 672 t 672 ,033 0 0 0 0 NB 6TH STREET From hest Peds Right Thru Left Vehicle Total ALL VEHICLES & PEDS Intersection Total 1,534 501 31 0 470 0 501 0 NE 2ND AVENUE 86 0 (it 0 16:30 0 0 0 0t 01 0% 0 16:00 0 .0 0 0 0 12 12 0 0 862 831 0 0 0 0 0 831 31 31 0 NE 6TH STREET 3 3 0 0 0 • 1 • • c NB 7TH STREET i NB 2ND AVENUE MIA14I, FLORIDA COUNTED BY: 'HITS BONERBAU NOT SIGNALIZED, 1/1 STOP NE 2ND AVENUE From North Peds Eight Thru Left Date 01/2S/05 16:00 16:15 16:30 ;6:45 Br Total 17:00 17:15 17:30 27145 Br Total 0 1 0 0 2 0 2 6 10 108 125 167 149 549 5 3 171 2 4 184 0 8 156 1 3 120 8 18 631 6 1 2 5 14 6 9 3 6 24 TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 NE 7TH STREET Fro. Bast Peds Right Thru Left SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAX (561) 272-4361 ALL VEHICLES NH 2ND AVENUE From South Peds Right Thru Left Site Code : 00050010 Start Date: 01/25/05 File I.D. : 7ST2AVE Page : 1 NE 711 STREET From Pest Peds Right Thru Left Vehicle Total 0 0 0 2 2 1 1 0 1 4 7 4 10 4- 25 0 0 1 0 1 10 2 10 2 3 0 4 0 27 4 0 0 0 2 0 0 4 0 0 10 0 0 16 0 0 3 0 0 3 0 0 0 0 0 3 0 0 9 0 0 0 0 a o_ 0 0 0 0 O 0 4 3 3 0 129 4 3 2 0 135 9 5 1 0 188 2 4 1 0 169 19 15 7 0 621 4 6 4 0 202 1 3 3 0 215 2 6 3 0 179 1 3 1 0 137 8 18 11 0 733 *TOTAL* 9 28 1180 • • 38 1 6 0 52 25 0 0 0 27 33 18 0 I 1354 NE 7TH STREET & NE 2ND AVENUE 1[IAfI, FLORIDA COUNTED EY: REITB NONERRAG ,SIGNALIZED, $/A STOP NE 2ND AVENUE Prom North TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050010 Start Date: 01/25/05 File I.D. : 7ST2AYB Page : 2 Peds Right Thru Left Date 01/25/05 NE 7TH STREET Eros East Peds Right Thru Left N6 2ND AVENUE Fro& South Peds Right Thru Left NE 7TE STREET Pros West Peds Right Thru Lett Vehicle Total 9 9 NE 7TH STREET 0 52 80 28 • 0 0 18 28 28 NE 2ND AVENUE • 1,180 1,180 ------ 1,246 31 18 51 33 33 1 • 27 27 • 38 38 1 1,246 0 0 0 0 ALL VEHICLES Intersection Total 1,354 1,218 5 • 0 1,180 33 1,218 0 NE 2ND AVENUE 11 57 0 0 0 1 0 6 6 0 0 52 52 5 5 56 NE 7TH STREET 25 25 38 18 0 NE 7TE STREET i NE 2ND AVENUE EMI, FLORIDA COUNTED BY: RBITE KONEREAU NOT SIGNALIZED, E/W STOP NB 20D AVENUE From North NB ?TB STREET From Bast TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACE, FLORIDA 33444 (561) 272-3255 FAX (561} 272-4381 ALL VBBICLBS NE 210 AVBNSIE From South Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Date 01/25/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 01/25/05 Peak start 16:30 16:30 16:30 Vo1uIDe - 15 671 22 0 34 5 0 0 Percent - 21 951 31 0k 87k 131 0t 01 Pk total 708 39 Bighest 17:15 17:00 Volume 4 184 9 - 0 10 2 Bi total 197 12 PIP .90 .81 7 15 7 15 MMEMMIIMMEMMEMMMOMMIll I TH STREET 0 34 49 15 0 0 9 Site Code : 00050010 Start Date: 01/25/05 File I.D, : 7ST2AVB Page : 3 NE ?TB STREET From lest Peds Right Thru Left Vehicle Total 0 01 0 16:00 0 0 0 0 ,0 NE 2ND AVENUE 671 22 671 22 708 708 6 9 27 18 18 1111111111111 16 16 • 1 0 0 0 0 ALL VEHICLES Intersection Total 774 694 5 0 671 18 694 0 NE 2ND AVENUE 7 3 0 0 0 1 0 0 16:30 - 18 9 0 - 671 331 01 27 17:00 10 .68 6 4 4 0 4 0 34 34 5 5 31 NE 7TH STREET 20 20 22 9 0 • o 4) ti 41 -z 4 ,P4/ 1 1 vY' & \ t'FLOCZCI oL TaALLeXte otS 24°T. <1 atiA) teklOd ‘i (14CifS c".4.614.t:t MO te\nT 5 i (u ., 2-e.A Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 lltD File : D0125004.PRN Station : 000000012417 l terva15 minutes Start a Identification : 009601150099 Interval time : 15. Start date : Jan 25, 05 Stoptime : 24:00 00 Stop date : Jan 25, 05 : Dade City/Town : Miami, FL County Location : Biscayne Blvd South of NE 9th Street *******, **************** ***+*******************,******************************* Jan 25 Northbound Volume 02 03 04 05 06 07 -_08 --09 _-10 y11 20 7 19 23 47 131 207 218 240 310 16 12 15 17 80 145 190 215 261 363 20 15 21 23 83 168 189 216 287 290 12 11 11 35 112 190 229 259 312 313 v--- -r66 -r98 322 634 -815 --_ 908 1100 1276 End Time 00 01 ___��__- -T86 29 30 111 22 45 53 21 00 38 18 Hr Total 288 90 68 45 End Time 12 13 14 15 16 17 -_18 -R19 --20 --21 __22 Y-23 15 371 353 393 337 393 485 458 350 259 214 179 118 30 360 321 401 403 359 555 469 274 215 175 181 126 45 437 332 334 423 430 519 323 242 201 181 122 88 00 354 340 316 374 399 471 379 229 205 _175 _127 96 Hr Total 1522 1346 1444 1537 1581 2030 1629 1095 -880 745 609 428 tour Total : 20556 eak hour begins : 11:15 AM peak volume : 1337 Peak hour factor : 0.90 *PM ***********************************M **********************30 ********************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ill****************,************************************************* r********** Data File : D0125005.PRN Station : 000000012416 Identification : 000058410086 Start date : Jan 25, 05 Stop date : Jan 25, 05 City/Town : Miami, FL Location, : Biscayne Blvd South of NE 9th Street **********,**********************************, *** ** ************************** Jan 25 Northbound Volume for Lane 1 Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade End Time 00 01 15 0 0 30 1 0 45 0 0 00 0 1 Hr Total 1 1 02 03 04 05 06 07 08 09 O 0 0 0 1 1 0 1 0 0 0 0 0 0 0 O 0 0 0 0 0 1 0 O 0 0 1 1 2 0 0 0 0 0 11 1 1 0 1 3 End Time 12 13 14 15 - 17 18 15 0 0 0 1 1 1 30 0 0 1 0 1 0 1 45 0 0 1 0 1 1 0 00 0 1 0 1 0 0 Hr Total 1 0 2 1 4 2 2 19 0 0 1 0 20 21 22 23 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 Maur Total eak hour begins : 08:30 AM peak volume : 3 Peak hour factor : 0.75 PM peak hour begins : 16:00 PM peak volume : 4 Peak hour factor : 1.00 *************,************,*****,****,**************************************** Jan 25 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 T 15 22 18 19 _--4 6 - 33 --94 234 416 435 314 276 30 39 14 20 11 10 46 145 279 433 426 357 272 45 28 11 10 14 13 56 179 350 452 449 345 289 00 27 11 14 13 38 122 222 396 471 393 291 293 Hr Total 116 54 63 42 67 257 640 1259 1772 1703 1307 1130 End Time 12 13 14 15 16 17 18 19 20 21 22 23 -- 15 341 349 284 237 222 233 215 136 103 102 79 74 30 301 316 281 262 198 274 194 118 107 83 77 46 45 341 296 249 240 219 245 179 129 112 77 87 50 00 329 322 268 246 223 198 171 115 93 88 74 40 - Hr Total 1312 1283 1082 985 -862 950 759 498 415 350 317 210 24 Hour Total : 17433 AM peak hour begins : 08:15 AM peak volume : 1791 Peak hour factor : 0.95 PM peak hour begins : 12:30 PM peak volume : 1335 Peak hour factor : 0.96 *********************,rat***************.***************************************** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 Ilk********** ****************** ***************************,tom***************** File : D0125003.PRN Station : 000000012415 Identification : 000058410087 Interval : 15 minutes Start date : Jan 25, 05 Start time : 00:00 Stop date : Jan 25, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Blvd South of NE 3rd Street ***, *************************** **.******************************************** Jan 25 Northbound Volume. End Tirne 00 01 15 30 45 00 70 31 53 20 48 24 30 19 Hr Total 201 94 02 03 04 17 24 20 11 72 10 13 9 20 8 8 11 8 38 49 05 06 07 08 09 10 11 27 62 184 201 252 276 325 23 123 189 242 233 278 317 50 141 238 233 263 320 280 79 160 244 251 306 313 308 179 486 855 927 1054 1187 1230 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - 15 341 316 376 332 �346 426 394 325 221 198 160 119 30 374 358 363 328 379 480 414 245 191 169 154 106 45 384 378 299 335 385 422 270 232 173 153 111 84 00 299 276 310 359 386 427 403 229 198 149 125 92 Er Total 1398 1328 1348 1354 1496 1755 1481 1031 783 669 550 401 22 our Total : 19966 eak hour begins : 11:30 AM peak volume : 1303 Peak hour factor : 0.85 PM peak hour begins : 17:00 PM peak volume : 1755 Peak hour factor : 0.91 ********************************************,********************************** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 4110 Volume Report with 24 Hour Totals Page 1 Data File : D0125006.PRN Station : 000000012414 Identification : 000058410100 Interval •: 15 minutes Start date : Jan 25, 05 Start time : 00:00 Stop date : Jan 25, Stop : 24:00 City/Town : Miami, FL Location : Biscayne Blvd South of NE 3rd Street ******************************************************************************* Jan 25 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 15 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 Hr Total 0 0 0 0 0 0 0 End Time 12 13 14 15 15 0 0 0 0 30 0 0 0 0 45 0 0 0 0 00 0 0 0 0 Hr Total 0 0 0 0 16 0 0 0 0 0 17 18 O 0 O 0 O 0 O 0 0 0 08 09 10 11 O 0 0 0 O 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 19 20 21 O 0 0 O 0 O 0 O 0 0 0 0 0 0 0 22 23 0 0 0 0 0 0 0 0 0 0 Alrour Total : 0 eak hour begins : AM peak volume : Peak hour factor : PM peak hour begins : PM peak volume : Peak hour factor : ******************************************************************************* Jan 25 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 15 48 21 16 6 8 23 40 30 69 18 19 11 11 29 70 45 32 12 14 9 8 34 75 00 22 16 15 11 21 58 95 Hr Total 171 67 64 37 48 -144 280 672 1124 1149 978 975 07 08 09 10 11 120 147 182 223 240 318 248 281 271 258 291 296 241 312 264 231 249 233 238 255 End Time 12 13 14 15 16 17 18 19 20 15 238 253 275 260 249 276 292 195 131 30 259 256 246 240 241 270 244 158 124 45 271 242 240 248 264 292 215 165 147 00 248 264 213 230 242 249 210 145 141 21 22 23 111 128 81 111 113 60 118 103 66 115 87 39 Hr Total 1016 1015 974 978 996 1087 961 663 543 455 431 246 24 Hour Total : 15074 AM peak hour begins : 08:15 AM peak volume : 1202 Peak hour factor : 0.94 PM peak hour begins : 17:15 PM peak volume 1103 Peak hour factor : 0.94 ************************ ***************************************************** • Jan 25 411 Data File Station Identification Start date Stop date City/Town Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 D0125001.PRN : 000000012413 : 000058410150 : Jan 25, 05 : Jan 25, 05 : Miami, FL Location : NE 6th Street West of NE 1st Avenue *************************************************r***** Westbound Volume Interval Start time Stop time County : 15 minutes : 00:00 : 24:00 : Dade ************************* End Time 00 15 11 30 6 45 2 00 4 01 02 0 4 1 2 Hr Total 23 7 2 3 0 2 03 04 1 0 2 1 0 2 2 10 05 06 5 14 10 10 14 16 30 21 07 08 09 10 11 29 35 43 46 7 5 13 39 81 153 43 56 44 58 48 51 53 79 57 68 51 65 43 93 52 62 191 268 200 264 End Time 12 13 14 15 16 17 15 68 60 103 71 30 80 57 63 62 45 80 52 74 86 00 90 69 75 64 Hr Total. 318 238 315 283 106 68 102 96 107 98 69 93 18 107 103 75 63 372 367 348 19 20 21 22 23 69 57 27 60 32 23 44 35 36 54 23 26 227 147 112 24 15 6 4 19 9 5 8 54 36 AlVour Total : 4068 eak hour begins : 11:30 AM peak volume : 275 Peak hour factor : 0.86 PM peak hour begins : 16:30 PM peak volume : 403 Peak hour factor : 0.94 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 1111 Volume Report with 24 Hour Totals Page 1 ***************************************************************************** a File : D0125002.PRN Station : 000000012412 Identification : 009601150098 Interval : 15 minutes Start date : Jan 25, 05 Start time : 00:00 Stop date : Jan 25, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 6th Street West of NE 2nd Avenue ******************************************************************************* Jan 25 Westbound Volume End Time 00 01 02 --03 -_04 -r05 _06 l--_ 07 -_08 -�09 10 --11 15 11 0 3 2 0 7 12 95 337 167 186 204 30 11 4 3 2 1 15 22 122 228 201 142 173 45 7 0 1 1 4 8 60 210 195 254 161 176 00 6 5 1 3 12 18 77 237 188 268 163 193 --_F Hr Total 35 9 ---8 8 -T17 48 171 664 948 890 652 746 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 241 211 248 231 270 423 251 104 52 30 36 21 30 234 175 192 210 256 382 214 90 43 35 32 11 45 235 156 212 206 365 333 148 60 43 38 33 23 00 261 209 212 229 292 298 114 73 26 20 19 13 Hr Total 971 751 864 876 1183 1436 727 327 164 123 120 68 2iour Total : 11806 eak hour begins : 07:30 AM peak volume : 1012 Peak hour factor : 0.75 Pl peak hour begins : 16:30 PM peak volume : 1462 Peak hour factor : 0.86 ******************************************************************************* • • Adjusted Traffic Counts • • Print Date: Jun/09/2004 Florida Department of Transportation Transportation Statistics Office 2003 Peak Season Factor Category Report MIAMI-DADE SOUTH MOO = 0.99 Category: 8701 • • • Week Dates SF PSCF * 1 01/01/2003 - 01/04/2003 0.98 0.99 * 2 01/05/2003 - 01/11/2003 1.00 1.01 * 3 01/12/2003 - 01/18/2003 1.01 1.02 * 4 01/19/2003 - 01/25/2003 1.00 1.01 * 5 01/26/2003 - 02/01/2003 1.00 1.01 * 6 02/02/2003 - 02/08/2003 0.99 1.00 * 7 02/09/2003 - 02/15/2003 0.98 0.99 * 8 02/16/2003 - 02/22/2003 0.98 0.99 * 9 02/23/2003 - 03/01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 1.00 * 11 03/09/2003 - 03/15/2003 0.99 1.00 * 12 03/16/2003 - 03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 14 03/30/2003 - 04/05/2003 1.00 1.01 15 04/06/2003 - 04/12/2003 1.00 1.01 16 04/13/2003 - 04/19/2003 1.00 1.01 17 04/20/2003 - 04/26/2003 1.00 1.01 18 04/27/2003 - 05/03/2003 1.00 1.01 19 05/04/2003 - 05/10/2003 1.00 1.01 20 05/11/2003 - 05/17/2003 1.00 1.01 21 05/18/2003 - 05/24/2003 1.00 1.01 22 05/25/2003 - 05/31/2003 1.00 1.01 23 06/01/2003 - 06/07/2003 0.99 1.00 24 06/08/2003 - 06/14/2003 0.99 1.00 25 06/15/2003 - 06/21/2003 0.99 1.00 26 06/22/2003 - 06/28/2003 1.00 1.01 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/12/2003 1.01 1.02 29 07/13/2003 - 07/19/2003 1.02 1.03 30 07/20/2003 - 07/26/2003 1.02 1.03 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08/09/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1.02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.02 1.03 38 09/14/2003 - 09/20/2003 1.02 1.03 39 09/21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 - 10/04/2003 1.01 1.02 41 10/05/2003 - 10/11/2003 1.00 1.01 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 10/25/2003 1.00 1.01 44 10/26/2003 - 11/01/2003 1.00 1.01 45 11/02/2003 - 11/08/2003 1.00 1.01 46 11/09/2003 - 11/15/2003 1.00 1.01 47 11/16/2003 - 11/22/2003 1.00 1.01 48 11/23/2003 - 11/29/2003 0.99 1.00 49 11/30/2003 - 12/06/2003 0.99 1.00 50 12/07/2003 - 12/13/2003 0.98 0.99 51 12/14/2003 - 12/20/2003 0.98 0.99 52 12/21/2003 - 12/27/2003 1.00 1.01 53 12/28/2003 - 12/31/2003 1.01 1.02 Note: "*" indicates peak season week Page 2 • • • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS 600 Biscayne Boulevard NE 6 Street and Biscayne Boulevard Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 04262 1/25/05 Tuesday Biscayne Boulevard NE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL " L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 26 320 0 346 0 211 10 221 0 0 0 0 30 145 85 260 827 04:16 PM 04:30 PM 22 306 0 328 0 191 5 196 0 0 0 0 20 93 57 170 694 04:30 PM 04:45 PM 23 353 0 376 0 197 13 210 0 0 0 0 41 168 103 312 898 04:45 PM 05:00 PM 22 336 0 358 0 186 18 204 0 0 0 0 28 131 67 226 788 05:00 PM 05:15 PM 50 408 0 458 0 203 28 231 0 0 0 0 51 170 115 336 1,025 05:15 PM 05:30 PM 53 456 0 509 0 215 44 259 0 0 0 0 38 141 94 273 1,041 05:30 PM 05:45 PM 38 391 0 429 0 209 30 239 0 0 0 0 51 117 109 277 945 05:45 PM 06:00 PM 35 401 0 436 0 ._. 194 15 209 0 0 0 0 39 137 107 283 928 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Biscayne Boulevard NE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 137 1515 0 1,652 0 819 83 902 0 0 0 0 152 562 376 1,090 3,644 PEAK HOUR FACTOR 0.80 0.85 N/A 0.80 0.95 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.02 6 st biscayne btvd.xls • • • DAVID PLUMMER b A5SOCIATEs, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS 600 Biscayne Boulevard NE 7 Street and Biscayne Boulevard Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 04262 1125105 Tuesday Biscayne Boulevard NE 7 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL LR ' T R TOTAL L- T- R^ TOTAL L T TOTAL' L T w T R TOTAL 04:00 PM 04:15 PM 6 391 0 397 w 0 a 205 0 205 1 a 0 6 7 0 0 0 0 609 04:15 PM 04:30 PM 4 364 0 368 0 189 0 189 0 0 6 6 0 0 0 0 563 04:30 PM 04:45 PM 11 453 0 464 0 209 1 210 0 0 4 4 0 0 0 0 678 04:45 PM 05:00 PM 4 394 0 398 0 198 1 199 0 0 7 7 0 0 0 0 604 05:00 PM r 05:15 PM 10 511 0 521 0 220 1 221 e 0 0 11 11 .�. 0 0 0 0 753 05:15 PM 05:30 PM 9 531 0 540 0 242 4 246 0 0 13 13 0 0 0 0 799 05:30 PM 05:45 PM 6 505 0 511 0 229 0 229 0 0 5 5 0 0 0 0 745 05:45 PM 06:00 PM 4 510 -. 0 514 0 201 0 201 _ 0 0 5 5 0 0 0 0 720 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Biscayne Boulevard NE 7 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL r L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 28 1866 0 1,894 0 863 4 867 1 0 29 30 0 0 0 0 2,790 PEAK HOUR FACTOR 0.86 0.86 0.56 NIA 0.94 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.02 ' Illegal movement 7 st_biscayne blvd.xis • • • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS 600 Biscayne Boulevard NE 6 Street and NE 2 Avenue Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 04262 1/25/05 Tuesday NE 2 Avenue NE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TOTAL' 0 GRAND TOTAL L T R TOTAL L T R TOTAL a L T R TOTAL L T R v �mm04:15 04:00 PM _ PM 0 0 0 A 0 e 0 M 93 15 108 0 0 0 0 9 7 177 0 184 292 04:15 PM 04:30 PM 0 0 0 0 0 104 22 126 0 0 0 0 4 120 0 124 250 04:30 PM 04:45 PM 0 0 0 0 0 134 38 172 0 0 0 0 5 202 0 207 379 04:45 PM 05:00 PM 0 0 0 0 0 108 45 153 0 0 0 0 8 169 0 177 330 05:00 PM 05:15 PM 0 0 0 0 0 113 64 177 0 .. 0 , 0 0 11 230 0 241 418 05:15 PM 05:30 PM 0 0 0 0 0 115 55 170 T O 0 0 0 7 230 0 237 407 05:30 PM 05:45 PM 0 0 0 0 0 130 49 179 0 0 0 0 10 197 0 207 386 05:45 PM 06:00 PM 0 0 0 0 0 98 30 128 0 0 0 0 7 199 0 206 334 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NE 2 Avenue NE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 0 0 l 0 0 0 456 162 619 0 0 0 0 30 777 0 807 1,426 PEAT( HOUR FACTOR N/A 0.85 N/A 0.82 0.92 Note: 2002 FOOT Seasonal Weekly Volume Factor = 1.02 6 st 2 ave.xls • • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS 600 Biscayne Boulevard NE 7 Street and NE 2 Avenue Traffic Survey Specialists, Inc. Project Number: 04262 Count Date: 1125105 Day of Week: Tuesday NE 2 Avenue NE 7 Street TIME INTERVAL ae NO THBOUNO SOUTHBOUND ° EASTBOUND WESTBOUND TOTAL' GRAND TOTAL L w T R TOTAL L T R T TOTAL L T R TOTAL L T R 04:00 PM 04:15 PM 0 0 0 0 , 6 108 2 116 0 3 3 6 0 7 0 7 129 04:15 PM 04:30 PM 0 0 0 0 1 125 0 126 0 2 3 5 0 4 0 4 135 04:30 PM 04:45 PM 0 0 0 0 2 167 2 171 0 1 5 6 1 10 0 11 188 04:45 PM 05:00 PM 0 0 0 0 5 149 6 160 0 1 4 5 0 4 0 4 169 05:00 PM 05:15 PM 0 0 0 v 0 6 171 3 180 0 4 6 10 2 10 0 12 202 05:15 PM 05:30 PM 0 0 0 0 9 184 4 197 0 3 3 6 2 10 0 12 215 05:30 PM 05:45 PM 0 0 0 0 3 156 8 167 0 3 6 9 0 3 0 3 179 05:45 PM 06:00 PM 0 0 0 0 6 120 3 129 0 1 3 4 0 4 0 4 137 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NE 2 Avenue NE 7 Street TIME INTERVAL NORTHBOUND T SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 0 0 0 0 19 602 14 635 0 9 17 26 3 27 0 29 691 PEAK HOUR FACTOR N/A 0.79 0.64 0.59 0.90 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.02 7 st 2 ave.xls • • • ❑AVID PLLMMER &ASSOCIATES, NC, 24-HOUR COUNTS Project Name: 600 Biscayne Boulevard Location: Biscayne Blvd South of NE 9 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 114 2nd 1/4 3rd 114 4th 1/4 TOTAL 12:00AM 86 111 , 53 38 { 288 01:00 AM 29 22 21 18 90 02:00 AM 20 16 20 12 68 03:00 AM 7 12 15 11 45 04:00 AM 19 15 21 11 66 05:00 AM 23 17 23 35 98 08:00 AM 47 80 83 112 322 07:00 AM 131 145 168 190 634 08:00 AM 207 190 189 229 815 09:o0 AM 218 215 216 259 908 10:00AM 240 261 287 312 ! 1,100 11:OOAM 310 363 290 313 1,276 12;00 PM 371 360 437 354 i 1,522 01:00 PM 353 321 332 340 1,346 ,, 02:OOPM 393 401 334 316 € 1,444 nano Pm 337 403 423 374 1,537 04:00 PM 393 359 430 399 ` 1,581 05:00 PM 485 555 519 471 2,030 08:00 PM 458 469 323 379 1,629 07:00PM 350 274 242 229 1,095 08:00 PM , 259 215 201 205 880 09:00 PM 214 175 181 175 745 10;00 PM , 179 181 122 127 609 t 11:OO PM 118 126 , 88 96 428 24-HOUR TOTAL 20,556 AM Peak Hour: PM Peak Hour. NORTHBOUND Project No.: Count Date: BEGIN TIME _ SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4_TOTAL 12:00 AM L. 22 39 28 27 116 01:00 AM.., 18 14 11 11 54 02:00 AM 19 20 10 14 63 03:00 AM 4 11 14 13 42 04:00 AM i 6 10 13 38 67 05:00 AM 33 46 56 122 257 06:00 AM 94 145 179 222 640 07:OOAM 234 279 350 396 1,259 08:00 AM 416 433 452 471 1,772 09:00 AM 435 426 449 393 1,703 10:00 AM 314 357 345 291 1,307 11:00 AM 276 272 289 293 1,130 12:00 PM 341 301 341 329 1,312 01:00 PM 349 316 296 322 1,283 02:00 PM 284 281 249 268 1,082 03:00 PM 237 262 240 246 985 04;00 PM 222 198 219 223 862 05:00 PM 233 274 245 198 950 08:00 PM 215 194 179 171 759 07:00 PM 136 118 129 115 498 08:00 PM 103 107 112 93 415 09:00 PM 102 83 77 88 350 10:00 PM 79 77 87 74 317 '. -moo PM r 74 46 50 40 210 '. 124•HOUR TOTAL a 17,433 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 1,481 Time: 05:00 PM Volume: 2, 030 AM Peak Hour: PM Peak Hour: 04282 1/25/06 TWO-WAY TOTAL 404 144 131 87 133 355 962 ,893 2,587 2,611 2,407 2,406 2,834 2,629 2,526 2,522 2,443 2,980 2,388 1,593 1,295 1,095 926 638 37,989 AM Peak Hour. Time: 08:15 AM Volume: 1,791 PM Peak Hour: lime: 12:30 PM Volume: 1,335 NORTHBOUND AND SOUTHBOUND Time: 11:45 AM Volume: 2,757 K-factor: 7,3% PHF: 0.89 D-factor: 53.7% NB Time: 05:00 PM Volume: 2,980 K-factor: 7.8% PHF: 0.90 D-factor: 68.1% NB biscayne_south_9 st.xls • • • DAVID PLUMMER &ASSOCIATES, INC. 24-HOUR COUNTS Project Name: 601E Biscayne Boulevard Location: Biscayne Blvd South of NE 3 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 114 3rd 1/4' 4th 1/4 TOTAL 12:00 AM ; 70 53 48 30 201 01:00 AM i 31 20 24 19 94 02:00 AM 17 24 20 11 72 03:00 AM 10 9 8 11 38 04:00 AM 13 20 8 8 49 05:00 AM 27 23 50 79 179 06:00 AM 62 123 141 160 486 07:00 AM 184 189 238 244 655 108:00 AM ? 201 242 233 251 927 09:00 AM i 252 233 263 306 1,054 10:00AM 276 278 320 313 1,187 11:00 AM ? 325 317 280 308 1,230 12:00PM 341 374 384 299 1,398 01:00PM 316 358 378 276 1,328 02:00 PM 376 363 299 310 1,348 03:00 PM 332 328 335 359 1,354 04:00 PM 346 379 385 386 1,496 05:00 PM ' 426 480 422 427 1,755 08:00PM E 394 414 270 403 1,481 07:00 PM 325 245 232 229 1,031 08:00 PM E 221 191 173 198 783 09:00 PM 198 169 153 149 669 10:00 PM ; 160 154 111 125 550 11:00 PM 119 106 84 92 401 24-HOUR TOTAL 19 966 AM Peak Hour. PM Peak Hour. NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4' TOTAL. 12:00 AM ., 48 69 32 22 171 01:00 AM 21 18 12 16 67 02:00 AM 16 19 14 15 64 03:00 AM 6 11 9 11 , 37 04:00 AM 8 11 8 21 48 05:00 AM 23 29 34 58 144 08:00 AM . 40 70 75 95 280 07:00 AM 120 147 182 223 672 0e:00 AM , 240 281 291 312 1,124 l 09:OO AM 318 271 296 264 1,149 . 10:00 AM 248 258 241 231 978 11:00 AM + 249 233 238 255 i 975 • 12:00 PM 238 259 271 248 1,016 01:00 PM 253 256 242 264 1,015 , 02:00 PM 275 246 240 213 974 03:00 PM 260 240 248 230 978 04:00 PM 249 241 264 242 ' 996 ; 05:00 PM 4 276 270 292 249 . 1,087 i 08:00 PM 292 244 215 210 ' 961 a 07:00 PM 195 158 165 145 663 / 08:00 PM ,. 131 124 147 141 543 09:00 PM 111 111 118 115 455 10:00 PM E 128 113 103 87 431 ' 11:00 PM [ 81 60 66 39 246 24-HOUR TOTAL. 4 15,074 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 1,407 Time: 05:00 PM Volume: 1,755 AM Peak Hour: PM Peak Hour: AM Peak Hour, PM Peak Hour. NORTHBOUND AND SOUTHBOUND 04262 1126/06 TWO-WAY TOTAL 372 161 136 75 97 323 766 1,527 2,051 2,203 2,165 2,205 2,414 2,343 2,322 2,332 2,492 2,842 2,442 1,694 1,326 1,124 981 647 35,040 Time: 08:15 AM Volume: 1,202 Time: 05:15 PM Volume: 1,103 Time: 11:45 AM Volume: 2,430 K-factor: 6.9% PHF: 0.93 0-Factor: 57.9% NB Time: 05:00 PM Volume: 2,842 K-factor: 8.1% PHF: 0.95 D-factor: 61.8% NB biscayne_south_3 st.xls • • DAVID PLUMMER & ASSOCSATES, INC. 24-HOUR COUNTS Project Name: BOO Biscayne Boulevard Location: NE Street West of NE 1 Avenue Observer: Traffic Survey Specialists, Inc. BEGIN EASTBOUND TIME ; 1st 114 12;00 AM 0 01:00AM 0 02:00 AM 0 03:00 AM 0 04:00 AM 0 05:00 AM 0 0e:00 AM 0 07:00 AM 0 08:00 AM 0 09:00 AM 0 10:00 AM 0 11:00 AM 0 12:00 PM 0 01:00PM 0 02:00 PM ; 0 03:00 PM 0 04:00 PM 0 05:00 PM 0 08:00 PM 0 07:00 PM 0 08:o0 PM 0 09:00 PM • 0 10:00 PM ! 0 11.00PM 0 2nd 1/4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3rd 114 4th 1/4 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 a 0 O 0 O 0 O 0 O 0 a 0 O 0 O 0 O 0 O 0 O 0 O 0 0 0 0 0 O 0 r24-HOUR TOTAL 1 EASTBOUND TOTAL 0 0 0 0 0 0 0 0 0 fl 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 Project No.: Count Date: BEGIN T1ME i WESTBOUND 1st 1/4 2nd 114 3rd 114 4th 1/4 TOTAL 12:00 AM : 11 6 2 4 23 01:00AM ; 0 4 1 2 7 02:00 AM ; 2 3 0 2 7 03:00 AM 1 2 0 2 5 04:00 AM ' 0 1 2 10 13 05:00 AM I 5 14 10 10 39 08:00 AM 14 16 30 21 81 07:00 AM 29 35 43 46 153 , 08:oO AM 43 48 57 43 191 09:00 AM 56 51 . 68 93 268 10:00 AM ; 44 53 51 52 200 11:00 AM 3 58 79 65 62 264 12:00 PM - 68 80 80 90 318 01:00 PM 60 57 52 69 238 02:00 PM ' 103 63 74 75 315 03:00 PM 71 62 86 64 283 04:00 PM f 106 68 102 96 372 05:00 PM 1 107 98 69 93 367 0800 PM ' 107 103 75 63 348 07:00 PM 69 60 44 54 227 0$:00 PM '. 57 32 35 23 147 09:00 PM i 27 23 36 26 112 10:00 PM 3 24 6 19 5 54 11:00 PM i 15 4 9 8 36 24HOUR TOTAL 4,068 DAILY TRAFFIC COUNT SUMMARY 04262 1/25105 TWO-WAY, TOTAL 23 7 7 5 13 39 81 153 191 268 200 264 318 238 315 283 372 367 348 227 147 112 54 36 4,068 AM Peak Hour. Time: 12:00 AM Volume: 0 AM Peak Hour Time: 11:45 AM Volume: 290 PM Peak Hour, Time: 12:00 PM Volume: 0 PM Peak Hour. Time: 04:30 PM Volume: 403 AM Peak Hour: PM Peak Hour: EASTBOUND AND WESTBOUND Time: 11:45 AM Volume: 290 Mactor: 7.1 % PHF: 0.91 D-factor: 100.0% We Trme: 04:30 PM Volume: 403 K-factor: 9.9% PHF; 0.94 D-factor: 100.0% WB 6 st west 1 ave.xis • • • DAVID PWMMER A ASSOCIATES, IC. 24-HOUR COUNTS Project Name: 600 Biscayne Boulevard Location: NE 6 Street West of NE 2 Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME 12:00 AM 01;00 AM 02:00 AM 03:00 AM 04:00 AM f 05:00 AM 06:00 AM 07:00 AM 08:00 AM 09:00 AM 10:00 AM 11:00 AM `12:00PM 01:00 PM 02:00 PM ? 03:00 PM y 04:00 PM ' 05:00 PM EASTBOUND lst 1/4 2nd 1/4, 3rd 1/4 0 0 0 0 0 0 0 0 0 0 0 0 ❑ 0 0 O 0 0 O 0 0 0 0 0 O 0 0 0 0 0 O 0 0 ❑ 0 O 0 0 0 0 O 0 0 0 0 0 0 0 0 4th 1/4y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 PM 07:00 PM 08:00 PM r 09:00 PM 10:CO PM 11:00 PM O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 24-HOUR TOTAL EASTBOUND 0 0 0 0 0 0 0 Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4-3rd 1/4 4th 1/4 TOTAL 12:00 AM 11 11 7 6 35 01:co AM 0 4 0 5 9 02:00 AM 3 3 1 1 8 03'00 AM 2 2 1 3 8 04:CO AM 0 1 4 12 17 05:00 AM 7 15 8 18 48 08:00 AM 12 22 60 77 171 07:00 AM 95 122 210 237 664 08:00 AM 337 228 195 188 948 09:00 AM 167 201 254 268 890 10:00 AM 186 142 161 163 652 11:00AM 204 173 176 193 746 12:00 PM 241 234 235 261 971 01:0o PM 211 175 156 209 751 02:00 PM 248 192 212 212 864 03:00 PM 231 210 206 229 878 04:00 PM 270 256 365 292 1,183 05:00 PM 423 382 333 298 1,436 0e:00 PM 251 214 148 114 727 07:00 PM 104 90 60 73 327 08:00 PM 52 43 43 26 164 09:00 PM 30 35 38 20 ,. 123 10:00 PM 4.. 38 32 33 19 120 11:00 PM 21 11 23 13 68 24-HOUR TOTAL . 11,806 DAILY TRAFFIC COUNT SUMMARY 04262 1/25/05 TWO -WA TOTAL 35 9 8 8 17 48 171 664 948 890 652 746 971 751 864 876 1,183 1,436 727 327 164 123 120 68 11.806 AM Peak Hour. lime: 12:00 AM Volume: 0 AM Peak Hour, Time: 07:30 AM Volume: 1,012 PM Peak Hour. Time: 12:00 PM Volume: 0 PM Peak Hour, Time: 04:30 PM Volume: 1,482 AM Peak Hour: PM Peak Hour EASTBOUND AND WESTBOUND Time: 07:30 AM Volume: 1,012 K-factor: 8.6% PHF: 0.75 D-factor: 100.0% WB Trme: 04:30 PM Volume: . 1,462 if -factor 12.4% PHF: 0.86 D-factor: 100.0% WB 6 st_west 2 aveids • Signal Timings • • • • Signal Timings PATTERN SCHEDULE FOR 3241 US1 &NE 6ST WB-PORT BL FOR DAY # 4 (SECTION 2) TIME PT OFF NSW F Y R NL Y R WW F G Y R S Y M CYC MIN: 30 6 5 15 1 0 20 8 39 6 4 1 5 4 1 7 15 1 4 3 90EARLY NI 30 23 8 39 6 4 1 5 4 1 7 15 1 4 3 90LATE NIT 530 22 8 39 6 4 1 5 4 1 7 15 1 4 3 90NITE 6/0 600 9 16 39 6 4 1 5 4 1 7 15 1 4 3 90AVERAGE 720 8 36 40 6 4 1 10 4 1 7 15 5 4 3 100AM PEAK 930 17 16 40 6 4 1 10 4 1 7 15 5 4 3 100MID-DAY 1545 11 28 35 6 4 1 5 4 1 7 15 15 4 3 100PM PEAK 1800 12 12 35 6 4 1 5 4 1 7 15 5 4 3 90POST PM 2100 18 16 35 6 4 1 5 4 1 7 15 5 4 3 90BAYSIDE 2300 20 8 39 6 4 1 5 4 1 7 15 1 4 3 90EARLY NI PATTERN SCHEDULE FOR 3337 NE 2 AVE & 6 ST FOR DAY # 4 (SECTION 25) TIME PT OFF SW F Y WW F Y 8 Y M CYC MIN: 7 6 7 6 0 23 0 26 6 4 14 6 4 60LATE NIG 600 13 12 26 6 4 14 6 4 60NITE 0/1 630 7 4 24 6 4 16 6 4 60PRE AM M 720 8 8 48 6 4 22 6 4 90AM PEAK 930 9 11 27 6 4 43 6 4 90MID-DAY 1130 10 11 27 6 4 43 6 4 90MID-DAY 1345 9 11 27 6 4 43 6 4 90MID-DAY 1545 11 23 40 6 4 40 6 4 100PM PEAK 1800 12 6 48 6 4 22 6 4 90POST PM 1900 13 12 26 6 4 14 6 4 60NITE 0/1 2300 23 0 26 6 4 14 6 4 60LATE NIG • Appendix C FDOT's Quality/LOS Handbook Generalized Tables 0 & Downtown Miami DRI Increment II Transit Ridership • • o • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE [1] PERSON TRIP LEVEL OF SERVICE A B 1 C I D I E _ A J 8 ( C ] D T NON -STATE ROADWAYS Major City/County Roadways 1 LU 0 0 480 : 760 810 0 0 0.59 0.94 1.00 2LD 0 0 _ 1120 1620 1720 0 _ 0 0.65 0.94 1.00 3L0 0 0 1740 2450 2580 0 0 0.67 0.95 1.00 Ail -WAY 0 0 2090 2940 3090 0 0 0.68 0.95 1.00 mm Other Signalized Roadways 1 LU 0 0 250 530 r 660 0 0 0.38 0.80 1.00 2LD 0 0 580 1140 W 1320 - 0 0 0.44 0.86 1.00 ource: FDOT's 2002 Quality/Level of Service Handbook NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S .I 2002 QUALITY / LEVEL OF SERVICE [1] PERSON TRIP LEVEL OF SERVICE A B C D 1 E A 8 [ C I D 1, E CLASS 4 ARTERIAL 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2L0 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 Cniirrn• FDOT' 2U s 02 QU4JUy/Leve1 of Service Handboo NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. • • Pop 1 at 7 2G 4o .200 ROADWAY PROM TABLE 21.A6 DOWNTOWN MAIM DRI UPDATE E706TN40 AM AND PM EI TRORAIL AND METRO ICATER RIDETIONIP AND PERSON -TRIP CAPACITY A34$0NHENI' TO PPR FACILITY TYPE EsOBTMlO LANE` • 610CAYIIE BLVD NE 54 STREET NE 48 STREET i-195 NE 36 STREET NE 29 STREET NE 20 STREET NE 19 STREET NE 15 STREET NE 14 STREET NE 13 STREET 1.395 NE 6 STREET NE 3 STREET NE 1 STREET SE 1 STREET SE2STREET NE 2 AVENUEIBRICKELL NE 20 STREET NE 19 STREET NE 14 STREET NE 13 STREET 1-395 NE 3 STREET NE 1 STREET FLAOLER STREET SE 1 STREET SE 2 STREET SE 4 STREET SE 8 STREET SW 13 STREET SW 15 ROAD NE 46 STRET 1-195 NE a6 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 16 STREET NE14STREET NE 13 Srer tl 1-305 NE 6 STREET NE 3 STREET NE 1 STREET SE 1 STREET SE 2 STREET SE 4 STREET AVENUE NE 19 STREET NE1451mkt NE 13 STREET 1-395 NE 3 STREET NE 1 STREET RADLER STREET SE 1 STREET SE 2 STREET SE 4 STREET SE 8 STREET SW 13 STREET SW 15ROAD RICKENBACXER C8WY NB SB Na SB NO SO NB SA NO 98 NB 38 NB 5B NB SB NB 56 NB SS Na SB sB NB SO 96 NB 58 NB NB SB NB SB SB SB Se SB SB 56 SB SB Na SO NB NB se FIB 58 410 4LO 41A 4LD 41.13 41.0 4LD 4LD 3.13 6LD 4L 3L 3.11 OLD OLD 2LOW 4LU 4LU 4LU 3. 3L 3L 3. 3L 31. 4L 2L 3L 4LD 4LD 4LD 25% 25% 25% 25% 121 PEAK CAPACITY TPERIKINBI 1,463 1,4E3 1.463 1,483 PM PEAK TOTAL R1DE RIIIIP PM IPEIRIONSI WC 276 892 276 862 0.169 0.473 0.189 0.473 AM PEAK TOTAL 18601981111111 813 230 813 256 AM METRO• P1 0.556 0.173 0.556 0.175 MM2 MM2 TAM MM1 MM1 14141 NWT MM2 MM2 MM2 23% 23% 25% 25% 30% 100% 121 PEAK CAPACIY • 980 900 960 950 960 960 900 960 900 960 9en 980 1.440 1,440 1,440 1,440 1,440 1,440 2,900 480 WO 480 460 950 960 1,440 1,440 1,440 1,440 2, 900 1,920 080 1,920 960 980 PIA PEAK TOTAL RICERIMIP PM 44 0,046 53 0.086 44 0.046 53 0.055 44 0.046 53 0.065 44 0.046 O3 0.056 47 0.049 89 0.093 91 0A95 70 0.073 .O56 5863 00.039 74 0.051 60 0.068 106 0.074 73 0.051 211 0.073 22 26 22 26 53 70 56 00 60 73 146 164 380 164 350 6s 97 0.046 0.054 0,046 0.054 0.055 0.073 0.030 0.068 0.056 0.051 0.051 0.171 0.1811 0.171 0.160 a.a69 0.101 AM PEAK TOTAL 1610E860400 All lai§4Samtalle8�8zals1 113 100 113 100 100 136 111 114 114 151 151 316 344 316 344 183 195 WC 0.059 0.052 0.050 0.052 0.0'. 0.D82 0.050 0.052 0.064 0.066 0.092 0.071 0.058 0.039 0.056 0.040 0.071 0.033 0.070 0.235 0206 0.235 0.206 0.104 0.142 0.077 0.07P 0.079 0.105 0.052 0.329 0,179 0.329 0.179 0.170 0.193 SOURCE KEITN AND SCFV4AR5. PA. U6716TABLE2M MAT1DLWK4 • l • Page 4817 20-Nov2001 TABLE 21,AII DOWNTOWN IMANI MA* DRI UPDATE EXISTING AM AND PM METRORAR. AND 11ET180MOVER RIDERSISP AND PERSON -TRIP CAPACITY Aismommert ROADWAY�TO T4-Ir T DIR - FACILITY TYPE Xurrome 8 T RAIL (11 % Pi PEAK CAPACITY i PM N METRO- MOVER!�L (31 PEAK CAPACITY LMS! AM TOTAL 1 6P NB! PM W TOTAL RIDERSHIP ( RSONS} . AM VIC Tema.x RIDERINSP QIHl1 PY we TOTAL SNIP (PER4O AM Inc BAYSHQRE DRIVE BISCAYNE BLVD EB 41U _ WB BISCAYNE BLVD NE 1 AVENUE EB 2L WB 11 NE 1 AVENUE N MIAMI AVENUE EB 21 WB 1L N MIAMI AVENUE NW 2 AVENUE EB 2LU WB NW 2 AVENUE NW 3 AVENUE E8 21U WB NW 3 AVENUE 1-95 EB 21U WB I4 l NE 11 STREET ! NW 3 AVENUE I-95 WE 3L �j ,�]f NE 10 STREET NW 3 AVENUE I-95 EB 2L NE I STREET/PORT BOULEVARD E. OF PORT BRIDGE BISCAYNE BLVD EB BLO WB BISCAYNE BLVO NE 1 AVENUE WB 3L M#11 100% 2010 214 0.074 182 0.063 NE 1 AVENUE N MIAMI AVENUE WB 2L MM1 100% 2.860 214 0.074 182 0.063 N MIAMI AVENUE NW 1 AVENUE WB 21 MM1 100% 2.860 214 0.074 182 0.063 NW 1 AVENUE NW 1 CT WB 2L MM1 1007E 2,680 214 0.074 182 0.063 NW 1 CT NW 2 AVENUE WB 2L NW2AVENUE NW3AVENUE WB 2L NW 3 AVENUE 1-96 VAS 31 NE S STREET BISCAYNE BLVD NE 2 AVENUE EB IL MM1 1001E 2,860 151 0.052 164 0.057 NE 2 AVENUE NE 1 AVENUE EB 3L MM1 100% 2,880 151 0.052 164 0.057 NE 1 AVENUE N MAR AVENUE EB 3L ISM 100% 2.660 151 0.052 164 0.087 N MIAMI AVENUE NW 2AVENUE EB 3L NW 2 AVENUE 1-95 EB 3L SOURCE: KEEN AND SCHNAPS, PA Ni 107114TAELE8111MMIXASK4 . OEM IMAINTOWN 916011 BIB 4R.OATE EI36761/ iW 499611606I6R! AMB 9%16014TRR CAFAI:Y7Y A66ta166 WTI 20-Npr2001 • ROADWAY FRW6 TO 00 FACILITY TYPE 10501N0 LANES 1150 ROADWAYME0B116"il1TR OM3500T641AM5 01011960 Fp 0631011012 TOTAL 61t6 111101130640 6Flompowit 10090680 NUR CAFAC7TY WC ROUTES GERYING U5CAY33E 51.VD NE 54 STREET ME 46 STRET NE 46 STREET 1-195 1.135 NE 38 STREET NE 36 STREET ME 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 14 STREET NE iS STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 4.395 1.395 NE 6 STREET NE 4 STREET NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET BE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET NE 2 AVEIKIEARIdOFLL AVENUE NE 20 STREET NE 19 STREET 5019 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1.395 NE 3 STREET NE 3 STREET 1E 1 STREET NE 1 STREET FLSG1.ER STREET FLAMER STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET 5E 5 STREET SE 6 STREET $W 13 STREET SW 13 STREET SW 15 ROAO SW 13 ROAD RICKEMIBACKERCSWY NE 1 AVENUE NE 17 STREET NE 14 STREET NE 14 STREET 1.395 1.395 NE STREET NE 8 STREET 51,ACLER STREET ELAOLER STREET SE 1 STREET V SE t STREET SE 2 STREET 70 NB SB NB SB NB SB NB 38 NO SB NO BB 71O SB NB SB NB 58 NB SB NB SB NS SB NB SB 548 SB NB SO NB NO SB NB SB NB SB SB SO SO SB SB SR SB NB 58 3116 SB NB SB NB 58 NB 55 NB NB NS NB 706 00 41.0 410 410 4L0 00 440 00 6L0 6L0 4L 3L OLD OLD 510 OLD 2LOW 4L13 ALL/ 41.0 34. 3L 3L 0 3L 31, 0 21_ 3L 41.6 4L0 410 2LU 3L 0 31. 3L 3L 3 3 3 3 3 3 3 3 ' 3 ' 3 ' 3 3 3 3 3 3 3 3 3 9 3 3 3 3 3 9 3 48 % 95 9 9 B 9 9 9 9 K 24 24 24 24 24 24 46 48 46 46 6 6 8 2 2 6 toep..gggg g at sa_a. 4E1 g :SKIS 62 93 62 62 52 52 12 36 36 36 36 36 36 38 36 62 92 45 46 45 48 46 40 48 48 46 48 16 95 95 32 32 K K K 51 B 96 B 6 B 10 10 10 7 7 93 23 93 93 93 62 62 62 62 62 62 62 62 93 99 51 51 51 51 51 51 Si 51 61 99 48 T T T K 95 K K 8 6 0 93 93 93 93 93 93 93 T 93 93 53 0 93 93 93 93 99 93 95 77 T 65 T T 9 9 T 95 T 95 T 66 T 95 95 C 15 C 95 C 95 C 95 95 96 51 8 10 10 96 95 95 96 0 S 96 S 95 5 95 3 93 96 95 93 K K 95 95 95 96 F 95 95 95 95 93 C 96 T T T T T T C C C C C S 95 S 5 5 5 S 95 C S 3 111 56 111 65 111 16 111 66 111 98 111 66 111 54 11 t 45 111 45 111 45 111 45 64 45 54 30 64 9 132 72 66 66 66 % 48 2 N 40 11 240 10 40 20 18 18 16 18 12 6 4 4 4 4 2 2 16 99 69 99 0 OS 69 99 69 99 69 69 69 99 42 99 42 99 42 76 42 76 75 24 76 76 92 66 ea 22 7 79 33 32 i8 15 32 16 27 6 46 06 66 as 32 20 92 20 32 20 32 32 46 6 8 3 3 6 2 6 6 8 132 132 330 314 66 46 0 1 0 1 0 1 0 t 0 1 0 1 0 1 91 52 19 46 48 46 46 46 as 62 52 52 52 52 52 62 52 46 52 46 98 137 R 160 112 76 76 a 23 13 21 13 21 13 21 13 21 13 21 13 21 13 21 13 ■ 12 12 60 24 144 24 146 24 132 16 T 125 132 124 78 TT 42 14 96 96 96 64 84 93 706 100 106 IOC 106 100 106 100 NM 100 106 100 106 100 104 76 104 70 100 68 100 66 60 04 6D 60 60 60 T 126 126 126 106 156 95 0 0 0 16 16 16 15 18 0 18 187 167 147 C 96 72 58 72 96 72 96 63 76 113 75 6 290 200 280 200 290 200 290 200 290 200 296 170 275 T 152 146 152 146 152 148 152 146 152 432 339 246 339 248 339 248 523 418 523 416 523 43* 442 363 678 455 752 506 748 496 746 490 677 40 357 994 1,106 61 167 137 398 its 64 306 306 306 304 192 66 94 365 115 240 114 166 26 138 22 164 465 434 576 405 66 920 920 920 920 920 920 1,472 2,252 1,472 2,232 1,472 2,252 1,489 2,249 1,028 1,606 1,706 2,468 1,709 2,456 1,706 2,406 1,706 2,496 2,496 2,226 3,434 306 700 760 713 713 616 1,070 1,070 4,070 1,330 552 536 566 1,346 666 5p 566 306 306 308 306 074 1,228 1,226 2,114 2.114 534 0369 0270 0.368 0.270 0.366 0270 0.355 0.185 0.355 0.186 0 353 0.165 0.301 0.170 0.660 0266 0.441 0.204 0.435 0.200 0.438 0300 0.397 0.t97 0.264 0.177 0.922 0.199 0.240 0.240 0,275 0-167 a.162 0.266 0.296 0.266 0.229 0.348 0164 0 164 0271 0.203 0424 5210 0.510 0.083 0.451 0072 0273 0 342 0.354 0273 0192 0,127 SOURCE: KEITH AND SCHRAR5, A.A, N:1TRAM611.AFAFROJ00 T S1200T116716RA&iS111 MA TRO5. WK4 446s 3 414 • 20-7744.2001 AS DOM91T0VM 0411 UPDATE MUM PRIM mommeep AM) PERSOOLTRIP CAPACITY 46410111441011 • ROADWAY �, ,�. = OUR FACIUTY TYPE iUOSTW¢ 1,UUIE1 _ SUS NNMVAY II it Ill" 1 SERVING SSSBisRt BIM ROUIE6 MO 160Epr'2R lII 11 USTM. NUS eleenuep MN CAPACITY , . v5C 7 21 16 4,N7 MAIM STREET NW 779TREEY iwe 21U SS • NW 37 STREET NW 14 STREET 148 21.1U 2 21 M 121 56 14 191 559 0.354 ON 14 STREET se 2 21 M 72 22 44 140 559 0.250 • NW S STREET NB 2LU 21 54 56 114 0.504 NW 9 s7REET NW 5 STREET SR NB 3L 21 16 16 114 0,151 11W 5 STREET 6W 1 STREET NS 2L NE 20 STREET 32 NE 2 AVENUE N. MIAMI AVENUE EB 3LU 32 27 27 195 0.136 N. MANI 798 92 16 15 195 0.062 . AVENUE NW 3AVENUE EB 4LU 32 27 27 195 0.136 NW 3 AVENUE WB 32 16 1e 195 0,002 1-95 ES 4L17 32 27 27 195 0.136 98 32 14 14 195 0.092 NE as stal67NENETMN emir 32 % 4E A '. 8180I4YNE 151A1D $AY9N0RE DRIVE EB 2LO A 24 24 45 0.533 BAYS/CBE WB A to 16 45 0.400 DRIVE 14$CAYNE BLVD EB 21O 32 36 45 A 10 32 0 24 74 546 0.136 BISCAYNE MVO N- MIAMI AVENUE WB EB 2LU 32 44 A 14 1 10 37 270 0.137 : W6 NE14 STREET 2 3 11 32 51 42 93 C N Y 8 T BAYS/ORE DRIVE BISCAYNE BLVD E6 4LU 16 S1 62 C 14 M Y 90 52 13 73 112 61 275 152 646 2,006 0,421 BISCAYNE %LVD LVB 3 16 51 62 C K M T 32 93 45 40 16 52 21 76 72 04 14 200 132 774 2.739 0213 NE 1 AVENUE EB 2L K 12 T 112 41 121 260 502 0.419 ' NE 1 AVENUE 591 11 K M 7 96 44 121 234 462 0.349 N M ANI AVENUE ES 2L M 44 46 130 0.354 N MIAMI AVENUE MN 2 AVENUE WB 1L M 14 14 130 0.106 '. NW EB 21U M M 44 14 46 14 130 130 .. 0.354 ''we 0.106 ''I 2 AVENUE NW 3 AVENUE EB 21U 2 M 66 44 114 445 0256 '; NW 3 AVENUE I45 we EB 2LU 2 M 720 14 142 445 0,314 i WB NE 11 STREET 35 NW3AVENUE FA5 590 3L 21 16 11 114 0140 NE 10 STREET 21 NW3AVENUE I95 EB 21.. 2/ 54 54 114 0.474 • NE 4 6T1EETNORY U1OIR.EVARD 2 7 1 ri E. OF PORT BRIDGE BISCAYNE BLVO ES ILO WB /431 BISCAYNE BLVO NE 1 AVENUE WB 31 NE 1 AVENUE N MIAMI AVENUE WB 2L 2 7 6 75 44 46 MI109 065 0213 ; N WW1 AVENUE NW I AVEIAIE WB 21 2 7 7s 46 141 Sro 0276 NYY 1 AVENUE NW 1 Cr WB 2L NW 1 CT NW 2 AVENUE WB 2L 2 75 75 315 0.236 NW2AVENUE MN3AVENUE WB 21 7 21 75 54 132 300 0.427 . NW 3 AVENUE I415 1VB 3L 7 21 74 64 132 300 0.427 IV Ua 0 SOURCE: IKEITH AND 1f1S4AN8. PA N1 i147169TAB1@s411MATRI%.6444 • Appendix D Intersection Capacity Analysis Worksheets • • Adjusted Volume NE 6 Street! Biscayne Blvd NB L NB T NB R SB L SB T SB R EB L EB T EB R WB L WB T WBR NE 7 Street! Biscayne Blvd NB L* NB T NB R SB L SB T SB R EB L EB T EB R WE L WBT WB R NE 6 Street! NE 2 Avenue NE L NBT 0 NB R d SB L SE SB R EB L EB T EB R WO L WBT WB R NE 7 Street! NE 2 Avenue NB L NB T NB R SB L SB T SB R EB L EBT 9 EBR 17 WBL 3 WBT 27 .1 WB R Note': * Illegal Movement 600 Biscayne Boulevard Background Traffic (2008) Columbus Committed Development 900 Everglades Biscayne Mist Future ProjectFuture w Wtout Traffic Project Total Project Traffic 141 0 0 0 0 'l4'E 33 1561 3 0 29 0 `k5S13 40 O 0 0 0 0 0 0 O 0 0 0 0 844 4 33 37 41 86 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O 0 0 0 0 157 0 0 0 0 579 0 0 0 0 387 0 0 0 0 29 0 0 0 0 1923 3 0 29 0 O 0 0 0 0 O 0 0 0 0 889 4 33 37 41 4 0 0 0 0 1 0 0 0 0 O 0 0 0 0 30 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O 0 0 0 0 470 2 16 45 30 167 0 0 0 0 O 0 0 0 0 O 0 0 0 0 0 0 0 0 0 31 0 0 0 0 801 0 0 0 0 0 0 0 0 0 O 0 0 0 0 O 0 0 0 0 0 0 0 0 0 157 57s :L'> 20 0 0 0 0 20 620 2 16 45 30 713 14 0 0 0 0 14 0 0 0 0 0 9 0 0 0 0 1B 0 0 0 0 3 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 15 33 0 0 0 0 0 0 0 40 0 0 33 39 0 0 15 0 0 0 0 0 0 0 18 0 0 0 0 33 4 0 0 0 0 13 0 0 0 13 0 18 4 0 22 18 `. 21: 32' #04262 Intersection analysis matrix_revxls • Existing Conditions • • HCS2000: Signalized Intersections Release 4.1e Analyst Agency: Date: Period: 1111Pzaject E/W St: DPA 1/26/05 EXISTING PM PEAK HOUR ID: 600 BISCAYNE BOULEVARD NE 6 STREET No. Lanes LGConf ig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NE 6 STREET / BISCAYNE BLVD Area Type: All other areas Jurisd: Year : 2005 #04262 N/S St: BISCAYNE BLVD SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 1 2 1 2 4 0 L T R L T 152 562 376 137 1515 12.0 12.0 12.0 12.0 12.0 38 Southbound L T R 0 6 0 TR 819 83 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Appreen ellow All Red 1 2 3 4 5 NB Left A Thru A Right Peds 6 7 8 A A SE Left A Thru A A Right A Peds EB Right WB Right 37.0 41.0 5.0 4.0 4.0 4.0 3.0 1.0 1.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Grp Lane Group Capacity Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound 655 T 1312 R 586 Northbound L 678 T 2774 Southbound TR 1770 0.24 0.37 22.0 C 3547 0.45 0.37 24.1 C 1583 0.61 0.37 27.4 C 3437 0.21 0.51 15.4 B 6765 0.57 0.41 23.1 C Intersection Delay = 0.41 24.9 C 22.4 C (sec/veh) Intersection LOS = • HCS2000: Unsi ralized Intersections Release 4.1a TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: ate Performed: 1/26/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NE 7 STREET / BISCAYNE BLVD Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: 600 BISCAYNE BOULEVARD - #04262 East/West Street: NE 7 STREET North/South Street: BISCAYNE BLVD 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 1866 863 4 Peak -Hour Factor, PHF 0.94 0.94 0.94 Hourly Flow Rate, HFR 1985 918 4 Percent Heavy Vehicles -- Median Type/Storage Undivided / RT Channelized? Lanes 2 2 0 Configuration T T TR Upstream Signal? No No 411Vinor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L Volume 29 Peak Hour Factor, PHF 0.94 Hourly Flow Rate, HFR 30 Percent Heavy Vehicles 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config 1 1 R v (vph) 30547 C(m) (vph) 0.05 v/c 95t queue length 0.17 Control Delay 12.0 LOS B Approach Delay 12.0 •Pproach LOS B /Analyst : Agency: Date: Period: �Proj ect E/w St: DPA 1/26/05 EXISTING PM PEAK ID: 600 BISCAYNE NE 6 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R HCS2000: Signalized Intersections Release 4.1e Inter.: NE 6 STREET / NE 2 AVENUE Area Type: All other areas Jurisd: Year : 2005 #04262 N/S St: NE 2 AVENUE HOUR BOULEVARD - SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 3 0 LT 30 777 12.0 0 0 0 Southbound L T R 0 3 0 TR 456 162 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WB Left A Thru A Right Peds NB Right SB Right �ereen 46.0 46.0 llow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100 0 secs Intersection Performance Summary_ Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS 5 6 7 8 NB Left Thru Right Peds SB Left Thru A Right A Peds EB Right WB Right Eastbound Westbound LT 2330 Northbound Southbound TR 2243 5Q65 0.38 0.46 17.7 B 17.7 B 4875 0.30 0.46 17.0 B 17.0 B Intersection Delay = 17.4 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 1/26/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NE 7 STREET / NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: 600 BISCAYNE BOULEVARD - #04262 East/West Street: NE 7 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 4 5 6 L T R L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Undivided No 19 602 14 0.90 0.90 0.90 21 668 15 2 -- -- / 0 2 0 LT TR No spinor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R I L T R Volume 3 27 9 17 Peak Hour Factor, PHF 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 3 30 10 18 Percent Heavy Vehicles 2 2 2 2 Percent Grade (°s) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 1 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 f 7 8 9 1 10 11 12 Lane Config LT I LT ( TR v (vph) 21 33 28 C(m) (vph) 1623 359 516 v/c 0.01 0.09 0.05 95% queue length 0.04 0.30 0.17 Control Delay 7.2 16.0 12.4 LOS A C B Approach Delay 16.0 12.4 •roach LOS C B • Future without Project • • Analyst: Agency: Date: Period: Project E/W St: HCS2000: Signalized Intersections Release 4.1e DPA Inter.: NE 6 STREET / BISCAYNE BLVD Area Type: All other areas 1/26/05 Jurisd: FUTURE W/O PROJ PM PEAK HOUR Year : 2009 ID: 600 BISCAYNE BOULEVARD - #04262 NE 6 STREET N/S St: BISCAYNE BLVD No. Lanes LGConf i g Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 Southbound L T R 1 2 1 2 4 0 L T R L T 157 579 387 141 1593 12.0 12.0 12.0 12.0 12.0 39 0 6 0 TR 959 86 12.0 0 • Duration 0.25 Area Type: All other areas Signal Operations Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 2 3 4 5 6 7 8 NB Left A A Thru A Right Peds A SB Left A Thru A A Right A Peds EB Right WB Right 37.0 41.0 5.0 4.0 4.0 4.0 3.0 1.0 1.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Grp Lane Group Capacity Adj Sat Flow Rate (s) Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound Westbound L T R 655 1770 0.25 0.37 22.1 C 1312 3547 0.46 0.37 24.2 C 25.1 C 586 1583 0.62 0.37 27.9 C Northbound L 704 T 2774 Southbound TR 3437 0.21 0.51 15.9 B 6765 0.60 0.41 23.5 C 22.9 C Intersection Delay 0.41 (sec/veh) Intersection LOS HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 1/26/05 Analysis Time Period: FUTURE W/O PROJ PM PEAK HOUR Intersection: NE 7 STREET / BISCAYNE BLVD Jurisdiction: Units: U. S. Customary Analysis Year: 2009 Project ID: 600 BISCAYNE BOULEVARD - #04262 East/West Street: NE 7 STREET North/South Street: BISCAYNE BLVD 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 1955 1004 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 2057 1056 4 Percent Heavy Vehicles -- -- Median Type/Storage Undivided / RT Channelized? Lanes 2 2 0 Configuration T T TR Upstream Signal? No No ID Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R 4 L T R Volume 30 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 31 Percent Heavy vehicles 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I I R v (vph) 31 C(m) (vph) 493 v/c 0.06 95% queue length 0.20 Control Delay 12.8 B LOS Approach Delay Approach LOS 12.8 HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NE 6 STREET / NE 2 AVENUE Agency: Area Type: All other areas Date: 1/26/05 Jurisd: 4111 Period: FUTURE W/O PROJ PM PEAK HOUR Year : 2009 Project ID: 600 BISCAYNE BOULEVARD - 404262 E/W St: NE 6 STREET N/S St: NE 2 AVENUE • No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 3 0 LT 31 801 12.0 Southbound L T R 0 0 0 0 3 0 TR 563 167 12.0 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 NB Left Thru Right Peds A SB Left A Thru A Right A Peds EB Right WE Right 46.0 46.0 4.0 4.0 0.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 2330 5065 0.38 0.46 17.7 B 17.7 B Northbound Southbound TR 2254 4900 0.34 0.46 17.4 B 17.4 B Intersection Delay = 17.6 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Coo: Date Performed: 1/26/05 Analysis Time Period: FUTURE W/O PM PEAK HOUR Intersection: NE 7 STREET / NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2009 Project ID: 600 BISCAYNE BOULEVARD - #04262 East/West Street: NE 7 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 Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Undivided No 20 713 14 0.95 0.95 0.95 21 750 14 2 -- / 0 2 0 LT TR No 4101Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 3 28 9 18 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 3 29 9 18 Percent Heavy Vehicles 2 2 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 1 1 0 Configuration LT 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 LT [ TR v (vph) 21 32 27 C(m) (vph) 1623 324 485 v/c 0.01 0.10 0.06 95' queue length 0.04 0.33 0.18 Control Delay 7.2 17.3 12.9 LOS A C B Approach Delay 17.3 12.9 Approach LOS C B • Future with Project • • HCS2000: Signalized Intersections Release 4.1e • Analyst: DPP, Inter.: NE 6 STREET / BISCAYNE BLVD Agency: Area Type: All other areas Date: 1/26/05 Jurisd: Period: FUTURE WITH PROJ PM PEAK HOUR Year : 2009 Project ID: 600 BISCAYNE BOULEVARD - #04262 E/W St: NE 6 STREET N/S St: BISCAYNE BLVD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound 1 Southbound L T R L T R LTRILTR 0 0 0 1 2 1 L T R 157 579 387 12.0 12.0 12.0 39 2 4 0 L T 174 1633 12.0 12.0 0 6 0 TR 974 119 12.0 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 A A Thru Thru A Right Right Peds Peds WB Left A SB Left Thru A Thru A Right A Right A Peds Peds NB Right EB Right SB Right WB Right Green 37.0 41.0 5.0 Yellow 4.0 4.0 4.0 All Red 3.0 1.0 1.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 655 1770 0.25 0.37 22.1 C T 1312 3547 0.46 0.37 24.2 C 25.1 C R 586 1583 0.62 0.37 27.9 C Northbound L 714 3437 0.26 0.51 16.8 B T 2774 6765 0.62 0.41 23.8 C 23.1 C Southbound TR 4093 9983 0.28 0.41 19.7 B 19.7 8 Intersection Delay = 22.7 (sec/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 41d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 1/26/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 7 STREET / BISCAYNE BLVD Jurisdiction: Units: U. S. Customary Analysis Year: 2009 Project ID: 600 BISCAYNE BOULEVARD - #04262 East/West Street: NE 7 STREET North/South Street: BISCAYNE BLVD 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 1995 1037 43 Peak -Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 2100 1091 45 Percent Heavy Vehicles -- Median Type/Storage Undivided / RT Channelized? Lanes 2 2 0 Configuration T T TR Upstream Signal? No No Minor 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 €o) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration 1 45 0.95 47 2 / Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I I R v (vph) 47 C(m) (vph) 466 v/c 0.10 959s queue length 0.33 Control Delay 13.6 LOS Approach Delay 13.6 .Approach LOS B HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NE 6 STREET / NE 2 AVENUE Agency: Area Type: All other areas Date: 1/26/05 Jurisd: •Period: FUTURE WITH PRO," PM PEAK HOUR Year : 2009 Project ID: 600 BISCAYNE BOULEVARD - #04262 E/W St: NE 6 STREET N/S St: NE 2 AVENUE • No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 3 0 LT 64 805 12.0 0 0 0 Southbound L T R 0 3 0 TR 581 167 12.0 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 Thru Right Right Peds Peds WB Left A SB Left Thru A Thru A Right Right A Peds Peds NB Right EB Right SB Right WB Right Green 46.0 46.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 2326 5056 0.39 0.46 17.9 B 17.9 B Northbound Southbound TR 2256 4904 0.35 0.46 17.5 B 17.5 B Intersection Delay = 17.7 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 1/26/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 7 STREET / NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2009 Project ID: 600 BISCAYNE BOULEVARD - #04262 East/West Street: NE 7 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 Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Undivided No 33 713 14 0.95 0.95 0.95 34 750 14 2 0 2 0 LT TR No *Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R Volume 21 32 22 18 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 22 33 23 18 Percent Heavy Vehicles 2 2 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 1 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LT 1 LT I TR v (vph) 34 55 41 C(m) (vph) 1623 349 397 v/c 0.02 0.16 0.10 9596- queue length 0.06 0.55 0.34 Control Delay 7.3 17.2 15.1 LOS A C C Approach Delay 17.2 15.1 . Approach LOS C C • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 1/31/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 6 STREET / PROJECT DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2009 Project ID: 600 BISCAYNE BOULEVARD - #04262 East/West Street: NE 6 STREET North/South Street: PROJECT DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 806 66 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 848 69 Percent Heavy Vehicles -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 Configuration T R Upstream Signal? No No Ilikinor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration 1 37 0.95 38 2 Delay, Queue Length, and Level of Service Approach EB WE Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I I R v (vph) 38 C(m) (vph) 361 v/c 0.11 95o queue length 0.35 Control Delay 16.1 LOS C Approach Delay Approach LOS 16.1 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 1/31/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 7 STREET / PROJECT DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2009 Project ID: 600 BISCAYNE BOULEVARD -- #04262 East/West Street: NE 7 STREET North/South Street: PROJECT DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 L T R Westbound 4 5 6 L T R Volume 29 26 39 33 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 30 27 41 34 Percent Heavy Vehicles -- 2 -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 1 Configuration T R L T Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 22 15 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 23 15 Percent Heavy Vehicles 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 € 7 8 9 I 10 11 12 Lane Config L LR v (vph) 41 38 C (tit) (vph) 1547 899 v/c 0.03 0.04 9596- queue length 0.08 0.13 Control Delay 7.4 9.2 LOS A A .Approach Delay 9.2 Approach LOS A • Appendix E Committed Development Information o • 600 Biscayne Boulevard Committed Develoment Trip Assignment Segment Direction Columbus 900 Biscayne Everglades Mist Total From To Biscayne Blvd. South of 1-395 NE 6 Street NB 6 51 57 95 209 SB 8 179 74 223 484 NE 6 Street SE 1 Street NB 11 0 104 0 115 SB 15 51 192 64 322 NE 6 Street Biscayne Blvd NE 1 Avenue WB 0 0 0 0 0 NE 1 Avenue Miami Avenue WB 0 0 46 0 46 • • • o • Columbus Office Tower TAZ 543 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips , Trips High -Rise Residential Condominium Retail 523 DU 15,727 SF 232 814 62% 44% 126 19 38% 56% 73 24 199 43 GROSS VEHICLE TRIPS 1 44% 19 156% 24 1 43 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction c 22.00% of Gross External Trips Pedestrian 1 Bicycle Trip Reduction @ 10.00% of Gross External Trips (1) (2) (3) 44% 444% 44% 3 4 2 56% 56% 56% 4 5 2 7 9 4 NET EXTERNAL VEHICLE TRIPS 44% 10 56% 12 22 1 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 44% 44% 14 6 56% 56% 17 7 31 13 Net External Person Trips (vehicles and transit modes) 44% 20 56% 25 45 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle [ 44% 3 1 56% 3 1 6 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 perslveh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II # 04262 - Columbus T-gen_PM.xis • • 600 Biscayne Boulevard 2005 Cardinal Distribution Direction TAZ 543 NNE 10.85% ENE 5.47% ESE 2.82% SSE 6.70% SSW 9.79% WSW 25.49% WNW 19.84% NNW 19.05% TOTAL. 100.01% 38.89% 16.32% 35.28% 9.52% #04262-TAZ 543 TAZ.xls • • Everglades TAZ 538 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Retail 866 DU 65,549 SF 232 814 62% 44% 208 78 38% 56% 121 100 329 178 GROSS VEHICLE TRIPS 1 56% 286 44% 221 507 Vehicle Occupancy Adjustment c 16.00% of Gross External Trips Transit Trip Reduction @ 22.00% of Gross External Trips Pedestrian / Bicycle Trip Reduction g 10.00% of Gross External Trips (1) (2) (3) 56% 56% 56% 46 63 29 44% 44% 44% 35 49 22 81 112 51 NET EXTERNAL VEHICLE TRIPS 56% 149 44% 115 264 Net External Person Trips in Vehicles 6 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 56% 56% 208 88 44% 44% 161 68 369 156 Net External Person Trips (vehicles and transit modes) 56% 296 44% 229 525 1 1. Net External Person taps walking / using bicycle 1.40 Persons/ Vehicle ( 56% 40 l 44% 31 71 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II # 04262 - Everglades T-gen_PM.xls • • • 034262 - TAZ 538 600 Biscayne Boulevard 2005 Cardinal Distribution Direction TAZ 538 NNE 11.25% ENE 4.62% ESE 2.78% SSE 6.18% SSW 14,70% WSW 24.78% WNW 19.21% NNW 16.48% TOTAL 100.00% 35.69% 15.87% 39.48% 8.96% TAZ.xls • • • 900 Biscayne TAZ 517 PM Peak Hour Trip Generation Analysis PROPOSED USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim 516 DU 230 67% 155 33% 76 231 Office 70,000 SF. 710 17% 27 83% 130 157 Quality Restaurant 11,000 SF 931 67% 55 33% 27 82 Specialty Retail 9,000 SF 814 44% 11 56% 14 25 GROSS VEHICLE TRIPS 50% 248 50% 247 495 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1)' 50% 40 50% 40 79 Transit Trip Reduction (e 8.00% of Gross External Trips (2) 50% 20 50% 20 40 Pedestrian / Bicycle Trip Reduction © 10.0% of Gross External Trips (3) 50% 25 50% 25 50 NET EXTERNAL VEHICLE TRIPS 50% 164 50% 163 327 1 1 Net External Person Trips in Vehicles © 1.40 Persons/ Vehicle 50% 229 50% 228 457 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 50% 28 50% 28 55 Net External Person Trips (vehicles and transit modes) 50% 257 50% 256 513 I i [Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 50% I 35 I- 50% 1 35 69 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 # 04262 - 900 Biscayne T-gen_PM.xls • • • 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 SF 24,500 SF 232 820 710 62% 48% 17% 119 134 18 38% 52% 83% 73 145 89 192 279 107 GROSS VEHICLE TRIPS 47% 271 53% 307 578 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) Transit Trip Reduction @ 8.00% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (3) 47% 47% 47% 43 22 27 53% 53% . 53% 49 25 31 92 46 58 NET EXTERNAL VEHICLE TRIPS 47% 179 53% 203 381 1 T Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 47% 47% 250 30 53% 53% 284 34 534 65 Net External Person Trips (vehicles and transit modes) 47% 281 53% 318 599 1 I 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 47% 38 ! 53% 1 43 [ 81 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 Il (4) TAZ 558 includes Miami River Village and One Riverview Square # 04262 - Mist T-gen_PM.xls • • 600 Biscayne Boulevard 2005 Cardinal Distribution Direction TAZ 517 NNE 11.42% ENE 5.34% ESE 3.30% SSE 12.05% SSW 10.46% WSW 20.94% WNW 19.62% NNW 16.87% TOTAL 100.00% 36.49% 16.76% 31.40% 15.35% #04262 - TAZ 517 TAZ.xls • Appendix F Traffic Control Measures Plan • • • • 600 Biscayne Boulevard TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project is a proposed residential development which includes retail. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (I O%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. 04262/7F`WFRAFFICCONTROL.DOC