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Home My WebLink AboutTraffic Impact Analysis€0/06/2004 11:36 3054444906 DAVID PLUMMERANDASSO 08/08/2404 10:53 FAX PAGE 03 002/007 • • • iil:.S August 8th, 2004 Ms, t ilia 1. Medina Assistant Transportation Coordinator Office of Transportation, City Manager's Office City of Miami, 444 SW 2`14 Avenue Miami, Florida 33130 Re: 8ayvfaw Market MUST' Sufficient Letter— W.0, # 61 Dear MS_ Medina: Subsequent to our June 3ro, 2004 review comments for the subject project, we have received a revised traffic impact report (dated July 2004) along with a formai response (dated August 5` 2004) from David Plummer & Associate, Inc. (DPA). Copy of the response letter is attached herewith. We have reviewed the revised study. We conclude that all the four issues raised in the original review comments have been adequately addressed and the traffic Impact report was found to be sufficient. Please note that our detail review comments for the revised report are outlined in the attached memorandum. Should you have any questions, please call me or C uazi Mesood at 954.739.1881, Sincerely, URS Ct rporation Southern Rej Ahanmuga Senior Traffic Engineer cc: Kevin Watford, Planner 1, City of Miarr0 Juan Espinosa, PE, David Plummer & Associates, Inc. Attachment ar o Gomm/mon Ukt$hOrt Corr I 5100 NW 33ro 46irrluI, Sui% 150 Fort Laultrcists, Ft 3330$.a373 MN 954.730.14181 Fox: 25+4.739.1789 Bayview Market Major Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 July 2004 DPA Project #04123 • • • Bayview Market MUST Traffic Impact Study TABLE OF CONTENTS Page List of Exhibits ii EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective .... 2 2.0 EXISTING TRAFFIC CONDITIONS 4 2.1 Data Collection 4 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 5 2.1.3 Intersection Data 5 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 10 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 4.0 FUTURE TRAFFIC CONDITIONS 13 4.1 Background Traffic 13 4.2 Committed Developments 13 4.3 Project Traffic 13 4.3.1 Project Trip Generation 13 4.3.2 Project Trip Assignment 16 4.4 Future Corridor Capacity Analysis 20 4.5 Future Intersection Capacity Analysis 20 4.6 Site Access 24 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DR.I Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Traffic Control Measures Plan Page • • • Bayi'ie w Market MUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Page 1 Location Map 3 2 2004 PM Peak Hour Traffic Volumes 6 3 Existing Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 5 Person -trip Volume and Capacity — Existing Conditions Matrix 11 6 2004 Intersection Capacity Analysis Results 10 7 Future Lane Configuration 14 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution 18 11 PM Peak Hour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix 21 13 Project PM Peak Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page ii Eayview Mark:, AIL-SP Traffic i`inpact Study • • EXECUTIVE SUMMARY The Bayview Market project is a proposed mixed -use development located on NE 17 Street between NE 2 Avenue and NE Miami Place in Miami, Florida (see Exhibit 1). The project consists of approximately 550,000 SF of retail space and 26 apartments/townhomes. Primary access to the site (parking garage) is proposed on NE 2 Avenue via a two-way driveway. A secondary driveway is proposed on NE 17 Street. Access to the loading driveways is proposed on NE Miami Place. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2006. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. Existing and future traffic conditions for the project area corridors were established using the person -trip based corridor capacity method. This method, consistent with the City's Comprehensive Plan, promotes improved transportation efficiency through increased private vehicle occupancies and makes mass transit a full partner in the urban transportation system. Analysis results show that the project area corridors are projected to operate within the established corridor threshold. The intersection capacity analysis was performed at the intersections under study using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Results of the future intersection analysis show that all intersections operate within the standard adopted by the city. Page 1 Bayview Market MUSP Traffic impact Stu • • • 1.0 INTRODUCTION The Bayview Market project is a proposed mixed -use development located on NE 17 Street between NE 2 Avenue and NE Miami Place in Miami, Florida (see Exhibit 1). The project consists of approximately 550,000 SF of retail space and 26 apartments/townhomes. Primary access to the site (parking garage) is proposed on NE 2 Avenue via a two-way driveway. A secondary driveway is proposed on NE 17 Street. Access to the loading driveways is proposed on NE Miami Place. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2006. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. 1.1 Study Area Consistent with the approved methodology for this project (See Appendix A) the traffic study was performed for PM peak conditions. For traffic analysis purposes, the study area has been defined as NE 20 Street to the north, NE 14 Street to the south, North Miami Avenue to the west, and Bayshore Drive to the east. Corridor capacity analysis was performed for NE 2 Avenue and NE 15 Street (Venetian Causeway). Intersection capacity analysis was performed for the following intersections: NE 17 Terrace / NE 2 Avenue NE 17 Street / NE 2 Avenue NE 17 Street / NE 1 Avenue NE 15 Street / NE 1 Avenue NE 17 Street / N Miami Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. The method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, thus making mass transit a full partner in the urban transportation system. Page 2 PROJECT: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY TFLE. BICENTENNIAL LOCATION MAP PROJECT SITE EXHIBIT No. 1 Page 3 Bayview Market MUSP Traffic Impact Study • 2.1 Data Collection • • 2.0 EXISTING TRAFFIC CONDITIONS Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics 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 14 Street and NE 20 Street, Biscayne Boulevard is a two-way, 4-lane divided roadway. Exclusive left turn lanes are provided at major intersections. The posted speed limit is 30 mph. NE 17 Street NE 17 Street between NE 2 Avenue and NE 1 Avenue is a 3-lane, one-way eastbound roadway. Between NE 1 Avenue and Miami Avenue, NE 17 Street is a 3-lane, one-way westbound roadway. There are no posted speed limit signs within the study area. NE 17 Terrace NE 17 Terrace between NE 2 Avenue and Biscayne Boulevard is a two-way, 2-lane undivided roadway. There is on -street parking on both sides of the roadway. There are no posted speed limit signs within the study area. NE 15 Street NE 15 Street between Bayshore Drive and Biscayne Boulevard is a two-way, 2-lane divided roadway. Between Biscayne Boulevard and North Miami Avenue, NE 15 Street is a two-way, 2- lane undivided roadway. There is on -street parking on the south side of the roadway along the Metromover line. There are no posted speed limit signs within the study area. Page 4 Bayview Market MUSP Traffic Impact Study NE 2 Avenue NE 2 Avenue is a major arterial that provides north/south access from Downtown Miami. NE 2 Avenue is a two-way, 4-lane undivided roadway within the project limits. There is on -street parking on both sides of the street between NE 15 Street and NE 16 Street. There are no posted speed limit signs within the study area. 2.1.2 Traffic Counts Consistent with the methodology submitted to and approved by the City, peak period vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix B. Exhibit 2 shows the adjusted 2004 PM peak season, peak hour traffic volumes at the study intersections. i2.1.3 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 3 7 N MIAMI AVE NE 19 ST 544 �— 1 8 NE MIAMI CT NE 15 ST PROJECT: NE 17 ST NE MIAMI PL NE 20 ST NE 18 ST PROJECT SITE B 45 w w z 89 rt— 52 00cti 4-rn 0 w Z 328 14 BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY 64 19 NE 17 TER 04 it. L 43 18 r NE 17 ST w N TITLE: BISCAYNE BLVC EXISTING PM PEAK TRAFFIC VOLUMES N.T.S. VENETIAN CSWY EXHIBIT No. 2 J Page 6 NE 20 ST NE 19 ST NE 18 ST PROJECT SITE NE 17 ST NE 17 TER N MIAMI AVE NE15ST NE MIAMI CT w z NE 17 ST BISCAYNE BLVD N.T.S. VENETIAN CSWY NE MIAMI PL w w z A dP° PROJECT: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY EXISTING LANE CONFIGURATION EXf-IIB[7 N ). Page 7 Bayview Market MUSP Traffic Impact Study • 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by FDOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment 11 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 Roadway Conditions (vehicles) Transit Conditions (persons) Total Total Total Total CORRIDOR Count Raw PM Peak PM Dir Max Bus Bus Metrorail Metrorail Metromover Metromover Transit Transit Existing Source/ Peak Hour Season Peak Hour Service Ridership Capacity Ridership Capacity Ridership Capacity Ridership Capacity FROM TO Dir Lanes Period Volume Factor Volume Volume [1] [2] [2] [2] [2] [2] [2] [2] [2] NE 2 AVENUE NE 14 STREET NE 19 STREET NB 2LU DPA - PM 798 1.01 806 1660 0 0 0 0 22 480 22 480 SB 2LU DPA - PM 469 1.01 474 1660 84 518 0 0 26 480 110 998 NE 19 STREET NE 20 STREET NB 2LU DPA - PM 798 1.01 806 1660 198 713 0 0 0 0 198 713 SB 2L1 DPA - PM 469 1.01 474 1660 119 713 0 0 0 0 119 713 NE 16 STREET! VENETIAN CSWY N. BAYSHORE DR BISCAYNE BLVD EB 1LD DPA - PM 525 1.01 530 850 74 546 0 0 0 0 74 546 WB 1 LD DPA - PM 400 1.01 404 850 37 270 0 0 0 0 37 270 BISCAYNE BLVD N. MIAMI AVENUE EB 1LU DPA- PM 142 1.01 143 810 0 0 0 0 0 0 0 0 WB 1LU DPA - PM 212 1.01 214 810 0 0 0 0 0 0 0 0 [1] wPeak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit and roadway information obtained from the Downtown Miami DRI Increment II Bayvie w Market 'WISP Traffic Impact Study • • Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. All four intersections operate within the standard adopted by the city. Please note that at the intersection of NE 17th Street / North Miami Avenue the westbound right and left turns are free flows, and as a result were not included in the HCS analysis. Exhibit 6 2004 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS NE 17 Street / NE 2 Avenue S B NE 17 Street / NE 1 Avenue U A NE 17 Street / Miami Avenue U B NE 15 Street / NE 1 Avenue U C NE 17 Terrace / NE 2 Avenue U Al Source: DPA U= unsignalized S= signalized Note: (1) Major Street LOS Page 10 • • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix CORRIDOR FROM TO Roadway Mode Transit Mode Segment Total D[r (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity @PPV=1.6 (a)' 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume @PPV=1.4 (c)* 1,4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (9) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (1)-(g) (I) Segment Pers-Trip Capacity (b)*(f) (i) Segment Pers-Trip Volume (d)*(g) (k) Pers-Trip Excess Capacity (i)-(]) (1) Segment Person Trip v/c (])I(i) LOS NE 2 AVENUE [1] [2] [3] [4] [5] [6] [7] NE 14 STREET NE 19 STREET NB 1660 2656 806 1128 1528 480 22 458 3136 1150 1986 0.37 C SB 1660 2656 474 663 1993 998 110 888 3654 773 2881 0.21 C NE 19 STREET NE 20 STREET NB 1660 2656 806 1128 1528 713 198 515 3369 1326 2043 0.39 C SB 1660 2656 474 663 1993 713 119 594 3369 782 2587 0.23 C NE 15 STREET 1 VENETIAN CSWY N. BAYSHORE DR BISCAYNE BLVD EB 850 1360 530 742 618 546 74 472 1906 816 1090 0.43 D WB 850 1360 404 566 794 270 37 233 1630 603 1027 0.37 0 BISCAYNE BLVD N. MIAMI AVENUE EB 810 1296 143 201 1095 0 0 0 1296 201 1095 0.15 C WB 810 1296 214 300 996 0 0 0 1296 300 996 0.23 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). Baywiew Alarket iMMUSP Traffic Impact Study • • 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2003 Miami -Dade County Transportation Improvement Program (TIP) and the 2025 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. Page 12 Bavview Market MUSP Traffic Impact Study 41° 4.1 Background Traffic • • 4.0 FUTURE TRAFFIC CONDITIONS Consistent with other traffic studies performed in the area, a conservative two (2) percent growth factor was applied to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through March 26, 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 1776 Biscayne are shown in Exhibit 7. These projects size and trip generation are included in Appendix E. Traffic generated by these developments was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed developments are also included in Appendix E. Future traffic volumes were projected for the build -out year 2006. Exhibit 8 shows the projected turning movement volumes without the project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation is 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 j L [p CENT E NN I A L PARK LEGEND MA RCA RI,. PACE GE N N. T 5. V ENE T I DOUG T A HE RA 1. A - PERFORMING ARTS CENTER B - MIRAMAR CENTER PHASE II & III C - 1800 CLUB D - QUANTUM E - BISCAYNE VILLAGE P 0 RT r-- 1-r ----- PROJ EC T: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY TITLE COMMITTED DEVELOPMENT MAP jEXHIBIT No. 7 Page 14 NE 20 ST NE 19 ST NE 18 ST 7 N MIAMI AVE 566 T 8 NE 15 ST NE MIAMI CT NE 17 ST PROJECT SITE N V) 92 �-54 0 w z Y L CO V1 ir 341 15 w 4-- 67 19 NE 17 TER i n i a 4 45 f-- 19 NE17ST lI .W 03 N— BISCAYNE BLVD f� N.T.S. VENETIAN CSWY 48 TtT w z di" PROJECT: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY TTLE: FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 8 Page 15 Bayn'iew Market WISP .Tragic Impact Sruay • • following procedures consistent with Increment II of the Downtown DRI and the approved methodology: • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation 7th Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.9% 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 506, 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 I6 • • • Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips Retail Apartments 557,154 SQ. FT 26 DU 820 220 48% 66% 934 21 52% 34% 1011 11 1945 32 GROSS VEHICLE TRIPS 48% 955 52% 1022 1977 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16% of Gross External Trips 14.90% of Gross External Trips 10.00% of Gross External Trips (1) (2) (3) 48% 48% 48% 153 7 142 96 52% 52% 52% 164 152 102 316 295 198 NET EXTERNAL VEHICLE TRIPS 48% 564 52% 604 1168 1 1 1 Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ Net External Person Trips (vehicles and transit modes) 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 48% 48% 48% 790 199 989 52% 52% 52% 846 213 1059 1636 412 2048 f 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 148°/n 134 52% 143 I 277 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. 1TE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II Bayview Market MUSP Traffic Impact Study • • • Exhibit 10 Cardinal Distribution of Trips TAZ 506 Cardinal Direction Distribution TAZ 506 NNE 12.89% ENE 4.94% ESE 4.43% SSE 6.84% SSW 12.34% WSW 22.99% WNW 17.31% NNW 18.26% Total 100% Page 18 (5%) t (5%) NE 20 ST 5°A° NE 19 ST 10% NE 18 ST PROJECT SiTE NE 17 ST 0 N MIAMI AVE NE 15 ST 0 w Z r13%----4 0 w Z } (13%)-- Q N w �..._._.__ 52% NE 17 TER NE 17 ST N 1 (25%) _T (27%) ir N. N 10% 45% BISCAYNE BLVD N.T.S. —5% VENETIAN CSWY (551°) w w x o C4 r N LEGEND XX - ENTER (XX) - EXIT PROJECT: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY TITLE: PROJECT TRIP ASSIGNMENT EXHIBIT No. 11 Page 19 Bayview Markel MtJSP Traffic impact Study • • • 4,4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the committed development and background growth person -trips to obtain the total year 2006 person -trip volume without project. The net external project person -trips were then added to get the future person -trip volumes with project. These volumes were compared to the future person -trips capacities to detei fined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted 2004 existing traffic to get the total year 2006 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 13 shows the project PM peak hour vehicular volumes and Exhibit 14 shows the total (with project) PM peak hour vehicular traffic volumes at the intersections under study. Results of the future intersection analysis show that all intersections operate within the LOS E standard adopted by the city. Exhibit 15 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SIU LOS Future Without Project LOS Future with Project Existing Signal Timing NE 17 Street / NE 2 Avenue S B B NE 17 Street / NE 1 Avenue U A A NE 17 Street / Miami Avenue U B B NE 15 Street / NE 1 Avenue U C D NE 17 Terrace / NE 2 Avenue U Al Al Source: DPA U— unsignalized S= signalized Note: (1) Major Street LOS Page 20 • • • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Corridor From To Without Project With Project Dir (a) Existing Pers-Trip Volumes (b) Future Bkg. Pers-Trip 2.0% 2 (c) Committed Development Pers-Trip (d) Future Pers-Trip Volumes (b)+(c) (e) Projected Transit Capacity (f) Future Pers-Trip Capacity (9) Future w/out Proj Pers-Trip (h) Project Pers-Trip Volume (i) Total Pers-Trip Volumes (d)+(h) (1) Future Pers-Trip Capacity (k) Future with Proj Pers-Trip v/c (d)l(f) LOS vlc (i)1(j) LOS [1] [21 131 [4] 151 151 [4] (51 NE 2 AVENUE NE 14 STREET NE 19 STREET NB 1150 1197 31 1228 0 3136 0.39 C 99 1327 3136 0.42 D SB 773 804 9 813 -177 3477 0.23 C 138 951 3477 0.27 C NE 19 STREET NE 20 STREET NB 1326 1380 31 1411 -186 3183 0.44 D 212 1623 3183 0.51 D 58 782 814 9 823 -186 3183 0.26 C 198 1021 3183 0.32 C NE 15 STREET 1 VENETIAN CSWY N, BAYSHORE DR BISCAYNE BLVD EB 816 849 76 925 53 1959 0.47 D 53 978 1959 0.50 D WB 603 627 71 698 81 1711 0.41 D 50 748 1711 0.44 D BISCAYNE BLVD N. MIAMI AVENUE EB 201 209 32 241 0 1296 0.19 C 53 294 1296 0.23 C WB 300 312 28 340 0 1296 0.26 C 148 488 1296 0.38 C Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 2006 Background Person Trip Volume is derived by applying a 2% growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DRI Increment it [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 (303 �► �_ (30) 28 — — NE 20 ST NE 19 ST 56 0 0 w CO NE 18 ST N MIAMI AVE NE 15 ST NE MIAMI CT NE 17 ST PROJECT SITE Lu Z (30) J co �I (79) —1 28/ 293 NE 17 TER NE 17 ST (151) .J (163) 7 1 56 28 BISCAYNE BLVC 11� N 1.<. . 28 VENETIAN CSWY (30) —t 1. LEGEND XX - ENTER (XX) - EXIT d ra PaOJECT_ BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY PM PEAK HOUR PROJECT TRIPS EXHIBIT No. 13 Page 22 NE 20 ST NE 19 ST NE 18 ST 566 t 8 NE 17 ST PROJECT SITE V. i 67 �— 293 i 19 NE 17 TER • 3 7 N MIAMI AVE NE 15ST NE MIAMI CT 114 LO l 92 84 U LJ z m �r 94 NN CD fl N e� CO 45 19 NE 17 ST BISCAYNE BLVD VENETIAN CSWY B 1 'i r•' 48 —, w W z PADJECT: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY FUTURE WITH PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 14� Page 23 Bayview iilarket MUST' Traffic Impact Study • • 4.6 Site Access Primary access to the site is proposed on NE 2 Avenue via a two-way driveway. A secondary driveway is proposed on NE 17 Street. No conflicts will occur with existing driveways. The project trips were assigned to the driveways and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Consistent with the recommendation from the Miami Downtown Transportation Master Plan, the developer of Bayview Market will pursue the conversion of NE 17 Street to two-way. The conversion of NE 17 Street to two-way will improve the access and circulation in the area. Since the Master Plan was approved by both the city and Miami -Dade County, it is expected that the conversion can occur in a timely manner. Page 24 Bayview Market MUST Traffic Impact Study • • • 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Bayview Market was performed in accordance with the approved methodology submitted to the city. Analysis of future (2006) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix F. musp report 032304.doc Page 25 • • • Appendix A Approved Transportation Methodology & Site Plan DAVID PLUMMER & ASSOCIATES, INC. TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa, PE Bayview Market- #04123 Lilia Medina, Frank Rosenblum, Jorge Valcarcel, file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 April 12, 2004 2 page(s), including cover BDB Miami is pursuing City of Miami approvals for a retail project located on the north side of NE 17 Street between NE 2 Avenue and NE Miami Place in Miami, Florida. The project consists of approximately 550,000 SF of retail space and 26 apartment units. Primary access to the site is proposed on NE 17 Street (a one-way street) via a two-way driveway that will align with NE 1 Avenue. A secondary service driveway is accessed from NE Miami Place. The subject site is located within the limits of the Downtown Miami Area -wide DRI. This will serve as our methodology for the subject MUSP traffic impact study. • Turning movement traffic counts are to be collected during the PM (4:00-6:00) peak period at four major 410intersections in the immediate project vicinity. 1. NE 17 Street / NE 2 Avenue 2. NE 17 Street / NE 1 Avenue / Project Driveway 3. NE 17 Street / Miami Avenue 4. NE 15 Street / NE 1 Avenue In addition to these intersections, we will analyze the project driveways. • Segment traffic volumes will be collected as 24-hour machine counts at the following locations: 1. NE 2 Avenue between NE 14 Street and NE 20 Street 2. NE 15 Street between North Bayshore Drive and North Miami Avenue (2 segments) • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. • Raw traffic counts will be adjusted to peak season (for the peak hour period). • The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors (NE 2 Avenue and NE 15 Street) will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information from Increment II of the Downtown DRI. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 EMAIL: dpa@dplummer.com dPa • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DRI, .-DOT LOS Manual, or other acceptable equivalent. .• Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure consistent with Increment II of the Downtown DRI: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment II of the Downtown DRI. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI. 5. Establish the net external vehicle trips. 6. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person -trips for the vehicle and transit modes. • Background Traffic. A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. • Committed Developments. Will be based on list of relevant projects provided by the city. Committed development trips will also be converted to person -trips based on the methodology described above. • Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for 41) existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will be performed at the four study intersections and the proposed project driveways. • Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) 447-0900. traffic_meth_fax.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpatIdplummer.00m di" • DAVID PLUMMER & ASSOCIATES, INC. TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa, PE Bayview Market- #04123 Lilia Medina, Frank Rosenblum, Jorge Valcarcel, file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 April 27, 2004 1 page(s), including cover As per our telephone conversation, the project is now proposing that the main driveway to the project be on NE 2 Avenue directly aligning with NE 17 Terrace. Therefore, we will add this intersection to our list of intersections to be analyzed. The rest of the methodology conditions remain the same. If you have any questions you can contact me at (305) 447-0900. traffic_meth_fax2.doc • • 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4966 E-MAIL: dpa@dpiummer.com • • o Appendix B Traffic Counts & Signal Timings 0 Raw Traffic Counts • • NE 17TH STREET & NE 2ND AVENUE MIAIMI, FLORIDA CO ED BY: CARLOS GUERRA S IEED/WB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4301 ALL VEHICLES & PEDS Site Code : C0040090 Start Date: G4/21/04 File I.D. : 175T2AVE Page : 1 HE 2ND AVENUE From North Peds Right Thru Date 04/27/04 Left NE 17TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE 17TB STREET From West Peds Right Thru Left Vehicle Total 16:00 0 0 16:15 1 0 16:30 0 0 16:45 0 0 Rr Total 1 0 17:00 0 0 17:15 0 0 17:30 0 0 17:45 0 0 Er Total 0 0 104 87 103 124 418 137 116 124 120 497 7 0 2 2 11 7 3 2 1 13 0 1 0 0 1 0 0 0 0 0 16 18 2 12 48 5 11 10 12 38 0 0 0 0 0 0 0 0 0 0 8 1 2 1 12 3 5 6 10 24 0 7 108 0 0 0 0 82 332 0 4 100 0 2 4 0 80 294 0 4 138 0 0 3 0 87 341 2 2 137 0 0 5 0 67 350 2 17 483 0 2 12 0 316 1317 0 2 120 0 0 2 0 64 340 0 5 94 0 0 6 0 84 324 1 8 103 0 1 4 0 91 348 0 1 93 0 0 4 0 94 338 1 19 410 0 1 16 0 333 1350 *TOTAL{ 1 0 915 24 1 1 86 0 36 [ 3 36 893 0 I 3 28 0 649 2667 • • NE 17TE STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: CARLOS GUERRA •IZED/NB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 0OO40098 Start Date: O4/27/004 File I.D. : 17ST2AVE Page : 2 HE 2ND AVENUE From North Peds Right Thru Date O4/27/04 Left NE I7TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE I7TH STREET From West Peds Right Thru Left Vehicle Total 1 1 immEMMINEEMMIMmimmINIft NE 17TH STREET 0 0 0 0 .649 649 0 0 0 77 0 677 28 28 3 • 3 NE 2ND AVENUE 915 915 939 24 24 2,567 649 893 86 1,628 ALL VEHICLES & PEDS Intersection Total 2,667 36 915 28 979 1,908 0 0 NE 2ND AVENUE 18 122 929 893 893 36 36 1 86 86 0 0 36 36 60 NE 17TH STREET 3 3 24 0 36 NE 17TE STREET Ft NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: CARLOS GUERRA S•1ZED(RB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040098 Start Date: 04/27/04 File I.D. : 17ST2AVE Page : 3 NE 2ND AVENUE From North NE 17TH STREET From East Peds Right Thru Left Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left HE 17TH STREET From West Peds Right Thru Left Vehicle Total Date 04j27j04 Peak Hour Analysis By Rntire Intersection for the Period: 16:00 to 18:00 on 04/27/04 Peak start 16:45 16:45 16:45 Volume 0 501 14 38 0 15 17 454 0 Percent - 01 971 31 - 721 0t 284 48 960 0 Pk total 515 53 471 Highest 17:00 17:15 16:45 Volume - 0 137 7 11 0 5 - 2 137 0 Hi total 144 16 139 PHF .89 .83 .85 • 0 0 NE 17TH STREET 0 0 0 0 306 306 0 0 0 NE 2ND AVENUE 501 501 515 0 323 17 1 • 17 1 14 14 1,313 306 454 38 798 ALL VEHICLES & PEDS 23 8 Intersection Total 1,362 15 501 17 533 1,004 0 0 NE 2ND AVENUE 16:45 17 0 306 58 Ot 951 323 17:30 4 D 91 95 .85 0 0 38 38 53 0 471 0 15 15 31 NE 17TH STREET 454 17 3 454 17 3 14 0 17 NE 17TH STREET & NE 1ST AVENUE MIAMI, FLORI➢A CO' ED BY: PATRICIA GUERRA Ar GNALIZED, NO SIGNS TRAFFIC SURVEY SPECIALISTS, INC. 624 GAR➢ENIA TERRACE ➢ELRAY BRACE, FLORIDA 33444 (561► 272-3255 FAX {5611 272-4381 ALL VEHICLES & PE➢S Site Code : 00040088 Start Date: 04/27/04 File I.D. : 17ST1AVE Page : 1 NE 17TR STREET From East Thru Left Date 04/27/04 16:00 0 0 16:15 0 0 16:30 0 0 16:45 0 0 Er Total 0 0 17:00 0 0 17:15 0 0 17:30 0 0 j.7;45 0 0 Er Total 0 0 NE 1ST AVENUE From South Right Left NE 17TH STREET Prom West Right Thru Total 79 69 83 70 301 63 85 92 91 331 129 114 222 149 614 142 146 112 110 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 208 183 305 219 915 206 231 205 201 843 *TOTAL' 0 0 I 632 1124 • • 0 2 1 1758 NE 17TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: PATRICIA GUERRA IGNALIZED, NO SIGNS TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040098 Start Date: 04/27/D4 File I.D. : 17ST1AVE Page : 2 NE 17TH STREET From East Thru Left Date 04/27/04 NB 1ST AVENUE From South Right Left NE 17TH STREET From West Right Thru Total 3 3 NE 17TH STREET 1,124 0 1,124 0 • 0 2 2 0 0 10 • 10 1,126 ALL VEHICLES & FEDS Intersection Total 1,758 0 0 0 0 1,756 63 r--- 1,756 1,124 1,124 NE 1ST AVENUE 0 632 632 0 0 0 0 0 634 NE 17TH STREET 8 0 2 632 1E 17TH STREET R NE 1ST AVENUE MIAMI, FLORIDA C 1TED BY: PATRICIA GUERRA GNAL1ZED, NO SIGNS _TRAFFIC SDRVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040098 Start Date: 04/27/04 File I.D. : 17ST1AVE Page : 3 NE 17TH STREET From East Thru Left Date 04/27/04 NE 1ST AVENUE From South Right Left NE 17TH STREET From West Right Thru Total Peak Hour Analysis By Entire Intersection Peak start 16:30 16:30 Volume 0 0 301 659 Percent 0t Ot 311 691 Pk total 0 960 Highest 16:00 16:30 Volume 0 0 83 222 Hi total 0 305 PHF .0 .79 for the Period: 16:00 to 18:00 on 04/27/04 16:30 0 1 0% 1001 1 17:00 0 1 1 .25 2 2 NE 17TH STREET 659 0 659 0 0 1 0 0 1 6 • 6 60 ALL VEHICLES & PEDS Intersection Total 961 960 { 0 659 0 0 0 659 NE 1ST AVENUE 30 960 0 301 301 0 0 0 0 0 302 NE 17TH STREET 4 4 0 1 301 NW 17TH STREET 1R NE MIAMI AVENUE MIAMI, FLORIDA CO TED BY: JOEL SANTANA 1 GNALIZED NE/NW AS SIGNED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES 1r PEDS Site Code : 00040098 Start Date: 04/27/04 File I.D. : 17STMIAM Page : 1 NE MIAMI AVENUE From North Peds Right Thru Left Date 04/27/04 16:00 9 0 47 0 16:15 1 1 61 0 16:30 0 0 62 0 16:45 6 0 48 1 Pr Total 16 1 218 1 17:00 0 0 62 1 17:15 6 0 70 0 17:30 2 0 38 0 17:45 2 0 28 0 Er Total 10 0 198 1 NW 17TH STREET From East Peds Right Thru Left NE MIA14I AVENUE From South Peds Right Thru Left RINKER DRIVEWAY From West Vehicle Peds Right Thru Left Total 7 115 0 12 3 108 0 0 3 180 0 0 2 153 0 2 15 556 0 14 3 149 0 0 5 153 0 I 4 109 0 0 2 111 1 0 14 522 1 1 4 0 2 0 2 0 0 0 1 0 0 0 4 0 0 0 11 0 2 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 8 5 0 0 4 2 0 3 0 2 0 0 3 2 0 1 15 11 0 4 1 2 0 0 7 1 0 1 5 0 0 1 7 0 0 0 20 3 0 2 181 175 244 207 807 214 226 148 140 728 'TOTAL' 26 1 416 2 • • 29 1078 15 ( 15 02 35 14 0 6 I 1535 Nil 17TR STREET & NE MIAMI AVENUE MIAMI, FLORI➢A CITED BY: JJOEL SANTANA N GNALIZED NE/NW AS SIGNED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY B&ACE, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040096 Start Date: 04/27/04 File I.➢, : 17STMIAM Page : 2 NE MIAMI AVENGE From North Peds Right Thru Left Date 04/27/04 NW 17TH STREET From East Peds Right Thru Left NE MIAMI AVENUE From South Peds Right Thru Left RINKER DRIVEWAY From West Peels Right Thru Left Vehicle Total 26 26 RINKER DRIVEWAY 0 1 1 •s 2 6 0 t 1 NE MIAMI AVENUE 416 416 419 2 0 20 14 35 • 14 35 2 2 1,505 6 2 1,078 1,086 ALL VEHICLES & PEDS 1,096 Intersection Total 1,535 447 15 0 416 14 445 0 NE MIAMI AVENUE 1,094 2 2 2 1 29 29 1,078 1,078 1 1 15 15 2 NW 17TH STREET 0 15 0 15 2 0 0 NW 17TH STREET & NE MIAMI AVENUE MIAMI, FLORIDA CUB QED EY: JOEL SANTANA h GNALISED NOW AS SIGNED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Cade : 00040098 Start Date: 04/27/04 File I.D. : 17STMIAM Page : 3 NE MIAMI AVENUE From North Peds Right Thru Left Date 04/27/04 IV 17TH STREET From East Peds Right Thru Left 'NE MIAMI AVENUE From South Peds Right Thru Left RINKER DRIVEWAY From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire intersection for the Period: Peak start 16:30 16:30 Volume 0 242 2 Percent 01 99% 11 Pk total 244 Highest 17:15 Volume - 0 70 0 180 0 0 Ri total 70 180 PEF .87 .89 12 0 12 0 410111NMEMEMMMEMENMEMSL_____ RINKER DRIVEWAY 0 0 0 0 2 2 0 0 7 • 7 11 16:00 to 18:00 on 04/27/04 16:30 635 0 3 0 1001 01 01 01 638 0 16:30 16:00 16:30 0 0 - 7 0 2 01 01 - 781 01 22% 9 16:45 0 2 0 - 2 0 1 0 3 .0 .75 NE MIAMI AVENUE 242 242 244 2 2 881 2 0 635 637 ALL VEHICLES & PEDS Intersection Total 891 r 3 242 7 252 252 0 0 NE MIAMI AVENUE 64 638 0 0 0 13 13 amMomummmommummimm 635 635 0 0 3 3 2 NW 17TH STREET 2 0 0 9 9 NE 17TH TERRACE R NE 2ND AVENUE MIAMI, FLORIDA COS 'FED BY: ROSIB R0JAS GNALIXBD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES 6 REDS Site Code : 00040098 Start Date: 04/27/04 File T.B. : 17TE2AVE Page : 1 NE 2ND AVENUE From North Peds Thru Left Date 04/27/04 16:00 0 101 16:15 0 93 16:30 0 97 16:45 0 116 Hr Total 0 407 17:00 0 140 17:15 0 116 17:30 0 105 17:45 0 122 Hr Total 0 483 1 7 5 2 15 2 2 1 6 11 NE 17T8 TERRACE From Bast Peds Right Left NE 2ND AVENUE From South Peds Right Thru Vehicle Other Total Total 1 14 6 1 2 11 14 1 0 6 4 6 5 0 4 1 29 7 0 4 17 63 19 1 16 2 20 4 1 4 5 17 5 0 4 6 13 6 0 2 5 14 3 0 6 18 64 18 1 16 198 184 204 129 785 176 187 190 192 745 322 305 321 357 1305 346 331 317 343 1337 2 11 4 1 18 3 5 6 5 19 *TOTAL* 0 890 26 I 35 127 37 1 2 32 1530 2642 37 • • NE 17TE TERRACE 4 NE 2ND AVENUE MIA II, FLORIDA C9 'BY: ROSIE RAJAS GNALiZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (5611 272-4381 ALL VEHICLES & PEDS Site Code : 00040098 Start Date: 04/27/04 File I.D. : 17TE2AVE Page : 2 NB 2ND AVENUE From North Peds Thru Left Date 04/27/04 • • NE 17TH TERRACE From East Peds Right Left NE 2ND AVENUE From South Peds Right Thru Vehicle Other Total Total 0 NE 2ND AVENUE 890 890 916 26 26 2,573 0 1,530 127 1,657 • ALL VEHICLES & PEDS Intersection Total 2,642 37 890 0 927 2,489 0 NE 2ND AVENUE 22 164 1,562 • 1,530 1,530 32 32 35 35 411111 127 127 0 37 37 58 NE 17TH TERRACE 2 2 26 0 32 NE 17TH TERRACE & NB 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ROSIE RO AS GNALIZED TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 (S61) 272-3255 FAX (561) 272-43€1 ALL VEHICLES & PEDS Site Code : 00040098 Start Date: 04/27/04 File I.D. : 17TE2AVE Page : 3 NE 2ND AVENUE From North Peds Thru Left Date 04/27/04 Peak Hour Analysis By Entire Peak start 16:30 Volume 469 11 Percent - 98t 2t Pk total 480 Highest 17:00 Volume 140 2 Hi total 142 PHF .85 • NE 17TH TERRACE From East Peds Right Left NE 2ND AVENUE From South Peds Right Thru Vehicle Other Total Total ntersection for the Period: 16:00 to 18:00 16:30 16:30 72 21 77t 231 0 0 93 16:45 29 7 36 .65 0 16 766 2t 981 782 16:30 4 204 208 .94 NE 2ND AVENUE 469 469 480 11 11 1,318 n 04/27/04 0 766 72 838 ALL VEHICLES & PEDS Intersection Total 1,355 21 469 0 490 1,272 0 NE 2ND AVENUE 12 93 782 766 766 72 72 0 21 21 27 NE 17TH TERRACE 16 • 1 16 11 0 16 NE 15TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ •IZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY 3EACH, FLORIDA 33444 (561) 272.3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040098 Start Date: 04/27/04 File I.D. : 15STIAVE Page : 1 NE 1ST AVENUE From North Peds Right Thru ➢ate 04/27/04 16:00 16:15 16:30 d6:45 Er Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 1 0 0 I 0 0 2 0 0 0 2 2 1 5 0 0 0 0 0 0 0 0 0 0 Left NE 15TH STREET From East Peds Right Thru Left NE 1ST AVENUE From South Peds Right Thru Left NE 15TE STREET From West Vehicle Peds Right Thru Left Total 0 0 0 0 0 0 0 0 1 0 0 0 2 1 1 4 28 15 55 26 124 15 18 12 7 52 22 12 17 13 64 11 8 10 9 38 0 0 0 0 0 0 0 0 0 0 3 7 10 5 25 4 9 10 2 25 18 182 25 172 23 197 26 196 92 747 23 202 22 238 24 205 21 211 90 856 3 3 1 5 12 3 3 0 2 8 1 0 3 i 5 0 1 0 1 2 0 0 0 0 0 0 0 0 0 0 21 10 7 10 48 19 11 8 4 42 5 1 0 2 8 1 1 1 1 4 279 238 300 278 1095 274 301 260 255 1090 *TOTAL* 7 0 0 0 • 5 176 102 50 182 1603 20 I 7 0 90 12 1 2185 NE 15TH STREET & NE 1ST AVENUE MIAMI, FLORIDA CO TEI} BY: ISIDRO GONZALEZ CO TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Cade : 00040098 Start Date: 04/27/04 File I.D. : 15ST1AVE Page : 2 NE 1ST AVENUE From North Peds Right Thru Date 04/27/04 Left NE 15TE STREET From East Peds Right Thru Left NE 1ST AVENUE From South Peds Right Thru Left NE 15TH STREET From West Peds Right Thru Left Vehicle Total 7 7 NE 15TH STREET 20 102 122 0 12 12 90 0 t 0 NE 1ST AVENUE 0 0 0 24 90 102 0 0 7 • 7 l 0 0 1,791 12 1,603 176 1,791 ALL VEHICLES & PEDS Intersection Total 2,185 0 0 0 0 1,805 20 20 NE 1ST AVENUE 55 5 5 176 176 278 102 1,805 • 1,603 1,603 t 182 182 102 0 0 272 NE 15TH STREET 50 50 0 90 182 NE 15TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ I ZBD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040098 Start Date: 04/27/04 File I.D. : 15ST1AVE Page : 3 NE 1ST AVENUE From North Peds Right Thru Left Date 04/27/04 NE 15TH STREET From East Peds Right Thru Left NE 1ST AVENUE From South Peds Right Thru Left NB 15TH STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:30 16:30 Volume 0 0 0 114 49 Percent 01 01 01 701 301 Pk total 0 163 Eighest 16:00 16:30 Volume 0 0 0 55 17 Hi total 0 72 PHF .0 .57 4 NE 15TH STREET 12 49 0 61 4 4 4 47 47 0 0 5 0 0 16:00 to 18:00 on 04/27/04 16:30 16:30 0 94 833 12 0 47 4 01 101 891 11 01 921 81 939 51 17:15 17:00 0 22 238 3 - 0 19 1 263 20 .89 .64 NE 1ST AVENUE 0 0 0 12 1 0 0 951 4 833 114 951 ALL VEHICLES & PEDS Intersection Total 1,153 0 0 0 0 939 12 12 NE 1ST AVENUE 30 16 939 • 833 833 94 94 2 2 114 114 49 49 0 0 141 NE 15TH STREET 28 28 0 47 94 Traffic Survey Specialists, Inc. 624 Gardenia Terrace III Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 Data File : D0427004.PRN Station : 000000042603 Identification : 000110252041 Start date : Apr 27, 04 Stop date : Apr 27, 04 City/Town : Miami, FL Location : NE 2nd Avenue North of NE 17th Terrace ******************************************************************************* Apr 27 Southbound Volume for Lane 1 Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade End Time 00 01 02 03 04 05 15 18 9 4 3 2 11 30 10 6 7 5 2 12 45 13 3 3 2 6 13 00 11 3 3 4 10 26 Hr Total. 52 21 17 06 07 08 09 10 11 31 79 196 171 114 95 69 130 210 158 97 92 81 213 233 144 110 120 101 222 210 146 129 127 14 20 62 282 644 849 619 450 434 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 107 131 112 98 100 143 30 112 132 131 98 95 112 45 136 144 104 108 101 105 00 135 116 97 140 113 121 106 69 51 33 25 22 103 50 43 30 13 15 81 66 44 27 39 14 67 66 35 29 32 22 H 2� otal 490 523 444 444 409 481 357 251 173 119 109 73 our Total : 7337 AM peak hour begins : 07:45 AM peak volume : 861 Peak hour factor : 0.92 PM peak hour begins : 12:45 PM peak volume : 542 Peak hour factor : 0.94 ******************************************************************************* Apr 27 Northbound Volume for Lane 2 End Time 00 01 02 15 29 13 11 30 29 4 13 45 12 15 8 00 17 4 7 03 04 05 06 07 08 09 10 11 5 2 8 30 2 6 10 20 4 3 9 34 4 5 22 44 22 54 60 57 71 91 88 87 68 55 75 64 98 61 90 87 87 91 77 118 Hr Total 87 36 39 15 16 49 128 193 324 298 330 376 End Time 12 13 14 15 16 17 18 19 ' 15 130 136 97 118 201 182 168 88 52 50 30 126 111 90 163 191 192 166 62 46 44 45 125 103 97 140 213 194 132 72 43 33 00 115 104 97 180 211 185 104 49 39 33 ___ Hr Total 496 454 �381 601 816 753 570 271 180 160 20 21 22 23 26 34 34 32 126 26 22 22 27 97 24 Hour Total : 6796 AM peak hour begins : 11:30 AM peak volume : 461 Peak hour factor : 0.89 PM peak hour begins : 16:00 PM peak volume : 816 Peak hour factor : 0.96 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D0427004.PRN Station : 000000042603 Identification : 000110252041 Interval : 15 minutes Start date : Apr 27, 04 Start time : 00:00 Stop date : Apr 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 2nd Avenue North of NE 17th Terrace ******************************************************************************* Apr 27 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 47 22 _-____ -- 8 ---4 - 19 61 101 267 262 202 182 30 39 10 20 7 8 22 89 184 278 213 172 176 45 25 18 11 6 9 22 115 273 331 205 200 207 00 28 7 10 8 15 48 145 279 297 237 206 245 mmr- Hr Total 139 57 56 29 36 111 410 837 1173 917 780 810 End Time 12 13 14 15 16 17 18 19 20 15 237 267 209 216 301 325 274 157 103 30 238 243 221 261 286 304 269 112 89 45 261 247 201 248 314 299 213 138 87 00 250 220 194 320 324 306 171 115 74 Iiiotal 986 977 825 1045 1225 1234 927 522 353 279 235 170 our Total : 14133 AM peak hour begins : 08:00 AM peak volume : 1173 Peak hour factor : 0.89 PM peak hour begins : 16:30 PM peak volume : 1267 Peak hour factor : 0.97 ******************************************************************************* 21 22 23 83 51 48 74 47 37 60 73 36 62 64 49 • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 411 Delray Beach, Florida 33444 Phone (361) 272-3255 Volume Report with 24 Hour Totals Page 1 *,******************************************************************************* Data File : D0427005.PRN Station : 000000042601 Identification ; 000110252028 Interval : 15 minutes Start date : Apr 27, 04 Start time : 00:00 Stop date : Apr 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 15th Street East of US1 ******************************************************************************* Apr 27 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 26 15 5 7 5 7 23 52 120 106 110 106 30 20 11 8 5 6 13 31 82 95 94 89 110 45 23 6 2 2 4 17 39 113 121 100 81 92 00 14 5 2 8 4 22 57 133 97 93 68 110 Hr Total 83 37 17 22 19 59 150 380 433 393 348 418 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 95 106 104 -497 108 122 '122 105 83 64 59 40 30 110 90 79 104 97 136 145 79 84 67 58 28 45 143 93 107 104 107 114 115 76 64 50 53 37 00 133 98 103 101 133 153 110 78 74 64 48 30 H ota1. 481 387 393 406 445 Y525 T492 �338 305 245 218 135 20 our Total : 6729 AM peak hour begins : 07:45 AM peak volume : 469 Peak hour factor : 0.88 PM peak hour begins : 17:45 PM peak volume : 535 Peak hour factor : 0.87 ******************************************************************************* Apr 27 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 26 14 13 W�6 �5 ��T8 T 12 36 88 89 75 76 30 19 7 10 7 7 7 15 29 73 83 61 80 45 14 14 8 5 5 12 27 76 103 80 55 87 00 19 6 5 8 7 16 34 88 102 78 65 84 Hr Total 78 41 36 -26 24 43 88 229 366 330 256 327 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 94 69 79 102 97 120 88 57 51 55 43 44 30 84 77 87 84 76 109 73 66 50 54 39 31 45 81 78 78 84 79 88 72 77 45 38 44 27 00 83 79 77 93 99 83 80 45 37 40 37 21 Hr Total 342 303 321 363 351 400 313 245 183 187 163 123 24 Hour Total : 5138 AM peak hour begins : 08:30 AM peak volume : 377 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 416 Peak hour factor : 0.87 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D0427005.PRN Station : 000000042601 Identification : 000110252028 Interval : 15 minutes Start date : Apr 27, 04 Start time : 00:00 Stop date : Apr 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 15th Street East of US1 ******************************************************************************* Apr 27 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 52 29 18 13 10 15 35 88 208 195 185 182 30 39 18 18 12 13 20 46 111 168 177 150 190 45 37 20 10 7 9 29 66 189 224 180 136 179 00 33 11 7 16 11 38 91 221 199 171 133 194 Hr Total 161 78 53 48 ��43 102 �238 609 799 723 604 745 End Time 12 13 14 15 16 17 18 19 20 21 22 23 -� 15 189 175 �183 199 W205 242 210 162 134 119 102 84 30 194 167 166 188 173 245 218 145 134 121 97 59 45 224 171 185 188 186 202 187 153 109 88 97 64 00 216 177 180 194 232 236 190 123 111 104 85 51 T H iotal 823 690 714 769 796 925 805 583 488 432 381 258 2our Total 11867 AM peak hour begins : 07:45 AM peak volume : 821 Peak hour factor : 0.92 PM peak hour begins : 17:00 PM peak volume : 925 Peak hour factor : 0.94 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ****************************************************************************** Data File : D0427003.PRN Station : 000000042602 Identification : 009601150098 Interval : 15 minutes Start date : Apr 27, 04 Start time : 00:00 Stop date : Apr 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location. : NE 15th Street West of US1 ********,****,************,**************************************************** Apr 27 Eastbound Volume for Lane 1 End Time 00 01 02 15 4 5 1 30 4 2 2 45 2 2 0 00 4 3 0 03 2 4 0 7 Hr Total 14 12 3 13 04 1 1 5 4 11 05 5 1 6 4 06 07 08 09 10 11 3 17 44 29 33 38 7 23 55 30 32 34 15 31 44 38 31 45 16 40 35 49 18 41 16 41 111 178 146 114 158 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - 15 47 35 30 --T_29 ��41 37-39 20 7 7 7 7 30 38 30 40 26 32 48 37 9 15 8 6 6 45 33 22 44 27 40 39 27 14 14 4 12 5 00 36 39 30 49 29 45 27 18 7 8 6 7 H Total 154 126 ^�r 144 f131 -142 169 130 61 43 27 31 25 2 our Total : 2000 AM peak hour begins : 07:45 AM peak volume : 183 Peak hour factor : 0.83 PM peak hour begins : 17:15 PM peak volume : 171 Peak hour factor : 0.89 ******************************************************************************* Apr 27 Westbound Volume for Lane 2 End Time 00 01 02 03 04 15 10 4 6 0 3 30 11. 3 7 4 0 45 5 5 3 0 4 00 8 2 4 7 2 Hr Total 34 14 20 11 9 3 4 6 11 05 06 8 8 23 35 07 38 52 53 73 08 09 10 11 66 82 89 53 48 80 48 63 53 63 70 55 55 68 44 75 24 74 216 222 293 251 246 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 73 r 55 �A50 57 72 47 53 17 21 9 5 12 30 62 78 53 61 51 35 37 23 12 11 10 20 45 53 61 61 46 46 39 31 26 12 17 11 11 00 65 62 51 70 43 51 36 13 13 13 9 7 Hr Total 253 256 215 ^234 212 172 157 79 58 50 35 50 24 Hour Total : 3185 AM peak hour begins : 09:15 AM peak volume : 300 Peak hour factor : 0.84 PM peak hour begins : 12:45 PM peak volume : 259 Peak hour factor : 0.83 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************* Data File : D0427003.PRN Station : 000000042602 Identification : 009601150098 Interval : 15 minutes Start date : Apr 27, 04 Start time : 00:00 Stop date : Apr 27, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 15th Street West of USI ******************************************************************************* Apr 27 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 14 _9 _--7 -- 2 -- 4 ��8 - 11 A^55 110 111 122 91 30 15 5 9 8 1 5 15 75 103 110 80 97 45 7 7 3 0 9 12 38 84 97 101 101 100 00 12 5 4 14 6 15 51 113 90 117 62 116 ' Hr Total 48 26 23 24 20 40 115 �327 400 439 365 404 End Time 12 13 14 15 16 17 18 19 20 15 120 90 80 86 113 84 92 37 28 30 100 108 93 87 83 83 74 32 27 45 86 83 105 73 86 78 58 40 26 00 101 101 81 119 72 96 63 31 20 H Total 407 382 -359 365 354 341 287 140 2iour Total 5185 21 22 16 12 19 16 21 23 21 15 101 77 66 23 19 26 16 14 75 AM peak hour begins : 09:15 AM peak volume : 450 Peak hour factor : 0.92 PM peak hour begins . 12:00 PM peak volume . 407 Peak hour factor : 0.85 ******************************************************************************* • Adjusted Traffic Counts • • • • OAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Bayview Market Project Number: Count Date: Day of Week: Tuesday 04123 NE 17 Street and NE 2 Avenue 4/27/04 Traffic Survey Specialists, Inc, NE 2 Avenue NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND --EASTBOUND WESTBOUND GRAND' TOTAL aumminammiamiimmufti. TOTAL MI MI TOTAL 04:00 PM 04:15 PM 0 108 115 7 104 0 111 82 0 0 .1=511111111,11111111111 82 8 0 16 24 332 04:15 PM 04:30 PM 0 100 104 0 87 0 87 I 80 0 4 84 1 0 18 19 294 04:30 PM 04:45 PM 0 138 142 2 103 0 105 87 0 3 90 2 0 2 4 341 04:45 PM 05:00 PM 0 137 139 124 0 126 67 5 72 1 0 12 13 350 05'00 PM 05:15 PM 0 120 122 137 0 144 64 _0 0 2 66 3 0 5 8 340 05:15 PM 05:30 PM 0 94 99 116 0 119 84 0 6 90 5 0 11 16 324 05:30 PM 05:45 PM 0 103 111 124 0 126 91 0 4 95 6 0 10 16 348 05:45 PM 06:00 PM 0 93 4 97 120 0 121 94 0 4 98 10 0 ®11116311 338 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 2 Avenue NE 17 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 moo PM 0 451 18 469 12 462 0 474 328 0 14 342 18 0 43 62 1347 PEAK HOUR FACTOR_____ 0.82 L0.82 I 0.86 0.64 0.97 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.01 17 st_2 ave.xls • • • 6AV#D PLUMMER 8 ASSOCIATES, Project Location: Observer: INC. Name: _. . TURNING MOVEMENT COUNTS Bayview Market Project Number: Count Date: Day of Week: Tuesday 04123 NE 17 Street and NE 1 Avenue 4/27/04 Traffic Survey Specialists, Inc. NE 1 Avenue NE 17 Street TIME INTERVAL ( NORTHBOUND SOUTHBOUND EASTBOUND STBOUND GRAND TOTAL 1 L T R TOTAL L T.. R TOTAL "j�� i%�� L T Ri! 04:00 PM 04:15 PM 129 0 79 208 0 0 0 0 0 0 0 0 0 0 0 0 208 04:15 PM 04:30 PM 114 0 69 183 0 0 0 0 0 0 0 0 0 0 0 0 183 04:30 PM 04:45 PM 222 0 83 305 0 0 0 0 0 0 0 0 0 0 0 0 305 04:45 PM 05:00 PM 149 0 70 219 0 0 0 0 0 0 0 0 0 0 0 0 219 05:00 PM 05:15 PM 142 0 63 205 0 0 0 0 0 1 0 1 0 0 0 0 206 05:15 PM 05:30 PM 146 0 85 231 0 0 0 0 0 0 0 0 0 0 0 0 231 05:30 PM 05:45 PM 112 0 92 204 0 0 0 0 0 1 0 1 0 0 0 0 205 05:45 PM 06:00 PM 110 0 91 201 0 0 0 0 0 0 0 0 0 0 0 0 201 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 1 Avenue NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND T WESTBOUND GRAND' TOTAL T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 568 0 319 887 0 0 0 0 0 1 0 1 0 0 0 0 888 PEAK HOUR FACTOR 0.72 N/A 0.25 I N/A 0.79 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.01 17 st_1 ave.xls • • • DAVi{) PLUMMER S. ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Bayview Market Project Number: Count Date: Day of Week: Tuesday 04123 NE 17 Street and North Miami Avenue 4/27104 Traffic Survey Specialists, Inc. North Miami Avenue NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND , EASTBOUND WESTBOUND _ _—_ GRAND ' TOTAL L T R TOTAL L T R TOTAL L T R� TOTAL L T R TOTAL 04:00 PM 04:15 PM 0 2 0 2 0 47 0 47 0 0 5 5 12 0 115 —127 181 04:15 PM 04:30 PM 0 0 0 0 0 61 1 62 3 0 2 5 0 0 108 108 175 04:30 PM 04:45 PM 0 0 0 0 0 62 0 62 0 0 2 2 0 0 180 180 244 04;45 PM 05:00 PM 0 0 0 T 0 1 48 0 49 1 0 2 3 2 0 153 155 207 05:00 PM 05:15 PM 0 0 0 0 0 62 0 — 83 0 0 MAO0 0 149 149 214 e 05:30 � 11 iN 0 70 0 1 1 0 153 4 22605:30 PM 05:45 Pm��M� 0 38 0 0 0 0 109 109 148 05:45 PM 0. 0. PM 0 0 0 0 0 28 0 28 0 0 0 0 0 © 111 112 140 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON North Miami Avenue TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL LT R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 0 1 0 1 1 210 1 212 3 0 7 10 8 1 544 552 775 0.91� PEAK HOUR FACTOR 0.13 0.75 �„■ 0.50 � 0.76 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.01 17 st miami ave.xls • • • DAVID PLUMMER A. ASSOCIATES. INC. TURNING MOVEMENT COUNTS Project Name: Bayview Market Project Number: 04123 Location: NE 17 Terrace and NE 2 Avenue Count Date: 4/27104 Observer: Traffic Survey Specialists, Inc. Day of Week: Tuesday NE 2 Avenue NE 17 Terrace TIME NORTHBOUND SOUTH13OUND EASTBOUND WESTBOUND RAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 04:00 PM 04:15 PM ------------ 0 198 2 200 1 101 0 102 0 0 0 0 6 0 14 20 322 04:15 PM 04:30 PM 0 184 6 190 93 0 100 0 0 0 0 0 14 15 305 04:30 PM 04:45 PM 0 204 4 208 97 0 102 0 0 0 0 0 6 11 321 04:45 PM 05:00 PM 0 199 4 203 116 0 118 0 0 0 0 0 29 36 357 05:00 PM 05:15 PM 0 T 176 4 180 2 140 0 142 0 0 0 0 4 0 20 24 346 05:15 PM 05:30 PM 0 187 4 191 2 116 0 118 0 0 0 0 5 0 17 22 331 05:30 PM 05:45 PM 0 190 2 192 1 105 0 106 0 0 0 0 6 0 13 19 317 05:45 PM 06:00 PM 0 192 6 198 6 122 0 128 0 0 0 0 3 0 14 17 343 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 2 Avenue NE 17 Terrace TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L —T R TOTAL L T R TOTAL TOTAL 04:00 PM 06:00 PM 0 773 16 789 1 13 449 0 463 0 0 0 0 19 0 64 83 1334 PEAK HOUR FACTOR 0.94 0.81 1 NIA 0.57 0.95 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.01 17 terrace_2 ave.xls • • • DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: Bayview Market Project Number: 04123 Location: NE 15 Street and NE 1 Avenue Count Date: 4127104 Observer: Traffic Survey Specialists, Inc. Day of Week: Tuesday L NE 1 Avenue NE 15 Street TIME GRAND INTERVAL L T ( R fish L - R TOTAL L T R TOTAL I t. T II • TOTAL 04:00 PM 04:15 PM 3 182 18 203 0 0 0 0 5 21 0 26 0 22 28 50 279 04:15 PM 04:30 PM 3 172 25 200 0 0 0 0 1 10 0 11 0 12 15 MEI 238 04:30 PM 04:45 PM 1 197 23 MEM 0 0 0 0 0 7 0 7 0 17 55 MEM 300 04:45 PM 05:00 PM 5 196 26 ® 0 0 0 0 2 10 0 12 0 13 26 39 278 05:00 PM 05:15 PM 3 202 23 228 0 0 0 0 1 19 0 20 0 11 15 26 274 05:15 PM 05:30 PM 3 238 22 263 0 0 0 0 1 11 0 12 0 8 18 26 301 05:30 PM 05:45 PM 0 205 24 229 0 0 0 0 1 8 0 9 0 10 12 260 05:45 PM 06:00 PM 2 211 21 234 0 0 0 0 1 4 0 5 0 9 7 16 255 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 1 Avenue NE 15 Street •INTERVAL TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUNDGRAN T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL o4:oo PM 06:00 M 10 810 92 912 . 0 0 0 0 6 45 0 0 52 89 140 1103 PEAK HOUR FACTOR 0.86 N/A 0.49 0.48 0.96 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.01 15 st 1 ave.xls • • • OAVIA PUJMMER d ASSOC€ATES, INC. 24-HOUR COUNTS Project Name: Bayview Market Location: NE 2 Avenue Between NE 14 Street and NE 20 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 29 29 12 17 87 01:00 AM 13 4 15 4 36 02:00 AM 11 13 8 7 39 03:00 AM 5 2 4 4 15 04:00 AM 2 6 3 5 16 05.00 AM 8 10 9 22 49 06.00 AM 30 20 34 44 128 07:00AM 22 54 60 57', 193 08:00 AM 71 68 98 87 324 09:00 AM 91 55 61 91 298 10:00 AM 88 75 90 77 j 330 11,00 AM 87 84 87 118 376 12:00 PM 130 126 125 115 '. 496 01:00 PM 136 111 103 104 454 02.00 PM 97 90 97 97 381 03:00 PM 118 163 140 180 601 04:00 PM 201 191 213 211 , 816 05:00 PM 182 192 194 185 753 06:00 PM 168 166 132 104 570 07:00 PM 88 62 72 49 271 08:00 PM 52 46 43 39 180 09:00 PM 50 44 33 33 ! 160 10:GO PM 26 34 34 32 126 11:GO PM 26 22 22 27 97 24-HOUR TOTAL E 6,796 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 114 2nd 1/4 3rd 114- 4th 1/4 TOTAL 12:00 AM 18 10 13 11 52 01:00 AM 9 6 3 3 21 02:00 AM 4 7 3 3 17 03:00 AM j 3 5 2 4 14 04:00 AM 2 2 6 10 20 05:00 AM 11 12 13 26 62 06:00 AM 31 69 81 101 282 07:00 AM ! 79 130 213 222 644 08:00 AM 196 210 233 210 849 09:OO AM 171 158 144 146 619 1000AM 114 97 110 129 450 11:00AM 95 92 120 127 434 12.00 PM 107 112 136 135 490 01700 PM 131 132 144 116 523 02:00 PM 112 131 104 97 444 03:00 PM € 98 98 108 140 444 04:00PM 100 95 101 113 409 05:0oPM 143 112 105 121 481 06:00 PM 106 103 81 67 357 07:00 PM i 69 50 66 66 251 08:00 PM 51 43 44 35 173 09:00 PM 33 30 27 29 119 10:00 PM 25 13 39 32 109 11:00 PM 22 15 14 22 73 24-HOUR TOTAL 7,337 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 499 Time: 04:00 PM Volume: 816 AM Peak Hour: PM Peak Hour: 04123 4/27/04 TWO-WAY TOTAL 139 57 56 29 36 111 410 837 1,173 917 780 810 986 977 825 1,045 1,225 1,234 927 522 353 279 235 170 14,133 AM Peak Hour Time: 07:45 AM Volume: 881 PM Peak Hour: Time: 12:45 PM Volume: 542 NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: R-factor: 08:00 AM 8.3% 72.4% $8 04:30 PM 9.0% 63.0% NB Volume: 1,173 PHF: 0.89 Volume: t,267 PHF: 097 2 ave btw_14 st _20 axis • • • DAVID PLUMMER R. ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS Bayview Market NE 15 Street East of Biscayne Blvd Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 4st 114[2nd 114 3rd 1/4 4th 114r TOTAL 12:00 AM 26 20 23 14 83 01:00 AM 15 11 6 5 37 02:00 AM 5 8 2 2 17 03:00 AM 7 5 2 8 22 04 00 AM 5 6 4 4 19 05:00AM 7 13 17 22 59 0600 AM 23 31 39 57 150 'I 07:00 AM 52 82 113 133 380 08:OO AM 120 95 121 97 433 09.00 AM 106 94 100 93 393 10:00 AM , 110 89 81 68 348 11:00 AM 106 110 92 110 418 '[ 12:001'M 95 110 143 133 481 01:00 PM 106 90 93 98 387 02:00 PM 104 79 107 103 393 03:00 PM 97 104 104 101 406 04:00 PM 108 97 107 133 445 05:00PM 122 136 114 153 525 06:00 PM 122 145 115 110 492 07:00 PM 105 79 76 78 338 08:00 PM 83 84 64 74 308 09:00 PM 64 67 50 64 245 10:00 PM 59 58 53 48 218 11:00 PM 40 28 37 30 135 24-HOUR TOTAL 6,729, AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 114 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 26 19 14 19 78 01:00AM 14 7 14 6 41 02:00 AM 13 10 8 5 36 03:00 AM 6 7 5 8 26 04:00 AM 5 7 5 7 24 05:00 AM 8 7 12 16 43 06:00 AM 12 15 27 34 88 07:00 AM 36 29 76 88 229 08:00 AM 88 73 103 102 366 09:00 AM 89 83 80 78 330 10:00 AM 75 61 55 65 256 11:00 AM 76 80 87 84 327 12:00 PM 94 84 81 83 342 01:00 PM 69 77 78 79 303 02:00 PM 79 87 78 77 321 03:00 PM 102 84 84 93 363 04:00 PM 97 76 79 99 351 05:00 PM 120 109 88 83 ' 400 06:00 PM 88 73 72 80 313 07:00 PM 57 66 77 45 245 08:00 PM 51 50 45 37 183 09:00 PM 55 54 38 40 187 10:00 PM 43 39 44 37 163 11:00 PM 44 31 27 21 123 24-HOUR TOTAL 5,138 DAILY TRAFFIC COUNT SUMMARY Time 07:45 AM Volume: 469 Time: 05:45 PM Volume: 535 AM Peak Hour: PM Peak Hour: 04123 4/27104 TWO-WAY TOTAL 161 78 53 48 43 102 238 609 799 723 604 745 823 690 714 769 796 925 805 583 488 432 381 258 11,867 AM Peak Hour: Time: 08:30 AM Volume: 377 PM Peak Hour: Time: 04:45 PM Volume: 416 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 07:45 AM 6.914 57.1% EB 05:00 PM 7.8% 56.8% EB Volume: 821 PHF: 0.92 Volume: 925 PHF: 0.94 15 st_E_biscayne blvd.xls • • • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS Bayview Market NE 15 Street West of Biscayne Blvd Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND ' 1st 1/4 2nd 3rd 1/4 4th 114 TOTAL 12:00 AM 4 ...:114 4 2 4 14 01:00 AM 5 2 2 3 12 02:00 AM 1 2 0 0 3 03:00 AM 2 4 0 7 13 04:00 AM 1 1 5 4 11 05:00 AM 5 1 6 4 16 06:00 AM 3 7 15 16 41 07:00 AM 17 23 31 40 111 08:00 AM 44 55 44 35 178 09:00 AM 29 30 38 49 146 10:00 AM 33 32 31 18 114 11:004M 38 34 45 41 158 12:00 PM 47 38 33 36 154 01:00 PM 35 30 22 39 126 02:00 PM 30 40 44 30 144 03:00 PM 29 26 27 49 131 04:00 PM 41 32 40 29 142 05:00 PM 37 48 39 45 169 06:00 PM 39 37 27 27 130 07:00 PM 20 9 14 18 61 08:00 PM 7 15 14 7 43 09:00 PM 7 8 4 8 27 10:00 PM 7 6 12 6 31 11:00 PM 7 6 5 7 25 24-HOUR TOTAL 2,000 AM Peak Hour: PM Peak Hour EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 10 11 5 8 34 01:00 AM 4 3 5 2 i 14 02:00 AM 6 7 3 4 20 03:00 AM 0 4 0 7 I 11 04:00 AM 3 0 4 2 , 9 05:00 AM 3 4 6 11 24 06:00 AM 8 8 23 35 ° 74 07:00 AM 38 52 53 73 1 216 08:00 AM 66 48 53 55 222 09:00 AM 82 80 63 68 ; 293 10:00 AM 89 48 70 44 251 11:00 Atut 53 63 55 75 246 12 00 PM 73 62 53 65 253 01:00 PM 55 78 61 62 256 02:00 PM 50 53 61 51 i 215 03:00 PM 57 61 46 70 234 04:OO PM 72 51 46 43 212 05:00 PM 47 35 39 51 172 06:00 PM 53 37 31 36 I 157 07:00 PM 17 23 26 13 79 08:00 PM 21 12 12 13 i 58 09:00 PM 9 11 17 13 50 10:00 PM 5 10 11 9 35 11:00 PM 12 20 11 7 j 50 24-HOUR TOTAL 3,185 DAILY TRAFFIC COUNT SUMMARY Time: 07:45 AM Volume: 183 Time: 05:15 PM Volume: AM Peak Hour: PM Peak Hour: 04123 4/27104 TWO-WAY TOTAL 48 26 23 24 20 40 115 327 '( 400 439 365 404 407 382 359 365 354 341 287 140 101 77 66 75 5.185 AM Peak Hour: Time: 09:15 AM Volume: 300 PM Peak Hour: Time: 12:45 PM Volume: 259 EASTBOUND AND WESTBOUND Time: K-factor: 0-factor: Time: K-factor: D-factor: 09:15 AM 8.7% 66.7% WB 12:00 PM 7.8% 62.2% WB Volume: 450 PHF: 0.92 Volume: 407 PHF: 0.85 15 st_W Biscayne bivd.xts • Signal Timings • • • • • PATTERN SCHEDULE FOR TIME PT OFF MINT 0 23 0 600 13 1 630 7 1 730 8 29 930 9 9 1545 11 29 1800 12 4 1900 13 1 2300 23 0 NSW F Y 7 6 31 6 4 31 6 4 31 6 4 61 6 4 61 6 4 71 6 4 61 6 4 31 6 4 31 6 4 Signal Timing 2385 NE 2 AVE & 17 ST EW F Y 7 6 9 6 4 6 60NIGHT 15 9 6 4 60NITE & W 9 6 4 60PRE AM 1 9 6 4 90AM PEAK 9 6 4 90MID-DAY 9 6 4 100PM PEAK 9 6 4 90POST PM 9 6 4 60NITE & W 9 6 4 6 60NIGHT 15 -71 4- 15 4- FOR DAY # 4 (SECTION 26) S Y M CYC • • o Appendix C FDOT's Quality/LDS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership UN TABLE 4-7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS' NTERRUPTED FLOW HIGUWAYS Lanes Divided 1 Undivided 2 Divided Divided A 100 1,060 1,600 Level of Service B C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service A B C D E •• 220 720 860 890 250 1,530 1,810 1,860 380 2,330 ;,720 2,790 490 3,030 3,460 3;540 Lanes Divided 1 Undivided 2 Divided Divided Divided E 1,300 3,670 5,500 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service A B C D Lanes Divided Undivided 2 Divided 3 Divided Divided •• •• •• 100 220 340 440 590 810 1,360 1,710 2,11D • 2,570 2,790 3,330 ••• ••• E 850 1,800 2,710 3,500 Class 111 (more than 4,5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) anes Divided 1 Undivided 2 Divided 3 Divided Divided A •• •r •• Level of Service B C D •• 280 650 1,020 1,350 •• 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided I Undivided 2 Divided 3 Divided Divided A Level of Service B C D •" 270 720 650 1,580 1,000 2,390 1,350 3,130 •♦ •• •• E 780 1,660 2,490 3,250 Lanes Divided 1 Undivided 2 Divided Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A B C D Si •• 480 760' •• •• €,1-20 1,620 • •• •• 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D •• '• 250 530 •• •+ 580 1,140 E 810 1,720 2,580 E 660 1,320 FREEWAYS Interchange spacing? 2 nu. apart Level of Service Lanes A 2 1,270 2,110 3 1,970 3,260 4 2,660 4,410 6,150 5 3,360 5,560 7,760 6 4,050 6,710 9,360 nterchange spacing <2 mi. apart Lanes 2 3 4 5 Level of Service A B C 1,130 1,840 2,660 1,780 2,890 4,180 2,340 3,940 5,700 3,080 4,990 7,220 3,730 6,040 8,740 B C D 2,940 3,580 4,550 5,530 7,480 9,440 11,390 D 3,440 5,410 7,380 9,340 11,310 BICYCLE MODE E 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100% A •• 160 Level of Service B C 130 380 170 210 >380 D 720 >720 >210 E ••• ••• •a• PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85.100°/ Level of Service A g C D •• •• •• 330 •• •• •• 520 •• 120 590 >590 BUS MODE (Scheduled Fixed Route) • (Buses pet hour) Level of Service A B C D •• >5 >4 >3 >6 >4 >3 >2 E 810 990 E >2 >1 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://www 1 1.myfiorida.com/planning/systems/smflos/default.htm 02/22/02 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median t Divided 1 Undivided Multi Undivided Multi Undivided Left Turns Lanes Adjustment Factors Yes +5% Na Yes No ONE WAY FACILITIES Increase corresponding volume 20% -20% is table dots net coiasnrute a standard and should be used only for general planning appllunons. The computer models from which this table is derived should be used for more specific planning appllcanons. The table and denting computer models should not be,ssed for corridor or intersection deign, where more refined techniques exist. Values shown arc hourly directional volumes for levels of ![!rite and are for the autotnob,tdQuck modes units specincatIy sated Leve€ of service terns grade thresholds are probably not comparable across modes and, therefore. cross ,nodal comparisons should be made with caution. Furthermore. combining levels of service of different modes Into one overall roadway level of aerv,Ce Is nor recommended. To convert to annual average daily trine volumes. then volumes must be divided by appropnatr n and K furors. The table's input value defaults and level of service cnrena appear on tht following page. Calculations are based on planning applications of the tilghway Capacity Manual, Bic ycle LOS Model, tiedesman LOS Model and Transit Capacity and Quality of Service Manual. respectively for the aummobilcltnrck. bicycle. pedesman and bus modes. "Cannot be achieved using sable mpar value defaults. "Vas applicable for that level of ser+nee lents grade. for automobi lelmick modes. volumes grant ,haft level of service O become F because intersection capacsnes have been reached For bicycle and pedestrian modes, she revel of !anus letter grade (including 17 is not achievable, because there is no maximum vehicle volume threshold using table inrut value defauiia. 97 • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE D PERSON TRIP LEVEL OF SERVICE A B C D E _ A B C f D E CLASS 4 ARTERIAL 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 Source: FDOT's 2002 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. IC ROADWAY FROM TO BISCAYNE RLVD NE 54 STREET NE 46 STREET I-195 NE 36 STREET NE 29 STREET NE. 20 STREET N£ 19 STREET NE 1551RFET NE 14 STREET NE t3 STREET I-395 NE 6 STREET NE 3 STREET NE t STREET SE 1 STREET SE ?STREET NE 46 STRET 3195 NE 36 STREET NE 29 STREET NE 20 STREET NE 19 STREET NE ,5 STREET NE 14 STREET NE 13 STREET '.395 NE 6 STREET NE 1STPEET NE 1 STREET SE 1 STREET SE 2 STREET SE 4 STREET II NE 2 AVENUEJBRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NF 13 STREET 1.395 t-195 NE 3 STREET NE 35TREET NE 1 STREET NE 1 STREET FLAGLER STREET FLAGLER STREET 5E 1 STREET SE 1 STREET SE ?STREET 5E ?STREET 5E 4 STREET 5E 4 STREET 5E 8 STREET SE 8 STREET Sw 13 STREET SW 13 STREET SW 15 ROAD SW 15 ROAD RICKENRACKER CSWY jl NE 1 AVENUE NE 17 STREET NE ie 51 REET NE 14 STREET 17395 7395 NE 6 STREET 11 NE 6 STREET EIAGLER STREET STREET i 199.)11 FLAGLER STREET 5E 1 STREET 1 II N� SE 1 STREET SE 2 STREET SOURCE KEITH AND SCHNAPS, R A FACILITY TYPE EX3STING OIR LANES NB SB NB SR. N6j 56 ' NA 50 NB 58 NB SB NB 9R 246 5R1 NB�SB NB SA NB SS NE1 SB N6 58 NB SB NB SB NR NB 5B NB 59 N8 56 58 4L0 4L0 4L° ALP 43E) 4LD 41,D 4LO 630 6713 4L 3L at 0 8L0 8LD al.tl 210W ILU CAA 41U 3L 58 3L 5B 3L SB 3L 56 3L SB I 3!. SBI 4L NB S9 N9 5R NBI SB, NB 513 21. 3L 4.0 440 41.0 NB 2LU S6 NB 3L "1 3L NB i � 11 NB 3L NB 1 3L i 1 3 16 1 62 93 1 3 16 62 91 3 16 62 93 3 I6 62 91 1 16 62 93 3 15 62 93 3 16 36 62 93 T 3 16 36 62 93 95 95 3 16 36 62 93 T 3 16 36 62 93 95 95 3 16 36 62 93 T 3 16 36 62 93 3 32 36 62 93 3 32 36 62 93 3 48 62 93 T 3 48 62 93 95 95 3 16 48 51 93 C 3 i6 49 St 93 95 3 16 49 51 93 C 3 16 48 51 91 95 3 16 48 51 93 C 3 16 48 51 93 95 3 16 48 Si 93 C 3 I6 48 51 93 95 3 16 48 51 93 95 3 16 148 93 95 95 3 11 16 48 77 $1 48 93 95 95 95 95 9 9 9 9 9 9 K 24 24 24 24 24 24 48 40 48 48 5 2 2 6 95 195 10 32 10 32 10 10 K 10 10 10 6 a$ 46 48 46 46 B 6 B 9 K K 51 B 95 95 9 10 9 30 K 9 10 K 6 7 9 6 7 B 95 9 9 B TI44E DOWNTOWN781a UPDATE EXISTING PU BUS R10ER85610 AND PERSON TRIP CAPACITY ASSIGNMENTS BU9 R17UTE8 SERVING 10110W134 SE0E1HE1VT9 95 7 95 95 95 95 7 95 95 95 95 7 95 95 5 95 95 95 95 95 95 95 95 95 C 93 95 t0 K 70 K C C C C 5 95 5 5 5 5 95 C 5 3 is 16 32 99 86 ( 69 111 99 66 69 99 69 99 111 66 111 66 31 66 111 66 111 54 111 45 11t 45 117 4S 111 45 IM 45 94 30 64 240 S 10 132 48 72 20 66 19 66 18 66 16 66 18 48 12 2 98 40 69 99 59 99 62 99 42 99 42 75 47 75 75 24 76 76 92 88 66 92 7 78 33 18 s8 32 18 27 48 66 66 36 32 20 32 20 32 20 32 32 4e 1 6 3 1 6 9 132 132 13a 114 66 44 0 0 0 0 52 BU990317E8 AND RIDERSHIP PER 8EGSNENT 51 [ 62 j 77 93 99 C S 52 52 57 52 57 52 52 57 46 57 4B 95 187 10 K 48 48 156 48 112 46 76 46 76 21 13 21 13 21 13 71 13 21 13 21 13 21 13 21 13 B 12 12 80 24 140 24 148 74 132 16 428 132 124 75 42 K 108 109 108 1❑0 108 100 108 100 108 100 108 100 108 100 104 76 104 76 100 68 500 68 60 68 130 60 80 60 96 128 96 128 96 128 84 108 94 108 0 0 18 18 19 18 18 18 18 187 187 107 96 72 96 72 96 72 96 63 75 63 75 290 200 290 7❑9 290 200 790 200 290 200 295 170 275 152 148 152 149 152 lab 152 146 , 152 132 TOTAL, BUS BU9 R3p198111P E CAPACITY _EPERSAN81 (31R5ElN8} V3C 330. 920 0 369 7481 9220 0270 339j 910 0 368 248! 3391 920970 0 170 0 368 2481 920 0270 6231 1177 0155 4161 2.752 0185 52311f 1.471 0 355 416k 2,252 0185 573 € 1 472 0 355 416j 2.252 0385 4471 1 469 0 301 3B3 2.249 0 170 1,028 0650 808 0 258 .706 0 441 2.466 0 204 7p6 Oa3B 2.496 0200 2.706 0438 2.486 0 200 1,706 0197 2186 0197 2.466 0 264 2.226 0 177 3.434 0122 306 6199 760 0 240 678 495 752 506 749 498 749 499 677 499 657 394 106 61 187 197 780 0 240 19B 711 0 278 119 713 0167 64 518 0 162 308 1070 0288 308 1.070 0 288 308 1 070 0 288 304 1.330 0 729 192 552 0 3413 88 536 0164 94 566 0166 165 1,3a6 5271 115 566 0 203 240 v;6 5 ex4 119 566 0 210 156 306 0 510 26 306 0 085 138 3136 0451 22 106 0 072 164 674 0 273 498 1,276 0387 434 1,226, 0354 576 2,114 0273 405 2114 0 192 68 534 9127 N STRANPLANSPRO3EC 7512001136 7161TABL£51I I379TR15 WK4 • 20-N9v.7Q01 1 ROADWAY FROM TO Fi[4 AVER[fE 3W 20 STREET NW 17 STREET NW 17 STREET NW 14 STREET NW 14 STREET NW 9 STREET NW9STREET Nw5 STREET NW 5STREET 5W 15TREET NE 20 STREET NE 2 AVENUE N MIAMI AVENUE N MANE AVENUE Nw 3 AVENUE NW 3AVENUE t-95 NE 15 STREETNENETIAN CSWY B15CAYNE ISLAND BAY0H0RE ORIVE BAYSHORE DRIVE 915CAYNE RLVD BISCAYNE BLVD N MIAMI AVENUE FACILITY TYPE EXISTING 015 LAN E5 .,_ Se— 2LU -- NB 21..13 SR N8 21.0 59 NB 3L NB 2L EB W1 EB w8 EB WB E9 WR EB we EB WB NE 14 STREET BAY5H0NE ORIVE BISCAYNE BLVD EB W0 BISCAYNE B1VD NE 1 AVENUE EB WA NE 1 AVE NiUE N !AMA AVENUE E8 WB NMIAMI AVENIJE NW 2AVE NUE I EB 1W8 NW 2AVENUE NW 3AVENUE DEB WB NW 3 AVENUE 1.95 l EB 'W8 [i NE 11 STREET II, 6w3 AVENUE N N 10 STREET NW 1 AVENUE 1-95 1-95 6 STREET1P0RT HOULEVARO E OT PDRT BRIOGE BISCAYNE 01.3/0 R3SCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N A11Aµ1 AVENUE N MIAMI AVENUE NW 1 AVENUE NW 1 AVENUE NW 1 CT NW t CT NW 2AVENUE NW 2 AVENUE Tvw 3 AVENUE Nw 3 AVENUE 1-95 21.0 4L11 4L 0 2t 0 2LD 2LU ILL! IL 11 21. 1L 2L U 21U 2LU W(1 3L EB E:B WB WO WA WA W{3 WB WB 6L0 3L 2L 2L 2L SL 2L WA 3E. 2 2 2 2 21 21 32 32 37 37 32 32 A 12 36 32 21 21 2 M AA 48 A 48 A 16 51 62 16 53 62 M T M T M 2 7 7 21 7 21 0 C CIK TABLE 0OWNTOVW4 MIA44 . PDATE EXISTING PM Hut RIDERSHIP ANO PERSON TRIP CAPACITY A693GNN£NTS BUS ROUTES SERVING 5 T 5 1 32 93 SOURCE KEITH ANO SCNNARS, P A BUS ROUTES AND R1DER9N1P PEN SEGEMENT 178 17 37 27 16 27 18 27 18 32 14 16 2 68 128 21 16 11 54 56 le 22 E 46 56 18 36 37 45 2 T 15 75 75 66 66 78 76 44 is 99 48 t 48 A 24 18 74 18 32 18 Si 62 93 52 113 52 . 21 76 2€ 743 54 54 C 75 72 K M 117 68 96 14 32 46 96 14 46 46 14 46 14 9 275 200 T 152 132 126 126 • TOTAL BUS NUS 19111E146NIP CAPACITY JITERSONS)41rERBONBJ VIC 198 559 0 354 140 559 0 250 58 114 0509 18 114 0156 27 16 195 01192 21 195 0135 6 19- 0007 21 is5 0 118 18 195 0092 II 24 45 0 533 1 B 45 0 400 74 546 0136 l ]7 270 0137 646 2.006 0 471 �I 774 7,739 6263 711662 0 419 236 862 0 349 46 1393 0 35e 14 130 0108 46 T30 0lr4 14 130 0 108 114 615 6256 142 445 0 319 114 0 140 114 0474 IBS 868 0 233 141 519 0 276 75 315 0 230 137 309 0 427 137 309 0 477 N ITi ANPLAIAPROJECTS1200111671617A3LES3I 3 MATRIX WK4 i • Page 1 or TABLE 21.AS DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT 20-Nov-2001 I I 11 ROADWAY TO DIR ____ -. FACILITY TYPE EXISTING METRO- [1[ LANES RAIL % MA..-...-_TT=METRORA. 12[ PEAK CAPACITY (PERSONS) » __. AM PEAK TOTAL7.. RIDERSHIP 1PERSONSjL METRO- MOVER r.. [3j % MASS 1SiT-METR 121 PEAK CAPACITY (PERSONS) WOVE PM PEAK TOTAL RIDERSHIP (PERSONS) R_ PM WC PM PEAK -..TOTAL RIDERSHIP (PERSONS) PM V1C AM PEAK TOTAL RIDERSHIP {PERSONS) AM WC AM WC YuFROM Ili BISCAYNE BLVD Mkgg --a. NE 54 STREET NE 46 STRET I NB CD SB NE 46 STREET 1-195 NE 4L0 SB 1-195 NE 36 STREET NB 4L0 Se NE NE 36 STREET NE 29 STREET NB 4L0 SB NE 29 STREET NE 20 STREET NB 4L0 SB NE 20 STREET NE 19 STREET NB 4LD 56 NE 19 STREET NE 15 STREET N8 4L0 MM2 50% 44 0.046 57 0,059 SB 50% 53 0.055 50 0,052 NE 15 STREET NE 14 STREET = NB 4L0 MM2 50% 44 0.046 57 0.059 SB 50% 53 0.055 50 0.052 NE 14 STREET NE 13 STREET N8 6120 MM2 50% 44 0.046 57 0.059 SB 50% 53 0.055 50 0.052 NE 13 STREET 1.395 N8 6L0 MM2 50% 44 0,046 57 0.059 ` 1 58 50% 53 0.055 50 0 052 1-395 NE 6 STREET NB 4L € MM2 50% 47 0.049 61 0.064 52 3L 50% 89 0.093 53 0.055 NE 6 STREET NE 3 STREET N8 8L0 MM2 50% 91 0.095 88 0.092 S8 50% 70 0.073 68 0.071 NE 3 STREET NE 1 STREET NB 8L0 MM1 50% 83 0.058 81 0.656 SB 50% 56 0.039 56 0.039 NE 1 STREET SE 1 STREET NB 8L0 MM1 50% 74 0.051 80 0.056 if S8 50x 90 0.056 57 0.040 SE 1 STREET SE 2 STREET N9 8L0 i MM1 50% 106 0.074 102 0.071 15B i 50% 73 0051 76 0.053 SE 2 STREET SE 4 STREET NB 2LOW . 1 MM1 100% 211 0.073 203 0.070 NE 2 AVENUEIORM-KELL AVENUE NE 20 STREET NE 19 STREET N8 4LU I` SB NE 19 STREET NE 14 STREET N$ i 4LU ! MM2 25% 22 0.046 113 0.23`_ SB I I j 25% 26 0.054 100 0.20E NE 14 STREET NE 13 STREET NB j 4LU MM2 25% 22! 0.046 113 0.23` SB 25% 26 0.054 €00 0.20E NE 13 STREET 1-395 SB 3L MM2 50% 530.055 i00 0.104 1-385 NE 3 STREET SB E 31. MM2 50% 70 0.073 136 0.14: NE 3 STREET NE 1 STREET 58 3L I MM1 k 50% 56 0.039 111 0.0T NE 1 STREET FLAGLER STREET SBA 3L MMi 50% 80 0.056 114 0.07! FLAGLER STREET SE 1 STREET SB 3L MM1 50% 80 0.056 114 0.07! 91 9i 0 3 SOURCE: KEITH AND SCHNARS. P.A. N:ITRANPLANRPROJECTSI20011167165TABLE5111 MATRIX, WH4 • • • Pa9u 3 of 7 0-Nov-2001 TABLE 21.A6 DOWNTOWN MIAMI URI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT I ROADWAY L TO � _..._-. MR33 FACILITY i TYPE I EXISTING II METRO- RAIL [11 % ""-SASS TRANSIT" _ 2 PEAK CAPACITY (PERSONS) 14METRORAR - - - __.. _ PM PEAK TOTAL ..._ RIDERSHIP (PERSONS)_ ___.... .- PM IC _._ AM PEAK TOTAL _..1_ RIDERSHIP i AM PERSO256E METRO- MOVER MASS TRANSt1 M 11iT3MOVER PM PEAK TOTAI. RiCIERSHiP O^... PM WC VIC [3] 7. 12] PEAK CAPACITY {PERSONS],,.IPER -..FROM ',On �1�W3 AVENUE ? 3 NW t t STREET NW 8 STREET � � NB _LANES 2LU _ MR1 509; 2.925 684 _ - .__ - 1.266 - -- IC - --- - ... ,PERSONS] ^m it NW 8 STREET NW 6 STREET S NB j 2LU MR1 25% 50% 2,925 692 684 0.473 0.234 1,266 0 75 0.433 SB I 25% 1.453 692 0.473 256 0.175 NW 6 STREET NW 5 STREET NB E 2L0 MR2 50% 2,925 666 0 235 1,258 0.430 58 257. 1.463 692 0 473 256 0.175 NW 5 STREET NW 3 STREET j NB 2LD MR2 50% 2,925 686 0.235 1,258 0.430 5B 25.1. 1,463 692 0.473 256 0.175 NW 3 STREET NW 1 STREET NB 2L SB I 1L NW 1 STREET SW 1 STREET NBC 2L SB € 1L SW 1 STREET SW 2 STREET NB 4L11 5B SW 2 STREET SW 7 STREET NB 2LU MR3 25% 1,463 281 0.192 776 0.530 58 v 25% 1,463 692 0.473 256 0.175 SW 7 STREET SW 8 STREET E N8 4LU MR3 25% 1,463 281 0.192 776 9.530 SB EE 25% 1.463 692 0.473 256 0.175 SW 8 STREET SW 11 STREET I'E NB 2LU MR4 f 25% 1,463 276 0.189 813 0.556 SB 1 25% 1,463 692 0,473 256 0-175 SW 11 STREET SW 13 STREET NB 2LU MR4 25% 1,463 276 0.189 813 0.556 SB I 259. 1.463 692 0.473 2561 0.175 SW 13 STREET SW 15 ROAD ' NB 41.0 1 SB NW 3 AVENUE NW 20 STREET NW 17 STREET NB 21.0 SBI NW 17 STREET NW 14 STREET NB I 2LU SBA NW 14 STREET NW 9 STREET NB I 21.1.1 SB' NW 9 STREET NW 5 STREET NW 5 STREET SW 1 STREET NB NB 3L i` 2L E 1 NE 20 STREET NE 2 AVENUE N, MIAMI AVENUE E9 2LU WB N, MIAMI AVENUE NW 3 AVENUE EB 4LU WB !J NW 3 AVENUE 1-95 EB 4L13 WB NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE IES 2LD WB BAYSHORE DRIVE BISCAYNE BLVD EB 2L0 WB BISCAYNE BLVD N. MIAMI AVENUE E EB 2LU WB AMP K .....I TOTAL 1 RIDERSHIP AM (PERSON5j .... VIC ;. SOURCE: KEITH AND SCHNARS. P.A. N:{TRANP[ANSPROJECTS120011i67161TABLESSi IMATRIX.58(4 • Appendix D Intersection Capacity Analysis Worksheets • • • Existing Conditions • • HCS2000: Signalized Intersections Release 4.1d • • Analyst: DPA Agency: Date: 4/29/04 Period: EXISTING PM PEAK PERIOD Project ID: BAYVIEW MARKET - 04123 E/W St: NE 17 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NE 17 STREET / NE 2 AVENUE Area Type: All other areas Jurisd: Year : 2004 N/S St: NE 2 AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound 2 0 1 L R 328 14 12.0 12.0 1 L T R 0 0 0 LR 18 43 12.0 0 L T R 0 1 0 TR 451 18 12.0 0 Southbound 0 2 0 LT 12 462 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru Thru A Right A Right A Peds Peds WB Left A SB Left A Thru Thru A Right A Right Peds Peds NB Right EB Right SB Right WB Right Green 15.0 77.0 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 L 515 3433 0.66 0.15 43.1 D 42.9 D R 237 1583 0.05 0.15 36.5 D Westbound LR 249 1662 0.25 0.15 38.1 D 38.1 D Northbound TR 1427 1853 0.34 0.77 3.7 A 3.7 A Southbound LT 2586 3359 0.19 0.77 3.1 A 3.1 A Intersection Delay = 15.0 (sec/veh) Intersection LOS = B i-TCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NE 17 STREET / NE 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 568 0 319 Peak -Hour Factor, PHF 0.79 0.79 0.79 Hourly Flow Rate, HFR 718 0 403 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided RT Channelized? Lanes 0 0 0 Configuration LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (9) 0 0 Flared Approach: Exists?/Storage Lanes Configuration Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR ! I v (vph) 718 C(m) (vph) 1623 v/c 0.44 959,5 queue length 2.33 Control Delay 9.0 LOS A Approach Delay Approach LOS HCS2000: Unsignalized Intersections Release 4.1d • • TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NE 17 STREET / NORTH MIAMI AVE Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 STREET North/South Street: NORTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R ( L T R Volume 210 1 Peak -Hour Factor, PHF 0.91 0.91 Hourly Flow Rate, HFR 230 1 Percent Heavy Vehicles -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 Configuration T TR Upstream Signal? No No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R Volume 1 3 7 Peak Hour Factor, PHF 0.91 0.91 0.91 Hourly Flow Rate, HFR 1 3 7 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 1 0 0 Configuration T LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound. Movement 1 4 17 8 9 I 10 11 12 Lane Config I T I LR v (vph) 1 10 C(m) (vph) 669 860 v/c 0.00 0.01 95% queue length 0.00 0.04 Control Delay 10.4 9.2 4111 LOS S A Approach Delay 10.4 9.2 Approach LOS B A HCS2000: Unsignalized Intersections Release 4.1d • • TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NE 17 TERRACE / NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 TERRACE North/South Street: NE 2 AVENUE Intersection Orientation: NS Study period airs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 j 4 5 6 L T R I L T R Volume 773 16 13 449 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 773 16 13 449 Percent Heavy Vehicles -- -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 2 0 0 2 Configuration T TR LT T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 19 64 Peak Hour Factor, PHF 0.95 1.00 Hourly Flow Rate, HFR 20 64 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I v (vph) 13 84 C(m) (vph) 827 431 v/c 0.02 0.19 95% queue length 0.05 0.71 Control Delay 9.4 15.4 LOS A C Approach Delay 15.4 Approach LOS C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NE 15 STREET / NE 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 15 STREET North/South Street: NE 1 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 10 810 92 Peak -Hour Factor, PHF 0.96 0.96 0.96 Hourly Flow Rate, HFR 10 843 95 Percent Heavy Vehicles 2 --- -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No / No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R 1 L T R Volume 52 89 6 45 Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR 54 92 6 46 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / Lanes 1 0 1 1 Configuration TR L T Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 j 7 8 9 1 10 11 12 Lane Config LT E TR I L T v (vph) 10 C(m) (vph) 1623 v/c 0.01 95% queue length 0.02 Control Delay 7.2 LOS A 410Approach Delay Approach LOS 18.4 146 6 46 414 360 255 0.35 0.02 0.18 1.56 0.05 0.64 18.4 15.2 22.2 c C C 21.4 C • Future without Project 0 0 HCS2000: Signalized Intersections Release 4.1d • • Analyst: DPA Inter.: NE 17 STREET / NE 2 AVENUE Agency: Area Type: All other areas Date: 4/29/04 Jur7sd: Period: FUTURE WO PROJ PM PEAK PERIOD Year : 2006 Project ID: BAYVIEW MARKET - 04123 E/W St: NE 17 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 2 0 1 L R 341 15 12.0 12.0 1 19 0 0 0 LR 45 12.0 0 Southbound L T R 0 1 0 TR 486 19 12.0 0 0 2 0 LT 13 482 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru Thru A Right A Right A Peds Peds WB Left A SB Left A Thru Thru A Right A Right Peds Peds NB Right EB Right SB Right WB Right Green 15.0 77.0 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 L 515 3433 0.68 0.15 44.0 D 43.7 ID R 237 1583 0.06 0.15 36.6 D Westbound LR 249 1662 0.27 0.15 38.2 D 38.2 D Northbound TR 1427 1853 0.37 0.77 3.8 A 3.8 A Southbound LT 2583 3355 0.20 0.77 3.2 A 3.2 A Intersection Delay = 15.1 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE WO PROJ PM PEAK PERIOD Intersection: NE 17 STREET / NE 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R ( L T R Volume 591 0 332 Peak -Hour Factor, PHF 0.79 0.79 0.79 Hourly Flow Rate, HFR 748 0 420 Percent Heavy Vehicles 2 Median Type/Storage Undivided RT Channelized? Lanes 0 0 0 Configuration LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R ! 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 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 ! 7 8 9 I 10 11 12 Lane Config LTR ! I v (vph) 748 C(m) (vph) 1623 v/c 0.46 95%% queue length 2.51 Control Delay 9.1 LOS A . Approach Delay Approach LOS HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE WO PROJ PM PEAK PERIOD Intersection: NE 17 STREET / NORTH MIAMI AVE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 STREET North/South Street: NORTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 4111 Minor Street: Approach Westbound Eastbound Movement 7 8 9 ( 10 11 12 L T R I L T R Undivided 219 1 0.91 0.91 240 1 No 2 0 T TR No Volume 1 3 7 Peak Hour Factor, PHF 0.91 0.91 0.91 Hourly Flow Rate, HFR 1 3 7 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 1 0 0 Configuration T LR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 t 7 8 9 1 10 11 12 Lane Config i T I LE v (vph) 1 10 C(m) (vph) 660 853 v/c 0.00 0.01 95% queue length 0.00 0.04 Control Delay 10.5 9.3 LOS B A Approach Delay 10.5 9.3 Approach LOS B A HCS2000: Unsignali.zed Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period. FUTURE WO PROJ PM PEAK PERIOD Intersection: NE 17 TERRACE / NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 TERRACE 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 j 4 5 6 L T R 1 L T R Volume 821 17 14 469 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 821 17 14 469 Percent Heavy Vehicles -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 2 0 0 2 Configuration T TR LT T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 19 67 Peak Hour Factor, PHF 0.95 1.00 Hourly Flow Rate, HFR 20 67 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LT I LR v (vph) 14 87 C(m) (vph) 792 409 v/c 0.02 0.21 95% queue length 0.05 0.79 Control Delay 9.6 16.2 LOS A C Approach Delay 16.2 Approach LOS C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE WO PROJ PM PEAK HOUR Intersection: NE 15 STREET / NE 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 15 STREET North/South Street: NE 1 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 11 842 96 Peak --Hour Factor, PHF 0.96 0.96 0.96 Hourly Flow Rate, HFR 11 877 100 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No / No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R Volume 54 92 6 48 Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR 56 95 6 50 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 1 0 1 1 Configuration TR L T 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 TR I L T v (vph) 11 151 6 50 C(m) (vph) 1623 396 340 241 v/c 0.01 0.38 0.02 0.21 95% queue length 0.02 1.75 0.05 0.76 Control Delay 7.2 19.6 15.8 23.8 LOS A C C C Approach Delay 19.6 22.9 Approach LOS C C • Future with Project • • HCS2000: Signalized Intersections Release 4.1d • • • Analyst: DPA Inter.: NE 17 STREET / NE 2 AVENUE Agency: Area Type: A11 other areas Date: 4/29/04 Jurisd: Period: FUTURE W PROJ PM PEAK PERIOD Year : 2006 Project ID: BAYVIEW MARKET - 04123 E/W St: NE 17 STREET N/S St: NE 2 AVENUE No. Lanes LGConfig Volume I Eastbound L T R 2 L 341 Lane Width 112.0 RTOR Vol I SIGNALIZED INTERSECTION SUMMARY Westbound 1 Northbound L T R I L T R I 1 R 94 12.0 1 0 0 0 LR 19 45 12.0 0 1 0 TR 542 19 12.0 0 Southbound L T R 0 2 0 LT 13 542 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 5 7 8 EB Left Thru Right Peds WE Left Thru Right Peds NB Right SB Right A A A A NB Left Thru A Right A Peds SB Left A Thru A Right Peds EB Right WB Right Green 15.0 77.0 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 L 515 3433 0.68 0.15 44.0 D 43.0 D R 237 1583 0.41 0.15 39.6 D Westbound LR 249 1662 0.27 0.15 38.2 D 38.2 D Northbound TR 1428 1854 0.41 0.77 4.0 A 4.0 A Southbound LT 2584 3356 0.22 0.77 3.2 A 3.2 A Intersection Delay = 15.6 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 17 STREET / NE 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 591 0 406 Peak -Hour Factor, PHF 0.79 0.79 0.79 Hourly Flow Rate, HFR 748 0 513 Percent Heavy Vehicles 2 -- - Median Type/Storage Undivided RT Channelized? Lanes 0 0 0 Configuration LTRLR Upstream Signal? No / No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes Configuration Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LTR v (vph) 748 C(m) (vph) 1623 v/c 0.46 95% queue length 2.51 Control Delay 9.1 LOS A 410Approach Delay Approach LOS HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 17 STREET / NORTH MIAMI AVE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 STREET North/South Street: NORTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles -- Median Type/Storage Undivided RT Channelized? Lanes Configuration Upstream Signal? No 219 1 0.91 0.91 240 1 2 0 T TR No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 1 3 7 Peak Hour Factor, PHF 0.91 0.91 0.91 Hourly Flow Rate, HFR 1 3 7 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 1 0 0 Configuration T LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 j 7 8 9 1 10 11 12 Lane Config 1 T 1 LR v (vph) 1 10 C(m) (vph) 660 853 v/c 0.00 0.01 95% queue length 0.00 0.04 Control Delay 10.5 9.3 LOS B A Approach Delay 10.5 9.3 Approach LOS B A HCS2000: Unsianalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 17 TERRACE / NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 TERRACE North/South Street: NE 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 56 821 17 14 469 113 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 56 821 17 14 469 113 Percent Heavy Vehicles 0 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No 4101 Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R ( L T R Volume 19 293 67 121 314 60 Peak Hour Factor, PHF 0.95 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 20 293 67 121 314 60 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 1 1 0 0 1 1 Configuration L TR LT R Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 1 7 8 9 ( 10 11 12 Lane Conf ig LT LT I L TR I LT R v (vph) 56 14 20 360 435 60 C(m) (vph) 1002 792 0 126 0 712 v/c 0.06 0.02 2.86 0.08 95% queue length 0.18 0.05 33.30 0.28 Control Delay 8.8 9.6 911.1 10.5 LOS A A F F F "'Approach Delay Approach LOS HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 15 STREET / NE 1 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 15 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 11 916 96 Peak -Hour Factor, PHF 0.96 0.96 0.96 Hourly Flow Rate, HFR 11 954 100 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 54 92 6 48 Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR 56 95 6 50 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 1 0 1 1 Configuration TR L T Delay, Approach NB Movement 1 Lane Config LT Queue Length, and Level of Service SB Westbound 4 7 8 9 TR Eastbound 10 11 12 L T v (vph) 11 151 6 50 C(m) (vph) 1623 366 310 218 v/c 0.01 0.41 0.02 0.23 95% queue length 0.02 1.96 0.06 0.86 Control Delay 7.2 21.6 16.8 26.4 LOS A C C D Approach Delay 21.6 25.3 Approach LOS C D • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • Analyst: DPA Agency/Co.: Date Performed: 5/3/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 17 STREET / DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 STREET North/South Street: 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 406 Peak --Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 427 Percent Heavy Vehicles -- Median Type/Storage Undivided RT Channelized? Lanes 1 Configuration T Upstream Signal? No No IIIMinor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R f L T R Volume 28 24 79 30 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 29 25 83 31 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes 1 1 1 1 Configuration T R L T Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I T R I L T v (vph) 29 25 83 31 C(m) (vph) 520 628 474 520 v/c 0.06 0.04 0.18 0.06 959s queue length 0.18 0.12 0.63 0.19 Control Delay 12.3 11.0 14.2 12.4 LOS B B B B Approach Delay 11.7 13.7 Approach LOS B B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY • • Analyst: DPA Agency/Co.: Date Performed: 4/29/04 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 17 TERRACE / NE 2 AVENUE Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BAYVIEW MARKET - 04123 East/West Street: NE 17 TERRACE 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 1 L T R Volume 56 821 17 14 469 113 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 56 821 17 14 469 113 Percent Heavy Vehicles 0 -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R Volume 19 293 67 121 314 60 Peak Hour Factor, PHF 0.95 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 20 293 67 121 314 60 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 1 1 0 0 1 1 Configuration L TR LT R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT LT I L TR I LT R v (vph) 56 14 20 360 435 60 C(m) (vph) 1002 792 0 126 0 712 v/c 0.06 0.02 2.86 0.08 95% queue length 0.18 0.05 33.30 0.28 Control Delay 8.8 9.6 911.1 10.5 LOS A A F F F B •Approach Delay Approach LOS • Appendix E Committed Development Information • • o o • Bayview Market Committed Develoment Person -Trip Assignment CORRIDOR FROM TO Direction Project PAC 1800 CLUB MIRAMAR CENTRE BISCAYNE VILLAGE OUANTUM TOTAL NE 2 AVENUE NE 14 STREET NE 19 STREET NB 8 0 0 0 23 31 SB 9 0 0 0 0 9 NE 19 STREET NE 20 STREET NB 8 0 0 0 23 31 SB 9 0 0 0 0 9 NE 15 STREET/ VENETIAN CSWY N. BAYSHORE DR BISCAYNE BLVD EB 5 12 25 16 18 76 WB 9 17 20 9 16 71 BISCAYNE BLVD N. MIAMI AVENUE EB 3 7 9 6 7 32 WB 6 6 7 3 6 28 Bayview Market • • • Existing Peak Hour Adjusted Background Committed Development Future Future w Project Traffic Factor Volume Traffic PAC 18o0 Club Miramar Biscayne Quantum Traffic Traffic Pf9Ject (2006) Center Village Project Total Traffic NE 17 Street f NE 2 Avenue NBL 0 1,01 0. 0 0 0 0 0 0 0 0 • •0 NB T 447 1.01 451. 469 4 0 0 0 13 486` 56 .542. NBR 18 1,01 18 . 19 0 0 0 0 0 19 . 0 19. SBL 12 1,01 12 13 0 0 0 0 0 13 0 13 SBT 458 1,01 - 462 • 481 1 0 0 0 0 .482 BO SB R 0 1,01 0 0 0 0 0 a 0 0 0 EBL 325 1,01 • 328 341 0 0 0 0 0 341 0 EBT 0 1.01 ,..0- 0 0 0 0 0 0 _0._ 0 EBR 14 1.01 14 15 0 0 0 0 0 15 79 WB L 18 1_01 WS T 0 1,01 WB R 43 1.01 NE 17 Street! NE 1 Avenue NB L 562 1,01 NBT 0 101 NB R 316 1.01 SB L 0 1,01 SBT 0 101 SB R 0 1,01 ESL 0 1,01 EBT 1 101 EBR 0 1,01 WB L 0 1.01 WBT 0 1,01 WBR 0 101 0 0 591 0 0 0 0 0 O 0 0 0 0 0 332 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 1 0 0 0 0 0 O 0 ❑ a o 0 O 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 NE 17 Street 1 N Miami Avenue NBL 0 1 01 0. - 0 0 0 0 0 0 NBT 1 1,01 1 1 0 0 0 0 0 NBR 0 1,01 .0 0 0 0 0 0 0 SB L SBT SB R 1 1.01 1 • 1 0 0 0 0 0 208 1.01 210 219 0 0 0 0 0 1 1.01 • 1: 1 0 0 0 0 0 EBL 3 1.01 881 0 101 EBR 7 101 WB L 8 1.01 WBT 1 1,01 WB R 539 1.01 NE 15 Street 1 NE 1 Avenue NBL 10 1,01 - 10. 11 0 0 0 0 0 NBT 802 1 01 810 842 0 0 0 0 0 NBR 91 101 92 96 0 0 0 0 0 3 0 0 0 0 0 O 0 0 0 0 0 7 0 0 0 0 0 8 0 0 0 a 0 1 0 0 0 0 0 566 0 0 0 0 0 SB L 0 1.01 SBT 0 1.01 SB R 0 1.01 EBL 6 1.01 EBT 45 1.01 EBR 0 1.01 WS L 0 1.01 WBT 51 1.01 WB R 88 1.01 NE 17 Terrace 1 NE 2 Avenue NBL 0 1.01 0 0 0 0 0 0 0 0 56 NBT 765 1.01 773.' 804 4 0 0 0 13 621. ' . 0 821 NBR 16 1.01 1617 0 0 0 0 0 :17-.': 0 17 a 0 0 0 0 0 O 0 0 ❑ 0 0 o a ❑ o ❑ o 6 0 0 0 0 0 47 1 0 0 0 0 O 0 0 0 0 0 a 0 a 0 0 0 54 0 0 0 0 0 92 0 0 0 0 0 a 341 SB L 13 1.01 SBT 445 1.01 SB R 0 1.01 EB L EB T EB R 0 1.01 0 1 01 0 1 01 13. 449:: 14 0 0 0 0 0 468 1 0 0 0 0 O 0 0 0 0 0 O o a 0 0 0 0 0 0 0 0 0 0 a o 0 0 0 WBL 19 1.01 - 19:_. 19 0 0 0 0 0 WBT 0 1.01 0 0 0 0 0 0 0 WB R 64 1 01 64 67 0 0 0 0 0 0 121 121 314 314 60 60 19: • 0 19 0 293 293 :. 67 0 67 • • PAC - PERFORMING ARTS CENTER PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips Live Theatre 4900 seats 50% 49 50% 49 98 GROSS VEHICLE TRIPS (1) 1 50% 49 150% 49 98 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (2) Transit Trip Reduction @ 14.90% of Gross External Trips (3) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 50% 50% 50% 8 7 5 50% 50% 50% 8 7 5 16 15 10 NET EXTERNAL VEHICLE TRIPS 50% 29 50% 29 58 I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 50% 50% 41 10 50% 50% 41 10 81 20 Net External Person Trips (vehicles and transit modes) 50% 51 50% 51 138 T t I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 50% l 7 ( 50% I 7 I 14 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM_committed dev.xls PAC • • • 1800 CLUB PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL High Rise Apt / Condo Office Retail / Service 450 D! J 27,604 SF 4,872 SF Trips Trips Trips GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment Transit Trip Reduction CP Pedestrian / Bicycle Trip Reduction @ NET EXTERNAL VEHICLE TRIPS 1 0% of Gross External Trips (1) 0.00% of Gross External Trips (2) 0.00% of Gross External Trips (3) 1 53% 53°10 53% 53% 171 1 47% 0 n0 0 47% 47% 47% 152 323 0 0 0 0 0 0 I 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 53% 239 47% 213 452 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 0 47% 0 0 et External Person Trips (vehicles and transit odes 53% Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 53% Notes (1) Based on Traffic Impact Study provided by City of Miami 239 1 47% 1 I 47% 213 1 452 1 1 T-gen_PM_committed dev.xls 1800 CLUB • • • MIRAMAR CENTRE PHASE II & III PM Peak Hour Trip Generation Analysis PM PEAK HOUR TRIPS USES UNITS ITE Land Use Code IN OUT TOTAL Trips % Trips Trips High Rise Apt 635 DU 222 61% 129 39% 83 212 Quality Restaurant 8,500 SF 831 67% 43 33% 21.12 64 High -Turnover Restaurant 3,000 SF 832 60% 20 40% 13.2 33 Convenience Market 1,700 SF 852 49% 29 51% 30.09 59 Jr/Comm College 99,000 SF 540 46% 75 54% 88.56 164 GROSS VEHICLE TRIPS (1) 56% 296 ' 44% 236 532 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (2) 56% 47 44% 38 85 Transit Trip Reduction 0 14.90% of Gross External Trips (3) 56% 44 44% 35 79 Pedestrian / Bicycle Trip Reduction 0 10.00% of Gross External Trips (4) 56% 30 44% 24 53 NET EXTERNAL VEHICLE TRIPS 56% 175 44% 139 314 1 Net External Person Trips in Vehicles 0 1.40 Persons/ Vehicle 56% .1 245 44°/0 195 440 Net External Person Trips using Transit ® 1.40 Persons/ Vehicle 56% 62 44% 49 111 Net External Person Trips (vehiclesand transit modes 56% 307 44% 244 551 I 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 56% I 41 I 44% 1 33 I 74 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM_committed dev.xls MIRAMAR CENTRE • • BISCAYNE VILLAGE (FINGER COMPANY) PM Peak Hour Trip Generation Analysis USES High Rise Apt / Condo Retail / Service Internalization(10% of Retail) Pass -by (40% of Retail) GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ NET EXTERNAL VEHICLE TRIPS f1 UNITS 437 DU 19,400 SF ITE Land Use Code 232 814 PM PEAK HOUR TRIPS IN OUT TOTAL 67°/O 43% 165% 16% of Gross External Trips (2) 65% 14.90% of Gross External Trips (3) 65% 10.00% of Gross External Trips (4) 65% ° Trips 182 22 -2 -8 33% 57% 194 1 35% 31 35% 29 35% 19 35% a Trips 89 29 -3 -10 Trips 271 51 -5 -18 105 I 299 17 16 11 48 45 30 III Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit 64 1.40 Persons/ Vehicle 65% 65°I0 161 40 35% 35% 87 22 247 62 et External Person Trips (vehicles and transit modes 65% 201 35% 109 310 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 65% 27 135% I 15 I 42 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM_committed dev.xls BISCAYNE VILLAGE • • • QUANTUM (METROPOLIS BAYSHORE) PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt / Condo Office Quality Restaurant 752 DU 4,635 SF 3,835 SF 232 710 831 62% 17% 68% 177 14 27 38% 83% 33% 109 70 13 286 84 40 GROSS VEHICLE TRIPS (1) 153% 218 147% 192 410 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian / Bicycle Trip Reduction 0 10.00% of Gross External Trips (2) (3) (4) 53% 53% 53% 35 32 22 47% 47°/0 47% 31 29 19 66 61 41 NET EXTERNAL VEHICLE TRIPS 53% 129 47% 113 242 1 I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 53% 180 45 _ 47% 47% 159 40 339 86 Net External Person Trips (vehicles and transit modes) 53% 226 47% 199 425 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 53% T 31 47% 27 I 57 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM_committed dev.xls QUANTUM METROPOLIS • Appendix F Traffic Control Measures Plan • • • • • Bayview Market TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project is a proposed retail development which includes some residential units. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (10%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (1TE) trip generation rates. 03150/JFITRAFF1CCON3ROL. ©OC