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HomeMy WebLinkAboutTraffic Impact Study• MIST Major Use Special Permit Traffic Impact Study • Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 July 2003 (Revised) DPA Project 403150 • • • • Mist h9USP Traffic Impact Study TABLE OF CONTENTS Page List of Exhibits 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 Roadway Capacity Analysis 8 2.3 Intersection Capacity Analysis 10 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 4.0 FUTURE TRAFFIC CONDITIONS 14 4.1 Background Traffic 14 4.2 Committed Developments i4 4.3 Project Traffic 14 4.3.1 Project Trip Generation 14 4.3.2 Project Trip Assignment 16 4.4 Future Roadway Capacity Analysis 20 4.5 Future Intersection Capacity Analysis 20 4.6 Site Access ?3 5.0 CONCLUSIONS 24 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Approved Transportation Methodology Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Volume Matrices Page i • • :gist 4[LSP Traffic Impact Study. LIST OF EXHIBITS Exhibit Page 1 Location Map 3 2 2003 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 2003 Intersection Capacity Analysis Results 10 7 Future Lane Configuration 13 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution 18 11 PM Peak Hour Project Traffic Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix 13 Future PM Peak Hour Traffic Volumes with Project 22 14 Future Intersection Capacity Analysis 20 Page ii • Mist MUSP Traffic Impact Study EXECUTIVE SUMMARY Mist is a proposed mixed use development located on Biscayne Boulevard between NE 8 Street and NE 9 Street in Miami, Florida (see Exhibit 1). The project consists of 516 residential dwelling units, 24,500 square feet (SF) of office, and 29,300 SF of retail space. Primary access to the site (parking garage) is proposed on NE 9 Street via a two-way driveway. A pick-up/drop- off area is proposed on the north side of the site, access is also from NE 9 Street. A secondary service driveway is accessed from NE 2 Avenue. 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 LOS E threshold. The intersection capacity analysis was perfoiu ied 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 LOS E standard adopted by the city. Page 1 Al is! MUSP Traffic Impact Study 1.0 INTRODUCTION Mist is a proposed mixed use development located on Biscayne Boulevard between NE 8 Street and NE 9 Street in Miami, Florida (see Exhibit 1). The project consists of 516 residential dwelling units, 24,500 square feet (SF) of office, and 29,300 SF of retail space. Primary access to the site (parking garage) is proposed on NE 9 Street via a two-way driveway. A pick-up/drop- off area is proposed on the north side of the site, access is also from NE 9 Street. A secondary service driveway is accessed from NE 2 Avenue. 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 10 Street to the north, NE 7 Street to the south, NE 2 Avenue to the west, and Biscayne Boulevard to the east. Corridor capacity analysis was performed for Biscayne Boulevard, NE 8 Street and NE 2 Avenue. Intersection capacity analysis was perfou ned for the following intersections: NE 9 Street / Biscayne Boulevard NE 8 Street / Biscayne Boulevard NE 9 Street / NE 2 Avenue NE 8 Street / NE 2 Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip based corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. This method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies making mass transit a full partner in the urban transportation system. Page 2 II IIIII mi orW 2 0 S KW NE En- wiliftliinial tax- _ ...............„ 1111111111111111111111=111 FRsErRumankarl i Miiii li sr 61SCAYN6 BAY PROJEC-: MIST TRAFFIC IMPACT STUDY TITLE: LOCATION MAP EXHIBIT No. • Mist LfCISI' Traffic Impact Study 2,0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics Biscayne Boulevard Biscayne Boulevard (US-1) is a major arterial that provides north/south access throughout the City of Miami from downtown (the CBD) north to the Broward County line. Between NE 7 Street and NE 10 Street, Biscayne Boulevard is a two-way roadway with four lanes northbound and 3 lanes southbound. The posted speed limit is 30 mph. NE 9 Street NE 9 Street between NE 2 Avenue and Biscayne Boulevard is an un-marked two lane, one-way eastbound roadway with on -street parking on the south side. West of NE 2 Avenue, NE 9 Street is a two-lane two-way roadway with on -street parking on the north side. There are no posted speed limit signs within the study area. NE 8 Street NE 8 Street is a two-lane two-way roadway from east of 1-95 to Biscayne Boulevard. There is on -street parking on both side of the roadway west of NE 2 Avenue. There are no posted speed limit signs within the study area. NE 2 Avenue NE 2 Street is a three -lane one-way southbound roadway within the project limits. The Metromover runs parallel to NE 2 Avenue on the west side. There is on -street parking underneath the Metromover. There are no posted speed limit signs within the study area. Page 4 • • Mist MUSP Traffic Impact Study 2.1.2 Traffic Counts Consistent with the methodology submitted to and approved by the City, peak period vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix B. Exhibit 2 shows the adjusted 2003 PM peak season, peak hour traffic volumes at the study intersections. 2.1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miami -Dade County for the analyzed intersection. Signal information is included in Appendix B. This information provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 NW 10 ST NW9ST NW 8 ST NW 7 ST NW 6 ST NW 5 ST 1- 4 NL 45 f �27 8 48-4 9 f5� 64 31 12 N. T.S. LEGEND - ONE WAY PROJECT, MIST TRAFFIC IMPACT STUDY TI TtE3 2003 EXISTING PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. Page 6 2 J • 1-395 NW II ST NW 10 ST NW 9 ST NW 8 ST t NW 7 ST NW 6 ST NW 5 ST 4 molis ‘t N.T.S. LEGEND ONE WAY PROJECT: MIST TRAFFIC IMPACT STUDY TITLEI EXISTING LANE CONFIGURATION EXH1BfT No, Page 7 3 • M st AfUSP Traffic Impact Study 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by FDOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix C. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to deter pined 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 infoiuiation was obtained directly from Increment 1I of the Downtown Miami Area -wide DRI. Page 8 • • Exhibit 4 Existing Corridor and Transit Conditions Corridor From To Roadway Conditions (vehicles) Transit Conditions (persons) Dir Existing Lanes Count Source/ Period Raw PM Peak Hour Volume Peak Season Factor PM Peak Hour Volume Dir Max Service Volume [1] Total Bus Ridership [2] Bus Capacity [21 Total Metrorail Ridership [2} Metrorail Capacity [2] Total Transit Ridership [2] Transit Capacity [2] Biscayne Blvd. NE 10 St. NE 7 St. NE 2 Avenue NE 10 St. NE 7 St. NE 8 Street Biscayne Blvd. E 2 Ave. NB SB SB EB WB 4L 3L 3L 1L 1L DPA - PM DPA -PM DPA - PM 1951 997 662 73 120 1.02 1.02 1.02 1.02 1.02 1990 1017 675 74 122 3250 2490 3096 660 660 748 498 308 0 0 1706 2486 1070 0 0 47 89 70 0 0 960 960 960 0 0 795 587 378 0 0 2666 3446 2030 0 0 Notes: [1 ] Peak Hour Directional Maximum Service Volumes are obtained from FDOT`s Quality/Level of Service Handbook (see Appendix C). [2] Transit information obtained from the Downtown Miami DRI Increment Il (see Appendix C). Ivli.st MUSP Traffic Impact Study Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity_ A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. All four intersections operate within the standard adopted by the city. Exhibit 6 2003 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SiU Existing LOS NE 9 Street / Biscayne Boulevard U C NE 8 Street / Biscayne Boulevard S C NE 9 Street / NE 2 Avenue U B NE 8 Street / NE 2 Avenue U j C OUrce: t = unsignalized S signalized Note: LOS for unsignalizcd intersection is based on the delay of the stop controlled movements. Page 10 • • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Roadway Mode Transit Mode Segment Total Corridor From To Dir (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity @PPV=1.6 (a)* 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume @PPV=1.4 (c) * 1.4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (9) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (f)-(9) (i) Segment Pers-Trip Capacity (b)+(f) 6) Segment Pers-Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity (i)-(i) (I) Segment Person Trip v/c (])/(i) LOS Biscayne Blvd. NE 10 St. NE 7 St. NE 2 Avenue NE 10 St. NE 7 St. NE 8 Street Biscayne Blvd. NE 2 Ave. NB SB SB EB WB [1l 3250 2490 3096 660 660 [2[ 5200 3984 4954 1056 1056 [3] 1990 1017 675 74 122 [4] 2786 1424 945 104 171 2414 2560 4009 952 885 [5] 2666 3446 2030 0 0 [5] 795 587 378 0 0 1871 2859 1652 0 0 7866 7430 6984 1056 1056 3581 2011 1323 104 171 4285 5419 5661 952 885 0.46 0.27 0.19 0.10 0.16 [7] D C C C C Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus 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). • Nils! MUSP 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. The only project that increases capacity identified within the study area is the reconstruction of Biscayne Boulevard from NE 5 Street to NE 13 Street. The FDOT is still considering the alternative to implement with this project. The main variations between the alternatives are: six or eight lanes divided, with or without left -turn bays, and with or without on -street parking on the west side of Biscayne Boulevard. For the purpose of this study, the most conservative alternative was evaluated. The selected alternative proposes 3 lanes in each direction with left -turn bays, on street parking on the west side and a median opening at NE 9 Street. The intersection at Biscayne Boulevard/NE 9 Street will be signalized in the future with a split phase. The east leg of the intersection is an access drive for Bicentennial Park that is slightly offset from NE 9 Street. Exhibit 7 shows the proposed lane configuration for the intersection and segments under study. Page 12 1-395 4- 4 4- MIST TRAFFIC IMPACT STUDY 11 FUTURE LANE CONFIGURATION N.T.S. LEGEND ONE WAY EXHIBIT Nn_ Page 13 • Mist MLISP Traffic Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative one (1) percent growth factor was added to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 Updated through January 27, 2003. 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. No committed development was listed in the immediate vicinity of the project. Future traffic volumes were projected for the build -out year 2006. Exhibit 8 shows the projected turning movement volumes without the project 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project was established using the following procedure consistent with Increment II of the Downtown DRI and the approved methodology: Page i 4 NW it ST NW 10 ST NW 9 ST 1-395 F 1 0 ; Ln NW 8 ST NW 7 ST NW 6 ST NW 5 ST 4- �-D 7 3 f tiCt- 62 96 99 y 28 8 p } 1 49� 9 15 1 1 1 3 66 •,-rt— 32 r 12 N.T.S. LEGEND — ONE WAY PROJECT1 MIST TRAFFIC IMPACT STUDY THLEs FUTURE WITHOUT PROJECT PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. Page 15 8 • Mist MUSP Traffic Impact Study • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the 1TE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 22.6% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 10% for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 9. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 517, shown in Exhibit 10. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami -Dade County. For estimating the trip distribution for the project location, consideration was given to conditions such as the roadway network accessed by the project, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Exhibit 11 shows the total PM peak hour traffic volumes (with project) at the intersections under study. Page 16 • • 5 Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS PM PEAK HOUR TRIPS ITE Land Use Code IN OUT TOTAL Trips % Trips Trips High -Rise Condominuim Retail General Office 516 DU 29,300 SQ. FT. 24,500 SQ. FT. 232 820 710 62% 48% 67% 119 134 18 38% 52% 33% 73 145 89 192 279 107 GROSS VEHICLE TRIPS f 47% 271 I 53% 307 I 578 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (1) Transit Trip Reduction @ 22.60% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (3) 47% 47% 47% 43 61 27 53% 53% 53% 49 69 31 92 131 58 NET EXTERNAL VEHICLE TRIPS 47% 139 53% 158 297 1 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle Net External Person Trips (vehicles and transit modes) 47% 47% 47% 195 86 281 53% 53% 53% 221 97 318 416 183 599 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 47% 1 38 53% l 43 81 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 DR1 Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DR1 Increment II • • Mist MUSP Traffic Impact Study Exhibit 10 Cardinal Distribution of Trips TAZ 517 Cardinal Direction Distribution TAZ 517 NNE ENE ESE SSE SSW WSW WNW NNW Total 10.88% 5.10% 4.03% 12.71% 9.81% 22.12% 19.86% 15.49% 100% Prtge r,s NW IO ST NW 9 ST NW 8 ST cr 30/ 70/ O p PROJECT SITE 0Q N. T. S. I 35/. 15X LEGEND iN = (XXX) OUT = XXX - ONE WAY NW 7 ST d PROJECTS MIST TRAFFIC IMPACT STUDY TI TLEi PROJECT VEHICULAR TRIP ASSIGNMENT EXHIBIT No. Page 19 • Mist htUSP Traffic Impact Study 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the background growth person -trips to obtain the total year 2006 person -trip volume without project. The net external project person - trips were then added to get the future person -trip volumes with project. These volumes were compared to the future person -trips capacities to determined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth trips were combined with the adjusted 2003 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 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 14 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. Exhibit 14 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions S/U Intersection LOS LOS Future Future with Without Project Project Existing Signal Tinning NE 9 Street / Biscayne Boulevard S B NE 8 Street / Biscayne Boulevard j S } C NE 9 Street / NE 2 .Avenue U B NE 8 Street / NE 2 Avenue U C B C C Source: DPA U= unsignalizcd S= signalized Note: LOS for unskanalized intersection is based on the delay of the stop controlled movements, Page_0 • yy cC4 Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) (f) (9) (h) (i) Existing Yr 2006 Projected Future Future wlout Proj Project Yr 2006 Future Future with Proj Corridor Dir Pers-Trip Total Bkg Transit Pers-Trip Pers-Trip Pers-Trip Total Pers-Trip Pers-Trip Volumes Pers-Trip Capacity Capacity vlc LOS Volume Pers-Trip Capacity vie LOS From To (b)l(d) (b)+(f) (9)1(h) [1] [2] [3] [4] [5] [6] [41 [6] Biscayne Blvd. NE 10 St. NE 7 St. NB 3581 3690 42 6692 0.55 D 66 3756 6692 0.56 D SB 2011 2072 1494 8924 0.23 C 155 2227 8924 025 C NE 2 Avenue NE 10 St. NE 7 St. SB 1323 1363 -233 6751 0.20 C 126 1490 6751 0.22 C NE 8 Street Biscayne Blvd. NE 2 Ave. EB 104 107 0 1056 0.10 C 0 107 1056 0.10 C WB 171 177 0 1056 0.17 C 111 287 1056 0.27 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 1% growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DR! Increment II 14] The Total Future PeaklHour Person Trip Capacity Transit Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the project transit capacity (column (c)). [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 and vehicle occupancy rates from the Downtown Miami DR[ Increment Il. NW II ST 1-395 F N.T.S. NW 10 ST NW 9 ST • NW 8 ST NW 7 ST NW6ST 62 46 9 /5 LEGEND - ONE WAY NW 5 ST PROJECT, MIST TRAFFIC IMPACT STUDY TITLE, FUTURE WITH PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXH/BiT No. 13 • • • Mist MUSP Traffic Impact Study 4.6 Site Access Primary access to the site is proposed on NE 9 Street via a two-way driveway. A drop-off area will be provided on the north side of the project site, also on NE 9 Street. A secondary service drive is accessed from NE 2 Avenue. No conflicts will occur with existing driveways. The project trips were assigned to the driveway and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Page 23 • • • Mist MUSP Traffic impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Mist 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 E standard 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. musp report 070303.doc Page 24 • Appendix A • Approved Transportation Methodology • • DAVID PLUMMER & ASSOCIATES, INC. • TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa, PE Mist - #03150 Paul Murphy, Gabriel Stock, file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 June 25, 2003 2 page(s), including cover The Hyperion Development Group is pursuing City of Miami approvals for a residential project located on Biscayne Boulevard between NE 8 and NE 9 Street in Miami, Florida. The project consists of approximately 513 residential dwelling units, 5,000 square feet (SF) of restaurant, and 20,000 SF of retail space. Primary access to the site is proposed on NE 9 Street via a two-way driveway. A pick-up/drop-off area is proposed on the northeast corner of the site (with access to/from NE 9 Street only). A secondary service drive is accessed from NE 2 Avenue. The subject site is located within limits of the Downtown Miami Area -wide DR.I. This will serve as our methodology for the subject MUSP traffic impact study. This revised methodology is based on our conference call with ou and Clark Turner from the City. • Turning movement traffic counts were collected during the PM (4:00-6:00) peak period at four major intersections in the immediate project vicinity. 1. NE 9 Street / Biscayne Boulevard 2, NE 8 Street / Biscayne Boulevard 3. NE 9 Street / NE 2 Avenue 4. NE 8 Street / NE 2 Avenue In addition to these intersections, we will analyze the project driveways. • Segment traffic volumes were collected as 24 hour machine counts at the following locations: 1. Biscayne Boulevard between NE 8 and 9 Street 2. NE 2 Avenue between NE 8 and 9 Street • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. • Raw traffic counts will be adjusted to peak season (for the peak hour period). • • The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE 305 447-9900. FAX 305 444-4986 E-MAiL: dpa@dpiummer.com • • • The City and FDOT are currently re -designing the segment of Biscayne Boulevard within the project limits. Therefore, the analysis will assume that Biscayne Boulevard will be 3-lanes in each direction with a median opening at NE 9 Street. • Existing and future traffic conditions for the project area corridors (Biscayne Boulevard, NE 2 Avenue and NE 8 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. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. • Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure consistent with Increment II of the Downtown DRI: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or foiiiiulas. 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 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-Dacle 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. tra is meth fax rev.dpc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900. FAX, 305 444-4986 E-MAIL: dpa@dp[umrner.com • • • Appendix B Traffic Counts & Signal Timings Raw Traffic Counts • 4,7 • 06/13/2003 87:51 561-272-4381 MCNALLY PAGE 02 S II 8TE 9ik1ET F IB 2X1) AY3ju3 IIi11I, FLOIIDA CODJTED BY: 3DG1I8 GOWZAL3Z 1OT SIGIALIS1D TRAFFIC SUIVIY SPICrALIS?S, INC. 624 GAIDBIIA TIRRACK DBLIAY BFACI, FLORA= 33444 8561) 272-3255 FAI (561) 272-4381 ALL 988ICLIS i PCS Site Code ; 90030110 Start Date: 06/05/03 Pile I.D. : 8ST2A71 Page : 1 II 2ND AVINUI Froa North Peds light Tbru Date 06/05/03 16;00 16:15 16:31 8r Total 0 3 1 Left II 8TH SDII1T Pros East Peds Right Thry Left 118 21f0 AYS? S Pros South Peds Sight Thru Left !4I ITS STRIP Pros Nest Peels Right Thru Left Vehicle Total 3 3 1 1 8 219 126 121 122 488 5 5 fi 16 17:00 1 2 154 2 I7:15 1 3 168 4 17:30 2 1 155 2 17:45 {L._.___s-- uz ..1. f Hr Total 4 10 599 9 i 1 0 1 0 2 1 2 0 6 1 21 16 23 22 02 0 25 0 22 0 25 0 25 0 37 1 4 3 1 15 7 9 4 23 4 0 4 0 a 0 1 0 9 0 5 1 2 9 0 0 s 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 0 0 8 11 20 0 1 180 7 8 17 0 1"4 12 12 9 0 ? I7i 14 10 11 0 1 17'9 41 41 57 0 708 5 5 6 12 28 15 1I 8 9 4 17 7 ,` 218 12 3 j 227 13 9 219 13 0 _ 1° 41 0 ! 842 *TOTAL' 11 18 1007 25 1 7 1 179 31 j 18 1 0 1 J 69 84 113 0 1553 • • 06 1S/2003 07:51 561-272-4301 t4CNALLV FADE 03 :I 4T1 STRHIT 4 II 2ND AV3 UR NIAXI, FLORIDA COVITID RI: EUG112 GCIIALRE NOT Sr8 ALIIID TRAFFIC MVP SPICIALI5TS, INC. 624 GARDINIA T&ma DS1:LA7 MCI, FLORIDA 33444 (561) 272-3255 FAI 1561i 272-4381 ALL VIIICLRS 4 PIDS NB 2ND AAIUN From North ?ede Righ: Thru Date $6/05f43 Left Ng 87N STRUE7 i11 2ND AVIN03 Fro: Bast Frog South Peds Right Thrt Left I Peda Right Thru Site Code : 00630110 Start Date: 06/05/03 File I.D. : 8ST2AV1 Page ; 2 Left 11 8T1 STRUT Froe Vest Vehicle Peda Right Thru Left iota: 11 11 NE 8TH STREET 0 179 197 18 0 0 118 18 NE 2ND AVENUE • 1,087 18 1,087 1,130 L 99 118 202 84 • 84 25 25 1,131 0 0 1 1 ALL VEHICLES & PEDS Intersection Total 1,550 38 1,087 84 1,209 0 1,209 0 NE 2ND AVENUE 36 218 0 0 0 7 7 1 179 179 38 38 143 NE 8TH STREET 25 118 0 18 18 06/15/2003 07:51 561-272-4381 MCNALLY PAGE 04 Peak start 16;45 volute Percent Pk total 620 Highest 17:15 Values 8i total 175 PHF .E9 111:1 ETV S?REIT 4 El 21U AVENUE IAJ4I, FLORIDA CO7IT3D BY: $UG3XI E34NtALEZ NOT SIG?4ALIYED TRAFF:C SURVEY SPECIALISTS, :NC. 624 GARDENIA TERRACE DELRAY BMACE, FLORIDA 33444 (561) 272.3255 FAX (561) 272.4381 ALL VEHICLES : PIDS Sire Code : 0003o110 Start Date: 06/05/03 File I.D. : 8ST2AVI Page : 3 ES 21C AVENal Fro' North NI 8TH STREI? From Bast Veda Right Thru Left Peds Right Thru Left Date 06105/0( Peek Eau Analysis By Satire Istersectioa for the Period: 16:00 to 16:00 00 16:45 7 593 14 11 971 2t 3 163 4 NE tgTH STREET 0 94 101 7 0 0 59 59 44 44 30 • 30 120 17:30 34 .88 7 7 16:45 0 94 25 - 0A 731 2n - 0 25 4 16;03 .0 NE 2ND AVENUE 599 599 620 204 03 14 14 620 NE 2ND AVENUE ?rot South Peds Right Thru ref t WB 8TR STRAY Prate Nest ?eels Righ: Thru Left 7ehicle Total 16/05/03 0 0 04 01 0 0 0 0 0 0 1 • ALL VEHICLES & PEDS Intersectrion To a1 843 26 599 44 669 669 0 0 NE 2ND AVENUE 19 16:45 44 59 31 431 571 12 0 0 0 103 17:00 32 00 1 01 15 17 0 3 3 0 0 94 94 26 26 73 NE 8TH STREET 14 59 0 06/1S/2003 07:51 561-272-4381 MCNALLY FACE 05 1111 IS STB STREET i BISCAYNE BOOLEVARD/OSl 14IANI, FLORIDA COUNTED BY: E. NcNALLY i 0, YE1BL SIG1ALI1EO BISCA YNE BOULEVARD Frog North Peda Right Thr4 Left Date 06/05/03 16:00 16:15 16:30 U;45 Hr Total 17:00 17:15 17:30 7 Er Total 0 7 0 0 1 0 3 TRAFFIC SURVEY SPECIALISTS, 1NC. 624 GARDENIA TERRACE DELRAT BRAC8, FLORIDA 33444 (56) 272-3255 FAX (561) 172-4381 1L4 VEHICLES i ?IDS Site Code : 00030110 Start Date: 06/05/03 File I.D. : 4ST_BISC Pace : 1 Si 8TE STREET Froe Gas: Peds Right Thru Lef: BISCAAINE BOULEVARD /roe South ?eds Right Thru N3 8T8 STRE37 Pros Nest Left f Peds Right Tbru Left Vehicle Total 12 9 13 13 47 12 11 16 183 197 192 18I_ 765 235 258 223 12 18 5 41 9 10 17 45 923 41 0 2 2 1 5 6 6 5 8_ 25 23 16 14 0 0 1 4 5 0 3 2 3 9 6 63 30 12 9 9 450 11 1 8 0 6 363 7 2 4 1 1 417 11 3 L 2 416 � 0 1 i 13 1546 34 6 19 0 1 463 5 2 3 1 487 8 3 3 1 6 476 11 3 7 10 1888 33 10 15 4 15 2 11 2 9 i 13 54 715 626 663 671 2675 3 16 781 3 13 320 2 8 •783 727 'TOTAL, 12 32 1688 82 6 88 38 17 3 28 3534 67 16 34 22 101 F 5791 • • 06/1E/2003 07:51 561-272-4381 MCNALLY PAGE 05 Ili NE it STREET h BISCAYNE 8OULEVAID/t151 MIIJI, FLORIDA COUNTED ET: E. WALLY & O. YELRE SIUILITED TRAFFIC SURVEY SPECIALISTS, 1WC, 624 GARDENIA TERRACE DELRAI BEACH, FLORIDA 33444 (S61) 272-3255 FAX (S61) 272-4301 ALL VEHICLES 4 PUS Site Code : oGD3k1iD start Date: B6/05/0 File :.D. 9STJISC Page : 2 BISCAYNE BOULEVARD Frat Ruth Peels Right Thru Left DAte 46fo5/03 XI iTS STREIT Fray Bast Peds Right Thru Left BISCAYNE BJCLEVAAD Prot South Pads Right Th:u 143 9TE STREET Frog Nest Left , Peds Riche Thru Left Vehicle Total 12 12 NE 8TH STREET 67 _ 38 197 411 92 -. 101 101 22 92 92 BISCAYNE BOULEVARD - 1,688 1,688 1,862 54 22 157 34 16 • 34 16 82 82 5,585 101 3,534 88 3,723 ALL VEHICLES & PROS Intersection Total 5,791 17 1,688 34 1,739 27 14 5,368 3,629 67 3,534 28 67 BISCAYNE BOULEVARD 3,534 28 6 6 88 88 38 38 17 17 132 NE 8TH STREET 82 22 28 06/15/2003 07:51 561-272-4381 MCNALLY PAGE 07 Xi 9T1; ST]tuur & BISCAYNE 30 I?ARD/US1 ft cm, PLORIOA Mgr COVETED BY: I. tfcNALLY i 0. VELEZ SIGNALIZED TROPIC SURVEY SPECLALISTS, INC. 624 GARDUMI1 TERRACE DELRAY BEACH, FLORIDA 33444 {561) 272-3255 FAI (561) 277-4381 ALE, VIgICLES i ?EDS Site Code : 00030110 Start Date: 06/05/03 File I.D. : 8ST_BISC Page 3 RISC TII BOULEVARD Frog North 111 8TB STREET Frog Eau. Pede Right Thre Left Pede Right Date 06/05/03 Ptak Hour Analysis 8y Peak start 17:00 Volute 45 Percent - 4t Pt total 1309 Highest 17:15 Volute - 11 25i 13 Si total 279 PRY ,90 BISCAll?E BOULEVARD Prot South Thru Lett ?ads Right Thru Entire Ftte:section far the Period! 16:00 to 11:00 on 06/05 O3 17:00 17:00 923 41 63 3O 12 - 10 Sit 4t 50% 29% 111 11 105 17;00 37 .71 45 • 45 L NE 8TH STREET 33 30 45 47 108 47 9 23 1: 1931 17:15 498 .97 BISCAYNE BOULEVARD 923 41 923 41 1,009 ---3 3,007 79 9 71 15 15 10 • 10 !YE 9T8 STREET Frog Nest Left Peds Right Thru Left Vehicle total I989 33 98t 2t 3 487 0 47 1,888 63 1,998 ALL VEHICLES & PEDS Intersection Total 3,116 12 923 15 950 16 105 2,881 —� 931 33 1,888 33 1,888 BISCAYNE BOULEVARD 10 10 17:30 71 17:00 19 .93 Zit 15 9 47 13t lot 3 0 16 1 63 1 63 30 30 12 12 60 NE 8TH STREET 41 9 10 1. 1 08/15/2003 07;51 561-272-4381 MCNALLY PAGE 08 XY 971 STRAY A II 21D AMU* NIAMI, FLORIDA COUNTED BY; N1Ii MALONB 14T SIGVAL121D Nl 2ND AV3XUl Froa North Peels Right Thru Date 0035)01 Left TRAFFIC MVP SPICIALIST3, I1IC. 624 GARDBIIA TSRRAC3 DBLRn BEACH, FLORIDA 33444 1561) I72.3255 711 (561) 272-4381 ALL V3HICLIS 4 PBDS Site Code : 00030110 Start Date: 06/05/C3 File I.7. 9ST2A'JB Page : 1 III 9TH STR33T IFS 2X0 MINN NI 9TB STRUT Frog last ?roe South Pros lest Pads Right Thru Left f Pads Right Thru left Veda Right Thru Left Vehicle Tcta1 16:00 0 4 125 16:15 4 6 123 15;30 1 3 125 16:45 1 i 1i1 8r Total 6 20 503 17:0G 17:15 17;30 17:45 Br Total 0 2 0 2 4 8 4 7 27 155 174 159 1j? 615 i 3 0 1 6 1 0 0 1 6 5 4 0 15 3 3 2 1 a 0 0 0 0 0 a 0 a 0 0 0 0 0 0 0 0 3 0 3 3 0 0 0 or 3 6 9 22 1 7 5 1 11 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 05 0 3 0� 0: 7 0 31 0 0 0 0 2 5 5 1 13 1 C 0 3 0 2 1 3 3 3 3 0 0 3 0 0 0 0 0 0 132 144 130 134 540 10 184 156 127 654 *Imo 10 i7 1118 8 1 21 0 • • 0 1 33 0 0 0 34 11 10 3 1194 06/15/2003 07:51 561-272-4331 MCNALL U PAGE 09 IS 9TI S?RRIT WI 2ID AVINCI ei iaxi, FLO2IaA comity BY: alai MALONE NOT SIG1AUIZJD 14E 2ND A73}{UR Pro forth 7RAPPIC SUDSY SPBCaaLISTB, II:. 624 GAHDSBIA TBRRAC3 DRAT BEACH, PLCRIDA 33444 (561) 272-3255 FAX 0 61) 272.4321 ALL VI tCLSS a PBI1S Site Code : 20020110 Start Date: 26/05/03 Pile I.D, : 9S72178 Page : 2 Peda Right TTLr] Date 26/05/03 Left NB 972 STRSIT Fro Bas: Pads Right Thru Left NB 9TH STREET 0 0 47 10 11 • 47 0 10 11 10 10 47 Ill 2ND AVSYQB ?roe South Pede Right Thru �N$ 9rH ST2287 Pro■ feet Left Pede Right Thr', Left vehicle Total NE 2ND AVS Uj • 1,118 47) 1,118 _`— 1,173 0 1 0 0 0 1,173 i • ALL VFHTCL$S & PEDS Intersection 1,194 1,129 0' 0 1,118 11 1,129 0 NE 2ND AVENUE Total 18 0 0 0 0 0 0 0 0 0 8 18 10 0 NE 9TH STREET 33 33 06/1G/2003 07:51 561-272-4381 MCNALLY PAGE 10 II 9U STREfr i NI 2ND AVISUI 110 MIAMI, !LOIINA COVNTID II: •III HALONI NOT SIGIALIIID ?RAMC SDSYBY SPECIALISTS, INC. 624 0ARDIIIA TERRACE DSLUAY 8 ACI, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4391 NI 2RD AVTJT18 From North Peds Right Thru Date D6/05/01 Ptak Hour Analysis 9y Entire Peak :tart 16:45 Volume 25 611 Percent 41 961 Pk total 640 Nigher: 17:15 Volute 8 174 Bi total 182 PIP gg • NE 9TH STREET 0 0 25 Left HI 9TH MIST Prot Bast ALL YBHICLSs a PBDS Site Code : 00010110 Start Date; 36/05/03 Pile I.D, : 95T2A78 Page : 3 Pads Sight Thru Left 25 It 2ND AVMS Frog South Pada Right Thrn Totem c:ios fcr the 2eriod: I6:0c to 18;00 on 0605;03 16:45 16:45 S , 0 0 0 Ot 01 01 0! 3 3 0 0 5 0 16:00 0 .0 25 25 a 15:00 jNI 9TE $71187 IFrom Neat Lett Pads Right Thzu Left 0 0 0 01 01 31 0 0 0 - 0 0 .0 NE 2ND AVENUE 613 613 640 L G 5 11 6 6 2 2 640 0 0 0 0 ALL VEHICLES & PEDS Intereecticn Tora1 651 0 613 6 619 619 1 0 NE 2ND AVENUE 0 0 0 16:45 11 16:45 3 .92 Vehicle Total 6 5 0 i 551 451 01 3 0 0 1 5 0 5 0 0 0 0 0 7 NE 9TH STREET 2 5 0 06/16/2003 07:51 561-272-4381 MCNALLY PAGE :l xI ill STRAY i BISCAI'YB BQULY'7ARD/ilsi IIA11I, FLORIDA COt1RID BY: L. PALONIwo i B. IIASSOR 10? SIONALTZID TRAFFIC SUIVSY SPECIALISTS, I1fC. 624 GARDENIA TIRRACI DBI,UI MCI, FLORIDA 33444 (561) 272-3255 PAA 0561) 272-4381 ALL VRHICLIS i PBDS Site Code : 00030110 Start Date: 06/05103 File I.D. 9S7,1SC Page : 1 BISCIDIS 207L8?AR0 Fro4N North Ped. Right Thre Lett Drte 06/05/03 11:00 14:15 16:30 17:00 17:15 17:30 17:45 Ir `otil 3TCINTEKRIAL PAR1( ?roe last Peds Right Thru BISCAIl4E BOBLIYARD Pros South Leff Peds Righv Thru Left NI 9TR STABS? From xest Peds Right Tlru Left vehicle Total 1 0 223 5 0 217 0 3 0 205 2 0 240 3 0 286 2 0 240 0 0 .22 953 4 1 0 0 0 2 0 3 0 0 2 477 0 391 0 135 0 0 2 3 51. 522 507 411 2020 0 0 0 1 0 3 0 1 1 3 3 8 0 0 0 a 0 0 706 c13 643 2627 177 010 751 3033 'TOTAL' 20 0 1854 • • 3 6 0 10 5 3774 0 I 13 16 0 0 5665 06/16/2003 07:51 561-272-4361 MCNALLV PAGE _2 Ei 9T1 STRIRT & BISCA!19 BO LIVA1D/ SI S NIIMI, FLORIDA ConTED BY: L. PA:,0 INO 4 9. NISSCR POT 6IG1ALIS1D BISCAYHE BOULEVARD Fro' North Pegs Right Thru Left Data 06/05/03 TRAFFIC SORYSI' SPICIALISTS, INC, 624 GARDENIA TIRJACE DELIA! 3BACR, FLORIDA 13144 (56I) 27I.3251 FAX (561) ;72-4381 AL;, VUUICLZS i PROS Site Code : 00030I111 Start Data: 06/05,/O3 File I.D. : 4ST_BISC Pare : 2 3ICE1TRNWIIAL 2A1d ?roe East (HISGix3 BOO.BVAR0 IFraa South Pell Right Th:u Left I Pedi Right Thu Let RR 9111 STREET Frog' hest NE"9TH STREET 0 0 0 0 0 0 0 0 BISCAYNE BOULEVARD • 1,654 1,854 1,863 6 0 16 16 16 9 5,643 0 3,774 6 3,780 ALL VEHICLES & PEDS Intersection Total 5,665 1 1,854 16 1,871 5,650 0 0 2 3,779 — • 3,774 B I SCAYNE BOULEVARD 3,774 Pee Right Thru Left Vehicle Total 3 3 6 6 0 0 1 1 14 9 0 5 BICENTENNIAL PARK 03/1E, 2003 07:51 561-272-4301 MCN...L Y PAGE Is 9T6 S7R33? i BISCAY1l3 BOULIVARD/7S1 MIIWT, ?LQRIDA COUI"I'AD RY: L. PALOMIYO i B. WASSON 007 SIGIALIII1a BISCATNR 30ULUARD Fray North YRAFFIC SURVEY SPICIALISTS, INC. 624 GAR.DBNIA TURACI DRLRAT BBACR, FLORIDA 33444 (561) 272.3255 FAX (561) 272.4381 ALL VIRICLYS i PIDS Peds Right Thru Left Date 04/05/03 Peak Rau analysis Peak start 17:00 Value Percent Pk total 1003 highest 17:15 Yoluse RI total 287 PRY .87 • BICENTINIIAL PARK Fros East Peds Right Thru Left BI.iCA°lib BOULIVARD Fro. South Site Code : 00030110 Star: Date: 06/05/03 File I.D. : 45r BISC Page : 3 Peds Right Thro 9TR STEW Pros West Left Pads Right Thra Lett Vehicle Total 8y Satire Ieteretctios for the Period: 16:00 t 1U:04 on 17:00 1 17:03 0 591 5 3 71 100# 0# 751 4 2013 17:00 11:15 NE 9TH STREET 0 0 0 236 1 7 0 7 0 0 0 8 8 2 ,50 0 0 )1 25# 0 0 522 .37 BISCAYNE BOULEVARD 998 998 1,003 0€3.3 5 5 3,026 06/05/03 3 2020 0 01 1001 01 0 522 0 0 2,020 3 2,023 ALL VEHICLES & PEDS Intersection Tot.a1 3,038 1 998 8 1,007 3,030 0 0 1 2,023 BISCAYNE BOULEVARD 2,020 2,020 17:00 - 8 3 0 - :001 01 01 8 17:30 3 0 0 3 67 0 0 3 3 0 0 1 8 5 0 3 BICENTENNIAL PARK 0G/1 3/ 2003 0 7: 53 561 _2 72-4391 MCNALLJ PA(-56 02 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 *******W********************+**************ww************************************ Data File Station Identification Start date Stop date City/Town Location D0605002.PRN 000000060401 000058410087 Jun 5, 03 Jun 5, 03 Miami, FL Interval. Start time _ Stop time County Biscayne Boulevard Btwn NE 8th & 9th St 15 minutes 00:00 24:00 Dade ***********************************1*********,*** **** ******** ** * 4 Jun 5 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 0? 15 152 62 60 30 19 34 y 46 147 30 184 59 51 27 16 32 76 147 45 105 50 30 27 16 38 83 182 00 65 46 44 41 15 46 114 200 Hr Total 506 217 185 125 67 150 319 676 End Time 15 30 45 12 13 404 365 378 414 314 403 00 429 388 • Total 1525 157C 08 215 207 262 242 926 09 234 271 262 287 1054 14 15 16 17 18 19 387 408 472 498 493 346 319 393 387 501. 435 344 421 359 441 483 416 282 372 367 441 469 359 295 1439 1527 1741 1951 1703 1267 1025 20 263 248 266 248 21 290 265 232 217 1004 10 297 252 325 350 1225 335 366 381 395 1457 22 212 184 187 154 737 23 160 137 143 139 579 24 Hour Total : 23045 AM peak hour begins : 11 : 30 AM peak volume : 1548 Peak hour factor : 0 . 95 PM peak hour begins : 17:00 PM peak volume : 1951 Peak hour factor : 0.37 * k * w * * * * * * * * * * * * * * * * # x k * * * * * * * * * 4 4 * * * * * * * * * * * * * w * * * * * * * * * * * + 4 * k * * * * A * * _ * 4 * r * * * # Jun 5 Southbound Volume for Lane 2 End Time 00 15 30 45 00 82 58 44 51 01 58 47 29 26 Hr Total 235 160 02 21 15 1,7 20 73 03 21 16 19 14 70 04 05 13 9 22 44 48 56 75 127 83 305 End Time 12 13 15 277 30 326 45 328 00 338 Hr Total 1269 329 297 277 318 1221 14 261 237 215 265 261 222 225 272 213 283 259 209 1034 1329 859 15 16 253 275 249 2 1 4 997 06 144[5 1 0 202 26O 787 18 201 206 175 153 743 07 273 285 393 456 1407 09 09 423 417 471 558 1869 422 414 361 367 1564 19 141 182 145 126 54 24 Hour Total : 18302 AM peak hour beainE : 08:00 A.'1 peak voL!r,e . 1359 PM peak hour begins . 12 : _5 PM peak voile . 1321 * * * * 4 * * * 4 * * * * * * * * `a * * k * * * * * w # it i * * * * w `F ;t ; ; * r * * irk** 4 4 4 4 * 4 111 20 127 113 112 142 494 21 121 112 102 118 453 10 322 284 300 3 0 9 1215 307 31.4 276 2", 1167 Z. 90 95 102 6 23 75 {2 5 �+ 95 36_ 305 Peak homer factor : 0.84 Peak hour facto: : 0 . 9c 4 * * * N * s * * * * * * * * '* d' * k * * * k OG119/2003 07:5: 561-272-4381 MCNALLY PAGE 03 111 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone t561) 272-3255 Volume Report with 24 Hour Totals Page 2 Data File : D06050Q2. PRN Station. : 000000060401 Identification : 000058410087 Interval : 15 minutes Start date : Jun 5, 03 Start time : 00:00 Stop date : Jun 5, 03 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Boulevard Btwn NE 8th & 9th St * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * il* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * fit * * * * * * * ♦ * * * * * Jun 5 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 05 09 10 11 rt''_r_1_ 15 234 120 81 51 32 82 191 420 638 656 609 6642 30 242 105 66 43 25 88 256 432 624 685 546 500 45 149 79 47 46 38 113 285 575 733 623 626 557 00 116 72 64 55 60 173 374 656 800 654 659 655 y- fir Total 741 377 258 195 155 456 1106 2083 2'795 2618 2440 2634 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 681 694 648 645 687 756 694 487 390 411 302 235 30 704 711 584 654 6C9 777 641 526 361 377 279 209 45 642 680 646 631 654 732 594 427 378 334 289 206 00 767 706 655 626 650 683 517 421 390 335 230 234 •Toa1 2794 2791 2533 2556 2600 2948 2445 1861 1519 1457 1100 884 24 Hour Total : 41347 AM peak hour begins : 08 :30 AM peak volume : 2874 Peak hour factor 0.90 PM peak hour begins : 17:00 PM peak volume 2948 Peak hour factor 0.95 * * * * * * * * * * * * * * * * * * * * * * * * * * W * * * * * * * * * k * * * * * * * * * * * * * * * * * -* * * * * f * * * * * * * * * * * * * * * * * * • 06/19/2O03 07:53 561-272-4381 HCNALLV PAGE 04 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 : DO6C5003 . PRN Station : 000000060403 Identification : 000058410088 Interval : 15 minutes Start date : Jun 5, 03 Start time : 00:00 Stop date : Jun 5, 03 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 2nd Avenue Between NE 8th & 9th St ************************,r,r****************************k********************k** Jun 5 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 9 3 3 4 1 14 60 181 350 341. 226 237 30 8 13 3 5 6 30 105 229 303 311 226 212 45 10 6 1 1 4 48 140 275 323 314 214 202 QO 13 7 7 4 21 61 187 340 336 252 235 225 Hr Total 40 29 14 14 32 153 492 1025 1312 1218 901 876 End Time 15 30 45 00 .Tbral 12 13 14 15 15 17 18 19 20 21 22 23 200 191 164 193 160 166 108 83 45 33 18 24 220 190 158 163 139 175 86 81 44 29 21 9 201 171 191 188 146 161 93 42 30 24 31 11 209 176 142 175 133 125 96 49 33 33 16 15 -- 830 728 655 719 578 627 383 255 152 �119 �86 59 24 Hour Total : 11297 AM peak hour begins : 07:45 AM peak volume : 1316 Peak hour factor : 0.94 PM peak hour begins : 12:00 PM peak volume : 830 Peak hour factor : 0.94 • Adjusted Traffic Counts • • • • i AVID KUMMER ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: Mist Project Number: 03150 Location: Biscayne Blvd and NE 8 Street Count Date: 615l03 Observer: Traffic Survey Specialists, Inc. Day of Week; Thursday Biscayne Blvd NE 8 Street 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 04:15 PM 11 f 450 9 470 12 188 12 212 15 4 8 27 0 0 6 6 715 04:15 PM 04:30 PM 7 363 6 376 18 197 9 224 11 2 4 17 0 3 6 9 626 04 30 PM 04:45 PM 11 417 1 429 5 192 13 210 9 2 5 16 1 2 5 8 663 04:45 PM 05:00 PM 5 416 2 423 6 188 13 207 19 5 2 26 4 3 8 15 671 05'00 PM 05:15 PM 5 463 1 469 9 235 12 256 16 0 3 19 3 11 23 37 781 05:15 PM 05:30 PM * 487 3 498 10 258 11 279 13 3 3 19 2 6 16 24 820 05:30 PM 05:45 PM 11 476 6 493 17 223 16 256 8 2 7 17 5 3 14 22 788 05.45 P511 06:00 PM 9 462 0 471 5 207 6 218 10 4 2 16 2 10 10 22 727 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Biscayne Blvd NE 8 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND r WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R [TOTAL TOTAL 05:00PM 06:0 PM 34 1926 10 1,970 42 941 46 1,029 48 9 15 72 12 31 64 107 3,178 PEAK HOUR FACTOR 0.97 0.90 0.66 0.71 0.95 Note: 2002 FOOT Peak Seasonal Weekly Volume Factor = 1.02 Biscayne_NE8.xds • f w DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Mist Project Number: Count Date: Day of Week: Thursday 03150 Biscayne Blvd and NE 9 Street 61512003 Traffic Survey Specialists, Inc. Biscayne Blvd NE 9 Street TIME INTERVAL L NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL I L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 0 477 2 479 1 223 0 224 0 0 1 1 0 0 2 2 706 04:15 PM 04:30 PM 0 391 0 391 0 217 0 217 0 0 5 5 0 0 0 0 613 04:30 PM 04:45 PM 0 435 0 435 1 205 0 206 0 0 1 1 0 0 1 1 643 04:45 PM 05:00 PM 0 451 0 451 2 211 0 213 0 0 1 1 0 0 0 0 665 05:00 PM 05:15 PM 0 510 0 510 4 260 0 264 0 0 1 1 0 0 2 2 777 05:15 PM 05:30 PM 0 522 0 522 1 286 0 287 0 0 1 1 0 0 0 0 810 05 30 PM 05:45 PM 0 507 2 509 0 240 0 240 0 0 3 3 1 0 1 2 754 05:45 PM 06:00 PM 0 481 1 482 0 212 0 212 0 0 3 3 0 0 0 0 697 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Biscayne Blvd NE 9 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 05:00 PM 06:00 PM 0 2060 3 2,063 5 1018 0 1,023 0 0 8 8 1 0 3 4 3,099 PEAK HOUR FACTOR 0.97 0.87 0.40 0.50 0.94 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.02 Biscayne_NE9.xls • • DAvID PLUMMER Y ASSOCIATES. Project Location: Observer: INC Name: TURNING MOVEMENT COUNTS Mist Project Number: Count Date: Day of Week: Thursday 03150 NE 2 Avenue and NE 9 Street 06/05/2003 Traffic Survey Specialists, Inc. NE 2 Avenue NE 9 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 0 0 0 2 125 4 131 0 0 1 1 0 0 0 0 132 0415 PM 04:30 PM 0 0 0 0 3 128 8 139 0 2 3 5 0 0 0 0 144 04:30 PM 04:45 PM 0 0 0 0 0 125 3 128 0 1 1 2 0 0 0 0 130 04:45 PM 05:00 PM 0 0 0 0 1 125 5 131 0 0 3 3 0 0 0 0 134 05:00 PM 05:15 PM 0 0 0 0 1 155 8 164 0 1 2 3 0 0 0 0 167 05:15 PM 05:30 PM 0 0 0 0 0 174 8 182 0 1 1 2 0 0 0 0 184 05:30 PM 05:45 PM 0 0 0 0 0 159 4 163 0 3 0 3 0 0 0 0 166 05:45 PM, 06:00 PM 0 0 0 0 1 127 7 135 0 2 0 2 0 0 0 0 137 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NE 2 Avenue NE 9 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 05:00 PM 06:00 PM 0 0 0 0 2 627 28 657 0 7 3 10 0 0 T 0 0 667 PEAK HOUR FACTOR N/A 0.88 0.50 N/A 0.89 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.02 NE2_NE9.xls • • 6AVI6 PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: Mist Project Number: 03150 Location: NE 2 Avenue and NE 8 Street Count Date: 6/5/2003 Observer: Traffic Survey Specialists, Inc. Day of Week: Thursday r NE 2 Avenue NE 8 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T I R TOTAL L T R TOTAL L T R 1 TOTAL L T R TOTAL TOTAL 04:00 PM 04 15 PM 0 0 0 0 5 119 3 127 0 20 11 31 1 21 0 22 180 04:15 PM 0430 PM 0 0 0 0 0 126 3 129 0 17 8 25 4 16 . 0 20 174 04:30 PM 04:45 PM 0 0 0 0 5 121 1 127 0 9 12 21 3 23 1 27 175 04:45 PM . 05:00 PM 0 0 0 0 6 122 1 129 0 11 10 21 7 22 0 29 179 05.00 PM 05:15 PM 0 0 0 0 2 154 2 158 0 17 15 32 3 25 0 28 218 05,15 PM 05:30 PM 0 0 0 0 4 168 3 175 0 12 11 23 7 22 0 29 227 05.30 PM 05,45 PM 0 0 0 0 2 155 1 158 0 19 8 27 9 25 0 34 219 05:45 PM 06:00 PM 0 0 0 0 1 122 4 127 0 13 9 22 4 25 0 29 178 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NE 2 Avenue NE 8 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 04:45 PM 05 45 PM 0 0 0 0 14 611 7 632 0 60 45 105 27 96 0 122 860 PEAK HOUR FACTOR NIA 0.89 0.80 0.88 0.93 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.02 NE2_NE8,xls • • • DAVID PLUMMER & ASSOCiATES, INC. 24-HOUR COUNTS Project Narne: Mist Location: Biscayne Blvd Between NE 8 Street and NE 9 Street Observer: Traffic Survey Specialists, Inc. BEGIN I TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 114 4th 1/41 TOTAL 12:00 AM 152 184 105 65 506 0100 AM 62 59 50 46 217 4200 AM 60 51 30 44 185 03:OOAM 30 27 27 41 125 , 04:00 AM 19 16 16 16 67 05:00 AM 34 32 38 46 150 06:00 AM 46 76 83 114 319 07:00 AM 147 147 182 200 676 0800 AM 215 207 262 242 926 09:00AM 234 271 262 287 1,054 10:00 AM 287 262 326 350 1,225 11:00AM 335 366 381 385 I 1,467 12:00PM 404 378 314 429 1,525 01:00 PM 365 414 403 388 1,570 02:00PM 387 319 421 372 1,499 03:00PM, 408 393 359 367 1,527 04:00 PM 472 387 441 441 1,741 05:40 PM 498 501 483 469 1,951 067oa PM 493 435 416 359 1,703 07:00 PM 346 344 282 295 1,267 08,00PM 263 248 266 248 1,025 09:00 PM 290 265 232 217 1,004 to,OOPM 212 184 187 154 737 11.00PM 160 137 143 139 579 24-HOUR TOTAL NM NORTHBOUND Project No.: Count Date: BEGIN TIME I SOUTHBOUND Fist 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 82 58 44 51 235 01:00 AM 58 47 29 26 160 02:00 AM 21 15 17 20 73 03:00 AM 21 16 19 14 70 04:00 AM 13 9 22 44 88 05:00 AM 48 56 75 127 306 06:00 AM 145 180 202 260 787 07:00AM 273 285 393 456 1,407 05:00AM 423 417 471 558 1,869 69:04AM 422 414 361 367 1,564 10:00 AM 322 284 300 309 1,215 11:00AM 307 314 276 270 1,167 12:40 PM 277 326 328 338 1,269 01:00 PM 329 297 277 318 1,221 02:00 PM 261 265 225 283 1,034 0300 PM 237 261 272 259 1,029 04:00 PM 215 222 213 209 859 05:00 PM 258 276 249 214 997 06:00 PM 201 206 178 158 743 07:00 PM 141 182 145 126 I 594 08:oo PM 127 113 112 142 494 09:00 PM 121 112 102 118 453 17:00 PM 90 95 102 76 363 11:00 PM 75 72 63 95 j 305 24-HOUR TOTAL 18,302 DAILY TRAFFIC COUNT SUMMARY AM Peak Hour: Time: 1030 AM Volume: 11,377 MIDDAY Peak Hour: Time: 12:45 PM Volume: 1,611 PM Peak Hour: Time: 05:00 PM Volume: 1,951 SOUTHBOUND 03150 6/5103 TWO-WAY TOTAL 741 377 258 195 155 456 1,106 2,083 2,795 2,618 2,440 2,634 2,794 2,791 2,533 2,556 2,600 2,948 2,446 1,861 1,519 1,457 1,100 884 I 41,347 AM Peak Hour: T rne: 05:00 AM Volume: 1.869 MIDDAY Peak Hour: Time: 12:15 PM Volume: 1.321 PM Peak Hour: Time: 05:G0 PM Volume: 997 NORTHBOUND AND SOUTHBOUND AM Peak Hour: Time: 08:30 AM Vo€ume_ 2,874 K-factor: 7,0% PHF_ 0.90 D-factor: 64.9% 5B MIDDAY Peak Hour: Time: 12:45 PM Volume: 2,852 K-factor: 6.9% PHF' 0,93 D-factor: 56.5% NB PM Peak Hour: Time: 05:00 PM Volume: 2,948 K-factor: 7.1 % PHF: 0.95 D-factor: 66,2% NB Ricraina-Ni= A St NI= 4' St Xis • • DAV€D PLUMMER & ASSOCIATES. NC- 24-HOUR COUNTS Project Name: Mist Location: SE 2 Avenue Between NE 8 Street and NE 9 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME 2 1 NORTHBOUND 1st 1/4 2nd 1/4 3rd 114 4th 1/4 TOTAL 12:00AM 0 0 0 0 0 01:00AM 0 0 0 0 0 02:00 AM 0 0 0 0 0 03:00AM 0 0 0 0 0 04:00 AM 0 0 0 0 0 05:04 AM ' 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00 AM 0 0 Q 0 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 110:00AM 0 0 0 0 j 0 1100AM 0 0 0 0 g 0 12:00PM 0 0 0 0 0 01:OOPM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:00 PM 0 0 0 0 0 04.04 PM 0 0 0 0 0 05:0D PM 0 0 0 0 0 06:00 PM 0 0 0 0 0 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 0900 PM 0 0 0 0 0 10:00 PM 0 0 0 0 E 0 11.00 PM 0 0 0 0 0 24-HOUR TOTAL 0 NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1.4 TOTAL 12:00 AM 9 8 10 IlEgli, 40 01:C0 AM 3 ©©IIIM©® NM M�„ 5 6 MB 4 29 14 02:O0 AM 03:OO AM 04:00 AM © 6 4 ® 32 050a AM 14 30 48 61 MN 492 06:00 AM 60 105 140 187 07:00AM 181 229 ® 340 1,025 Mil 1,218 08:OO AM 350 303 336 09:00 AM 311 252 1000 AM 226 226 214 ® 901 11:00 AM 237 202 876 2:00PM 200 220 201 209 830 01 00 PM 191 190 ® 176 728 02:00 PM 164 158 191 142 655 03:00 PM 193 163 188 ® 719 04:00 PM 160 139 146 ® 578 05 0O PM 166 ® 161 ® 627 0600 PM 108 86 93 96 383 07:00 PM 83 81 42 49 WM 08:00 PM 45 WM 30 ME 49:00 PM 29 24 ® 119 1000 PM 18 N® 16 86 11:00 PM 24 9 MIN 59 24-HOUR TOTAL 11,297 DAILY TRAFFIC COUNT SUMMARY SOUTHBOUND 03150 615103 TWO-WAY TOTAL 40 29 14 14 32 153 492 1,025 1,312 1,218 901 876 830 728 655 719 578 627 383 255 152 119 86 59 1 1, 297 AM Peak Hour: Time. 12:00 AM Volume: 0 AM Peak Hour: Time: 07:45 AM Vo urre: 1,316 MIDDAY Peak Hour: Time: 10:45 AM Volume: 0 MIDDAY Peak Hour: Time: 14:45 AM Volume: 886 PM Peak Hour: T€me: 03:30 PM Volume: 0 PM Peak Hour: Time: 03:30 PM Volume: 662 NORTHBOUND AND SOUTHBOUND AM Peak Hour: Time: 07:45 AM Volume: 1,316 K-factor. 11.6% PHF: 0,94 D-factor: 100.0% SS MIDDAY Peak Hour: Time: 10:45 AM Volume: 886 K-factor', 7.8% PHF: 0.93 D-factor 100.0% SB PM Peak Hour: Time: 03:30 PM Volume: 662 K-factor: 5.9% PHF: 0-88 D-factor: 100.0% S8 Signal Timings • • • SIGNAL TIMING BISCAYNE BLVD / NE 8 ST 5986 PATTERN SCHEDULE FOR 5986 USI & NE 8 ST TIME PT OFF NSG G Y R EWW FGYR SL Y MIN: 16 21 1 5 0 20 70 31 141 72174 1 10 3 3022 8031 1 4 1 721 7 4 I 10 3 10023 8031 1 4 1 721 7 4 1 10 3 530 22 80 31 1 4 1 7 21 7 4 1 10 3 600 9 65 31 1 4 1 7 21 7 4 1 10 3 720 8 5631 1 4 1 721 7 4 110 3 930 17 56 31 1 4 1721 74 1 10 3 1545 11 7841 1 4 1 721 7 4 1 10 3 180012 65 31 14 1721741103 1900 9 65 31 1 4 1 7 21 7 4 1 10 3 2100 18 7031 1 4 1 721 7 4 1 10 3 2300 20 70 31 1 4 1 7 21 7 4 1 10 3 ENTER THE DAY #, CONTROLLER # (i = STOP) • • FOR DAY # 4 (SECTION 2) S Y M CYC 90EARLY NI 90NITE 6/0 90LATE NIT 90NITE 6/0 90AVERAGE 90AM PEAK 90MID-DAY IOOPM PEAK 90POST PM 90AVERAGE 90BAYSIDE 90EARLY NI • • Appendix C FDOT's Quality/LOS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership TABLE 4-7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Level of Service Lanes Divided A B C D E 1 Undivided 100 340 670 950 1,300 2 Divided 1.060 1,720 2,500 3,230 3.670 3 Divided 1,600 2,590 3.740 4.840 5.500 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided Al 13 C D E 1 Undivided " 220 720 860 890 2 Divided 250 1,530 1,810 1.860 "' 3 Divided 380 2.330 2 720_.790 *.* 4 Divided 490 3.030 3,460 3.540 *** Class It (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided .A 13 C D E 1 Undivided *` 100 590 810 850 Divided *' 220 1.360 1.710 1.800 3 Divided 340 2.110 2.570 2.710 4 Divided *' 440 2,790 3.330 3.500 Class Ill (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A B C D E 1 Undivided " ** 280 660 810 2 Divided '• 650 1,510 1,720 3 Divided " " 1.020 2.330 2,580 4 Divided '" "" 1,350 3.070 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) Level of Service Lanes Divided A B C C3 E 1 Undivided `" 270 720 780 2 Divided *' '* 650 1,580 1,660 3 Divided " '* 1.000 2.390 2.490 4 Divided *` "• 1,350 3.130 3.250 FREEWAYS Interchange spacing > 2 mi. apart Level of Service Lanes A B C D E 2 1,270 2.110 2,940 3.580 3,980 3 1,970 3.260 4,550 5,530 6,150 4 2,660 4.410 6,150 7,480 8,320 5 3,360 5.560 7.760 9.440 10,480 6 4,050 6,710 9,360 11,390 12,650 Interchange spacing < 2 in apart Level of Service Lanes A B C D 1: 2 1.130 1.840 2,660 3.440 3,910 3 1.780 2.890 4.180 5.410 6.150 4 2,340 3.940 5.700 7,380 8,380 5 3.080 4.990 7,220 9.340 10.620 6 3,730 6,040 8.740 11.310 12.850 Lames Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A 13 C D E *' 480 760 810 ** ** 1.120 1.620 1,720 1,740 2,450 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D E 250 530 660 '" ** 580 1,140 1,320 Source: l'larida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http_/%wwwl 1.myflorida.com/planning/sysrems/sln los'default.htm BICYCLE N1OUf3 {Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility-) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Level of Service Bicycle Lane Coverage A B C D 0-49% *' *' 170 720 50-84% ** 130 210 >210 85,100% 160 380 >380 **♦ E >720 * PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum scrvice volumes.) Sidewalk Coverage 0-49% 50.84% 85-100'/ Sidewalk Coverage 0-84% 85-100% Level of Service B C D 120 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hoar) Level of Service A B C D >5 :4 >3 >6 >4 >3 [32 810 990 ARTERIAL[NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors I Divided Yes +5 ro 1 Undivided No -20% Multi Undivided Yes -5% Multi Undivided No -25% ONE WAY FACILITIES Increase corresponding volume 20% 'Thu table does not consti€utc a standard and should he used only far genera's planning applications The compuiet models ;tom s, hich this table is derived should be used for more specific planning app€ications. The table and deriving computer models should not be used for corridor ar intersecnon design, where more refined technique Gist- Values shown are hourly directional yahtoo. fur ]wets of service and are for the au;omobt lain -tick modes unless spectbeaily stated. Level of service letter grade thresholds are probably not comparable across modes and. therefore- cross modal companions should be made with caution. Furthermore. combining levels of service of different modes Into one overall roadway level of service as not rccommcnded. To convert ao annual average daily traffic volumes, these. volumes must be divided by approftrate D and K factors. The table's €nput value defaults and level of sea-,ce criteria appear on the following page. Calculations arc based on planning applications of the Highway Capacity NIanaial. Bicycle LOS Model. Pedcsinan LOS Model and Transit Capacasy and Quality of Son -ice Manual. respectively for the automobtle,rruckbicycle. pcdcsnnan and bus modes, "'Cannot he achieved using table nput value defaults_ "'Not appiicabic for that Ie.ci of aersice lever grade. For automohitc'iruck modes. volumes greater than level of service D become F because intersttnon capacities have been reached. For bicycle and prdesna an modes, ihr level of service letter grade (inc Iodine F is nor achievable. because there is no maximum vehicle volume threshold using table input value de Caul is. 97 • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE 1,1 PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E CLASS 4 ARTERIAL 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 Source: FDOTs 2002 Quality/Level of Service Handbook NOTES: 1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE [1] PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E NON STATE ROADWAYS Major CitylCounty Roadways 1 LU 0 0 480 760 810 0 0 0.59 0.94 1.00 2LD 0 0 1120 1620 1720 0 0 0.65 0.94 1.00 3LD 0 0 1740 2450 2580 0 0 0.67 0.95 1.00 Other Signalized Roadways 1LU 0 0 250 530 660 0 0 0.38 0.80 1.00 2LD 0 0 580 1140 1320 0 0 0.44 0.86 1.00 Source: FDOT's 2002 Quality/Level of Service Handbook NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOTS 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. • • 20-Nov-2001. 1 ROADWAY FROM q BISCAYNE BLVD I NE 54 STREET NE 46 STRET NE 46 STREET 1-195 1-195 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 1-395 NE 6 STREET NE STREET NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET NE 2 AVENUEJBRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 I.395 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLAGLER STREET F€ADLER STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 8 STREET SE 8 STREET SW 13 STREET SW 13 STREET SW 15 ROAD SW 15 ROAD RICKENBACKER CSWY SOURCE: 6EITH AND SCHNARS, P.A. TABLE 21.A6 DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT FACILITY TYPE EXISTING DIR LANES NB S8 NB SE NB SB NB SE NB SH NB SB NB SB NB 511 NB SB NB SB NB 5B NB 56 NB SB N8 SB NB SB NB NB SB NB 59 NB SE 58 SB 4L0 4LD 4LD 4LD 4LD 4LD 4L0 4LD 6LD 6LD 4L 3L 81.0 811.1 8L0 8L❑ 2LOW 4LU 4LU 4LU 3L 3L SB 3L SB 3L SE S8 31. 3L S9 41. NB SB NB SB NB SB N8 58 2L 3L 4LD 41.1) 4LD METRO. RAIL MR4 MR4 MASST}FAGISTF -M6T RORAIL 121 PEAK (1) CAPACITY _ (PERSONS.) 25% 25% 25% 25% PM PEAK TOTAL RIDERSHIP PM ,LPERSONSZ,. VICE 1,463 1,463 1,463 1,463 276 892 276 692 0.189 0.473 0.189 0.473 AM PEAK TOTAL RIDERSHIP AM (PERSONS1w V/C 813 256 813 256 0.556 0.175 0.556 0.175 METRO MOVER MM2 MM2 MM2 MM2 MM2 MM2 MM1 MM1 MM1 MM1 MM2 MM2 MM2 MM2 MM1 MM1 MM1 MM1 MM1 MM2 MM2 MM2 ._._TefifS';"CRA?7511f141ETRtSMOVEtt (21 1 PEAK (31 CAPACITY .LIPERSON51 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% 5D% 50% 50% 100% 25% 25% 25% 25% 50% 50% 50% 50% 50% 50% 100% 50% 1 D0% 50% 100% 50% 50% 960 960 960 960 960 960 960 960 960 966 960 960 1,440 1,440 1.440 1,440 1,440 1,440 2,880 480 460 480 460 960 PM PEAK AM PEAK TOTAL ....._.,__..,... .. AL RIDERSHIP PM RIDERSHIP AM .(,PERSONS),,, V/C (PERSONS) V/C 960 1,440 1,440 1,440 1.440 2,666 960 1,920 960 1,920 960 960 44 0.046 53 0.055 44 0.046 53 0.055 44 0.046 53 0.055 44 0.046 53 0.055 47 0.049 89 0.093 91 0.095 70 0.073 83 0,058 56 0.039 74 0.051 80 0.056 106 0,074 73 0.051 211 0.073 22 26 2 2 5 70 56 60 80 73 146 164 360 164 360 0.046 0.054 D.046 0.054 0.055 0.073 0.039 0.056 0.056 0.051 0.051 0.171 0.388 0.171 0.188 85 0.089 971 0.101 57 0.05911 50 0.052I1I. 57 0.059, 50 0 0521 57 0.059 50 6.052 57 0.059 50 0.052 61 0.064 53 0.055 88 0.092 68 0.071 61 0.056 56 0.039 80 0.056 57 0.040 102 0.671 76 0.053? 203 0.0701 113 0.235 100 0.2081 113 0.2351 100 0.2081 100 0.104 136 0.142 111 0.0771 114 0.0791 114 0.079: 151 0,105,1 151 0.062 316 0.329 344 0.179' 316 0.329 344 0,179 163 0.170 185, 0.193 N:VTRANPLANSPROJECTS120011167161TA8LESl11MATR1X. WK4 TABLE 21,46 DOWNTOWN 141AMI OR7,1) EXISTING P81 BUS RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENTS • ___24?k2-2901_ ,. ROADWAY FROM TO BISCAYNE BLVD NE 54 STREET NE 48 STRET NE46STREET I-195 1.195 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 1-395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE 1 STREET ME 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET DIR SB N8 58 NB 58 NB SB SB N8 SB NB SB NB S8 N8 56 NB 56 NB 58 NB S9 NB SB NB S8 NB SB NB NE 2 AVENUEIBRICICELL AVENUE NE 29 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE €3 STREET 4395 1.395 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLAMER STREET FL&GLER STREET BE 1 STREET SE 1 STREET 8E 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET 5E 6 STREET SE 8 STREET SW 13 STREET SW 13 STREET SW 16 ROAD SW 15 ROAD RICKENBA+CKER GSM' N ▪ 3 N CO NE 1 AVENUE NE 17 STREET NE 14 STREET NE 14 STREET 1-395 1-395 NE 6 STREET NE 8 STREET FIAGLER STREET FLAGLEII STREET SE 1 STREET 5E 1 STREET 5E 2 STREET FACILITY TYPE EXISTING LANES NB 5B SB N8 SB S8 SB 613 SS 8B 88 NB SB NB SB 50 N9 NB SU N8 N8 NB 4LD 4LP 4L61 4L0 4L0 4L0 ILO 4L0 61.42 8L0 4L 3L 81.0 840 6L0 8L1 2L6VY 4L1I 4LL4 4LU 3L 3L 3L 3L 3L 3L 44 2L 34. 41.0 4L0 4L0 2LL3 3L 3L 3L 34. 2L 3 3 3 3 3 3 3 3 3 3 3 3 3 3 48 3 18 3 18 3 16 3 16 3 18 3 16 3 16 3 18 3 16 3 18 3 11 48 93 05 95 6 6 56 18 16 16 6 6 10 16 15 18 32 32 48 95 9 9 9 8 9 4 24 2 24 24 24 24 48 48 48 45 6 6 6 2 6 95 10 10 10 62 62 62 62 62 62 36 30 10 TO 10 10 93 93 93 93 82 82 36 62 36 62 38 62 38 62 36 62 36 62 82 93 62 93 48 51 43 51 48 51 48 51 46 51 48 51 48 51 48 51 48 51 48 93 16 48 B 48 48 48 48 48 8 B B R 9 9 6 6 95 95 32 32 K 1( K 51 95 B B B 10 7 7 93 93 93 93 93 93 93 93 95 93 93 93 93 93 93 93 93 93 95 77 K 95 K K 8 8 95 95 T 95 T 95 95 C 95 C 95 C 95 95 95 95 Si 95 BUS ROUTES SERVING ROADWAY SEGEMENT6 95 95 95 95 95 5 B 95 S 95 5 95 8 95 95 95 93 95 85 95 95 T 95 95 95 95 95 C 95 C C C C C 5 95 9 10 K T 0 10 K T S 5 5 5 5 95 C 5 SOURCE: KEITH AND SCHNARS, PA, 3 111 86 111 66 111 86 111 66 111 66 111 88 111 54 111 45 11 45 111 45 111 45 64 45 84 36 84 11 240 9 10 132 48 72 23 66 18 66 16 68 16 68 16 46 12 2 6 4 88 4 40 2 6 99 69 69 99 69 99 69 99 69 99 69 99 32 42 99 42 99 42 75 42 75 5 24 76 2B 92 68 86 92 78 33 36 32 20 32 20 32 20 18 32 18 32 32 18 27 0 0 0 46 1 51 2 6 52 8 9 10 132 48 132 48 138 48 48 114 46 66 86 46 66 BUS ROUTES ARO RIDERSHIP PER BEGEMENT 1 52 52 52 52 52 52 52 52 48 52 46 95 62 21 13 21 13 21 13 21 13 21 43 21 13 21 13 21 13 S 12 12 77 167 60 24 144 24 146 24 112 18 K T 156 128 112 132 76 124 76 75 42 K 08 96 96 84 84 93 108 100 108 100 108 420 108 100 168 100 106 190 108 100 104 76 104 76 100 68 100 68 60 66 60 60 60 60 T 128 128 128 100 108 91 0 0 15 58 18 18 16 18 i8 187 1E7 187 c 1 6 96 72 96 72 98 72 98 63 75 63 75 152 148 152 148 752 148 152 146 290 152 200 132 290 200 290 200 200 200 290 200 295 170 275 TOTAL BUS RIDERSHIP �PER8tlN9 339 248 339 248 339 246 523 416 523 416 523 416 442 383 676 463 752 506 748 498 748 496 877 409 657 314 1,108 61 157 167 BUS CAPACITY PER80NSj_ 198 119 84 308 305 308 304 492 38 94 365 115 240 119 456 26 136 22 184 468 434 578 405 6 V7C 910 0366 • 970 0270 920 0 309 920 0 270 920 0 388 920 0 270 1.472 0355 2,252 0.165 1 472 0.355 2,252 0.185 1,472 0.355 2. 165 1.469.252 00301 2249 0.170 1,028 0680 1,908 0.288 1,706 0.441 2.4766 0.204 1.706 0.438 1.486 0.200 1.706 0431 2.466 0 200 1.706 0 397 2.468 0 197 2.486 0.264 23,.228 00.177 434 000 Ep1 306 322199 760 0 240 780 713 713 0.246 0.278 0.187 515 0.162 2 1.676 0 288 1.070 0286 1A70 1.330 552 538 566 1,345 564 566 568 303 303 305 306 874 1,226 1226 2,114 2,114 534 5 264 0229 0 348 0164 0 166 0.271 0 203 0.424 0 210 0.610 0 065 0 451 0 072 0273 0.382 0354 0.273 0 192 0.127 NTTRANPLANPRO2ECT5120014167161TABLE5111 MATRIX WKI Appendix D Intersection Capacity Analysis • Worksheets • • Existing Conditions • HCS2000: Signalized Intersections Release 4.1 .alyst: DPA jency: #03150 ate: 6/30/2003 eriod: Existing PM Peak roject ID: Mist MUSP /W St: NE 8 Street o. Lanes GConfig olume ane Width TOR Vol Eastbound Inter.: Biscayne Blvd / NE 8 Street Area Type: CBD or Similar Jurisd: Miami, FL Year : 2003 N/S St: Biscayne Blvd SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 LTR 48 9 15 12.0 0 1 1 0 L TR 12 31 64 12.0 12.0 0 Sorthbound L T R 0 4 0 LTR 34 1926 10 12.0 0 1 3 0 L TR 42 941 46 12.0 12.0 0 uration 0.25 hase Combination B Left Thru Right Peds Left Thru Right Peds B Right B Right green el1ow ,11 Red 1 A A A A A A 35.0 4.0 1.0 ppr/ ,ane ;rp Lane Group Capacity (s) Adj Sat Flow Rate Area Type: CBD or Similar Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WE Right 5 A A A 6 7 A A A A 42.0 10.0 4.0 3.0 1.0 0.0 8 Cycle Length: 100.0 secs Intersection Performance Summary Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS ;astbound ,TR 456 1304 Jestbound 426 1218 iR 538 1538 dorthbound .,TR 2314 5509 Alkhbound 316 1624 "R 1947 4636 0.17 0.35 22.6 C 22.6 C 0.03 0.35 21.4 C 0.19 0.35 22.8 C 22.6 C 0.90 0.42 32.1 C 32.1 C 0.14 0.57 24.4 C 0.53 0.42 22.0 C 22.1 C Intersection Delay = 28.3 (sec/veh) Intersection LOS - C HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY analyst: DPA \.gency/Co.: #03150 )ate Performed: 6/30/2003 \nalysis Time Period: Existing PM Peak Cntersection: NE 2 Ave / NE 9 Street Turisdiction: Miami, FL analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 9 Street forth/South Street: NE 2 Ave Cntersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments 4ajor Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R lolume 2 627 28 Peak -Hour Factor, PHF 0.89 0.89 0.89 sourly Flow Rate, HFR 2 704 31 Percent Heavy Vehicles -- 0 __ Median Type Undivided ZT Channelized? •eS 0 2 0 figuration LT TR 1pstream Signal? No No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R iolurne Peak Hour Factor, PHF -Iourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade PO vledian Storage Flared Approach: Exists? Storage 0 7 3 0.89 0.89 7 3 0 0 0 No ZT Channelized? lanes 1- 0 7onfiguration TR Delay, Queue Length, and Level of Service kpproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT TR App h) 2 10 2 (m) (vph) 1636 414 v/c 0.00 0.02 95% queue length 0.00 0.07 Dontrol Delay 7.2 13.9 LOS Approach Delay Approach LOS A 13.9 HCS2000: Unsignalized Intersections Release 4.1 DPA David Plummer & Assoc Phone: E--Mail: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: DPA Agency/Co.: #03150 Date Performed: 6/30/2003 Analysis Time Period: Existing PM Peak Intersection: NE 2 Ave / NE 9 Street Jurisdiction: Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 9 Street North/South Street: NE 2 Ave 010ersection Orientation: NS Study period (hrs): 0.25 Major Street Movements Vehicle Volumes and Adjustments _ 1 2 3 4 5 6 L T R L T R Volume 2 627 28 Peak -Hour Factor, PHF 0.89 0.89 0.89 Peak-15 Minute Volume 1 176 8 Hourly Flow Rate, HFR 2 704 31 Percent Heavy Vehicles 0 -- Median Type Undivided RT Channelized? Lanes 0 2 0 2onfiguration LT TR Jpstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak-15 Minute Volume iourly Flow Rate, HFR Pliwent Heavy Vehicles ent Grade (%) Median Storage Flared Approach: Exists? Storage T Channelized? 0 7 3 0.89 0.89 2 1 7 3 0 0 0 No Lanes Configuration 0 TR 11 Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Tirne Length Speed to Signal vph vph sec sec mph feet 52 Left -Turn Through 95 Left -Turn Through 'Iorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 Sred In volume, major rt vehicles: 0 flow rate, major th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 \lumber of major street through lanes: 2 Norksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 2rade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,1t) 0.00 0.00 0.00 L(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1-stage 4.1 6.5 6.2 2-stage Follow --Up Time Calculations Movement 1 4 7 8 9 10 11 12 IIIL L L T R L T R t(f,base) 2.20 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 t(f) 2.2 4.0 3.3 Worksheet 5-Effect of Upstream Signals llomputation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) ✓ prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g (q1) g (q2 ) g (q) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) platooned flow, V(c,min) ation of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) p (5) p (dom) p(subo) Constrained or unconstrained? 0.000 0.000 Proportion unblocked for minor movements, p(x) (1) Single -stage Process (2) (3) Two -Stage Process Stage T Stage II p(1) p (4) P (7) p(8) P (9) p(10) P (11) p(12) Computation 4 and 5 Single --Stage Process Movement 1 4 7 8 9 10 11 12 L L T R L T R 0 C r,x C plat,x 724 368 Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 0 C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 410bability of Queue free St. 1.00 1.00 368 682 1.00 682 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor !lovement Capacity Probability of Queue free St. 1Iaj L-Shared Prob Q free St. 0 1636 1.00 1636 1.00 1.00 1.00 1.00 Step 3: TH from Minor St. 8 Conflicting Flows Potential Capacity Pedestrian Impedance Zap. Adj. factor due Movement Capacity Probability of Queue Factor to Impeding mvmnt free St. 1.00 1.00 1.00 724 354 1.00 1.00 354 0.98 Step 4: LT from Minor St. 7 10 2onflicting Flows Potential Capacity Pedestrian Impedance Factor L, Min T Impedance factor L, Min T Adj. Imp Factor. Zap. Adj. factor due to Impeding mvmnt Movement Capacity 1.00 0.98 0.98 0.98 1.00 1.00 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor Wt. 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Cap. Adj. factor due dlovement Capacity Probability of Queue St. 8 11 Factor to Impeding mvmnt free St. Part 2 -- Second Stage vonflicting Flows Potential Capacity Pedestrian Impedance Factor lap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage vonflicting Flows Potential Capacity Pedestrian Impedance Factor Zap. Adj. factor due to Impeding mvmnt 4ovement Capacity 1.00 1.00 724 354 1.00 1.00 354 Zesult for 2 stage process: •oability of Queue free St. 1.00 354 0.98 Step 4: LT from Minor St. 7 10 Part 1 - First Stage :onflicting Flows Potential Capacity Pedestrian Impedance Factor :ap. Adj. factor due to Impeding mvmnt 4ovement Capacity Part 2 - Second Stage :onflicting Flows Potential Capacity Pedestrian Impedance Factor Pap. Adj. factor due to Impeding mvmnt lovement Capacity Part 3 - Single Stage 'onflicting Flows Potential Capacity Pedestrian Impedance Factor laj. L, Min T Impedance factor 1aj. L, Min T Adj. Imp Factor. Adj. factor due to Impeding 1ment Capacity mvmnt 1.00 0.98 0.98 0.98 1.00 1.00 esults for Two -stage process: C t •rksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 7 3 Movement Capacity (vph) 354 682 Shared Lane Capacity (vph) 414 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 354 682 Volume 7 3 Delay Q sep Q sep +1 round (Qsep +1) n max C sh SUM C sep oct 414 Worksheet 10-Delay, Queue Length, and Level of Service Movement Lane Config 1 4 7 8 9 10 11 12 LT TR v (vph) 2 10 C(m) (vph) 1636 414 v/c 0.00 0.02 95% queue length 0.00 0.07 Control Delay 7,2 13.9 LOS A 8 Approach Delay 13.9 Approach LOS B Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p (o j ) v(i1), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s '1), Saturation flow rate for stream 2 or 5 �), Saturation flow rate for stream 3 or 6 p* (oj ) i(M,LT), Delay for stream 1 or 4 Number of major street through lanes d(rank,1) Delay for stream 2 or 5 1.00 1.00 0 0 1700 1700 1.00 7.2 2 HCS2000: Unsignalized Intersections Release 4.1 111 Analyst: Agency/Co.: #03150 Date Performed: 6/30/2003 Analysis Time Period: Existing PM Peak Intersection: NE 2 Ave / NE 8 Street Jurisdiction: Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 8 Street North/South Street: NE 2 Ave TWO-WAY STOP CONTROL SUMMARY 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 14 611 7 Peak -Hour Factor, PHF 0.93 0.93 0.93 Hourly Flow Rate, HFR 15 656 7 Percent Heavy Vehicles -- 0 Median Type Undivided RT Channelized? likes 0 2 0 figuration 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 27 96 60 45 Peak Hour Factor, PHF 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 29 103 64 48 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes Configuration 0 1 LT 1 0 TR Delay,_Queue Length, and Level of kpproach NB SB Westbound Iovement 1 4 7 8 9 Lane Config LT LT Service Eastbound 10 11 12 TR rph) 15 132 2(m) (vph) 1636 383 //c 0.01 0.34 D5o queue length 0.03 1.51 2ontrol Delay 7.2 19.3 112 464 0.24 0.93 15.2 LOS A C C Approach Delay 19.3 15.2 Approach LOS C C HCS2000: Unsignalized Intersections Release 4.1 DPA David Plummer E. Assoc Phone: E-Mail : Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Agency/Co.: #03150 Date Performed: 6/30/2003 Analysis Time Period: Existing PM Peak Intersection: NE 2 Ave / NE 8 Street Jurisdiction: Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 8 Street North/South Street: NE 2 Ave ilkersection Orientation: NS Study period (hrs): 0.25 Major Street Movements Vehicle Volumes and Adjustments 1 2 3 4 5 6 Volume 14 611 7 Peak -Hour Factor, PHF 0.93 0.93 0.93 Peak-15 Minute Volume 4 164 2 Hourly Flow Rate, HFR 15 656 7 Percent Heavy Vehicles - -- 0 -- Median Type Undivided RT Channelized? Lanes 0 2 0 Configuration LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 27 96 60 45 Peak Hour Factor, PHF 0.93 0.93 0.9°3 0.93 Peak-15 Minute Volume 7 26 16 12 Hourly Flow Rate, HFR 29 103 64 48 ilvenHeavy Vehicles 0 0 0 0 t ent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 1 1 0 Configuration LT TR Movements Pedestrian Volumes and Adjustments 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Frog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through liorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 .red In volume, major rt vehicles: 0 flow rate, major th vehicles: 1700 aat flow rate, major rt vehicles: 1700 4umber of major street through lanes: 2 4orksheet 4-Critical Gap and Follow-up Time Calculation 'ritical Gap Calculation lvement 1 4 7 8 9 10 11 12 L L L T R L T R (c,base) 4.1 7.1 6.5 6.5 6.2 (c,hv) 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 ' 4hv) 0 0 0 0 0 (c,g) 0.20 0.20 0.10 0.20 0.20 0.10 rade/100 0.00 0.00 0.00 0.00 0.00 0.00 (3,1t) 0.00 0.00 0.00 0.00 0.00 (c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2--stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 (c) 1-stage 4.1 7.1 6.5 6.5 6.2 2-stage ollow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R {,base) 2.20 3.50 4.00 4.00 3.30 (f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 (HV) 0 0 0 0 0 (f) 2.2 3.5 4.0 4.0 3.3 Aiorksheet 5-Effect of Upstream Signals •putation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) T prog rota' Saturation Flow Rate, s (vph) krrival Type Effective Green, g (sec) 2ycle Length, C (sec) Zip (from table 9-2) Proportion vehicles arriving on green P 4(q1) (q2) (q) ,omputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) alpha )eta 'ravel time, t(a) (sec) smoothing Factor, F 'roportion of conflicting flow, f lac platooned flow, V(c,max) platooned flow, V(c,min) ation of blocked period, t(p) )roportion time blocked, p 0.000 0.000 :amputation 3-Platoon Event Periods Result )(2) )(5) ) (dom) ) (subo) 'onstrained or unconstrained? 0.000 0.000 )roportion inblocked (1) (2) (3) :or minor Single -stage Two -Stage Process lovements, p(x) Process Stage I Stage II .Wutation 4 and 5 dngle-Stage Process [ovement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x s Px 110c,u,x 0 390 693 690 332 C r,x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 3400 3400 0 C(r,x) C (plat, x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting. Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity ability of Queue free St. 1.00 1.00 332 714 1.00 714 0.93 Step 2: LT from Major St. 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Mai L-Shared Prob Q free St. 0 1636 1.00 1636 O .99 O .99 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Cap. Adj. factor due Movement Capacity Probability of Queue Factor to Impeding mvmnt free St. 693 369 1.00 0.99 366 0.72 690 371 1.00 0.99 368 0.83 Step 4: LT from Minor St. 7 10 "onflicting Flows Potential Capacity Pedestrian Impedance Factor 46. L, Min T Impedance factor L, Min T Adj. Imp Factor. :ap. Adj. factor due to Impeding mvmnt Movement Capacity 390 573 1.00 0.82 O .86 O .80 460 1.00 0.71 0.78 0.78 'Jorksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor .rt 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Cap. Adj. factor due Movement Capacity Probability of Queue St. 8 11 Factor to Impeding mvmnt free St. Part 2 - Second Stage :'onflicting Flows Potential Capacity Pedestrian Impedance Factor 2ap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage onflicting Flows Potential Capacity Pedestrian Impedance Factor Zap. Adj. factor due to Impeding mvmnt 4ovement Capacity 693 369 1.00 0.99 366 690 371 1.00 0.99 368 Result for 2 stage process: SJabi1iLy of Queue free St. 366 0.72 368 0.83 Step 4: LT from Minor St. 7 10 Part 1 - First Stage "onflicting Flows Potential Capacity Pedestrian Impedance Factor :ap. Adj. factor due to Impeding mvmnt 'Movement Capacity Part 2 - Second Stage 'onflicting Flows Potential Capacity Pedestrian Impedance Factor 'ap. Adj. factor due to Impeding mvmnt lovement Capacity 'art 3 - Single Stage :onflicting Flows Potential Capacity Pedestrian Impedance Factor Taj. L, Min T Impedance factor Taj. L, Min T Adj. Imp Factor. Aft Adj. factor due to Impeding mvmnt 1ment Capacity 390 573 1.00 0.82 0.86 0.80 460 1.00 0.71 0.78 0.78 .esults for Two -stage process: C t 460 •rksheet 8-Shared Lane Calculations Movement Volume (vph) Movement Capacity (vph) Shared Lane Capacity (vph) 7 8 9 10 11 12 L T R L T R 29 460 383 103 366 64 48 368 714 464 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 460 366 368 714 Volume 29 103 64 48 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 383 464 SUM C sep iloct Worksheet 10-Delay, Queue Length, and Level of Service Movement Lane Config 1 4 7 8 9 10 11 12 LT LT TR v (vph) 15 132 112 C (m) (vph) 1636 383 464 v/c 0.01 0.34 0.24 95% queue length 0.03 1.51 0.93 Control Delay 7.2 19.3 15.2 LOS A C C approach Delay 19.3 15.2 5pproach LOS C C /orksheet 11--Shared Major LT Impedance and Delay Movement 2 Movement 5 )(oj) 1.00 0.99 r(il), Volume for stream 2 or 5 0 r(i2), Volume for stream 3 or 6 0 1), Saturation flow rate for stream 2 or 5 1700 ), Saturation flow rate for stream 3 or 6 1700 '* (oj ) 0.99 I(M,LT), Delay for stream 1 or 4 7.2 d, Number of major street through lanes 2 U(rank,1) Delay for stream 2 or 5 HCS2000: Unsignalized Intersections Release 4.1 • TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: #03150 Date Performed: 6/30/2003 Analysis Time Period: Existing PM Peak Intersection: Biscayne Blvd / NE 9 Street Jurisdiction: Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 9 Street North/South Street: Biscayne Blvd Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 2060 3 1018 Peak -Hour Factor, PHF 0.94 0.94 0.94 Hourly Flow Rate, HFR 2191 3 1082 Percent Heavy Vehicles Median Type Raised curb RT Channelized? No likes 2 1 2 figuration T R T Upstream Signal? No No Minor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R Volume 3 8 Peak Hour Factor, PHF 0.94 0.94 Hourly Flow Rate, HFR 3 8 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? Storage RT Channelized? Lanes Configuration 1 No No 1 R Delay, Queue Legth, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config R R ph) 3 8 C(m) (vph) 212 491 v/c 0.01 0.02 95% queue length 0.04 0.05 Control Delay 22.2 12.5 LOS C Approach Delay 22.2 12.5 Approach LOS C B • HCS2000: Unsignalized Intersections Release 4.1 DPA David Plummer & Assoc Phone: E-Mail: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Agency/Co.: #03150 Date Performed: 6/30/2003 Analysis Time Period: Existing PM Peak Intersection: Biscayne Blvd / NE 9 Street Jurisdiction: Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 9 Street North/South Street: Biscayne Blvd ersection Orientation: NS Study period (hrs): 0.25 Major Street Movements Vehicle Volumes and Adjustments 1 2 3 4 5 6 L T R L T R Volume 2060 3 1018 Peak -Hour Factor, PHF 0.94 0.94 0.94 Peak-15 Minute Volume 548 1 271 Hourly Flow Rate, HFR 2191 3 1082 Percent Heavy Vehicles - - Median Type Raised curb RT Channelized? No Lanes 2 1 2 Configuration T R T Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 3 8 Peak Hour Factor, PHF 0.94 0.94 Peak 15 Minute Volume 1 2 Hourly Flow Rate, HFR 3 8 ,cent. Heavy Vehicles 0 0 lircent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? Storage RT Channelized? No No Lanes Configuration 1 1 R R Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: ,red In volume, major rt vehicles: flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t (c, base) 6.9 6.9 t (c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 P (hv) 0 0 t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t (3,1t) 0.00 0.00 t (c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t (c) 1-stage 6.9 6.9 2-stage 6.9 6.9 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 110 L L L T R L T R t(f,base) 3.30 3.30 t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (HIV) 0 0 t(f) 3.3 3.3 qorksheet 5-Effect of Upstream Signals Tnputation l-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) prog Dotal Saturation Flow Rate, s (vph) krrival Type Effective Green, g (sec) vycle Length, C (sec) 4) (from table 9-2) Proportion vehicles arriving on green P 3(q1) g(q2) 3(q) womputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) alpha seta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f flax platooned flow, V(c,max) Wplatooned flow, V(c,min) ation of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) P (5) p (dom) p (subo) Constrained or unconstrained? 0.000 0.000 Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage 1 Stage II P (1) p(4) p (7) p(8) P (9) p(10) p (11) p (12) (�putation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L R • Future without Project • • HCS2000: Signalized Intersections Release 4.1 •yst: DPA Inter.: Biscayne Blvd / NE 8 Street gency: #03150 Area Type: CBD or Similar ate: 6/30/2003 Jurisd: Miami, FL eriod: Future without Project PM Peak Year : 2003 roject ID: Mist MUSP /W St: NE 8 Street N/S St: Biscayne Blvd o. Lanes Gconfig olume ane Width TOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 49 9 15 12.0 0 1 1 0 L TR 12 32 66 12.0 12.0 0 0 4 0 LTR 35 1984 10 12.0 0 S ou thbound L T R 1 3 0 L TR 43 970 47 12.0 12.0 0 uration 0.25 Area Type: CBD or Similar Signal Operations hase Combination 1 2 3 4 5 6 7 8 B Left A NB Left A Thru A Thru A Right A Right A Peds reds B Left A SB Left A A hru A Thru A .ight A Right 'A Peds Peds B Right EB Right B Right WE Right teen 35.0 42.0 10.0 ellow 4.0 4.0 3.0 11 Red 1.0 1.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary ?pr/ Lane Adj Sat Ratios Lane Group Approach ane Group Flow Rate qp Capacity (s) v/c g/C Delay LOS Delay LOS astbound FR 454 1298 0.17 0.35 22.6 C 22.6 C .stbound 426 1217 0.03 0.35 21.4 C 538 1538 0.19 0.35 22.8 C 22.7 C )rthbound PR 2307 5494 0.93 0.42 34.6 C 34.6 C >> bound 316 1624 0.14 0.57 25.1 C 1947 4636 0.55 0.42 22.2 C 22,3 C Intersection Delay = 30.0 (Sec/ve ) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1 Analyst: DPA A ncy: DPA �e: 07/22/2003 Period: FUTURE WO PROJ PM PK Project ID: MIST #03150 E/W St: NE 9 STREET SIGNALIZED No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 1 L 0 12.0 0 1 R 8 12.0 0 Inter.: BISCAYNE BLVD/NE 9 ST Area Type: All other areas Jurisd: MIAMI Year : 2006 N/S St: BISCAYNE BLVD INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 LR 2 12.0 0 0 3 0 TR 2122 3 12.0 0 Southbourzd L T R 0 3 0 LT 1049 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left A Thru Right A Peds NB Left A Thru Right A •Peds Right 3B Right 3reen 19.0 8.0 fellow 4.0 4.0 �11 Red 1.0 1.0 kppr/ mane 3rp Lane Group Capacity Intersection 5 6 7 NB Left Thru P Right P Peds SB Left P Thru P Right Peds EB Right WB Right 8 58.0 4.0 1.0 Cycle Length: 100.0 secs Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound 343 307 7estbound 136 northbound 3008 3outhbound All/ 2776 1805 0.00 1615 0.03 1701 0.02 5186 0.77 4786 0.41 0.19 32.8 C 0.19 33.0 C 33.0 C 0.08 42.5 D 42.5 D 0.58 17.8 B 17.8 B 0.58 12.0 Intersection Delay = 16.0 (sec/veh) B 12.0 B Intersection LOS = B HCS2000: Signalized Intersections Release 4.1 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Aalyst : DPA Agency/Co.: #03150 Date Performed: 6/30/2003 Analysis Time Period: Future without Project PM Peak Intersection: NE 2 Ave / NE 9 Street Jurisdiction: Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 9 Street North/South Street: NE 2 Ave Intersection Orientation: NS Vehicle Major Street: Approach Movement 1 L Volumes and Northbound 2 3 T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided RT Channelized? Lis Alliguration Jp stream Signal? Minor Street: Approach Movement Io l ume ?eak Hour Factor, sourly Flow Rate, )ercent Heavy Veh )ercent Grade (%) 1edian Storage fared Approach: T Channelized? ,anes 'onf iguration Study period (hrs): 0.25 Adjustments Southbound 4 • 5 6 L T R No 2 0.89 2 0 646 0.89 725 0 2 0 LT TR No 29 0.89 32 Westbound 7 8 9 L T R Eastbound 10 11 12 L T R PHF HFR cies Exists? Storage 0 7 3 0.89 0.89 7 3 0 0 0 No 1 0 TR pproach ovement ane Config ph) i (vph) /c 5% queue length ontrol Delay Delay, Queue Length, and Level of Service NB - SE Westbound 1 4 ( 7 8 9 LT Eastbound 10 11 12 TR 2 1636 0.00 0.00 7.2 10 404 0.02 0.08 14 . 1 LOS A B .pproach Delay 14.1 Dpproach LOS op HCS2000: Unsignalized Intersections Release 4.1 J PA )avid Plummer & Assoc Phone : -Mail. Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS ,nalyst: DPA ,gency/Co.: #03150 }ate Performed: 6/30/2003 .nalysis Time Period: Future without Project PM Peak ntersection: NE 2 Ave / NE 9 Street .urisdiction: Miami, FL .nalysis Year: 2003 roject ID: Mist MUSP ast/West Street: NE 9 Street orth/South Street: NE 2 Ave Alksection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments ajar Street Movements 1 2 3 4 5 6 L T R L T R olume 2 646 29 eak-Hour Factor, PHF 0.89 0.89 0.89 eak-15 Minute Volume 1 181 8 :surly Flow Rate, HFR 2 725 32 ercent Heavy Vehicles -- 0 edian Type Undivided i Channelized? .nes 0 2 0 Dnfiguration LT TR Dstream Signal? No No Lnor Street Movements plume ak `Hour Factor, PHF ak-15 Minute Volume 7urly Flow Rate, HFR ent Heavy Vehicles zt Grade (%) .an Storage .ared Approach: Exists? Storage 7 8 9 10 11 12 T R L T R Channelized? 0 7 3 0.8S 0.89 2 1 7 3 o 0 0 No Lanes Configuration 1 0 TR `nements Pedestrian Volumes and Adjustments 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 i1alking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet 32 Left -Turn Through 35 Left -Turn Through ;orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 'hared In volume, major th vehicles: 0 o ed In volume, major rt vehicles: 0 flow rate, major th vehicles: 1700 at flow rate, major rt vehicles: 1700 Umber of major street through lanes: 2 orksheet 4-Critical Gap and Follow-up Time Calculation ritical Gap Calculation ovement 1 4 7 8 9 10 11 12 L L L T R L T R (c,base) 4.1 6.5 6.2 (c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 (hv) 0 0 0 (0o9) 0.20 0.20 0.10 0.20 0.20 0.10 rade/100 0.00 0.00 0.00 0.00 0.00 0.00 (3,1t) 0.00 0.00 0.00 (c,T): 1--stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 (c) 1-stage 4.1 6.5 6.2 2-stage Dllow-Us Time Calculations Dvernen t 1 4 7 8 9 10 11 L L L T R L T 12 (Oise) 2.20 4.00 3.30 i,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ;HV) 0 0 0 'L) 2.2 4.0 3.3 Worksheet 5-Effect of Upstream Signals 410putation l-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) V prog Total Saturation Flow Rate, s. (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) 3(q2) g(u) 2omputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) Ilpha )eta ravel time, t(a) (sec) Smoothing Factor, F 'roportion of conflicting flow, f lax platooned flow, V(c,max) ?i platooned flow, V (c, rain) )1 tion of blocked period, t(p) )r •, ortion time blocked, p :amputation 3-Platoon Event Periods Result ,(2) (5) (dom) •(subo) onstrained or unconstrained? roportion nblocked or minor ovements, p(x) 0.000 0.000 0.000 0.000 (1) Single -stage Process (2) (3) Two -Stage Process Stage I Stage II tation 4 and 5 Allie-Stage Process pvement 1 4 7 8 9 10 11 12 L L L T R L T R 0 C r,x C plat,x 745 378 Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 0 " (r, x) 2(plat,x) gorksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 :onflicting Flows ,otential Capacity 'edestrian Impedance Factor .ovement Capacity ',ability of Queue free St. 1.00 1.00 378 673 1.00 673 1.00 ;tep 2: LT from Major St. 4 1 onflicting Flows 'otential. Capacity 'edestrian Impedance Factor [ovement Capacity 'robability of Queue free St. aj L-Shared Prob Q free St. 0 1636 1.00 1636 1.00 1.00 1.00 1.00 tep 3: TEi from Minor St. 8 11 onflicting Flows otential Capacity edestrian impedance ap. Adj. factor due ovement Capacity robability of Queue Factor to Impeding mvmnt free St. 1.00 1.00 1.00 745 345 1.00 1.00 345 0.98 tep 4: LT from Minor St. 7 10 onflicting Flows otential Capacity edestrian Impedance Factor a . . L, Min T Impedance factor L, Min T Adj. Imp Factor. atJ. Adj. factor due to Impeding mvmnt ovement Capacity 1.00 0.98 0.98 0.98 1.00 1.00 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. It 1 - First Stage flicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage 2onflicting Flows Potential Capacity Pedestrian Impedance Factor Zap. Adj. factor due to Impeding mvmnt 4ovement Capacity 8 11 ?art 3 - Single Stage conflicting Flows Potential Capacity Pedestrian Impedance Factor iap. Adj. factor due to Impeding mvmnt ?ovement Capacity esult for 2 stage process: 1.00 1.00 745 345 1.00 1.00 345 'ability of Queue free St. tep 4: LT from Minor St. 345 1.00 0.98 7 10 'art 1 - First Stage onflicting Flows ctential Capacity edestrian Impedance Factor ap. Adj. factor due to Impeding mvmnt ovement Capacity art 2 - Second Stage onflicting Flows otential Capacity edestrian Impedance Factor ap. Adj. factor due to Impeding mvmnt ovement Capacity art 3 - Single Stage inflicting Flows Dtential Capacity edestrian Impedance Factor aj . L, Min T Impedance factor aj . L, Min T Adj . Imp Factor. ap. Adj. factor due to Impeding mvmnt •nent Capacity sults for Two -stage process: 1.00 0.98 0.98 0.98 1.00 1.00 ct filement Worksheet 8-Shared Lane Calculations 7 8 9 10 11 12 L T R L T R Volume (vph) 7 3 Movement Capacity (vph) 345 673 Shared Lane Capacity (vph) 404 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 345 673 Volume 7 3 Delay sep sep +1 round (Qsep +1) a max 2 sh 3UM C sep 2 ct 404 vorksheet 10--Delay, Queue Length, and Level of Service 'ovement Jane Conf ig 1 4 LT r (vph) 2 (m) (vph) 1636 lc 0.00 5.8 queue length 0.00 `ontrol Delay 7.2 .OS A pproach Delay .pproach LOS 7 8 9 10 11 12 TR 14.1 5 10 404 0.02 0.08 14.1 5 orksheet 11-Shared Major LT Impedance and Delay (oj ) (il), Volume for stream 2 or 5 (i2), Volume for stream 3 or 6 (i1), Saturation flow rate for stream 2 or 5 ), ) Saturation flow rate for stream 3 or 6 j =M,LT), Delay for stream 1 or 4 Number of major street through lanes (rank, 1) Delay for stream 2 or 5 Movement 2 Movement 5 1.00 1.00 0 0 1700 1700 1.00 7.2 2 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY lyst: DPA gency/Co.: #03150 ate Performed: 6/30/2003 nalysis Time Period: Future without Project PM Peak ntersection: NE 2 Ave / NE 8 Street urisdiction: Miami, FL nalysis Year: 2003 roject ID: Mist MUSP ast/West Street: NE 8 Street orth/South Street: NE 2 Ave ntersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments ajor Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T ft olume 14 630 7 eak-Hour Factor, PHF 0.93 0,93 0.93 ourly Flow Rate, HFR 15 677 7 ercent Heavy Vehicles -- 0 edian Type Undivided T Channelized? ats 0 2 0 guration LT TR pream Signal? No No inor Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R oiume 28 99 62 46 eak Hour Factor, PHF 0.93 0.93 0.93 0.93 ourly Flow Rate, HFR 30 106 66 49 ercent Heavy Vehicles 0 0 0 0 ercent Grade ;%) 0 0 edian Storage fared Approach: Exists? No Storage T Channelized? anes on1iauration 0 1 LT 1 0 TR Delay, Queue Length, and Level of pproach NB SB Westbound ovement 1 4 7 8 9 ane Contig LT LT Service Eastbound 10 11 12 TR hr (; (vph} /t u 5 % auene lenath oatrol Delay✓ 15 136 1636 373 0.01 0.36 0.03 1.63 7.2 20.1 115 453 0.25 1.00 15.6 LOS Approach Delay Approach LOS • A C C 20.1 15.6 HCS2000: Unsignalized Intersections Release 4,1 DPA David Plummer & Assoc Phone: E--Mail: Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS DPA #03150 6/30/2003 Future without Project PM Peak NE 2 Ave / NE 8 Street Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 8 Street north/South Street: NE 2 Ave likrsection Orientation: NS flajor Street Movements Vehicle 1 L Volumes 2 T Study period (hrs): 0.25 and Adjustments 3 R 4 S L T 6 Iolume Peak -Hour Factor, PHF ?eak-15 Minute Volume sourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided T Channelized? Janes :ontiguration Jpstream Signal? 14 630 0.93 0.93 4 169 15 677 0 0 2 0 LT TR No No 7 0.93 2 7 1ino.r Street Movements 7 8 9 10 11 L T R L 12 'olume leak Hour Factor, PHF leak-15 Minute Volume [ourly Flow Rate, HFR 'ercent Heavy Vehicles exit Grade (%) Akan Storage `fared Approach: 1 Channelized? Exists? 5 torage 28 0.93 8 30 0 99 0.93 27 106 0 0 62 0.93 17 00 0 0 No 46 0.93 12 49 0 Lanes 0 1 1 0 Configuration LT TR •vements Pedestrian Volumes and Adjustments 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through vlorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 $hared In volume, major th vehicles: 0 ed In volume, major rt vehicles: ;r0 flow rate, major th vehicles: 1700 3at flow rate, major rt vehicles: 1700 4umber of major street through lanes: 2 gorksheet 4-Critical Gap and Follow-up Time Calculation 2ritical Gap Calculation 4ovement 1 4 L L 7 c3 9 10 11 12 :(c,base) 4.1 7.1 6.5 6.5 6.2 :(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 (hv) 0 0 0 0 0 :(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 trade/100 0.00 0.00 0.00 0.00 0.00 0.00 :(3,1t) 0.00 0.00 0.00 0.00 0.00 .(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 :(c) 1-stage 4.1 7.1 6.5 6.5 6.2 2-stage 'allow -Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R tease) 2.20 3.50 4.00 4.00 3.30 (f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 (HV) 0 0 0 0 0 (f) 2.2 3.5 4.0 4.0 3.3 ]orksheet 5-Effect of Upstream Signals Wutation I -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) prog 'otal Saturation Flow Rate, s (vph) ,rrival Type affective Green, g (sec) ycle Length, C (sec) .p (from table 9-2) roportion vehicles arriving on green P (ql) (q2) (q) amputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) 1pha eta ravel time, t(a) (sec) mooching Factor, F roportion of conflicting flow, f ax platooned flow, V(c,max) i latooned flow, V(c,min) ion of blocked period, t(p) roportion time blocked, p 0.000 0.000 ornpotation 3-Platoon Event Periods Result (2) (5) (dom) (subo) Dnstrained or unconstrained? 0.000 0.000 roportion iblocked (1) (2) (3) �r minor Single --stage Two -Stage Process Dvements, p(x) Process Stage I Stage II tation 4 and 5 Ln e-Stage Process Dvement 1 4 7 8 9 10 11 12 L L T R ? T R V c,x Px 1u x 0 401 714 710 342 r,x plat,x Fwo-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 3400 3400 0 (r,x) 2(plat,x) xorksheet 6-Impedance and Capacity Equations ;tep 1: RT from Minor St. 9 12 2onflicting Flows Potential Capacity pedestrian Impedance Factor lovement Capacity 'lability of Queue free St. 1.00 1.00 342 705 1.00 705 0.93 ;tep 2: LT from Major St. 4 1 :onflicting Flows 'otential Capacity 'edestrian Impedance Factor lovement Capacity lrobability of Queue free St. Iaj L-Shared Prob Q free St. 0 1636 1.00 1636 0.99 0.99 1.00 1.00 tep 3: TH from Minor St. 8 11 'onflicting Flows 'otential Capacity 'edestrian Impedance 'ap. Adj. factor due lovement Capacity 'robability of Queue Factor to Impeding mvmnt free St. 714 359 1.00 0.99 356 0.70 710 361 1.00 0.99 358 0.82 tep 4: LT from Minor St. 7 10 oafflicting Flows otential Capacity edestrian Impedance Factor L, Min T Impedance factor L, Min T Adj. Imp Factor. ap. Adj. factor due to Impeding mvmnt overnent Capacity 401. 563 1.00 0.81 0.85 0.79 447 1.00 0.70 0.76 0.76 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor tilt 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Cap. Adj. factor due Movement Capacity Probability of Queue St. 8 11 Factor to Impeding mvmnt free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 'ap. Adj. factor due to Impeding mvmnt 4ovement Capacity Zesult for 2 stage process: r ' ability of Queue free ;tep 4: LT from Minor St. 714 359 1.00 0.99 356 710 361 1.00 0.99 358 St. 356 0.70 358 0.82 'art 1 - First Staae 'onflicting Flows 'otential Capacity edestrian Impedance Factor ap. Adj. factor due to Impeding ovement Capacity art 2 - Second Stage onflicting Flows otential Capacity edestrian Impedance Factor ap. Adj. factor due to Impeding yvement Capacity art 3 - Single Stage inflicting Flows ptential Capacity destrian Impedance Factor ij. L, Min T Impedance factor 1j. L, Min T Adj. Imp Factor. ilk Adj. factor due to impeding mvmnt Ipment Capacity 7 10 mvmri t mvmnt: suits for Two --stage process: -71 401 563 1.00 0.81 0.85 0.79 447 1.00 0.70 0.76 0.76 t 447 *sheet 8-Shared Lane Calculations 4ovemen t Volume (vph) Movement Capacity (vph) hared Lane Capacity (vph) 7 8 9 10 11 12 L T R L T R 30 447 373 106 356 66 49 358 705 453 Torksheet 9-Computation of Effect of Flared Minor Street Approaches Iovement 7 8 9 10 11 12 sep 447 356 358 705 olume 30 106 66 49 elay sep sep +1 ound (Qsep +1) max sh 373 453 JM C sep f arksheet 10-Delay, Queue Length, and Level of Service )vement 1 4 7 8 9 10 11 12 ire Config LT LT TR m) (vph) 1636 373 453 0.01 0.36 0.25 queue length 0.03 1.63 1.00 Tntrol Delay 7.2 20.1 15.6 A C C proach Delay 20.1 15.6 proach LOS C C (vph) 15 136 115 rksheet 11-Shared Major LT Impedance and Delay of ) il), Volume for stream 2 or 5 i2), Volume for stream 3 or 6 10, Saturation flow rate for stream 2 or 5 , Saturation flow rate for stream 3 or 6 (oj) 4, LT) , Delay for stream 1 or 4 Number of major street through lanes :ank, 1) Delay for stream 2 or 5 Movement 2 Movement 5 1.00 0.99 0 0 1700 1700 0.99 7.2 2 • HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: #03150 Date Performed: 6/30/2003 Analysis Time Period: Future without Project PM Peak Intersection: Biscayne Blvd / NE 9 Street Jurisdiction: Miami, FL Analysis Year: 2003 Project ID: Mist MUSP East/West Street: NE 9 Street worth/South Street: Biscayne Blvd Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and viajor Street: Approach Northbound Movement 1 2 3 Adjustments L R Southbound 4 5 6 L T R To l urne 2122 3 1049 'eak-Hour Factor, PHF 0.94 0.94 0.94 iourly Flow Rate, HFR 2257 3 1115 'ercent Heavy Vehicles ledian Type Raised curb _T Channelized? No 100s 2 1 2 iguration T R T upstream Signal? No No inor Street: Approach Westbound Movement 7 8 9 L T R olume Eastbound 10 11 12 L T R 3 8 eak Hour Factor, PHF 0.94 0.94 ourly Flow Rate, HFR 3 8 ercent Heavy Vehicles 0 0 ercent Grade (%) 0 0 edian Storage 1 fared Approach: Exists? Storage T Channelized? No No ones 1 1 7nfiguratiori R Delay, Queue Length, and Level of Service )proacn NB SR Westbound Eastbound 3vement 1 4 f 7 8 9 1 ? 0 11 12 one Config rn) (vph) c queue length --trot Delay 3 8 201 478 0.01 0.02 0.05 0.05 23.2 72,7 • Future with Project • 0 HCS2000: Signalized Intersections Release 4.1 Analyst: DPA A cy: DPA �: 07/22/2003 Period: FUTURE W PROJ PM PK Project ID: MIST #03150 E/W St: NE 9 STREET V;o . Lanes LGConf ig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED Inter.: BISCAYNE BLVD/NE 9 ST Area Type: All other areas Jurisd: MIAMI Year : 2006 N/S St: BISCAYNE BLVD INTERSECTION SUMMARY Westbound Northbound L T R L T R 1 0 1 L R 47 119 12.0 12.0 0 0 0 0 LR 1 2 12.0 0 0 3 0 TR 2122 3 12.0 0 Southbound L T R 0 3 0 LT 5 1 049 12.0 Duration 0.25 Area Type: All other areas Signal Operations ?hase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru Thru P Right A Right P Peds Peds 1B Left A SE Left P Thru Thru P Right A Right Peds Peds 7 Right EB Right 313 Right WB Right Treen 19.0 8.0 58.0 ellow 4.0 4.0 4.0 J l Red 1.0 1.0 1.0 Cycle Length: 100.0 secs Intersection Performance Summary ppr/ Lane Adj Sat Ratios Lane Group Approach Jane Group Flow Rate =rp Capacity (s) v/c g/C Delay LOS Delay LOS ]astbound 343 1805 0.15 0.19 34.0 C 35.8 D 307 1615 0.42 0.19 36.6 D 'estbound R 136 1701 0.02 0.08 42.5 D 42.5 D orthbound 3008 5186 0.77 0.58 17.8 B 17.8 B outhbound 411 2776 4786 0.41 0.58 12.0 B 12.0 B Intersection Delay = 16.9 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1 HCS2000: Signalized Intersections Release 4.1 Analyst: DPA lioncy: #03150 e: 7/22/2003 Period: Future with Project PM Peak Project ID: Mist MUSP E/W St: NE 8 Street No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED Inter.: Biscayne Blvd / NE 8 Street Area Type: CBD or Similar Jurisd: Miami, FL Year : 2003 N/S St: Biscayne Blvd INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 LTR 49 9 15 12.0 0 1 1 0 L TR 12 32 66 12.0 12.0 0 1 3 1 L T R 35 1984 10 12.0 12.0 12.0 0 Southbound L T R 1 3 0 L TR 43 1001 126 12.0 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A Thru A Thru A Right A Right A Peds Peds WB Left A SE Left A A Thru A Thru A Right A Right A 410 Peds Peds Right EB Right SE Right WB Right Green 31.0 46.0 10.0 Yellow 4.0 4.0 3.0 All Red 1.0 1.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 400 1290 0.19 0.31 25.6 C 25.6 C :lestbound L 379 1224 0.03 0.31 24.1 C FR 477 1538 0.22 0.31 25.7 C 25.6 C Northbound 131 284 0.28 0.46 17.9 B F 2147 4668 0.97 0.46 39.9 D 39.4 D 669 1454 0.02 0.46 14.7 B 3outhbound s 316 2111 1624 4590 0.14 0.56 0.61 29.7 C 0.46 20.0+ C 20.4 Intersection Delay = 32.1 (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1 Tv,o-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY ilk nera€ Information Site information alyst IPA Intersection NE 2 Ave / NE 9 Street Agency/Co. #03150 Jurisdiction Miami, FL pate Performed 7/22/2003 Analysis Year 2003 Analysis Time Period Future with Project PM Peak Project ID Mist MUSP .ast/West Street: NE 9 Street North/South Street: NE 2 Ave Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 0 0 92 646 29 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 Hourly Flow Rate, HFR 0 0 0 103 725 32 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 2 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R lame 0 0 0 0 56 3 k-Hour Factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 ourly Flow Rate, HFR 0 0 0 0 62 3 Percent Heavy Vehicles - 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR v(vph) 103 65 C(m)(vph) 1636 253 vic 0.06 0.26 95% queue length 0.20 1.00 Control Delay 7.3 24.1 LOS A C Approach Delay -- 24.1 Approach LOS -- C 0 Copyright:<> 2000 Lniversity of Florida, Alf tights Reserved Version 4.1 [wo-Wav Stop Control Page 1 of 1 w TWO-WAY STOP CONTROL SUMMARY Itineral Information Site information nalyst -DPA Intersection NE 2 Ave / NE 8 Street Jurisdiction Miami, FL Agency/Co. #03150 Analysis Year 2003 Date Performed 6/30/2003 Project ID Mist MUSP Analysis Time Period Future with Project PM Peak North/South Street: NE 2 Ave EasilWest Street: NE 8 Street Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 0 0 14 630 7 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 0 0 0 15 677 7 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channeiized 0 0 Lanes 0 0 0 0 2 0 Configuration _ LT TR Upstream Signal a 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R lame 52 154 0 •0 62 46 k-Hour Factor, PHF 0.93 0.93 0.930.93 0.93 0.93 urly Flow Rate, HFR 55 165 0 0 66 49 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR 'belay, Queue Length, and Level of Service Approach NB r SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT TR v (vph) 15 220 115 C (m) (vph) 1636 375 453 vie 0.01 0.59 0.25 95% queue length 0.03 3.59 1.00 Control Delay 7.2 27.4 15.6 LOS A D C Approach Delay -- -- 27.4 15.6 Approach LOS -- -- D C 'Off�)Ctil Copyright (C 20( 1 Liv..rsiiy orFlor€da, Ats Reserves Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY 4 neral Information 'Site Information alyst DPA Intersection Driveway/NE 9 Street gencylCo. -403150 Jurisdiction Miami, FL ate i'erformed 7/22/2003 Analysis Year 2003 Analysis Time Period Future with Project PM Peak Project ID Mist MUSP last/West Street: NE 9 Street North/South Street: Driveway (Garage) Intersection Orientation: East-West -Study Period (hrs): 0.25 'Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 10 129 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 10 135 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration T TR Upstream Signal 0 0 j Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 148 85 646 29 ,k-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 rIy Flow Rate, HFR 0 0 155 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R v (vph) 155 C (m) (vph) 996 vlc 0.16 95% queue length 0.55 Control Delay 9.3 LOS A Approach Delay -- -- 9.3 Approach LOS -- -- A Copyright;t. 2000 University o!Florida, All Rights Reserved Version 4_1 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY neral Information Site Information alyst ''DPA Intersection Driveway I NE 9 Street Jurisdiction Miami, FL gencyICo_ #03150 Analysis Year 2003 a e Performed 7/22/2003 Project ID Mist MUSP nalysis Time Period Future with Project PM Peak est/West Street: NE 9 Street North/South Street: Driveway (Garage) ntersection Orientation: East-West Study Period (-irs): 0.25 'Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 10 129 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 10 135 0 0 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 148 85 646 29 k-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 urly Flow Rate, HFR 0 0 155 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R v (vph) 155 C (m) (vph) 996 vlc 0.16 95% queue length 0.55 Control Delay 9,3 LOS A Approach Delay -- -- 9.3 Approach LOS -- -- A 0 7.-0001m Copyright i<' 2000 Univ rsi€v of Florida. AO Rights Reservizd Version 4.1 • Appendix E Volume Matrices • • • • • MIST MUSP - Intersection Assignment 11 II INTERSECTION Ir MOVEMENT EXISTING PM PEAK HR ACKGROt1NU GROWT Growth rate: 1.0% No. of y ears: 3 PROJECT TRIPS FUTURE WITH PROJECT In 139 Out 158 Total 297 NBL 34 35 0.000 0.000 0 0 0 0 0 0 0 0 0 0 35 NBT 1926 1984 0.000 0.000 1984 NBR 10 10 0.000 0-000 10 SBL 42 43 0,00E 0.000 43 SBT 941 970 0,000 0.200 1001 Biscayne Boulevard/NE 8 SBR 46 47 0.000 0.500 126 Street EBI. 48 49 0.000 0.000 49 EBT 9 9 0.000 0.000 9 EBR 15 15 0.000 0.000 15 WBL 12 12 0,000 0.090 12 WBT 31 32 0.000 0-000 32 WBR 64 66 0-000 0.000 65 TOTAL 3178 3274 0.000 0.700 111 3385 NBL 0 0 0.600 0.090 0 0 NBT 2060 2122 0.000 0.000 0 2122 NBR 3 3 0.000 0.000 0 3 SBL 5 5 0.000 0.000 0 5 SBT 1018 1049 0-000 0.000 0 1049 Biscayne Boulevard,' NE 9 SBR 0 0 0.000 0.000 0 0 Street EBL 0 0 0-000 0.300 47 47 EBT 0 0 0.000 0.000 0 0 EBR 8 8 0.000 0.700 111 119 WSL 1 1 0.000 0 000 0 WBT 0 0 0.000 0.000 0 0 WBR 3 3 0.000 0-000 0 3 TOTAL 3095 3192 0 000 1.000 158 3350 NBL 0 G 0.00 0-000 0 0 NBT 0 0 0-000 0.000 0 0 NBR 0 0 0.000 0.000 0 0 SBL 14 14 0.000 0,000 0 14 587 611 630 0.000 0,000 0 630 SBR 7 7 0-000 0.000 0 7 NE 2 Avenue 1 NE 8 Street EBL 0 0 0.000 0,000 0 0 EBT 60 62 0.000 0.000 0 62 EBR 45 46 0000 0.000 0 46 WBL 27 28 0,000 0-150 24 52 WBT 96 99 0.000 0.350 55 154 WBR 0 0 0.000 0.000 0 0 TOAL 860 886 0.000 0-500 79 965 NBL 0 0 0 0 N 0 0 O C1 0 O 0 0 [t ry 0 t� 0 0 0 0 io 0000 0.060 0 0 NBT 0.600 0.000 0 0 NBR 0.000 0.000 0 0 SBL 0-650 0.000 90 92 SBT 0.000 0.000 0 646 SBR 0.000 0.000 0 29 NE 2 Avenue I NE 9 Street EBL 0.000 OAOC 0 0 E87 0.350 0-000 49 56 EBR 0.000 0.000 0 3 WBL 0.000 0-000 0 0 WBT 0.000 0.000 0 0 /NBR 0.000 0.000 0 0 TOTAL 567 687 1-0000 0.000 139 826 NBL 0 0 0-000 0.000 0 0 NBT 0 0 0.000 C.000 0 0 NBR 0 0 0.000 1000 156 158 SBL 0 0 0.000 0.000 0 0 SBT 0 0 0.000 0,000 0 0 SBR 0 0 0 000 0.000 0 0 [Driveway EBL 0 0 0.000 0,000 0 0 EBT 0 0 0 000 0-000 0 0 EBR 0 0 1000 0.000 139 139 WBL 0 0 0.000 0.000 0 0 WBT 0 0 0.000 6.000 0 0 NBR 0 0 0,000 0.000 0 0 TOTAL 0 0 1.000 1.000 297 297