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Art III Tab 4 - Traffic Study
i / t / r� August 2005 / / PA;Project _# 0511)9k / l: , l F • 600 Brickell MUSP 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 2.1 Data Collection 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 5 2.1.3 Intersection Data 5 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 10 3.0 4.0 4.1 4.2 4.3 4.4 4.5 4.6 4 4 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 FUTURE TRAFFIC CONDITIONS 13 Background Traffic 13 Committed Developments 13 Project Traffic 13 4.3.1 Project Trip Generation - 13 4.3.2 Project Trip Assignment 16 Future Corridor Capacity Analysis 20 Future Intersection Capacity Analysis 20 Site Access 24 5.0 CONCLUSIONS Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Traffic Control Measures Plan "5 Page i 600 Brickell MUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Pacye 1 Location Map 3 2 2005 PM Peak Hour Traffic Volumes 6 3 Existing Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 5 Person -trip Volume and Capacity - Existing Conditions Matrix 11 6 2005 Intersection Capacity Analysis Results 10 7 Committed Development Map 14 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution 18 11 PM Peak Hour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix 21 13 Project PM Peak Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes �3 15 Future Intersection Capacity Analysis 20 Page ii 600 Brickell MUSP Traffic Impact Study EXECUTIVE SUMMARY The 600 Brickell project is a proposed mixed use development located on west side of Brickell Avenue between SE 6 Street and SE 7 Street in Miami, Florida (see Exhibit 1). The project consists of 180 residential dwelling units, 20,000 square feet (SF) of quality restaurant and 1.1 million square feet (SF) of office space. An existing office building will be removed from the site. Primary access to the site is proposed at SE 6 Street and SE 7 Street via two-way driveways. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2011. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. Existing and future traffic conditions for the project area corridors were established using the person -trip based corridor capacity method. This method, consistent with the City's Comprehensive Plan, promotes improved transportation efficiency through increased private vehicle occupancies and makes mass transit a full partner in the urban transportation system. Analysis results show that the project area corridors are projected to operate within the established corridor threshold. The intersection capacity analysis was performed at the intersections under study using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Results of the future intersection analysis show that all intersections operate within the standard adopted by the city. Page 1 600 Brickell MUSP Traffic Impact Study 1.0 INTRODUCTION The 600 Brickell project is a proposed mixed use development located on west side of Brickell Avenue between SE 6 Street and SE 7 Street in Miami, Florida (see Exhibit 1). The project consists of 180 residential dwelling units, 20,000 square feet (SF) of quality restaurant and 1.1 million square feet (SF) of office space. An existing office building will be removed from the site. Primary access to the site is proposed at SE 6 Street and SE 7 Street via two-way driveways. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2011. 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 Flagler Street to the north, Miami Avenue to the west, Biscayne Bay to the east and SE 8 Street to the south. Corridor capacity analysis was performed for several segments of Brickell Avenue/Biscayne Boulevard, SE 8 Street and SE 7 Street. Intersection capacity analysis was performed for the following intersections: SE 6 Street / Brickell Avenue SE 6 Street / Miami Avenue SE 7 Street / Brickell Avenue SE 7 Street / Miami Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. 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 dpa PROJECT: 600 BRICKELL MUSP TRAFFIC IMPACT STUDY TITLE: LOCATION MAP EXHIBIT No. Page 3 600 Brickell MUSP Traffic Impact Study 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics Brickell Avenue Brickell Avenue (US-1) is a major arterial that provides north/south access throughout Downtown Miami. Brickell Avenue connects the Central Business District (CBD) with the financial and residential district on Brickell. Between SE 8 Street and SE 5 Street, Brickell Avenue is a two-way 4-lane, divided roadway. Brickell Avenue south of SE 4 Street over the Miami River) operates as a two-way, 5-lane (2-northbound lanes and 3-southbound lanes), divided roadway. The bridge is 6 lanes wide but the northbound lanes narrow to 2 lanes due to right-of-way constraints. The extension of Brickell Avenue north of SE 4 Street is SE 2 Avenue. Northbound traffic on Brickell Avenue must turn right onto eastbound SE 4 Street, which extends east to become Biscayne Boulevard Way. The posted speed limit is 35 mph. On -street parking is not permitted along Brickell Avenue within the study limits. Biscayne Boulevard Biscayne Boulevard (US-1) is also a major arterial in Downtown Miami. It is a two-way, divided arterial. The number of lanes varies from 6 to 8 within the downtown area. Biscayne Boulevard between SE 2 Street and NE 5 Street has a wide median, which operates as a municipal parking lot by the Miami Parking System. It provides the CBD area with connectivity to I-395 and Miami Beach. On -street metered parking is permitted on limited portions of the Biscayne Boulevard southbound approach. The elevated Metromover runs along the Biscayne Boulevard median between SE 2 Street and NE 1 Street. The Metromover=s Bayfront Park Station is located on Biscayne Boulevard in the vicinity of SE 2 Street. Biscayne Boulevard becomes a Page 4 600 Brickell MUSP Traffic Impact Study one-way northbound roadway between SE 4 Street and SE 2 Street. The posted speed limit within the study area is 30 mph. SE/SW 8 Street South 8 Street between SW 1 Avenue and Brickell Avenue is a one-way, 3-lane roadway in the eastbound direction. There is no posted speed limit within the study area. On -street parking is not permitted along SW 8 Street within the study limits. SE/SW 7 Street South 7 Street between SW 1 Avenue and Brickell Avenue is a one-way, 3-lane roadway in the westbound direction. There is no posted speed limit within the study area. On -street parking is not permitted along SW 7 Street within the study limits. 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 2005 PM peak season, peak hour traffic volumes at the study intersections. 2.1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miami -Dade County for the analyzed intersection. Signal information is included in Appendix B. This information provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 600 BRICKELL MUSP TRAFFIC IMPACT STUDY 7ITLE: 2004 EXISTING HOUR VEHICULAR V PEAK OLUNiES EXHI6Ii No. 2 SE 3 ST SOUTH MIAMI AVE SE 5 ST £3RICKELL AVE ail SE 6 ST SE 7 ST SE 8 ST JUL N.T.S. dPa PROJECT: 600 BRICKELL MUSP TRAFFIC IMPACT STUDY TITLE: EXISTING LANE CONFIGURATION EXHIBIT No. 3 Page 7 600 Brickell MUSP Traffic Impact Study 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the. person - trip based corridor capacity method. The methodology for this analysis is. outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below:. Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by FDOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix C. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6.persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person - trip capacity of the vehicular traffic system. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was obtained directly from Increment II of the Downtown Miami Area -wide DRI. Page 8 Exhibit 4 Existing Corridor and Transit Conditions Corridor From To Roadway Conditions (vehicles) T ansit Conditions (persons) • Dir Existing Lanes Count Source/ Period Raw PM Peak Hour Volume Peak Season Factor PM Peak Hour Volume Dir Max Service Volume [1] Total Bus Ridership [2] Bus Capacity [2] Total Metrorail Ridership 13] Metrorail Capacity [31 Total Metromover Ridership [31 Metromover Capacity 13] Total Transit Ridership Transit Capacity Brickell Ave/Biscayne Blvd NE 1 Street SE 1 Street NB 4LD DPA- PM 2080 1.01 2101 3250 1106 3434 74 1440 1180 4874 SB 4LD DPA - PM 739 1.01 746 3250 61 306 80 1440 141 1746 SE 1 Street SE 2 Street NB 4LD DPA - PM 2080 1.01 2101 3250 187 780 106 1440 293 2220 SB 4LD DPA - PM 739 1.01 746 3250 73 1440 73 1440 SE 2 Street SE 4 Street NB 2L DPA - PM 1042 1.01 1052 1992 187 780 211 2880 398 3660 Biscayne Blvd SE 2 Avenue EB 3L DPA - PM 1460 1.01 1475 2988 341 1346 106 1440 447 2786 SE 4 Street SE 8 Street NB 2L DPA - PM 1233 1.01 1245 1660 365 1346 164 960 529 2306 SB 3L DPA - PM 1240 . 1.01 1252 2490 115 566 360 1920 475 2486 0 SE 7 Street [3] Brickell Ave SW 1 Ave WB 3L DPA - PM 1393 1.01 1407 2988 24 276 24 276 SE 8 Street Brickell Ave S. Miami Ave EB 3L DPA - PM 818 1.01 826 2988 200 276 200 276 Notes: [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit information obtained from the Downtown Miami DRI Increment II (See Table 21-A5 included in Appendix C) [3] Transit information obtained from the Downtown Miami DRI Increment II (See Table 21-A6 included in Appendix C) 600 Brickell MUSP Traffic Impact Study Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. All three intersections operate within the standard adopted by the city. Exhibit 6 2005 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS SE 6 Street / Brickell Avenue U C/F1 SE 7 Street / Brickell Avenue S C SE 6 Street / Miami Avenue U A/C1 SE 7 Street / Miami Avenue S B Source: DPA U= unsignalized S. signalized; Note: (I) Major/Minor Street LOS LOS for unsignalized 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 (a) (b) (c) (d) (e) (() (9) (h) (I) (I) (k) (I) Roadway Pers-Trip Roadway Pers-Trip Excess Total Total Pers-Trip Segment Segment Pers-Trip Segment Corridor Dir Vehicular Capacity Capacity Vehicular Volume Pers-Trip Pers-Trip Pers-Trip Excess Pers-Trip Pers-Trip Excess Person Trip From QPPV=1.6 Volume @PPV=1.4 Capacity Capacity Volume Capacity Capacity Volume Capacity v/c LOS To (a) * 1.6 (c) ' 1.4 (b) - (d) _ (f)-(g) (b)+(f) (d)+(g) (I)-(j) (IU(I) Brickell Ave/Biscayne Blvd [1] [2] [3] [4] [5] [6] C.) 0 0 0 0 0 0 0 0 0 n NE 1 Street SE 1 Street NB 3250 5200 2101 2941 2259 4874 1180 3694 10074 4121 5953 0.41 SB 3250 5200 746 1045 4155 1746 141 1605 6946 1186 5760 0.17 SE 1 Street SE 2 Street NB 3250 5200 2101 2941 2259 2220 293 1927 7420 3234 4186 0.44 SB 3250 5200 746 1045 4155 1440 73 1367 6640 1118 5522 0.17 SE 2 Street SE 4 Street NB 1992 3187 1052 1473 1714 3660 398 3262 6847 1871 4976 0.27 Biscayne Blvd SE 2 Avenue EB 2988 4781 1475 2064 2716 2786 447 2339 7567 2511 5055 0.33 SE 4 Street SE 8 Street NB 1660 2656 1245 1743 913 2306 529 1777 4962 2272 2690 0.46 SB 2490 3984 1252 1753 2231 2486 475 2011 6470 2228 4242 0.34 SE 7 Street [3] Brickell Ave SW 1 Ave WB 2988 4780.8 1407 1970 2811 276 24 252 5057 -1994 3063 0.39 SE 8 Street Brickell Ave S. Miami Ave EB 2988 4780.8 826 1157 3624 276 200 76 5057 1357 3700 0.27 Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3] The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [6] The Total Transit Person -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C). 600 Brickell MUSP Traffic Impact Study 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2005 Miami -Dade County Transportation Improvement Program (TIP) and the 2025 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the 'study area prior to completion of the proposed project. Page 12 600 Brickell ' MUSP 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 to Present (Updated through March 12, 2005. These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. The projects in the vicinity of 600 Brickell are shown in Exhibit 7. These projects size and trip generation are included in Appendix E. Traffic generated by these developments was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed developments are also included in Appendix E. Future traffic volumes were projected for the build -out year 2011. Exhibit 8 shows the projected turning movement volumes without the project 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 13 NW l ST N.T.S. SE 4 ST BRICKELL KEY LEGEND 1 - BRICKELL ON THE RIVER 2 - BRICKELL COMMONS • 3 - 500 BRICKELL 4 - DUPONT TOWERS 5 - ONE MIAMI 6 - MET MIAMI PARCELS B, C, & D 7 - COLUMBUS TOWER • ♦ PROJECT: 600 BRICKELL MUSP TRAFFIC IMPACT STUDY TITLE: COMMITED DEVELOPMENTS EXHIBIT No. 7 Page 14 SE 3 ST 0 SOUTH MIAA4I AVE SE 5 ST SE 4 ST BRICKELL AVE 67 SE 6 ST N N ui 86 /090 SE . 7 ST 32--) 181 N 80 �— /78 • 79 SE 8 ST N.T.S. PROJECT: 600 BRICKELL MUSP TRAFFIC IMPACT STUDY TITLE: FUTURE WITHOUT PROJECT PM- PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 8 Page 15 600 Brickell MUSP Traffic Bnpact Study following procedure consistent with Increment II of the Downtown DRI and the approved methodology: • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation 7 Edition rates or formulas. • Gross vehicular trips were reduced by 16.00% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were. reduced by 14.10% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 15.00% for pedestrian/bicycle based on estimates from Increment 11 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 568, shown in Exhibit 10. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami -Dade County. For estimating the trip distribution for the project location, consideration was given to conditions such as the roadway network accessed by the project, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Page 16 Exhibit 9 600 Brickell MUSP PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim Office Quality Restaurant Existing - Office 180 DU 1,100,000 SF 20,000 SF 80,000 SF 232 710 931 710 62% 17% 67% 17% 43 223 100 -20 38% 83% 33% 83% 25 1088 49 -99 68 1311 149 -119 GROSS VEHICLE TRIPS 1 23% 346 I 70% 1063 I 1528 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 14.10% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (1) (2) (3) 23% 23% 23% 55 49 52 70% 70% 70% 1.70 150 159 244 215 229 NET EXTERNAL VEHICLE TRIPS 23% 190 70% 584 839 I I I Net Extemal Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 23% 23% 266 68 70% 70% 817 210 1174 302 Net Extemal Person Trips (vehicles and transit modes) 23% 334 70% 1027 1476 I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 23% 73 I 70% 223 I 321 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and Iocal•data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II 600 Brickell MUSP Traffic Impact Study Exhibit 10 Cardinal Distribution of Trips TAZ 568 Cardinal Direction Distribution TAZ 568 NNE 15.14% ENE 6.64% ESE 2.17% SSE 4.68% SSW 5.64% WSW 23.73% WNW 17.92% NNW 24.06% Total 99.98% Page 18 Ln rn F (35%) 0 LEGEND IN- XX% OUT- (XX%) - ONEWAY (l0%J -. —(35%) SE 7 ST —.— (45%) (5%) SE 3 ST SE 5 ST / 6 . SE 4 ST ¢ J J U OC CO N.T.S. SE 4 ST N 1 30% N Lnn Ji 40% 14—(25%1—) (20%) —1 Q PROJECT j SITE O SE 8 ST 30% SE 6 ST 35/. —� 45% — .— j U) 35% 10% 0 10% —j PROJECT: 600 BRICKELL MUSP TRAFFIC IMPACT STUDY TITLE: PROJECT VEHICULAR TRIP ASSIGNMENTS EXHIBIT No. 11 Page 19 600 Brickell MUSP Traffic Impact Study 4.4 Future Corridor Capacity Analysis. The existing b person -trip volumes were combined with the co b growth person -trips to obtain the totalknitted development The net external project person -trips were then year 2011 and person -trip volume without project. project. These volumes were compared added to get the future person -trip volumes with level ctoservice, pared to the future The future person -trip volume and capacity trips capacities to determined future corridors analyzed are projected too matrix is shown in Exhibit 12. All Aerate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted 2005 existing traffic to get the total year 2011 vehicular traffic without project on the study intersections. The project trips were then adde d to obtain the future with traffic volumes Exhibit 13 shows the project PM peak hour vehicular volumes and Exhibit 14 l (with project) PM peak hour vehicular traffic stud volumes at the intersections undershowsythe total y. Results of the future intersection analysis show t standard adopted that all intersections operate within the LOS p by the city. Exhibit 15 shows the resulting LOS E study. Intersection capacitySat the intersections analysis worksheets b under development and project trip distribution are providedand a matrix showing the committed in Appendix D. Exhibit 15 Future Intersection Capacity Weekda PM Peak Analysis Hour Conditions Intersection SE 6 Street /Brickell Avenue SE 7 Street / Brickell Avenue SE 6 Street /Miami. Avenue SE 7 Street / Miami Avenue S/U LOS Future Without Project C/F1 D A/D 1 LOS Future with Project C/F1 D A/D1 Source. DPA unsignalized S- signalized "iVote:(I) Major/Minor Street LOS Minor ^ -- _._ -- -- SignalTiminglmprovements Pc/ • 2r, Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) (f) (9) (h) (i) G) (k) Existing Yr 2008 Committed 2008 Total Projected Future Future w/out Proj Project Total Future Future with Proj Corridor Dir Pers-Trip Bkg. Development Pers-Trip Transit Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Volumes Pers-Trip Pers-Trip Volumes Capacity Capacity v/c LOS Volume Volumes Capacity v/c LOS From To 1.0% (b)+(c) (d)/(f) (d)+(h) (i)/(j) 4 Brickell Ave/Biscayne Blvd [1] [2] [3] [4] [5] [6] [4] [5] NE 1 Street SE 1 Street NB 4121 4288 503 4791 1866 11940 0.40 C 257 5048 11940 0.42 C SB 1186 1234 460 1694 488 7434 0.23 C 100 1794 7434 0.24 C SE 1 Street SE 2 Street NB 3234 3365 .489 3854 1899 9319 0.41 C 257 4111 9319 0.44 D SB 1118 1163 219 1382 480 7120 0.19 C 100 1482 . 7120 0.21 C SE 2 Street SE 4 Street NB 1871 1947 656 2604 960 7807 0.33 C 257 2861 7807 0.37 C Biscayne Blvd SE 2 Avenue EB 2511 2613 652 3265 476 8043 0.41 D 257 3522 8043 0.44 D SE 4 Street SE 8 Street NB 2272 2365 420 2785 1448 6410 0.43 D 100 2885 6410 0.45 D SB 2228 2319 544 2862 -4 6466 0.44 D 100 2963 6466 0.46 D SE 7 Street [3] Brickell Ave SW 1 Ave WB 1994 2075 458 2533 -28 5029 0.50 D 514 3046 5029 0.61 D SE 8 Street Brickell Ave S. Miami Ave EB 1357 1412 0 1412 -28 5029 0.28 C 33 1445 5029 0.29 C Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 2008 Background Person Trip Volume is derived by applying a 1 % growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DRI Increment II [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (Exhibit 12, column e) [5] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [6] Project Person Trip Volumes are derived from Trip Generation Analysis SE 3 ST SOUTH MIAMI AVE SE 5 ST SE 4 ST BRICKELL AVE r1� N.T.S. IN = 190 OUT = 584 29 58 SE 6 ST 292 76 PROJECT SITE SE 7 ST N Mp 146 fl rn 0 0 58 SE 8 ST co o dPa PROJECT: 600 BRICKELL MUSP TRAFFIC IMPACT STUDY TITLE: PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 13 Page 22 0 SE 3 ST SOUTH MIAMI AVE SE 5 ST SE 4 ST BRICKELL AVE 97 SE 6 ST �— 72 • 58 N O Ln N 88 �— /403 176 7s—Th, N Mp SE 7 ST 179—) —(1 300 o 82 •-182 di 58 E ///9 SE 8 ST sti N.T.S. PROJECT: 600 BRICKELL MUSP TRAFFIC IMPACT STUDY FUTURE WITH PROJECT PM PEAK HOUR VEHICULAR VOLUMES Page 23 600 Brickell MUSP Traffic Impact Study 4.6 Site Access Primary access to the site is proposed on SE 6 Street and SE 7 Street via two-way driveways. A service road will be located along the western side of the property line, service is anticipated to enter from SE 7 Street and to exit from SE 6 Street. The project trips were assigned to the driveways and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Page 24 600 Brickell MUSP Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of 600 Brickell was performed in accordance with the approved methodology submitted to the city. Analysis of future (2011) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix F. musp report_dec04.doc Page 25 Appendix A Approved Transportation Methodology Site Plan DAVID PLUMMER & ASSOCIATES, � INC. CIVIL . STRUCTURAL . ENVIRONMENTAL To: Affiliation: From: RE: cc: Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa, PE 600 Brickell - #05109 Lilia Medina, Kristin Stringer, Miranda Blogg, file Fax #: (954) 739-1789 Phone #: (954) 739-1881 Date: March 14, 2005 Pages: 3 page(s), including cover REVISED Foram Contracting is pursuingCityof Brickell Contracting between SE 6th and S f Miami approvals for a mixed use projectelment on the west side4 0 dwelling units, 7th Street in Miami, Florida. The programdevelopmentincludesof 30,000 square feet of retail existing ou(quality restaurant) and 500,000 square feet o of lce sc.An building will be removed from the site. Prima a two-way driveway. The study area is Flagler Street to the north,e space. An the east andySE 8 Street thed area. The subject Primary accessMato Avenuev site is proposed at sc 6 Street via Miami to the west, Biscayne Bay to -Area-wide DRI. J site is located within the limits of the Downtown - ' Miami This will serve as our methodology for the subject MUS P traffic impact study. intersections in the immediate project vicinity, Turning movement traffic counts will be collected Burin g the PM (4:00-6:00) peak period at four major • 1. Brickell Avenue / SE 6 Street (unsignalized) 2. Brickell Avenue / SE 7 Street (signalized) 3. Miami Avenue / SE 7 Street (signalized) 4. Miami Avenue / SE 6 Street (unsignalized) In addition to these intersections, we will analyze the ro P Ject driveways) X Segment traffic volumes will be collected as 24 hour machine counts at the following locations: 1. Brickell Avenue / Biscayne Boulevard / US 1 o between SE 8 Street and SE 4 Street o between SE 2 Avenue and Biscayne Boulevard o between SE 4 Street and SE 2 Street o between SE 2 Street and Flagler SW/SE 7 Street o between Brickell Avenue and SW 1 Avenue 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33734 TELEPHONE: 305 447-0g00, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com J 2. 3. SW/SE 8 Street o between Brickell Avenue and S. Miami Avenue X Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. X Raw traffic counts will be adjusted to peak season (for the peak hour period). X The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. X Existing and future traffic conditions for the project area corridors will be established using the person - trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. X Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the FDOT LOS Manual, or other acceptable equivalent. X 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: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction. 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. X Backg.round Traffic. A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. X Committed Developments. Will be based on the list of relevant projects provided by the city. Committed development trips will also be converted to person -trips based on the methodology described above. X 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 three study intersections and the proposed project driveway(s). X Trip Assiznment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) 447-0900. traffic_meth_fax_ rev.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com Q C Q i .0-.2rh - 4-j-- 7-i---4=14-- -- -------r-, 1 I I I 4- -- — /---r --r--7-1--- 0 cc / • Appendix B Traffic Counts Signal Timings Raw Traffic Counts SE 6TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: F. CETLINSAI & 0. GONZALEZ NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 6ST_BRIC Page : 1 BRICKELL AVENUE From North Peds Right Thru Date 03/29/05 16:00 ' 16:15 16:30 16:45 Hr Total BRICKELL AVENUE From South Thru UTurn Left SE 6TH STREET From Nest Peds Right Left Vehicle Other Total Total 0 3 267 269 3 2 1 247 256 13 0 6 280 271 9 1 6 267 300 12 3 16 1061 1096 37 17:00 0 5 311 328 12 17:15 0 0 156 167 9 17:30 0 0 471 417 17 17:45 0 2 437 395 4 Hr Total 0 7 1375 1307 42 14 8 11 13 46 21 13 23 14 71 0 20 3 1 18 8 0 16 8 1 22 8 2 76 27 0 0 0 0 0 27 32 19 33 111 9 9 5 12 35 579 551 601 628 2359 713 386 952 897 2948 0 3 0 2 5 0 0 0 0 0 *TOTAL* 3 23 2436 2403 79 117 I 2 187 62 1 5307 SE 6TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: F. CBTLINSRI & 0. GONZALEZ (''` ) NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 6ST_BRIC Page : 2 BRICKELL AVENUE From North Peds Right Date 03/29/05 Thru BRICRELL AVENUE From South • Thru UTurn Left SE 6TH STREET From West Peds Right Left Vehicle Other Total Total 3 3 23 23 SE 6TH STREET 196 0 219 23 62 62 BRICKELL AVENUE • 2,436 2,436 2,459 0 0 249 187 187 2 2 468 4,924 62 2,403 0 2,465 ALL VEHICLES & PEDS Intersection Total 5,307 0 2,436 187 2;623 5,222 196 196 BRICKELL AVENUE 2,599 2,403 2,403 0 0 0 SE 6TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: F. CHTLINSRI & 0. GONZALEZ ( NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 6ST_BRIC Page : 3 BRICKBLL AVENUE From North Peds Right Date 03/29/05 Peak Hour Analysis By Peak start 17:00 Volume 7 Percent - 1% Pk total 1382 Highest 17:30 Volume - 0 Hi total 471 PHF .73 Thru BRICKELL AVENUE From South Thru UTurn Left SE 6TH STREET From West Peds Right Left Vehicle Other Total Total Entire Intersection 17:00 1375 1307 99% 92% 1420 17:30 471 417 457 .78 0 0 for the Period: 16:00 to 18:00 on 03/29/05 17:00 42 71 3% 5% 146 17:45 17 23 - 45 .81 7 SE 6TH STREET 113 0 7 120 35 35 111 35 76% 24% 33 12 BRICKELL AVENUE • 1,375 1,375 1,382. 0 66 0 146 111 111 1 0 0 2, 724 35 1,307 0 1,342 • ALL VEHICLES & PEDS Intersection Total 2,948 0 1,375 111 1,486 2,906 113 113 BRICKELL AVENUE 1,420 • 1,307 1,307 0 0 0 I r II \l/ W I I I FLoric[k rtfn L oil (2vv5- by:PaLo►M.1ao Rot 5ignac.izec1 SE 7TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: R. HERNANDEZ & I. GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050094 Start Date: 03/29/05 File I.D. : 7ST_BRIC Page : 1 BRICKELL AVENUE From North PARKING GARAGE From East BRICKELL AVENUE From South Right Thru UTurn Left Right Thru Left Right Thru UTurn Date 03/29/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Br Total 67 55 58 58 238 76 37 84 92 289 221 205 261 250 9317 276 142 368 373 1159 2 5 5 5 17 3 12 4 22 3 9 3 4 19 5 0 8 9 22 15 35 9 9 22 ' 1.0 14 35 13 15 31 12 53 123 44 18 28 33 22 101 51 21 55 38 72 23 41 26 219 108 10 7 6 5 28 9 7 15 7 38 269 254 267 285 1075 318 155 381 380 1234 3 3 3 3 12 1 5 2 2 10 Left SE 7TH STREET From West Right Thru Left Total 153 143 119 111 526 173 105 159 122 559 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 787 722 784 779 3072 951 575 1157 1078 3761 *TOTAL* 527 2096 39 41 1 154 342 152 66 2309 22 1085 0 0 0 6833 SE 7TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: R. HERNANDEZ & I. GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050094 Start Date: 03/29/05 File I.D. : 7ST_BRIC Page : 2 BRICKELL AVENUE From North Right Thru UTurn Left Date 03/29/05 SE 7TH STREET 1,107 342 1,976 527 0 0 PARKING GARAGE From East Right Thru Left BRICKELL AVENUE From South Right Thru UTurn Left SE 7TH STREET From West Right Thru Left Total 527 527 0 0 0 0 0 0 BRICKELL AVENUE • 2,096 2,096 2,703 80 80 1,976 5,166 0 2,309 154 2,463 ALL VEHICLES Intersection Total 6,833 152 2,096 0 2,248 5,730 1,107 1,107 BRICKELL AVENUE 794 154 154 648 342 342 152 152 146 PARKING GARAGE 80 0 66 SE 7TH STREET & BRICKELL AVENUE NIAMI, FLORIDA COUNTED BY: R. HERNANDEZ & I. GONZALEZ (---) SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050094 Start Date: 03/29/05 File I.D. : 7ST_BRIC Page : 3 BRICKELL AVENUE From North Right Thru UTurn Left Date 03/29/05 PARKING GARAGE From East Right Thru Left BRICKBLL AVENUE From South Right Thru UTurn Left SE 7TH STREET From West Right Thru Left Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/29/05 Peak start 17:00 17:00 17:00 'Volume 289 1159 22 22 101 219 108 38 1234 10 559 Percent 19% 78% 1% 1% 24% 51% 25% 2% 67% 1% 30% Pk total 1492 428 1841 Highest 17:45 17:30 17:30 Volume 92 373 4 9 33 72 23 15 381 2 159 Hi,total 478 128 557 PHF .78 .84 .83 0 0 289 289 SE 7TH STREET 569 219 289 1,077 0 0 0 0 0 0 0 0 BRICKELL AVENUE • 1,159 1,159 1,492 44 44 2,827 0 1,234 101 1,335 • ALL VEHICLES 1,077 51 Intersection Total 3,761 108 1,159 0 1,267 3,108 569 569 BRICKELL AVENUE 17:00 0 0 0 0% O% 0% 0 16:00 0 0 0 0 .0 0 0 101 101 428 219 1,841 • 1,234 1,234 L 219 • 108 108 82 PARKING GARAGE 44 0 38 38 38 0 0 lA I L n Uv1t oiM-i i Ft_U(1. jCk Pitvrl 2.00s dawl by: Cu.is PAc(.0wu.no 5�5nQL�2�c� SE 6TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO (`; NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 6ST_SNIA Page : 1 SOUTH MIAMI AVENUE From North Peds Right Thru Date 03/29/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 88 66 122 90 366 107 145 168 142 562 Left SE 6TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left DRIVEWAY From West Vehicle Peds Right Thru Left Total 0 0 0 0 0 0 0 3 0 0 0 3 2 1 1 0 4 14 11 13 13 51 30 13 17 17 77 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 3 0 2 0 5 1 0 2 0 3 15 11 5 16 47 7 14 12 14 47 82 83 86 81 332 99 79 121 104 403 2 1 0 0 3 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 201 173 226 200 800 243 251 319 277 1090 *TOTAL* 2 0 928 0 7 128 1 0 8 94 735 3 0 0 1 0 1 1890 SE 6TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 6ST_SMIA Page : 2 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 03/29/05 DRIVEWAY 3 1 0 4 0 0 1 1 0 0 0 SE 6TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left DRIVEWAY From West Peds Right Thru Left Vehicle Total 0 0 SOUTH MIAMI AVENUE 928 928 928 0 0 1,791 0 735 128 863 ALL VEHICLES & PEDS Intersection Total 1,890 0 928 0 928 1,760 3 3 129 224 SOUTH MIAMI AVENUE 832 735 735 128 128 1 1 0 95 SE 6TH STREET 0 1 94 94 94 • 8 8 SE 6TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO (---) NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. ' 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 6ST_SMIA Page : 3 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 03/29/05 Peak Hour Analysis By Entire Peak start 17:00 Volume - 0 562 0 ' Percent 0% 100% 0% Pk total 562 Highest 17:30 Volume 0 168 0 Hi total 168 PHF .84 DRIVEWAY 0 1 0 1 0 0 0 0 0 0 0 0 0 SE 6TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left DRIVEWAY From West Peds Right Thru Left Vehicle Total Intersection for the Period: 17:00 78 17:00 30 .65 0 0 77 . 1 99% 1% 3D 16:00 to 18:00 on 03/29/05 17:00 0 - 47 403 0% - 10% . 90% 450 17:30 0 - 12 121 133 .85 SOUTH MIAMI AVENUE 562 562 562 0 0 1,042 0 403 77 480 ALL VEHICLES & PEDS Intersection Total 1,090 0 562 0 562 1,012 0 0 0 0% 0 78 125 SOUTH MIAMI AVENUE 450 403 403 17:00 0 16:00 0 .0 0 0 0 0% 0% 0% 0 0 0 77 77 1 0 0 47 SE 6TH STREET 0 0 47 D( b6to ////I v� l SW/SE 7TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LAZARO RUBIBRA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 7ST_SMIA Page : 1. SOUTH MIAMI AVENUE From North Peds Right Thru Date 03/29/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 3 1 0 4 0 4 0 0 4 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 Left SE 7TH STREET From Bast Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left SW 7TH STREET From West Vehicle Peds Right Thru Left Total 0 0 0 0 0 0 D 0 0 4 15 238 0 18 221 0 16 242 0 26 218 4 75 919 0 0 0 i 1 26 20 25 20 91 310 261 256 348 1175 0 0 0 2 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 2 87 79 67 70 303 84 77 108 94 363 98 69 91 81 339 159 117 149 143 568 2 0 0 1 0 0 2 0 0 2 0 0 7 0 0 1 0 0 4 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 438 387 416 395 1636 579 475 538 607 2199 *TOTAL* 8 0 0 0 5 166 2094 0 4 2 666 907 I 12 0 0 0 I 3835 SW/SE 7TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LAZARO RUBIERA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 7ST_SMIA Page : 2 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 03/29/05 SW 7TH STREET 907 2,094 0 3,001 0 0 0 0 0 0 12 0 12 SE 7TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Lef t SW 7TH STREET From West Peds Right Thru • Left Vehicle Total SOUTH MIAMI AVENUE 3,001 0 0 832 0 666 166 832 ALL VEHICLES & PEDS 2,26 Intersection Total 3,835 0 0 0 0 1,575 907 907 166 166 2,260 2,094 1,575 SOUTH MIAMI AVENUE 666 666 2,094 0 0 2 SE 7TH STREET 0 0 2 SW/SE 7TH STREET & SOUTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LAZARO RUBIERA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050094 Start Date: 03/29/05 File I.D. : 7ST_SMIA Page : 3 SOUTH MIAMI AVENUE From North Peds Right Thru Left Date 03/29/05 SE 7TH STREET From East Peds Right Thru Left SOUTH MIAMI AVENUE From South Peds Right Thru Left SW 7TH STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 17:00 17:00 Volume 0 0 0 - 91 1175 0 Percent 0% 01 0t 71 931 01 Pk total 0 1266 Highest 16:00 17:45 Volume 0 0 0 20 348 0 Hi total 0 368 PHF .0 .86 4 0 SW 7TH STREET 568 1,175 0 1,743 0 0 0 0 0 0 5 5 0 18:00 on 03/29/05 17:00 933 17:30 257 .91 SOUTH MIAMI AVENUE 0 0 , 743 0 0 454 2 363 568 01 39% 611 108 149 0 363 91 454 • ALL VEHICLES & PEDS 1,26 Intersection Total 2,199 0 0 0 0 933 568 568 17:00 0 0 0 01 0$ 00 0 16:00 - 0 0 0 0 .0 1 91 91 1,266 1,175 933 • 363 SOUTH MIAMI AVENUE 363 • 1,175 0 0 2 SE 7TH STREET 0 0 2 Sw I s-r N T T Sw 1ST' ki ykkaAki. iCLof;ca, <<�ott2oot eVown(0,11(Akk?m,014/..i.,vto 5 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 Data File : D0330016.PRN Station : 000000032912 Identification : 000058410088 Interval : 15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop date : Mar 30, 05 Stop time : 24:00 City/Town Miami, FL County : Dade Location : Biscayne Blvd South of E Flagler Street ******************************************************************************* Mar 30 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 78 29 28 25 11 26 77 194 221 260 349 320 30 62 30 •24 11 18 26 117 216 206 279 347 401 45 51 29 8 16 18 52 181 204 240 295 332 400 00 56 29 20 10 20 68 180 250 301 244 337 352 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 247 117 80 62 67 172 555 • 864 968 1078 1365 1473 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 347 376 368 368 366 592 492 385 230 170 176 140 30 402 346 315 354 446 532 472 276 216 172 205 153 45 380 320 319 346 583 460 472 295 165 150 159 13,6 00 387 332 324 384 698 483 455 242 209 145 135 101 —Hr Total 1516 1374 1326 1452 2093 2067 1891 1198 820 637 675 530 24 Hour Total : 22627 AM peak hour begins : 11:30 AM peak volume : 1501 Peak hour factor : 0.93 PM peak hour begins : 16:30 PM peak volume : 2405 Peak hour factor : 0.86 Mar 30 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 86 28 • 9 15 9 5 40 81 193 251 211 160 30 58 21 15 20 6 16 50 110 214 220 187 210 45 33 13 11 9 9 21 65 132 230 185 193 198 00 38 14 13 9 12 42 102 173 264 182 189 220 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 215 76 48 53 36 84 257 496 901 838 780 788 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 222 198 188 188 191 236 216 162 123 114 94 64 30 231 197 203 182 203 206 207 147 122 187 106 62 45 192 193 179 190 139 221 194 115 108 182 103 75 00 206 195 205 198 79 202 204 108 85 107 78 61 Hr Total 851 783 775 758 612 865 821 532 438 590 381 262 24 Hour Total : 12240 AM peak hour begins : 08:30 AM peak volume : 965 Peak hour factor : 0.91 PM peak hour begins : 17:00 PM peak volume : 865 Peak hour factor : 0.92 ******************************************************************************* 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 : D0330016-.PRN Station : 000000032912 Identification : 000058410088 Interval : 15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop date : Mar 30, 05 Stop time : 2.4:00 City/Town : Miami, FL County : Dade Location : Biscayne Blvd South of E Flagler Street ******************************************************************************* Mar 30 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 164 57 37 40 20 31 117 275 414 511 560 480 30 120 51 39 31 24 42 167 326 420 499 534 611 45 84 42 19 25 27 73 246 336 470 480 525 598 00 94 43 33 19 32 110 282 423 565 426 526 572 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 462 193 128 115 103 256 812 1360 1869 1916 2145 2261 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 569 574 556 556 557 828 708 547 353 284 270 204 30 633 543 518 536 649 738 679 423 338 359 311 215 45 572 513 498 536 722 681 666 410 273 332 262 211 00 593 527 529 582 777 685 659 350 294 252 213 162 — Hr Total 2367 2157 2101 2210 2705 2932 2712 1730 1258 1227 1056 792 24 Hour Total : 34867 AM peak hour begins : 11:30 AM peak volume : 2372 PM peak hour begins : 16:30 PM peak volume : 3065 Peak hour factor : 0.94 Peak hour factor : 0.93 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0330015.PRN Station 00000032913 Identification : 249600650022 Interval : 15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop date Mar 30, 05 Stop time 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Blvd Way West of SE 3rd Avenue ******************************************************************************* Mar 30 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 74 27 27 16 8 24 92 220 341 351 414 285 30 59 34 19 14 12 •16 140 234 250 304 349 368 45 56 22 9 11 14 41 160 236 321 347 307 327 00 46 26 11 7 16 60 205 323 465 •222 255 300 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 235 109 66 48 50 141 597 1013 1377 1224 1325 1280 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 323 300 327 353 252 415 375 275 190 151 189 150 30 338 338 314 339 395 435 383 209 204 159 178 171 45 331 335 301 283 353 363 341 263 182 158 145 132 00 292 299 316 363 342 364 310 229 197 121 148 118 —Hr Total 1284 1272 1258 1338 1342 1577 1409 976 773 589 660 571 /24 Hour Total : 20514 AM peak hour begins : 08:45 AM peak volume : 1467 Peak hour factor : 0.79 PM peak hour begins : 17:00 PM peak volume : 1577 Peak hour factor : 0.91 *******************************************************************************, Traffic Survey Specialists, Inc. 624 Gardenia Terrace ;.---� Delray Beach, Florida 33444 Phone (561) 272-3255 ( ) Volume. Report with 24 Hour Totals Page 1 '******************************************************************************** Data File : D0330018.PRN Station : 000000032910 Identification : 000110252043 Interval :'15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop date : Mar 30, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Boulevard North of SE 4th St ******************************************************************************* Mar 30 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 61 14 23 13 8 17 53 172 224 291 314 177 30 47 23 16 6 8 18 97 157 202 264 239 285 45 34 21 7 10 14 36 121 193 254 252 198 238 00 39 23 12 6 12 36 151 268 349 176 183 218 Hr Total 181 81 58 35 42 107 '422 790 1029 983 934 918 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 209 206 215 260 161 290 261 228 132 114 122 104 30 223 235 194 234 276 313 267 170 130 101 124 122 45 226 218 214 221 249 247 256 188 125 98 107 98 00 201 177 215 263 282 265 264 159 136 92 96 78. --Hr Total 859 836 838 978 968. 1115 1048 745 523 405 449 402 24 Hour Total : 14746 AM peak hour begins : 08:30 AM peak volume : 1158 Peak hour factor : 0.83 PM peak hour begins : 16:30 PM peak volume : 1134 Peak hour factor : 0.91. ******************************************************************************* ( / Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0330013.PRN Station : 000000032909 Identification : 000058410148 Interval : 15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop date : Mar 30, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Brickell Avenue North of SW 7th Street ******************************************************************************* Mar 30 Northbound Volume for. Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 65 32 19 13 10 12 67 170 253 232 277 242 30 49 22 17 9 13 16 92 179 186 186 263 280 45 46 25. 5 9 8 28 129 190 257 232 237 255 00 34 24 10 6 14 38 183 261 324 160 213 265 Hr Total 194 103 51 37 45 94 471 800 1020 810 990 1042 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 262 278 281 313 222 344 321 259 187 138 144 137 30 276 283 240 282 309 359 337. 210 177 140 141 146 45 291 298 281 248 309 324 302 215 157 139 130 110 00 245 259 266 311 294 305 271 206 180 125 124 87 Hr Total 1074 1118 1068 1154 1134 1332 1231 890 701 542 539 480 '24 Hour Total : 16920 CAM peak hour. begins : 11:15 AM peak volume : 1062 Peak hour factor : 0.95 PM peak hour begins : 17:00 PM peak volume : 1332 Peak hour factor : 0.93 *******************************************************************•************ Mar 30 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 83 40 24 17 11 16 68 158 303 278 349 279 30 65 44 29 15 8 31 83 186 252 352 281 291 45 50 25 11 . 13 19 34 135 226 260 320 284 326 00 48 20 6 12 17 41 155 234 385 214 228 271 Hr Total 246 129 70 57 55 122 441 804 1200 1164 1142 1167 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 275 288 304 277 251 385 356 266 195 155 147 112 30 351 303 278 261 312 379 375 241 177 183 145 94 45 299 268 276 269 212 355 348 246 158 201 134 100 00 284 280 309 308 239 346 340 147 121 142 120 70 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1209 1139 1167 1115 1014 1465 1419 900 651 681 546 376 24 Hour Total : 18279 AM peak hour begins : 08:45 AM peak volume : 1335 Peak hour factor : 0.87 PM peak hour begins : 17:00 PM peak volume : 1465 Peak hour factor : 0.95 ******************************************************************************* 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 : D0330013.PRN Station : 000000032909 Identification : 000058410148 .Interval : 15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop date : Mar 30, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Brickell Avenue North of SW 7th Street ******************************************************************************* Mar 30 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 148 72 43 30 21 28 135 328 556 510 626 521 30 114 66 46 24 21 47 175 365 438 538 544 571 45 96 50 16 22 27 62 264 416 517 552 ' 521 581 00 82 44 16 18 31 79 338 495 709 374 441 536 Hr Total 440 232 121 94 100 216 912 1604 2220 1974 2132 2209 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 537 566 585 590 473 729 677 525 382 293 291 249 30 627 586 518 543 621 738 712 451 354 323 286 240 45 590 566 557 517 521 679 650 461 315 340 264 210 00 529 539. 575 619 533 651 611 353 301 267 244 157 Hr Total 2283 2257 2235 2269 2148 2797 2650 1790 1352 1223 1085 856. )24 Hour Total : 35199 AM peak hour begins : 08:45 AM peak volume : 2309 Peak hour factor : 0.81 PM peak hour begins : 17:00 PM peak volume : 2797 Peak hour factor : 0.95 ******************************************************************************* (Th Traffic Survey Specialists, Inca 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File. : D0330014.PRN Station : 000000032908 Identification : 000058410042 Interval : 15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop date : Mar 30, 05 Stop time : 24:00 City/Town Miami, FL County : Dade Location : SW 7th Street East of SW 1st Avenue ******************************************************************************* Mar 30 Westbound Volume End Time 00 01 02 03 04 05 06- 07 08 09 10 11 15 65 20 14 16 12 9 44 96 183 193 247 229 30 44 32 14 7 9 16 59 121 200 216 189 225 45 25 16 12 5 9 27 71 134 178 208 191 238 00 36 17 10 5 15 22 95 153 210 189 205 260 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 170 85 50 33 45 74 269 504 771 806 832 952 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 247 286 249 291 328 443 351 284 172 98 126 110 30 329 282 268 272 280 408. 321 255 128 121 136 88 45 275 242 232 321 274 408 284 238 139 121 105 66 00 270 275. 294 318 284 361 276 177 124 114 82 54 — Hr Total 1121 1085 1043 1202 1166 1620 1232 954 563 454 449 318 )24 Hour Total : 15798 AM peak hour begins : 11:30 AM peak volume : 1074 Peak hour factor : 0.82 PM peak hour begins : 17:00 PM peak volume : 1620 Peak hour factor : 0.91 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0330017.PRN Station : 000000032907 Identification : 009952870327 Interval : 15 minutes Start date : Mar 30, 05 Start time : 00:00 Stop" date : Mar 30, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : SW 8th Street East of Miami Avenue ******************************************************************************* Mar 30 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 51 17 17 9 12 22 90 231 395 429 359 266 30 44 27 11 9 3 29 166 251 410 421 287 260 45 38 15 9 6 12 53 193 266 479 410 258 263 00 33 19 10 15 19 62 258 334 472 315 260 288 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 166 78 47 39 46 166 707 1082 1756 1575 1164 1077 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 273 261 255 232 206 209 205 216 123 100 114 78 30 246 285 267 233 177 194 260 159 103 104 ,90 66 45 315 286 247 210 203 206 185 148 115 126 90 55 00 335 283 271 212 193 247 187 138 125 77 107 40 ---- -Er Total 1169 1115 1040 887 779 856 837 661 466 407 401 239 )24 Hour Total : 16760 AM peak hour begins : 08:30 AM peak volume : 1801 Peak hour factor : 0.94 PM peak hour begins : 12:30 PM peak volume : 1196 Peak hour factor : 0.89 **************************************************.***************************** Adjusted Traffic Counts DAVIT) PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: - - TURNING MOVEMENT COUNTS• 600 Brickell MUSP • Project Number: Count Date: Day of Week: Tuesday 05109 Brickell Avenue and SE 6 Street 3/29/2005 Traffic Survey Specialists, Inc. Brickell Avenue SE 6 Street TIM INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L ^ U-turn T •TA L_ T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 14 3 269 286 0 267 3 270 3 0 20 23 0 0 0 0 579 04:15 PM 04:30 PM 8 13 256 277 0 247 1 248 8 0 18 26 0 0 0 0 551 04:30 PM 04:45 PM 11 9 271 291 0 280 6 286 8 0 16 24 0 0 0 0 601 04:45 PM 05:00 PM 13 12 300 325 0 267 6 273 8 0 22 30 0 0 0 0 628 05:00 PM 05:15 PM 21 12 328 3610 311 5 316 9 0 27 36 0 0 0 0 713 05:15 PM 05:30 PM 13 9 167 189 0 156 0 156 9 0 32 41 0 0 0 0 386 05:30 PM 05:45 PM 23 17 417 457 0 471 0 471 5 0 19 24 0 0 0 0 952 05:45 PM 06:00 PM 14 4 395 413 0 437 2 439 12 0 33 45 0 0 0 0 897 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Brickell Avenue SE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L U-Turn T TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 59 40 1202 1,300 0 1218 12 1,230 31 0 94 125 0 0 0 0 2,654 PEAK HOUR FACTOR 0,71 0.65 0.69 N/A 0.77 Note: 2003 FDOT Peak Seasonal Weekly Volume Face 1.00 DAVID PLUMMEH & ASSOCIATES. INC. TURNING MOVEMENT COUNTS Project Name: 600 Brickell MUSP Project Number: 05109 Location: Brickell Avenue and SE 7 Street Count Date: 3/29/2005 Observer: Traffic Survey Specialists, Inc. Day of Week: Tuesday Brickell Avenue SE 7 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L U-Turn T R TOTAL L U-Turn T R TOTAL •• •. TOTAL 04:00 PM 04:15 PM 153 3 269 10 435 3 2 221 67 293 0 0 0 0 9 35 15 59 787 04:15 PM 04:30 PM 143 3 254 7 407 9 5 205 55 274 0 0 0 0 10 22 9 41 722 04:30 PM 04:45 PM 119 3 267 6 395 3 5 261 58 327 0 0 0 0 13 35 14 62 784 04:45 PM 05:00 PM 111 3 285 5 404 4 5 250 58 317 0 0 0 0 12 31 15 58 779 05:00 PM 05:15 PM 173 1 318 9 501 5 3 276 76 360 0 0 0 0 21 . 51 18 90 951 05:15 PM 05:30 PM 105 5 155 7 272 0 3 142 37 182 0 0 0 0 38 55 28 121 575 05:30 PM 05:45 PM 159 2 381 15 557 8 12 368 84 472 0 0 0 0 23 72 33 128 1,157 05:45 PM moo PM 122 2 2 380 7 511 9 4 373 92 478 0 0 0 0 26 41 22 89 1,078 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Brickell Avenue SE 7 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND. GRAND _ INTERVAL L U-Turn T R TOTAL L U-Turn T R TOTAL L T R TOTAL L T R TOTAL TOTAL04:00 PM 06:00 PM 543 11 1155 33 1,741 21 20 1048 264 1,352 0 0 i 0 0 76 171 77 324 3,417 PEAK HOUR FACTOR 0.78 0.71 N/A - 0.63 0.81 Note: 2003 FDOT Peak Seasonal Weekly Volume Factor = 1.00 Brickell ave 7 st.xls DAVID PLUMMER 8 ASSOCIATES. Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS 600 Brickell MUSP Project Number: Count Date: Day of Week: Tuesday 05109 Miami Avenue and SE 6 Street 3/29/2005 Traffic Survey Specialists, Inc. Miami Avenue SE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 2 82 15 99 0 88 0 0 0 0 0 0 0 14 14 201 04:15 PM 04:30 PM 1 83 11 95 0 66 0 .. 0 1 0 1 0 0 11 11 173 04:30 PM 04:45 PM 0 :. 91 0 122 0 122 0 0 0 0 0 0 13 13 226 04:45 PM 05:00 PM 0 81 16 97 0 90 0 90 0 0 0 0 0 0 13 13 200 05:00 PM 05:15 PM 0 • • 7 106 0 107 0 107 0 0 0 0 0 0 30 30 243 05:15 PM 05:30 PM 0 79 14 93 1 145 0 145 0 0 0 0 0 0 13 13 251 05:30 PM 05:45 PM 0 121 12 133 0 168 0 168 0 0 0 0 0 1 17 18 319 05:45 PM 06:00 PM 0 104 14 118 • 142 0 142 0 0 0 0 0 0 17 17 277 AVERAGE PM• PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Miami Avenue J SE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 2 368 47 416. 0 464 0 464 0 1 0 1 0 1 64 65 945 PEAK HOUR FACTOR 0.78 0.69 0.13 0.54 0.85 Note: 2003 FDOT Peak Seasonal Weekly Volume Fact 1.00 minmi qv," Rat vlq DAVIU PLUMMER & ASSOCIATES. Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS 600 Brickell MUSP Project Number: Count Date: Day of Week: Tuesday 05109 Miami Avenue and SE 7 Street 3/29/2005 Traffic Survey Specialists, Inc. Miami Avenue SE 7 Street TIME INTERVAL EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL ilrLatal 04:00 PM 04:15 PM 98 87 0 185 0 0 0 0 0 0 0 0 0 238 15 253 438 04:15 PM 04:30 PM 69 79 0 148 0 0 0 0 0 0 0 0 0 221 18 239 387 04:30 PM 04:45 PM 91 67 0 158 . 0 0 0 0 0 0 0 0 0 242 16 258 416 04:45 PM 05:00 PM 81 70 0 151 0 0 0 0 0 0 0 0 0 218 26 244 395 05:00 PM 05:15 PM 159 84 0 243 0 0 0 0 0 0 _ 0 0 0 310 26 336 579 05:15 PM 05:30 PM 117 77 0 194 0 0 0 0 0 0 0 0 0 261 20 281 475 05:30 PM 05:45 PM 149 108 0 257 0 0 0 0 0 0 0 0 0 256 25 281 538 05:45 PM 06:00 PM 143 94 2 239 0 0 0 0 0 0 0 0 0 348 20 368 607 • AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS . Miami Avenue SE 7 Street TIME INTERVAL NORTHBOUND SORTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:0o PM 454 333 1 788 0 0 0 0 0 0 0 0 0 1047 83 I 1,130 1,918 PEAK HOUR FACTOR 0.77 I N/A N/A 0.77 0.91 Note: 2003 FDOT Peak Seasonal Weekly Volume Fact 1.00 miani avn 7 �t vh DAVID PLUMMER E. ASSOCIATES. INC. 24-HOUR COUNTS Project Name: 600 Brickell MUSP Location: Biscayne Boulevard South of E Flagler Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4n TOTAL 12:00 AM 78 62 51 56 247 01':00 AM 29 30 29 29 117 02:00 AM 28 24 8 20 80 03:00 AM 25 11 16 10 62 04:00 AM 11 18 18 20 67 05:00 AM 26 26 52 68 172 06:00 AM 77 117 181 180 555 07:00 AM 194 216 204 250 864 08:00 AM 221 206 240 301 968 09:00 AM 260 279 295 244 1,078 10:00 AM 349 347 • 332 337 1,365 11:00 AM 320 401 400 352 1,473 12:00 PM 347 402 380 387 1,516 01:00PM 376 346 320 332 1,374 02:00 PM 368 315 319 324 1,326 03:00 PM 368 354 346 384 1,452 04:00 PM 366 446 583 698 2,093 05:00 PM 592 532 460 483 2,067 06:OOPM 492 472 472 455 1,891 07:00 PM 385 276 295 242 1,198 08:00 PM 230 216 165 209 820 09:00 PM 170 172 150 145 637 10:00 PM 176 205 159 135 675 11:00 PM 140 153 136 101 530 24-HOUR TOTAL 22.627 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/413rd 1/4 4th 1/4 TOTAL 12:00 AM 86 58 33 38 215 01:00 AM 28 21 13 14 76 02:00 AM 9 15 11 13 48 03:00 AM 15 20 9 9 53 04:00 AM 9 6 9 12 36 05:00 AM 5 16 21 42 84 06:00 AM 40 50 65 102 257 07:00 AM 81 110 132 173 496 08:00 AM 193 214 230 264 901 09:00 AM 251 220 185 182 838 10:00 AM 211 187 193 189 780 11:00 AM 160 210 198 220 788 12:00 PM 222 231 192 206 851 01:00 PM 198 197 193 195 783 02:00 PM 188 203 179 205 775 03:00 PM 188 182 190 198 758 04:00 PM 191 203 139 79 612 05:00 PM 236 206 221 202 865 06:00 PM 216 207 194 204 821 07:00 PM 162 147 115 108 532 08:00 PM 123 122 108 85 438 09:00 PM 114 187 182 107 590 10:00 PM 94 106 103 78 381 11:00 PM 64 62 75 61 262 I24-HOUR TOTAL 12,240 DAILY TRAFFIC COUNT SUMMARY Time: 11:30 AM Volume: 1,501 Time: 04:30 PM Volume: 2,405 AM Peak Hour: PM Peak Hour: 05109 3/30/2005 TWO-WAY TOTAL 462 193 128 115 103 256 812 1,360 1,869 1,916 2,145 2,261 2,367 2,157 2,101 2,210 2,705 2,932 2,712 1,730 1.258 1,227 1,056 792 34,867 AM Peak Hour: Time: 08:30 AM Volume: 965 PM Peak Hour: Time: 05:00 PM Volume: 865 NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 11:30 AM 6.8% 63.3% NB 04:30 PM 8.8% 78.5% NB Volume: 2,372 PHF: 0.94 Volume: 3,065 PHF: 0.93 biscayne blvd_south_flagler st.xls DAVID PLUMMER 8 ASSOCIATES. INC. 24-HOUR COUNTS Project Name: 600 Brickell MUSP Location: Biscayne Boulevard Way West of SE 3 Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 74 59 56 46 235 01:00 AM 27 34 22 26 109 02:00 AM 27 19 9 11 66 03:00 AM 16 14 11 7 48 04:00 AM 8 12 14 16 50 05:00 AM 24 16 41 60 141 06:00 AM 92 140 160 205 597 07:00AM 220 234 236 323 1,013 08:00 AM 341 250 321 465 1,377 09:00AM 351 304 347 222 1,224 10:00AM 414 349 307 255 1,325 11:00 AM 285 368 327 300 1,280 12:00 PM 323 338 331 292 1,284 01:00 PM 300 338 335 299 1,272 02:00 PM 327 314 301 316 1,258 03:00 PM 353 339 283 363 1,338 04:00 PM 252 395 353 342 1,342 05:00 PM 415 435 363 364 1,577 06:00 PM 375 383 341 310 1,409 07:00 PM 275 209 263 229 976 08:00 PM 190 204 182 197 773 09:00 PM 151 159 158 121 589 10:00 PM 189 178 145 148 660 11:00 PM 150 171 132 118 571 124-HOUR TOTAL 20,514 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 II TOTAL 12:OOAM 0 0 0 .0 0 01:00 AM 0 0 0 0 0 02:00AM 0 0 0 0 0 03:00 AM" 0 0 0 0 0 04:00 AM 0 0 0 0 0 05:00 AM 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00 AM 0 0 0. 0 0 0B:OO AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00 AM 0 0 0 0 0 11:00 AM 0 0 0 0 0 12:00PM 0 0 0 0 0 01:00 PM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:00 PM 0 0 0 0 0 04:00 PM 0 0 0 0 0 05:00 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 09:00 PM 0 0 0 0 0 10:OOPM 0 0 0 0 0 11:00 PM 0 0 0 0 0 24-HOUR TOTAL MEM DAILY TRAFFIC COUNT SUMMARY Time: 08:45 AM Volume: 1,467 Time: 05:00 PM Volume: 1,577 AM Peak Hour: PM Peak Hour: 05109 3/30/2005 TWO-WAY TOTAL 235 109 66 48 50 141 597 1,013 1,377 1,224 1,325 1,280 1,284 1,272 1.258 1,338 1,342 1,577 1,409 976 773 589 660 571 20,514 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:45 AM• 7.2°; 100.0% EB 05:00 PM 7.7% 100.0% EB Volume: 1,467 PHF: 0.79 Volume: 1,577 PHF: 0.91 biscayne'blvd way_west_3 ave.xls DAVID PLUMMER & ASSOCIATES. INC. 24-HOUR COUNTS Project Name: 600 Brickell MUSP Location: Biscayne Boulevard North of SE 4 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND fist 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 61 47 34 39 181 01:00 AM 14 23 21 23 81 02:00 AM 23 16 7 12 58 03:00 AM 13 6 10 6 35 04:00 AM 8 8 14 12 42 05:00 AM 17 18 36 36 107 06:00 AM 53 97 121 151 422 07:00 AM 172 157 193 268 790 08:00 AM 224 202 254 349 1,029 09:00 AM 291 264 252 176 983 1o:00 AM 314 239 198 183 934 11:00 AM 177 285 238 218 918 12:00 PM 209 223 226 201 859 01:00 PM 206 235 218 177 836 02:00 PM 215 194 214 215 838 03:00 PM 260 234 221 263 978 04:00 PM 161 276 249 282 968 05:00 PM 290 313 247 265 1,115 06:00 PM 261 267 256 264 1,048 07:00 PM 228 170 188 159 745 08:00 PM 132 130 125 136 523 09:00 PM 114 101 98 . 92 405 10:00 PM 122 124 107 96 449 11:00 PM 104 122 98 78 402 124-HOUR TOTAL 14,746 NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00AM 0 0 0 0 0 01:00 AM 0 0 0 0 0 02:00 AM 0 0 0 0 0 03:00 AM 0 0 0 0 0 04:00 AM 0 0 0 0 0 05:00 AM 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00 AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 09:00AM 0 0 -0 0 0 j 10:00 AM 0 0 0 0 0 1 11:00AM 0 0 0 0 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 04:00 PM 0 0 0 0 0 05:00 PM 0 0 0 0 0 06:00 PM 0 0 0 0 0 07:OOPM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 124-HOUR TOTAL 0 DAILY TRAFFIC COUNT SUMMARY 05109 3/30/2005 TWO-WAY TOTAL 181 81 58 35 42 107 422 790 1,029 '983 934 918 859 836 838 978 968 1,115 1,048 745 523 405 449 402 14,746 AM Peak Hour: Time: 08:30 AM Volume: 1,158 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 04:30 PM Volume: 1,134 PM Peak Hour: Time: 12:00 PM Volume: 0 AM Peak Hour: • PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: 08:30 AM Volume: 1,158 K-factor: 7.9% PHF: 0.83 D-factor: 100.0% NB 'Time: 04:30 PM Volume: 1,134 K-factor: 7.7% PHF: 0.91 D-factor: 100.0% NB biscayne bivd_north_4 st:xlS DAVID PLUMMER & ASSOCIATES. INC, 24-HOUR COUNTS Project Name: 600 Brickell MUSP Location: Brickell Avenue North of SW 7 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 .3rd 1/4 4th 1/4 TOTAL 12:00 AM 65 49 46 34 194 01:00 AM 32 22 25 24 103 02:00 AM 19 17 5 10 51 03:00 AM 13 9 9 6 37 04:00 AM 10 13 8 14 45 05:00 AM 12 16 28 38 94 06:00 AM 67 92 129 183 471 07:00 AM 170 179 190 261 800 08:00 AM 253 186 257 324 1,020 09:00 AM 232 186 232 160 810 lam Am. 277 263 237 213 990 11:00AM 242 280 255 265 1,042 12:00 PM 262 276 291 245 1,074 01:00 PM 278 283 298 259 1,118 02:00 PM 281 240 281 266 1,068 03:00 PM 313 282 248 311 1,154' 04:00 PM 222 309 309 294 1,134 05:00 PM 344 359 324 305 1,332 06:00 PM 321 337 302 271 1,231 07:00 PM 259 210 215 206 890 08:00 PM 187 177 157 180 701 09:00 PM 138 140 139 125 542 10:00 PM' 144 141 130 124 539 11:00 PM 137 146 110 87 480 AM Peak Hour: PM Peak Hour: 124-HOUR TOTAL NORTHBOUND 16.920 Project No.: 05109 Count Date: 3/30/2005 BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 11 TOTAL 12:00 AM 83 65 50 48 246 01:00 AM 40 44 25 20 129 02:00 AM ' 24 29 11 6 70 03:00 AM 17 15 13 12 57 04:00 AM 11 8 19 17 55 05:00 AM 16 31 34 41 122 06:00 AM 68 83 135 155 441 07:00 AM 158 186 226 '234 804 08:00 AM 303 252 260 385 1,200 09:00 AM 278 352 320 214 1,164 10:00AM 349 281 284 228 1,142 11:OOAM 279 291 326 271 1,167 12:00 PM 275 351 299 284 1,209 01:00 PM 288 303 268 280 1,139 02:00 PM 304 278 276 309 1,167 03:00 PM 277 261 269 308 1,115 04:00 PM 251 312 212 239 1,014 05:00 PM 385 379 355 346 1,465 06:00 PM 356 375 348 340 1,419 07:00 PM 266 241 246 147 900 08:00 PM 195 177 158 121 651 09:00 PM 155 183 201 142 681 10:00 PM 147 145 134 120 546 11:00 PM 112 94 100 70 1 376 124-HOUR TOTAL 18,279 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 1,094 Time: 05:00 PM Volume: 1,332 AM Peak Hour: PM Peak Hour: AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:45 AM 6.6% 57.8% SB 05:00 PM 7.9% 52.4% SB TWO-WAY TOTAL 440 232 121 94 100 216 912 1,604 2220 1,974 2,132 2.209 2.283 2,257 2,235 2.269 2,148 2,797 2,650 1,790 1,352 1,223 ' 1,085 856 35.199 Time: 08:45 AM Volume: 1,335 Time: 05:00 PM Volume: 1,465 Volume: 2,309 PHF: 0.81 Volume: 2,797 PHF: 0.95 brickell_north_7 street.xls DAVID PLUMMER 6 ASSOCIATES. INC. 24-HOUR COUNTS Project Name: 600 Brickell MUSP Location: SW 7th Street east of SW 1 Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4I1TOTAL 12:00 AM 0 0 0 0 0 01:00 AM 0 0 0 0 0 02:00 AM 0 0 0 0 0 03:00 AM 0 0 0 0 0 04:00 AM 0 0 0 0 0 05:00 AM 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00 AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00 AM 0 0 0 0 0 11:00 AM 0 0 0 0 0 12:00 PM 0 0 0 0 0 01:00PM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:00 PM 0 0 0 0 0 04:00 PM 0 0• 0 0 0 05:00 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 09:00 PM 0 0 0 0 0 10:00PM . 0 0 0 0 0 11:OOPM 0 0 0 0 0 II24-HOUR TOTAL 0 EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 65 44 25 36 170 01:00 AM 1 20 32 16 17 85 02:00 AM 14 14 12 10 50 ' 03:00 AM 16 7 5 5 33 04:00 AM 12 9 9 15 45 05:00 AM 9 16 27 22 74 06:00 AM 44 59 71 95 269 07:00 AM 96 121 134 153 504 08:00 AM 183 200 178 210 771 09:00 AM 193 216 208 189 806 10:00 AM 247 189 191 205 832 11:00 AM 229 225 238 260 952 12:00 PM 247 329 275 270 1,121 01:00 PM 286 282 242 275 1,085 02:00 PM 249 268 232 294 1,043 03:00 PM 291 272 321 318 1,202 04:00 PM 328 280 274 284 1,166 05:00 PM 443 408 408 361 1,620 06:00 PM 351 321 284 276 1,232 07:00 PM 284 255 238 177 954 08:00 PM 172 128 139 124 563 09:00 PM 98 121 121 114 454 10:00 PM 126 136 105 82 449 11:00 PM 110 . 88 66 54 318 II24-HOUR TOTAL 15,798 DAILY TRAFFIC COUNT SUMMARY 05109 3/30/2005 TWO-WAY" TOTAL 170 85 50 33 *45 74 269 504 771 806 832 952 1.121 1,085 1,043 1,202 1,166 1,620 1,232 954 563 454 449 318 15,798 AM Peak Hour: Time: 12:00 AM Volume: 0 AM Peak Hour: Time: 11:45 AM. Volume: 1,111 PM Peak Hour: Time: 12:00 PM Volume: 0 PM Peak Hour: Time: 05:00 PM Volume: 1,620 AM Peak Hour: PM Peak Hour: EASTBOUND AND WESTBOUND Time: 11:45 AM Volume: 1,111 K-factor: 7.0% PHF: 0.84 • D-factor: 100.0% WB Time: 05:00 PM Volume: 1,620 K-factor: 10.3% PHF: 0.91 D-factor: 100.0% WB 7street east 1 ave.xls DAVID.PLUMMER 6 ASSOCIATES, INC. 24-HOUR COUNTS Project Name: 600 Brickell MUSP Location: SW 8 Street East of Miami Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 1/412nd 1/4 3rd 1/4 4th 1/4OTOTAL 12:00 AM I 51 44 38 33 166 01:00 AM 17 27 15 19 78 02:00 AM 17 11 9 10 47 03:00 AM 9 9 6 15 39 04:00 AM 12 3 12 19 46 05:00 AM 22 29 53 62 166 06:00 AM 90 166 193 258 707 07:00 AM 231 251 266 334 1,082 08:00AM 395 410 479 472 1,756 09:00AM 429 421 410 315 1,575 10:00AM 359 287 258 260 1,164 11:OOAM 266 260 263 288 1,077 12:00 PM 273 246 315 335 1,169 01:00 PM 261 285 286 283 1.115 02:00 PM 255 267 247 271 1,040 03:00 PM 232 233 210 212 887 04:00 PM 206 177 203 193 779 05:00 PM 209 194 206 247 856 06:00 PM 205 260 185 187 837 07:00 PM 216 159 148 138 661 08:00 PM 123 103 115 125 466 09:00 PM 100 104 126 77 407 10:00 PM 114 90 90 107 401 11:00 PM 78 66 55 40 239 J24-HOUR TOTAL 16,760 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: 05109 Count Date: 3/30/2005 BEGIN TIME WESTBOUND 1st 1/4I2nd 1/413rd 1/4 4th 1/4 TOTAL 12:00 AM 0 0' 0 0 01:00 AM 0 0 0 0 0 02:00 AM 0 0 0 0 0 03:00 AM 0 0 0 0 0 04:00 AM 0 0 0 0 0 05:OO AM 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00 AM 0 0 0 0 0 . 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00 AM 0 0 0 0 0 11:00 AM 0 0 0 0 0 12:00 PM 0 0 0 0 0 01:00PM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:00 PM 0 0 0 0 0 • 04:00 PM 0 0 0 0 0 05:00 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 09:00 PM 0 0 0 0 0 10:OOPM 0 0 0 0 0 11:00 PM 0 0 0 0 0 I24-HOUR TOTAL It 0 DAILY TRAFFIC COUNT SUMMARY Time: 08:30 AM Volume: 1.801 Time: 12:30 PM Volume: 1,196 AM Peak Hour: PM Peak Hour: TWO-WAY TOTAL 166 78 47 39 46 166 707 1,082 1,756 1,575 1,164 1,077 1.169 1,040 887 779 856 837 661 466 407 401 239 16.760 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08:30 AM 10.7% 100.0% EB 12:30 PM 7.1% 100.0% EB Volume: 1,801 PHF: 0.94 Volume: 1,196 PHF: 0.89 8 street_east_south miami.xls Signal Timings Signal Timing PATTERN SCHEDULE FOR 3449 S MIAMI AVE & 7 ST TIME PT OFF NW F Y WW F Y R MIN: 7 6 4 6 0 22 45 24 6 4 15 6 4 1 30 23 7 24 6 4 15 6 4 1 100 19 7 25 6 4 14 6 4 1 100 19 7 25 6 4 14 6 4 1 730 1 79 54 6 4 25 6 4 1 930 6 3.19 6 4 20 6 4 1 1530 7 64 29 6 4 30 6 4 1 1830 8 33 19 6 4 20 6 4 1 2130 9 7 24 6 4 15 6 4 1 2300 22 45 24 6 4 15 6 4 1 PATTERN SCHEDULE FOR TIME PT OFF NSG G Y MIN: 15 0 30 100 600 700 930 1545 1800 1900 2300 20 22 23 5 6 7 13 12 9 20 8 20 8 20 8 20 67 24 62 52 54 45 63 48 4 44 13 48 8 20 1 1 1 1 1 1 1 1 1 4 4 4 4 4 4 4 4 4 4 3448 US 1 & SE 7 ST R WW F G Y R NSM Y 17 1 6 1 4 17 1 4 1 6 3 1 4 17 1 4 1 6 3 1 4 17 1 4 1 6 3 1 4 7 1 4 1 20 3 1 4 7 1 4 1 22 3 1 4 12 1 4 1 29 3 1 4 15 1 4 1 33 3 1 4 7 1 4 1 20 3 1 4 7 1 4 1 16 3 1 4 17 1 4 1 6 3 FOR DAY # 4 (SECTION 24) S Y M CYC 60EARLY NI 60NIGHT 11 60LATE NIG 60LATE NIG 100AM PEAK 60AVERAGE 80PM PEAK 60POST PM 60EVENING 60EARLY NI FOR DAY # 4 (SECTION 223) S Y M CYC 7 62EARLY NI 7 62LATE NIG 7 62LATE NIG 70PRE AM 100AM PEAK 105MID DAY 115PM PEAK 90POST-PM 90EVE & WE 7 62EARLY 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 Lases Divided' 1 Undivided 2 Divided 3 Divided A 100 1,060 1,600 Level of Service B C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D I Undivided •• 220 720 860 2 Divided 250 1,530 .1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided 2 Divided 3 Divided 4 Divided ♦• •• •• •• 100 590 220 1,360 340 2,110 440 2,790 810 1,710 2,570 3,330 E 890 E. 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per, stile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A •• •• •• Level of Service B C D •• 280 660 650 1,510 1,020 2,330 1,350 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A e• Level of Service B C D •• 270 720 650 .1,580 1,000 2,390 1,350 3,130 •• •* •• E 780 1,660 2,490 3,250 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C D 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided •• •r •: •• •• 480 760 1,120 1,620 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D •• •• 250 530 •. •• 580 1,140 E 810 1,720. 2,580 E 660 1,320 Source: Florida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 httpl/wwwl 1 yflorida con✓ 1 g/ tens/ m/los/defaul h Interchange spacing >_ 2 mi. apart Lanes 2 3 4 5 6 A 1,270 1,970 2,660 3,360 4,050 FREEWAYS • Level of Service B C D 2,110 3,260 4,410 5,560 6,710 Interchange spacing < 2 mi. apart Lanes 2 3 4 5 6 2,940 3,580 4,550 5,530 6,150 7,480 7,760 9,440 9,360 11,390 Level of Service A B C D' 1,130 1,780. 2,340 3,080 3,730 1,840 2,660 3,440 2,890 4,180 5,410 3,940 5,700 7,380 4,990 7,220 9,340 6,040 8,740 11,310 E 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometria at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100% Level of Service A B C 160 130 380 170 210 >380 D 720 >210 • • • 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 service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A B 120 Level of Service C D •• 330 520 >590 590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C >5 ?4 >4 >3 •• >6 D >_3 >2 E 810 990 ••• E >2 >1 Lanes 1 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Tunas Lanes Yes No Yes No Adjustment Factors +5% -20% -5% -25% p annm sys s t tut ONE WAY FACILITIES Increase corresponding volume 20'/a 'This table dos not =minas a standard and should be used only for general plamog applications. The computer models from which this table is dnived should be red for more specific planing applications. Tbs table sod deriving computer t odels should not be cod for cowidor or imams.** design, whew name refuted techniques mist Values shown are booty directional volume' for !week aC swine and are for de omd ii*'to k modes tales specifically stated. reed of service lever Fade thresholds as probably sot oernperable roe modes and. therefor, nos modal so opaioos should be made with caution. Furthermore, combining levels of service of diffaws nodes km out mean roadway level of service is not reemme ded. To convert to amuel average daily wank valorem, these. volam meet be divided by appropriate t) and K foams The table's input value defaults and level of tavice criteria rapper es the following page. Calculations see based on planning application of the Highway Capacity Manual, Bicycle WS Model, Pedestrian CAS Model sad Mink Caprity and Quality of Service Manual, respectively for the automobile/wck, bicycle, pedestrian and bus modes. Canoes be achieved ring table opus vane defaults. s•. applicable for that level of service lata Fade. For ammoobleMeck modes, volume pens than level of service D become F because irate rsectioe capacities have been reached. For bicycle 'red pedestrian modes, the level of service lever made (including F) is not achievable, because these is no masimum vehicle volume threshold using table input value defaults. 97 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE PERSON TRIP LEVEL OF SERVICE A B C D I 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 CLASS 4 ARTERIAL [2] 1LU 0 0 324 864 936 0 0 0.35 0.92 1.00 2LD 0 0 780 1896 1992 0 0 0.39 0.95 1.00 3LD 0 0 1200 2868 2988 0 0 0.40 0.96 1.00 4LD 0 0 1620 3756 3900 0 0 0.42 0.96 1.00 Source: FDOT's 2002 Quality/Level of Service Handbook NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. [2] FOR ONE-WAY FACILITIES, THE CORRESPONDING VOLUME HAS BEEN INCREASED BY 20%. 20-Nov-2001 TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS ROADWAY CONDITIONS [2] RAW [3] PEAK [11 FACILITY TYPE COUNT PEAK PEAK HOUR MIAMI PEAK ROADWAY FUNCTIONAL SOURCE HOUR PEAK HOUR DIR MAX ADOP- HOUR FROM TO DIR CLASSIFICATION EXISTING LANES COUNT STATION AND PERIOD PERIOD VOLUME SEASON FACTOR AXLE FACTOR COUNT DATE PERIOD SERVICE TED DIR VOLUME VOL LOS LOS BISCAYNE BLVD m m m m vmmmmmm �mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm NE 54 STREET NE 46 STRET NB SB PRINCIPAL ARTERIAL 4LD 5060 FOOT -AM 963 1.06 1.00 07/18/00 1,021 1,810 C NE 46 STREET 1-195 NB SB PRINCIPAL ARTERIAL 4LD 5059 FDOT-AM 1,745 1,377 1.06 1.05 1.00 0.99 09/12/00 1,850 1,431 1,810 1,810 F 0 1-195 NE 36 STREET NB SB PRINCIPAL ARTERIAL 4LD 143 FDOT-PM 1,968 1,271 1.05 1.06 0.99 0.99 08/29/00 2,046 1,334 1.810 1,810 F D NE 36 STREET NE 29 STREET NB SB PRINCIPAL ARTERIAL 4L0 143 FOOT -PM 1,514 1,271 1.06 1.06 0.99 0.99 08/29/00 1,589 1,334 1,810 1,810 D D NE 29 STREET NE 20 STREET NB PRINCIPAL ARTERIAL 4LD N/A DTMP-PM 1,514 1,934 1.06 1.00 0.99 0.99 05/01/01 1,589 1,915 1,810 1,750 D F NE 20 STREET NE 19 STREET SB NB PRINCIPAL ARTERIAL 4LD 5056 FDOT-PM 899 1,558 1.00 1.03 0.99 1.00 08/03/99 890 1,605 1,750 1,750 D E NE 19 STREET NE 15 STREET SB NB PRINCIPAL ARTERIAL 4LD N/A MUSP-PM 942 1,692 1.03 1.05 1.00 0.99 09/07/00 970 1,759 1,750 1,750 D F NE 15 STREET NE 14 STREET SB NB PRINCIPAL ARTERIAL 4LD 5053 FDOT-PM 1,204 1,674 1.05 1.00 0.99 1.00 04/13/99 1,252 1,674 1,750 1,750 D E NE 14 STREET NE 13 STREET SB NB PRINCIPAL ARTERIAL 6LD 5053 FOOT -PM 919 1,674 1.00 1.00 1.00 1.00 04/13/99 919 1,674 1,750 2,560 D D NE 13 STREET 1-395 SB NB SB PRINCIPAL ARTERIAL 6LD 5052 FDOT-PM 919 1,681 1.00 1.03 1.00 . 1.00 08/17/99 919 1,731 2,560 2,560 D D 1-395 NE 6 STREET NB PRINCIPAL ARTERIAL 4L 5049 FDOT-AM 1,648 1,447 1.03 1.01 1.00 0.98 05/11/99 1,697 1,432 2,560 3,140 D - D NE 6 STREET NE 3 STREET SB NB PRINCIPAL ARTERIAL 3L 8LD N/A . K&S-PM 1,522 1,731 1.01 1.00 0.98 0.98 04/25/01 '1,506 1,696 2,560 3,140 D D NE 3 STREET NE 1 STREET SB NB PRINCIPAL ARTERIAL 8LD N/A K&S-PM 761 1,731 1.00 1.00 0.98 0.98 04/25/01 746 1,696 3,140 3,140 C D NE 1 STREET SE 1 STREET SB NB PRINCIPAL ARTERIAL 8LD 5047 FDOT-PM 761 1,866 1.00 1.01 0.98 0.98 05/18/99 746 1,847 3,140 3,140 C D SE 1 STREET SE 2 STREET SB NB PRINCIPAL ARTERIAL 8L0 5047 FDOT-PM 870 1,866 1.01 1.01 0.98 0.98 05/18/99 861 1,847 3,140 3,140 C D SE 2 STREET SE 4 STREET SB NB PRINCIPAL ARTERIAL 2LOW 5045 FDOT-AM 870 1,808 1.01 1.02 0.98 0.98 06/29/99 861 1,807 3,140 2,040 C E NE 2 AVENUE/BRICKELL AVENUE NE 20 STREET NE 19 STREET NB MINOR ARTERIAL 4LU 276 MD -PM 717 1.02 1.00 07/06/00 731 1,615 D NE 19 STREET NE 14 STREET SB NB MINOR ARTERIAL 4LU 276 MD -PM 502 717 1.02 1.02 1.00 1.00 07/06/00 512 731 1,615 1,615 0 D NE 14 STREET NE 13 STREET SB NB MINOR ARTERIAL 4LU 276 MD -PM 502 717 1.02 1.02 1.00 1.00 07/06/00 512 731 1,615 1,615 D D NE 13 STREET 1-395 SB SB MINOR ARTERIAL 3L N/A K&S-AM 502 1,127 1.02 1.00 1.00 1.00 04/25/01 512 1,127 1,615 3,070 D E 1-395 NE 3 STREET SB MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E NE 3 STREET NE 1 STREET SB MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E NE 1 STREET FLAGLER STREET SB MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E Page 1 of 9 • SOURCE: KEITH AND SCHNARS, P.A. N:\TRANPLAN\PROJECTS12001116716\TABLES\11 MATRIX.WK4 20-Nov-2 TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE • EXISTING VEHICLE ROADWAY CONDITIONS - Page 2 of 9 IFI W5WATCZN TTIO JS FACILITY [2] RAW [3] PEAK [1] TYPE COUNT SOURCE PEAK PEAK HOUR MIAMI PEAK ROADWAY FROM TO DIR FUNCTIONAL CLASSIFICATION EXISTING LANES COUNT STATION AND PERIOD HOUR PERIOD VOLUME PEAK SEASON FACTOR AXLE FACTOR COUNT DATE HOUR PERIOD DIR MAX SERVICE ADOP- TED HOUR DIR VOLUME VOL LOS LOS FLAGLER STREET SE 1 STREET SE SB MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E-1W E 1 STREET SE 2 STREET SB MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E-1W E SE 2 STREET SE 4 STREET SB MINOR ARTERIAL 4L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,770 E-1W E SE 4 STREET SE 8 STREET SE 8 STREET SW 13 STREET SW 13 STREET SW 15 ROAD SW 15 ROAD RICKENBACKER CSWY NB SB NB SB NB SB NB SB PRINCIPAL ARTERIAL PRINCIPAL ARTERIAL PRINCIPAL ARTERIAL PRINCIPAL ARTERIAL 2L 3L 4LD 4LD 4LD 550 5042 5041 5039 FDOT-PM FDOT-PM FDOT-PM FDOT-PM 1,174 1,314 788 1,332 591 1,447 794 1.02 1.02 1.01 1.01 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 06/29/99 05/25/99 06/29/99 06/29/99 1,197 1,340 796 1,345 603 1,476 810 1,700 2,560 1,700 1,700 1,700 1,700 1,700 E E E E E E E D D D D D D D 1,337 1.02 1.00 1,364 1,700 E D NE 1 AVENUE NE 17 STREET NE 14 STREET NE 14 STREET 1-395 NB SB NB COLLECTOR COLLECTOR 2LU 3L N/A N/A N/A K&S-PM N/A 1,143 N/A 1.00 1.00 1.00 N/A 04/25/01 0 0 1,143 800 800 3,070 E E E-1W A A E 1-395 NE 6 STREET NB COLLECTOR 3L N/A K&S-PM 599 1.00 1.00 05/01/01 599 3,070 E-1W E NE 6 STREET FLAGLER STREET FLAGLER NB COLLECTOR 3L N/A K&S-PM 599 1.00 1.00 05/01/01 599 3,070 E-1W E STREET SE 1 STREET SE NB COLLECTOR 3L , N/A K&S-PM 599 1.00 1.00 05/01/01 599 3,070 E-1W E 1 STREET SE 2 STREET NB COLLECTOR 3L N/A K&S-PM 599 1.00 1.00 05/01/01 599 3,070 E-1W E N w SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS120011167161TABLES111 MATRIX. WK4 20-Nov-2001 TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS 3, Page8of9 ROADINATCONDITIONS 121 RAW 131 PEAK FACILITY COUNT PEAK PEAK HOUR MIAMI PEAK ROADWAY FROM TO DIR I11 FUNCTIONAL CLASSIFICATION TYPE EXISTING LANES COUNT STATION SOURCE AND PERIOD HOUR PERIOD VOLUME PEAK SEASON FACTOR AXLE FACTOR COUNT DATE HOUR PERIOD VOLUME DIR MAX SERVICE - VOL ADOP- TED LOS HOUR DIR LOS SE TM-EU BRICKELL AVENUE SW 1 AVENUE WB PRINCIPAL ARTERIAL 3L 5091 FDOT-PM 1,036 1.01 0.98 05/18/99 1,025 3,070 E-1W E SW 1 AVENUE 1-95 WB PRINCIPAL ARTERIAL 3L N/A DTMP-PM 1,500 1.00 0.98 04/17/01 1,470 3,070 E-1W E SE 8 STREET • BRICKELL AVENUE S. MIAMI AVENUE • EB PRINCIPAL ARTERIAL 3L 5090 FDOT-AM 1,368 1.03 0.98 08/03/99 1,381 3,070 E-1W E 5. MIAMI AVENUE SW 1 AVENUE EB PRINCIPAL ARTERIAL 3L N/A K&S-AM 2,238 1.00 0.98 04/25/01 2,193 3.070 E-1W E SW 1 AVENUE 1-95 EB PRINCIPAL ARTERIAL 4L N/A DTMP-AM 2,281 1.00 0.98 04/17/01 2,235 3,770 E-1W E SW 13 STREET BRICKELL AVENUE S. MIAMI AVENUE EB WB MINOR ARTERIAL 4LU 86 FDOT-AM 860 1.01 0.96 05/18/99 834 1,615 E D S. MIAMI AVENUE SW 1 AVENUE EB MINOR ARTERIAL 4LU 86 FOOT -AM 434 860 1.01 1.01 0.96 0.96 05/18/99 421 834 1,615 1,615 E E C D SW 1 AVENUE SW 15 ROAD WB EB MINOR ARTERIAL 4LU 86 DTMP-PM 434 460 1.01 1.01 0.96 0.96 05/18/99 421. 446 1,615 1,615 E E C C WB 1,273 1.01 0.96 1,234 1,615 E D SR 83611-395/MACARTHUR CSWY PALM ISLAND ENTR BAYSHORE DRIVE EB WB PRINCIPAL ARTERIAL 6LD 9080 FDOT-PM 2,158 1.06 0.99 08/10/99 2,265 5,990 E 8 BAYSHORE DRIVE N. MIAMI AVENUE EB WB PRINCIPAL ARTERIAL 6LD 2506 FDOT-PM 2,438 2.501 1.06 1.07 0.99 0.99 08/17/99 2,558 2,649 5,990 5,990 E E B C N. MIAMI AVENUE 1-95 EB WB PRINCIPAL ARTERIAL 6LD 2506 FDOT-PM 4,091 2,501 1.07 1.07 0.99 0.99 08/17/99 4,334 2,649 5,990 5,990 E E D C 1-95 NW 12 AVENUE EB PRINCIPAL ARTERIAL 8LD 2240 FDOT-AM 4,091 5,326 1.07 1.10 0.99 0.99 06/15/99 4,334 5,800 5,990 8,170 E E D D NW 12 AVENUE NW 17 AVENUE • ' WB EB WB PRINCIPAL ARTERIAL 6LD 2208 FDOT-PM 4,383 3,864 1.10 1.10 0.99 0.99 06/15/99 4,773 4,208 8,170 5,990 E E C D NW 17 AVENUE NW 27 AVENUE EB WB PRINCIPAL ARTERIAL 8LD 2232 FOOT -AM 4,404 3,908 1.10 1.05 0.99 0.99 09/05/00 4,796 4,062 5,990 8,170 E E D C NW 27 AVENUE NW 37 AVENUE EB PRINCIPAL ARTERIAL 81D 2210 FDOT-AM 4,568 4,989 1.05 1.06 0.99 0.99 08/29/00 4,748 5,235 8,170 8,170 E E C C NW 37 AVENUE NW 42 AVENUE WB EB WB PRINCIPAL ARTERIAL 6LD . 2207 FDOT-AM 4,353 3,047 1.06 1.05 0.99 0.99 09/05/00 4,568 3,167 8,170 5.990 E E C C NW 42 AVENUE NW 57 AVENUE EB WB PRINCIPAL ARTERIAL . 6LD 2198 FDOT-AM 4,639 5,961 1.05 1.05 0.99 0.99 09/12/00 4,822 6,196 5,990 5,990 E E D F 5,250 1.05 0.99 5,457. 5,990 E E SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS120011167161TABLES111 MATRIX.WK4 20-Nov-2001 TABLE 21A4 DOWNTOWN M1AMI DRI UPDATE EXISTING AM BUS RIDERSHIP AND PERBON-TRIP CAPACITYASBIGNMENTS 1 — — ROADWAY FROM TO MR FACILITY TYPE OUSTING LANES BUS - ROADWAY ROUTES BEGEMENTB SERVING — - BUS ROUTES AND RIDERSHIP PER BEGEMENT TOTAL BUS RIDERSHIP BUt CAPACITY "- 819CAYNE BLVD NE 54 STREET NE 48 STRET NE 46 STREET 1-195 1.195 NE 36 STREET NE36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NF_IS STREET NE 15 STREET NE 14 STREET NF la STREET NE 13 STREET NE 13 STREET I-395 1-395 NE STREET NEC STREET NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET SE2 STREET SE4STREET NE 2 AVENUEA9RICKEL L AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1-395 NE 3 STREET NE 3 STREET NE 1 STREET NE 9 STREET FLAGLER STREET FLAGLER STREET SE STREET SEI STREET . SE2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE B STREET SE 8 STREET SW 13 STREET SW 13 STREET SW 15 kOAO SW 15 ROAD RICKENBACKER CSWY NE 1 AVENUE NEI7 STREET NE 14 STREET NE 14 STREET 1.395 1-395 NEB STREET NE8 STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE2 STREET N8 NO SB NB SO NB SB NB 50 N8 58 NB 5B NB SB NO SB NB SB NB SB NB 58 NB 6B NB SB NB NB O NB SB NB SB NB SB SB SB SB SB SB SB 5B NB SR NB SB NB SB NB S8 NO SB NB NB NB NB NB 4LD 4LD 4LD 41D 4LO 4LD ILO5 4LD 6L0 OLD • 4L 31 6LO - 6LD OLD BLD 2LOW 4LU 4LU 41.0 3L 3L 3L 31 3L 3L 41 2L 3L 4L0 ILO ILO 2LU 3L 3L 3L 3L 3L - 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 16 3 48 3 48 9 9 9 9 9 9 9 K 24 24 24 24 48 24 4 24 4 48 48 4S 48 .6 6 6 2 2 6 18 62 16 62 16 62 18 62 16 82 16 36 16 36 16 36 16 36 16 36 16 36 32 36 32 36 62 95 62 95 16 48 16 46 16 48 16 48 16 46 16 48 10 45 48 51 16 as C S 11 16 10 32 10 32 10 10 K 10 K 10 K 10 51 T 95 95 48 95 48 B 05 B 95 9 10 9 ID 9 10 6 7 6 7 8 93 93 93 93 93 62 62 82 62 62 2. 82 82 93 93 61 51 51 51 5/ 51 61 93 51 46 T T T K 95 95 95 95 K K 6 8 93 93 93 93 93 93 93 93 95 T 93 93 93 93 93 93 23 C. 93 51 T B 95 95 95 T T 9 9 95 T 95 T 95 T 96 T 95 96 C 95 C 95 C 95 S 95 T7 B B B 10 10 - 95 95 95 96 95 95 9 95 S 95 9 96 05 93. K K 95 D6 95 96 T 96 95 95 95 95 95 T T T T T T C C C C C 95 S 5 S S S 95 C S - 3 60 75 75 60 75 60 70 75 75 60 75 60 75 60 ±e 60 48 60 46 00 45 45 45 •• 78 102 102 108 108 108 72 2 - 48 48 11 4B 10 - 38 38 38 36 36 22 2 2 2 2 2 3 3 16 33 33 66 33 ' 66 33 33 66 66 33 88152 24 45 24 45 24 45 24 45 24 24 24 86 88 60 92 76 •1 7 24 15 32 36 36 32 28 • • 12 54 54 36 054 28 9 zB 0 0 02 0 46 19 5 18 5 16 5 12 7 12 8 78 72 72 72 60 48 0 1 0 1 0 1 0 1 0 1 9 51 52 10 36 38 38 36 24 51 5 56 52 68 52 66 52 4B 48 85 187 187 187 1ST K 72 72 52 52 62 0 U 18 0 10 0 0 to D 18 0 0 16 B 76 78 4 78 8 1B 184 4 144 T 72 72 72 56 77 12 K 5522 52 36 36 93 76 6 84 76 76 84 4 76 74 84 74 62 6872 se 56 88 50 88 66 68 58 84 84 T 68 ' 68 52 62 95 0 0 0 16 18 18 18 16 16 /8 35 C 67 60 57 CO 57 80 46 33 48 33 48 8 125 95 12S 95 126 90 15 90 85 90 T 1 5 2 76 8 76 76 152 76 152 _ - „LPERSONS) 243 2243 43 189 243 223 A23 246 245 245 423 254 365 226 313 396 367 960 387 396 360 271 336 118 4/6 0 144 • 176 140 284 261 281 234 88 351 370 89 373 88 3 13 178 11 156 118 238 258 318 312 57 pERSOtMJ_ 920 920 920 920 920 1,472 2,252 2,72 1,472 2,252 1 ,249 469 1,469 1,238 1,268 1,706 2,486 1, 2,488 1706 2,456 1,446 2466 712 3,114 30 713 713 518 1,070 1,070 1,070 1,330 552 1,316 1,568 586 1,346 566 1,346 306 306 306 306 674 1.II8 1,228 2,114 2114 631 pp 0 0 0 0 o,ao ,0 u00000 0 0 0 0 0 00 0 00 0 000s ocoo O000000000000000000 P696 1 815 SOURCE: KEITH AND SCHNARS, P.A. NATRANPLANPROJECTSU0D11167161TABLES\11 MATRIX.WK4 Pp. 5 of 6 20-Nov- TABLE 21.A4 DOWNTOWN MIAMI DRI UPDATE EXISTING AM BUS RIDERSHIP AND PERSON TRIP CAPACITY ASSIO FACILITY ROADWAY TYPE EXISTING BUS ROUTES SERVING TOTAL ow BUS FROM TO E1 BTR['ET DIR LANES — ROADWAY SEOEMENTB BU8 ROUTES AND RIDERSHIP PER SEGEMENT CAPACITY '(PERSONS) BRICKELL AVENUE S. MIAMI AVENUE EB 3L B 6 S 217 8 (PERSONS) (PERSONS) V/C S. MIAMI AVENUE SW 1 AVENUE EB 31 6 8 B 144815613 156 158 276 .0.585 SW 1 AVENUE 300 810 0.370 1.95 EB 4L 6 8 3 342 345 534 0.646 SW 13.STREET BRICTELL AVENUE S. MIAMI AVENUE . EB 4LU 24 24 98 95 WB 24 95 9 187 88 260 0.389 S. MIAMI AVENUE SW, I AVENUE SW 1 AVENUE SW 15 EB WB 4LU 24 24 _ 86 M 271 fie 520 260 0.521 0.389 . ROAD �I. SR 836AJ95/MACARTHUR CSWY EB WB 4LU 24 24 % SI M 98 BI S0 26 260 0.323 0.389 0.323 PALM ISLAND ENTR BAYSHORE DRIVE EB BLD 51 C K M S St C K M 8 95 BAYSHORE DRIVE N. MIAMI AVENUE WB EB 6LD 51 C K M S 56 52 78 81 120 56 48 38 135 145 437 370 1,348 1,348 0.324 0274 N MIAMI AVENUE 1-95 WB EB 6L0 WB 1.95 NW 12 AVENUE EB 8LD WB 95 !WV 12 AVENUE NW 17 AVENUE EB WB 6LD , 140 140 260 0.538 NW 17 AVENUE NW 27 AVENUE EB 8LD WB NW27 AVENUE NW 37 AVENUE EB 8LD WB NW 37 AVENUE NW 42 AVENUE EB 8LD WB NW 42 AVENUE NW 57 AVENUE EB 6LD WB - NW57AVENUE NW 72 AVENUE EB 6LD WB NW 72 AVENUE SR628 EB 6LD WB SR826 NW 87 AVENUE EB 81D WB NW 87 AVENUE NW 107 AVENUE EB 8LD WB SR970/DOWNTOWN DISTRIBUTOR - 1.95 - BRICKELL AVENUE EB 4107? WB 1.95 1.195 SR 836 NB 10LD 95 SR 838 - !AN 5 STREET SB NB SB 10LD 95 95 95 95 95 95 728 728 1,560 0.467 NW 5 STREET SW 1 STREET NB 10LD 95 95 95 65 95 95 728 728 1,680 0.467 SW 1 STREET SW 8 STREET SB NB 10LD SB SW 8 STREET SW 28 ROAD NB 9OLD - SB SW 26 ROAD S. DIXIE HIGHWAY NB 41D 98 IOTE: - BUS ROUTE LOCATION AND BUS RIDERSHIP DATA OBTAINED FROM MIAMI-DADE TRANSIT AUTHORITY (MON. ROBERT P. PEARSALL. SOURCE: KEITH AND SCHNARS, PA. N:ITRANPLAMPROJECTSI20011187161TABLE8111 MATRIX.WX4 Nov-2001 TABLE 21M DOWNTOWN MIAMI DIU UPDATE EXISTING AM BUS RIDERSHIP. AND PERSON TRIP CAPACITY ASSIGNMENTS FACILITY TYPE TOTAL ROADWAY EXISTING BUB ROUTER SERVING BUS BUS FROM TO DIR LANES - ROADWAY BEOEMENTB BUS ROUTES AND RIDERSHIP CAPACITY NETSTREET BISCAYNE BLVD NE 2 AVENUE EB _ RIDERBH_IP PER SEGEMENT (PERSONS) 4L 7 2134! (PERSONS WC NE2AVENUE NEIAVENUE EB 3L NE 1 AVENUE N MIAMI AVENUE EB 3L - - - N MIAMI AVENUE NW 2 AVENUE EB 3L NN 2 AVENUE 1-95 EB 3L 7 21 57 16 73 309 0.236 NE 3 STREET BISCAYNE BLVD NE 2 AVENUE EB 2L0 51 51 WB 52 52 260 0.200 NE 2 AVENUE N. MIAMI AVENUE EB 2LD WB N. MIAMI AVENUE NW 3 AVENUE EB 2LD WB • NE 1 STREET BISCAYNE BLVD NE2AVENUE WB _ 9 10 11 51 77 243 NE2AVENUE NW2AVENUE 2L 11 77 48 12 80 946 0.063 NW2AVENUE 1.95 WB 2L 9 10 11 51 77 72 24 60 44 48 248 1,728 0.144 WB 2L 11 51 77 - 120 56 48 224 1,206 0.185 MI FLAOLER STREET BISCAYNE BLVD NE 2AVENUE WB 2L 3 16 93 C K S T 3 16 21 93 C K a T - 42 15 24 33 60 85 52 .311 1,968 0.158 NE 2 AVENUE NE 1 AVENUE WB 2L 3 16 93 C K 5 T 42 15 24 39 60 80 52 NE 1 AVENUE NW 1 312 1,968 0.159 NW 1 AVENUE AVENUE NW 2 AVENUE WB 21 3 16 93 C K S T 0 15 24 39 80 80 64 282 1,968 0.143 NW 2 AVENUE 1-95 WB EB 2l 4LU 21 93 10 • 24 34 390 0.O87 BE 1 STREET BISCAYNE BLVD SE 1 AVENUE EB 3L 3 11 16 48 51 77 93 95 95 95 C S 2 3 7 9 10 11 16 21 24 44 51 77 93 95 C K a T SE 1 AVENUE 5191 AVENUE 45 48 24 1 60 12 80 36 48 90 423 ' 3,434 0.123 SW 1 AVENUE EB 31. 2 3 7 9 10 11 18 24 48 51 77 93 95 95 95 C K S T 48 42 27 60 24 68 21 44 1 60 12 60 35 42 52 80 56 730 5,274 0.138 SW 2AVENUE SW 2 AVENUE I-95 EB EB 3L 4L 2 11 7 51 9 11 21 51 77 96 95 95 95 95 95 32 27 60 186 10 112 42 52 301 622 3,006 0.216 186 112 298 830 0.359 SE 2 OTREET/ORS/US-1 • BISCAYNE BLVD. SE3AVENUE WB 5L 46 24 46 B SE 3 AVENUE NE 2 • 0 0 30 0.000 AVENUE WB 4L 24 48 B 28 . 1 4 - 33 566 0.058 BE 4 STREETISR5NS-1 BISCAYNE BLVD. SE 2AVENUE EB 3L 24 48 B 24 B - 80 5 5 4 60 580 0.122 BE 7 STREET BRICKELL AVENUE SW /AVENUE WB 3l B 9 13 SW 1 AVENUE IAS 88 68 276 0.244 WB JL S 186 186 370 0.492 Pap. 4 of 5 50URCE' KEITH AND SCHNARS, P.A. N:ITRANPLANIPNOJECT812001118716\TABLES111 MATRIX W K4 N W • 20-Nov-2001 ty) TABLE 21.A6 DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPA 111liOr Page 1 of 7 ROADWAY FROM TO DIR FACILITY TYPE EXISTING LANES - MASSTRANSIT-METRORAIL MASS TRANSIT-METROMOVER METRO- RAIL [1] % [2] PEAK CAPACITY (PERSONS) PM PEAK AM PEAK (3] % [21 PEAK CAPACITY (PERSONS) PM PEAK AM PEAK TOTAL RIDERSHIP (PERSONS) PM V/C TOTAL RIDERSHIP (PERSONS) AM J WC METRO- MOVER TOTAL PM TOTAL RIDERSHIP BISCAYNE BLVD APERSON) (PERSONS) VIC NE 54 STREET NE 46 STRET NB 4LD SB NE 46 STREET 1-195 NB 4LD SB 1-195 NE 38 STREET NB 4LD SB NE 36 STREET NE 29 STREET NB 4LD SB NE 29 STREET NE 20 STREET NB 4LD SB NE 20 STREET NE 19 STREET NO 4LD SB NE 19 STREET NE 15 STREET NB SE 4LD MM2 50% 860 44 0.046 57 0.059 NE 15 STREET NE 14 STREET NB 4LD 50% 960 53 0.055 50 0.052 SB MM2 50% 960 44 0.046 57 0.059 NE 14 STREET NE 13 STREET NB 6LD 50% 960 53 0.055 50 0.052 SB MM2 50% 960 44 0.048 57 0.059 NE 13 STREET 1.395 NB 6LD 50% 960 53 0.055 50 0.052 SS MM2 50% 960 44 0.046 57 0.059 1-395 NE 6 STREET NB 4L 4L `50% 960 53 0.055 50 0.052 SB MM2 50% 960 47 0.049 61 0.064 NE 6 STREET NE 3 STREET NB 8LD 50% 960 89 0.093 53 0.055 SB MM2 50% 960 91 0.095 88 0.092 NE 3 STREET NE 1 STREET NB 8LD 50% 960 70 0.073 68 0.071 SB MMI 50% . 1,440 83 0.058 81 0.056 NE 1 STREET SE 1 STREET NB 8LD 50% 1,440 ' 56 0.039 56 0.039 SB MM1 50% 1,440 74 0.051 80 0.056 SE 1 STREET SE 2 STREET NB 8LD 50% 1,440 80 0.056 57 0.040 SB MM1 50% 1,440 106 0.074 102 0.071 SE 2 STREET SE 4 STREET NB 2LOyy 50% 1,440 73 0.051 76 0.053 MMI 100% 2,880 211 0.073 203 0.070 NE 2 AVENUE/BRICKELL AVENUE NE 20 STREET NE 19 STREET NB 4LU SB - NE 19 STREET NE 14 STREET NB SB 4LU MM2 25% 480 22 0.046 113 0.235 NE 14 STREET NE 13 STREET NB 4LU 25% 480 26 0.054 100 0.208 NE 13 STREET I-395 S8. SB • 3L MM2 • MM2 25% 25% 50% 480 480 960 22 26 53 0.046 0.054 0.055 113 100 100 0.235 0.208 0.104 1-395 NE 3 STREET NE 3 STREET SB 3L MM2 50% 960 70 0.073 136 0.142 NE 1 STREET NE 1 STREET SB. 3L MM1 50% 1.440 56 0.039 . 111 0.077 FLAGLER STREET FLAGLER SB 3L MM1 50% 1,440 80 0,058 114 0.079 STREET SE 1 STREET SE 1 STREET SB 3L MMI 50% 1,440 80 0.056 114 0.079 SE 2 STREET SE 2 STREET SB 3L MM1 50% 1,440 73 0.051 151 0.105 SE 4 STREET SB 4L MMI 100% 2,880 146 •0.051 151 0.052 SE 4 STREET SE 8 STREET NB 2L SE 8 STREET SB 3L MM2 50% 960 164 0.171 316 0.329 SW 13 STREET SW 13 STREET SW 15 ROAD NB SB NB SB 4L0 4LD MR4 MR4 25% 25% 25% 25% 1,463 -1.463 1,463 1,463 276 276 276 892 0.189 0.189 0.189 0.473 813 256 813 0.556 0.556 0.556 MM2 MM2 50% 100% 50% 1 �9� 6064 1,920 960 164 360 97 0.171 0.18 0.088 0.� 316 3344 13 185 0.329 0.79 0.179 0.193 SW 15 ROAD RICKENBACKER CSWY NB 4LD 256 0.175 50% 960 97 0.101 185 0.193 SB SOURCE: KEITH AND SCHNARS, P.A. NATRANPLAMPROJECTS120011167161TABLEV 1MATRIX.WK4 TABLE 21.A6 DOWNTOWN MIAMI DRI UPDATE 20-Nov-21 EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON TRIP CAPACITY ASS! 00 MASS TRANSIT-METRORAIL MASS TRANSIT - METROMOVER ROADWAY FROM TO FNEFSTREET DIR FACILITY TYPE EXISTING LANES METRO- RAIL (1) % I21 . PEAK CAPACITY (PERSONS) PM PEAK AM PEAK [3) % I21 PEAK CAPACITY (PERSONS) PM PEAK AM PEAK TOTAL RIDERSHIP (PERSONS) PM V/C TOTAL RIDERSHIP (PERSONS AM V/C METRO - MOVER TOTAL RIDERSHIP PM TOTAL RIDERSHIP AM BISCAYNE BLVD NE 2 AVENUE EB 2LD (PERSONS) WC )PERSONS) WC WB NE 2 AVENUE N. MIAMI AVENUE EB 2LD WB N. MIAMI AVENUE NW 3 AVENUE EB 2LD WB NE 1 STREET BISCAYNE BLVD NE 2 AVENUE WB 2L NE 2 AVENUE NW 2 AVENUE W8 2L • NW 2 AVENUE 1-95 Wg 2L FLAGLER STREET• BISCAYNE BLVD NE 2 AVENUE WB 2L. NE 2 AVENUE NE 1 AVENUE WB 2L NE 1 AVENUE NW 1 AVENUE - WE 2L MM1 100% 2,880 252 0.088• 255 0.089 NW 1 AVENUE NW 2 AVENUE WB 2L NW 2 AVENUE 1-95 EB 2L SE 1 STREET BISCAYNE BLVD SE 1 AVENUE SE 1 AVENUE EB 3L - MM1 50% 1,440 106 0.074 102 0.071 SW 1 AVENUE EB 3L - MM1 100% 2,880 328 0.114 316 0.110 SW / AVENUE SW 2 AVENUE . EB 3L SW 2 AVENUE 1-95 EB 4L SE 2 STREET/SR5AJS-1 BISCAYNE BLVD. SE 3 AVENUE SE 3 AVENUE - WB 5L - MM1 100% . 2,880 148 0.051 151 0.052 NE 2 AVENUE WB 11L MM1 100% 2,880 146 0.051 151 0.052 SE 4 STREET/SRS/US-1 BISCAYNE BLVD. SE 2 AVENUE EB 3L MM1 50% 1,440 106 0.074 102 0.071 SE 7 STREET BRICKELL AVENUE SW 1 AVENUE WB 31 SW 1 AVENUE I-95 WB 3L N 00 Page 5 of 7 SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS120011167161TABLES111MATRIX. WK4 20-Nov-2001 TABLE 21.A8 DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT ROADWAY FROM TO -E-STREET DIR FACILITY TYPE EXISTING LANES TRANsir:MEINURAIL. METRO-. RAIL [1) % [2] PEAK CAPACITY (PERSONS) PM PEAK AM PEAK METRO- MOVER [3] X TOTAL RIDERSHIP 1PERSONS) PM V/C TOTAL RIDERSHIP (PERSONS AM V/C BRICKELL AVENUE S. MIAMI AVENUE S. MIAMI AVENUE SW 1 AVENUE SW 1 AVENUE 1-95 SW 13 STREET BRICKELL AVENUE S. MIAMI AVENUE S. MIAMI AVENUE SW 1 AVENUE SW 1 AVENUE SW 15 ROAD SR 836/1 395/MACARTHUR CSWY PALM ISLAND ENTR BAYSHORE DRIVE BAYSHORE DRIVE N. MIAMI AVENUE N. MIAMI AVENUE 1-95 1-95 NW 12AVENUE NW 12 AVENUE NW 17 AVENUE NW 17 AVENUE NW 27 AVENUE NW27AVENUE NW37AVENUE NW 37 AVENUE NW 42 AVENUE NW 42 AVENUE NW 57 AVENUE NW 57 AVENUE NW 72 AVENUE NW 72 AVENUE SR826 SR826 NW 87 AVENUE NW 87 AVENUE NW 107 AVENUE EB EB EB EB WB. EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB' 3L 3L 4L 4LU 4LU 4LU 61.D 6LD 6LD 6LD 6LD 6LD 6LD 6LD 6LD 6LD SLD BLD OLD - - - Page 6 of 7 MASS TRANSI I .=-Mt I ROMOVER [2] PEAK CAPACITY (PERSONS) PM PEAK TOTAL RIDERSHIP PM (PERSONS) V/C AM PEAK TOTAL RIDERSHIP AM (PERSONS) V/C SOURCE: KEITH AND SCHNARS, P.A. N:\TRANPLAMPROJECTS12001116716\TABLES111 MATRIX.W K4 20-Nov-2001 ROADWAY FROM BISCAYNE BLVD NE 54 STREET NE 46 STREET 1-195 NE 36 STREET NE 29 STREET NE 20 STREET NE 19 STREET NE 15 STREET NE 14 STREET NE 13 STREET 1-395 NE 6 STREET NE 3 STREET NE 1 STREET SE 1 STREET SE 2 STREET NE 2 AVENUEIBRICKELL NE 20 STREET NE 19 STREET NE 14 STREET NE 13 STREET 1-395 NE 3 STREET NE 1 STREET FLAGLER STREET SE 1 STREET SE 2 STREET SE 4 STREET SE 8 STREET SW 13 STREET SW 15 ROAD Papa 1 of 7 TABLE 21.1310 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS - - - - TO__ _ _ _ _ _ DIR MIAMI ADOP- TED LOS_ FACILITY TYPE EXISTING . LANES AM/ PM COUNT _ DATE [t) EXISTING PERSON TRIP VOLUME YR 2009 8K0 PERSON TRIP _ _VOLUME 131 COMMI- TIED DEV._ YR 2009 TOTAL BKG PERSON TRIP FUTURE PERSON TRIP CAPACITY _TOTAL 151 BKO PERSON TR V/C 1 P LO I61 . INC-II PROJ. PERSON TRIP YR 2009 TOTAL PERSON TRIP VOLUME FUTURE PERSON TRIP CAPACITY TOTAL 151 TOTAL PERSON TR P -Vie 1L PROJ. AS A%OF MAX SERVICE VOLUME PROJ. TRIPS GREATER THAN 5% YES/NO� NE 46 STRET 1-195 NE 36 STREET NE 29 STREET N8 SB NB SB NB SB NB SB E E E E E E E E 4LD 4LD 4LD 4LD AM AM PM PM 07/18/00 09/12/00 08/29/00 08/29/00 1.598 2,833 2,172 3,107 2,207 2,473 2.391 - 1.683 2,961 2,288 3,273 - 2,325 2,605 2,519 119 163 138 195 325 256 519 1.802 - 3.147. 2,426 3,468 2,650 .2.661 3.038 3,950 3,950 3.950 3.950 3,950 3.950 4.446 0.456 0.797 0.614 0.878 0.671 0.724 0.683 56 93 70 118 180 156 240 1,858 3,240 2,496 3,584 2,830 3,017 3,276 �3. .-� 3,960 3,950 3,950 3.950 3,950 4,446 0.470 0.820 0.632 0.907 0.716 0.764 0.737 1.42% 2.35% 1.77% 2.94% 4.56% 3.95% 5.40% NO NO NO NO NO NO YES NE 20 STREET NE 19 STREET N8 SB NB E E E 4L0 4LD PM PM 05/01/01 06/03/99 2,641 3,204 1,662 2,782 3,356 1,741 - 410 662 529 3.192 4,038 2.270 6,878 4.350 6,582 0.478 0.928 0.345 208 300 260 3,400 4,338 2,530 6,878 4,350 6,582 0.509 0.997 0.384 3.11% 6.90% 3.95% NO YES NO NE 15 STREET SB NB SB E E E 4L13 PM 09/07/00 2.770 1.774 2,949 2.935 1,880 3.107 773 596 620 3,706 2.476 3,727 4,350 6.582 5.310 0.852 0.376 0.702 292 254 315 4,000 2.730 4,042 4.350 6,582 5,310 0.920 0.415 0.761 6.71% 3.86% 5.93% YES NO YES NE 14 STREET NB SB E E 4L0 PM 04/13/99 2,189 3.066 2,306 3249 484 645 2,790 4,094 7,542 4.942 0.370 0.828 273 240 3,063 4,334 7.542 4,942 0.406 0.877 3.62% 4.801/. NO NO NE 13 STREET NB SB E E 6LD PM 04/13/99 1,825 3,140 1.934 3,327 648 1,099 2,582 4,426 7,174 6,804 0.360 0.650 208 412 2,790 4,838 7,174 6,804 0.380 0.711 2.90% 6.06% NO YES 1-395 NB SB E E 6LD PM 08/17/99 1,846 3,215 1,956 3.406 834 1,313 2.790 4.719 9,036 6.804 0.309 0.694 358 749 3,148 5,468 9,036 6,804 0.348 0.804 3.96% 11.01% NO YES NE 6 STREET NB SB E E 4L 3L AM 05/11/99 2.927 2,433 3,101 2.578 990 842 4.091 3,420 9,036 9.964 0.453 0.343 651 457 4.742 3.877 9.036 9.964 0.525 0.389 7.20% 4.59% YES NO NE 3 STREET NB E 81.0 PM 2.559 2.711 1.263 3.974 6.804 0.584 760 4,734 6.804 0.696 11.17% YES NE 1 STREET SB NB E E 8LD PM 04/25/01 3.142 1,603 3.291 1.679 1.138 861 4,429 2.540 7.732 9.964 0.573 0.255 495 429 4,924 2,969 7,132 9.964 0.637 0296 6.40% 4.31% YES NO SB E 04/25/01 3.114 .3.261 1,220 4.481 10.924 0.410 532 5,013 10,924 0.459 4.87% NO SE 1 STREET NB SB E - E 8LD PM 05/16/99 1,494 3,766 1,565 3,990 920 965 2,485 4,955 10.676 11,764 0.233 0.421 482 390 2,947 5,345 10,676 11,764 0.276 0.454 4.33% 3.32% NO NO SE 2 STREET NB SB E E BLD PM 05/18/99 1,346 2,879 1,426 1050 734 547 2,160 3.597 7,258 9.176 0.298 0.392 338 292 2,498 3.889 7,258 9.176 0.344 0.424 4.66% 3.18% NO NO SE 4 STREET NB E+20 2LOW AM 06/29/99 1,278 2,733 1,354 2,896 429 179 - 1.783 3,075 6,944 7,104 0.257 0.433 254 91 2,037 3,166 6,944 7,104 0.293 0.446 3.66% 1.26% NO NO WENUE NE 19 STREET NB SB E E 4LU PM 07/06/00 1,221 836 1.286 836 1,922 3.111 0.618 D 360 2282 3,111 0.734 11.57% YES NE 14 STREET N8 SB E E 4LU PM 07/06/00 1,045 881 1.101 529 647 1,410 1,748 3,111 3,064 0.453 0.570 D D 312 397 1,722 2,145 3,111 3,064 0.554 0.700 10.03% 12.961/. YES YES NE 13 STREET NB E 4LU PM 07/06/00 827 871 537 1,408 3.405 0.414 D 345 1.753 3,405 0.515 10.13% YES SB E 1,045 1.051 1,101 524 - 1,625 3.064 0.530 D 345 1,970 3.064 0.643 11.26% YES 1-395 SB E+20 3L AM 0425/01 1,962 1.107 2,055 447 493 1.554 2,548 1901 6,709 0.398 0.380 D D 299 267 1,853 2,815 3,901 6.709 0.475 0.420 7.66% 3.96% YES NO NE 3 STREET SB E+20 3L AM 04/25/01 1,359 1.423 396 1.621 6.709 0.271 C 197 2.018 6,709 0.301 2.94% NO NE 1 STREET SB E+20 31 AM 04/25101 1,261 1,345 438 1,763 7,917 0.225 C 244 2,027 7,917 0.256 3.081/. NO FLAGLER STREET SB E+20 31_ AM 04/25/01 1,141 1,195 461 1.656 7,328 0.226 C 244 1,900 7.328 0.259 3.33% NO SE 1 STREET SB E+20 3L AM 04/25/01 1,053 1,103 474 1.577 6,832 0.231 C 302 1,879 6.832 0.275 4.42% NO SE2STREET SB E+20 3L AM 04/25/01 1,441 1,509 347 1,856 9,560 0.194 C 180 2,036 9,560 0.213' 1.881/. NO SE 4 STREET SB E+20 4L AM 04/25/01 1,460 1,529 713 2.242 12,666 0.177 C 441 2,683 12,666 0.212 3.48% NO SE 8 STREET NB SB E E 2L PM 06/29/99 2,205 2,336 865 3,201 6,474 0.494 D 618 3,819 6,474 0.590 9.55% YES SW 13 STREET NB E 3L 2.351 2.491 1,153 3,644 6.578 0.554 0 712 4,356 6,578 0.662 10.62% YES SB 4LD PM 05/25/99 1,794 1.901 486 2,387 , 5.705 0.418 D 345 2,732 5,705 0.479 6.05% YES SW 15 ROAD NB E E 4LD PM 0629/99 3,054 1,361 3,236 1,442 643 181 3.879 1,823 6.865 5,457 0.582 0.297 D D 397 96 4,276 1,721 6,665 5,457 0.642 0.315 5.96% 1.80% YES NO RICKENBACKER CSWY SB E 2,881 3,053 225 3,278 5,457 0.601 D 112 3,390 5,457 0.621 2.05% NO NB SB E 4LD PM 06/29/99 1,272 1,348 174 1.522 3.034 0.502 0 98 1,620 3,034 0.534 3.23% NO E 1,932 2.047 215 2,262 3,034 0.746 D 112 2,374 3,034 0.782 3.69% NO SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLAMPROJECTS120011167161TANLES1/ 1MATRIX.N7(4 20-Nov-2001 ROADWAY FROM iNE 3 STREET BISCAYNE BLVD TO. NE 2 AVENUE NE 2 AVENUE N. MIAMI AVENUE N. MIAMI AVENUE NW 3 AVENUE NE 1 STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NW 2 AVENUE NW 2 AVENUE 1-95 FLAGLER STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NE 1 AVENUE NE 1 AVENUE NW 1 AVENUE NW1AVENUE NW2AVENUE NW 2 AVENUE 1-95 SE 1 STREET BISCAYNE BLVD SE 1 AVENUE SE 1 AVENUE SW.1 AVENUE SW 1 AVENUE SW 2 AVENUE SW 2 AVENUE 1-95 SE 2 STREET/SR5/US-1 BISCAYNE BLVD. SE 3 AVENUE SE 3 AVENUE NE 2 AVENUE SE 4 STREET/SR51US-1 BISCAYNE BLVD. SE 2 AVENUE SE 7 STREET BRICKELL AVENUE SW 1 AVENUE SW 1 AVENUE 1-95 Page 5 of 7 TABLE 21.1310 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS DIR EB WB EB WB EB WB WB WB WB WB WB WB WB EB EB EB EB EB WB WB EB WB WB MIAMI ADOP- TED LOS E E E E E E E+20 E+20 E+20 E+20 E+20 E+20 E+20 E E+20 E+20 E+20 E+20 E+20 E+20 E+20 E+20 E+20 FACILITY TYPE EXISTING LANES 2LD 2LD 2LD 2L 2L 2L 2L 2L 2L 2L 2L 3L 31 3L 4L 5L 4L 3L 3L 3L AM! PM PM PM PM AM AM PM PM PM PM PM PM AM AM AM AM PM PM AM PM PM COUNT - DATE _ 04/25/01 04/25/01 04/25/01 04/25/01 04/25/01 04/26/01 05/18/99 05/18/99 05/18/99 05/18/93 05/02/01 05/18/99 05/18/99 05/18/99 04/19/99 06/29/99 06/29/99 08129/99 05118/99 04/17/01 (11 EXISTING PERSON TRIP VOLUME 178 972 126 972 126 972 516 704 1,766 1,388 1.244 1.518 2,311 358 1,977 2,498 2,187 1,550 3,510 3,643 2,727 1,459 2,268 151 YR 2009 BKO PERSON TRIP _VOLUME_ 186 1,018 132 1.018 132 1.018 540 737 1,650 1,471 1,318 1,608 2.449 375 2,095 2,847 2.317 1,642 3.719 3.860 2,889 1,546 2,375 (31 COMMI- TTED DEV._ _ 67 92 67 92 89 122 138 42 62 551 306 245 153 158 425 234 161 145 265 591 426 403 495 YR 2009 FUTURE (51 TOTAL PERSON BKO BKO TRIP PERSON PERSON CAPACITY TR P _ TRIP TOTAL Viti LO9, 253 1.592 1,110 1.344 199 1.344 1,110 1,344 221 1,344 1,140 1,344 678 779 1,912 2,022 1.624 1.853 2,602 533 2,520 2,881 2.478 1.787 3.964. 4,451 3.315 1,949 2.870 4,104 4.693 4,352 9,658 9,658 13,496 8,100 3.264 11.652 15,153 11,332 6.746 9.938 10,434 7,394 5,160 5.284 0.159 0.826 0.148 0.826 0.164 0.848 0.165 0.166 0.439 0.209 0.168 0.137 0.321 0.163 0.216 0.190 0.219 0.265 0.401 0.427 0.448 0.378 0.543 c D C D c D C C C C C D C D D D D D (`1 INC-1I PROJ. PERSON TRIP 52 60 59 67 111 127 35 108 97 90 97 112 90 98 284 133 110 99 120 247 255 300 262 141 YR 2009 FUTURE (51 PROJ. AS PROJ. TOTAL PERSON TOTAL A % OF TRIPS PERSON TRIP PERSON MAX. GREATER TRIP CAPACITY TRIP SERVICE THAN 5% VOLUME _ TOTAL VIC 1MS VOLUME YESMO_ 305 1,170 258 1,177 332 1,267 713 887 2,009 2,112 1,721 1,965 2,692 631 2.904 3,014 2.588 1,886 4,104 4.698 3,570 2,249 3,132 1.592 1.344 1,344 1,344 1,344 1,344 4,104 4,693 4.352 9,658 .9,658 13,498 6,100 3,264 11,652 15.153 11.332 6,748 9,938 10.434 7.394 5,160 5.284 0.192 0.871 0.192 0.876 0.247 0.943 0.174 0.189 0.462 0.219 0.178 0.146 0.332 0.193 0.241 0.199 0.228 0.279 0.413 0.450 0.483 0.436 0.593 c D c D D E c C D C C C D C C C C C D D D 0 0 3.27% 4.46% 4.39% 4.99% 8.26% 9.45% 0.85% 2.30% 2.23% 0.93% 1.00% 0.83% 1.11% 3.00% 2.44% 0.88% 0.97% 1.47% 1.21 % 2.37% 3.45% 5.81% 4.06% NO NO NO NO YES YES .NO NO NO NO NO NO NO NO NO NO NO NO NO NO YES NO SOURCE: KEITH AND SCHNARS, P.A. NATRANPLAN1PROJECTS120011167161TABLES111 MATRIX. W K4 20-Nov-2001 ROADWAY FROM 5E8STREET -' BRICKELL AVENUE S. MIAMI AVENUE SW 1 AVENUE SW 13 STREET BRICKELL AVENUE S. MIAMI AVENUE SW 1 AVENUE SR 636A49SI1,4ACARTHI PALM ISLAND ENTR BAYSHORE DRIVE N. MIAMI AVENUE 1.95 NW 12 AVENUE NW 17 AVENUE NW 27 AVENUE NW 37 AVENUE NW 42 AVENUE NW 57 AVENUE NW 72 AVENUE SR826 • NW 87 AVENUE SR970VDOWNTOWN 01 1-95 Page 6o17 TABLE 21.D10 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS - - - -- TO -._ DIR accol 0 I < 0 W O F R W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W I-J: W W W FACILITY TYPE EXISTING LANES_ AM/ PM COUNT -DATE .:VOLUME -- 111 EXISTING PERSON - TRIP 1� YR 2009 BKO PERSON TRIP LU YOME (31 ' COMMI- TIED _.DEV_ -- YR 2009 TOTAL BKO PERSON TRIP 141 FUTURE PERSON TRIP CAPACITY TOTAL (51 BKO PERSON _ TR__ P V/1 1L0$ 161 INC-II PROJ. PERSON TRIP YR-2009 TOTAL PERSON TRIP - VOLUME 141 FUTURE PERSON TRIP CAPACITY TOTAL 151 TOTAL PERSON _ TR_ -WC- P LOT PROJ. AS A %OF MAX SERVICE VOLUME PROJ. TRIPS GREATER THAN 5% YESNO S. MIAMI AVENUE EB 3L AM 08/03/99 2,089 2,213 • 394 . 2,607 5,160 0.505 D . 264= 2,868 5.160 0.556 OW mOO 0nnmom-nmoCo00'n mComomQmW m00000 0 0 011 5.06% YES SW 1 AVENUE EB 3L AM 04/25/01 3,370 3.530 490 . 4,020 5,664 0.710 D 331 4,351 5,664 0.768 5.84% YES 1-95 EB 4L AM 04/17/01 3,474 3,639 625 4,264 6.536 0.652 D 400 4,664 6,536 0.714 8.12% YES S. MIAMI AVENUE E8 4LU AM 05/18/99 1,264 1,339 88 1,427 2,832 0.504 D 46 1,473 2,832 0.520 1.82% NO WB 860 911 53 964 3,576 0270 C 28 992 3,576 0.277 0.78% . NO SW 1 AVENUE EB 4LU AM 05/18/99 1,264 1.339 167 1,506 2,832 0.532 D 128 1,634 2.832 0.577 4.52% NO WB 673 713 101 814 2.832 0.287 D 77 891 2.832 0.315 2.72% NO SW 15 ROAD EB 4LU PM 05/18/99 624 661 305 966 2,584 0.374 -D 254 1,220 2,584 0.472 9.83% YES WB 1,820 1,928 418 2.346 2.832 0.1128 D 292 2,638 2,832 0.931 10.31% YES IR CSWY BAYSHORE DRIVE EB 6LD PM 08/10/99 3.833 4,167 279 4.446 10.956 0.406 B 142 4,588 10,956 0.419 1.30% NO WB 4.019 4.370 224 4,594 10.958 0.419 B 124 4.718 10,956 0.431 1.13% NO N. MIAMI AVENUE EB 6LD PM 08/17/99 3.709 4,033 - 1.446 5.479 9,584 0.572 C 468 5.947 9.584 0.621 4.88% NO WB 6,068 6,597 1,812 8,409 9,584 0.877 E 540 8,949 9.584 0.934 5.63% YES 1-95 • EB 610- PM 08/17/99• 3.709 4,033 1.447 5.480 9.584 0.572 C 872 6,352 9,584 0.863 9.10% YES WB 6.068 8,597 1,811 8.408 9.584 0.877 E 1.004 9.412 9.584 0.962 10.48% YES NW12AVENUE EB 810 AM 06/15/99 8,120 8.828 1,182 10.010 13.072 0.766 D 754 10,764 13,072 0.823 5.77% YES WB 6,822 7,417 779 8,196 13.816 0.593 C 453 8,649 13,818 0.626 3.28% NO NW 17AVENUE EB 6LD PM 06/15/99 5,891 6,405 1.134 7.539 9.584 0.787 D 768 8,307 9,584 0.867 8.01% YES WB 6,714 7,300 1,469 8,769 9,584 0.915 E 884 9,653 9,584 1.007 9.22% YES + F NW27AVENUE EB 8LD AM 09/05/00 5,687 6,132 1,158 7,290 13,072 0.558 C 772 8,062 13,072 0.617 5.91% YES WB 6,647 7,167 764 7.931 13.072 0.607 C 464 8,395 13,072 0.642. 3.55% NO NW 37 AVENUE E8 8LD AM 08129/00 7,329 7,902 1,228 9,130 13,072 0.696 D 830 9,960 13,072 0.762 6.35% YES WB - 6,395 6,895 795 7,690 13.072 0.588 C 499 8,189 13,072 0.826 3.82% NO NW 42 AVENUE EB 6LD AM 09/05/00 4.434 4,781 1.173 5,954 9,584 0.621 C 795 6,749 9,584 0.704 8.30% YES W8 6,751 7,279 762 8.041 9.584 0.839 D 478 .8,519 9,584 0.889 4.99% NO NW 57 AVENUE - EB 6L0 . AM 09/12/00 8,674 9,352 ' 1.147 10,499 9,584 1.095 F 772 11,271 9,584 1.176 8.06% YES + F WB 7,640 8,237 738 8,975 9.584 0.936 E 464 9,439 9,584 0.985 4.84% NO NW 72 AVENUE EB 6LD AM 09/05/00 4,416 4.761 1,104 5.865 9,584 0.612 C 748 6,613 9,584 0.690 7.80% YES 188 7,532 8,121 705 8.828 9,581 0.921 E 450 9,276 9,584 0.968 4.70% NO SR826 E8 610 PM 06/08/99 8,105 8,812 1,044 9,856 9,584 1.028 F 800 10,656 9,584 1.112 8.35% YES + F W8 8,271 8.993 1,390 10,383 9,584 1.083 F 922 11,305 9,584 1.180 9.62% YES + F NW 87 AVENUE EB 81.0 PM 08/17/99 5,760 6.263 378 6.641 13,072 0.508 C 254 8,895 13,072 0.527 1.94% NO WB 6,604 7.398 488 7,886 13.072 0.603 C 292 8,178 13,072 0.626 2.23% NO NW 107AVENUE EB 6LD PM 06/08/99 4,515 4,909 307 5.216 9,584 0.544 C 215 5,431 9.584 0.567 2.24% NO • WB 7,419 8,066 400 8,466 9.564 0.883 E 247 8,713 9,584 0.909 2.58% NO 1R1BUTOR BRICKELL AVENUE EB 4L0 PM 05/18/99 1,721 1,856 290 2,148 6.240 0.344 B 462 2.610 6240 0.418 7.40% YES WB 1.942 2.097 397 2,494 6,240 0.400 B S32 3.026 6,240 0.465 6.53% YES SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS12001116711ATABLES111 MAT RIX. WK4 20-Nov-2001 TABLE 21A7 DOWNTOWN MIAMI DRI UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX Page of -_-_ _ 111 ROADWAYMODE MASS TNAN611 RODE O O:: O O O O O o O O o O O O Ob -- gg O' O O O O O O O$ O O N N N N N N O n O O $ �O O O Q Q O 0mm0)pmO I�hl�l�hl�nN �7S 5{.-'1i a Noumfumo c o c c k"1 Y � - - - N tV CI A {V n1 CI CI Cf Cl Of Cl CI CI Cl A 01 CCU S (161 SEGMENT TOTAL 1171 SEGMENT MilMLAMI SEGMENT Al>aP- ROADWAY FROM TO DIR TES LOS :ORRIDOI TYPE 1 ®PPV. 1.6 VEHICULAR VOLUME ®PPV. 1.4 TRIP CAPACITY -TRIP CAPACITY LOAD. CAPACITY LOAD. CAPACITY LOAD. TRANSIT PERSON-TRIP VOLUME TRANSIT PERE VOLUME PERS-TRIP EXCESS CAPACITY PERSON TRIP CAPACITY PERSON TRIP PEAS -TRIP EXCESS PERSON TRIP In' O ucmlowmuctioow000 mwawmoopbpoomooupUpUp pppUpoo 0 b o p o p oo 000 pO •� COCOOOOOOOOOOOVO�Y 5EIHOd�NNNN1�Vn oN000001 O 0 6 o 0 : 0000 oOo OGCOOOOOOOOOOOOCJOGOGCGCiCOOCGCCI CI COOClHCO C O O C O G GOOOOCGG PERS-TRIP CAPACITY BUS METRO- MOVER METRO- RAIL BISCAYNE BLVO VOLUME CAPACITY :000.00. 0 0 0 0 0 0 0000000 00000000000000000000000000000.0 u§gr$sNiu i�u N s s s z s tfinI o LOS NE 54 STREET NE 46 STRET NE 46 STREET 1-195 NB SB NB E E E LS. LS - 2,89� L920 7,896 2,896 1,021 1,650 1,431 1,429 2,590 2,003 1,467 306 893 920 920 920 169 243 169 243 751 677 9,31 66 816 ) 12 ,633,596 216 583 D 1-195 NE 36 STREET SB NB EC E LS 2,898 2,896 2,046 1,334 2,884 1,868 32 1,028 920 920 920 920- 920 920 169 243 339 169 243 339 751 . 677 3,818 3,818 2,172 3,107 1,844 709 C D 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 SB NB SB NB SB NB SB NB ND SB NB E E E E E E E E E E E E LS LS LS HS HS HS 2,698 2,896 2,896 2,800 2,800 2,800 2,800 2,800 2,800 2,800 2,600 4,096 1,589 1,334 1,569 1,915 890 1,605 970 1,759 1,252 1,874 919 2,225 1,668 2,225 2,681 1,248 2,247 1,358 2,463 1,753 2,344 1,287 671 1,028 • 871 i191 1,554 553 1,442 337 1,047 456 1,513 920 1,472 2,252 1,472 2,252 1,472 2,252 1,469 2,249 1,028 1,808 960 960 960 960 - 920 1,472 2,252 1,472 2,252 1,472 2,252 2429 3,209 1,988 2,768 248 523 416 523 416 523 416 442 383 678 405 44 53 44 53 248 523 418 523 416 523 416 456 436 722 538 581 672 949 1.836 949 1,838 949 1,836 1,943 2,773 1,266 2.230 3.818 3,818 4,368 5,148 4,272 5,052 4,272 6.052 5,229 6,009 4,788 5,568 2,207 2,473 2,391 2,641 3,204 1,682 2,770 1,774 2,949 2,189 3,066 1,825 1,609 1,343 1,977 2,507 1,066 3,390 1,502 3,278 2,280 3,820 1,722 3,743 C C C C 0 D 0 D 0 D D D NE 13 STREET 1-395 1-395 NE 6 STREET NE a STREET NE 3 STREET NE 3 STREET NE 1 STREET NE i STREET SE 1 STREET SE 1 STREET SE 2 STREET SB NB SB NB SB NB SB NB SB NB SB NB SB E E E E E E E E E E E E E HS HS HS HS HS HS 4,096 4,096 4,096 5,024 4,096 5,024 5,024 5,024 5,024 5,024 5,024 5,024 5,024 1,674 919 1,731 1,697 1,432 1,506 1,696 748 1,696 748 1,847 861 1,847 881 2,344 1,287 2,423 2,376 2,005 2,108 2,374 1,044 2,374 1,044 2,586 1,205 2,588 1,205 1,752 2,809 1,673 1,720 3,019 1,988 2,650 3,980 2,650 3,980 2,438 3.619 2,438 3,819 1,706 2,486 1,708 2,488 2,486 1,706 1,706 2,486 2,486 2,226 3,434 306 780 960 960 980 980 980 980 960 960 1,440 1,440 1,440 1,M0 1,440 1,440 - 2,668 3,448 2,666 3,448 3,446 2,666 2,868 3,448 3,926 3,668 4,874 1,748 2,220 762 506 748 498 367 - 398 877 469 857 394 1,106 61 187 44 53 44 53 61 53 91 70 83 56 74 80 106 796 559 792 551 428 451 768 559 740 450 1,180 141 293 1,670 2,887 1,874 2,895 3,018 2,215 1,898 . 2,887 3,186 3,218 3,894 1,605 1,927 6,702 7,542 6,762 7,542 8,470 6,762 7,690 8,470 8,950 8,890 9,896 6,770 7,241 3,140 1,646 3,215 2,927 2,433 2,559 3,142 1,603 3,114 1,494 3,766 1,346 2,879 3,822 5,696 3,547 4,615 6,037 4,203 4,548 8,867 5,836 7,198 6,132 5,424 4,385 0 C 0 0 C D 0. C 0 C D C 0 SE 2 STREET SE /STREET NB E-1 W HS 3,264 1,807 2,530 734 2,880 1,440 2,880 73 203 73 203 1,387 2,877 8,464 8,144 1,276 2,733 5,186 3,411 C O NE 2 AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NB E LS 2,581 731 1,023 1,561 713 713 198 198 NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 SB NB SB NB SB SB E E E E E E-1W HS HS HS 2,584 2,584 2,584 2,584 2,564 4,912 512 - 731 512 731 512 1,127 717 1.023 717 1,023 717 1,578 1,887 1,581 1,867 1,561 1,867 713 518 1,070 460 480 480 480 713 460 998 480 1,550 119 84 308 22 26 22 28 119 22 110 22 334 515 594 458 086 458 • 1,218 3,297 3,297 3,064 3,582 3,064 4,134 1,221 838 1,045 527 1,045 1,051 2078 2,461 2,019 2,755 - 2,019 3,053 0 C 0 C D C 3,334 1,070 960 2,030 284 100 384 1,648 6,942 1,962 4,960 0 1.395 NE 3 STREET •SB E-1W HS 4,912 671 939 3,973 1,070 960 2,030 284 138 420 1,610 8,942 1,359 - 5,583 C NE 3 STREET NE 1 STREET SB E-1W HS 4,912 671 939 3,973 1,330 1,440 2,770 234 111 345 2,425 7,682 1,284 8,395 C NE 1 STREET FLAGLER STREET SB E-1W HS 4,912 871 939 3,973 552 1,440 1,992 68 114 202 1,790 6,904 1,141 5,783 C FLAGLER STREET SE 1 STREET SE STREET SB E-1W HS 4,912 871 939 3,973 1,440 1,440 114 114 1,326 6,352 1,053 5299 C 1 SE 2 STREET SB E-SW HS 4,912 671 939 3,973 1,316 1,440 2,756 351 151 502 2,254 7,668 1,441 6,227 C SE 2 STREET SE 4 STREET SE 4 STREET SE 8 STREET SB. NB E-1W HS 6,032 871 939 5,093 1,346 2,860 4,226 370 151 521 3,705 10,258 1,480 8,798 C SE 6 STREET SW 13 STREET 9B NB E E E HS HS 2,720 4,098 2,720 1,197 1,340 796 1,676 1,878 1,114 1,044 2,220 1,606 1,346 506 586 960 1,920 960 2,306 2,486 385 115 164 360 529 475 1,777 2,011 5,028 8,582 2,205 • 2351 2,821 4,231 D D se E 2,720 1245 1,883 1,461 2,989 240 164 276 680 2,309 5,709 1,704 3,915 D SW 13 STREET SW 15 ROAD SW 15 ROAD RICKENBACKER CSWY NB SEI NB E E E E HS • LSSB 2,720 2,720 2,720 2,720 803 1,476 810 1,384 844 2,006 1,134 1,910 637 1,876 654 1,588 810 666 306 308 306 1,920 980 960 1,463 1,463 1,463 3,949 2,729 2,729 308 119 156 26 138 360 85 97 692 278 892 1,171 517 815 136 2,770 2,212 1,914 168 6,689 6,449 5,449 3,026 3,064 1,361 2,881 1,272 3,615 4,068 2,566 1,764 D C D D 306 306 22 22 264 3,026 1,932 1,094 0 SOURCE: KEITH AND SCHNARS, P.A. N ATRANPLAMPROJECTS720011167161TABLES111 MATRIX. W K4 20-Nov-2001 TABLE 21.A7 ' DOWNTOWN MIAMI DR1 UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX . P.p. 4 415 . III ROADWAY MODE --Imes TVAN6IT MODE 121 ROADWAY CAPACITY - i3� PERS-TRIP CAPACITY ®PPV. 1.6 (41 . ROADWAY VEHICULAR VOLUME �� PERS-TRIP VOLUME *PPV• 1.4 (•� EXCESS PERSON TRIP CAPACITY in ROADWAY PERSON TR P (n BUS PER -TRIP CAPACITY LOAD- MOVER 116) RAIL PEAS -TRIP CAPACITY LOAD. t+n TOTAL TRANSIT PERS-TRW CAPACITY 1121 TRANSIT PERSON -TRIP VOLUME (13 TOTAL TRANSIT PERS VOLUME (14) TRANSIT PERS-TRIP EXCESS CAPACITY 115) SEGMENT PERSON TRIP SEGMENT 11.1 SEGMENT PERSON TRIP TOTAL ►rn SEGMENT PERS-TRIP EXCESS nn SEGMENT PERSON TRIP ROADWAY FROM TO IJE 5 STREET- OIR MIAMI ADOP- TED LOS ;ORRIDOP4EHICULAR TYPE PERS-TRIP CAPACITY LOAM BUS METRO- MOVER METRO- RAIL V/C LOS - CAPACITY VOLUME CAPACITY WC LOS BISCAYNE BLVD NE 2AVENUE EB E-1W HS 3,770 8,032 984 1,378 4,654 0.23 C - 2580 2,580 151 151 2,729 6,912 1,529 7,353 0.172 C NE 2AVENUE NE 1 AVENUE EB E-IW HS 3,070 4,912 984 1,378 3,534 0.28 C 2,880 2,880 151 151 2,729 7,792 1,529 6,263 0.196 C NE 1 AVENUE N MIAMI AVENUE EB E-1W HS 3,070 4,912 904 1,378 3,534 0.28 C 2,880 2,880 151 161 2,729 7,792 1,529 6,263 0.196 C N MIAMI AVENUE NW 2 AVENUE EB E-1W 3,070 4,912 984 1,378 3,534 0.28 C 4,812 1,376 3,534 0.261 C NW 2AVENUE 1.95 EB ' E-1W LS 3,070 4,912 1,098 1,537 3,375 0.31 D 309 309 73 73 236 5,221 1,810 3,611 0.308 D NE 3 STREET. BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE N. MIAMI AVENUE N. MIAMI AVENUE NW 3 AVENUE EB WB EB WB EB WB E E E E E E LS 840 840 840 840 840 840 1,344 1,344 1,344 1,344 1,344 1,344 90 694 90 694 90 694 126 972 126 972 128 972 1,218 372 1,218 372 1,218 372 0.09 0.72 0.09 0.72 0.09 0.72 C D C D . C D 260 280 52 52 208 1,604 1,344 1,344 1,344 1,344 1,344 178 972 126 972 126 972 1,428 372 - 1,218 372 1,215 372 0.111 0.723 0.094 0.723 0.094 0.727 C D C D C D NE 1 STREET BISCAYNE BLVD NE 2 AVENUE WB E-1W LS 2,040 3,264 326 456 2,808 0.14 C 948 948 60 60 886 4,212 516 3,696 0.123 C NE2AVENUE NW2AVENUE WB E-1W LS 2,040 3,264 326. 456 2,808 0.14 C 1,726 1,726 248 248 1,478 4,990 704 4,286 0.141 C NW AVENUE 1-95 I WB E-1W LS 2,040 3,264 878 1,226 2,038 0.38 D 1,208 1,208 540 540 668 4,472 1,766 2,706 0.395 0 ' FLAOLER STREET , BISCAYNE BLVD NE AVENUE WB E-1W LS 2,040 3,264 424 594 2,670 0.18 C 3,526 3,528 794 794 2,734 6,792 1,385 5,404 0.204 C NE 2 AVENUE NE 1 AVENUE VVB E-1W LS 2,040 3,264 424 594 2,670 0.18 C 3,528 3,528 650 850 2,878 6,792 1,244 5,548 0.183 C NE 1 AVENUE NW 1 AVENUE WB E-1W HS 2,040 3,284 424 594 2,670 0.18 C 3,528 2,680 6,408 672 252 924 5,484 9,672 1,518 8,154 0.157 C NW 1 AVENUE NW 2 AVENUE WB E-1W LS 2,040 3,264 1,254 1,756 1,508 0.54 D 1,950 1,950 555. 555 1,395 5,214 2.311 2,903 0.443 D NW2AVENUE 1-95 EB E 2,040 3,264 256 358 2,906 0.11 C 3,264 355 2,906 0.110 C 8E1 STREET BISCAYNE BLVD SE 1 AVENUE EB E-1W HS 3,070 4,912 1,037 1,452 3,480 0.30 D 3,434 1440 4,574 423 102 625 4,349 9,766 1,977 7,809 0.202 C SE 1 AVENUE SW 1 AVENUE EB E-1W HS 3,070 4,912 1,037 1,452 3,480 0.30 D 5,274 2,880 8,154 730 316 1,046 7,108 13,068 2.496 10,568 0.191 C SW I AVENUE SW 2AVENUE EB E-1W LS 3,070 4,912 975 1,365 3,547 0.28 C 3,606 3,806 622 822 2,984 6,716 2,187 8,531 0.251 C SW2AVENUE 1-95 EB E-1W LS 3,770 6,032 894 1,252 4,780 0.21 C 630 830 - 296 295 632 6,562 1,550 5,312 0.226 C SE 2 STREET/MS/U64 BISCAYNE BLVD. SE3AVENUE WB E-1W HS 3,770 6,032 2,402 . 3,383 2,669 0.56 D 30 2.860 2,910 1 146 147 2,763 8,942 _3,510 5,432 0.393 D . SE3AVENUE NE2AVENUE WB E-IW HS 3,770 6,032 2,402 3,363 2,669 0.56 D 566 2,860 3,448 134 148 280 3,166 9,478 3,643 5,635 0.384 0 SE 4 STREETISR5AUS-1 BISCAYNE BLVD. • SE2AVENUE ES E-1W HS 3,070 4,912 1,826 2,556 2,358 0.52. D 666 1,440 2,006 69 102 171 1.935 6915 2,727 4,191 0.394 D SE 7 STREET BRICKELL AVENUE SW 1 AVENUE SW 1 WB E-1W LS 3,070 4,912 1,025 1,435 3,477 0.29 C 278 276 24 24 252 5,168 1,459 3,729 0.281 C AVENUE 1-95 WB E-1W LS 3,070 4,912 . 1,470 2,058 . 2,854 0.42 0 378 375 210 210 168 5,290 2,288 3,022 0.429 0 BE 8 STREET BRICKELL AVENUE S. MIAMI AVENUE • EB E-1W LS 3,070 4,912 1,381 1,933 2,979 0.39 D 276 276 156 156 120 5,186 2,089 3,099 0.403 0 S. MIAMI AVENUE SW 1 AVENUE EB E-1W LS 3,070 4,912 2,193 3,070 1,842 0.63 0 810 . 810 300 300 510 5,722 3,370 2,352 0.589 0 SW 1 AVENUE 1-95 ES E-1W LS 3,770 6,032 2,235 3,129 2,903 0.52 D 534 534 345 345 189 6,568 3.474 3,092 0.529 D SOURCE: KEITH ANO SCHNARS, P.A. N3TRANPLAMPROJECTS120011167151TABLESU I MATRDCWM n Appendix D Intersection Capacity Analysis Worksheets 600 Brickell MUSP - Intersection Assignment INTERSECTION MOVEMENT EXISTING PM PEAK HR BACKGROUND GROWTH Growth rate: 1.0% No. of years: 6 Columbus Towers TAZ 555 TAZ 558 COMMITTED DEVELOPMENT FUTURE W/O PROJECT PROJECT TRIPS FUTURE WITH Total 125 Total 1713 Total 1780 S Total 774 PROJECT NBL 59 63 0 0 0 0 0 0 0 0 0 0 N 0 0 0' 00 0 E.9 000000 00 0 63 10 72 NBUT 40 42 0 0 42 0 42 NBT 1202 176 164 227 1502 0 1502 NBR 0 0 0 0 0 0 0 SBL 0 0 0 0 0 0 0 Brickell Avenue! SBT 1218 1293 178 188 1481 10 48 1491 SE 6 Street SBR EBL 12 31 13 33 0 0 0 0 13 33 146 60 179 EBT 0 0 0 0 0 0 0 EBR 94 100 0 83 183 117 300 WBL 0 0 0 0 0 0 0 WBT 0 0 0 0 0 0 0 WBR 0 0 0 0 0 0 0 TOTAL 2656 2819 25 343 131 498 3318 329 3647 NBL 543 576 00N 0 0 0 2 0000000 0 0 0 576 48 624 NBUT 11 12 0' 0 0 12 0 12 NBT 1155 1226 164 47 227 1453 10 1462 NBR 33 35 0 0 0 35 0 . 35 SBL 21 22 0 0 0 22 0 22 SBUT 20 21 0 0 0 21 0 21 Brickell Avenue/ SBT 1048 1112 178 83 272 1384 0 1384 SE 7 Street SBR 264 280 0 0 0 280 10 290 EBL 0 0 0 0 0 0 0 0 EBT 0 0 0 0 0 0 0 0 EBR 0 0 0 0 0 0 0 0 WBL 76 81 0 0 0 81 0 81 WBT 171 182 0 0 0 182 0 182 WBR 77 • 82 0 0 0 82 0 82 TOTAL 3419 3629 25 343 131 498 4128 67 4194 NBL 2 2 0 0 0 0 2 0 2 NBT 368 391 0 0 125 125 516 0 516 NBR 47 50 0 0 83 83 133 76 209 SBL 0 0 0 0 0 0 0 0 0 SBT 464 493 0 0 189 189 682 0 682 Miami Avenue/ SBR 0 0 0 0 0 0 0 0 0 SE 6 Street EBL 0 0 0 0 0 0 0 0 0 • EBT 1 1 0 0 0 0 1 0 1 EBR 0 0 0 0 0 0 0 0 0 WBL 0 0 0 0 0 0 0 0 0 WBT' 1 1 0 0 0 0 1 0 1 WBR 64 68 0 0 0 0 68 29 97 TOTAL 947 1005 0 0 398 398 1403 105 1508 NBL 454 482 0 0 458 458 940 0 940 NOT 333 353 0 0 208 208 562 76 638 NBR' 1 1 0 0 0 0 1 0 1 SBL 0 0 0 0 0 0 0 0 0 SBT 0 0 0 0 0 0 - 0 0 0 Miami Avenue/ SBR 0 0 0 0 0 0 0 0 0 SE 7 Street EBL 0 0 0 0 0 0 0 0 0 EBT 0 0 0 0 0 0 0 0 0 EBR 0 0 0 0 0 0 0 0 0 WBL 0 0 0 0 0 0 0' 0 0 WBT 1047 1111 0 0 0 0 1111 292 1403 WBR 83 88 0 0 0 0 88 0 88 TOTAL 1918 2036 0 0 566 666 2702 368 3070 NBL 0 0 0 0 0 0 0 m 0 0 0 o 0 0 0 • IO 0 0 0 El0 0 0 0 0 0 0 0 0 N O NO O o 0 o n N 0 0 29 NBT 0 0 0 0 0' 0 NBR 0 0 0 0 0 263 SBL 0 0 0 0 0 0 SBT 0 0 0 . 0 0 0 SE 6 Street / SBR 0 0 0 0 0 ' 0 Project Driveway EBL 0 0 0 0 0 0 EBT 92 0 0 83 176 176 EBR 0 0 0 0 0 76 WBL 0 0 0. 0 0 58 WBT 72 0 0 0 72 72 WBR 0 0 0 0 0 0 TOTAL 155 165 0 0 83 83 248 426 674 NBL o N o 0 0 0 0 0 00 0 0 • ' m 0000000000^0 0 0 0 0 O= 0 0 0 0 0 0 0 0 0 0 to 0 0 NBT 0 0 0 0 0 0 NBR 0 0 0 0 0 0 SBL 0 0 0, 0 0 0 SBT 0 0 0 0 0 0 SE 7 Street / SBR 0 0 0 0 292 292 Project Driveway EBL 0 0 0 0 0 0 EBT 0 0' 0 0 0 0 EBR 0 0 0 0 0 0 WEL 0 0 0 0 0 0 WBT 0 0 0 0 0 1119 WBR 0 0 0 0 58 58 TOTAL 1054 1119 0 0 0 0 ' 1119 350 1469 'ILLEGAL MOVEMENT '405103 Intersection anatysis.xis Existing Conditions HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 4/11/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: BRICKELL AVENUE / SE 6 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: 600 BRICKELL MUSP - # 05109 East/West Street: SE 6 STREET North/South Street: BRICKELL AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 99 1202 0 1218 12 Peak -Hour Factor, PHF 0.78 0.78 0.78 0.73 0.73 Hourly Flow Rate, HFR 126 1541 0 1668 16 Percent Heavy Vehicles 2 Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 2 0 Configuration L T R T TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 31 94 Peak Hour Factor, PHF 0.81 0.81 Hourly Flow Rate, HFR 38 116 Percent Heavy Vehicles 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L I I LR v (vph) 126 154 C(m) (vph) 376 12 v/c 0.34 12.83 959s queue length 1.45 20.56 Control Delay 19.3 5938 LOS C F • Approach Delay 5938 Approach LOS F HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Area Type: All other areas Date: 4/11/05 Jurisd: Period: EXISTING PM PEAK HOUR Year : 2005 Project ID: 600 BRICKELL MUSP - # 05109 E/W St: SE 7 STREET N/S St: BRICKELL AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: BRICKELL AVENUE / SE 7 STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L. T R L T R L T R L T R 0 0 0• 0 2 0 2 3 0 1 2 1 • LTR L • TR L T R 76 171 77 554 1155 33 41 1048 264 12.0 12.0 12.0 12.0 12.0 12.0 0 0 26 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right A Peds Peds WB Left A SB Left A A Thru A Thru A Right A Right A Peds Peds NB Right EB Right SB Right WB Right Green 20.0 49.0 33.0 Yellow 4.0 4.0 3.0 All Red 1.0 1.0 0.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LTR 588 3380 0.66 0.17 47.0 D 47.0 Northbound L 986 TR 2153 3437 0.68 0.29 38.1 D 5053 0.67 0.43 27.2 C 30.7 C Southbound L 655 1770 0.08 0.76 14.2 B T 1511 3547 0.89 0.43 37.5 D 34.3 C R 674 1583 0.45 0.43 23.9 C Intersection Delay = 33.7 (sec/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY DPA Analyst: Agency/Co.: Date Performed: 4/11/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: S MIAMI AVENUE / SE 6 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: 600 BRICKELL MUSP - # 05109 East/West Street: SE 6 STREET North/South Street: SOUTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 2 368 47 464 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.84 Hourly Flow Rate, HFR 2 432 55 • 552 Percent Heavy Vehicles 2 Median Type/Storage Undivided. / RT Channelized? Lanes 1 2 0 2 Configuration L T TR T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement • 7 8 9 1 10 11 12 L T R 1 L T R Volume 64 0 1 Peak Hour Factor, PHF 0.65 0.85 0.85 Hourly Flow Rate, HFR 98 0 1 Percent Heavy Vehicles 2 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage / Lanes 1 0 1 Configuration R LT Delay, Queue Length, and Level of Service Approach .NB SB Westbound Eastbound Movement 1 '4 1 7 8 9 10 11 12 Lane Config L R LT v (vph) 2 98 1 C(m) (vph) 1014 757 228 v/c 0.00 0.13 0.00 95% queue length 0.01 0.44 0.01 Control Delay 8.6 10.5 20.9 LOS A B C Approach Delay 10.5 20.9 Approach LOS B C HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 4/11/05 Period: EXISTING PM PEAK HOUR Project ID: 600 BRICKELL MUSP - # 05109 E/W St: SE 7 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: MIAMI AVENUE / SE 7 STREET Area Type: All other areas Jurisd: Year : 2005 N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 2 1 T R 1047 83 12.0 12.0 8 1 2 0 L • T 454 333 12.0 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WB Left Thru A Right A Peds NB Right SB Right Green 36.0 Yellow 4.0 All Red 1.0 Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 A A 7 8 35.0 4.0 0.0 Cycle Length: 80.0 Intersection Performance Summary secs Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound T 1596 R 712 Northbound L 774 T 1552 Southbound 3547 0.76 0.45 20.7 C 20.1 C 1583 0.12 0.45 12.9 B 1770 0.64 0.44 19.5 B 3547 0.24 0.44 14.2 B 17.2 B Intersection Delay = 19.0 (sec/veh) Intersection LOS = B Future without Project HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: ,Agency/Co.: 'Date Performed: 4/11/05 DPA Analysis Time Period: FUTURE W/OUT PROJ PM PEAK HOUR Intersection: BRICKELL AVENUE / SE 6 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2011 Project ID: 600BRICKELL MUSP - # 05109 East/West Street: SE 6 STREET North/South Street: BRICKELL AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement. 1 2 3 14 5 6 L T R I L T R Volume 103 1477 0 1456 12 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 108 1554 0 1532 12 Percent Heavy Vehicles 2 Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 2 0 Configuration L T R T TR (i Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 10 11 12 L T R L T R Volume 32 181 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 33 190 Percent Heavy Vehicles. 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L I I LR v (vph) •108 223 C(m) (vph) 426 25 v/c 0.25 8.92 95% queue length 0.99 27.76 Control Delay 16.3 3868 LOS C F Approach Delay 3868 Approach LOS F HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: BRICKELL AVENUE / SE 7 STREET Agency: Area Type: All other areas (ThDate: 4/11/05 Jurisd: Period: FUTURE W/OUT PROJ PM PEAK HOUR Year : 2011 Project ID: 600 BRICKELL MUSP - # 05109 E/W St: SE 7 STREET' N/S St: BRICKELL AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T. R 0 0 0 0 2 0 LTR 79 178 80 12.0 2 3 0 L TR 576 1428 34 12.0 12.0 0 Southbound L T R 1 2 1 L T R 43 1362 272 12.0 12.0 12.0 27 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 .4. 5 6 7 8 EB Left Thru Right Peds • WB Left A Thru A Right A Peds NB Right SB Right NB Left A Thru A Right A Peds SB Left A A Thru A Right A Peds EB Right WB Right Green 20.0 49.0 33.0 Yellow 4.0 '4.0. 3.0 All Red 1.0 1.0 0.0 . Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LTR 588 3381 0.60 0.17 45.6 D 45.6 D Northbound L 986 3437 0.61 0.29 36.6 D TR 2154 5056 0.71 0.43 28.4 C 30.7 C Southbound L 650 1770 0.07 0.76 15.3 B T 1511 3547 0.95 0.43 44.8 D 40.8 D 674 1583 0.38 0.43 23.0 C Intersection Delay = 36.1 (sec/veh) •Intersection LOS = D HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 4/11/05 Analysis Time Period: FUTURE W/OUT PROJ PM PEAK HOUR Intersection: S MIAMI AVENUE / SE 6 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2011 Project ID: 600 BRICKELL MUSP - # 05109 East/West Street: SE 6 STREET North/South Street: SOUTH MIAMI•AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 •3 L T R Southbound 4 5 6 L T R Volume 2 508 132 672 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 534 138 707 . Percent Heavy Vehicles 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 2 0 2 Configuration L T TR T Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L T R I L T R Volume 67 0 1 Peak Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 70 0 1 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes 1 0 1 Configuration R LT Delay, Queue Length, and Level of Service Approach NB SB .. Westbound Eastbound Movement 1 4. I 7 8 9 I 10 11 12 Lane Config L I R I LT v (vph) 2 70 1 C(m) (vph) 887 660 143 v/c 0.00 0.11 0.01 95% queue length 0.01 0.35 0.02 Control Delay 9.1 11.1 30.4 LOS A B D -Approach Delay 11.1 Approach LOS B 30.4 HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: MIAMI AVENUE / SE 7 STREET Agency: Area Type: All other areas (ThDate: 4/11/05 Jurisd: Period: FUTURE W/OUT PROJ PM PEAK HOUR Year : 2011 Project ID: 600 BRICKELL MUSP - # 05109 E/W St: SE 7 STREET N/S St: MIAMI AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 0 2 1 T R 1090 86 12.0 12.0 9 1 2 0 L T 931 555 12.0 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8. EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SB Left Thru A Thru Right A Right Peds Peds NB Right EB Right SB Right .WB Right Green 36.0 35.0 Yellow 4.0 4.0 All Red 1.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound T 1596 3547 0.72 0.45 19.5 B 19.0 712 1583 0.11 0.45 12.8 B Northbound L 774 T 1552 Southbound 1770 1.27 0.44 152.5 F 3547 0.38 0.44 15.3 B 101.2 F Intersection Delay = 65.1 (sec/veh) Intersection LOS = E fl Future with Project HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: 4/11/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: BRICKELL AVENUE / SE 6 STREET Jurisdiction: Units:.U. S. Customary Analysis Year: 2011 Project ID: 600 BRICKELL MUSP - # 05109 East/West Street: SE 6 STREET North/South Street: ' BRICKELL AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 S 6 • L•T R L T R Volume 114 1502 0 1491 60 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 120 1581 0 1569 63 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 1 2 0 Configuration L T R T TR Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L T R I L T R Volume 179 300 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 188 315 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L I I LR v (vph) 120 503 C(m) (vph) 394 8 v/c 0.30 62.88 95% queue length 1.27 64.79 Control Delay 18.1 28749 <<LOS C F _YApproach. Delay 28749 Approach LOS F HCS2000: Signalized Intersections Release 4.1e Analyst: Inter.: BRICKELL AVENUE / SE 7 STREET Agency: Area Type: All other areas Date: 4/11/05 Jurisd: Period: FUTURE WITH PROJ PM PEAK HOUR Year : 2011 Project ID: 600 BRICKELL MUSP - # 05109 E/W St: SE 7 STREET N/S St: BRICKELL AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R L T R 0 0 0 2 0 LTR 81 "182 82 12.0 2 3 0 L TR 636 1462 35 12.0 12.0 0 Southbound L T R 1 2 1 L T R 43 1384 290 12.0 12.0 12.0 28 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right A Peds Peds WB Left A SB Left A A Thru A Thru A Right A Right A Peds Peds 1)NB Right EB Right SB Right WB Right Green 20.0 49.0 33.0 Yellow 4.0 4.0 3.0 All Red 1.0 1.0 0.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (.$) v/c g/C Delay LOS Delay LOS Eastbound Westbound LTR 588 3381 0.62 0.17 .45.9 D 45.9 D Northbound L 986 3437 TR 2154 5056 Southbound L T 0.68 0.29 38.2 D 0.73. 0.43 28.8 C 31.6 C 650 1770 0.07 0.76 15.8 B 1511 3547 0.96 0.43 47.6 D 43.0 D 674 1583 0.41 0.43 23.3 C Intersection Delay = 37.4 (sec/veh) Intersection LOS = D HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY (ThAnalyst: Agency/Co.: Date Performed:. 4/11/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: S'MIAMI AVENUE / SE 6 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2011 Project ID: 600 BRICKELL MUSP - # 05109 East/West Street: SE 6 STREET North/South Street: SOUTH MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 2 516 209 682 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 543 220 717 Percent Heavy Vehicles 2 -- .Median Type/Storage Undivided / RT Channelized? Lanes 1 2 0 2 Configuration L T TR T (Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L T R L T R Volume 97 0 1 Peak Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 102 0 1 Percent Heavy Vehicles 2, 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes 1 0 1 Configuration R LT Delay, Queue Length, and Level of Service Approach NB' SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L I R I LT v (vph) 2 102 1 C(m) (vph) 880 616 124 v/c 0.00 0.17 0.01 95% queue length 0.01 0.59 0.02 Control Delay 9.1 12.0 34.3 LOS A B D :Approach Delay 12.0 34.3 Approach LOS B D HCS2000: Signalized Intersections Release 4.1e Analyst: Inter.: MIAMI AVENUE / SE 7 STREET Agency: Area Type: All other areas fl Date: 4/11/05 Jurisd: Period: FUTURE WITH PROJ PM PEAK HOUR Year : 2011 Project ID: 600 BRICKELL MUSP - # 05109 E/W St: SE 7 STREET N/S St.: MIAMI AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L . T R L T R L T R 0 0 0 0 2 1 • T R 1403 88 12.0 12.0 9 1 2 0 L • T 940. 638 12.0 12.0 • Southbound L T R 0 0 0 Duration 0.25 Area Type: All other'areas Signal Operations Phase Combination 1 2 3 4 5 6 7• 8 EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SB Left Thru A Thru Right A Right Peds Peds 1 ThNB Right EB Right SB Right WB Right Green 36.0 35.0 Yellow .4.0 4.0 All Red 1.0 0.0. Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound T 1596 R 712 Northbound 3547 0.93 0.45 30.3 C 29.4 C 1583 0.12 0.45 12.8 B L 774 1770 1.28 0.44 157.4 F T 1552 3547 0.43 0.44 15.8 B Southbound 100.1 F Intersection Delay = 65.9 (sec/veh) Intersection LOS = E HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 4/11/05 Period: FUTURE W/PROJ W/IMP PM PEAK Project ID: 600 BRICKELL MUSP - # 05109 E/W St: SE 7 STREET Inter.: MIAMI AVENUE / SE 7 STREET Area Type: All other areas Jurisd: Year 2011 N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 0 0 Westbound Northbound L T R L T R 0 2 1 T R 1403 88 12.0 12.0 9 1 2 0 L T 940 638 12.0 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 .8 EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SB Left Thru A Thru Right A Right Peds Peds �NB Right EB Right. SB Right WB Right Green 33.0 38.0 Yellow 4.0 4.0 All Red 1.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate _ Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound T 1463 3547 1.01 0.41 49.4 D 47.5 D R 653 1583 0.13 0.41 14.7 B Northbound L 841 1770 1.18 0.47 112.6 F T 1685 3547 0.40 0.47 13.8 B 72.6 E Southbound Intersection Delay = 60.5 (sec/veh) Intersection LOS = E Project Driveway HCS2006: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY %� Analyst: I !Agency/Co.: Date Performed: 4/21/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SE 6 STREET / DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2011 Project ID: 600 BRICKELL MUSP - # 05109 East/West Street: SE 6 STREET North/South Street: DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 176 76 58 72 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 185 80 61 75 Percent Heavy Vehicles 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Movement Northbound Southbound 7 8 9 1 10 11 12 L T R 1 L T R Volume 29 263 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 30 276 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound • Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LT 1 LR v (vph) 61 306 C(m) (vph) 1299 779 v/c 0.05 0.39 95% queue length 0.15 1.88 Control Delay 7.9 12.6 \LOS A B :''approach Delay 12.6 Approach LOS B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY fl Analyst: Agency/Co.: Date Performed: 4/21/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SE 7 STREET / DRIVEWAY Jurisdiction: Units: U. S. Customary Analysis Year: 2011 Project ID: 600 BRICKELL MUSP - # 05109 East/West Street: SE 7 STREET North/South Street: DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 L T R Westbound 4 5 • 6 L T R Volume 1119 58 Peak -Hour Factor, PHF 0.95 0.95. Hourly Flow Rate, HFR 1177 61 Percent Heavy Vehicles -- Median Type/Storage Undivided / RT Channelized? No Lanes 2 1 Configuration T R Upstream Signal? No No Minor Street: Approach Movement Northbound Southbound 7 8 9 I 10 11 12 L T R I L T R Volume '292 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 307 Percent Heavy Vehicles 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config I I R v (vph) C(m) (vph) v/c • 95% queue length Control Delay LOS '';Approach Delay Approach LOS 22.2 307 509 0.60 3.94 22.2 C Appendix E Committed Development Information 600 Brickell MUSP Committed Develoment Trip Assignment Segment Project From To Direction Columbus Tower TAZ 555 • TAZ 558 Total Brickell Ave/Biscayne Blvd • NE 1 Street SE 1 Street NB 84 - 335 83 503 SB 56 309 95 460 SE 1 Street SE 2 Street NB 70 335 83 489 SB • 47 77 95 219 SE 2 Street SE 4 Street NB 70 503 83 656 Biscayne Blvd SE 2 Avenue EB 28 540 83 652 SE 4 Street SE 8 Street NB 28 309 83 420 SB 19 335 ' 189 544 SE 7 Street Brickell Ave SW 1 Ave WB 0 0 458 458 SE 8 Street Brickell Ave S. Miami Ave EB 0 0 0 0 # 05109 - Commited Develoment Matrix Existing Conditions.xls 600 Brickell MUSP Columbus Tower - TAZ 543 Locational Information Units Sq Ft. Name Type of Permit Address Description Net Area Res / Condo Hotel Office Retail Columbus Residential Tower MUSP 50 Biscayne Boulevard Mixed -use: Residential & Retail Downtown 523 0 0 15,727 Total 523 0 0 15,727 # 05109 - Columbus Comm_ Developments.xls Columbus Tower TAZ 543 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim Speciality Retail 523 DU 15,727 SF 232 814 62% 44% 126 19 38% 56% 73 24 199 43 GROSS VEHICLE TRIPS 160% 145 140% 97 I 242 Vehicle Occupancy Adjustment © 16.00% of Gross External Trips Transit Trip Reduction @ 22.60% of Gross External Trips Pedestrian / Bicycle Trip Reduction © 10.00%.... of Gross External Trips (1) (2) (3) 60% 60% 60% 23 33 15 40% 40% 40% 16 22 10 39 55 36 NET EXTERNAL VEHICLE TRIPS 60% 75 40% 50 112 I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit c. 1.40 Persons/ Vehicle 60% 60% 94 46 40% 40% 63 31 157 77 Net External Person Trips (vehicles and transit modes) 60% 140 40% 94 234 I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 160% 30 140% I 20 I 51 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II # 05109 - Columbus .T-gen_pm.xls n 600 Brickell MUSP 2005 Cardinal Distribution Direction TAZ 543 NNE 10.85% ENE 5.47% ESE 2.82% SSE 6.70% SSW 9.79% WSW 25.49% WNW 19.84% NNW 19.05% TOTAL 100.01 % #05109 - TAZ 543 TAZ.xIs 600 Brickell MUSP Commited Developments - TAZ 555 Locational Information Units Sq Ft. Name Type of. Permit Address Description Net Area Res / Condo Hotel Office Retail DuPont Towers MUSP 300 Biscayne Boulevard WayMixed-use: y Residential, Retail, Restaurant, Condo/Hotel Downtown 1,228 62 0 38,000 One Miami MUSP 205 South Biscayne Blvd. y Mixed -use: office, residential, commercial Downtown 896 0 24,000 17,000 Met Miami Parcels B, C, & D MUSP 30 SE 3 Street (B), 200 SE 3 Street (C) Mixed -use: Residential, retail & entertainment (4 building) Downtown 1,500 0 500,000 236,700 Total 3,624 62 524,000 291,700 # 05109 - TAZ 555 Comm_ Developments.xls TAZ 555 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS . IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim 3,624 DU 232 62% 870 38% 507 1377 Hotel 62 ROOMS 310 54% 19 46% 17 36 Office 524,000 SF 710 17% 113 83% 553 666 Speciality Retail 55,000 SF 814 44% 65 56% 84 149 Shopping Center 236,700 SF 820 48% 531 52% 575 1106 GROSS VEHICLE TRIPS 1 83% 1598 l 90% 1736 1 1921 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) 83% 256 90% 278 307 Transit Trip Reduction @ 22.60% of Gross External Trips (2) 83% 361 90% 392 434 Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (3) 83% 160 90% 174 288 NET EXTERNAL VEHICLE TRIPS 83% 821 90% 892 891 I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 83% 1038 90% 1128 1248 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 83% 506 90% 549 608 Net External Person Trips (vehicles and transit modesL 83% 1544 90% 1677 • 1856 I I I Net External Person trips walking/ using bicycle 1.40 Persons/ Vehicle 183% 336 190% I 365 I 403 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (4) TAZ 555 included DuPont Towers, One Miami, and Met Miami Parcels B, C & D # 05109 - TAZ 555 T-gen_pm.xls 600 Brickell MUSP 2005 Cardinal Distribution Direction TAZ 555 NNE 11.29% ENE 4.61% ESE 2.08% SSE 1.24% SSW 11.33% WSW 24.87% WNW 23.42% NNW 21.17% TOTAL 100.01 % 44.59% 15.90% 36.20% 3.32% #05109 - TAZ 555 TAZ.xis 600 Brickell MUSP Commited Developments - TAZ 568 Locational Information . Units Sq Ft. Name Type of Permit Address Description Net Area Res I Condo Hotel Office Retail Brickell on the River MUSP 31 SE 5 Street Residential w/ accessory retail & office (2 towers) Downtown 712 0 8,400 2,600 Brickell Commons MUSP 750 S Miami Avenue Mixed Use: Development Project with 5,000 seat movie theater Downtown 1,700 0 0 585,938 500 Brickell MUSP 500 Brickell Avenue, 65,59,57,51,47,41 SE 6 Street Mixed Use: residential & retail Downtown 633 0 0 20,497 Total 3,045 0 8,400 609,035 # 05109 -TAZ 568 Comm_ Developments2.xls TAZ 568 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim 3,045 DU 232 62% 731 38% 426 1157 Office 8,400 SF 710 17% 2 83% 10 12 Speciality Retail 23,097 SF 814 44% 27 56% 35 62 Shopping Center 585,938 SF 820 48% 965 52% 1046 2011. GROSS VEHICLE TRIPS I 53% 1725 147% 1517 I 3242 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) 53% 276 47% 243 519 Transit Trip Reduction @ 14.10% of Gross External Trips (2) 53%. 243 47% 214 457 Pedestrian / Bicycle Trip Reduction @ 15.00% of Gross External Trips (3) 53% 259 47% 228 486 NET EXTERNAL VEHICLE TRIPS 53% 947 47% 833 1780 I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 53% 1326 47% 1166 2492 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 341 47% 299 640 Net External Person Trips (vehicles and transit modes) 53% 1666 47% 1465 3132 I 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 153% 362 147% 319 I 681 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (4) TAZ 568 included Brickell on the River, Brickell Commons, and 500 Brickell #05109 - TAZ 568 T-gen pm.xls 600 Brickell MUSP 2005 Cardinal Distribution Direction TAZ 568 NNE 15.14% ENE 6.64% ESE 2.17% SSE 4.68% SSW 5.64% WSW 23.73% WNW 17.92% NNW 24.06% TOTAL 99.98% 41.98% 21.78% 29.37% 6.85% #05109 - TAZ 568 TAZ.xls Appendix F Traffic Control Measures Plan 600 Brickell MUSP TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project is a proposed residential development which includes retail. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in `a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (10%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. 05109/i VTR AFFICCO NTR OL. DOC