List of Exhibits...ii

One Brickell Traffic Study TABLE OF CONTENTS List of Exhibits...ii EXECUTIVE SUMMARY...1 1. INTRODUCTION...2 1.1 Study Area...2 1.2 Study Objective...5 2. EXISTING TRAFFIC CONDITIONS...6 2.1 Data Collection...6 2.1.1 Roadway Characteristics...6 2.1.2 Traffic Counts...7 2.1.3 Intersection Data...7 2.2 Corridor Capacity Analysis...1 2.3 Intersection Capacity Analysis...12 3. PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS...15 4. FUTURE TRAFFIC CONDITIONS...16 4.1 Background Traffic...16 4.2 Project Traffic...17 4.2.1 Project Trip Generation...17 4.2.2 Project Trip Assignment...2 4.3 Future Corridor Capacity Analysis...2 4.4 Future Intersection Capacity Analysis...23 4.5 Site Access...23 5. CONCLUSIONS...26 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Site Plan Approved Transportation Methodology Traffic Counts, FDOT Adjustment Factors, Historic Data & Signal Timing FDOT s Quality/LOS Handbook LOS Table Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Transportation Demand Management Plan Page Page i

One Brickell Traffic Study LIST OF EXHIBITS Exhibit Page 1 Location Map...4 2 Existing PM Peak Hour Traffic Volumes...8 3 Existing Lane Configurations...9 4 Existing Corridor and Transit Conditions...11 5 Person-trip Volume and Capacity Existing Conditions Matrix...13 6 Existing Intersection Capacity Analysis...14 7 Committed Development Trip Generation...16 8 Project Trip Generation Summary...18 9 Cardinal Distribution...2 1 Project Trip Distribution...21 11 Person-Trip Volume and Capacity Future Conditions Matrix...22 12 Future with Project PM Peak Hour Traffic Volumes...24 13 Future with Project Intersection Capacity Analysis...25 Page ii

One Brickell Traffic Study EXECUTIVE SUMMARY One Brickell will be located at 444 Brickell Avenue in Miami, Florida. The project proposes 1,4 residential units, a 25-room hotel, and 24,463 SF of specialty retail. The site is currently occupied by 342,978 SF of office space. Inbound/outbound access to the site will be provided via two two-way driveways accessing SE 5 th Street. Build out of the project is anticipate by the year 218. The subject 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 of Miami 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. An assessment of the PM peak hour traffic associated with the One Brickell development was performed in accordance with the approved methodology submitted to the city. Analysis of existing (214) and future (218) 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 corridor segments analyzed. Results of the future intersection analysis show that the following intersections are projected to operate within the LOS standard adopted by the city: Brickell Avenue /SE 4 th Street, Brickell Avenue /SE 5 th Street, Brickell Avenue /SE 7 th Street, Brickell Avenue /SE 8 th Street. However, the major approach at the Brickell Avenue / NE 7 th Street intersection and minor approach at the Brickell Avenue / NE 5 th Street intersection are projected to operate at low levels of service. With signal timing improvements these intersections will operate within the city s LOS standard. Page 1

One Brickell Traffic Study 1. INTRODUCTION One Brickell will be located at 444 Brickell Avenue in Miami, Florida (see Ex hibit 1). The project proposes 1,4 residential units, a 25-room hotel, and 24,463 SF of specialty retail. The site is currently occupied by 342,978 SF of office space. Inbound/outbound access to the site will be provided via two two-way driveways accessing SE 5 th Street. The project site plan is included in Appendix A. Build out of the project is anticipate by the year 218. 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 B), the traffic study was performed for PM peak conditions. For traffic analysis purposes, the study area limits are defined as NE 1 st Street to the north, SE 8 th Street to the south, Brickell Avenue to the east, and SW 1 st Avenue west. Turning movement traffic counts were collected during the PM (4: -6:) peak period at four major intersections in the immediate project vicinity. 1. Brickell Avenue / SE 4 th Street (S Biscayne Boulevard) 2. Brickell Avenue / SE 5 th Street 3. Brickell Avenue / SE 7 th Street 4. Brickell Avenue / SE 8 th Street In addition to these intersections, we analyze the project driveways. Segment traffic volumes were collected as 24-hour machine counts at the following locations: 1. Brickell Avenue / Biscayne Blvd between NE 1 st Street and SE 8 th Street 2. SE 7 th Street between Brickell Avenue and SW 1 st Avenue 3. SE 8 th Street between Brickell Avenue and S Miami Avenue Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. Raw traffic counts were adjusted to peak season (for the peak hour period). The signal timing and phasing at the study signalized intersections were obtained from Miami-Dade County. Page 2

One Brickell Traffic Study Existing and future traffic conditions for the project area were established using the persontrip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. Corridor capacities were estimated using generalized vehicular capacities (converted to person-trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. Project Traffic Project trip generation were 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 from Increment II of the Downtown DRI or other acceptable equivalent. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI or other acceptable equivalent. 5. Establish the net external vehicle trips. 6. Convert the net external vehicle trips to person-trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person-trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person-trips for the vehicle and transit modes. Background Traffic - A growth factor consistent with historical annual growth in the area was applied to the existing traffic volumes. Committed Developments - were based on the list of relevant projects included in the City s web based application or as provided by city staff. Committed development trips were converted to person-trips based on the methodology described above. Synchro software or the Highway Capacity Software (HCS) based on the 21 Highway Capacity Manual (HCM) was 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) was used for the intersection capacity analysis. Intersection capacity analyses were performed at the study intersections and the proposed project driveways. Trip Assignment - Net new external project traffic were assigned to the adjacent street network using the appropriate cardinal distribution from the Miami-Dade Long Range Transportation Plan, published by the Metropolitan Planning Organization. Normal traffic patterns were considered when assigning project trips. Site Access and Circulation Analysis for large vehicles was done using Auto Turn software to assess site access and circulation maneuverability. A Transportation Control Measure Plan is included in the report. Page 3

One Brickell Traffic Study 1.2 Study Objective The objective of this traffic study is to assess the possible PM peak hour impacts on adjacent intersections using vehicular volumes and the Synchro Software, based on the procedures of the 21 Highway Capacity Manual. The study also assess possible PM peak hour impacts on the project area corridors using the person-trip corridor capacity method. This method is designed to meet the challenges posed by Florida s growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. The method is consistent with the City s Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, thus making mass transit a full partner in the urban transportation system. Page 5

One Brickell Traffic Study 2. EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics Biscayne Boulevard Biscayne Boulevard (US -1) is a major arterial that provides north/south access throughout the city of Miami from the downtown (the CBD) north to the Broward County line. 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 nd Street and NE 5 th Avenue 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. The elevated metromover runs along the Biscayne Boulevard median between SE 2 nd Street and NE 1 st Street. The Metromover s Bayfront Park Station is located on Biscayne Boulevard in the Vicinity of SE 2 nd Street. On-street parking is not permitted within the study area. The posted speed limit is 3 mph. 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 th Street and SE 5 th Street, Brickell Avenue is a two-way, six-lane, divided roadway. Brickell Avenue south of SE 4 th Street over the Miami River operates as a two-way, five-lane (two northbound lanes and three southbound lanes), divided roadway. The bridge is six lanes wide but the northbound lanes narrow to two lanes due to right-of-way constraints. The extension of Brickell Avenue north of SE 4 th Street is SE 2 nd Avenue. Northbound traffic on Brickell Avenue must turn right onto eastbound SE 4 th 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. SE 5 th Street SE 5 th Street is local road that provides east/west access within the project area. Between S Miami Avenue and Brickell Avenue, SE 5 th Street is a two-way, two-lane undivided roadway. Page 6

One Brickell Traffic Study The speed limit is not posted within the study area. On-street parallel parking is permitted within the study area. Pedestrian signals and marked crosswalks are provided across all approaches of the Brickell Avenue and SE 5 th Street intersection. SE 7 th Street SE 7 th Street is principal arterial road that provides west access within the project area. Between S Miami Avenue and Brickell Avenue, SE 7 th Street is a one-way, three-lane roadway in the westbound direction. The speed limit is not posted within the study area. Pedestrian signals and marked crosswalks are provided across all approaches of the Brickell Avenue and SE 7 th Street intersection. SE 8 th Street SE 8 th Street is principal arterial road that provides east access within the project area. Between S Miami Avenue and Brickell Avenue, South 8 th Street is a one-way, three-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 th Street within the study area. Pedestrian signals and marked crosswalks are provided across all approaches of the Brickell Avenue and SE 8 th Street intersection. 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. Traffic counts were collected on Tuesday, November 25 th 214 and Wednesday, December 1 th 214. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Exhibit 2 shows the adjusted 214 PM peak season, peak hour period 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 C. 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 7

One Brickell Traffic Study 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the persontrip 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 213 Quality/Level of Service Handbook. Transit (bus and fixed rail) ri dership 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 D. 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 persontrip 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 1

One Brickell Traffic Study Page 11 Count Total Total Total Total Corridor Source/ Raw PM Peak PM Peak Dir Max Bus Bus Metrorail Metrorail Metromover Metromover Transit Transit Existing Period Peak Period Season Period Service Ridership Capacity Ridership Capacity Ridership Capacity Ridership Capacity From To Dir Lanes Volume Factor Volume Volume [1] [2] [2] [2] [2] [2] [2] [2] [2] Brickell Avenue / Biscayne Boulevard NE 1st Street SE 1st Street NB 4 LD Traffic Survey- PM 1468 1.5 1541 342 116 3434 74 144 118 4874 SB 4 LD Traffic Survey- PM 844 1.5 886 342 61 36 8 144 141 1746 SE 7th Street SE 8th Street Exhibit 4 Existing Corridor and Transit Conditions Roadway Conditions (vehicles) Transit Conditions (persons) SE 1st Street SE 2nd Street NB 4 LD Traffic Survey- PM 1253 1.5 1315 342 187 78 16 144 293 222 SB 4 LD Traffic Survey- PM 934 1.5 98 342 73 14 73 14 SE 2nd Street SE 4th Street NB 2 LD Traffic Survey- PM 1531 1.5 168 234 187 78 211 288 398 366 Biscayne Blvd SE 2nd Avenue EB 3 LD Traffic Survey- PM 157 1.1 1522 2918 341 1346 16 144 447 2786 SE 4th Street SE 8th Street NB 3 LD Traffic Survey- PM 139 1.1 1323 256 365 1346 164 96 529 236 SB 3 LD Traffic Survey- PM 1282 1.1 1295 256 115 566 36 192 475 2486 Brickell Avenue SW 1st Avenue WB 3 LU Traffic Survey- PM 79 1.1 717 234 24 276 24 276 Brickell Avenue S Miami Ave EB 3 LU Traffic Survey- PM 793 1.1 81 2918 2 276 2 276 Notes: [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook and Adjusted as follows: - Biscayne Boulevard : Class II Arterial Divided ( 3,42 vph); - Biscayne Boulevard : Class II Arterial Undivided -25% for Multilane Undivided and (1.2) for One-Way facility adjstment (256vph *.75*1.2 = 2,34vph); - SE 4 Street/US-41 : Class II Arterial Undivided - 5% for exclusive left turn lanes and (1.2) for One-Way facility adjustment (256 vph *.95*1.2 = 2,918 vph); - Brickell Avenue : Class II Arterial Undivided (2,56 vph); - SE 7 Street : Class II Arterial Undivided -25% for No exclusive left turn lanes or right turns and (1.2) for One-Way facility adjustment (256 vph *.75 * 1.2 = 2,34vph); - SE 8 Street: Class II Arterial - -5% for Exclusive Left Turns and (1.2) for One-Way facility adjustment(256 vph *.95 * 1.2= 2,918 vph); [2] Transit information obtained from Downtown Miami DRI Increment II

One Brickell Traffic 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 213 Quality/Level of Service Handbook (see Appendix D). Based upon the person-trip evaluation for existing traffic conditions, all of the study corridors currently operate within the person-trip level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Synchro Software, based on the procedures of the 21 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix E. The analysis indicates that the overall operations of all intersections analyzed currently operate within the LOS E standard establish in the city of Miami Comprehensive Plan. It should be noted that the software used for the analysis does not allow an exclusive turn lane adjacent to a shared right/left turn/through lane. The Brickell Avenue and SE 8 th Street intersection exiting lane configuration for the westbound approach is one exclusive right turn lane, one shared right/left/through lane, and one exclusive left turn lane. Since the predominent movement is westbound right, the shared right/left/through lane was modeled as an exclusive right. Therefore the modeled westbound lane configuration was one exclusive left, and two right turn lanes to allow for analysis. Due to the reduction in right turn lanes, westbound right turn volumes were reduce accordingly. Page 12

One Brickell Traffic Study Page 13 Exhibit 5 Person-Trip Volume and Capacity Existing Conditions Matrix Roadway Mode Transit Mode (l) Segment Person Trip (a) (b) (c) (d) (e) (f) (g) (h) (i) (j) (k) Roadway Pers-Trip Roadway Pers-Trip Excess Total Total Pers-Trip Segment Segment Pers-Trip Corridor Dir Vehicular Capacity Vehicular Volume Pers-Trip Pers-Trip Pers-Trip Excess Pers-Trip Pers-Trip Excess Capacity @PPV=1.6 Volume @PPV=1.4 Capacity Capacity Volume Capacity Capacity Volume Capacity v/c LOS From To (a) * 1.6 (c) * 1.4 (b) - (d) (f)-(g) (b)+(f) (d)+(g) (i)-(j) (j)/(i) [1] [2] [3] [4] [5] [6] [7] Brickell Avenue / Biscayne Boulevard NE 1st Street SE 1st Street NB 3,42 5,472 1,541 2,158 3,314 4,874 1,18 3,694 1,346 3,338 7,8.32 C SB 3,42 5,472 886 1,241 4,231 1,746 141 1,65 7,218 1,382 5,836.19 C SE 1st Street SE 2nd Street NB 3,42 5,472 1,315 1,841 3,631 2,22 293 1,927 7,692 2,134 5,558.28 C SB 3,42 5,472 98 1,372 4,1 1,4 73 1,327 6,872 1,445 5,427.21 C SE 2nd Street SE 4th Street NB 2,34 3,686 1,68 2,251 1,435 3,66 398 3,262 7,346 2,649 4,697.36 C Biscayne Blvd SE 2nd Avenue EB 2,918 4,669 1,522 2,131 2,538 2,786 447 2,339 7,455 2,578 4,877.35 C SE 4th Street SE 8th Street NB 2,56 4,96 1,323 1,852 2,244 2,36 529 1,777 6,42 2,381 4,21.37 C SB 2,56 4,96 1,295 1,813 2,283 2,486 475 2,11 6,582 2,288 4,294.35 C SE 7th Street Brickell Avenue SW 1st Avenue WB 2,34 3,686 717 1,4 2,683 276 24 252 3,962 1,28 2,935.26 C SE 8th Street Brickell Avenue S Miami Ave EB 2,918 4,669 81 1,121 3,547 276 2 76 4,945 1,321 3,623.27 C Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person-Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person-Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person-Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [6] The Total Transit Person-Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix D). Segment Total

One Brickell Traffic Study Exhibit 6 Existing Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection Signalized/ Unsignalized Direction PM Peak LOS Brickell Avenue / SE 4 th Street (S Biscayne Boulevard) Brickell Avenue / SE 5 th Street Brickell Avenue / SE 7 th Street Brickell Avenue / SE 8 th Street S S S S NB SB Overall NB SB EB WB Overall NB SB WB Overall NB SB EB WB Overall B A A A A E D B C C D C C B C A C Source: David Plummer & Associates Page 14

One Brickell Traffic Study 3. PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 213 Miami-Dade County Transportation Improvement Program (TIP) and the 235 Miami-Dade Long Range Transportation Plan, 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 15

One Brickell Traffic Study 4. FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic and Committed Development A review of the FDOT count database was done to determine historic growth in the area. The analysis indicated that the annual growth rate is 1.7%. Historic growth rate documentation is included in Appendix C. For a conservative analysis, a 2% growth factor was applied to existing traffic. The city was consulted to determine any committed development in the vicinity of the project site. Two committed developments were considered for estimating future traffic volumes in this study: Brickell CitiCentre and Brickell Bayview Center. Traffic associated with these projects were added to the background traffic. A summary of the trips associated with these developments is provided in Exhibit 7. Committed development information is included in Appendix F. Exhibit 7 Committed Development Trip Generation Development (1) Brickell CitiCentre Brickell Bayview Center Intensity 35 DUs Condominium (LU232) 12, SF Shopping Center (LU82) 42 DUs High Rise Apartments(LU 222) AM Peak Hour PM Peak Hour In Out Total In Out Total 61 97 158 247 233 48 12 64 76 39 12 51 Source: David Plummer & Associates (1) Trip assignments for both Brickell CitiCentre and Brickell CitiCentre North were included (see Appendix D) Page 16

One Brickell Traffic Study 4.2 Project Traffic 4.2.1 Project Trip Generation Project trip generation is based on the calculation of person-trips consistent with the City of Miami Comprehensive Plan. Person-trips generated by the project were established using the following procedures consistent with the 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 9 th Edition rates or formulas. Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami s 1.4 vs. ITE s 1.2 pers/veh). Gross vehicular trips were reduced by 14.9% to reflect transit usage and 1% to reflect other modes of transportation (pedestrians/bikes). 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. Page 17

One Brickell Traffic Study A trip generation summary for the project is provided below in Exhibit 8. Exhibit 8 Project Trip Generation Summary Daily PM PEAK HOUR TRIPS ITE Land Proposed ITE Land Use UNITS Two-Way IN OUT TOTAL Use Code Volume % Trips % Trips Trips 1,4 62% 35 38% 186 491 High-Rise Residential Condominium 232 552 DU T=.34 (X) + 15.47 (1) Hotel Specialty Retail Center 25 51% 78 49% 72 15 31 243 Rooms Rate=.6 trips/room (1) 24,463 44% 29 56% 37 66 826 184 SF GLA Rate= 2.71 trips/1 SF GLA (1) GROSS VEHICLE TRIPS 8629 58% 412 42% 295 77 Internalization 3.8% 5% 2 5% 2 4 EXTERNAL TRIPS 58% 41 42% 293 73 Vehicle Occupancy Adjustment @ 16.% of Gross External Trips (2) 58% 66 42% 47 112 Transit Trip Reduction @ 14.9% of Gross External Trips (3) 58% 61 42% 44 15 Pedestrian / Bicycle Trip Reduction @ 1.% of Gross External Trips (4) 58% 41 42% 3 71 NET EXTERNAL NET NEW VEHICLE TRIPS (1) 58% 242 42% 172 415 Net External Person Trips in Vehicles @ 1.4 Persons/ Vehicle 58% 339 42% 243 581 Net External Person Trips using Transit @ 1.4 Persons/ Vehicle 58% 86 42% 61 147 Net External Person Trips (vehicles and transit modes) 58% 424 42% 34 728 Net External Person trips walking / using bicycle 1.4 Persons/ Vehicle 58% 58 42% 41 99 Notes (1) ITE trip genration rate and/or equation. (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II Page 18

One Brickell Traffic Study Exhibit 8 Continued Daily PM PEAK HOUR TRIPS ITE Land Existing ITE Land Use UNITS Two-Way IN OUT TOTAL Use Code Volume % Trips % Trips Trips 342,978 17% 79 83% 384 463 Office 71 335 SF GLA T=1.12(X) + 78.45 GROSS VEHICLE TRIPS 335 17% 79 83% 384 463 Internalization % 5% 5% EXTERNAL TRIPS 17% 79 83% 384 463 Vehicle Occupancy Adjustment @ 16.% of Gross External Trips (2) 17% 13 83% 61 74 Transit Trip Reduction @ 14.9% of Gross External Trips (3) 17% 12 83% 57 69 Pedestrian / Bicycle Trip Reduction @ 1.% of Gross External Trips (4) 17% 8 83% 38 46 NET EXTERNAL NET NEW VEHICLE TRIPS (1) 17% 47 83% 227 274 Net External Person Trips in Vehicles @ 1.4 Persons/ Vehicle 17% 65 83% 318 383 Net External Person Trips using Transit @ 1.4 Persons/ Vehicle 17% 16 83% 8 97 Net External Person Trips (vehicles and transit modes) 17% 82 83% 398 48 Net External Person trips walking / using bicycle 1.4 Persons/ Vehicle 17% 11 83% 54 65 Notes (1) ITE trip genration rate and/or equation. (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II Vehicle Trips (Person Trips) PM Peak Hour Trips In Out Total Proposed Uses 242 (424) 172 (34) 415 (728) Existing Uses 47 (82) 227(398) 274 (48) Net External Trips 195 (342) -55 (-94) 141 (248) Page 19

One Brickell Traffic Study 4.2.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 568 shown in Exhibit 9. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami-Dade County. Exhibit 9 Cardinal Distribution of Trips TAZ 568 DIRECTION 25 235 218 NNE 13.83% 14.85% 14.27% ENE 7.83% 5.63% 6.88% ESE 1.5% 1.2% 1.29% SSE 3.33% 1.84% 2.68% SSW 6.51% 7.34% 6.87% WSW 23.25% 21.43% 22.46% WNW 19.87% 24.34% 21.81% NNW 23.9% 23.55% 23.75% 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 1 shows the project vehicular trip distribution to the impacted roadway segments and intersections. 4.3 Future Corridor Capacity Analysis The existing person-trip volumes were combined with background growth and net external project person-trips to obtain the total year 218 person-trip volume with project. The future person-trips volumes are compared to the future person-trips capacities to determine future level of service. The results are summarized in Exhibit 11. All roadways analyzed are projected to operate within the existing LOS standard. Page 2

One Brickell Traffic Study Page 22 Exhibit 11 Person-Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (k) Future with Proj (b) (c) (d) (e) (f) (g) (h) (i) (j) Existing Future Committed Future Projected Future Future w/out Proj Project Total Future Pers-Trip Bkg. Development Pers-Trip Transit Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Dir Corridor Volumes Pers-Trip Pers-Trip Volumes Capacity Capacity v/c LOS Volume Volumes Capacity v/c LOS 2% From To 4 (b)+(c) (d)/(f) (d)+(h) (i)/(j) [1] [2] [3] [4] [5] [6] [4] [5] Brickell Avenue / Biscayne Boulevard NE 1st Street SE 1st Street NB 3,338 3,613 174 3,787 1,866 12,212.31 C 94 3,881 12,212.32 C SB 1,382 1,496 14 1,636 488 7,76.21 C 98 1,733 7,76.22 C SE 1st Street SE 2nd Street NB 2,134 2,31 174 2,484 1,932 9,624.26 C 94 2,578 9,624.27 C SB 1,445 1,564 168 1,732 48 7,352.24 C 98 1,83 7,352.25 C SE 2nd Street SE 4th Street NB 2,649 2,868 188 3,55 96 8,36.37 C 343 3,399 8,36.41 C Biscayne Blvd SE 2nd Avenue EB 2,578 2,79 22 2,992 476 7,931.38 C 14 3,132 7,931.39 C SE 4th Street SE 8th Street NB 2,381 2,577 216 2,793 1,448 7,85.36 C 23 2,997 7,85.38 C SB 2,288 2,476 242 2,719-4 6,578.41 C 249 2,968 6,578.45 C SE 7th Street Brickell Avenue SW 1st Avenue WB 1,28 1,113 528 1,64-28 3,934.42 C 15 1,656 3,934.42 C SE 8th Street Brickell Avenue S Miami Ave EB 1,321 1,43 284 1,714-28 4,917.35 C 21 1,736 4,917.35 C Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 218 Background Person Trip Volume is derived by applying a 2% annual growth factor to the existing person-trip volume [3] Projected Transit Capacity was obtained from the Peoples Transportation Act to provide maximum 15 minute headways on metrobus routes (per Miami Dade Transit Authority) [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) [5] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix D) [6] Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips (Vehicles + Transit))

One Brickell Traffic Study 4.4 Future Intersection Capacity Analysis Project traffic and background growth were added to the adjusted existing traffic to obtain the total year 218 vehicular traffic with the project on the study intersections. Exhibit 12 shows the total (with project) PM peak vehicular volumes at the intersections under study. Results of the future intersection analysis indicate that the overall operations of all intersections analyzed are projected to operate within the LOS E standard establish in the city of Miami Comprehensive Plan. However, the major approach at the Brickell Avenue / NE 7 th Street intersection and minor approach at the Brickell Avenue / NE 5 th Street intersection are projected to operate at low levels of service. It should be noted that some of the projected traffic at these intersections is associated with the committed developments. With signal timing improvements these intersections will operate within the city s LOS standard. Exhibit 13 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix E. 4.5 Site Access Inbound/outbound access to the site will be provided via two two-way driveways accessing SE 5 th Street. Un-signalized Synchro analysis results show adequate operations at all driveways. The analysis worksheets are included in Appendix E. Page 23

One Brickell Traffic Study Exhibit 13 Future with Project Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection Signalized/ Unsignalized Direction *PM Peak LOS Brickell Avenue / SE 4 th Street (S Biscayne Boulevard) S NB SB Overall C A B Brickell Avenue / SE 5 th Street S NB SB EB WB Overall B C D D C Brickell Avenue / SE 7 th Street S NB SB WB Overall E C D D Brickell Avenue / SE 8 th Street S NB SB EB WB Overall C B C A C NE 5 th Avenue / Project Driveway (East) U SB B NE 5 th Avenue / Project Driveway (West) U SB B Source: David Plummer & Associates *PM Peak LOS with signal timing improvement for Brickell Avenue / SE 7 th Street and Brickell Avenue / SE 5 th Street Page 25

One Brickell Traffic Study 5. CONCLUSIONS An assessment of the PM peak hour traffic associated with the One Brickell development was performed in accordance with the approved methodology submitted to the city. Analysis of existing (214 ) and future (2 18) 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 corridor segments analyzed. Results of the future intersection analysis show that the following intersections are projected to operate within the LOS E standard adopted by the city: Brickell Avenue /SE 4 th Street, Brickell Avenue /SE 5 th Street, Brickell Avenue /SE 7 th Street, Brickell Avenue /SE 8 th Street. However, the major approach at the Brickell Avenue / NE 7 th Street intersection and minor approach at the Brickell Avenue / NE 5 th Street intersection are projected to operate at low levels of service. With signal timing improvements these intersections will operate within the city s LOS standard. The Transportation Demand Management (TDM) plan consist of strategies that increase over-all system efficiency by encouraging a shift from single-occupant vehicle (SOV) trips to non-sov modes, or shifting auto trips out of peak periods. This plan seeks to reduce auto trips by increasing travel options, by providing incentives and information to encourage and help individuals modify their travel behavior, or by reducing the physical need to travel through transportation-efficient lands uses. Implementation of the TDM plan could result in a potential ten percent (1%) reduction of peak hour vehicle trips. The proposed TDM plan for the project is included in Appendix G. Page 26

Appendix A Site Plan

Appendix B Approved Transportation Methodology

TRAFFIC STUDY METHODOLOGY One Brickell November 1, 214 PROJECT LOCATION The project will be located at 4 Brickell Avenue in Miami, Florida. The project proposes 1,4 residential units, a 25-room hotel, and retail space. The existing building will be removed from the site. Access to the site will be via a two-way driveway on SE 5 th Street. A second two-way driveway is proposed also accessing SE 5 th Street. PURPOSE This methodology will provide the details of the Traffic Impact Analysis proposed for this development. This methodology is based on the requirements from the city of Miami. Confirmation of this methodology will be requested from the city prior to performing the study. METHODOLOGY This methodology proposes completion of the required analysis as follows: The study limits are defined as NE 1 st Street to the north, SE 8 th Street to the south, Brickell Avenue to the east, and SW 1 st Avenue to the west. The site is located within the limits of the Downtown Areawide DRI. Turning movement traffic counts will be collected during the PM (4:-6:) peak period at four major intersections in the immediate project vicinity. 1. Brickell Avenue / SE 4 th Street (S Biscayne Boulevard) 2. Brickell Avenue / SE 5 th Street 3. Brickell Avenue / SE 7 th Street 4. Brickell Avenue / SE 8 th Street In addition to these intersections, we will analyze the project driveways. Segment traffic volumes will be collected as 24-hour machine counts at the following locations: 1. Brickell Avenue / Biscayne Blvd between NE 1 st Street and SE 8 th Street 2. SE 7 th Street between Brickell Avenue and SW 1 st Avenue 3. SE 8 th Street between Brickell Avenue and S Miami Avenue Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. Raw traffic counts will be adjusted to peak season (for the peak hour period). The signal timing and phasing at the study signalized intersections will be obtained from Miami-Dade County. 1 P a g e

Existing and future traffic conditions for the project area will be established using the person-trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. Corridor capacity will be estimated using generalized vehicular capacities (converted to person-trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. Project Traffic Project trip generation will be based on the calculation of person-trips consistent with the city of Miami Comprehensive Plan. Person-trips generated by the project will be established using the following procedure: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami s 1.4 vs. ITE s 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment II of the Downtown DRI or other acceptable equivalent. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI or other acceptable equivalent. 5. Establish the net external vehicle trips. 6. Convert the net external vehicle trips to person-trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person-trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person-trips for the vehicle and transit modes. Background Traffic - A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. Committed Developments - Will be based on the list of relevant projects included in the City s web based application or as provided by city staff. Committed development trips will also be converted to person-trips based on the methodology described above. Synchro software or the Highway Capacity Software (HCS) based on the 21 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 study intersections and the proposed project driveways. Trip Assignment - Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Miami-Dade Long Range Transportation Plan, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. Site Access and Circulation Analysis for large vehicles will be done using Auto Turn software to assess site access and circulation maneuverability. A Transportation Control Measure Plan will be included in the report If you have any questions you can contact me at (35) 447-9. w:\14\1428\traffic study methodology.docx 2 P a g e

Appendix C Traffic Counts Historic Background Growth FDOT Adjustment Factors Signal Timings

Traffic Counts

DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: One Brickell Project Number: 1428 Location: Brickell Avenue / SE 8th Street Count Date: 11/25/214 Observer: Traffic Survey Specialists, Inc. Day of Week: Tuesday Brickell Avenue SE 8th Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L 83 R TOTAL L T R TOTAL TOTAL 4: PM 4:15 PM 146 28 174 63 185 248 67 83 43 193 36 129 165 78 4:15 PM 4:3 PM 166 22 188 54 18 234 69 76 33 178 39 135 174 774 4:3 PM 4:45 PM 172 27 199 56 183 239 86 64 32 182 36 115 151 771 4:45 PM 5: PM 166 21 187 58 196 254 66 72 4 178 56 129 185 84 5: PM 5:15 PM 174 18 192 25 173 198 52 61 33 146 41 8 121 657 5:15 PM 5:3 PM 21 23 224 83 196 279 126 92 3 248 37 113 15 91 5:3 PM 5:45 PM 191 21 212 73 198 271 92 8 38 21 47 157 24 897 5:45 PM 6: PM 164 23 187 57 189 246 16 97 32 235 47 119 166 834 PM PEAK PERIOD TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Brickell Avenue SE 8th Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 4: PM 6: PM 697 92 789 237 758 994 335 316 142 793 171 493 665 3,241 PEAK HOUR FACTOR.91.89.85.79.91 Note: 213 FDOT Peak Season Conversion Factor = 1.1 Brickell Avenue & SE 8th Street

DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: One Brickell Project Number: 1428 Location: Brickell Avenue / SE 7th Street Count Date: 11/25/214 Observer: Traffic Survey Specialists, Inc. Day of Week: Tuesday Brickell Avenue SE 7th Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 4: PM 4:15 PM 89 256 6 351 12 232 58 32 6 28 2 54 77 4:15 PM 4:3 PM 17 264 3 374 17 213 57 287 6 16 24 46 77 4:3 PM 4:45 PM 88 285 5 378 17 244 5 311 2 3 26 58 747 4:45 PM 5: PM 12 25 1 362 26 231 5 37 7 36 3 73 742 5: PM 5:15 PM 53 238 5 296 3 191 43 237 7 42 16 65 598 5:15 PM 5:3 PM 96 353 4 453 17 245 52 314 16 54 62 132 899 5:3 PM 5:45 PM 86 334 14 434 24 26 49 333 8 46 36 9 857 5:45 PM 6: PM 78 39 7 394 27 257 67 351 11 28 4 79 824 PM PEAK PERIOD TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Brickell Avenue SE 7th Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 4: PM 6: PM 353 1156 27 1536 72 946 215 1233 32 141 128 31 3,71 PEAK HOUR FACTOR.87.88 NA.69.88 Note: 213 FDOT Peak Season Coversion Factor = 1.1 Brickell Avenue & SE 7th Street

DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: One Brickell Project Number: 1428 Location: Brickell Avenue / SE 5th Street Count Date: 11/25/214 Observer: Traffic Survey Specialists, Inc. Day of Week: Tuesday Brickell Avenue SE 5th Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 4: PM 4:15 PM 62 211 17 29 32 228 29 289 27 1 25 53 24 5 2 49 681 4:15 PM 4:3 PM 43 238 26 37 45 237 37 319 24 1 17 42 2 3 22 45 713 4:3 PM 4:45 PM 4 263 18 321 25 272 44 341 14 1 22 37 14 7 3 51 75 4:45 PM 5: PM 34 256 21 311 35 273 52 36 2 2 16 38 13 1 19 33 742 5: PM 5:15 PM 33 187 28 248 19 222 31 272 28 6 21 55 23 9 14 46 621 5:15 PM 5:3 PM 63 344 25 432 47 272 41 36 2 1 2 41 16 1 18 44 877 5:3 PM 5:45 PM 45 33 33 381 39 285 42 366 18 8 26 18 8 32 58 831 5:45 PM 6: PM 46 277 26 349 39 31 5 39 23 3 15 41 17 11 24 52 832 PM PEAK PERIOD TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Brickell Avenue SE 5th Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 4: PM 6: PM 185 15 98 1333 142 155 165 1362 88 8 73 168 73 27 9 191 3,54 PEAK HOUR FACTOR.82.89.74.86.9 Note: 213 FDOT Peak Season Coversion Factor = 1.1 Brickell Avenue & SE 5th Street

DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: One Brickell Project Number: 1428 Location: Brickell Avenue / SE 4th Street (S Biscayne Blvd) Count Date: 11/25/214 Observer: Traffic Survey Specialists, Inc. Day of Week: Tuesday Brickell Avenue SE 4th Street (S Biscayne Boulevard) TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 4: PM 4:15 PM 276 276 53 235 288 564 4:15 PM 4:3 PM 289 289 64 316 38 669 4:3 PM 4:45 PM 323 323 48 344 392 715 4:45 PM 5: PM 3 3 8 327 47 77 5: PM 5:15 PM 232 232 49 292 341 573 5:15 PM 5:3 PM 378 378 48 334 382 76 5:3 PM 5:45 PM 38 38 67 357 424 84 5:45 PM 6: PM 325 325 73 36 433 758 PM PEAK PERIOD TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Brickell Avenue SE 4th Street (S Biscayne Boulevard) TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 4: PM 6: PM 1264 1264 243 1295 1539 2,83 PEAK HOUR FACTOR.87.91 NA NA.9 Note: 213 FDOT Peak Season Coversion Factor = 1.1 Brickell Avenue & SE 4th Street (S Biscayne Boulevard)

DAVID PLUMMER & ASSOCIATES, INC. 24-HOUR COUNTS Project Name: Location: Observer: One Brickell Biscayne Blvd Between NE 1st St and SE 1st St Traffic Survey Specialists, Inc. Project No.: 1428 Count Date: 12/1/14 Day of Week: Wednesday BEGIN NORTHBOUND BEGIN SOUTHBOUND TWO-WAY TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL TOTAL 12: AM 96 9 93 67 346 12: AM 7 61 59 35 225 571 1: AM 56 47 55 46 24 1: AM 29 22 26 18 95 299 2: AM 39 24 38 27 128 2: AM 19 22 28 16 85 213 3: AM 27 2 24 12 83 3: AM 12 14 15 15 56 139 4: AM 22 24 24 24 94 4: AM 5 14 15 19 53 147 5: AM 35 48 56 92 231 5: AM 1 23 35 56 124 355 6: AM 8 112 133 142 467 6: AM 51 51 83 14 289 756 7: AM 184 163 188 252 787 7: AM 13 113 149 18 545 1,332 8: AM 247 236 25 258 991 8: AM 21 258 294 286 1,48 2,39 9: AM 268 231 246 196 941 9: AM 251 253 221 192 917 1,858 1: AM 334 258 271 299 1,162 1: AM 183 187 183 168 721 1,883 11: AM 279 275 24 315 1,19 11: AM 228 172 177 19 767 1,876 12: PM 279 36 332 31 1,227 12: PM 175 172 166 28 721 1,948 1: PM 29 3 264 328 1,182 1: PM 24 173 191 198 766 1,948 2: PM 264 32 279 297 1,16 2: PM 28 175 186 195 764 1,924 3: PM 295 323 33 311 1,259 3: PM 2 199 177 191 767 2,26 4: PM 33 347 33 326 1,279 4: PM 215 186 211 212 824 2,13 5: PM 412 419 414 411 1,656 5: PM 231 186 228 219 864 2,52 6: PM 397 49 382 341 1,529 6: PM 26 191 197 192 786 2,315 7: PM 293 232 322 267 1,114 7: PM 168 17 169 154 661 1,775 8: PM 242 245 243 176 96 8: PM 169 142 168 162 641 1,547 9: PM 214 254 213 191 872 9: PM 147 148 168 151 614 1,486 1: PM 26 196 17 183 755 1: PM 153 142 13 147 572 1,327 11: PM 167 143 141 128 579 11: PM 128 116 12 76 422 1,1 24-HOUR TOTAL 2,61 24-HOUR TOTAL 13,327 33,388 AM Peak Hour: PM Peak Hour: PEAK PERIOD AVERAGE ANNUAL CONDITIONS SUMMARY Seasonal Factor: 1.5 NORTHBOUND SOUTHBOUND TWO-WAY Volume: 933 836 1,77 Volume: 1,541 886 2,427 24hrs -Brickell Avenue Biscayne Blvd Between NE 1st and SE 1st

DAVID PLUMMER & ASSOCIATES, INC. 24-HOUR COUNTS Project Name: Location: Observer: One Brickell Biscayne Blvd Between SE 4th St and SE 3rd St Traffic Survey Specialists, Inc. Project No.: 1428 Count Date: 12/1/14 Day of Week: Wednesday BEGIN NORTHBOUND BEGIN SOUTHBOUND TWO-WAY TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL TOTAL 12: AM 91 79 87 61 318 12: AM 318 1: AM 52 37 51 44 184 1: AM 184 2: AM 36 17 35 25 113 2: AM 113 3: AM 25 18 16 14 73 3: AM 73 4: AM 16 25 26 19 86 4: AM 86 5: AM 24 38 48 67 177 5: AM 177 6: AM 57 82 12 11 351 6: AM 351 7: AM 169 154 182 221 726 7: AM 726 8: AM 238 245 259 268 1,1 8: AM 1,1 9: AM 24 233 195 133 81 9: AM 81 1: AM 292 197 218 219 926 1: AM 926 11: AM 231 237 182 276 926 11: AM 926 12: PM 252 249 278 281 1,6 12: PM 1,6 1: PM 246 248 27 279 98 1: PM 98 2: PM 199 29 241 242 972 2: PM 972 3: PM 253 38 325 257 1,143 3: PM 1,143 4: PM 327 314 321 311 1,273 4: PM 1,273 5: PM 435 471 44 443 1,789 5: PM 1,789 6: PM 43 417 392 342 1,581 6: PM 1,581 7: PM 315 22 332 281 1,148 7: PM 1,148 8: PM 254 242 228 23 927 8: PM 927 9: PM 22 288 218 21 927 9: PM 927 1: PM 211 195 158 182 746 1: PM 746 11: PM 179 147 149 123 598 11: PM 598 24-HOUR TOTAL 18,835 24-HOUR TOTAL 18,835 AM Peak Hour: PM Peak Hour: PEAK PERIOD AVERAGE ANNUAL CONDITIONS SUMMARY Seasonal Factor: 1.5 NORTHBOUND SOUTHBOUND TWO-WAY Volume: 911 911 Volume: 1,68 1,68 24hrs -Brickell Avenue Biscayne Blvd Between SE 4 st and SE 3 st

DAVID PLUMMER & ASSOCIATES, INC. 24-HOUR COUNTS Project Name: Location: Observer: One Brickell Biscayne Blvd Between SE 1st St and SE 2nd St Traffic Survey Specialists, Inc. Project No.: 1428 Count Date: 12/1/14 Day of Week: Wednesday BEGIN NORTHBOUND BEGIN SOUTHBOUND TWO-WAY TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL TOTAL 12: AM 8 83 89 56 38 12: AM 81 58 56 29 224 532 1: AM 45 43 55 38 181 1: AM 27 24 22 22 95 276 2: AM 44 27 36 25 132 2: AM 26 25 27 16 94 226 3: AM 25 19 2 12 76 3: AM 11 11 17 11 5 126 4: AM 16 24 24 2 84 4: AM 2 13 15 18 48 132 5: AM 28 41 47 68 184 5: AM 8 22 3 47 17 291 6: AM 66 74 1 19 349 6: AM 45 51 72 13 271 62 7: AM 151 131 158 23 643 7: AM 1 18 145 18 533 1,176 8: AM 214 199 211 224 848 8: AM 214 255 278 277 1,24 1,872 9: AM 216 23 183 134 736 9: AM 249 248 22 15 849 1,585 1: AM 294 218 227 25 989 1: AM 157 182 186 186 711 1,7 11: AM 227 229 194 268 918 11: AM 212 169 16 28 749 1,667 12: PM 237 25 278 265 1,3 12: PM 183 184 187 21 764 1,794 1: PM 245 219 23 271 938 1: PM 22 28 187 25 82 1,758 2: PM 21 283 242 238 973 2: PM 22 214 18 191 85 1,778 3: PM 244 253 296 261 1,54 3: PM 22 199 193 212 86 1,86 4: PM 267 276 274 276 1,93 4: PM 219 26 227 235 887 1,98 5: PM 345 378 325 364 1,412 5: PM 245 239 247 249 98 2,392 6: PM 336 363 324 33 1,326 6: PM 231 224 198 29 862 2,188 7: PM 256 24 29 241 991 7: PM 26 214 198 181 799 1,79 8: PM 28 222 24 172 86 8: PM 19 163 17 156 679 1,485 9: PM 23 227 214 182 826 9: PM 167 132 184 168 651 1,477 1: PM 21 196 155 187 739 1: PM 162 142 135 138 577 1,316 11: PM 157 135 136 125 553 11: PM 124 13 14 95 426 979 24-HOUR TOTAL 17,189 24-HOUR TOTAL 13,811 31, AM Peak Hour: PM Peak Hour: PEAK PERIOD AVERAGE ANNUAL CONDITIONS SUMMARY Seasonal Factor: 1.5 NORTHBOUND SOUTHBOUND TWO-WAY Volume: 783 817 1,6 Volume: 1,315 98 2,295 24hrs -Brickell Avenue Biscayne Blvd Between SE 1st and SE 2 st

SE 4TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: TRINI ESPADA SIGNALlZED ar=ff i a a,171rav vu! vvf q^a. vpvvre i.l i cts< Tn. 524 Gardenia Terrace nal y:\/ Paa^h F1 nri d4 33444 Phone (561) 272-3255 ALL VEHICLES site code : oor4249 start Date: 7L/25/L4 File I.D. : 4ST_BRIC Page : 1 BRICKELL AVENUE From NorLh I r.rom EasE I BRICKELL AVENUE From West I I UTurn Left Thru Right I UTurn Left Thru Right ] UTurn Left Thru Rlght UTurn Left Thru Right Total Date ll/25/14-16: 16:15 15:3 53235 a 64 316 48 344 o 276 o 289 323 16:458i27131 i 77 Hr Total 245 1222 l 1188 l ol 265s 49292 o o o ol o o o ol o ol 17: L7:L5 48 334 17:3 a 67 357 l 17:45 A '/3 36 l 232) 378 l o 38 o 32s I Hr Totaf A 237 1343 ol 1315 o 564 669 715 573 76 o o o ol 84 l?58 o o ol 2895 *TOTAL* 482 2565 l ol 555

SE 4TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: TRINI ESPADA S IGNALI ZED TrAff i - qrrrrrf\/ qna- i: l i ere Tn. 624 Gardenia Terrace ffl rav RpA.h f- o-i da 33444 Phone (561) 272-3255 ALL VEHICLES SiEe Code : 14249 Start Date: LL/25/14 File 1.D. : 4ST_BRIC Page : 2 BRICKELL AVENUE From North JE lan DIKEE] From East BRICKELL AVENUE from 5uEn t--- I t rom west UTurn Left Thru Righc UTurn Left. Thru Rjght I UTurn Left Thru Right UTurn Left Thru Right Total Dace 11,/25/74. Peak Hour Analysis By Entire Intersection for the Peri,od: 16: to 18: on 1,7/25/14 Peak start 17: 17: 17; 17: I Volume O 237 1343 l o o 1?1q I Percent g 15? 85? rl or o8 t g g t * loor t? t 8 I Pk total 158 lo 13 15 I HighesE a7:45 16, 17:3 16: I Volume 73 36 38 Hl total 433 38 I PHF.9L.8'/. I ol o o o o lo.o BRICKELL AVENUE 1?4? 237 n <4 < 237 lttl ll I I -6n _, ll ll 1.58 I I. ALL VEHICLES I *-r vrrr:lrlljtid i lo o L,552 L 'r r:. o O I rnt.ersection Total I zlt, 2,895 1,552 1,315 r,31s ll tl l- se 4rH I J _ a a=o _ t v J o ---------------- 'TREET t<t5 LTJLJ - 1,31 -l?4? 1,31 BRICKEL AVENUE

SE 4TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: TRINI ESPADA SIGNALIZED T-.ffi- e,,rval/ qna-i.liciq Tn. 624 Gardenia Terrace npl ral/ RF^.h Fl.ti da 33444 Phone (561) 272-3255 B ] CYCLES Site Code : 14249 Start Date: 1,7/25/14 File I.D. : 4ST_BRIC Page : 1 BRICKELL AVENUE From North Fr^m F.af I BRICKELL AVENUE Fr^m q^rrfh t---- I r.rom wesr,l Lefr Thru Right BIKE I Left Thru Right. BIKE I Left Thru Right BIKE I Left Thru Right BIKE DaLe 1-L/25/r4.- ToEal 15: 16:15 16:3 Hr Tolal 17: 17:15 17:3 77 :45 1 1 5 1 o o 1 o o o 3l o o o 4l 21 4 1 o o l o o o o o l o o o l o o ol o o o 31 o 1l 3l 3 o o ol 1l o 4 Hr Total o o ol o cl 1 l 15 ol ol 1 5 2 16 4 6 5 *TOTALT 21 el ol 31

SE 4TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COTINTED BY: TRINI ESPADA SIGNALIZED Tr:ffi- c,,/116\, q^a.i^l ictq Tn. 524 Gardenia Terrace nalrav RF^rh Fl^r'ida 33444 Phone (561) 272-3255 PEDESTRlANS Site Code : 14249 Start Date: 1L/25/14 File I.D. : 4ST_BRIC Page : 1 BRICKELL AVENUE From North >E +tn JfKEEf From East IBRICKE],L AVENUE!rom soutn l----- I from wesc Left Thru Right Peds DaLe rr/25/14 Lefr Thru Right Peds I Left. Thru Right Peds I Left. Thru Right. Peds I Total 16: 4 16:15 3 15:3 O 4 o o o o 1 i el 17 1 r7 l o o 27 1 o o 33 o 29 1 16:45 3 I 16 l Hr Total 14 I o 52 o 15 17: I7;I5 17:3 1 17:45 o 11 l o 22 a I 26 I 24 1 HrToLal 1l 83 I o o o o o 23 o o 43 o o o 36 o o o 32 1 o o 134 l ol 31 39 54 48 r72 o o l 35 o o ol 65 o o o ol 62 ol s6 o l 21 8 *TOTAL* 135 24 ol

t, $ t, t!/ Mila-ru.,i rtrbrdcl No'feu\V*r zf >D 14- lt"-n bl', Luit?al,ortr.-i,r4o EiEn oj' z,el

SE 5TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: RALPH ESPADA S IGNALl ZED Traffic Survey specialises, Inc. 624 Gardenia Terrace nclrev Feach. Florida 13444 Phone (561) 272-3255 ALL VEHICLES sit,e code : 14249 Start Date: L1'/25/1'4 FilaTnCqTEPTa Page : 1 BRICKELL AVENUE From North IDE 5fn JTKEET Fr^m F:aF I BRICKELL AVENUE l from sourn t^n-r,! IDE f,in I t rom wese. Dr[EEl UTurn Left Thru Right I UTurn Left Thru Right. I UTurn Left I Thru RighL ] UTurn Left Thru Right DaEe rr/25/74 'IOtal 16: 16:15 15:3 2 7 4 2 3 38 2I 33 228 237 272 Hr Total 15 722 162 29 44 1 24 2 13 7 5 3 7 16 2 22 3 97 2 I2 8 49 42 3l- 32 2rr 238 263 77 26 18 82 )a 24 2 85 1 1 1 25 L7 22 681 7t3 75 7 2886 l-7: l7:15 17:3 1 18 222 311 7 4 272 411 2 37 285 42, 23 16 18 9 1 8 t4 18 32 7 I4 6 26 187 28 49 344 25 39 33 33 34 277 26 28 6 2 1 \r7 233 21 627 2 417 I I 831 1s 832 17:45 5 34 31 5 I7 11 24 I2 Hr Total 15 129 18 164 74 38 39 148 1111 772 1 88 1 64 3151 *TOTAL* 3 257 29 326 17C I 27 9 1e4 144 I 54 88 278 15 647

SE 5TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: RALPH ESPADA SIGNALI ZED avaffit c,,^'a\r cha.i>1i<fc Tn. 624 Gardenia Terrace nfl raw RFech Fl ^ri ria 33444 Phone (561) 272-3255 ALL VEHICLES site code ; o414249 StarL Date: l)-/25/1-4 File I.D. : 5ST_BRIC Page : 2 BRICKELL AVENUE From North I JE f 1n D IKEEi I r,rom Eas r I BRICKELL AVENUE!rom Sourn! rom wesr I I I UTurn Left. Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru RighL Total DaLe ll/25/14 '- - - Peak Hour Analvsis Bv Entire Intersectj-on for the Perj-od: 16: to 18: on II/25/14 Peak start 17: volume 15 \29 18 164 Percent 1t 9t 789 L2Z Pk total 1388 H j-ghest. I7 :45 Volume 5 34 31 5 Hi total 39 PHF.89 17: o 74 38 88 t 37t 19t 44* 2 17:3 18 8 32 58.86 17: I 39 148 11,11 r72 3t 1t 79t 8t I 141 17:15 I 14 49 344 25 432.42 I 17: 1 88 1 64 1t 54t 6t 39t 163 17 r O 28621, 55 SE 5TH STREET L87 38 389 L64 89 1 89 I -l ll r64 BRICKELL AVENUE 1,8 r44 89 1, 111 88 r64 1, 8 ]-44 I I 4 I ' <XX Jvv ALL VEHICL :" 163 t..aersection 1 m^f IULAf -'l 144 3 ' 16r 266 ll 64 64 l l I 2,629 74ll- 187 1,8 64 r,288 1 A1A f, T!v -----] 1, 111 1,12 r,278 r87 1, 111 II2 3B 74 SE 5TH STREET <x 74 t_ LT2 BRICKEL AVENUE

SE 5TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COIJNTED BY: RALPH ESPADA S IGNALI ZED Traffie Srrrvev Snecial ists, lnc. 624 cardeni-a Terrace nfl r:v PFe-h F1 ori da 33444 Phone (551) 272-3255 B I CYCLES Slte Code t A74Q249 start DaLe: II/25/14 Fl1e I.D. : 5ST_BRIC Page : 1 BRICKELL AVENUE From North Fr^m F:cts I BRTCKELT. AVENUE I ts rom soue.n l Hrom wesr I LefL Thru RighL BIKE Left Thru Righr BIKE Left Thru Rlght BIKE I Left Thru Right BIKE Date rr/25/14 ----. '1t41 16: 3 L 16:15 3 ol 16:3 5 ol 16:4\ O O 1 O O O 7 O O O 1 Hr Total o 18 i 1l 17 r 17:15 17:3 rl rl 3l 5l 8l ol ol ol 3 2 6 rl 12 l L 8 I I4 17:45 o O I O 5 1 16 Hr Total 3 a 22) 1l 18 44 2l 2l sl el 6 5 11 1 32 6 *TOTAL* 4 4 I 2 3

SE 5TH STREET & BRICKEI,L AVENUE MIAMI, FLORIDA COUNTED BY: RALPH ESPADA SlGNALIZED ar=ffit c,,trtalr cna.i^l i cf< Tn. 624 Gardenia Terrace nclrav Reaeh. Florida 33444 Phone (561) 272-3255 PEDESTRIANS site code : 14249 start Date: \L/25/14 Fil6TnqqTRPTC Page : 1 BRICKELL AVENUE From North CF <TP ETAFFT L Fr^m F:ct I BRICKELL AVENUE I cf ETU CTDFFT I from wesr Left Thru Right I peds I Lert Thru Right Peds I Left. Thru Right Peds I Left Thru Right Peds Total DaLe 11/25/74 16: 1-5:15 l-6:3 16:45 o4r o26 2^ 1R I ao I o25 15 19 O O O 31 O O O 25 O O 2 95 26 27 I o o o 171 18 o o 1 75 o o 1 66 Hr'total 77 o 1231 o 87 o 57 :+e 33 l o 34 l 38 l o o 14 o o o 22 1 o o o 1sl o o 13 17: o2r 18 86 I'7 :75 23 oo28]l7 17:3 24 3 I 8 L7:45 O 2I I 2I 15 I 7 Hr Total 89 a 126 o o 54 64343 *TOTAL* 249 1q] 687

Ss b-sf @l + :F - =s> i l( I lrlrt Jlql lt,tr lll tl l, Jftt 6t\t fv \'rot.wi rfbr,c\al{o/eur"ke( zs,lo t/t.l^-n tc3'. Ll^ls Po.\srvtl^o si$no-tg-ej

SE 7TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: S. SALVO & M. GOMEZ SIGNALIZED Tr.ff i- Jur c,,rrrar/ vut uyeer e^a-i : l r -F- 524 Gardenia Terrace nal ra\r RFa.h Fl nri da 33444 Phone (561) 272-3255 ALL VEHICLES Si-Le Code. 14249 Start Date: 1'I/25/14 Fi-]e I.D. r 7ST_BRIC Page : 1 DaLe 77/25/14 - BRICKELL AVENUE From North PARKING GARAGE Frnm Facf lbrrcker.r, AVENUE Fr^n q^rrfh I ce?mu CTDFFT I t rom west I l1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left. Thru Right. UTurn Left Thru RlghE I ToEal L5; 1 11 232 58 6282 1 88 256 51 o 77 l5:15 1 7 2r3 57 67624 11526431 o o I tot 15r3 7 ro 244 5 o 2 3 26 2 86 2A5 sl o o 747 16:4s 16 1 231 5 I o 7 35 3 o 12 25 1 o o o o I 742 Hr Toral 34 38 92 2r5 O 2! 11 1OO J 4 382 155 24 293 17: 3 191 431 7 42 16 25]-2385 o o I s98 L7 :1,5 '7 7 24s 52 I6 54 62 4 92 353 4 o o o 899 17:3 4 2 26 491 8 46 36 1 85 334 L4 o o o l esz L7:45 5 22 257 67 11 28 4 78 39 7 o o l sz+ Hr Tocal 1.6 55 953 277 42 77 1s4 I 36 1234 3 o o ol 31.78 *TOTAL* 93 18?3 426 I 63 284 254 11 2289 s4 l ol 681

SE 7TH STREET & BRICKELL AVENUE MIAMI, FLOR]DA COUNTED BY: S. SALVO & M. GOMEZ SIGNALIZED Traffic Survey Special.ists, Inc. 624 Gardenia Terrace nflrav F\each. Florida 33444 Pnone (5brl ztz 5z>a ALL VEHICLES Site Code : QI4o249 start Date: L:/25/1,4 File I.D. : 7ST_BRIC Page : 2 BRICKELL AVENUE From North PARKING GARAGE I From EasL BRICKELL AVENUE I JE / rn DfKSEI From WesC Peak stare 17: Volume 16 55 953 2I7 Percent 1t 4e6 77+ 774 Pk total 7235 Highest 17:45 I UTurn Left. Thru Right I UTurn Left Thru Right I UTurn Left. Thru Right I UTurn LefE Thru RighE DaEe 77/25/L4 -- peak Hour Analysis By Entire Incersectj-on for Che Period: 16:!o 18: on II/25/74 17: 17: 42 * 11t g t t t Vol ume 5 ZZ Zat O/ Hi t.ot.al 35r PHF.88 366 17:15 132.69 I 17: 17 154 7 36 1234 3 46* 42+ t 19t 78t 2* 1577 I rz: ts o 16 54 62J 4 92 3s3 a I 4ql I.87 16:. Total BRICKELL AVENUE 2II 9s3 77 n L,234 ]-54 21,r 9s3 77 SE 7TH STREET 313 r7 694 27L --l tr 1 12tr la 2,623 ' I -r. ALL,*L! VEHTCLES V,'''IL,,IiD r- llroo leo+46'tl I a I rnlersection Total I l l I 3'17' rl ' I *'. t L54 L7 42 11 PARKING GARAGE L54 77 42 7I U 3 42 1. -* 313 1.r,234 995 313 L,234 BR]CKEL AVENUE

SE 7TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: S. SALVO & M. GOMEZ SIGNALIZED traffio q,,rrrfv uur Yet qhp.ial eyee*e i efe Tnc 624 Gardenia Terrace nelrav Reanh Florida 33444 Phone (561) 272-3255 BICYCI,ES Site Code 14249 Start Datei IL/25/14 File I.D. : 7ST_BRIC Page : 1 BRICKELL AVENUE From North I PARKING GARAGE! rom Easr LBRICKELL AVENUE From SouEh I ^- -hrr -mn-nm I re / fn D 1^EEf From West I LefL Thru Right BIKE I Left Thru Right BIKE Left Thru Right BIKE I Left Thru Right BIKE DaLe II/25/I4 -- 16: 1l 4 o o o oj o 16:15 ol 2 o o o o o o l l-6:3 ol 1 o o o I o 4l 16:45 o o o 2 o o 5 o o o o L o o o 2 l Hr Total 3l o L2 o o l o o 5l 17; 17:15 17:3 l7 :45 1l ol ol 2l 2l o o 4l o o 11 o o 4l Hr Total 3l o 21 o o o ol o o l o o I ol ol 1l 'totat 4 o o o ol o o I2 o o l 3l 9 o l 4l 28 5 2 5 9 2I 3 *TOTAL* 6 ol LO

SE 7TH STREET & BRICKELL AVEMJE MIAMI, FLORIDA COUNTED BY: S. SALVO & M. GOMEZ SlGNALIZED avaffit crrrrrarr qnf.ial iete Tn. 624 Gardenia Terrace Dolr:rr Reach Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site code : L4249 Start Dat.e: 77/25/14 Fi-1e I.D. : 7ST_BRIC Page : 1 BRICKELL AVENUE From NorEh I PARKING GARAGE IBRICKELL AVENUE! rom Souc.n SE 7TH STREET I From West Left Thru Right DaEe tr/25/74 ----------- D6dd I T.afts I I Peds I Lefr Thru Right Dadc 1 T.af ts rhrrl Di ^hts Peds 'IOtaI 16: 1!7 5 47 79 16:15 8 22 L4?q 73 16;3 2 19 8 Jf 64 15:45 o o o 12 I o o o 24 o o o 121 26 74 Hr Toca1 o32 82 t'r7 J o 3e 1 I 29 17: 23 o o 26 1 4 2r 74 I7 :1,5 o 1? o o 3 16 55 118 ]-7:3 o 13 o o o 27 1 o 8L s1 I 99 L7:45 o o o 1s I o o o 26 o o o s I o o 41 87 Hr'1taa u o 68 I o 19 o 33 o 158 378 *TOTAL* 1nn I rel I 72 3s I

$ Il) lt, I ol s6?sf {+ t I 4'' I Rrcfrv"q Qara.!e. N \ \c- <v C. + f. _> -1fuu, ol El 3 gl J irlr lli +l!t 'ltllll Mca-\u,Fbr.do, lio*l cwt(o{x' >,b-, } o t4 ('elov\ by,'. t-u"ig Pa\ot.\i f itncl-taej AO

SE 8TH STREET & BRICKELL AVENUE MIAIV1I, FI,ORIDA COUNTED BY: I. GONZALEZ & R. MARTINEZ SIGNALIZED arzffir c,,r\fa\/ qnc^ir'l i ef e Tn. 624 Gardenia Terrace nflr:v Rpach F]orida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code. 14249 SbarE Date: LI/25/14 File LD. : BST_BRIC Page : 1 BRICKELL AVENUE From North UTurn Left. Thru Right DaLe 17/25/14 ----- I af arh From East qrpeft IBRICKELL AVENUE I Fr^m a^,ttsh I se 8TH STREET!rom wesr tl uturn Left. Thru Right I uturn Left Thru Rj-ght I uturn Left Thru Righl Total 15: 16:15 16:45 Hr rocal 1 2 53 53 54 185 18 183 36 39 36 r29 135 115 74628 r u fo> zz r7227 o678343 69 '16 33 866432 58 L96 ol o 56 o r29 o o 166 211 o 66 72 4ol 84 224 744 ol o L6i o so8 o 649 98 288 29s 148 3129 17: 17:15 1?:3 r 2 24 8r 73 172 196 198 4I 36 45 1 2 8 11'r I 1C7 77:45 O 57 189 I 1 46 119 Hr Total 3 235 755 1 158 4Aq I 1l ol ol 1 L73 18 2or 23 191 2r I 164 nl 8s I 7ao 774 77). o 52 6L 331 657 o L26 92 3 91 o 92 8 381 897 o 16 97 32 I 834 376 33 133 3289 *TOTAL* 463 r499 1l 977 1378 183 664 625,A1 6418

SE 8TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: I. GONZALEZ & R. MARTINEZ SlGNAI,I ZED ar)ffi- errrrral, Cna-i:licFa T.. 624 Gardenia Terrace T)pl rav Reaeh. Fl ori da 33444 Phone (561) 272-3255 ALL VEHICLES site code I oa\4249 Start Date: 7I/25/L4 File I.D. : 8ST_BRIC Page : 2 BRICKE],], AVENUE From North SE 8TH STREET From East i BRICKELL AVENUE r.rom joutn I se BTH STREET From West UTurn Left Thru RighL UTurn Left Thru Rj-ght. UTurn LefE Thru Right ] UTurn Left Thru RighL I 't otaa Date ll/25/l4 -- Peak Hour Analysis By Entire Intersection for the Period: 15: to 18: on 17/25/L4 Peak start 17: 17: 17: l-7: Volume 3 235 755 1 1 168 3 469 I 1 o 729 85 o 376 33 l-33 Percent t 24$ 76t * t 26+ ot 73t t t 89t 1t g 454 398 r-6t Pk total 994 64r 81s 839 Highest 17:15 I7 :3 tz, rs I7:L5 volume 2 81 196 4s 2 rs7 2r 23 L26 92 3 Hi total 279 24 224 248 PHF.89.79.91.85 BRICKELL AVENUE 755 238 376 729 469 't55 236 SE 8TH STREET 994 469 469 1 3 1 J /O 33 133 316 33 133 ll I I. ALL VEHICLES I rn4 7 'r 839 fntersection Tot.al 3,289 ll L69 '755 133 r,8'72.1 R1( 729.l r69 653 SE 8TH STREET 1-69 238 33 85 I,5'7 129 BRICKELL AVENUE

2l SE 8TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: I. GONZALEZ & R. MARTINEZ SIGNALIZED Tr:fFi n q,,rlrav qna.i.l i atsa Th- 624 Gardenia Terrace nfl ral/ Pa^.h Fl ^ri da 33444 Phone (551) 272-3255 BI CYCI,ES site code : oq74249 Start Date: II/25/14 F11e I.D. : 8ST_BRIC Page : 1 BRICKELL AVENUE IBRTCKELL AVENUE From North!rom Easr!rom sourn I From West ll r^fr rhn, pidhr PIKE I Left Thru Right BIKE I Left Thru Right BIKE I LefL Thru Right BIKE DaLe II/25/74 16: 16:15 15:3 Hr Total 17: L7:L5 17:3 1 I EF ETH qtptrft 2l 2l 4l 4l 12 l 77:45 1 Hr Total sl 24 1 2l ol 2l 2l 6l r 6l 2l l 1l l 1l 2l 1 1 1l 2l 4l 1l 8l o o ol o o 1l o o 3l 5l o o el 4 4 5 8 7 24 6 13 9 *TOTAL* 7l 4 r7 l 64

o SE 8TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: I. GONZALEZ & R. MARTINEZ SIGNALlZED at^ffi. Jur qrrrrra\/ vuy uyeuf qna.i >l r ^F- 524 Gardeni-a Terrace na l rav qaa.h Fl ^ri.la 33444 Phone (561) 272-3255 PEDESTRIANS Slte Code L4249 Start Date: 7I/25/14 File I.D. : 8ST_BRIC Page : 1 BRICKEI,I, AVENUE From North t^forii IDE Oin DfKEEi I rrom Easr I BRICKELL AVENUE From South I ef arh!rom wesr erpfft DaLe Ll/25/14 ------ I r.aff Thrrr Fidht DAda I t.afi Thrrr Pidhf pfdc r.af i Thr,, Pi dhf PF.ie I T,Ff r I Thru Right Peds I Total 16: 9 16:15 2 16:3 5 16:45 O O '7 I 34 23 18 I Hr Total o o 23 I 17: 17:15 L7 r3o 4l o o 2rl o o el 43 35 42 155 6R 8 I 5 13 22 18 76 1 o64 45 33 26 ].7 21 91 '17 86 82 82 I 336 111r47 o 481 194 31 r42 o 191 724 Er ToEal 48 I 267 183 I nq I 67 *TOTAL* 7l 422?qq i 191 943

$ g ctf sf 5l \A t,.lh{+lt +1+ \- *.f,r -s> - _> rl v I {tavt4.r ttrbf)dotfjo{ev4b-ef z5 tzo \4 J na.^r ttf la g', Lr,," i s?n\owt ivro 6itio-UrteA { f +r[

Traffic Survey Specialists, Inc. 624 Gardenia Terrace De1ray Beach, Florida 33444 Phone (561) 272-3255 Vol-ume Report wilh 24 Hour Totals Page 1 ***Jr*trrr**********rr****rr**Jr**************Jr*****************rr****Jrrr*************** Data File DL2L2. PRN St at. ion : 12811 Identification 584f136 Interval Start. date : Dec 1, L4 Start time Stop date T-)an'1 n 14 'v t v Ql-nn evy t- i ma /- vrul i t- rr /'Ttat.ta I LvvvLL. Mi ami, F'l! f ori v- * da ltanrrnfrr Location : Biscayne Bl-vd North of Flagler St.reet ******************************************************************************* Dec 1 Northbound Volume for Lane 1 End Time l 15 96 56 3 9 47 45 93 55 6'7 46 ;; ;;;;i -,;z ;,; End Time 12 r-f z t> 3 35 45 332 31 Hr Total 122'7 2 3 5> Z / z+ zv 38 24 27 L2 LZ6 13 14 z>v ^nn zo+ 3 32 264 279 328 297 t162 rrbu 4 5 zz. 55 24 48 AA z+ fo 24 92 6 BO II2 l-33 L42 tjj >+ z5l +ot 15 16 L] 18 Z>3 -J U-' 4I2 397 4r9 49 4r4 382 323 347 33 33 311 326 LZa> LZ I v 4L1, 34r r()5b rszy 24 Hour Total : 251 AM na:lr hnrrr ]-raai na. 1 n. nn AIvl peak volume z LL62 PM peak hour begins : 17: PM peak volume : 1656 ******************************************************** Dec 1 Southbound Volume for Lane 2 Eno I1me ---i;--- 3 45 *- -:- -.- Hr'1 ot,al Eno trme ---r;--- nn *_-_-.--- Hr '1 ta_l 7 5L 59 35 -:^: zz5 I2 - ::: Lt) L72 166 28 -;;; tzl 1 2 3 29 19 12 22 22 14 26 28 15 18 16 15 95 85 56 13 L4 15 24 28 2 L73 1,75 l-99 191 185 I77 198 195 L9L 766 764 '767 4 5 5 1 74 23 15 35 19 s6 53 1,24 5 51 51 83 L4 z6> L6 17 18 )lu ;,i ;re 185 186 191 2II 228 I97 2I2 279 792 ;;; ;;; ;;Z 24 Hour Total z L332'7 AIvl peak hour begins : 8:15 AM peak volume 189 PM neak horrr hecri ns. 1?. I. no VL PM peak volume : 864 ' ******************************************************** 15 minutes : 24: Dade 7 8 L84 247 163 236 1BB 25 252 258 781 99L 19 2 2r 293 242 21,4 232 245 254 322 243 2r3 26'7 L76 191 7114 96 8'72 9 1 11 268 334 279 23r 258 2'75 246 277 24 196 299 3r5 941, LI62 1_ 1 9 22 23 26 L67 196 743 I7O I L 183 ]-28 t55 579 Peak hour factor :.87 Peak hour factor :.99 ************** Jr*** ** *** 1 8 13 2LO 113 258 L49 294 18 286 545 148 19 2 J_OO l-o:/ L7 r42 1(q 1AA I54 L62 7-^ O O J- OZ* -L 9 l- 11 ;:; ;:- -::: zal _L6J 226 253 r8'7 772 22I 183 L'7'7 I92 168 1_9 >!t tzl 16'7 21 22 23 L4 I J-5J LZ6 148 L42 116 158 13 ]-2 151 I47 76 614 5'72 422 Peak hour factor :.93 Peak hour factor :.94 ***************** rr* *** *

Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (56f) 272-3255 Vo]ume Report willn 24 Hour Totals Page 2 ***********************************************************************tr******** IJATA F'].IC Statron Identification Start date Qfnn v9vi/ rlaio Ci 1. rr/tr-rr^rn elvl I Location **************** Dec 1 End Time I] IOO 3 151 45 L52 L2 *- -:-. - -- -::: Hr totat 5/L rjno t]-me Lz ---i;--- -i;i 3 478 45 498 518 Hiltotal. r9+a DL2LO2O. PRN L2811 5841136 Dec 1, L4 Dec 1, L4 Mi am'i, F r +v-*s\ l ori da Intervaf Start trme Qt- nn l-'i mo /aa"r{-tr uvurrly Biscayne Blvd North of Flagler Street Total Volume for A11 Lanes 15 mrnutes : 24:OO Dade * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t( * * * * * * * * * * * * * * rr * * * * * * * * * * * * * * * * * * 1 2 85 58 69 46 81 66 64 43 299 2r3 13 14 494 472 473 495 455 465 526 492 L948 1,924 3 4 --;: --;; 5> Z I 34 38 39 39 2'7 43 13 9 1,47 15 16 +>5 5J_u 522 533 57 5r4 52 538 226 2rO3 n - Aa U] UO --;; -i;, 71, 153 91 216 148 246 555 /5b 17 18 643 53 6s 5 642 579 63 533 252 2315 1 8 9 287 45'7 519 276 494 484 337 544 46'7 432 544 3BB 1 1l 5r'7 57 445 44'7 454 4L7 467 55 1883 L876 L332 239 1B5B L9 2 2L 22 23 46L 4LI 361 3s9 295 42 387 42 338 259 49I 4LI 381 3 243 42I 338 342 33 24 L7'7 5 1,547 1486 l.327 11 24 Hour Tota] 33388 AM peak hour begins 8:15 AM peak volume 2LL Peak hour factor.97 PM peak hour begins : 17: PM peak volume : 252 Peak hour factor :.98 *******************************************************************************

Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Vol-ume Report with 24 Hour Totals Page 1 ***********************t(tr****r(*****************rr******************************** uata t.]-te Statron Identification Start date Qfnn dafa f-i l- rrl'l'nr^rn I 'vrrzl LocaLron **************** Dec 1 uu ---i;--- --;; E;no lrme 3 83 45 89 56 Hr Total 38 IJno ]].me rz ---i;--- -;,; 3 25 45 278 265 Hr Total- 13 DL2LOO18. PRN 1289 1L252L27 Dec 1, L4 Dec 1, L4 Miami, Florida Interval Start time v Qfnn vvt/ /larrnl_rr evs4rul l- i mo 15 mi-nutes : 24: Dade Biscavne Blvd Bet. SE 1 St & SE 2 SL * * * * * *i * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Northbound Vol-ume for Lane 1 1 2 45 44 43 27 55 36 38 25 181 L32 13 L4 245 2LO 2L9 283 23 242 2'7L 238 938 913 - -;; ZU L2 4 5 6 --:. --^: ro zo 66 24 4L 14 24 47 1 2 68 19 15 15 z++ 84 184 349 zo I 253 276 296 274 26L 276 154 t-93 L'7 18 345 335 378 363 325 324 364 33 L4L2 L326 7 8 151 2L4 131 L99 158 2LL 23 224 643 848 19 2 z)o zv6 zu+ zzz 29 24 z.* A 1 I ^ L L -^ I Z -;;i -;;; 9 1 11 2L6 294 227 23 2LB 229 183 227 L94 L34 25 268 736 989 918 2L 22 23 23 2L L57 22'7 L96 135 2L4 155 136 L82 TB7 T25 826 "739 553 24 Hour Total L7LB9 AM peak hour begins 1: AIvl peak volume 989 Peak hour fact.or.84 PM peak hour begins : 17: PM peak volume : L4I2 Peak hour factor :.93 ************************************************Jr****************************** Dec 1 Southbound Volume for Lane 2 1 o4 5 5 'r 8 9 l 11 -E;no l ame ---i;--- 45 *- -:- -.-.Hr'1 tar 6l_ 5B 56 29 zz+ End Time L2 ---.-:--- -;:; If, IIJJ 3 L84 45 187 2\o Hr Total '/ 64 zl 24 22 22 Y3 13 zzv zu6 L87 zu3 _;;, UZ - -:- zo 25 aa 16 >+ --ii 11 L7 ll 5U 14 15 22 22 2L4 1,99 18 193 191 2L2 85 86 24 Hour Total :13811 AM peak hour begins 8:15 PM peak hour begins : 17: 2 15 1B 48 15 zl> 26 zzt 235 66 I ********************************************************)k********************** 8 45 22 51 3 72 41 r3 LO'l 211 I'7 245 239 247 249 98 18 z5l z z1+ 198 zv> - a;; AM peak vo1ume 159 PM peak vo1ume : 98 1 2r4 18 255 r45 278 18 2'71 533 LO24 19 zvo zl+ 198 1Bl 799 2 2L 19 ]-67 16 3 1,32 17 1_84 156 158 679 551 249 t57 21,2 248 I82 169 22 186 l_5 15 186 28 849 '7LL 749 22 23 1 a^ 1^ A LOZ LZ+ 1,42 1 3 135 14 138 95 5'77 426 Peak hour factor :.95 Peak hour factor :.98

Tref f i r- Srrrrrer.z Sner-i a'l i sf s - TnC. 624 Gardenia TerraCe De1ray Beach, Florida 33444 Phone (561) 272-3255 Volume Reoort wllh 24 Hour Totals Page 2 ******************************************************************************** Data File D]-21,18. PRN Station ].289 Identification 1r252121 Interval St.art date Dec 1, 14 Start time Qfan dai.a ci irz /'Fnr^rn vr e-) T]an 1n 1A u Ql-nn evy lanr rn l- rr l- i ma 15 minutes : 242 Dade Lv t Mi ami F'l ori da,! 5v!+s! Location Biscavne Blvd Bet. SE 1 St & SE 2 St ******************************************************************************* Dec 1 Total Volume for All- Lanes!.;no t]-me uu ---';--- -i;i 3 L4L 45 r45 85 Hr Total- 532.uno 1r-me r2 ---i;--- -;;, 3 434 45 465 475 Hr Total L794 1 IZ ot a1 6 z to 2 52 63 A1 =I _::; zzo 13 L4 +b5 +JU 427 497 -dn A^^ J:7U +ZZ 476 429 1758 L'778 z+ Houilr'otal. 31 AM peak hour begins 8:15 PM peak hour begins : 17: - -;; 5l 23 LZO o4,l tj 3l 5> 3B r5z 15 16 446 486 452 482 489 51 473 511_ 186 t-98 *********Jr****************Jr****************Jr****Jr****************************** 5 5b 53 115 -::-- z9l L] 18 59 567 6L'7 587 572 522 613 5L2 z5>z 6 7 111 25L 725 239 r72 33 2r2 383 62 1,1,7 6 zl66 AM peak volume 199 PM peak vol-ume : 2392 79 2 462 398 41,8 385 488 374 422 328 r79 1485 8 9 428 465 454 45l. 489 385 5 1_ 284 L872 1585 1 11 45L 439 4 398 4r3 354 436 476 17 1667 2L 22 23 3'7 363 28I 359 338 238 398 29 24 35 325 22 L477 1315 979 Peak hour factor :.95 Peak hour factor :.97

Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Reoort wilhr 24 Hour Total-s Page 1 ******************************************************************************** uata I,r Le DI2IOO19. PRN Station ]-287 Identification 9611581 Interval 15 minutes Start date Dec 1, 14 Start time : Qt-nn dal- a Dec 1, 14 Qfnn f i ma 24: f-i,t- vt v rrltar^rn -I r Miami, Fl-orida t/aarrnl-rr uvurru/ Dade Location Blscavne Blvd Between SE 4 St & SE 3 St ******************************************************************************* Dec 1 Northbound Vo]ume End Time l-f, >L 3 19 45 87 6r *- -:-. - -- -: -- Hr'1 ocat Jl.u^.E;no 1].me rz ---i; -- -;;; 3 249 45 278 28r Hr Total 15 1 2 --:: -- az Jb ^- 37 L7 51 35 44 25 ]-84 113 13 L4 z+o L>> 248 29 27 24L 219 242 98 912 24 Hour Tota] :18835 AM peak hour begins 8:15 PM peak hour begins : 17: O 3 4 --:_ --: z5 lb - 18 25 L6 26 L4 19 '73 86 15 l-6 253 321 38 3r4 325 32r 257 311 1143 L273 ****************************************************rktr*******************)k***** 5 6 z+ 3t 38 82 48 LO2 67 11 L'71 3 5l L7 18 19 435 43 315 4'7L 4L7 22 44 392 332 443 342 28r L789 1581 1148 AM peak vol-ume : 1-L2 PM peak volume z ]-789 7 B LO> 256 r54 245 L82 259 22r 268 726 11 2 2L z5l+ 9 t- 11 :;: '24 ::: '29'2 : 23I 233 L91 237 195 2LB L82 13 3 279 2'/ 6 81 926 926 ZZU 242 288 228 2L8 23 2L >z I >z I zz ;tt - z5 r;; 195 L47 158 L49 L23 L82 '746 598 Peak hour factor z.94 Peak hour factor :.95

Traffic Survey Specialist.s, Inc. 624 Gardenia Terrace Delray Beach, F]or j-da 33444 Phone (561) 272-3255 Vol-ume Report with 24 Hour Total-s ******************************************************************************** uata F rte Stat. ion Identification Interval- Start dat,e Ql-nn dai-o Ci l- rr/'l-nr^rn Location *:k************** Dec 1 End Time 15 9 3 7 45 81 63 *- -:- -.- -^- ^. Hr'1 Otal- 3{J4 End Time 12 l_f, zll 3 226 45 255 25 Hr Total 942 DL2LO24. PRN L286 971-4536 Dec 1, L4 Dec 1, L4 Mi ami F'l nri da, r!v!f s! St.art. time u Qi-nn uv}/ t/lnrrnfrr vvurrlj I i ma 15 mlnutes : 24 : Dade SE 4 Street East of SE 3 Avenue * * * * * * * * * * * * rr * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** * * * Eastbound Volume 1 2 --:.- --;: f,i JO 35 L7 48 35 42 24 l- /b rt-+ 13 zz6 zzi L92 269 vl_b z1 HOUr 1t4l- : AIUI peak hour begins : PM peak hour begins i ********************** I4 l_c' 248 zv+ 24r 6 tv 3 4 --;: --:. 26 _LO 18 23 l-8 2L 15 2 79 8 15 16 21"r 2"73 246 254 258 242 227 249 942 118 5 6 --;; --:- zz lo 35 81 39 l_5 66 L2 L62 345 77 18 328 38 351 313 328 321, 319 27 4 13 3 5 121,6 r6841, 8:3 AM peak vol-ume 1148 17: PM peak vol-ume : l-335 * ****************r.*rr************** 1 8 l_ou z5 t r41 254 18 285 23r 287 '7 L8 1 53 t_9 2 238 273 184 1,9'7 286 2 239 184 94'7 '7 94 9 1 11 3s 293 2r9 2'7L 2LL 2I7 237 L97 168 159 2L4 26L 9'72 915 865 2L 22 23 24 198 I54 245 185 138 I97 162 1,32 r'73 168 I2 819 7r3 526 Peak hour factor :.94 Peak hour factor :.93,r**********************

Historic Background Growth

FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 213 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 547 - SR 5/US-1, 1' S FLAGLER ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 213 385 C N 24 S 145 9. 58.9 5.2 212 36 C N 23 S 13 9. 59.7 5.8 211 36 C N 175 S 185 9. 58.2 4.5 21 35 C N 18 S 17 7.87 58.27 4.4 29 36 C N 195 S 165 7.98 59.96 3.4 28 36 C N 17 S 19 8.7 66.31 3.7 27 36 C N 19 S 17 7.9 63.12 3.1 26 375 C N 175 S 2 7.39 58.66 4.9 25 42 F N 255 S 165 7.7 65.7 1.8 24 36 C N 22 S 14 8.2 67.1 6.2 23 375 C N 24 S 135 8.1 72.3 4.8 22 34 C N 215 S 125 9.2 68. 3.4 21 355 C N 23 S 125 8.2 53.5 5.3 2 42 C N 275 S 145 8.2 53.1 3.1 1999 36 C N 23 S 13 9.1 52.7 3.1 1998 345 C N 215 S 13 8.2 52.7 2.5 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; F = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 211 IS STANDARDK, PRIOR YEARS ARE K3 VALUES

FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 213 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 545 - SR 5/US-1/NB, 2' E SE 2 AV ON SE 4 ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 213 175 C N 175 9. 99.9 5.2 212 17 C N 17 9. 99.9 5.8 211 17 C N 17 9. 99.9 4.5 21 18 C N 18 7.87 99.99 4.4 29 16 C N 16 7.98 99.99 3.4 28 18 F 8.7 99.99 3.7 27 175 C N 175 7.9 99.99 3.1 26 175 C N 175 7.39 99.99 4.9 25 19 C N 19 7.7 99.9 1.8 24 235 C N 235 8.2 67.1 6.2 23 21 C N 21 8.1 72.3 4.8 22 225 C N 225 9.2 68. 3.4 21 225 C N 225 8.2 53.5 5.3 2 21 C N 21 8.2 53.1 3.1 1999 225 C N 225 9.1 52.7 3.1 1998 215 C N 215 8.6 52.7 2.5 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; F = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 211 IS STANDARDK, PRIOR YEARS ARE K3 VALUES

FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 213 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 55 - SR 5/US-1, 2' S MIAMI RIVER BRIDG YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 213 365 C N 175 S 19 9. 58.9 5. 212 34 C N 175 S 165 9. 59.7 5.1 211 365 C N 175 S 19 9. 58.2 3.9 21 365 C N 18 S 185 7.87 58.27 4.3 29 315 C N 155 S 16 7.98 59.96 4.9 28 315 C N 16 S 155 8.7 66.31 3.7 27 315 C N 16 S 155 7.9 63.12 3.5 26 285 C N 145 S 14 7.39 58.66 8. 25 34 C N 16 S 18 7.7 65.7 5.5 24 34 C N 175 S 165 8.2 67.1 4.9 23 31 C N 145 S 165 8.1 72.3 3.4 22 35 C N 175 S 175 9.2 68. 4.3 21 36 C N 175 S 185 8.2 53.5 3. 2 39 C N 18 S 21 8.2 53.1 3.2 1999 325 C N 155 S 17 9.1 52.7 4.9 1998 39 C N 185 S 25 9.5 52.7 3.3 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; F = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 211 IS STANDARDK, PRIOR YEARS ARE K3 VALUES

One Brickell Background Growth Rate Station Location 28 29 21 211 212 213 545 SR 5/US-1/NB, 2' E ofse 2 Av 18, 16, 18, 17, 17, 17,5 547 SR 5/US-1, 1' S Flager St 36, 36, 35, 36, 36, 38,5 55 SR 5/US-1/NB, 2' S Miami River Bridge 31,5 31,5 36,5 36,5 34, 36,5 Total Yearly Growth Growth Trend 85,5 83,5 89,5 89,5 87, 92,5-2.3% 7.2%.% -2.8% 6.3% 1.7%

FDOT Adjustment Factors

Signal Timings

Print Date: for 3448: US 1&SE 7 St Print Time: 1/31/214 8:6 AM Asset Intersection 3448 US 1&SE 7 St DOW-6 N/A Max N/A Splits TOD Schedule Op Mode PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 NBL SBT - WBT SBL NBT - - TOD Schedule Report Plan # Cycle Offset TOD Setting Active PhaseBank Active Maximum Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Yellow 1 NBL - - - - 7-7 - 7 3-3 - 3 2-2 - 2 55-55 - 55 4 2 2 SBT 7-7 - 7 15-15 - 15 7-7 - 7 1-1 - 1 3-3 - 3 - - 4 2 3 - - - - - - - - - - - - - 4 WBT 7-7 - 7 22-22 - 22 7-7 - 7 2.5-2.5-2.5 15-15 - 15 4-4 - 4 4 2.7 5 SBL - - - - 5-5 - 5 2-2 - 2 1-1 - 1 2-2 - 2 3.7 2 6 NBT 7-7 - 7 15-15 - 15 7-7 - 7 1-1 - 1 3-3 - 3 - - 4 2 7 - - - - - - - - - - - - - 8 - - - - - - - - - - - - - Red Last In Service Date: Permitted Phases Default External Permit External Permit 1 External Permit 2 unknown 12345678 12-456-- -------- 12-4-6-- 12-4-6--

Green Time Current TOD Schedule Plan Cycle 1 NBL 2 SBT 3-4 WBT 5 SBL 6 NBT 7-8 - Ring Offset Offset 2 15 8 91 32 8 91 76 4 16 37 74 3 17 94 59 6 16 49 62 3 14 97 75 1 18 37 94 3 17 114 14 15 27 74 3 17 84 15 14 22 68 31 15 75 17 14 17 74 3 12 79 22 18 15 17 84 3 12 89 52 19 15 22 76 33 15 83 22 2 15 27 71 33 17 81 22 21 15 27 71 33 15 83 22 Local TOD Schedule Time Plan DOW 17 Su M T W Th F S 115 Free Su S 23 Flash M T W Th F 53 2 M T W Th F 6 Free Su S 7 4 M T W Th F 8 18 Su S 93 6 M T W Th F 11 19 Su S 14 2 Su S 1545 1 M T W Th F 19 14 M T W Th F 19 21 Su S 2 15 M T W Th F 23 17 M T W Th F 23 18 Su S Current Time of Day Function Local Time of Day Function * Settings Time Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S 73 VEH MAX RECALL -------1 M T W ThF 93 VEH MAX RECALL -------- M T W ThF 163 VEH MAX RECALL -------1 M T W ThF 183 VEH MAX RECALL -------- M T W ThF Time 73 93 163 183 Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S VEH MAX RECALL -------1 M T W ThF VEH MAX RECALL -------- M T W ThF VEH MAX RECALL -------1 M T W ThF VEH MAX RECALL -------- M T W ThF Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA No Calendar Defined/Enabled Page 2 of 2

TOD Schedule Report Print Date: for 4579: US 1&SE 5 St Print Time: 11/2/214 9:59 AM Asset Intersection 4579 US 1&SE 5 St DOW-5 N/A Max N/A Splits TOD Schedule Op Mode PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBL NBT - EBT NBL SBT - WBT Plan # Cycle Offset TOD Setting Active PhaseBank Active Maximum Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Yellow 1 SBL - - - - 5-5 - 5 2-2 - 2 9-9 - 9 25-25 - 25 3 2 NBT 7-7 - 7 18-18 - 18 7-7 - 7 1-1 - 1 4-4 - 4-4 - 4 4.3 1.6 3 - - - - - - - - - - - - - 4 EBT 7-7 - 7 24-24 - 24 7-7 - 7 2.5-2.5-2.5 15-15 - 15 4-3 - 3 4 2.7 5 NBL - - - - 5-5 - 5 2-2 - 2 9-9 - 9 24-24 - 24 3 6 SBT 7-7 - 7 18-18 - 18 7-7 - 7 1-1 - 1 4-4 - 4-4 - 4 4.3 1.6 7 - - - - - - - - - - - - - 8 WBT 7-7 - 7 24-24 - 24 7-7 - 7 2.5-2.5-2.5 15-15 - 15 4-3 - 3 4 2.7 Red Last In Service Date: Permitted Phases Default External Permit External Permit 1 External Permit 2 unknown 12345678 12-456-8-2-4-6-8-2-4-6-8-2-4-6-8 Page 1 of 2

TOD Schedule Report Print Date: for 4579: US 1&SE 5 St Print Time: 11/2/214 9:59 AM Green Time Current TOD Schedule Plan Cycle 1 SBL 2 NBT 3-4 EBT 5 NBL 6 SBT 7-8 WBT Ring Offset Offset 2 15 1 93 31 1 93 31 78 4 16 21 92 31 21 92 31 64 6 16 18 95 31 18 95 31 88 1 18 19 11 35 19 11 35 142 14 15 18 85 31 18 85 31 47 15 14 16 77 31 16 77 31 47 17 14 13 8 31 13 8 31 15 18 15 11 92 31 11 92 31 46 19 15 18 85 31 18 85 31 11 2 15 19 84 31 19 84 31 25 21 15 17 86 31 17 86 31 25 Local TOD Schedule Time Plan DOW 17 Su M T W Th F S 115 Free Su S 23 Flash M T W Th F 53 2 M T W Th F 6 Free Su S 7 4 M T W Th F 8 18 Su S 93 6 M T W Th F 11 19 Su S 14 2 Su S 1545 1 M T W Th F 19 14 M T W Th F 19 21 Su S 2 15 M T W Th F 23 17 M T W Th F 23 18 Su S Current Time of Day Function Local Time of Day Function * Settings Time Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S Time Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA No Calendar Defined/Enabled Page 2 of 2

TOD Schedule Report Print Date: for 4214: SE 2 Av&SE 4 St Print Time: 11/2/214 9:48 AM Asset Intersection 4214 SE 2 Av&SE 4 St DOW-5 N/A Max N/A Splits TOD Schedule Op Mode PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 - NR+SL NBR SBL - - - - Plan # Cycle Offset TOD Setting Active PhaseBank Active Maximum Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Yellow 1 - - - - - - - - - - - - - 2 NR+ - - - - 7-7 - 7 1-1 - 1 3-3 - 3-55 - 55 4 1 3 NBR 7-7 - 7 6-6 - 6 - - - - - - - - 4 1 4 SBL 7-7 - 7 9-9 - 9 7-7 - 7 2.5-2.5-2.5 45-45 - 45 55-55 - 55 4 1 5 - - - - - - - - - - - - - 6 - - - - - - - - - - - - - 7 - - - - - - - - - - - - - 8 - - - - - - - - - - - - - Red Last In Service Date: Permitted Phases Default External Permit External Permit 1 External Permit 2 unknown 12345678-234---- -------- -------- -------- Green Time Current TOD Schedule Plan Cycle 1-2 NR+S 3 NBR 4 SBL 5-6 - 7-8 - Ring Offset Offset 1 11 52 12 31 88 2 9 62 12 1 2 3 9 55 12 8 44 4 1 72 12 1 92 5 8 32 12 21 38 8 9 32 12 31 34 9 9 3 14 31 58 11 1 56 12 17 38 12 9 55 12 8 74 Local TOD Schedule Time Plan DOW Free Su M T W Th F S 1 Flash M T W Th F 2 Free Su S 6 9 Su M T W Th F S 645 8 M T W Th F 73 1 M T W Th F 93 9 M T W Th F 1545 11 M T W Th F 18 12 M T W Th F 19 9 M T W Th F Page 1 of 2

TOD Schedule Report Print Date: for 4214: SE 2 Av&SE 4 St Print Time: 11/2/214 9:48 AM Current Time of Day Function Local Time of Day Function * Settings Time Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S Time Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA No Calendar Defined/Enabled Page 2 of 2

Print Date: for 2243: US 1&SE 8 St Print Time: 1/31/214 8:4 AM Asset Intersection 2243 US 1&SE 8 St DOW-6 N/A Max N/A Splits TOD Schedule Op Mode PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 - SBT EBT WBT SBL NBT PED - TOD Schedule Report Plan # Cycle Offset TOD Setting Active PhaseBank Active Maximum Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Yellow 1 - - - - - - - - - - - - - 2 SBT 7-7 - 7 2-2 - 2 7-7 - 7 1-1 - 1 45-45 - 45 - - 4 2 3 EBT 7-7 - 7 24-24 - 24 7-7 - 7 2.5-2.5-2.5 35-35 - 35 6-6 - 6 4 2.7 4 WBT - - - - 7-7 - 7 2.5-2.5-2.5 35-35 - 35 6-6 - 6 4 2.7 5 SBL - - - - 5-5 - 5 2-2 - 2 15-15 - 15 2-2 - 2 3.7 2 6 NBT 7-7 - 7 2-2 - 2 7-7 - 7 1-1 - 1 45-45 - 45 - - 4 2 7 PED 7-7 - 7 24-24 - 24 - - - - - - - - 8 - - - - - - - - - - - - - Red Last In Service Date: Permitted Phases Default External Permit External Permit 1 External Permit 2 3/8/21 13:29 12345678-234567- -------- -------- --------

Green Time Current TOD Schedule Plan Cycle 1-2 SBT 3 EBT 4 WBT 5 SBL 6 NBT 7 PED 8 - Ring Offset Offset 2 15 53 33 13 1 37 31 78 4 16 48 33 28 15 27 31 52 6 16 49 32 28 13 3 31 83 1 18 57 38 33 18 33 32 145 14 15 48 32 19 15 27 31 15 14 45 31 13 12 27 31 17 14 45 31 13 1 29 31 28 18 15 5 31 18 12 32 31 56 19 15 45 32 22 1 29 31 22 2 15 46 32 21 13 27 31 28 21 15 45 31 23 11 28 31 35 Local TOD Schedule Time Plan DOW 17 Su M T W Th F S 115 Free Su S 23 Free M T W Th F 53 2 M T W Th F 6 Free Su S 7 4 M T W Th F 8 18 Su S 93 6 M T W Th F 11 19 Su S 14 2 Su S 1545 1 M T W Th F 19 14 M T W Th F 19 21 Su S 2 15 M T W Th F 23 17 M T W Th F 23 18 Su S Current Time of Day Function Local Time of Day Function * Settings Time Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S Time Function Settings * Day of Week TOD OUTPUTS -------- SuM T W ThF S Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA No Calendar Defined/Enabled Page 2 of 2

Appendix D FDOT s Quality/LOS Handbook-Generalized Tables LOS Table Downtown Miami DRI Increment II Transit Ridership

TABLE 7 Generalized Peak Hour Directional Urbanized Areas 1 12/18/12 INTERRUPTED FLOW FACILITIES STATE SIGNALIZED ARTERIALS Class I Class II Non-State Signalized Roadway Adjustments Median & Turn Lane Adjustments One-Way Facility Adjustment BICYCLE MODE 2 PEDESTRIAN MODE 2 BUS MODE (Scheduled Fixed Route) 3 UNINTERRUPTED FLOW FACILITIES FREEWAYS Freeway Adjustments UNINTERRUPTED FLOW HIGHWAYS Uninterrupted Flow Highway Adjustments Source: 212 FDOT QUALITY/LEVEL OF SERVICE HANDBOOK TABLES

LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 213 QUALITY / LEVEL OF SERVICE [1] PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E 1LU wo LT - - 27 54 58 - -.47.93 1. 2LU wo LT lanes - - 49 11 1147 - -.43.96 1. CLASS II ARTERIAL with 2LU w LT lanes - - 62 139 1453 - -.43.96 1. Adjustment 2LU w LT lanes - - 69 155 1615 - -.43.96 1. 2LU w LT lanes (Non-State) - - 62 139 1453 - -.43.96 1. 3LD w LT lanes - - 123 265 2688 - -.46.99 1. Source: FDOT's 213 Quality/Level of Service Handbook NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 213 LEVEL OF SERVICE BY THE LOS D (FOR CLASS I) AND LOS E (FOR CLASS II)

Appendix E Intersection Capacity Analysis Worksheets

Existing Conditions

HCM Signalized Intersection Capacity Analysis 1428 Existing PM 7: SE 4th Street & Brickell Avenue 1/12/215 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 1264 243 1295 Ideal Flow (vphpl) 19 19 19 19 19 19 Total Lost time (s) 5. 5. 5. Lane Util. Factor.88 1..91 Frt.85 1. 1. Flt Protected 1..95 1. Satd. Flow (prot) 2787 177 585 Flt Permitted 1..95 1. Satd. Flow (perm) 2787 177 585 Peak-hour factor, PHF.9.9.9.9.9.9 Adj. Flow (vph) 144 27 1439 RTOR Reduction (vph) 424 1 Lane Group Flow (vph) 98 26 1439 Turn Type custom Prot NA Protected Phases 5 1 4 4 1 Permitted Phases Actuated Green, G (s) 45.6 31.7 87.3 Effective Green, g (s) 45.6 31.7 87.3 Actuated g/c Ratio.52.36 1. Clearance Time (s) 5. Vehicle Extension (s) 3. Lane Grp Cap (vph) 1455 642 585 v/s Ratio Prot c.35 c.15.28 v/s Ratio Perm v/c Ratio.67.41.28 Uniform Delay, d1 15.4 2.8. Progression Factor 1. 1. 1. Incremental Delay, d2 1.2.4. Delay (s) 16.6 21.2. Level of Service B C A Approach Delay (s). 16.6 3.4 Approach LOS A B A Intersection Summary HCM 2 Control Delay 9.3 HCM 2 Level of Service A HCM 2 Volume to Capacity ratio.56 Actuated Cycle Length (s) 87.3 Sum of lost time (s) 1. Intersection Capacity Utilization 66.% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Existing 11/24/214 1428 Existing PM Synchro 9 Report DPA Page 1

HCM 21 Signalized Intersection Summary 1428 Existing PM 9: SE 8th Street & Brickell Avenue 1/12/215 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 335 316 142 128 493 697 92 237 758 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh Ped-Bike Adj(A_pbT) 1. 1. 1. 1. 1. 1. 1. 1. Parking Bus, Adj 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Adj Sat Flow, veh/h/ln 1863 1863 19 1863 1863 1863 19 1863 1863 Adj Flow Rate, veh/h 368 347 156 141 542 766 11 26 833 Adj No. of Lanes 2 2 1 2 3 2 2 Peak Hour Factor.91.91.91.91.91.91.91.91.91.91.91.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 729 56 224 1691 221 698 2272 Arrive On Green.21.21.21.....37.37.2.64. Sat Flow, veh/h 3442 239 156 4719 596 3442 3632 Grp Volume(v), veh/h 368 255 248. 569 298 26 833 Grp Sat Flow(s),veh/h/ln 1721 177 1676 1695 1758 1721 177 Q Serve(g_s), s 8.4 11.8 12.1. 11.3 11.4 5.8 9.8. Cycle Q Clear(g_c), s 8.4 11.8 12.1. 11.3 11.4 5.8 9.8. Prop In Lane 1..63..34 1.. Lane Grp Cap(c), veh/h 729 375 355 126 653 698 2272 V/C Ratio(X).5.68.7..45.46.37.37. Avail Cap(c_a), veh/h 1473 757 717 126 653 698 2272 HCM Platoon Ratio 1. 1. 1. 1. 1. 1. 1. 1. 1. Upstream Filter(I) 1. 1. 1.. 1. 1. 1. 1.. Uniform Delay (d), s/veh 3.9 32.2 32.4. 21.1 21.1 3.5 7.5. Incr Delay (d2), s/veh.5 2.2 2.5. 1.2 2.3.3.5. Initial Q Delay(d3),s/veh......... %ile BackOfQ(5%),veh/ln 4. 6. 5.8. 5.4 6. 2.8 4.9. LnGrp Delay(d),s/veh 31.4 34.4 34.8. 22.2 23.4 3.9 7.9. LnGrp LOS C C C C C C A Approach Vol, veh/h 871 867 193 Approach Delay, s/veh 33.3 22.6 13.4 Approach LOS C C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 24. 39. 25.8 63. Change Period (Y+Rc), s 6. 6. 7. 6. Max Green Setting (Gmax), s 18. 33. 38. 57. Max Q Clear Time (g_c+i1), s 7.8 13.4 14.1 11.8 Green Ext Time (p_c), s 4.8 5.8 4.7 8.5 Intersection Summary HCM 21 Ctrl Delay 22.3 HCM 21 LOS C Existing 11/24/214 1428 Existing PM Synchro 9 Report DPA Page 1

Timings 1428 Existing PM 9: SE 8th Street & Brickell Avenue 1/12/215 Lane Group EBL EBT WBL WBR NBT SBL SBT Lane Configurations Volume (vph) 335 316 128 493 697 237 758 Turn Type Split NA Prot Prot NA Prot NA Protected Phases 4 4 8 8 2 1 6 Permitted Phases Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 25. 25. 25. 25. 24. 11. 24. Total Split (s) 45. 45. 4. 4. 39. 24. 63. Total Split (%) 3.4% 3.4% 27.% 27.% 26.4% 16.2% 42.6% Yellow Time (s) 4. 4. 4. 4. 4. 4. 4. All-Red Time (s) 3. 3. 3. 3. 2. 2. 2. Lost Time Adjust (s)....... Total Lost Time (s) 7. 7. 7. 7. 6. 6. 6. Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode None None None None Max None Max Intersection Summary Cycle Length: 148 Actuated Cycle Length: 116.5 Natural Cycle: 85 Control Type: Semi Act-Uncoord Splits and Phases: 9: SE 8th Street & Brickell Avenue Existing 11/24/214 1428 Existing PM Synchro 9 Report DPA Page 1

Timings 1428 Existing PM 1: Brickell Avenue & SE 7th Street 1/12/215 Lane Group WBT NBL NBT SBL SBT SBR ø3 Lane Configurations Volume (vph) 141 353 1156 72 946 215 Turn Type NA Prot NA pm+pt NA Perm Protected Phases 8 5 2 1 6 3 Permitted Phases 6 6 Detector Phase 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 25. 11. 24. 11. 24. 24. 12. Total Split (s) 37. 43. 12. 23. 1. 1. 37. Total Split (%) 2.6% 23.9% 66.7% 12.8% 55.6% 55.6% 21% Yellow Time (s) 4. 4. 4. 4. 4. 4. 4. All-Red Time (s) 3. 2. 2. 2. 2. 2. 3. Lost Time Adjust (s)...... Total Lost Time (s) 7. 6. 6. 6. 6. 6. Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min None Max None Max Max Min Act Effct Green (s) 28.3 24.9 114.5 14.6 97.1 97.1 Actuated g/c Ratio.17.15.68.62.57.57 v/c Ratio.55.8.39.29.53.24 Control Delay 5.8 81.9 12.7 1.8 24.1 4.9 Queue Delay..5 4.4. 3.2. Total Delay 5.8 82.4 17.1 1.8 27.3 4.9 LOS D F B B C A Approach Delay 5.8 32.1 22.6 Approach LOS D C C Intersection Summary Cycle Length: 18 Actuated Cycle Length: 169.3 Natural Cycle: 7 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.8 Intersection Signal Delay: 3.1 Intersection Capacity Utilization 61.% Analysis Period (min) 15 Description: Brickell Avenue & SE 7th Street Intersection LOS: C ICU Level of Service B Splits and Phases: 1: Brickell Avenue & SE 7th Street Existing 11/24/214 1428 Existing PM Synchro 9 Report DPA Page 1

Timings 11: Brickell Avenue & SE 5th Street 12/3/214 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations Volume (vph) 88 8 73 27 9 185 15 142 155 Turn Type Perm NA Perm NA Perm pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 25. 25. 25. 25. 25. 9.5 24.3 9.5 24.3 Total Split (s) 42. 42. 42. 42. 42. 22. 116. 22. 116. Total Split (%) 23.3% 23.3% 23.3% 23.3% 23.3% 12.2% 64.4% 12.2% 64.4% Yellow Time (s) 4. 4. 4. 4. 4. 3. 4.3 3. 4.3 All-Red Time (s) 3. 3. 3. 3. 3.. 2.. 2. Lost Time Adjust (s)........ Total Lost Time (s) 7. 7. 7. 7. 3. 6.3 3. 6.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 18.3 18.3 18.3 18.3 124.8 111.5 121.7 11. Actuated g/c Ratio.12.12.12.12.81.72.79.71 v/c Ratio.73.34.7.36.6.35.44.38 Control Delay 95.3 18.2 88.7 14.1 1.8 8.8 7.4 9.6 Queue Delay......5.. Total Delay 95.3 18.2 88.7 14.1 1.8 9.3 7.4 9.6 LOS F B F B B A A A Approach Delay 58.4 53.3 9.5 9.4 Approach LOS E D A A Intersection Summary Cycle Length: 18 Actuated Cycle Length: 154.6 Natural Cycle: 6 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.73 Intersection Signal Delay: 14.9 Intersection Capacity Utilization 6.9% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 11: Brickell Avenue & SE 5th Street Existing 11/24/214 1428 Existing PM Synchro 9 Report DPA Page 1

Future with Project

HCM Signalized Intersection Capacity Analysis 1428 Future with Project PM 7: SE 4th Street & Brickell Avenue 1/12/215 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (vph) 1343 263 1643 Ideal Flow (vphpl) 19 19 19 19 19 19 Total Lost time (s) 5. 5. 5. Lane Util. Factor.88 1..91 Frt.85 1. 1. Flt Protected 1..95 1. Satd. Flow (prot) 2787 177 585 Flt Permitted 1..95 1. Satd. Flow (perm) 2787 177 585 Peak-hour factor, PHF.9.9.9.9.9.9 Adj. Flow (vph) 1492 292 1826 RTOR Reduction (vph) 436 7 Lane Group Flow (vph) 156 285 1826 Turn Type custom Prot NA Protected Phases 5 1 4 4 1 Permitted Phases Actuated Green, G (s) 45.3 39.8 95.1 Effective Green, g (s) 45.3 39.8 95.1 Actuated g/c Ratio.48.42 1. Clearance Time (s) 5. Vehicle Extension (s) 3. Lane Grp Cap (vph) 1327 74 585 v/s Ratio Prot c.38.16 c.36 v/s Ratio Perm v/c Ratio.8.39.36 Uniform Delay, d1 21. 19.2. Progression Factor 1. 1. 1. Incremental Delay, d2 3.4.3. Delay (s) 24.4 19.5. Level of Service C B A Approach Delay (s). 24.4 2.7 Approach LOS A C A Intersection Summary HCM 2 Control Delay 11.7 HCM 2 Level of Service B HCM 2 Volume to Capacity ratio.61 Actuated Cycle Length (s) 95.1 Sum of lost time (s) 1. Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group One Brickell 11/24/214 1428 Future with Project PM Synchro 9 Report DPA Page 1

HCM 21 Signalized Intersection Summary 1428 Future with Project PM 9: SE 8th Street & Brickell Avenue 1/12/215 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 516 41 168 139 583 786 1 264 817 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh Ped-Bike Adj(A_pbT) 1. 1. 1. 1. 1. 1. 1. 1. Parking Bus, Adj 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Adj Sat Flow, veh/h/ln 1863 1863 19 1863 1863 1863 19 1863 1863 Adj Flow Rate, veh/h 567 441 185 153 641 864 11 29 898 Adj No. of Lanes 2 2 1 2 3 2 2 Peak Hour Factor.91.91.91.91.91.91.91.91.91.91.91.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 876 621 258 166 24 66 2148 Arrive On Green.25.25.25.....35.35.19.61. Sat Flow, veh/h 3442 2439 114 4739 579 3442 3632 Grp Volume(v), veh/h 567 319 37. 64 334 29 898 Grp Sat Flow(s),veh/h/ln 1721 177 1684 1695 1761 1721 177 Q Serve(g_s), s 13.8 15.4 15.6. 14.2 14.3 7. 12.6. Cycle Q Clear(g_c), s 13.8 15.4 15.6. 14.2 14.3 7. 12.6. Prop In Lane 1..6..33 1.. Lane Grp Cap(c), veh/h 876 451 429 1191 619 66 2148 V/C Ratio(X).65.71.72..54.54.44.42. Avail Cap(c_a), veh/h 1393 716 681 1191 619 66 2148 HCM Platoon Ratio 1. 1. 1. 1. 1. 1. 1. 1. 1. Upstream Filter(I) 1. 1. 1.. 1. 1. 1. 1.. Uniform Delay (d), s/veh 31.2 31.8 31.9. 24.3 24.4 33.5 9.7. Incr Delay (d2), s/veh.8 2.1 2.3. 1.7 3.4.5.6. Initial Q Delay(d3),s/veh......... %ile BackOfQ(5%),veh/ln 6.6 7.8 7.5. 6.9 7.5 3.3 6.3. LnGrp Delay(d),s/veh 32. 33.9 34.2. 26.1 27.7 34. 1.3. LnGrp LOS C C C C C C B Approach Vol, veh/h 1193 974 1188 Approach Delay, s/veh 33.1 26.7 16.1 Approach LOS C C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 24. 39. 3.9 63. Change Period (Y+Rc), s 6. 6. 7. 6. Max Green Setting (Gmax), s 18. 33. 38. 57. Max Q Clear Time (g_c+i1), s 9. 16.3 17.6 14.6 Green Ext Time (p_c), s 4.8 6.1 6.3 9.5 Intersection Summary HCM 21 Ctrl Delay 25.2 HCM 21 LOS C One Brickell 11/24/214 1428 Future with Project PM Synchro 9 Report DPA Page 1

Timings 1428 Future with Project PM 1: Brickell Avenue & SE 7th Street 1/12/215 Lane Group WBT NBL NBT SBL SBT SBR ø3 Lane Configurations Volume (vph) 153 433 135 78 128 395 Turn Type NA Prot NA pm+pt NA Perm Protected Phases 8 5 2 1 6 3 Permitted Phases 6 6 Detector Phase 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 25. 11. 24. 11. 24. 24. 12. Total Split (s) 37. 43. 12. 23. 1. 1. 37. Total Split (%) 2.6% 23.9% 66.7% 12.8% 55.6% 55.6% 21% Yellow Time (s) 4. 4. 4. 4. 4. 4. 4. All-Red Time (s) 3. 2. 2. 2. 2. 2. 3. Lost Time Adjust (s)...... Total Lost Time (s) 7. 6. 6. 6. 6. 6. Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min None Max None Max Max Min Act Effct Green (s) 29. 29.7 116.9 12.6 94.9 94.9 Actuated g/c Ratio.17.17.68.59.55.55 v/c Ratio.59.83.6.12.6.46 Control Delay 54.4 82.1 7.8 8.7 28.5 16.2 Queue Delay. 5.3.. 1.2 1.7 Total Delay 54.4 87.4 7.8 8.7 38.7 17.9 LOS D F A A D B Approach Delay 54.4 65.6 31.8 Approach LOS D E C Intersection Summary Cycle Length: 18 Actuated Cycle Length: 172.6 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.83 Intersection Signal Delay: 43.2 Intersection Capacity Utilization 66.3% Analysis Period (min) 15 Description: Brickell Avenue & SE 7th Street Intersection LOS: D ICU Level of Service C Splits and Phases: 1: Brickell Avenue & SE 7th Street One Brickell 11/24/214 1428 Future with Project PM Synchro 9 Report DPA Page 1

Timings 1428 Future with Project PM with IMP 1: Brickell Avenue & SE 7th Street 1/12/215 Lane Group WBT NBL NBT SBL SBT SBR ø3 Lane Configurations Volume (vph) 153 433 135 78 128 395 Turn Type NA Prot NA pm+pt NA Perm Protected Phases 8 5 2 1 6 3 Permitted Phases 6 6 Detector Phase 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 25. 11. 24. 11. 24. 24. 12. Total Split (s) 37. 55. 12. 23. 88. 88. 37. Total Split (%) 2.6% 3.6% 66.7% 12.8% 48.9% 48.9% 21% Yellow Time (s) 4. 4. 4. 4. 4. 4. 4. All-Red Time (s) 3. 2. 2. 2. 2. 2. 3. Lost Time Adjust (s)...... Total Lost Time (s) 7. 6. 6. 6. 6. 6. Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min None Max None Max Max Min Act Effct Green (s) 29. 29.6 114. 99.8 92.1 92.1 Actuated g/c Ratio.17.17.67.59.54.54 v/c Ratio.58.82.6.12.61.46 Control Delay 52.7 79.4 8. 8.9 29. 15.6 Queue Delay..5.. 9.1 1.5 Total Delay 52.7 79.9 8. 8.9 38.1 17.1 LOS D E A A D B Approach Delay 52.7 6.2 31.2 Approach LOS D E C Intersection Summary Cycle Length: 18 Actuated Cycle Length: 169.7 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.82 Intersection Signal Delay: 41.3 Intersection Capacity Utilization 66.3% Analysis Period (min) 15 Description: Brickell Avenue & SE 7th Street Intersection LOS: D ICU Level of Service C Splits and Phases: 1: Brickell Avenue & SE 7th Street One Brickell 11/24/214 1428 Future with Project PM with IMP Synchro 9 Report DPA Page 1

Timings 1428 Future with Project PM 11: Brickell Avenue & SE 5th Street 1/12/215 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations Volume (vph) 117 9 79 29 97 24 1279 154 1282 Turn Type Perm NA Perm NA Perm pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 25. 25. 25. 25. 25. 9.5 24.3 9.5 24.3 Total Split (s) 42. 42. 42. 42. 42. 22. 116. 22. 116. Total Split (%) 23.3% 23.3% 23.3% 23.3% 23.3% 12.2% 64.4% 12.2% 64.4% Yellow Time (s) 4. 4. 4. 4. 4. 3. 4.3 3. 4.3 All-Red Time (s) 3. 3. 3. 3. 3.. 2.. 2. Lost Time Adjust (s)........ Total Lost Time (s) 7. 7. 7. 7. 3. 6.3 3. 6.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 24.1 24.1 24.1 24.1 134. 117.7 123.3 11. Actuated g/c Ratio.14.14.14.14.8.7.73.65 v/c Ratio.83.3.64.34.87.44.6.53 Control Delay 18.3 17.3 83.3 12.6 55.9 12.2 15. 16.5 Queue Delay......9..3 Total Delay 18.3 17.3 83.3 12.6 55.9 13.1 15. 16.8 LOS F B F B E B B B Approach Delay 7.8 49.8 19.4 16.7 Approach LOS E D B B Intersection Summary Cycle Length: 18 Actuated Cycle Length: 168.2 Natural Cycle: 7 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.87 Intersection Signal Delay: 22.6 Intersection Capacity Utilization 71.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 11: Brickell Avenue & SE 5th Street One Brickell 11/24/214 1428 Future with Project PM Synchro 9 Report DPA Page 1

Timings 1428 Future with Project PM with IMP 11: Brickell Avenue & SE 5th Street 1/12/215 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations Volume (vph) 117 9 79 29 97 24 1279 154 1282 Turn Type Perm NA Perm NA Perm pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 25. 25. 25. 25. 25. 9.5 24.3 9.5 24.3 Total Split (s) 6. 6. 6. 6. 6. 44. 94. 26. 76. Total Split (%) 33.3% 33.3% 33.3% 33.3% 33.3% 24.4% 52.2% 14.4% 42.2% Yellow Time (s) 4. 4. 4. 4. 4. 3. 4.3 3. 4.3 All-Red Time (s) 3. 3. 3. 3. 3.. 2.. 2. Lost Time Adjust (s)........ Total Lost Time (s) 7. 7. 7. 7. 3. 6.3 3. 6.3 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 2. 2. 2. 2. 14.7 88.2 91.3 77.8 Actuated g/c Ratio.15.15.15.15.78.65.68.58 v/c Ratio.74.28.6.33.73.47.57.6 Control Delay 79.4 9.6 66.6 11.5 37.3 13.1 17.1 21.1 Queue Delay......6..1 Total Delay 79.4 9.6 66.6 11.5 37.3 13.7 17.1 21.1 LOS E A E B D B B C Approach Delay 5.7 4.5 17.2 2.8 Approach LOS D D B C Intersection Summary Cycle Length: 18 Actuated Cycle Length: 134.7 Natural Cycle: 7 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.74 Intersection Signal Delay: 21.9 Intersection Capacity Utilization 71.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 11: Brickell Avenue & SE 5th Street One Brickell 11/24/214 1428 Future with Project PM with IMP Synchro 9 Report DPA Page 1

Project Driveway

HCM 21 TWSC 1428 Future with Project PM 24: SE 5th Street & Project Driveway 1 1/16/215 Intersection Int Delay, s/veh 4.9 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 17 81 43 31 84 53 Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 88 47 34 91 58 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 8-189 64 Stage 1 - - - - 64 - Stage 2 - - - - 125 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1518 - - - 8 1 Stage 1 - - - - 959 - Stage 2 - - - - 91 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1518 - - - 79 1 Mov Cap-2 Maneuver - - - - 79 - Stage 1 - - - - 959 - Stage 2 - - - - 89 - Approach EB WB SB HCM Control Delay, s 1.3 1.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1518 - - - 86 HCM Lane V/C Ratio.12 - - -.173 HCM Control Delay (s) 7.4 - - 1.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) - - - 1 One Brickell 11/24/214 1428 Future with Project PM Synchro 9 Report DPA Page 1

HCM 21 TWSC 1428 Future with Project PM 22: SE 5th Street & Project Driveway 2 1/16/215 Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 73 93 61 121 21 14 Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 79 11 66 132 23 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 198-392 132 Stage 1 - - - - 132 - Stage 2 - - - - 26 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1375 - - - 612 917 Stage 1 - - - - 894 - Stage 2 - - - - 783 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1375 - - - 575 917 Mov Cap-2 Maneuver - - - - 575 - Stage 1 - - - - 894 - Stage 2 - - - - 735 - Approach EB WB SB HCM Control Delay, s 3.4 1.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1375 - - - 676 HCM Lane V/C Ratio.58 - - -.56 HCM Control Delay (s) 7.8 - - 1.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) - - - One Brickell 11/24/214 1428 Future with Project PM Synchro 9 Report DPA Page 1

Appendix F Committed Development Documentation

Special Area Plan Traffic Impact Analysis for Submittal to the City of Miami Brickell CityCentre North 2 Miami, Florida 212 Kimley-Horn and Associates, Inc. December 212 4342

Traffic Impact Analysis Future Land Use (ITE Code) High-Rise Residential (232) Shopping Center (82) Sub-Total Table 1: Proposed Trip Generation A.M.(P.M.) Peak Hour Driveway Volume Entering Scale 35 du 12 ksf ITE/Miami vehicular occupancy adjustment (16% reduction) (vehicles per hour) Person-Trip Conversion (1.4 persons per vehicle) (person-trips) Net External Trips Proposed Development 94 (54) 94 (517) 188 (571) Net New Trips 158 (48) 221 (672) Exiting % Trips % Trips 19% (62%) 61% (49%) 7 (43) 66 (251) 73 (294) 61 (247) 85 (346) 81% (38%) 39% (51%) 87 (11) 28 (266) 115 (277) 97 (233) 136 (326) K:\FTL_TPTO\4342-Brickell CitiCentre North 2\Report\BCC TIA-1112.docx Page - 26 December 212

Legend Study Roadway Study Intersection N NOT TO SCALE Project Driveways 453 Project Trip Volume 13 'Int13'! 4 'Int4'! 6 'Int6'! SE 5th Street 5 2 5 2 1 11 SW 1st Avenue 12 'Int12'! SW 6th Street 38 23 Retail D/W 7 23 19 1 14 'Int14'! 6 18 33 4 2 17 Residential D/W 5 'Int5'! 11 35 24 8 3 12 9 9 7 'Int7'! 1 'Int1'! 2 'Int2'! 2 13 3 'Int3'! 8 'Int8'! 8 8 9 'Int9'! 1 'Int1'! 11 'Int11'! 2 27 34 4 1 7 7 1 3 38 3 2 26 SE 1st Avenue 11 8 5 8 4 3 33 12 11 SW 7th Street 13 4 S Miami Avenue 3 SW 8th Street SE 8th Street SW 1st Avenue 14 ###### SE 1st Avenue/ Brickell Plaza Brickell Avenue 212 Figure 9 Project Trip Assignment A.M. Peak Hour Brickell CityCentre North 2

Legend Study Roadway Study Intersection N NOT TO SCALE Project Driveways 453 Project Trip Volume 13 'Int13'! 4 'Int4'! 6 'Int6'! SE 5th Street 47 1 31 7 7 42 SW 1st Avenue 12 'Int12'! SW 6th Street 1 'Int1'! 2 'Int2'! 156 56 Retail D/W 27 2 47 5 14 'Int14'! 54 17 77 5 4 Residential D/W 29 68 47 5 'Int5'! 2 7 'Int7'! 42 134 22 115 77 37 SE 1st Avenue 2 1 42 2 1 77 1 7 47 32 58 12 7 3 'Int3'! SW 7th Street 7 156 9 8 'Int8'! 8 8 9 'Int9'! 1 'Int1'! 11 'Int11'! 17 1 27 2 S Miami Avenue 7 7 111 138 18 3 SW 8th Street SE 8th Street SW 1st Avenue 14 ###### SE 1st Avenue/ Brickell Plaza Brickell Avenue 211 212 Figure 1 Project Trip Assignment P.M. Peak Hour Brickell CityCentre North 2

12 'Int12'! SE 4th Street (EB) Legend Study Roadway N NOT TO SCALE In Out #VALUE! #VALUE! SW 4th Street SW 5th Street connection 243 95 (to EB SE 4th Street ) 13 'Int13'! Right-out only Driveway SW 5th Street 1,694 Study Intersection Project Driveways Project Person-Trips 453 Project Trips 15 'Int15'! 2 1 2 Hotel SW 7th Street SW 3rd Avenue SW 2nd Avenue SW 1st Avenue 1 'Int1'! 2 'Int2'! 3 'Int3'! 4 'Int4'! 69 76 79 148 8 43 125 16 243 63 69 25 33 13 16 'Int16'! 5 'Int5'! 6 'Int6'! 7 'Int7'! 8 'Int8'! 9 'Int9'! 1 'Int1'! 11 'Int11'! 79 26 293 36 SW 8th Street SW 7th Street Driveway # 1 Driveway # 7 Driveway # 4 S Miami Avenue 9 68 82 8 5 122 125 221 Driveway # 2 23 8 Driveway # 8 72 Driveway # 5 13 46 41 15 Driveway # 3 Driveway # 6 1 1 1 2 16 5 2 1 4 3 7 42 211 377 377 377 19 33 134 469 2 SW 3rd Avenue SW 2nd Avenue SW 1st Avenue 561 564 988 SW 9th Street 25 14 'Int14'! 67 42 472 26 SE 1st Avenue/ Brickell Plaza 1 Brickell Avenue 8 Figure 9 Project Trip Assignment A.M. Peak Hour Brickell CitiCentre

### 'Int12'! SE 4th Street (EB) Legend Study Roadway N NOT TO SCALE In Out #VALUE! #VALUE! SW 4th Street SW 5th Street connection 238 343 (to EB SE 4th Street ) ### 'Int13'! Right-out only Driveway SW 5th Street 1,694 Study Intersection Project Driveways Project Person-Trips 453 Project Trips ### 'Int15'! 98 142 Hotel 12 SW 7th Street SW 3rd Avenue SW 2nd Avenue SW 1st Avenue ### 'Int1'! ### 'Int2'! ## 'Int3'! ### 'Int4'! 249 136 284 533 41 12 238 59 12 23 219 ### 'Int16'! 8 343 25 8 9 ### 'Int5'! ### 'Int6'! ### 'Int7'! ### 'Int8'! ### 'Int9'! ## 'Int1'! ### 'Int11'! 284 95 279 296 SW 8th Street SW 7th Street Driveway # 1 Driveway # 7 Driveway # 4 368 172 1,156 321 S Miami Avenue 131 25 456 457 49 756 Driveway # 2 59 Driveway # 8 189 Driveway # 5 12 118 Driveway # 3 Driveway # 6 139 367 9 49 142 142 41 369 369 369 287 424 164 74 142 361 233 25 41 11 95 59 12 8 211 SW 3rd Avenue SW 2nd Avenue SW 1st Avenue 1,322 ### 'Int14'! SW 9th Street 66 SE 1st Avenue/ Brickell Plaza Brickell Avenue Figure 1 Project Trip Assignment P.M. Peak Hour Brickell CitiCentre

Traffic Impact Analysis for Submittal to the City of Miami Brickell Bayview Center Miami, Florida ã213 Kimley-Horn and Associates, Inc. November 213 431746