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HomeMy WebLinkAboutTAB N - Traffic Impact StudyMAJOR USE SPECIAL PERMIT TRAFFIC IMPACT STUDY City Square May 2006 Prepared for: Maefield Development CATHY SWEETAPPLE & ASSOCIATES 101 North Gordon Road, Fort Lauderdale, Florida 33301 954-463-8878 office 954-525-4303 fax Email: csweet@bellsouth.net City Square Major Use Special Permit Traffic Impact Study Table of Contents Executive Summary Introduction 1 Transportation Analysis Parameters 1 Existing and Proposed Site Access Locations 5 Development Program 5 Person -Trip Generation 10 Project Trip Assignment 13 Existing Traffic Data and Roadway Geometry 21 Future Background Traffic Conditions 25 Committed Development Traffic 25 Corridor Capacity Analysis 28 Adjacent Study Area Intersections 32 Conclusions 32 List of Attachments Attachment I FDOT and Person -Trip Level of Service Attachment II Traffic Data Attachment III Programmed Transportation Improvements Attachment IV Committed Development Information Attachment V Supporting Material from the DDRI Attachment VI Intersection Analyses Attachment VII Transportation Control Measures Plan Attachment VII I Truck Staging Alternatives and Truck Maneuvering Plan City Square Maefield Development Major Use Special Permit Traffic Impact Study May 2006 City Square Major Use Special Permit Traffic Impact Study Table of Contents List of Figures 1 Redevelopment Parcel Locations 2 2 Parcels Located within the DDRI Boundary 3 3 Access to Rail Transit 4 4A Existing Parcel Access 6 4B Proposed East and West Parcel Access 7 5A Proposed East Parcel Redevelopment Plan 8 5B Proposed West Parcel Redevelopment Plan 9 6A Cardinal Distribution for TAZ 509 14 6B Project Assignment for the East Parcel using the Cardinal Distribution for TAZ 509 15 6C Project Assignment for the West Parcel using the Cardinal Distribution for TAZ 509 16 6D Cardinal Distribution for TAZ 509 17 7A Project Traffic Distribution for the East and West Parcels 18 7B PM Peak Hour Project Trip Assignment for the East Parcel 19 7C PM Peak Hour Project Trip Assignment for the West Parcel 20 8A Traffic Count Locations 22 8B Existing Lane Geometry 23 8C Peak Season 2005 Intersection Turning Movements 24 8D Future Year 2009 without Project Turning Movements 26 8E Future Year 2009 with Project Turning Movements 27 List of Tables 1 Site Data and Development Program 5 2A East Parcel PM Peak Hour Trip Generation Analysis 11 2B West Parcel PM Peak Hour Trip Generation Analysis 12 3 Cardinal Distribution for Zone 509 13 4 Committed Developments 25 5 Existing Corridor and Transit Conditions 29 6 Person -Trip Volume and Capacity Existing Conditions Matrix 30 7 Person -Trip Volume and Capacity Future Conditions Matrix 31 8 Summary of the PM Peak Hour Study Intersection LOS 32 9A-C Intersection Turning Movements 32 City Square Maefield Development Major Use Special Permit Traffic Impact Study May 2006 ii City Square Major Use Special Permit Traffic Impact Study — Executive Summary Introduction This Traffic Impact Study has been prepared on behalf of Maefield Development to support the Major Use Special Permit Application being filed with the City of Miami for two redevelopment parcels located to the west of the existing Miami Herald employment center, and to the north and east of the new City of Miami Performing Arts Center. • The East Parcel consists of 6.35 acres, and is bounded by Herald Plaza on the east, NE 13 Street on the south, Bayshore Drive on the west and NE 15 Street on the north. The east parcel redevelopment plan accommodates 641,104 square feet of urban vertical retail use to serve the new emerging residential community within the urban core of the City's downtown area. The east parcel redevelopment plan will also provide replacement parking for the existing Miami Herald employment center, will provide new parking to serve the Performing Arts Center and will provide new parking to support the proposed retail use. • The West Parcel consists of 1.89 acres, and is bounded by Bayshore Drive on the east, NE 14 Street on the south, Biscayne Boulevard on the west and NE 14 Terrace on the north. The west parcel redevelopment plan accommodates a mixed use residential project with 942 dwelling units and 14,057 square feet of ground level retail. Transportation Analysis Parameters This study has been formatted to evaluate the transportation impacts of a mixed use urban residential and retail project located within the boundaries of the Downtown Miami Areawide DRI, an area which is served by heavy rail mass transit, Metro -mover rail circulators, and rubber tire mass transit providing premium mobility alternatives to move people to and through downtown. The Herald Metro -mover station is located adjacent (and immediately to the north) of the East and West Parcels for City Square, along NE 15 Street between Biscayne Boulevard and Bayshore Drive. The proposed redevelopment parcels are situated within the Miami -Dade County Urban Infill Area, the City of Miami Transportation Concurrency Exception Area (TCEA), the City of Miami Urban Central Business District and the City of Miami Special Transportation Area (STA), which evaluates urban mobility along transportation corridors using the adopted person -trip based transportation system capacity provisions outlined in the City of Miami's comprehensive plan. Corridor and Intersection Analyses This study has evaluated the PM peak hour person -trip impacts upon the adjacent study area corridors, the PM peak hour turning movements at the project driveways, the PM peak hour turning movements at the surrounding study area intersections, and the future corridor and intersection traffic conditions with the development of the proposed project. Conclusions All study area corridors and intersections adjacent to the project site were found to operate at acceptable levels of service through the buildout of the project site, pursuant to the adopted City of Miami Comprehensive Plan. A traffic signal is proposed for the East Parcel West Driveway serving the structured parking, to improve the outbound driveway operations. Given this signal improvement, acceptable levels of service were found to be maintained through the Year 2009. City Square Maefield Development Executive Summary for the MUSP Traffic Impact Study May 2006 III CATHY SWEETAPPLE & ASSOCIATES TRANSPORTATION AND MOBILITY PLANNING City Square Major Use Special Permit Traffic Impact Study Introduction This Traffic Impact Study has been prepared on behalf of Maefield Development to support the Major Use Special Permit Application being filed with the City of Miami for two redevelopment parcels located to the west of the existing Miami Herald employment center, and to the north and east of the new City of Miami Performing Arts Center (see Figure 1). • The East Parcel consists of 6.35 acres, and is bounded by Herald Plaza on the east, NE 13 Street on the south, Bayshore Drive on the west and NE 15 Street on the north. The east parcel redevelopment plan accommodates 641,104 square feet of urban vertical retail use to serve the new emerging residential community within the urban core of the City's downtown area. The east parcel redevelopment plan will also provide replacement parking for the existing Miami Herald employment center, will provide new parking to serve the Performing Arts Center, and will provide new parking to support the proposed retail use. • The West Parcel consists of 1.89 acres, and is bounded by Bayshore Drive on the east, NE 14 Street on the south, Biscayne Boulevard on the west and NE 14 Terrace on the north. The west parcel redevelopment plan accommodates a mixed use residential project with 942 dwelling units and 14,057 square feet of ground level retail. Transportation Analysis Parameters This study has been formatted to evaluate the transportation impacts of a mixed use urban residential and retail project located within the boundaries of the Downtown Miami Areawide DRI (DDRI), an area which is served by heavy rail mass transit, Metro -mover rail circulators, and rubber tire mass transit providing premium mobility alternatives to move people to and through downtown (see Figure 2). The Herald Metro -mover station is located adjacent (and immediately to the north) of the East and West Parcels for City Square, along NE 15 Street between Biscayne Boulevard and Bayshore Drive (see Figure 3). The proposed redevelopment parcels are situated within the Miami -Dade County Urban Infill Area, the City of Miami Transportation Concurrency Exception Area (TCEA), the City of Miami Urban Central Business District and the City of Miami Special Transportation Area (STA), which evaluates urban mobility along transportation corridors using the adopted person -trip based transportation system capacity provisions outlined in the City of Miami's comprehensive plan. This study has been prepared to evaluate the PM peak hour person -trip impacts upon the adjacent study area corridors, the PM peak hour turning movements at the project driveways, the existing PM peak hour turning movements at the surrounding study area intersections, and the future corridor and intersection traffic conditions with the development of the proposed project. The following provisions apply pursuant to the Special Transportation Area and the Downtown Miami Areawide DRI: • The adopted STA specifies that up to 20% of the regional facilities or intersections within the DDRI may operate below acceptable standards (below LOS E). • The person -trip based Transportation Corridors Capacity Methodology was approved by review agencies for use in the DDRI, and is documented in Transportation Corridors: Meeting the Challenge of Growth Management in Miamifrom the Transportation Element of the Miami Comprehensive Neighborhood Plan 1989-2000, adopted February 1989 and revised in September 1990. • Transportation Control Measureswere incorporated into the adopted Master Incremental Development Order for the DDRI to ensure that redevelopment projects would be designed to promote access to transit, and would provide improved pedestrian connections and facilities. City Square Maefield Development Major Use Special Permit Traffic Impact Study May 2006 1 • Redevelopment Parcels Figure 1 Redevelopment Parcel Locations City Square May 2006 Source: Cathy Sweetapple & Associates .?D 2001 Aerials. Inc www FlaridaPhcto corn 05)235 7051 Redevelopment Parcels DDRI Boundary Figure 2 Parcels Located within the Downtown Miami Areawide DRI Boundary City Square May 2006 Source: Cathy Sweetapple & Associates goup•----71 Ida 11:11 + F. 1i1II-r Metro -mover r • 11111111:glallint I 1111111111.)11111.1111111 Miami Streetcar (Future Transit) Redevelopment Parcels Metro -rail Metro -mover Miami Streetcar (Future Transit) Figure 3 Access to Rail Transit City Square May 2006 Source: Cathy Sweetapple & Associates Existing and Proposed Site Access Locations The East and West development parcels currently provide a combination of at grade and structured parking to support the Miami Herald employment center. Over 725 parking spaces are currently provided today on the East Parcel alone. Access to the East Parcel is provided to and from both Bayshore Drive and Herald Plaza, as illustrated on the attached Figure 4A. Access to the West Parcel is provided to and from Bayshore Drive. As part of the proposed redevelopment plans, multiple access points to available parking will be provided by the East Parcel as illustrated on the enclosed Figure 4B. Access to retail parking is provided off of both Bayshore Drive and Herald Plaza. Direct access to parking for the Performing Arts Center is provided off of Bayshore Drive. Direct access to parking for the Herald office building is provided off Herald Plaza. Access to the west parcel will be provided to and from NE 14 Terrace. Development Program The proposed redevelopment plans for the East and West Parcels are included in the enclosed Figures 5A and 5B. Site data and key development parameters are summarized in Table 1 below. Table 1— Site Data and Development Program Type of Use East Parcel - Retail West Parcel — Residential Mixed Use Parcel Location 425 NE 13 Street 1401 Biscayne Blvd Current Zoning SD-6.1 — High Density Residential SD-6 — High Density Residential Net Acres 6.35 acres 1.891 acres Gross Lot Area 394,573 sf 130,888 sf Maximum Allowable FAR for all Uses 1.72 = 678,665 sf 8.4 = 1,099,459 sf Maximum Allowable Non -Residential FAR 6.4 = 837,683 sf Maximum Allowable Residential FAR 7.2 = 942,393 sf Maximum Allowable DU at 500 du/acre 3,175 du allowable, 0 provided 945 du allowable, 942 du provided Building Height - No Restrictions 5 floors above grade 60 floors Development Program 641,104 sf— retail 942 du — high rise condominium 14,057 sf— ground level retail Setbacks Required Meets or Exceeds all Standards Meets or Exceeds all Standards Open Space Requirements 11,822 sf required, 31,888 sf provided 83,310 sf required, 203,784 sf provided Urban Plaza Requirements 21,849 sf required, 31,888 provided 8,715 sf required, 8,720 sf provided Parking Provided Miami Herald Employee Parking Performing Arts Center Parking Retail Parking 4,080 spaces provided [1] 743 spaces 1,557 spaces 1,780 spaces 1,675 spaces provided [1] Net External Vehicle Trips 1,262 Net External PM Peak Hour Trips 605 inbound trips 657 outbound trips 231 Net External PM Peak Hour Trips 138 inbound trips 93 outbound trips Net External Person -Trips 2,212 net external person -trips 1,062 inbound person -trips 1,150 outbound person -trips 405 net external person -trips 239 inbound person -trips 166 outbound person -trips [1] Based upon the latest project data sheet sent May 24, 2006 from the project architects. City Square Major Use Special Permit Traffic Impact Study Maefield Development May 2006 5 J Redevelopment Parcels Existing Access Figure 4A Existing Parcel Access City Square November 2005 Source: Cathy Sweetapple & Associates ,- lit :i-k-- .1 -111111 fg en 1,12' I Directional Access to Loading Areas 11 Redevelopment Parcels Figure 4B Proposed East and West Parcel Access City Square May 2006 Source: Cathy Sweetapple & Associates C 1 Directional Access to Loading Areas Figure 5A Proposed East Parcel Redevelopment Plan City Square May 2006 Source: Cathy Sweetapple & Associates Biscayne Blvd r1 Q NE 14 St NE 14 Ter ADING RETAIL PARKING I. LOBBY - SERVICE CIRCULATION N Bayshore Dr Figure 5B Proposed West Parcel Redevelopment Plan City Square May 2006 Source: Cathy Sweetapple & Associates Person -Trip Generation Project trip generation is based upon the calculation of person -trips consistent with the City of Miami's adopted Comprehensive Plan. Person -trips generated by the project were established consistent with the methodology approved for Increment II of the DDRI, using the following approach: • The gross vehicular trip generation for each land use was determined using ITE 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 persons per vehicle versus ITE's 1.2 persons per vehicle); • Gross vehicular trips were then reduced by 14.9% to reflect transit usage based on projected modal splits from Increment II of the DDRI; • Gross vehicular trips were then also reduced by 10% for account for pedestrian/bicycle mobility based upon estimates from the DDRI; • The net external vehicular trips were then converted to person -trips using 1.4 persons per vehicle pursuant to City standards; • The vehicular trips assigned to transit were then 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. The calculation of PM peak hour net external vehicle trips and person -trips for the East and West Parcels are provided in Tables 2A and 2B. City Square Maefield Development Major Use Special Permit Traffic Impact Study May 2006 10 TABLE 2A CITY SQUARE - EAST PARCEL PM PEAK HOUR TRIP GENERATION ANALYSIS 25-May-06 LAND USE UNITS ITE LUC ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS Retail 641,104 SQ. FT. 820 Ln (T) = 0.66 Ln (X) + 3.40 2,134 48% 1,024 52% 1,110 Gross Vehicle Trips 2,134 48% 1,024 52% 1,110 Vehicle Occupancy Adjustment 16.00% of Gross Vehicle Trips [1] 341 48% 164 52% 177 Transit Trip Reduction 14.90% of Gross Vehicle Trips [2] 318 48% 153 52% 165 Pedestrian/Bicycle Trip Reduction 10.00% of Gross Vehicle Trips [3] 213 48% 102 52% 111 Net External Vehicle Trips 1,262 48% 605 52% 657 Net External Person Trips in Vehicles Persons/Vehicle 1,766 48% 848 52% 918 Net External Person Trips using Transit Persons/Vehicle 445 48% 214 52% 231 Net External Person Trips (Vehicles and Transit) 2,212 48% 1,062 52% 1,150 Net External Person Trips Walking/Using Bicycles 1.40 Persons/Vehicle 299 48% 143 52% 156 [1] A 16% reduction is applied per Increment II of the Downtown Miami DRI to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 PPV). [2] Transit trip reduction is based upon the projected modal splits used in Increment II of the Downtown Miami DRI. [3] Pedestrian and bicycle trip reductions are based upon the Downtown characteristics used in Increment II of the Downtown Miami DRI. City Square Major Use Special Permit Traffic Impact Study May 2006 TABLE 2B CITY SQUARE - WEST PARCEL PM PEAK HOUR TRIP GENERATION ANALYSIS 25-May-06 LAND USE UNITS ITE LUC ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS High Rise Condominium 942 DU 232 T = 0.34 (X) + 15.47 336 62% 208 38% 128 Ground Level Retail 14,057 SQ. FT. 814 T = 2.40 (X) + 21.48 55 44% 24 56% 31 Gross Vehicle Trips 391 59% 232 41% 159 Vehicle Occupancy Adjustment 16.00% of Gross Vehicle Trips [1] 63 59% 37 41% 26 Transit Trip Reduction 14.90% of Gross Vehicle Trips [2] 58 59% 34 41% 24 Pedestrian/Bicycle Trip Reduction 10.00% of Gross Vehicle Trips [3] 39 59% 23 41% 16 Net External Vehicle Trips 231 59% 138 41% 93 Net External Person Trips in Vehicles Persons/Vehicle 323 59% 191 41% 132 Net External Person Trips using Transit Persons/Vehicle 82 59% 48 41% 34 Net External Person Trips (Vehicles and Transit) 405 59% 239 41% 166 Net External Person Trips Walking/Using Bicycles Persons/Vehicle 55 59% 32 41% 23 [1] A 16% reduction is applied per Increment II of the Downtown Miami DRI to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 PPV). [2] Transit trip reduction is based upon the projected modal splits used in Increment II of the Downtown Miami DRI. [3] Pedestrian and bicycle trip reductions are based upon the Downtown characteristics used in Increment II of the Downtown Miami DRI. City Square Major Use Special Permit Traffic Impact Study May 2006 Project Trip Assignment Project traffic assignment to the surrounding study area roadways has been determined pursuant to the Miami -Dade County Cardinal Distribution for Project Zone 509 (see Figure 6A), using the adjacent street roadway network and the land use characteristics in the vicinity of the project site. The assignment and distribution of project traffic on the adjacent roadway network reflects the general project distribution characteristics identified below, based upon the Miami -Dade County cardinal distributions which are presented in Table 3 and which are illustrated on Figures 6B (for the East Parcel), Figure 6C (for the West Parcel). Figure 6D provides the cardinal distribution from the Miami -Dade Interim 2005 Cost Feasible Plan for Project Zone 509. • To and from the NNE using North Bayshore Drive 10.03% • To and from the NNW using Biscayne Boulevard 18.67% • To and from the ESE using NE 15 Street/Venetian Causeway 3.96% • To and from the ESE using MacArthur Causeway 2.60% • To and from the SSE and SSW using Biscayne Boulevard 18.82% • To and from the WSW using NE 13 Street and 1-395 25.06% • To and from the WNW using NE 14 Street and NE 15 Street 20.86% Total: 100.00% Data is provided in Table 3 below to document the project trip assignment (by cardinal distribution) for the East and West Parcels. The project distribution of the East and West Parcel traffic to the adjacent roadway network is illustrated on the attached Figure 7A. The PM peak hour project turning movements for the East and West Parcels are illustrated separately in Figures 7B and 7C reflecting project related turning movements at each of the adjacent study area intersections and project driveway locations. Table 3 — Cardinal Distribution for Zone 509 Cardinal Cardinal 1,262 PM Peak Hour Net External Vehicle Trips 231 PM Peak Hour Net External Vehicle Trips Direction Distribution East Parcel West Parcel NNE 10.03% 127 23 ENE 3.96% 50 9 ESE 2.60% 33 6 SSE 1.39% 18 3 SSW 17.43% 220 40 WSW 25.06% 316 58 WNW 20.86% 263 48 NNW 18.67% 236 43 Total: 100.00% 1,262 231 City Square Major Use Special Permit Traffic Impact Study Maefield Development May 2006 13 Base map reflects the Miami -Dade County Year 2000 TAZ Map. • Project TAZ Figure 6A Cardinal Distribution for TAZ 509 City Square May 2006 Source: Cathy Sweetapple & Associates PROJECT: City Square - East Parcel TAZ# #609 Trips 1,262 Trips NNE 10.03% 127 ENE 3.96% 60 ESE 260% 33 SSE 1.39% 18 SSW 17.43% 220 WSW 25.06% 316 W VV 20.86% 263 NNW 18.67% 236 100.00% 1,262 45.92% WSW TRIP DISTRIBUTION NNW 233 316 SSW 28 7o/a 236 127 18 18.82% NNE SSE ENE 6.56% ESE Source: Miami -Dade Transportation Plan to the Year 2030 - Directional Trip Distribution Report, January 2005, Miami -Dade Interim 2005 Cost Feasible Plan. Figure 6B Project Assignment for the East Parcel Using the Cardinal Distribution for TAZ 509 City Square May 2006 Source: Cathy Sweetapple & Associates PROJECT: city Square - IAbst Parcel TAZ# #509 Trips 231 Trips NNE 10.03% 23 ENE 3.96% 9 ESE 260% 6 SSE 1.39% 3 SSW 17.43% 40 VVSW 25.06% 58 WNW 20.86% 48 NNW 18.67% 43 100.00% 231 WNW 45.92% WSW TRIP DISTRIBUTION NNW 48 58 SSW 28 7% 43 23 3 18.82% NNE SSE ENE ESE 6.56% Source: Miami -Dade Transportation Plan to the Year 2030 - Directional Trip Distribution Report, January 2005, Miami -Dade Interim 2005 Cost Feasible Plan. Figure 6C Project Assignment for the West Parcel Using the Cardinal Distribution for TAZ 509 City Square May 2006 Source: Cathy Sweetapple & Associates ORIGIN ZONE Miami -Dade County Year 2005 Cost Feasible Plan. DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL NNE ENE ESE SSE SSW WSW WNW NNW 496 TRIPS 129 41 46 111 144 155 117 89 832 PERCENT 15.50 4.93 5.53 13.34 17.31 18.63 14.06 10.70 497 TRIPS 161 64 55 123 193 198 146 136 1076 PERCENT 14.96 5.95 5.11 11.43 17.94 18.40 13.57 12.64 498 TRIPS 638 658 345 853 1426 924 576 607 6027 PERCENT 10.59 10.92 5.72 14.15 23.66 15.33 9.56 10.07 499 TRIPS 225 93 79 191 331 303 202 247 1671 PERCENT 13.46 5.57 4.73 11.43 19.81 18.13 12.09 14.78 500 TRIPS 678 183 300 780 850 1284 624 649 5348 PERCENT 12.68 3.42 5.61 14.58 15.89 24.01 11.67 12.14 501 TRIPS 389 164 142 317 355 633 386 402 2788 PERCENT 13.95 5.88 5.09 11.37 12.73 22.70 13.85 14.42 502 TRIPS 344 150 116 244 291 613 325 386 2469 PERCENT 13.93 6.08 4.70 9.88 11.79 24.83 13.16 15.63 503 TRIPS 1343 521 570 957 1490 2194 1403 1706 10184 PERCENT 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 504 TRIPS 617 222 274 229 1153 1292 716 894 5397 PERCENT 11.43 4.11 5.08 4.24 21.36 23.94 13.27 16.56 505 TRIPS 934 380 570 400 2148 2499 1567 1502 10000 PERCENT 9.34 3.80 5.70 4.00 21.48 24.99 15.67 15.02 506 TRIPS 732 277 254 434 719 1304 893 909 5522 PERCENT 13.26 5.02 4.60 7.86 13.02 23.61 16.17 16.46 507 TRIPS 593 309 290 197 1085 1232 1107 927 5740 PERCENT 10.33 5.38 5.05 3.43 18.90 21.46 19.29 16.15 508 TRIPS 45 101 79 10 53 238 146 74 746 PERCENT 6.03 13.54 10.59 1.34 7.10 31.90 19.57 9.92 509 TRIPS 339 134 88 47 589 847 705 631 3380 PERCENT 10.03 3.96 2.60 1.39 17.43 25.06 20.86 18.67 510 TRIPS PERCENT 18 23 10 3 17 73 54 44 7.44 9.50 4.13 1.24 7.02 30.17 22.31 18.18 -34- 1 /18/05 242 Legend Figure 6D Cardinal Distribution for TAZ 509 City Square May 2006 Source: Cathy Sweetapple & Associates NE 15 St Biscayne Blvd 1 19% West Parcel NE 14 St NE 13 St NE 12 St 1-395 18% 25% - EB 19% ■ Signalized Study Intersection Unsignalized Study Intersection Omni Station 10% East Parcel 0 Redevelopment Parcels Metro -mover Figure 7A Project Traffic Distribution for the East and West Parcels City Square May 2006 Source: Cathy Sweetapple & Associates r Biscayne Blvd and NE 14 Terrace 61 t_[125] NE 14 Terrace NE 15 St NE 14 St 18% NE 13 St 0 0 NE 12 St 1-395 A r CiD 12 I IA 4— [118] [99] 109—, 10%-VVB 15%-VVB 25% - EB r 266 rl 19% ■ Signalized Study Intersection Unsignalized Study Intersection 15 [66] [125] Biscayne Blvd 1 19% Bayshore Dr and West Access 48 NE 14 Ter 4—[13] NE 14 Terrace 1 West Parcel O r u u .�1 284 �\ 151 -* 303 B Omni Station 1- CO N r 1�► Herald Plaza and East Access 10% c 4_[13] IF 24 East Parcel 0 East Parcel Net External PM Vehicular Trips 605 in 657 out 1,262 total East Parcel Metro -mover 26 [26] Inbound trip [Outbound Trip] Figure 7B PM Peak Hour Project Trip Assignment for the East Parcel City Square May 2006 Source: Cathy Sweetapple & Associates Biscayne Blvd and NE 14 Terrace t_[20] NE 14 Terrace 86 A NE 15 St NE 14 St 18% 25 NE 13 St NE 12 St 1-395 26 3 —* 10% - WB 15% - WB 25% - EB IA NE 14 Ter and West Parcel Access 86 —++— 52 NE 14 Terrace Biscayne Blvd 19% — [17] u [32] 26 19% 0 Signalized Study Intersection 0 Unsignalized Study Intersection 10% 14 East Parcel Bayshore Dr and NE 14 Terrace 48 NE 14 Terrace r [13] il [60] —+ c 0 2 West Parcel Net External PM Vehicular Trips 138 in 93 out 231 total West Parcel Metro -mover 26 [26] Inbound trip [Outbound Trip] Figure 7C PM Peak Hour Project Trip Assignment for the West Parcel City Square May 2006 Source: Cathy Sweetapple & Associates Existing Traffic Data and Roadway Geometry PM peak hour turning movement traffic data and twenty four hour link counts were collected at study intersections and roadways during the week of October 17, 2005 (see Attachment II). All counts collected were adjusted for peak season using the Year 2004 weekly peak season adjustment factors provided by the Florida Department of Transportation. The traffic count locations are summarized below and are illustrated on the attached Figure 8A. Field surveys and aerial photographs were used to establish the exiting lane geometry at each study intersection, as illustrated on the attached Figure 8B. The existing 2005 peak season turning movements at the adjacent study intersections is provided on the attached Figure 8C. PM Peak Hour Intersection Turning Movement Counts at Signalized Study Intersections Biscayne Boulevard and NE 13 Street Biscayne Boulevard and NE 14 Street Biscayne Boulevard and NE 15 Street Bayshore Drive and NE 13 Street Bayshore Drive and NE 14 Street Bayshore Drive and NE 15 Street PM Peak Hour Intersection Turning Movement Counts at Unsignalized Study Intersections Herald Plaza and NE 14 Street Herald Plaza and NE 15 Street 24 Hour Link Counts Biscayne Boulevard south of NE 13 Street Biscayne Boulevard south of NE 14 Street Biscayne Boulevard south of NE 15 Street Bayshore Drive north of NE 15 Street Bayshore Drive north of NE 14 Street Bayshore Drive north of NE 13 Street Herald Plaza north of NE 14 Street Herald Plaza north of NE 13 Street NE 13 Street east of Bayshore Drive NE 13 Street east of Biscayne Boulevard NE 15 Street east of Herald Plaza NE 15 Street east of Biscayne Boulevard Northbound and southbound approach traffic data for the unsignalized intersections of Biscayne Boulevard and Northeast 14 Terrace and Bayshore Drive and Northeast 14 Terrace were establishing using the turning movement counts at the adjacent signalized intersections. City Square Maefield Development Major Use Special Permit Traffic Impact Study May 2006 21 NE 15TH Ter II 1+MI 9, Me VAZWITiglit •- PM Peak Hour TM Count Location 24 hour link count Figure 8A Traffic Count Locations City Square May 2006 Source: Cathy Sweetapple & Associates Biscayne Blvd and NE 14 Terrace NE 14 Terrace A NE 15 St 1-395 Biscayne Blvd il\ -r J4( Bayshore Dr and NE 14 Terrace I,/ NE 14 Terrace Y/ B OSignalized Study Intersection 0 Unsignalized Study Intersection Metro -mover Figure 8B Existing Lane Geometry City Square May 2006 Source: Cathy Sweetapple & Associates Biscayne Blvd and NE 14 Terrace N CO O 1 ♦ 21 NE 14 Terrace A Orn� NE 15 St NE 14 St NE 13 St NE 12 St 1-395 0 Signalized Study Intersection 0 Unsignalized Study Intersection Biscayne Blvd I 113 4-112 1-172 123 1 197 —+ 74-r 1O0 r N L8 155 ,-19 * 296 4- 353 3 N Bayshore Dr Bayshore Dr and NE 14 Terrace d' 0 I,- N NE 14 Terrace B 140 1141 1-263 �23 4 1� 34 30— 1 (.0 CO CO r 385 -* 18 7r Herald Plaza Metro -mover Figure 8C Peak Season 2005 Intersection Turning Movements City Square May 2006 Source: Cathy Sweetapple & Associates Future Background Traffic Conditions Future background traffic volumes through the buildout Year 2009 have been incorporated into the analyses using a conservative 2.0% per year growth rate (consistent with prior studies in the area), to account for traffic growth and for traffic from additional committed developments that that may also occur within the buildout year timeframe. Committed Development Traffic Traffic impacts from ten adjacent committed development projects located within or adjacent to the Biscayne Boulevard corridor have been incorporated into the analyses using data obtained from the City of MiamiLarge Scale Development Reportdated October 2005, and from supporting data obtained from some of the committed development traffic studies. A list of the committed development projects included in the analysis is provided in Table 4 below. The ten adjacent committed development projects are in various stages of project review or approval, with eight of the ten projects either under construction, approved or nearing approval with the City of Miami. Committed development traffic has been estimated for Biscayne Boulevard, Bayshore Drive and Herald Plaza to ensure that the roadway and intersection analyses incorporate the impacts of these approved or pending projects. In total, these committed development projects equate to 4,184 dwelling units and 172,317 square feet of retail use. The supporting trip generation or assignment information used to determine committed development traffic is provided in Attachment IV. Table 4 — Committed Develoaments Project Name Location Land Use Scale Project Status per the October 2005 City Report Marquis 1100 Biscayne Blvd Residential Hotel Retail 306 du 56 rooms 5,765 sf Approved Marina Blue 824 Biscayne Blvd Residential Office Retail 516 du 10,700 sf 29,300 sf Under Construction Filling Station Lofts 1657 North Miami Avenue Residential 77 du Application Florida Grand Opera 235 NE 14 Street Residential Office 22 du 16,200 sf Application Cardinal Symphony 1650 Biscayne Blvd Residential Office Retail 896 du 28,000 sf 66,225 sf Approved Performing Arts Center 1300 Biscayne Blvd Seats 4,880 seats Under Construction 1400 Biscayne 1490 Biscayne Blvd Residential Retail 850 du 43,450 sf Approved Ellipse 1776 Biscayne Blvd Residential 267 du Approved City -Herald Square Parcel 1 One Herald Plaza Residential Retail 650 du 24,186 sf Pending City -Herald Square Parcel 3 One Herald Plaza Residential Retail 600 du 3,391 sf Pending Table IV -A reflects the trip generation analysis for the 1,250 dwelling units and 27,577 square feet of retail use for the two committed projects located to the east of the East Parcel identified as City -Herald Square Parcels 1 and 3. Project traffic assignment information is also provided in Attachment IV, as obtained from the two traffic studies for Parcels 1 and 3. Table IV-B reflects the trip generation for the balance of the projects located along the Biscayne corridor equating to 2,934 dwelling units and 144,740 square feet of retail use. The future background with committed development year 2009 turning movements at the adjacent study intersections is provided on the attached Figure 8D. Year 2009 turning movements with the East and West Parcel project traffic (from Figures 7B and 7C) are provided on the attached Figure 8E. City Square Major Use Special Permit Traffic Impact Study Maefield Development May 2006 25 Biscayne Blvd and NE 14 Terrace L 22 NE 14 Terrace A NE 15 St NE 14 St NE 13 St NE 12 St 1-395 In N 110 CO 10rn 25 - 106 �1 13 �I M N Cs1 N+Th* 0 Signalized Study Intersection 0 Unsignalized Study Intersection Biscayne Blvd I 123 4-122 186 133 1 213 -* 80-r J1L N Bayshore Dr Bayshore Dr and NE 14 Terrace • O) NE 14 Terrace 494 B 152 4_153 1-284 25 8 rm* <D M r <D D) M 1 Q ) CO r 434 -* 89 rHerald Plaza and East Access cD M t28 1 22 c Metro -mover Figure 8D Future Year 2009 without Project City Square May 2006 Source: Cathy Sweetapple & Associates Biscayne Blvd and NE 14 Terrace Cl 1 t-166 NE 14 Terrace NE 15 St NE 14 St NE 13 St NE 12 St 1-395 A CEr N 0 0 1r) N 25 — 121 —1 13 �l co Cl CO +Th* 47_t 231 -* 18 0 Signalized Study Intersection 0 Unsignalized Study Intersection Biscayne Blvd NE 14 Ter and West Parcel Access 22 52 22 —* 86 —+ I 123 4-135 1-186 4ir N r 133 280 -+ 109—r B L CD M +-L/7 o r` * 342 4— 382 3 N Bayshore Dr r Bayshore Dr and NE 14 Terrace hCO A. 0, chi Tio// V\ 'OO NE 14 Terrace 555►►► 04??S 24il 71 * 152 �166 1—284 31 32 224 *co 0 91 r r 434 -* 168—r Herald Plaza and East Access cDM I_28 [,r22 39 *I41 1 197 • I7)OM D Herald Plaza Metro -mover Figure 8E Future Year 2009 with Project City Square May 2006 Source: Cathy Sweetapple & Associates Corridor Capacity Analysis Existing traffic conditions have been established on study area roadways using the person -trip based corridor capacity methodology outlined in the Transportation Element of the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities on the study area 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 methodology. The existing conditions analysis establishes the multi -modal corridor conditions within the project study area. Person -Trip Volumes Link volumes collected on the study area corridors have been adjusted for peak season using the Year 2004 weekly peak season adjustment factors provided by the Florida Department of Transportation (FDOT). Peak hour maximum service volumes have been obtained from the FDOT Year 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the DDRI (see supporting materials in Attachment V). An analysis of existing roadway and transit conditions is shown in Table 5. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami in 1989. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle (see Rule 9J-5.007-8(3)) to determine the person -trip capacity of the vehicular traffic system. Bus and fixed rail transit capacity for each corridor was determined based upon the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. Pursuant to Rule 9J- 5007-8(3), the maximum person -load for a local bus transit vehicle (operating with a minimum of 20 minute headways) shall not exceed 150% of the seated load. Pursuant to Rule 9J-5007-8(3), the maximum person - load for an express bus transit vehicle (operating with a minimum of 20 minute headways) shall not exceed 125% of the seated load. Pursuant to Rule 9J-5007-8(3), the maximum person -load for a rapid rail transit vehicle (operating with a minimum of 20 minute headways) shall not exceed 130% of the seated load. The bus and fixed rail capacity for each corridor was obtained directly from Increment II of the DDRI. Available Person -Trip Capacity The available person -trip capacity for each corridor is identified in Table 6 based upon 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 upon the calculated available person trip capacity. A person -trip level of service "look -up" table was developed based upon the ratios derived from the FDOT peak hour directional maximum service volumes from the FDOT2002 Quality/Level of Service Handbook. Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. Future Corridor Capacity Analysis The existing person -trip volumes were combined with the background growth and committed development person -trips to obtain the total year 2009 person -trip volume without project. The net external project person - trips were then added to establish the future year 2009 person -trip volumes with project. These volumes were compared to the future person -trip capacities to determine future levels of service. The future person -trip volume and capacity matrix is provided in Table 7. All corridors analyzed are projected to operate within the established (and adopted) LOS E threshold. City Square Maefield Development Major Use Special Permit Traffic Impact Study May 2006 28 Table 5 Existing Corridor and Transit Conditions Corridor From To Roadway Conditions - Vehicles Transit Conditions - Persons DIR Existing Lanes Count Source and Period Count Date Raw PM Peak Hour Volume Peak Season Factor PM Peak Hour Volume [1] Dir Max Service Volume [2] Total Bus Ridership [2] Bus Capacity [2] Total Metrorail Ridership [2] Metrorail Capacity [2] Total Metromover Ridership [2] Metromover Capacity [2] Total Transit Ridership [2] Transit Capacity BISCAYNE BLVD 0 0 0 0 0 0 0 0 0 0 NE 20 STREET NE 19 STREET NB 4LD Applicant - PM 3/9/2005 1,292 1.00 1292 1,720 523 1,472 0 0 0 523 1472 SB 1,129 1.00 1129 1,720 416 2,252 0 0 0 416 2252 NE 19 STREET NE 15 STREET NB 4LD Applicant - PM 3/9/2005 1,292 1.00 1292 1,720 442 1,469 0 44 960 486 2429 SB 1,129 1.00 1129 1,720 383 2,249 0 53 960 436 3209 NE 15 STREET NE 14 STREET NB 4LD Applicant - PM 10/18/2005 1,333 1.03 1373 1,720 678 1,028 0 44 960 722 1988 SB 1,092 1.03 1125 1,720 485 1,808 0 53 960 538 2768 NE 14 STREET NE 13 STREET NB 4LD Applicant - PM 10/18/2005 1,458 1.03 1502 1,720 752 1,706 0 44 960 796 2666 SB 775 1.03 798 1,720 506 2,486 0 53 960 559 3446 NE 13 STREET 1-395 NB 4LD Applicant - PM 10/18/2005 1,105 1.03 1138 1,720 748 1,708 0 44 960 792 2668 SB 1,214 1.03 1250 1,720 498 2,486 0 53 960 551 3446 NE 15 STREET BISCAYNE ISLAND BAYSHORE DRIVE EB 2LD Applicant - PM 10/18/2005 415 1.03 427 851 24 45 0 0 0 0 24 45 VVB 304 1.03 313 851 18 45 0 0 0 0 18 45 BAYSHORE DRIVE BISCAYNE BLVD EB 2LD Applicant - PM 10/18/2005 377 1.03 388 851 74 546 0 0 0 0 74 546 yyB TM Counts 386 1.03 398 851 37 270 0 0 0 0 37 270 BISCAYNE BLVD N. MIAMI AVENUE EB 2LU Applicant - PM 10/18/2005 129 1.03 133 810 0 0 0 0 0 0 0 0 yyB TM Counts 188 1.03 194 810 0 0 0 0 0 0 0 0 NE 14 STREET BAYSHORE DR BISCAYNE BLVD EB 4LU Applicant - PM 10/18/2005 185 1.03 191 1,634 846 2,008 0 0 0 0 846 2008 VVB TM Counts 213 1.03 219 1,634 774 2,739 0 0 0 0 774 2739 BISCAYNE BLVD NE 1 AVENUE EB 2L Applicant - PM 10/18/2005 103 1.03 106 1,634 286 682 0 0 0 0 286 682 VVB 1 L TM Counts 152 1.03 157 810 238 682 0 0 0 0 238 682 NE 1 AVENUE N. MIAMI AVENUE EB 2L Applicant - PM 10/18/2005 103 1.03 106 1,634 46 130 0 0 0 0 46 130 VVB 1 L TM Counts 152 1.03 157 810 14 130 0 0 0 0 14 130 I395/MACARTHUR CSWY PALM ISLAND ENTRANCE BAYSHORE DRIVE EB 6LD FDOT-9080-PM 8/18/2004 2,111 1.09 2301 6,150 662 1,348 0 0 0 0 662 1348 VVB 3,803 1.09 4145 6,150 436 1,348 0 0 0 0 436 1348 BAYSHORE DRIVE N. MIAMI AVENUE EB 6LD FDOT-2506-PM 8/5/2004 2,876 1.09 3135 6,150 0 0 0 0 0 0 0 0 VVB 3,782 1.09 4122 6,150 0 0 0 0 0 0 0 0 N. MIAMI AVENUE 1-95 EB 6LD FDOT-2506-PM 8/5/2004 2,876 1.09 3135 6,150 0 0 0 0 0 0 0 0 VVB 3,782 1.09 4122 6,150 0 0 0 0 0 0 0 0 [1] Roadway maximum service volume is based upon the 2002 FDOT Quality/LOS Handbook. Capacities for 2LD and 4LU roadways have been adjusted pursuant to the FDOT generalized tables. [2] Transit and roadway information has been obtained from Increment II of the Downtown Miami DRI. City Square Major Use Special Permit Traffic Impact Study May 2006 Table 6 Person -Trip Volume and Capacity Matrix Existing Conditions Matrix Corridor From To Roadway Mode Transit Mode Segment Total DIR [a] Roadway Vehicular Capacity [b] Pers-Trip Capacity @1.6 PPV [a]*1.6 [c] Roadway Vehicular Volume [d] Pers-Trip Volume @1.4 PPV [c]*1.4 [e] Excess Pers-Trip Capacity [b]-[d] [f] Total Pers-Trip Capacity [g] Total Pers-Trip Volume [h] Excess Pers-Trip Capacity [f]-[g] [l] Segment Pers-Trip Capacity [b]+[f] G] Segment Pers-Trip Volume [d]+[g] [k] Excess Pers-Trip Capacity [i]-jj] [l] Segment Person -Trip v/c [j]/[i] LOS w ZW z w ZW z w z CO CO W CO W CO CO W CO CO [1] [2] [3] [4] [5] [6] [7] BISCAYNE BLVD NE 20 STREET NE 19 STREET 1,720 2,752 1292 1,809 943 1,472 523 949 4,224 2,332 1,892 0.55 D 1,720 2,752 1129 1,581 1,171 2,252 416 1,836 5,004 1,997 3,007 0.40 D NE 19 STREET NE 15 STREET 1,720 2,752 1292 1,809 943 2,429 486 1,943 5,181 2,295 2,886 0.44 D 1,720 2,752 1129 1,581 1,171 3,209 436 2,773 5,961 2,017 3,944 0.34 C NE 15 STREET NE 14 STREET 1,720 2,752 1373 1,922 830 1,988 722 1,266 4,740 2,644 2,096 0.56 D 1,720 2,752 1125 1,575 1,177 2,768 538 2,230 5,520 2,113 3,407 0.38 C NE 14 STREET NE 13 STREET 1,720 2,752 1502 2,102 650 2,666 796 1,870 5,418 2,898 2,520 0.53 D 1,720 2,752 798 1,118 1,634 3,446 559 2,887 6,198 1,677 4,521 0.27 C NE 13 STREET 1-395 1,720 2,752 1138 1,593 1,159 2,668 792 1,876 5,420 2,385 3,035 0.44 D 1,720 2,752 1250 1,751 1,001 3,446 551 2,895 6,198 2,302 3,896 0.37 C NE 15 STREET 0 BISCAYNE ISLAND BAYSHORE DRIVE EB 851 1,362 427 598 763 45 24 21 1,407 622 784 0.44 D WB 851 1,362 313 438 923 45 18 27 1,407 456 950 0.32 C BAYSHORE DRIVE BISCAYNE BLVD EB 851 1,362 388 544 818 546 74 472 1,908 618 1,290 0.32 C WB 851 1,362 398 557 805 270 37 233 1,632 594 1,038 0.36 C BISCAYNE BLVD N. MIAMI AVENUE EB 810 1,296 133 186 1,110 0 0 0 1,296 186 1,110 0.14 C WB 810 1,296 194 271 1,025 0 0 0 1,296 271 1,025 0.21 C NE 14 STREET 0 0 0 0 0 0 0 BAYSHORE DR BISCAYNE BLVD EB 1,634 2,614 191 267 2,348 2,008 846 1,162 4,622 1,113 3,510 0.24 WB 1,634 2,614 219 307 2,307 2,739 774 1,965 5,353 1,081 4,272 0.20 BISCAYNE BLVD NE 1 AVENUE EB 1,634 2,614 106 149 2,466 682 286 396 3,296 435 2,862 0.13 WB 810 1,296 157 219 1,077 682 238 444 1,978 457 1,521 0.23 NE 1 AVENUE N. MIAMI AVENUE EB 1,634 2,614 106 149 2,466 130 46 84 2,744 195 2,550 0.07 WB 810 1,296 157 219 1,077 130 14 116 1,426 233 1,193 0.16 I-395/MACARTHUR CSWY m m m CO CO CO W CO CO 0 PALM ISLAND ENTRANCE BAYSHORE DRIVE 6,150 9,840 2,111 2,955 6,885 1,348 662 686 11,188 3,617 7,571 0.32 B 6,150 9,840 3,803 5,324 4,516 1,348 436 912 11,188 5,760 5,428 0.51 C BAYSHORE DRIVE N. MIAMI AVENUE 6,150 9,840 2,876 4,026 5,814 0 0 0 9,840 4,026 5,814 0.41 B 6,150 9,840 3,782 5,295 4,545 0 0 0 9,840 5,295 4,545 0.54 C N. MIAMI AVENUE 1-95 6,150 9,840 2,876 4,026 5,814 0 0 0 9,840 4,026 5,814 0.41 B 6,150 9,840 3,782 5,295 4,545 0 0 0 9,840 5,295 4,545 0.54 C [1] The Roadway Vehicular Capacity is identified in Table 5. [2] The Person -Trip Capacity is derived by applying a vehicle occupancy of 1.6 to the vehicular capacity. [3] The Roadway Vehicular Volume is identified in Table 5. [4] The Person -Trip Volume is derived by applying a vehicle occupancy of 1.4 to the vehicular volume. [5] The Total Transit Person -Trip Capacity is identified in Table 5, and reflects the combined capacity of the bus, metrorail and metromover capacities. [6] The Total Transit Person -Trip Volume is identified in Table 5, and reflects the combined volume from the bus, metrorail and metromover. [7] The Person -Trip LOS is determined using FDOT's 2002 Quality/Level of Service Handbook and the corresponding Person -Trip LOS (see Table I -A in Attachment I). City Square Major Use Special Permit Traffic Impact Study May 2006 Table 7 Person -Trip Volume and Capacity Matrix Future Conditions Matrix Corridor From To Without Project With Project DIR [a-1] Segment Pers-Trip Capacity [Table 6] [a-2] Segment Pers-Trip Volumes [Table 6] [b] Future Bkgd Pers-Trip 2.0%/year [c] Committed Project Pers-Trips [d] Future Pers-Trip Volumes [b]+[c] [e] Projected Transit Capacity Increase [f] Future Pers-Trip Capacity [a-1]+[e] [9] Future without Project Person -Trip [h-1] East Parcel Pers-Trip Volume [h-2] West Parcel Pers-Trip Volume [i] Total Pers-Trip Volume [d]+[h] G] Future Pers-Trip Capacity [k] Future wi h Project Person -Trip v/c [d]/[f] LOS v/c [i]/[j] LOS [1] [2] [3] [4] [5] BISCAYNE BLVD NE 20 STREET NE 19 STREET NB 4,224 2,332 2,524 280 2,804 78 4,302 0.65 D 175 25 3,004 4,302 0.70 SB 5,004 1,997 2,161 280 2,441 1,530 6,534 0.37 C 161 36 2,638 6,534 0.40 NE 19 STREET NE 15 STREET NB 5,181 2,295 2,484 280 2,764 81 5,262 0.53 D 175 25 2,964 5,262 0.56 SB 5,961 2,017 2,183 280 2,463 1,533 7,494 0.33 C 161 36 2,660 7,494 0.35 NE 15 STREET NE 14 STREET NB 4,740 2,644 2,862 280 3,142 154 4,894 0.64 D 175 25 3,342 4,894 0.68 SB 5,520 2,113 2,287 280 2,567 1,606 7,126 0.36 C 85 0 2,652 7,126 0.37 NE 14 STREET NE 13 STREET NB 5,418 2,898 3,137 280 3,417 42 5,460 0.63 D 372 85 3,874 5,460 0.71 SB 6,198 1,677 1,815 280 2,095 1,494 7,692 0.27 C 139 45 2,279 7,692 0.30 NE 13 STREET 1-395 NB 5,420 2,385 2,582 280 2,862 42 5,462 0.52 D 372 85 3,319 5,462 0.61 SB 6,198 2,302 2,491 280 2,771 1,494 7,692 0.36 C 314 45 3,130 7,692 0.41 NE 15 STREET ❑ U U U U U BISCAYNE ISLAND BAYSHORE DRIVE EB 1,407 622 674 140 814 54 1,461 0.56 C 36 6 856 1,461 0.59 WB 1,407 456 494 140 634 54 1,461 0.43 C 34 8 676 1,461 0.46 BAYSHORE DRIVE BISCAYNE BLVD EB 1,908 618 669 140 809 53 1,961 0.41 C 94 6 909 1,961 0.46 WB 1,632 594 643 140 783 81 1,713 0.46 C 18 41 842 1,713 0.49 BISCAYNE BLVD N. MIAMI AVENUE EB 1,296 186 201 140 341 0 1,296 0.26 C 17 4 362 1,296 0.28 WB 1,296 271 293 140 433 0 1,296 0.33 C 18 3 454 1,296 0.35 NE 14 STREET UUUUU U BAYSHORE DR BISCAYNE BLVD EB 4,622 1,113 1,204 140 1,344 170 4,792 0.28 C 610 59 2,013 4,792 0.42 WB 5,353 1,081 1,170 140 1,310 121 5,474 0.24 C 304 69 1,683 5,474 0.31 BISCAYNE BLVD NE 1 AVENUE EB 3,296 435 470 140 610 0 3,296 0.19 C 153 35 798 3,296 0.24 WB 1,978 457 495 140 635 0 1,978 0.32 C 165 24 824 1,978 0.42 NE 1 AVENUE N. MIAMI AVENUE EB 2,744 195 211 140 351 0 2,744 0.13 C 153 35 539 2,744 0.20 WB 1,426 233 252 140 392 0 1,426 0.27 C 165 24 581 1,426 0.41 I-395/MACARTHUR CSWY PALM ISLAND ENTRANCE BAYSHORE DRIVE EB 11,188 3,617 3,916 280 4,196 24 11,212 0.37 B 28 4 4,228 11,212 0.38 B WB 11,188 5,760 6,235 280 6,515 24 11,212 0.58 C 25 6 6,546 11,212 0.58 C BAYSHORE DRIVE N. MIAMI AVENUE EB 9,840 4,026 4,358 280 4,638 0 9,840 0.47 B 211 49 4,898 9,840 0.50 C WB 9,840 5,295 5,731 280 6,011 0 9,840 0.61 C 139 20 6,170 9,840 0.63 C N. MIAMI AVENUE 1-95 EB 9,840 4,026 4,358 280 4,638 0 9,840 0.47 B 211 49 4,898 9,840 0.50 C WB 9,840 5,295 5,731 280 6,011 0 9,840 0.61 C 139 20 6,170 9,840 0.63 C [1] The Existing Person -Trip Volume is obtained from Table 6. [2] Year 2009 Background Person Trip Volume is obtained by applying a 2.0% per year growth rate to the existing person trip volume. [3] The Committed Person Trip Volume reflects the equivalent of 200 vehicles assigned to both NB and SB Biscayne Boulevard and EB and WB 1-395, and 100 vehicles assigned to both EB and WB NE 14 Street and NE 15 Street. [4] The projected transit person -trip capacity increase is derived from Increment II of the DDRI. [5] The Person -Trip LOS is determined using FDOT's 2002 Quality/Level of Service Handbook and the corresponding Person -Trip LOS (see Table I -A in Attachment I). City Square Major Use Special Permit Traffic Impact Study May 2006 Adjacent Study Area Intersections Six signalized intersections, three unsignalized intersections and three unsignalized project access intersections along Biscayne Boulevard, Bayshore Drive, Herald Plaza and NE 14 Terrace have been analyzed to examine PM peak hour operating conditions for the year 2009 both with and without the redevelopment plans for the East and West Parcels. The study intersections are listed in Table 8 below. Existing and projected turning movements for these study area intersections are included in Tables 9-A, 9-B and 9-C, depicting the 2005 traffic counts, the peak season adjustments, the 2005 peak season volumes, the background growth to 2009, estimated committed developments and project turning movements for the East and West Parcels. The intersection analysis worksheets and signal timing are included in Attachment VI. Each intersection was analyzed using the latest version of HCS. The analyses demonstrate that acceptable levels of service are maintained for the study area intersections through the project buildout date. The East Parcel West Driveway was analyzed both without and with a traffic signal control. The analysis results indicate that signalization is desired for the East Parcel West Driveway to maintain acceptable levels of service for the outbound traffic operations. A summary of the intersection levels of service are provided in Table 8 below. Table 8 — Summary of the PM Peak Hour Study Intersection LOS Study Intersections Traffic Control Method 2005 Peak Conditions 2009 without Project 2009 with Project Biscayne Boulevard/NE 13 Street Signalized B B C Biscayne Boulevard/ NE 14 Street Signalized B B D Biscayne Boulevard/ NE 14 Terrace Unsignalized B C D Biscayne Boulevard/NE 15 Street Signalized C C D Bayshore Drive/NE 13 Street Signalized B B B Bayshore Drive/NE 14 Street Signalized B B D Bayshore Drive/NE 14 Terrace/ East Parcel West Driveway Unsignalized n/a n/a F without signal B with signal Bayshore Drive/NE 15 Street Signalized C C C Herald Plaza/NE 14 Street Unsignalized A B A Herald Plaza/East Parcel East Driveway Unsignalized n/a n/a B Herald Plaza/NE 15 Street Unsignalized B C C NE 14 Terrace/West Parcel Driveway Unsignalized n/a n/a B / A Conclusions Given the analyses performed in this Major Use Special Permit Traffic Impact Study, all study area corridors and intersections adjacent to the project site were found to operate at acceptable levels of service through the buildout of the project site, pursuant to the adopted City of Miami Comprehensive Plan. A traffic signal is proposed for the East Parcel West Driveway serving the structured parking, to improve the outbound driveway operations. Given this signal improvement, acceptable levels of service were found to be maintained through the Year 2009. City Square Maefield Development Major Use Special Permit Traffic Impact Study May 2006 32 TABLE 9-A CITY SQUARE INTERSECTION TURNING MOVEMENTS PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT =657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY Biscayne Blvd NB and NE 13 St LEFT 5 1.03 5 2.00% 6 0 6 0 0.00% 0 0.00% 6 1L THRU 1148 1.03 1,182 2.00% 1280 252 1,532 266 44.00% 61 44.00% 1859 2T Signalized SB THRU 904 1.03 931 2.00% 1008 245 1253 99 15.00% 32 34.00% 1383 2T RIGHT 0 1.03 0 2.00% 0 0 0 0 0.00% 0 0.00% 0 1TR WB LEFT 391 1.03 403 2.00% 436 23 459 125 19.00% 0 0.00% 584 2L THRU 0 1.03 0 2.00% 0 0 0 66 10.00% 9 10.00% 75 1TR RIGHT 65 1.03 67 2.00% 72 0 72 0 0.00% 0 0.00% 72 PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT =657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 2 Biscayne Blvd NB and NE 14 St LEFT 34 1.03 35 2.00% 38 0 38 0 0.00% 0 0.00% 38 1L THRU 1073 1.03 1,105 2.00% 1196 204 1400 0 0.00% 61 44.00% 1461 1T Signalized RIGHT 102 1.03 105 2.00% 114 48 162 266 44.00% 0 0.00% 428 1TR SB LEFT 12 1.03 12 2.00% 13 4 17 61 10.00% 0 0.00% 78 1L THRU 823 1.03 848 2.00% 918 205 1123 0 0.00% 0 0.00% 1123 1T RIGHT 21 1.03 22 2.00% 23 0 23 0 0.00% 0 0.00% 23 1TR EB LEFT 16 1.03 16 2.00% 18 4 22 0 0.00% 25 18.00% 47 1L THRU 71 1.03 73 2.00% 79 43 122 109 18.00% 0 0.00% 231 1TR RIGHT 16 1.03 16 2.00% 18 0 18 0 0.00% 0 0.00% 18 WB LEFT 77 1.03 79 2.00% 86 38 124 99 15.00% 32 34.00% 254 1L THRU 97 1.03 100 2.00% 108 0 108 118 18.00% 17 18.00% 243 1TR RIGHT 39 1.03 40 2.00% 43 4 47 0 0.00% 0 0.00% 47 PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT =657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 3 Biscayne Blvd NB and NE 14 Ter THRU 1073 1.03 1,105 2.00% 1196 200 1396 0 0.00% 0 0.00% 1396 1T RIGHT 20 1.03 21 2.00% 22 0 22 0 0.00% 86 62.00% 108 1TR Unsignal¢ed SB THRU 856 1.03 882 2.00% 954 200 1154 61 10.00% 0 0.00% 1215 2T WB RIGHT 20 1.03 21 2.00% 22 0 22 125 19.00% 20 21.00% 166 1R PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT =657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 4 Biscayne Blvd NB and NE 15 St LEFT 32 1.03 33 2.00% 36 0 36 0 2.00% 2 2.00% 38 1L THRU 864 1.03 890 2.00% 963 200 1163 125 19.00% 18 19.00% 1306 1T Signalized RIGHT 172 1.03 177 2.00% 192 0 192 0 0.00% 0 0.00% 192 1TR SB LEFT 110 1.03 113 2.00% 123 0 123 54 9.00% 26 19.00% 204 1L THRU 677 1.03 697 2.00% 755 200 955 61 10.00% 0 0.00% 1016 1T RIGHT 47 1.03 48 2.00% 52 0 52 0 0.00% 0 0.00% 52 1TR EB LEFT 22 1.03 23 2.00% 25 0 25 0 0.00% 0 0.00% 25 1L THRU 95 1.03 98 2.00% 106 0 106 12 2.00% 3 2.00% 121 1TR RIGHT 12 1.03 12 2.00% 13 0 13 0 0.00% 0 0.00% 13 WB LEFT 167 1.03 172 2.00% 186 0 186 0 0.00% 0 0.00% 186 1L THRU 109 1.03 112 2.00% 122 0 122 13 2.00% 0 0.00% 135 1TR RIGHT 110 1.03 113 2.00% 123 0 123 0 0.00% 0 0.00% 123 City Square Major Use Special Permit Traffic Impact Study May 2006 TABLE 9-B CITY SQUARE INTERSECTION TURNING MOVEMENTS PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT=657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 5 Bayshore Dr SB and NE 13 St THRU 210 1.03 216 2.00% 234 0 234 20 3.00% 3 3.00% 257 1T RIGHT 116 1.03 119 2.00% 129 123 252 191 29.00% 9 10.00% 452 1R WB LEFT 3 1.03 3 2.00% 3 0 3 0 0.00% 0 0.00% 3 ILT THRU 343 1.03 353 2.00% 382 0 382 0 0.00% 0 0.00% 382 2T RIGHT 287 1.03 296 2.00% 320 0 320 18 3.00% 4 3.00% 342 1R PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND VNTH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT =657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 6 Bayshore Dr NB and NE 14 St LEFT 50 1.03 52 2.00% 56 0 56 0 0.00% 0 0.00% 56 1L THRU 256 1.03 264 2.00% 285 100 385 18 3.00% 4 3.00% 407 1T RIGHT 6 1.03 6 2.00% 7 0 7 0 0.00% 0 0.00% 7 ITR SB LEFT 7 1.03 7 2.00% 8 0 8 0 0.00% 0 0.00% 8 IL THRU 235 1.03 242 2.00% 262 100 362 210 32.00% 12 13.00% 604 1T RIGHT 92 1.03 95 2.00% 103 0 103 20 3.00% 48 52.00% 230 1R EB LEFT 89 1.03 92 2.00% 99 0 99 284 47.00% 0 0.00% 383 1L THRU 50 1.03 52 2.00% 56 95 151 151 25.00% 0 0.00% 302 1TR RIGHT 50 1.03 52 2.00% 56 0 56 0 0.00% 0 0.00% 56 WB LEFT 18 1.03 19 2.00% 20 23 43 0 0.00% 0 0.00% 43 1LT-Existing THRU 53 1.03 55 2.00% 59 41 100 197 30.00% 0 0.00% 297 1TR-Existing RIGHT 8 1.03 8 2.00% 9 0 9 0 0.00% 0 0.00% 9 1LTR - Future PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN=605 OUTBOUND IN=138 OUTBOUND 1MTH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT=657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 7 NE 14 Ter and NB Bayshore Dr LEFT 0 1.03 0 2.00% 0 0 0 0 0.00% 4 3.00% 4 1L [east Parcel THRU 353 1.03 364 2.00% 394 100 494 0 0.00% 0 0.00% 494 1T West Driveway] RIGHT 0 1.03 0 2.00% 0 0 0 303 50.00•8 0 0.00% 303 ITR SB Unsignalized LEFT 0 1.03 0 2.00% 0 0 0 48 8.00% 0 0.00% 48 IL THRU 266 1.03 274 2.00% 297 100 397 0 0.00% 0 0.00% 397 1T RIGHT 10 1.03 10 2.00% 11 0 11 0 0.00% 48 35.00% 59 1TR EB LEFT 10 1.03 10 2.00% 11 0 11 0 0.00% 13 14.00% 24 1LTR -Existing THRU 0 1.03 0 2.00% 0 0 0 0 0.00% 0 0.00% 0 1LT-Future RIGHT 10 1.03 10 2.00% 11 0 11 0 0.00% 60 65.00% 71 1R-Future WB LEFT 33 1.03 34 0.00% 34 0 34 230 35.00% 0 0.00% 264 1L THRU 0 1.03 0 0.00% 0 0 0 125 19.00% 0 0.00% 125 ITR RIGHT 33 1.03 34 0.00% 34 0 34 66 10.00% 0 0.00% 100 PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES T02009 VOLUMES VOLUMES PROJECT OUT =657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 8 Bayshore Dr NB and NE 15 St LEFT 64 1.03 66 2.00% 71 0 71 0 0.00% 0 0.00% 71 1L THRU 239 1.03 246 2.00% 266 100 366 66 10.00% 9 10.00% 441 1T RIGHT 83 1.03 85 2.00% 93 0 93 0 0.00% 4 4.00% 97 1TR SB LEFT 120 1.03 124 2.00% 134 0 134 12 2.00% 0 0.00% 146 1L THRU 172 1.03 177 2.00% 192 100 292 48 8.00% 14 10.0018 354 1T RIGHT 153 1.03 158 2.00% 171 0 171 0 0.00% 0 0.00% 171 1TR EB LEFT 119 1.03 123 2.00% 133 0 133 0 0.00% 0 0.00% 133 1L THRU 191 1.03 197 2.00% 213 0 213 67 11.00% 0 0.00% 280 1TR RIGHT 72 1.03 74 2.00% 80 0 80 0 0.00% 29 21.00% 109 WB LEFT 22 1.03 23 2.00% 25 0 25 0 0.00% 6 4.00% 31 1L THRU 137 1.03 141 2.00% 153 0 153 13 2.00% 0 0.00% 166 1T RIGHT 136 1.03 140 2.00% 152 0 152 0 0.00% 0 0.00% 152 1R City Square Major Use Special Permit Traffic Impact Study May 2006 TABLE 9-C CITY SQUARE INTERSECTION TURNING MOVEMENTS PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2009 VOLUMES VOLUMES PROJECT OUT = 657 DIST.% OUT = 93 DIST.% PROJECT GEOMETRY 9 Herald Plaza NB and NE 14 St LEFT 64 1.03 66 2.00% 71 42 113 0 0.00% 0 0.00% 113 1LT THRU 16 1.03 16 2.00% 18 31 49 0 0.00% 0 0.00% 49 Unsignalized SB THRU 16 1.03 16 2.00% 18 43 61 0 0.00% 0 0.00% 61 1TR RIGHT 19 1.03 20 2.00% 21 22 43 197 30.00% 0 0.00% 240 EB 1LR - Future LEFT 33 1.03 34 2.00% 37 36 73 151 25.00% 0 0.00% 224 1L - Existing RIGHT 29 1.03 30 2.00% 32 59 91 0 0.00% 0 0.00% 91 1R-Existing PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2009 VOLUMES VOLUMES PROJECT OUT = 657 DIST.% OUT = 93 DIST.% PROJECT GEOMETRY 10 Herald Plaza and NB East Driveway LEFT 0 1.03 0 2.00% 0 0 0 151 25.00% 0 0.00% 151 ILTR and Parcel 3 THRU 69 1.03 71 2.00% 77 31 108 0 0.00% 0 0.00% 108 Access RIGHT 0 1.03 0 2.00% 0 36 36 0 0.00% 0 0.00% 36 SB Unsignalized LEFT 0 1.03 0 2.00% 0 31 31 0 0.00% 0 0.00% 31 ILTR THRU 21 1.03 22 2.00% 23 43 66 0 0.00% 0 0.00% 66 RIGHT 0 1.03 0 0.00% 0 0 0 103 17.10% 0 0.00% 103 EB LEFT 0 1.03 0 0.00% 0 0 0 39 6.00% 0 0.00% 39 1L - Future RIGHT 0 1.03 0 0.00% 0 0 0 197 30.00% 0 0.00% 197 1R-Future WB LEFT 0 1.03 0 0.00% 0 22 22 0 0.00% 0 0.00% 22 1LR -Future RIGHT 0 1.03 0 0.00% 0 28 28 0 0.00% 0 0.00% 28 PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2009 VOLUMES VOLUMES PROJECT OUT =657 DIST.% OUT =93 DIST.% PROJECT GEOMETRY 11 Herald Plaza NB and NE 15 St LEFT 37 1.03 38 2.00% 41 58 99 13 2.00% 0 0.00% 112 1LR RIGHT 32 1.03 33 2.00% 36 2 38 26 4.00% 0 0.00% 64 Unsignalized EB THRU 374 1.03 385 2.00% 417 17 434 0 0.00% 0 0.00% 434 1TR RIGHT 17 1.03 18 2.00% 19 70 89 79 13.10% 0 0.00% 168 WB LEFT 4 1.03 4 2.00% 4 4 8 24 4.00% 0 0.00% 32 1L THRU 255 1.03 263 2.00% 284 0 284 0 0.00% 0 0.00% 284 2T PM PEAK HOUR 10/19/2005 PEAK GROWTH EAST INBOUND WEST INBOUND 2005 SEASON RATE 2009 PARCEL AND PARCEL AND 2009 EXISTING 2005 PER YEAR 2009 COMMITTED WITHOUT IN = 605 OUTBOUND IN = 138 OUTBOUND WITH LANE No. INTERSECTION MVNT VOLUMES PSCF VOLUMES TO 2009 VOLUMES VOLUMES PROJECT OUT = 657 DIST.% OUT = 93 DIST.% PROJECT GEOMETRY 12 NE 14 Ter and NB West Parcel LEFT 0 1.03 0 2.00% 0 0 0 0 0.00% 20 21.00% 20 1LR Driveway RIGHT 0 1.03 0 2.00% 0 0 0 0 0.00% 73 79.00% 73 EB Unsignalized THRU 20 1.03 21 2.00% 22 0 22 0 0.00% 0 0.00% 22 1TR RIGHT 0 1.03 0 2.00% 0 0 0 0 0.00% 86 62.00% 86 WB LEFT 0 1.03 0 2.00% 0 0 0 0 0.00% 52 38.00% 52 1LT THRU 20 1.03 21 2.00% 22 0 22 0 0.00% 0 0.00% 22 City Square Major Use Special Permit Traffic Impact Study May 2006 Attachment I FDOT 2002 Quality/Level of Service Table Downtown Miami Person -Trip LOS Table TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided A 100 1,060 1,600 Level of Service B C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided ** 220 720 860 2 Divided 250 1,530 1,810 3 Divided 380 2,330 2,720 4 Divided 490 3,030 3,460 1,860 2,790 3,540 E 890 *** *** *** Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D E 1 Undivided 2 Divided 3 Divided 4 Divided ** ** ** ** 100 220 340 440 590 1,360 2,110 2,790 810 1,710 2,570 3,330 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** Level of Service B C ** 280 650 1,020 1,350 ** ** ** D 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** Level of Service B C D ** 270 720 650 1,580 1,000 2,390 1,350 3,130 ** ** ** E 780 1,660 2,490 3,250 FREEWAYS Interchange spacing > 2 mi. apart Level of Service Lanes A B C D E 2 1,270 2,110 2,940 3,580 3,980 3 1,970 3,260 4,550 5,530 6,150 4 5 6 2,660 3,360 4,050 4,410 5,560 6,710 Interchange spacing < 2 mi. apart Level of Service B C D Lanes 2 3 4 5 6 A 1,130 1,780 2,340 3,080 3,730 6,150 7,760 9,360 7,480 8,320 9,440 10,480 11,390 12,650 1,840 2,890 3,940 4,990 6,040 2,660 4,180 5,700 7,220 8,740 E 3,440 3,910 5,410 6,150 7,380 8,380 9,340 10,620 11,310 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A B C ** ** ** ** ** ** 480 1,120 1,740 D 760 1,620 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A B C D 1 Undivided ** ** 250 530 2 Divided ** ** 580 1,140 E 810 1,720 2,580 E 660 1,320 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometrics at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100% A ** ** 160 ** 130 380 Level of Service B C D 720 >210 170 210 >380 *** E >720 *** *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometrics at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A ** ** ** B ** ** 120 Level of Service C D ** ** 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C ** >5 >4 >6 >4 >3 D >3 >2 E 810 990 *** E >2 >1 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://www11.myflorida.com/planning/systems/sm/los/default.htm 02/22/02 Lanes 1 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Turns Lanes Adjustment Factors Yes +5% No -20% Yes -5% No -25% ONE WAY FACILITIES Increase corresponding volume 20% *This table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Values shown are hourly directional volumes for levels of service and are for the automobile/truck modes unless specifically stated. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution. Furthermore, combining levels of service of different modes into one overall roadway level of service is not recommended. To convert to annual average daily traffic volumes, these. volumes must be divided by appropriate D and K factors. The table's input value defaults and level of service criteria appear on the following page. Calculations are based on planning applications of the Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the automobile/truck, bicycle, pedestrian and bus modes. **Cannot be achieved using table input value defaults. ***Not applicable for that level of service letter grade. For automobile/thick modes, volumes greater than level of service D become F because intersection capacities have been reached. For bicycle and pedestrian modes, the level of service letter grade (including F) is not achievable, because there is no maximum vehicle volume threshold using table input value defaults. 97 TABLE I -A DOWNTOWN MIAMI LEVEL OF SERVICE TABLE ROADWAY CLASS TYPE FDOT'S 2002 QUALITY/LEVEL OF SERVICE [1] PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E CLASS III ARTERIAL 1LU 0 0 280 660 810 0.00 0.00 0.35 0.81 1.00 2LD 0 0 650 1,510 1,720 0.00 0.00 0.38 0.88 1.00 3LD 0 0 1,020 2,330 2,580 0.00 0.00 0.40 0.90 1.00 4LD 0 0 1,350 3,070 3,330 0.00 0.00 0.41 0.92 1.00 CLASS IV ARTERIAL 1LU 0 0 270 720 780 0.00 0.00 0.35 0.92 1.00 2LD 0 0 650 1,580 1,660 0.00 0.00 0.39 0.95 1.00 3LD 0 0 1,000 2,390 2,490 0.00 0.00 0.40 0.96 1.00 4LD 0 0 1,350 3,130 3,250 0.00 0.00 0.42 0.96 1.00 NON -STATE ROADWAYS 1LU 0 0 480 760 810 0.00 0.00 0.59 0.94 1.00 2LD 0 0 1,120 1,620 1,720 0.00 0.00 0.65 0.94 1.00 3LD 0 0 1,740 2,450 2,580 0.00 0.00 0.67 0.95 1.00 GROUP 1 FREEWAY 2 1,270 2,110 2,940 3,580 3,980 0.32 0.53 0.74 0.90 1.00 3 1,970 3,260 4,550 5,530 6,150 0.32 0.53 0.74 0.90 1.00 4 2,660 4,410 6,150 7,480 8,320 0.32 0.53 0.74 0.90 1.00 5 3,360 5,560 7,760 9,440 10,480 0.32 0.53 0.74 0.90 1.00 6 4,050 6,710 9,360 11,390 12,650 0.32 0.53 0.74 0.90 1.00 GROUP 2 FREEWAY 2 1,130 1,840 2,660 3,440 3,910 0.29 0.47 0.68 0.88 1.00 3 1,780 2,890 4,180 5,410 6,150 0.29 0.47 0.68 0.88 1.00 4 2,340 3,940 5,700 7,380 8,380 0.28 0.47 0.68 0.88 1.00 5 3,080 4,990 7,220 9,340 10,620 0.29 0.47 0.68 0.88 1.00 6 3,780 6,040 8,740 11,310 12,850 0.29 0.47 0.68 0.88 1.00 NOTES: [1] The Person Trip Level of Service is derived by dividing FDOT's Level of Service by the LOS E for each type of roadway. [2] The FDOT maximum service volumes are obtained from FDOT's 2002 Quality/LOS Handbook. City Square Major Use Special Permit Traffic Study November 2005 Attachment II Traffic Data Print Date: Oct/16/2005 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report MIAMI-DA❑E NORTH MOCF = 0.97 Category: 8700 Week Dates SF 1 01/01/2004 - 01/03/2004 1.00 2 01/04/2004 - 01/10/2004 1.00 3 01/11/2004 - 01/17/2004 0.99 4 01 /18/2004 - 01/24/2004 0.99 5 01/25/2004 - 01/31/2004 0.99 * 6 02/01/2004 - 02/07/2004 0.98 * 7 02/08/2004 - 02/14/2004 0.98 * 8 02/15/2004 - 02/21/2004 0.97 * 9 02/22/2004 - 02/28/2004 0.97 * 10 02/29/2004 - 03/06/2004 0.97 * 11 03/07/2004 - 03/13/2004 0.97 * 12 03/14/2004 - 03/20/2004 0.96 • 13 03/21 /2004 - 03/27/2004 0.97 * 14 03/28/2004 - 04/03/2004 0.97 * 15 04/04/2004 - 04/10/2004 0.98 * 16 04/11/2004 - 04/17/2004 0.98 * 17 04/18/2004 - 04/24/2004 0.98 * 18 04/25/2004 - 05/01/2004 0.98 19 05/02/2004 - 05/08/2004 0.99 20 05/09/2004 - 05/15/2004 0.99 21 05/16/2004 - 05/22/2004 0.99 22 05/23/2004 - 05/29/2004 0.99 23 05/30/2004 - 06/05/2004 0.99 24 06/06/2004 - 06/12/2004 1.00 25 06/13/2004 - 06/19/2004 1.00 26 06/20/2004 - 06/26/2004 1.01 27 06/27/2004 - 07/03/2004 1.02 28 07/04/2004 - 07/10/2004 1.03 29 07/11/2004 - 07/17/2004 1.04 30 07/18/2004 - 07/24/2004 1.04 31 07/25/2.004 - 07/31/2004 1.03 32 08/01/2004 - 08/07/2004 1.03 33 08/08/2004 - 08/14/2004 1.02 34 08/15/2004 08/21/2004 1.02 35 08/22/2004 - 08/28/2004 1.03 36 08/29/2004 - 09/04/2004 1.04 37 09/05/2004 - 09/ 11 /2004 1.05 38 09/12/2004 - 09/18/2004 1.06 39 09/19/2004 - 09/25/2004 1.05 40 09/26/2004 - 10/02/2004 1.03 41 10/03/2004 - 10/09/2004 1.01 42 10/10/2004 - 10/16/2004 1.00 43 10/17/2004 - 10/23/2004 1.00 44 10/24/2004 - 10/30/2004 1.00 45 10/31/2004 - 11/06/2004 1.01 46 11/07/2004 - 11/13/2004 1.01 47 11/14/2004 - 11/20/2004 1.01 48 11./21/2004 - 11/27/2004 1.01 49 11/28/2004 - 12/04/2004 1.01 50 12/05/2004 - 12/11/2004 1.00 51 12/12/2004 - 12/18/2004 1.00 52 12/19/2004 - 12/25/2004 1.00 53 12/26/2004 - 12/31/2004 0.99 PSCF 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.03 1.03 1.04 1.05 1.06 1.07 1.07 1.06 1.06 1.05 1.05 1.06 1.07 1.08 1.09 1.08 1.06 1.04 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.04 1.03 1.03 1.03 1.02 Note: "*" indicates peak season week Page 1 Print Date: Nov/08/2005 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report MIAMI-DADE I 395 MOCF = 0.93 Category: 8739 Week Dates SF PSCF 1 01/01/2004 - 01/03/2004 1.02 2 01/04/2004 - 01/10/2004 1.01 3 01/11/2004 - 01/17/2004 1.00 4 01/18/2004 - 01/24/2004 0.99 * 5 01/25/2004 - 01/31/2004 0.97 * 6 02/01/2004 - 02/07/2004 0.96 * 7 02/08/2004 - 02/14/2004 0.94 * 8 02/15/2004 - 02/21 /2004 0.93 * 9 02/22/2004 - 02/28/2004 0.92 * 10 02/29/2004 - 03/06/2004 0.90 * 11 03/07/2004 - 03/13/2004 0.89 * 12 03/14/2004 - 03/20/2004 0.88 * 13 03/21/2004 - 03/27/2004 0.90 * 14 03/28/2004 - 04/03/2004 0.91 * 15 04/04/2004 - 04/10/2004 0.93 * 16 04/11/2004 - 04/17/2004 0.95 * 17 04/18/2004 - 04/24/2004 0.96 18 04/25/2004 - 05/01/2004 0.97 19 05/02/2004 - 05/08/2004 0.98 20 05/09/2004 - 05/15/2004 0.99 21 05/16/2004 - 05/22/2004 1.00 22 05/23/2004 - 05/29/2004 1.01 23 05/30/2004 - 06/05/2004 1.01 24 06/06/2004 - 06/12/2004 1.02 25 06/13/2004 - 06/19/2004 1.03 26 06/20/2004 - 06/26/2004 1.02 27 06/27/2004 - 07/03/2004 1.02 28 07/04/2004 - 07/10/2004 1.01 29 07/11/2004 - 07/17/2004 1.01 30 07/18/2004 - 07/24/2004 1.01 31 07/25/2004 - 07/31/2004 1.01 32 08/01/2004 - 08/07/2004 1.01 33 08/08/2004 - 08/14/2004 1.01 34 08/15/2004 - 08/21/2004 1.01 35 08/22/2004 - 08/28/2004 1.07 36 08/29/2004 - 09/04/2004 1.13 37 09/05/2004 - 09/11/2004 1.19 38 09/12/2004 - 09/18/2004 1.25 39 09/19/2004 - 09/25/2004 1.19 40 09/26/2004 - 10/02/2004 1.13 41 10/03/2004 - 10/09/2004 1.07 42 10/10/2004 - 10/16/2004 1.01 43 10/ 17/2004 - 10/23/2004 1.01 44 10/24/2004 - 10/30/2004 1.01 45 10/31/2004 - 11/06/2004 1.00 46 11/07/2004 - 11/13/2004 1.00 47 11/14/2004 - 11/20/2004 1.00 48 11/21/2004 - 11/27/2004 1.00 49 11/28/2004 - 12/04/2004 1.01 50 12/05/2004 - 12/11/2004 1.01 51 12/12/2004 - 12118/2004 1.02 52 12/19/2004 - 12/25/2004 1.01 53 12/26/2004 - 12/31/2004 1.00 1.10 1.09 1.08 1.06 1.04 1.03 1.01 1.00 0.99 0.97 0.96 0.95 0.97 0.98 1.00 1.02 1.03 1.04 1.05 1.06 1.08 1.09 1.09 1.10 1.11 1.10 1.10 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.15 1.22 1.28 1.34 1.28 1.22 1.15 1.09 1.09 1.09 1.08 1.08 1.08 1.08 1.09 1.09 1.10 1.09 1.08 Note: "*r' indicates peak season week Page 6 NE 13TH STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA 1COUNTED BY: LUIS PALOMINO SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 13STBISC Page : 1 BISCAYNE BOULEVARD/US 1 From North Peds Right Thru Date 10/19/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 12 4 5 5 26 12 4 1 0 17 0 0 0 0 0 0 0 0 0 0 187 193 231 209 820 227 237 170 168 802 INE 13TH STREET 'From East 'BISCAYNE BOULEVARD/US 1 INE 13TH STREET 'From South 'From West Vehicle Left 1 Peds Right Thru Left 1 Peds Right Thru Left Peds Right Thru Left 1 Total 0 1 22 0 77 0 0 279 0 0 15 0 78 0 0 266 0 0 26 0 85 0 0 279 0 1 0 15 0 85 ( 0 0 294 0 1 1 78 0 325 0 0 1118 0 0 0 0 0 4 1 1 0 6 9 15 13 12 49 0 0 0 0 0 104 117 94 71 386 0 0 0 0 0 0 0 0 0 0 273 302 322 319 1216 2 1 1 2 6 0 2 0 0 2 1 3 0 1 5 3 2 0 2 7 3 1 1 3 8 1 2 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 570 554 623 608 2355 614 675 600 570 2459 *TOTAL* 43 1622 0 127 0 711 1 0 0 2334 8 I 12 12 0 0 I 4814 NE 13TH STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA 1COUNTED BY: LUIS PALOMINO SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 13STBISC Page : 2 BISCAYNE BOULEVARD/US 1 INE 13TH STREET IBISCAYNE BOULEVARD/US 1 INE 13TH STREET From North 'From East (From South From West Vehicle Peds Right Thru Left I Peds Right Thru Left I Peds Right Thru Left Peds Right Thru Left Total Date 10/19/05 Peak Hour Analysis By Entire Peak start 16:30 Volume - 0 904 Percent - 0% 100% 0% Pk total 904 Highest 17:15 Volume - 0 237 Hi total 237 PHF .95 NE 13TH STREET 5 0 0 5 Intersection for the Period: 16:00 to 18:00 on 10/19/05 0 0 26 • 26 0 0 0 7 7 7 6 16:30 456 17:15 132 .86 16:30 65 0 391 - 0 1148 5 14% 0% 86% j - 0% 100% 0% 1153 17:15 15 0 117 - 0 302 2 304 .95 BISCAYNE BOULEVARD/US 1 904 904 904 0 0 12 2,117 0 1,148 65 1,213 • ALL VEHICLES & PEDS Intersection Total 2,520 391 904 7 1,302 2,455 5 5 456 16:30 7 0 0 - 100% 0% 0% 7 16:45 - 3 0 0 3 .58 65 65 456 0 1,153 • 1,148 1,148 BISCAYNE BOULEVARD/US 1 0 391 391 0 NE 13TH STREET 0 0 0 0 0 NE 14TH STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 14STBISC Page 1 BISCAYNE BOULEVARD/US 1 'NE 14TH ST 'BISCAYNE BOULEVARD/US 1 INE 14TH ST From North (From East IFrom South 'From West Vehicle Peds Right Thru Left Peds Right Thru Left 1 Peds Right Thru Left Peds Right Thru Left J Total Date 10/19/05 16:00 2 4 153 4 0 11 19 20 0 19 252 23 1 6 16 4 531 16:15 3 4 181 3 0 14 19 18 0 27 258 12 2 2 8 3 549 16:30 0 7 201 5 2 13 25 23 0 35 259 8 0 8 15 1 600 16:45 3 6 186 3 1 0 7 23 21 1 0 24 280 11 1 2 4 14 4 1 583 Hr Total 8 21 721 15 1 2 45 86 82 1 0 105 1049 54 1 5 20 53 12 1 2263 17:00 1 3 212 2 2 8 23 17 1 25 244 8 1 1 16 5 564 17:15 1 5 224 2 3 11 26 16 1 18 290 7 1 3 26 6 634 17:30 6 4 150 8 0 6 21 18 ( 1 27 303 7 2 1 19 3 567 17:45.. 0 1 146 4 1 2 4 17 19 1 0 29. 309 9 1 0 7 15 4 564 Hr Total 8 13 732 16 7 29 87 70 3 99 1146 31 4 12 76 18 2329 *TOTAL* 16 34 1453 31 9 74 173 152 3 204 2195 85 9 32 129 30 4592 NE 14TH STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. 14STBISC Page : 2 BISCAYNE BOULEVARD/US 1 (NE 14TH ST 'BISCAYNE BOULEVARD/US 1 'NE 14TH ST From North 'From East 'From South (From West Vehicle Peds Right Thru Left 1 Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left 1 Total Date 10/19/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 10/19/05 Peak start 16:30 16:30 16:30 16:30 Volume - 21 823 12 39 97 77 - 102 1073 34 - 16 71 16 Percent - 2% 96% 1% 18% 46% 36% - 8% 89% 3% - 16% 69% 16% Pk total 856 213 1209 103 Highest 17:15 16:30 16:45 17:15 Volume - 5 224 2 13 25 23 - 24 280 11 - 3 26 6 Hi total 231 j 61 315 35 PHF .93 1 .87 .96 .74 BISCAYNE BOULEVARD/US 1 • 5 • 21 823 12 5 21 823 12 I NE 14TH ST 34 97 152 21 16 16 • 71 856 71 103 16 16 J 255 1,984 • ALL VEHICLES & PEDS Intersection Total 2,381 77 823 16 916 2,125 34 34 398 39 39 213 97 1,209 • 1,073 1,073 BISCAYNE BOULEVARD/US 1 • 97 • 77 77 185 NE 14TH ST 12 71 102 r2ilill 102 102 NE 15TH STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: FRANK SANCHEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 15STBISC Page : 1 BISCAYNE BOULEVARD/US 1 From North Peds Right Thru Date 10/19/05 16:00 5 16:15 6 16:30 4 16:45 3 Hr Total 18 17:00 17:15 17:30 17:45 Hr Total 3 4 3 1 11 6 9 9 11 35 14 13 8 4 39 118 124 169 156 567 172 180 124 135 611 INE 15TH STREET 'From East 'BISCAYNE BOULEVARD/US 1 INE 15TH STREET 'From South 'From West Vehicle Left 1 Peds Right Thru Left Peds Right Thru Left 1 Peds Right Thru Left 1 Total 36 38 23 31 128 23 33 32 38 126 1 5 3 4 13 2 1 4 1 8 26 32 31 21 110 34 24 20 18 96 26 26 33 20 105 27 29 24 20 100 38 38 40 34 150 48 45 28 20 141 17 10 14 17 58 17 2 10 7 36 42 30 28 52 152 40 52 52 79 223 200 211 220 219 850 189 236 208 225 858 12 15 10 10 47 4 8 6 10 28 1 5 5 8 19 2 1 3 1 7 8 12 4 3 27 1 4 2 3 10 21 28 23 19 91 23 30 37 32 122 6 5 3 8 22 6 5 3 5 19 539 568 593 584 2284 581 659 544 589 2373 *TOTAL* 29 74 1178 254 1 21 206 205 291 1 94 375 1708 75 1 26 37 213 41 1 4657 NE 15TH STREET 32 109 188 47 22 22 95 NE 15TH STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: FRANK SANCHEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 15STBISC Page : 2 BISCAYNE BOULEVARD/US 1 INE 15TH STREET From North (From East IBISCAYNE BOULEVARD/US 1 'From South INE 15TH STREET (From West Vehicle Peds Right Thru Left I Peds Right Thru Left 1 Peds Right Thru Left Peds Right Thru Left 1 Total Date 10/19/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 10/19/05 Peak start 16:30 Volume - 47 677 110 Percent - 6% 81% 13% Pk total 834 Highest 17:15 Volume - 13 180 33 Hi total 226 PHF .92 16:30 386 17:00 109 .89 110 109 167 28% 28% 43% 34 27 48 16:30 - 172 864 32 - 16% 81% 3% 1068 17:15 - 52 236 8 296 .90 BISCAYNE BOULEVARD/US 1 • 14•47 677 110 22 864 110 14 47 677 110 996 1,830 • ALL VEHICLES & PEDS 95 129 12 12 1 317 Intersection Total 2,417 167 677 12 856 1,924 32 32 763 16:30 12 95 22 - 9% 74% 17% 129 17:15 - 4 30 5 39 .83 10 10 110 110 386 109 1,068 • 864 BISCAYNE BOULEVARD/US 1 864 109 167 167 377 NE 15TH STREET 50 50 110 95 172 NE 13TH STREET & N BAYSHORE DRIVE MIAMI, FLORIDA COUNTED BY: SHARIE GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 13STBAYS Page : 1 NORTH BAYSHORE DRIVE From North INE 13TH STREET (From East 'NORTH BAYSHORE DRIVE INE 13TH STREET 'From South 'From West I ' Vehicle Peds Right Thru Left ' Peds Right Thru Left I Peds Right Thru Left I Peds Right Thru Left I Total Date 10/19/05 16:00 2 18 49 00 80 78 2 I 0 0 0 0 0 0 0 0 1 227 16:15 0 19 58 0 0 73 72 0 1 2 0 0 0 0 0 0 0 1 222 16:30 0 30 52 0 0 75 87 2 I 0 0 0 0 1 0 0 0 1 246 16:45 0 19 46 0 0 59 81 1 1 2 0 0 0 4 0 0 0 1 206 Hr Total 2 86 205 0 0 287 318 5 4 0 0 0 5 0 0 0 I 901 17:00 1 39 48 0 3 70 73 0' 4 0 0 0 2 0 0 0 1 230 17:15 0 28 64 0 1 83 102 0 0 0 0 0 0 0 0 0 277 17:30 2 34 55 0 1 68 68 0 1 0 0 0 0 1 0 0 01 225 17:45 0 21 65 0 0 51 60 1 1 0 0 0 0 0 0 0 0 1 198 Hr Total 3 122 232 0 5 272 303 1 1 4 0 0 0 3 0 0 0 930 *TOTAL* 5 208 437 0 I 5 559 621 6 1 8 0 0 0 1 8 0 0 0 1 1831 NE 13TH STREET & N BAYSHORE DRIVE MIAMI, FLORIDA COUNTED BY: SHARIE GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 13STBAYS Page : 2 NORTH BAYSHORE DRIVE From North INE 13TH STREET 'From East NORTH BAYSHORE DRIVE 'From South INE 13TH STREET 'From West Vehicle Peds Right Thru Left I Peds Right Thru Left J Peds Right Thru Left 1 Peds Right Thru Left Total Date 10/19/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 10/19/05 Peak start 16:30 16:30 Volume - 116 210 0 - 287 343 3 Percent - 36% 64% 0% 45% 54% 0% Pk total 326 633 Highest 17:15 17:15 Volume - 28 64 0 83 102 0 Hi total 92 185 PHF .89 .86 16:30 16:30 0 0 0 1 - 0 0 0 - 0% 0% 0% - 0% 0% 0% 0 0 16:00 16:00 - 0 0 0 1 - 0 0 0 0 .0 NORTH BAYSHORE DRIVE • 1 • 116 1 116 NE 13TH STREET 0 343 459 116 • 0 0 0 0 0 0 0 7 210 210 326 0 0 459 613 0 0 287 287 • ALL VEHICLES & PEDS Intersection Total 959 3 210 0 213 213 0 0 633 .0 287 287 633 343 NORTH BAYSHORE DRIVE 0 343 3 3 0 NE 13TH STREET 0 0 NE 14TH STREET & N BAYSHORE DRIVE MIAMI, FLORIDA COUNTED BY: JESUS AUDIFFRED SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 14STBAYS Page : 1 NORTH BAYSHORE DRIVE From North INE 14TH STREET 'NORTH BAYSHORE DRIVE !From East (From South INE 14TH STREET 'From West Vehicle Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Date 10/19/05 16:00 0 23 59 0 0 4 10 1 0 2 67 14 2 13 12 14 219 16:15 0 19 57 2 I 2 6 21 1 0 2 49 22 2 5 17 17 218 16:30 0 26 47 5 0 5 26 4 1 3 51 12 0 13 23 22 237 16:45 1 22 45 2 1 2 4 13 4 0 0 57 11 1 0 9 14 18 199 Hr Total 1 90 208 9 4 19 70 10 1 7 224 59 4 40 66 71 873 17:00 0 20 58 1 6 5 13 4 0 1 61 19 0 7 16 20 225 17:15 0 25 66 3 0 1 13 5 0 2 76 11 1 0 16 8 22 248 17:30 1 26 52 1 4 2 13 5 0 1 66 11 0 16 8 23 224 17:45 1 21 59 20 0 14 4 1 0 2 53 9 0 11 18 24 1 217 Hr Total 2 92 235 7 I 10 8 53 18 1 0 6 256 50 I 0 50 50 89 1 914 *TOTAL* 3 182 443 16 14 27 123 28 1 1 13 480 109 1 4 90 116 160 1 1787 NE 14TH STREET & N BAYSHORE DRIVE MIAMI, FLORIDA COUNTED BY: JESUS AUDIFFRED SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 14STBAYS Page : 2 NORTH BAYSHORE DRIVE From North Peds Right Date 10/19/05 INE 14TH STREET (From East (NORTH BAYSHORE DRIVE 'From South INE 14TH STREET 'From West Vehicle Thru Left I Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Peak Hour Analysis By Peak start 17:00 Volume - 92 235 7 Percent - 28% 70% 2% Pk total 334 Highest 17:15 Volume - 25 66 3 Hi total 94 PHF .89 Entire Intersection for the Period: 16:00 to 18:00 on 10/19/05 17:00 79 17:00. 22 .90 8 53 18 10% 67% 23% 13 4 17:00 17:00 6 256 50 - 50 50 89 - 2% 82% 16% - 26% 26% 47% 312 189 17:15 17:45 - 2 76 11 - 11 18 24 89 53 .88 .89 NORTH BAYSHORE DRIVE • 2 92 2 92 NE 14TH STREET 50 53 195 92 89 89 50 235 235 334 7 7 50 189 50 50 J 384 687 89 256 8 10 353 10 • ALL VEHICLES & PEDS Intersection Total 914 18 235 50 303 615 50 50 NORTH BAYSHORE DRIVE 142 8 79 53 53 18 18 63 NE 14TH STREET 0 0 7 50 6 NE 15TH STREET & N BAYSHORE DRIVE MIAMI, FLORIDA COUNTED BY: CHRIS PBRALTA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050276 Start Date: 10/19/05 File I.D. : 15S_BAYS Page : 1 N BAYSHORE DRIVE From North Right Thru UTurn Left Date 10/19/05 16:00 36 36 1 22 16:15 37 57 0 28 16:30 65 44 0 33 16:45 37 30 0 30 Hr Total 175 167 1 113 NB 15TH STREET From Bast Right Thru UTurn Left N BAYSHORE DRIVE From South Right Thru UTurn Left NE 15TH STREET From West Right Thru UTurn Left Total 17:00 55 39 1 29 17:15 44 41 0 28 17:30 28 45 0 36 17:45 26 47 0 26 Hr Total 153 172 1 119 18 40 0 16 30 45 0 8 33 31 0 9 20 31 0 7 101 147 0 40 33 41 0 8 34 30 0 5 44 43 0 6 25 23 0 3 136 137 0 22 11 53 0 23 20 40 0 37 19 44 0 15 24 40 0 16 14 56 1 15 19 27 1 25 11 57 0 11 20 44 0 25 55 210 1 64 83 151 1 103 9 61 0 19 17 36 0 14 22 64 0 20 22 45 0 32 30 59 0 13 13 49 0 32 22 55 0 12 20 61 0 41 83 239 0 64 72 191 0 119 353 363 373 323 1412 362 387 398 361 1508 *TOTAL* 328 339 2 232 I 237 284 0 62 I 138 449 1 128 I 155 342 1 222 2920 NE 15TH STREET & N BAYSHORE DRIVE MIAMI, FLORIDA COUNTED BY: CHRIS PERALTA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050276 Start Date: 10/19/05 File I.D. : 15S_BAYS Page : 2 N BAYSHORE DRIVE From North Right Thru UTurn Left Date 10/19/05 Peak Hour Analysis By Entire Peak start 17:00 Volume 153 172 1 Percent 34% 39% 0% Pk total 445 Highest 17:00 Volume 55 39 1 Hi total 124 PHF .90 NE 15TH STREET From Bast Right Thru UTurn Left N BAYSHORE DRIVE From South Right Thru UTurn Left NE 15TH STREET From West Right Thru UTurn Left Total Intersection for the Period: 17:00 119 136 27% 46% 295 17:30 29 44 93 .79 NE 15TH STREET 64 137 354 153 119 119 191 153 153 16:00 to 18:00 on 10/19/05 17:00 137 0 22 83 239 46% 0% 7% 22% 62% 386 17:15 43 0 6 22 64 106 .91 N BAYSHORE DRIVE 172 172 445 120 120 36 191 382 72 0 72 0 939 17:00 0 64 72 191 0 119 0% 17% 19% 50% 0% 31% 382 17:45 0 20 20 61 0 41 122 .78 119 239 136 494 ALL VEHICLES Intersection Total 1,508 22 172 72 266 652 64 64 N BAYSHORE DRIVE 68 295 386 239 239 0 0 136 136 137 137 22 22 394 NE 15TH STREET 120 191 83 NE 15TH STREET & HERALD PLAZA MIAMI, FLORIDA COUNTED BY: SUSAN MALONE NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 15STHERA Page : 1 NE 15TH STREET From East HERALD PLAZA From South INE 15TH STREET 'From West Vehicle Other Peds Thru Left Peds Right Left Peds Right Thru Total Total Date 10/19/05 16:00 0 70 4 1 8 6 0 1 69 158 1 16:15 2 81 2 0 4 6 0 5 82 180 2 16:30 2 75 3 1 4 5 7 1 10 65 165 7 16:45 0 48 1 1 1 5 4 1 1 6 78 142 2 Hr Total 4 274 10 6 22 23 1 2 22 294 645 12 17:00 1 68 1 2 11 11 2 7 66 164 5 17:15 2 72 1 3 6 7 0 4 88 178 5 17:30 0 72 0 3 5 12 4 3 111 203 7 17:45 7 43 2 1 7 10 7 1 2 3 109 174 16 Hr Total 10 255 4 1 15 32 37 8 17 374 719 33 *TOTAL* 14 529 14 1 21 54 60 I 10 39 668 1 1364 45 NE 15TH STREET & HERALD PLAZA MIAMI, FLORIDA COUNTED BY: SUSAN MALONE NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 15STHERA Page : 2 NE 15TH STREET From East 'HERALD PLAZA 'From South INE 15TH STREET 'From West Vehicle Other Peds Thru Left I Peds Right Left I Peds Right Thru 1 Total Total Date 10/19/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 10/19/05 Peak start 17:00 17:00 17:00 Volume - 255 4 - 32 37 - 17 374 Percent - 98% 2% 46% 54% - 4% 96% Pk total 259 69 391 Highest 17:15 17:00 17:30 Volume - 72 1 - 11 11 3 111 Hi total 73 22 114 PHF .89 .78 .86 NE 15TH STREET 37 255 292 0 0 374 374 391 17 17 8 J 683 • ALL VEHICLES & PEDS Intersection Total 719 90 4 37 0 17 21 37 HERALD PLAZA 665 10 10 259 255 69 0 255 4 4 0 406 374 32 NE 15TH STREET NE 14TH STREET & HERALD PLAZA MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 14STHERA Page : 1 HERALD PLAZA From North Peds Right Thru Date 10/19/05 16:00 16:15 16:30 16:45. Hr Total 17:00 17:15 17:30 17:45 Hr Total 8 9 15 20 52 4 6 5 7 22 0 4 5 1 10 From East Left 1 Peds Right 'HERALD PLAZA 'From South Thru Left ' Peds Right Thru INE 14TH STREET 'From West Left Peds Right Vehicle Thru Left 1 Total 1 0 1 0 2 25 4 6 0 11 3 4 0 10 2 3 1 4 6 2 0 50 15 15 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 4 3 6 16 5 2 4 0 11 0 0 0_ 0 0 0 0 0 0 5 2 2 3 12 8 3 11 10 32 11 7 17 12 47 18 17 18 12 65 2 0 2 2 6 2 0 3 0 5 6 7 11 7 31 5 6 7 10 28 0 0 0 0 0 0 0 0 0 0 8 8 7 8 31 11 7 4 10 32 35 34 48 38 155 52 40 46 50 188 *TOTAL* 102 37 25 0 0 0 1 27 0 44 112 1 11 59 0 63 343 NE 14TH STREET & HERALD PLAZA MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050276 Start Date: 10/19/05 File I.D. : 14STHERA Page : 2 HERALD PLAZA From North Peds Right Thru Date 10/19/05 Peak Hour Analysis By Entire Peak start 16:30 Volume - 19 16 Percent - Pk total 36 Highest 16:30 Volume - 5 Hi total 11 PHF .82 53% 44% 3% NE 14TH STREET 64 0 19 83 1 'From East 'HERALD PLAZA 'From South INE 14TH STREET 'From West Vehicle Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Intersection for the Period: 16:00 to 18:00 on 10/19/05 16:30 16:30 1 - 0 0 0 - 0 16 0% 0% 0% 0% 20% 0 16:00 0 .0 71 19 71 19 33 33 • 0 0 0 0 80 17:00 0 8 26 .77 HERALD PLAZA 16 16 36 0 62 29 29 145 1 1 85 33 16 0 49 • ALL VEHICLES & PEDS Intersection Total 178 0 16 29 45 125 64 64 HERALD PLAZA 64 80% 18 80 16 16 16:30 0 29 0 33 47% 0% 53% 62 16:30 11 18 .86 0 7 0 0 0 0 1 1 0 0 Hr Total 342 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location Interval Start time Stop time County : NE 15 Street West of North Bayshore ]Jr ******************************************************************************* Oct 18 : D1018001.PRN : 000000101717 : 000110252098 : Oct 18, 05 : Oct 18, 05 : Miami, Florida Eastbound Volume for Lane 1 15 minutes 00:00 24:00 Dade End Time 00 15 30 45 00 45 33 23 12 Hr Total 113 01 02 12 7 19 6 19 18 10 12 60 43 03 5 9 8 14 36 04 7 11 2 9 05 8 11 12 23 29 54 06 28 29 75 47 179 07 75 95 133 179 482 08 138 127 101 123 489 09 10 11 107 109 63 83 82 76 89 66 81 100 63 86 379 320 306 End Time 12 15 30 45 00 97 115 124 130 Hr Total 466 101 82 106 101 390 13 14 97 101 102 105 405 15 91 96 110 112 409 16 17 125 139 152 150 185 193 178 170 566 726 18 163 136 132 112 543 19 140 102 86 90 418 20 87 53 53 57 250 21 58 77 53 59 247 22 23 66 38 54 42 66 42 57 22 243 144 24 Hour Total : 7297 AM peak hour begins : 07:30 AM peak volume : 577 Peak hour factor : 0.81 PM peak hour begins : 17:00 PM peak volume : 726 Peak hour factor : 0.94 ******************************************************************************* Oct 18 Westbound Volume for Lane 2 End Time 00 01 02 15 87 30 13 30 79 16 10 45 36 17 23 00 30 8 20 Hr Total 232 71 66 03 6 3 5 4 18 04 3 10 2 3 18 05 6 7 10 24 47 06 07 08 09 10 11 22 53 89 81 69 67 27 64 108 90 66 66 27 73 103 53 65 87 47 99 94 63 56 83 ---- ---- ---- ---- 123 289 394 287 256 303 End Time 12 13 14 15 15 77 86 68 83 30 96 62 85 81 45 86 79 79 89 00 83 78 68 91 344 305 300 16 109 108 81 125 423 17 18 110 82 90 80 99 98 88 67 19 55 66 71 56 20 59 44 62 36 362 352 248 201 21 61 56 69 77 263 22 72 46 80 107 305 23 73 70 45 24 212 24 Hour Total 5761 AM peak hour begins : 07:45 AM peak volume : 399 Peak hour factor : 0.92 PM peak hour begins : 16:15 PM peak volume : 424 Peak hour factor : 0.85 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018001.PRN Station : 000000101717 Identification : 000110252098 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 15 Street West of North Bayshore Dr ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 132 42 20 11 10 14 50 128 227 188 178 130 30 112 35 16 12 21 18 56 159 235 173 148 142 45 59 36 41 13 4 22 102 206 204 142 131 168 00 42 18 32 18 12 47 94 278 217 163 119 169 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 345 131 109 54 47 101 302 771 883 666 576 609 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 174 187 165 174 234 295 262 195 146 119 138 111 30 211 144 186 177 247 275 234 168 97 133 100 112 45 210 185 181 199 233 268 220 157 115 122 146 87 00 213 179 173 203 275 250 179 146 93 136 164 46 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 808 695 705 753 989 1088 895 666 451 510 548 356 24 Hour Total : 13058 AM peak hour begins : 07:30 AM peak volume : 946 Peak hour factor : 0.85 PM peak hour begins : 16:45 PM peak volume : 1113 Peak hour factor : 0.94 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D1018002.PRN : 000000101718 : 000058410148 : Oct 18, 05 : Oct 18, 05 : Miami, Florida Interval Start time . Stop time . County : N. Bayshore Drive North of NE 15 Street ******************************************************************************* 15 minutes 00:00 24:00 Dade Oct 18 Northbound Volume for Lane 1 End Time 00 15 30 45 00 49 43 33 24 Hr Total 149 01 02 22 14 13 17 26 14 17 17 03 11 9 13 14 78 62 47 04 13 13 7 12 05 7 16 17 15 06 13 18 28 32 07 28 36 41 52 45 55 91 157 08 09 61 71 79 82 81 54 70 74 293 279 10 65 47 69 59 240 11 51 72 64 71 258 End Time 12 15 30 45 00 60 77 85 64 Hr Total 286 13 14 15 80 80 82 87 82 101 71 96 106 82 87 109 320 345 398 16 114 115 96 96 421 17 119 130 114 132 495 18 120 109 107 111 447 19 102 96 100 82 380 20 80 72 74 72 298 21 67 58 62 61 248 22 23 61 45 68 54 45 36 65 36 239 171 24 Hour Total : 5802 AM peak hour begins : 08:15 AM peak volume : 313 Peak hour factor : 0.95 PM peak hour begins : 17:15 PM peak volume : 496 Peak hour factor : 0.94 ******************************************************************************* Oct 18 Southbound Volume for Lane 2 End Time 00 01 02 15 30 45 00 89 97 41 27 22 16 12 11 12 16 19 24 03 04 05 7 3 7 2 5 18 3 3 18 4 7 29 06 07 27 51 27 57 35 74 53 111 08 111 109 143 122 09 10 11 110 106 96 77 99 90 72 89 68 99 63 97 Hr Total 254 61 71 16 18 72 142 293 485 389 302 375 End Time 12 13 14 15 15 89 89 77 89 30 95 69 68 82 45 81 71 71 97 00 76 79 87 90 Hr Total 341 308 303 358 16 99 111 110 141 461 17 135 112 91 103 441 18 19 20 21 22 23 115 81 75 73 71 83 111 99 55 68 54 61 104 85 72 82 83 43 97 64 56 91 126 37 ---- ---- ---- ---- 427 329 258 314 334 224 24 Hour Total : 6576 AM peak hour begins : 08:00 AM peak volume 485 Peak hour factor : 0.85 PM peak hour begins : 16:30 PM peak volume : 498 Peak hour factor : 0.88 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018002.PRN Station : 000000101718 Identification : 000058410148 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N. Bayshore Drive North of NE 15 Street ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 138 44 26 18 16 14 40 79 172 191 164 141 30 140 29 33 11 18 34 45 93 180 160 119 161 45 74 38 33 16 10 35 63 115 222 166 137 163 00 51 28 41 18 19 44 85 163 204 151 122 168 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 403 139 133 63 63 127 233 450 778 668 542 633 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 149 169 157 171 213 254 235 183 155 140 132 128 30 172 156 150 183 226 242 220 195 127 126 122 115 45 166 142 167 203 206 205 211 185 146 144 128 79 00 140 161 174 199 237 235 208 146 128 152 191 73 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 627 628 648 756 882 936 874 709 556 562 573 395 24 Hour Total : 12378 AM peak hour begins : 08:15 AM peak volume : 797 Peak hour factor : 0.90 PM peak hour begins : 16:30 PM peak volume : 939 Peak hour factor : 0.92 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page l ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D1018003.PRN : 000000101720 : 000110252041 : Oct 18, 05 : Oct 18, 05 : Miami, Florida : Herald Plaza South Interval Start time Stop time County of NE 14 Street : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Oct 18 Southbound Volume for Lane 1 End Time 00 15 30 45 00 1 0 0 0 Hr Total 1 01 0 0 0 0 02 1 0 0 0 03 0 0 0 0 0 1 0 04 0 0 1 1 05 06 0 0 0 1 0 0 1 3 07 08 09 3 6 3 3 2 1 4 15 4 6 9 9 3 7 2 8 10 11 6 1 6 4 12 10 9 8 ---- ---- ---- ---- 28 20 17 39 End Time 12 15 30 45 00 5 7 5 8 Hr Total 25 13 14 15 16 ---- ---- ---- ---- 6 21 11 8 46 10 5 13 5 33 4 9 11 3 27 8 7 14 13 42 17 18 19 4 4 7 5 20 4 4 2 8 18 4 0 0 1 20 21 22 23 0 0 0 3 5 3 0 3 2 1 6 1 1 0 0 0 2 0 0 2 2 24 Hour Total : 357 AM peak hour begins : 11:00 AM peak volume : 39 Peak hour factor : 0.81 PM peak hour begins : 13:15 PM peak volume : 50 Peak hour factor : 0.60 ******************************************************************************* Oct 18 Northbound Volume for Lane 2 End Time 00 15 30 45 00 0 1 0 0 Hr Total 01 1 0 0 0 02 03 0 1 0 2 0 0 0 0 1 0 3 04 0 0 0 0 05 0 0 0 1 06 0 2 0 1 0 1 3 07 0 0 2 0 08 09 0 2 1 0 2 1 0 1 10 11 6 0 6 1 2 5 3 2 2 3 4 13 12 End Time 12 15 30 45 00 5 1 10 3 Hr Total 19 13 14 15 16 2 6 3 3 2 3 4 3 4 5 4 6 14 12 19 9 5 15 8 37 17 18 7 9 3 8 10 4 0 8 27 22 19 8 1 2 6 20 21 2 3 2 2 4 2 4 5 22 23 1 1 2 0 4 2 0 0 17 9 15 4 6 24 Hour Total : 244 AM peak hour begins : 11:15 AM peak volume : 15 Peak hour factor : 0.75 PM peak hour begins : 16:30 PM peak volume : 39 Peak hour factor : 0.65 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D1018003.PRN : 000000101720 : 000110252041 : Oct 18, 05 : Oct 18, 05 : Miami, Florida Interval Start time Stop time County : Herald Plaza South of NE 14 Street : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 15 1 1 1 1 30 1 0 0 2 45 0 0 0 0 00 0 0 0 0 Hr Total 2 1 1 3 04 0 0 1 1 07 3 6 5 3 2 2 7 17 05 0 0 0 2 06 0 3 0 4 08 4 8 10 9 31 09 5 8 2 9 24 10 12 1 12 5 30 11 14 15 12 10 51 End Time 12 15 30 45 00 10 8 15 11 Hr Total 44 13 14 15 8 12 8 27 8 14 14 17 15 11 8 9 60 45 16 17 17 12 29 21 11 13 10 13 18 19 14 8 2 16 12 1 2 7 46 79 47 40 22 20 21 2 3 2 5 4 5 6 6 12 21 22 23 2 2 2 0 4 4 0 0 6 8 24 Hour Total : 601 AM peak hour begins : 11:00 AM peak volume : PM peak hour begins : 16:00 PM peak volume : ******************************************************************************* 51 Peak hour factor : 0.85 79 Peak hour factor : 0.68 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D1018004.PRN : 000000101721 : 249600650022 : Oct 18, 05 : Oct 18, 05 : Miami, Florida Interval Start time Stop time County : Herald Plaza North of NE 14 Street : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Oct 18 Northbound Volume for Lane 1 End Time 00 15 30 45 00 9 4 1 2 Hr Total 16 01 3 1 7 2 02 03 2 0 4 3 2 5 7 13 7 17 04 05 8 1 7 2 3 2 1 1 19 6 06 07 08 09 10 11 3 5 6 4 4 14 5 7 18 30 7 7 9 8 3 9 3 4 8 9 4 6 4 12 11 10 31 18 28 37 End Time 12 15 30 45 00 5 12 18 12 Hr Total 47 13 14 15 11 9 4 11 15 8 5 5 46 35 33 9 12 12 13 16 17 6 15 8 17 12 14 9 11 35 57 18 19 19 14 11 14 58 13 10 9 13 45 20 21 6 6 5 6 23 23 5 4 8 6 22 23 4 1 10 3 3 5 4 1 21 10 24 Hour Total : 673 AM peak hour begins : 11:15 AM peak volume : 38 Peak hour factor : 0.79 PM peak hour begins : 17:15 PM peak volume : 61 Peak hour factor : 0.80 ******************************************************************************* Oct 18 Southbound Volume for Lane 2 End Time 00 15 30 45 00 5 4 2 2 Hr Total 13 01 02 03 7 6 4 7 8 9 6 3 5 2 4 7 22 21 25 04 8 5 2 0 05 1 3 2 2 15 8 06 0 6 3 6 15 07 08 9 16 27 32 42 84 2 13 15 12 09 25 26 17 14 82 10 11 11 14 9 11 12 8 8 14 45 42 End Time 12 15 30 45 00 9 12 12 16 Hr Total 49 13 16 25 14 14 15 11 14 18 14 11 15 17 14 10 69 54 56 16 17 15 8 10 11 7 18 7 12 44 44 18 19 9 3 4 5 21 10 5 7 3 20 3 2 2 4 21 22 23 3 3 5 5 4 2 3 3 3 2 1 4 25 11 13 11 14 24 Hour Total : 825 AM peak hour begins : 08:30 AM peak volume : 110 Peak hour factor : 0.86 PM peak hour begins : 12:45 PM peak volume : 71 Peak hour factor : 0.71 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018004.PRN Station : 000000101721 Identification : 249600650022 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Herald Plaza North of NE 14 Street ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 14 10 8 7 16 2 3 7 16 28 20 16 30 8 8 8 11 12 5 12 17 23 29 18 20 45 3 13 7 10 5 4 7 29 36 25 18 19 00 4 4 5 14 1 3 11 19 40 18 17 24 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 29 35 28 42 34 14 33 72 115 100 73 79 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 14 25 22 24 21 22 28 23 8 9 7 6 30 24 37 18 28 16 35 17 15 6 11 14 5 45 30 26 33 22 22 21 15 16 10 8 6 8 00 28 27 16 15 20 23 19 16 10 8 5 5 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 96 115 89 89 79 101 79 70 34 36 32 24 24 Hour Total : 1498 AM peak hour begins : 08:30 AM peak volume : 133 Peak hour factor : 0.83 PM peak hour begins : 12:30 PM peak volume : 120 Peak hour factor : 0.81 ******************************************************************************* *********** Data File Station Identificat Start date Stop date City/Town Location *********** Mar 9 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ****-**********-***************************************************-**** : D0,309044.PRN : 000000030804 ion : 009601150098 : Mar 9, 05 : Mar 9, 05 : Miami, FL : Biscayne Boulevard ************************ Interval : 15 minutes Start time : 00:00 Stop time 24:00 County : Dade South of NE 18th St *********************************-k***-******* Northbound Volume for Lane 1 End Time 00 15 3.0 45 00 99 88 54 48 Hr Total 289 01 02 03 52 22 16 50 25 14 31 29 19 19 20 25 152 96 74 04 05 06 07 18 14 52 133 14 18 84 141 12 25 81 149 11 31 , 98 149 55 88 315 572 08 138 158 198 222 716 09 233 188 178 196 795 10 180 197. 214 240 831 11 244. 245 250 238 977 End Time 12 13 14 15 277 266 235 30 298 258 351 45 268 231 252 00 275 260 247 Total 1118 1015 1085 15 268 278 336 330 1212 16 318 317 312 321 1268 17 18 311 271 338 299 318 235 325 248 1292 1053 19 234 220 188 201 843 20 201 136 138 125 600 21 22 23 135 125 114 98 126 128 101 119 100 90 111 87 424 481 429 24 Hour Total : 15780 AM peak hour begins :.11:30 AM peak volume : 1063 Peak hour factor.: 0.89 PM peak hour begins. 15:30 PM peak volume : 1301 Peak hour factor : 0.97 ******-**-*********************************************************************** Mar 9 Southbound Volume for Lane 2 End Time 00 01 15 30 45 00 65 45 38 44 Hr Total. 192 41 49 28 22 140 02 03 04 05 06 07 12 22 18 41 100 219 22 31 22 38 153 258 14. 14. 19 66 212 302 18 11 31 75 221 380 66. 78- 90 220 686 1159 08 381 380 367 367 1495 09 10 330 359 331 331 338 316 344 314 1343 1320 11 249 246 ,250 237 9s2 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - 15 264 252 251 233 199 298 255 195 140 130 99 97 30 285 254 256 238 207 301 278 177 177 108 121 85 45 287 295 210 239 265- 275 199 165 152 -114 100 114 00- 301 299 214 265 248 255 198 180 121 .112 77 89 '-- Hr Total 1137 1100 931 975 .919 1129 930 717 590 464 397 385 24 Hour Total : 17445 AM peak hour begins : 07:45 AM peak volume : 1508 Peak hour factor : 0.99 PM peak hour begins 12:00 PM peak volume : 1137 Peak hour factor.: 0.94 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 Data File : D0309044 . PRN Station : 000000030804 Identification : 009601150098 Interval : 15 minutes Start date : Mar 9, 05 Start time : 00:00 Stop date : Mar 9, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location Biscayne. Boulevard South of NE 18th St *********,****.****************************************************-************* Mar 9 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 .0.8 09 10 11 15 164 93 34 38 36 55 152 352 519 563 539 493 30 133 99 47 45 36 56 237 399 538 51.9 528 491 45 92 59 43 33 31 91 293 451 565 516 530 500 O0 92 41 38 36 42 106 319 529 589 540 554 475 Hr Total 481 292 162 152 145 308 1001 1731 2211 2138 2151 1959 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 541 518 486 501 517 609 526 429 341 265 224 211 30 583 512 607 516 524 639 577 397 313 206 247 213 45 555 526 462 575 577 593 434 353 290 215 219 214 00 576 559 461 595 569 580 446 381 246 202 188 176 Total 2255 2115 2016 2187 2187 2421 1983 1560 1190 888 878 814 Hour Total : 33225 AM peak hour begins : 08:15 AM peak volume : 2255 Peak hour factor : 0.96 PM peak hour begins: :.17:00 PM peak volume : 2421 Peak hour factor : 0.95 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D1018005.PRN : 000000101716 : 009845970028 : Oct 18, 05 : Oct 18, 05 : Miami, Florida : US1 North of NE 14 Street Interval Start time Stop time County : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Oct 18 Northbound Volume for Lane 1 End Time 00 15 30 45 00 171 100 58 48 Hr Total 377 01 02 29 28 36 26 33 24 20 20 118 98 03 16 18 21 16 71 04 10 23 14 15 05 18 31 26 55 62 130 06 76 70 113 137 396 07 173 199 209 207 788 08 09 10 11 212 169 223 200 193 178 227 234 174 225 208 210 207 185 197 222 786 757 855 866 End Time 12 15 30 45 00 269 259 257 281 Hr Total 1066 13 14 15 231 236 203 246 916 16 237 265 275 227 270 285 244 269 304 242 265 280 950 1069 1144 17 316 372 336 309 1333 18 284 255 232 156 140 125 321 240 146 164 210 122 232 202 167 177 176 87 263 187 159 160 112 77 1100 884 704 657 638 411 19 20 21 22 23 24 Hour Total : 16176 AM peak hour begins : 11:30 AM peak volume : 960 Peak hour factor : 0.89 PM peak hour begins : 17:00 PM peak volume : 1333 Peak hour factor : 0.90 ******************************************************************************* Oct 18 Southbound Volume for Lane 2 End Time 00 15 30 45 00 145 78 70 52 Hr Total 345 01 02 42 27 20 27 03 23 23 28 10 29 9 26 10 116 106 52 04 10 15 19 15 59 05 15 29 49 63 156 06 74 105 152 165 496 179 204 254 303 940 07 08 304 308 291 287 1190 09 240 253 260 248 1001 10 11 212 261 224 230 210 218 256 269 927 953 End Time 12 15 30 45 00 244 243 239 253 Hr Total 979 13 14 231 208 215 228 224 205 222 215 16 261 256 276 257 892 856 900 1050 15 213 226 219 242 17 297 313 258 224 1092 18 261 298 248 244 1051 19 249 262 219 176 906 20 172 124 151 105 21 22 23 105 164 128 105 165 115 158 145 98 180 132 63 552 548 606 404 24 Hour Total : 16177 AM peak hour begins : 07:45 AM peak volume : 1206 Peak hour factor : 0.98 PM peak hour begins : 16:30 PM peak volume : 1143 Peak hour factor : 0.91 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018005.PRN Station : 000000101716 Identification : 009845970028 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : US1 North of NE 14 Street ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 316 71 51 39 20 33 150 352 516 409 435 410 30 178 63 54 28 38 60 175 403 501 431 488 452 45 128 53 53 30 33 75 265 463 465 485 432 466 00 100 47 46 26 30 118 302 510 494 433 427 491 Hr Total 722 234 204 123 121 286 892 1728 1976 1758 1782 1819 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 513 462 445 478 536 613 545 504 404 261 304 253 30 502 451 455 496 541 685 619 502 270 269 375 237 45 496 427 449 488 580 594 480 421 318 335 321 185 00 534 468 457 507 537 533 507 363 264 340 244 140 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 2045 1808 1806 1969 2194 2425 2151 1790 1256 1205 1244 815 24 Hour Total : 32353 AM peak hour begins : 07:45 AM peak volume : 1992 Peak hour factor : 0.97 PM peak hour begins : 16:45 PM peak volume : 2429 Peak hour factor : 0.89 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D1018006.PRN Station 000000101715 Identification : 009601140065 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County Dade Location : US1 North of NE 13 Street ******************************************************************************* Oct 18 Northbound Volume for Lane 1 End Time 00 15 214 30 111 45 74 00 52 01 39 38 37 27 Hr Total 451 141 02 24 33 29 23 03 04 05 06 07 19 13 22 86 190 242 223 23 24 36 93 225 215 230 24 25 42 146 230 229 249 18 26 75 162 236 248 227 08 09 10 11 250 233 220 258 280 209 205 251 109 84 88 175 487 881 934 929 955 951 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 258 242 272 289 299 342 286 259 217 162 140 127 30 306 253 237 276 303 390 352 263 165 163 205 132 45 281 256 250 298 333 355 255 233 176 181 187 90 00 281 266 274 302 310 371 300 218 172 195 133 71 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1126 1017 1033 1165 1245 1458 1193 973 730 701 665 420 24 Hour Total : 17911 AM peak hour begins : 11:30 AM peak volume : 1024 Peak hour factor : 0.84 PM peak hour begins : 17:00 PM peak volume : 1458 Peak hour factor : 0.93 ******************************************************************************* Oct 18 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 93 47 27 18 7 9 64 144 233 224 162 179 30 79 17 24 9 16 28 87 183 270 252 183 171 45 61 21 30 6 12 38 136 208 247 213 175 210 00 52 21 32 11 21 53 143 248 276 215 214 218 Hr Total 285 106 113 44 56 128 430 783 1026 904 734 778 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 180 197 179 177 187 232 185 206 117 70 132 97 30 215 175 189 159 179 209 187 193 97 74 94 81 45 201 187 170 175 209 183 195 190 126 98 96 87 00 195 173 175 163 189 151 180 139 84 111 104 50 Hr Total 791 732 713 674 764 775 747 728 424 353 426 315 24 Hour Total 12829 AM peak hour begins : 08:00 AM peak volume : 1026 Peak hour factor : 0.93 PM peak hour begins : 16:30 PM peak volume : 839 Peak hour factor : 0.90 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018006.PRN Station 000000101715 Identification : 009601140065 Interval : 15 minutes Start date Oct 18, 05 Start time : 00:00 Stop date Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : US1 North of NE 13 Street ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 307 86 51 37 20 31 150 334 475 447 412 412 30 190 55 57 32 40 64 180 408 485 482 403 429 45 135 58 59 30 37 80 282 438 476 462 455 419 00 104 48 55 29 47 128 305 484 524 442 419 469 Hr Total 736 247 222 128 144 303 917 1664 1960 1833 1689 1729 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 438 439 451 466 486 574 471 465 334 232 272 224 30 521 428 426 435 482 599 539 456 262 237 299 213 45 482 443 420 473 542 538 450 423 302 279 283 177 00 476 439 449 465 499 522 480 357 256 306 237 121 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1917 1749 1746 1839 2009 2233 1940 1701 1154 1054 1091 735 24 Hour Total : 30740 AM peak hour begins : 08:00 AM peak volume : 1960 Peak hour factor : 0.94 PM peak hour begins : 17:00 PM peak volume : 2233 Peak hour factor : 0.93 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D1018007.PRN Station : 000000101711 Identification : 000058410084 Interval : 15 minutes Start date Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County Dade Location : US 1 South of NE 13 Street ******************************************************************************* Oct 18 Southbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 205 64 36 27 16 16 82 204 357 363 236 272 30 145 36 40 13 21 37 105 227 431 357 275 248 45 94 39 40 16 22 46 160 279 407 317 263 307 00 75 40 40 19 32 69 196 364 414 316 298 316 Hr Total 519 179 156 75 91 168 543 1074 1609 1353 1072 1143 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 287 316 274 284 255 329 291 330 200 127 201 133 30 310 268 315 251 259 343 281 317 172 138 166 113 45 326 280 249 284 299 296 310 272 163 184 135 121 00 304 305 271 236 277 246 275 219 153 174 146 75 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1227 1169 1109 1055 1090 1214 1157 1138 688 623 648 442 24 Hour Total : 19542 AM peak hour begins : 08:15 AM peak volume : 1615 Peak hour factor : 0.94 PM peak hour begins : 12:15 PM peak volume : 1256 Peak hour factor : 0.96 ******************************************************************************* Oct 18 Northbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 199 33 21 17 14 20 87 171 192 173 210 185 30 100 32 27 22 22 34 84 186 184 187 198 213 45 61 36 24 20 23 40 141 188 190 202 213 180 00 45 21 19 15 25 76 155 198 192 175 185 207 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 405 122 91 74 84 170 467 743 758 737 806 785 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 218 204 234 237 229 256 230 207 197 147 141 117 30 259 183 184 236 234 293 257 211 142 152 214 108 45 227 211 216 252 244 277 196 189 149 152 137 77 00 239 209 210 239 248 279 239 185 155 183 129 74 Hr Total 943 807 844 964 955 1105 922 792 643 634 621 376 24 Hour Total : 14848 AM peak hour begins : 11:30 AM peak volume : 864 Peak hour factor : 0.83 PM peak hour begins : 17:00 PM peak volume : 1105 Peak hour factor : 0.94 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018007.PRN Station : 000000101711 Identification : 000058410084 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time 24:00 City/Town : Miami, Florida County : Dade Location : US 1 South of NE 13 Street ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 404 97 57 44 30 36 169 375 549 536 446 457 30 245 68 67 35 43 71 189 413 615 544 473 461 45 155 75 64 36 45 86 301 467 597 519 476 487 00 120 61 59 34 57 145 351 562 606 491 483 523 Hr Total 924 301 247 149 175 338 1010 1817 2367 2090 1878 1928 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 505 520 508 521 484 585 521 537 397 274 342 250 30 569 451 499 487 493 636 538 528 314 290 380 221 45 553 491 465 536 543 573 506 461 312 336 272 198 00 543 514 481 475 525 525 514 404 308 357 275 149 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 2170 1976 1953 2019 2045 2319 2079 1930 1331 1257 1269 818 24 Hour Total : 34390 AM peak hour begins : 08:00 AM peak volume : 2367 Peak hour factor : 0.96 PM peak hour begins : 16:45 PM peak volume : 2319 Peak hour factor : 0.91 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D1018008.PRN : 000000101714 : 000110252095 Interval 15 minutes : Oct 18, 05 Start time : 00:00 : Oct 18, 05 Stop time : 24:00 : Miami, Florida County : Dade : NE 13 Street East of N. Bayshore Drive ******************************************************************************* Oct 18 Westbound Volume End Time 00 15 30 45 00 93 90 36 30 Hr Total 249 01 02 03 33 30 15 27 30 7 30 13 22 22 25 17 04 10 12 15 11 05 15 13 16 18 06 07 24 19 65 61 60 78 120 139 112 98 61 48 62 169 397 08 09 148 178 185 198 166 149 151 138 10 11 116 131 126 142 129 139 133 118 709 604 515 519 End Time 12 15 30 45 00 152 114 149 141 Hr Total 556 13 14 143 155 139 132 569 137 134 125 143 539 15 129 165 148 136 578 16 134 141 140 150 565 17 18 19 159 114 151 186 137 159 128 132 97 130 122 89 603 505 496 20 21 22 23 95 90 76 91 67 98 85 73 80 91 72 51 61 63 53 41 352 323 294 218 24 Hour Total : 9141 AM peak hour begins : 08:15 AM peak volume : 727 Peak hour factor : 0.92 PM peak hour begins : 16:30 PM peak volume : 635 Peak hour factor : 0.85 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D1018009.PRN Station : 000000101719 Identification : 009841110176 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N. Bayshore Drive South of NE 14 Terrace ******************************************************************************* Oct 18 Northbound Volume for Lane 1 End Time 00 01 02 15 30 45 00 26 31 17 16 Hr Total 90 16 11 13 11 11 15 5 10 03 04 05 06 07 08 09 10 11 6 9 5 12 5 10 23 36 52 57 59 41 8 11 16 33 65 49 45 57 9 12 32 47 64 62 50 47 11 16 33 56 71 46 57 52 51 41 32 33 49 104 172 252 214 211 197 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 54 69 64 64 81 100 78 76 49 38 36 25 30 56 78 52 78 86 95 86 64 46 32 44 41 45 69 60 71 82 73 83 75 59 27 42 22 23 00 54 53 66 93 96 92 68 35 44 45 52 27 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 233 260 253 317 336 370 307 234 166 157 154 116 24 Hour Total : 4349 AM peak hour begins : 08:15 AM peak volume : 257 Peak hour factor : 0.90 PM peak hour begins : 16:45 PM peak volume : 374 Peak hour factor : 0.94 ******************************************************************************* Oct 18 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 41 10 30 38 15 45 21 8 00 18 16 Hr Total 118 49 5 11 8 9 8 8 4 10 4 12 36 56 101 122 75 66 8 15 28 77 128 104 68 58 6 25 55 90 115 83 65 74 11 22 55 88 132 73 48 70 ---- ---- ---- ---- ---- ---- ---- ---- 33 30 29 74 174 311 476 382 256 268 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 70 90 67 74 54 101 73 82 59 49 34 32 30 79 64 62 89 81 66 105 70 36 56 38 26 45 68 76 81 73 75 77 82 57 51 37 41 20 00 61 74 77 72 89 75 86 49 52 53 51 31 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 278 304 287 308 299 319 346 258 198 195 164 109 24 Hour Total : 5265 AM peak hour begins : 08:15 AM peak volume : 497 Peak hour factor : 0.94 PM peak hour begins : 18:15 PM peak volume : 355 Peak hour factor : 0.85 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018009.PRN Station : 000000101719 Identification : 009841110176 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N. Bayshore Drive South of NE 14 Terrace ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 67 26 16 14 9 22 59 92 153 179 134 107 30 69 26 26 17 16 26 44 110 193 153 113 115 45 38 21 13 9 15 37 87 137 179 145 115 121 00 34 27 19 22 22 38 88 144 203 119 105 122 Hr Total 208 100 74 62 62 123 278 483 728 596 467 465 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 124 159 131 138 135 201 151 158 108 87 70 57 30 135 142 114 167 167 161 191 134 82 88 82 67 45 137 136 152 155 148 160 157 116 78 79 63 43 00 115 127 143 165 185 167 154 84 96 98 103 58 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 511 564 540 625 635 689 653 492 364 352 318 225 24 Hour Total : 9614 AM peak hour begins : 08:15 AM peak volume : 754 Peak hour factor : 0.93 PM peak hour begins : 16:45 PM peak volume : 707 Peak hour factor : 0.88 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File D1018010.PRN Station : 000000101722 Identification : 000058410081 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 15 Street East of Herald Plaza ******************************************************************************* Oct 18 Westbound Volume for Lane 1 End Time 00 01 02 15 32 14 30 18 9 45 18 15 00 17 6 Hr Total 85 44 8 7 8 4 27 03 5 8 3 2 18 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- 6 6 9 32 93 106 50 56 5 9 20 77 110 101 70 53 3 6 25 56 107 56 76 74 5 10 32 78 134 100 51 64 19 31 86 243 444 363 247 247 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 49 74 58 76 101 75 13 31 44 28 31 15 30 61 63 82 83 61 78 0 45 34 42 30 27 45 82 73 89 89 59 83 0 73 46 30 26 23 00 65 73 77 62 80 68 0 56 44 31 16 21 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 257 283 306 310 301 304 13 205 168 131 103 86 24 Hour Total : 4321 AM peak hour begins : 08:15 AM peak volume : 457 Peak hour factor : 0.85 PM peak hour begins : 15:15 PM peak volume : 335 Peak hour factor : 0.83 ******************************************************************************* Oct 18 Eastbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 32 9 9 5 2 5 13 39 69 73 65 41 30 26 10 4 4 3 8 11 37 69 61 55 65 45 13 3 2 2 2 2 30 40 56 55 59 59 00 10 4 4 3 2 8 16 69 79 70 50 58 Hr Total 81 26 19 14 9 23 70 185 273 259 229 223 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 46 56 56 75 79 89 21 51 67 40 48 23 30 63 61 54 53 77 102 0 78 56 66 46 21 45 54 52 64 72 68 104 0 89 51 44 35 22 00 66 71 80 67 91 120 0 80 49 45 27 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 229 240 254 267 315 415 21 298 223 195 156 89 24 Hour Total : 4113 AM peak hour begins : 08:15 AM peak volume : 277 Peak hour factor : 0.88 PM peak hour begins : 17:00 PM peak volume : 415 Peak hour factor : 0.86 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018010.PRN Station : 000000101722 Identification : 000058410081 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 15 Street East of Herald Plaza ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 64 23 17 10 8 11 22 71 162 179 115 97 30 44 19 11 12 8 17 31 114 179 162 125 118 45 31 18 10 5 5 8 55 96 163 111 135 133 00 27 10 8 5 7 18 48 147 213 170 101 122 Hr Total 166 70 46 32 28 54 156 428 717 622 476 470 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- - ---- ---- ---- ---- ---- 15 95 130 114 151 180 164 34 82 111 68 79 38 30 124 124 136 136 138 180 0 123 90 108 76 48 45 136 125 153 161 127 187 0 162 97 74 61 45 00 131 144 157 129 171 188 0 136 93 76 43 44 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 486 523 560 577 616 719 34 503 391 326 259 175 24 Hour Total : 8434 AM peak hour begins : 08:15 AM peak volume : 734 Peak hour factor : 0.86 PM peak hour begins : 17:00 PM peak volume : 719 Peak hour factor : 0.96 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D1018011.PRN Station : 000000101713 Identification : 249841110115 Interval : 15 minutes Start date Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N. Bayshore Drive North of NE 13 Street ******************************************************************************* Oct 18 Northbound Volume for Lane 1 End Time 00 01 15 25 30 24 45 12 00 11 Hr Total 72 10 9 8 9 02 13 7 1 10 03 8 5 8 10 04 05 06 07 08 09 10 11 5 5 12 21 44 46 37 35 3 6 7 30 64 45 44 50 7 5 19 44 52 53 35 41 7 9 20 44 65 44 63 47 36 31 31 22 25 58 139 225 188 179 173 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 46 52 53 45 66 81 57 46 37 24 25 26 30 47 58 42 77 74 75 51 47 39 33 24 35 45 57 48 57 75 61 47 46 34 25 34 25 22 00 48 46 59 64 71 62 47 27 35 39 28 21 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 198 204 211 261 272 265 201 154 136 130 102 104 24 Hour Total : 3417 AM peak hour begins : 08:15 AM peak volume : 227 Peak hour factor : 0.87 PM peak hour begins : 16:30 PM peak volume : 288 Peak hour factor : 0.89 ******************************************************************************* Oct 18 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 40 12 5 5 6 10 25 51 79 81 49 63 30 32 14 10 11 8 10 27 66 111 92 48 53 45 19 11 8 7 10 22 46 74 102 64 54 56 00 16 10 9 5 12 18 54 75 86 64 50 53 Hr Total 107 47 32 28 36 60 152 266 378 301 201 225 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 75 79 54 67 52 102 91 79 53 47 56 33 30 70 64 62 72 63 69 98 65 32 51 60 18 45 64 81 74 77 72 82 78 56 45 35 39 35 00 48 51 70 50 73 79 84 48 54 50 38 27 Hr Total 257 275 260 266 260 332 351 248 184 183 193 113 24 Hour Total : 4755 AM peak hour begins : 08:15 AM peak volume : 380 Peak hour factor : 0.86 PM peak hour begins : 18:00 PM peak volume : 351 Peak hour factor : 0.90 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1018011.PRN Station : 000000101713 Identification : 249841110115 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N. Bayshore Drive North of NE 13 Street ******************************************************************************* Oct 18 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 65 22 18 13 11 15 37 72 123 127 86 98 30 56 23 17 16 11 16 34 96 175 137 92 103 45 31 19 9 15 17 27 65 118 154 117 89 97 00 27 19 19 15 19 27 74 119 151 108 113 100 Hr Total 179 83 63 59 58 85 210 405 603 489 380 398 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 121 131 107 112 118 183 148 125 90 71 81 59 30 117 122 104 149 137 144 149 112 71 84 84 53 45 121 129 131 152 133 129 124 90 70 69 64 57 00 96 97 129 114 144 141 131 75 89 89 66 48 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 455 479 471 527 532 597 552 402 320 313 295 217 24 Hour Total : 8172 AM peak hour begins : 08:15 AM peak volume : 607 Peak hour factor : 0.87 PM peak hour begins : 16:30 PM peak volume : 604 Peak hour factor : 0.83 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D1018012.PRN Station : 000000101712 Identification : 000058410089 Interval : 15 minutes Start date : Oct 18, 05 Start time : 00:00 Stop date : Oct 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 13 Street East of US 1 ******************************************************************************* Oct 18 Westbound Volume End Time 00 01 15 30 45 00 83 69 30 27 Hr Total 209 22 22 27 15 02 03 04 05 06 07 08 09 10 11 18 11 9 10 11 51 117 146 96 119 24 8 11 12 17 61 149 129 98 92 13 12 13 12 47 100 160 110 111 108 13 8 9 13 54 109 165 107 100 90 86 68 39 42 47 129 321 591 492 405 409 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 135 109 103 102 83 114 93 132 74 50 70 45 30 84 119 118 112 85 130 114 122 56 90 78 29 45 117 108 86 96 97 108 114 91 58 60 53 44 00 112 99 107 82 100 91 98 74 77 47 29 29 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 448 435 414 392 365 443 419 419 265 247 230 147 24 Hour Total : 7062 AM peak hour begins : 08:15 AM peak volume : 620 Peak hour factor : 0.94 PM peak hour begins : 18:30 PM peak volume : 466 Peak hour factor : 0.88 ******************************************************************************* County: Station: Desci pti on: Start Date: Start Time: 872506-20040805.SYN 87 2506 I-395/SR 836, 100' E Nw 2 AV 08/05/2004 0000 Time 1st Direction: E 2nd 3rd 4th Direction: w Combined Total 1st 2nd 3rd 4th Total Total 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 215 156 66 54 44 98 356 865 62❑ 644 652 576 690 662 666 693 684 765 953 754 677 592 570 537 193 117 61 41 57 82 504 786 631 619 637 569 669 618 612 734 703 786 965 786 563 639 545 488 217 87 56 36 45 168 768 723 583 625 576 604 718 651 759 771 721 840 974 737 615 632 570 498 166 93 61 35 91 245 838 682 661 690 677 723 698 717 754 719 768 822 861 658 591 610 594 353 791 453 244 166 237 593 2466 3056 2495 2578 2542 2472 2775 2648 2791 2917 2876 3213 3753 2935 2446 2473 2279 1876 335 342 294 200 186 161 117 88 97 96 116 107 170 233 481 540 755 893 846 679 600 611 621 739 658 732 747 792 842 914 1041 1055 1117 900 962 732 684 596 558 552 585 906 769 689 569 556 636 574 349 144 180 103 58 130 360 666 865 643 602 676 697 784 804 1129 1018 703 727 658 495 600 530 559 260 196 151 96 74 134 442 688 854 681 693 775 666 768 819 995 747 764 692 636 496 544 529 526 1286 834 678 404 325 487 1205 2375 3367 2849 2506 2811 2753 3091 3379 4220 3782 3335 2920 2667 2156 2258 2247 2244 2077 1287 922 57❑ 562 1080 3671 5431 5862 5427 5048 5283 5528 5739 6170 7137 6658 6548 6673 5602 4602 4731 4526 4120 24-Hour Totals: 51075 54179 105254 A.m. P.M. Daily Direction: E Hour volume 063❑ 3257 1800 3753 1800 3753 Peak volume information Direction: w Hour Volume 0815 3458 1515 4296 1515 4296 Page 1 Combined Directions Hour Volume 0815 5977 1515 7204 1515 7204 879080CL-20040818.SYN County: Station: Desciption: start Date: Start Time: 87 9080 SR A1A/MACARTHUR CSWY, 1000' W PALM ISL ENT @R31 08/18/2004 0000 Time 1st Direction: E 2nd 3rd 4th ❑irection: W Combined Total 1st 2nd 3rd 4th Total Total 0000 0100 0200 0300 0400 0500 0600 0700 ❑800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 132 63 29 40 26 82 340 566 787 624 495 521 502 465 526 551 500 513 491 531 435 373 388 206 97 59 27 33 28 92 448 674 73❑ 537 482 475 490 544 551 537 420 501 487 434 438 418 267 176 105 79 51 28 32 166 634 753 739 555 502 487 524 504 650 560 471 520 483 474 411 382 341 181 78 45 26 34 66 199 615 776 708 463 482 525 566 542 534 522 507 577 463 478 421 366 285 192 412 246 133 135 152 539 2037 2769 2964 2179 1961 2008 2082 2055 2261 2170 1898 2111 1924 1917 1705 1539 1281 755 130 84 58 40 31 24 131 303 423 463 455 493 579 515 646 649 826 1000 830 563 465 371 339 247 101 72 34 32 55 37 178 316 401 507 445 538 530 567 577 703 889 982 692 507 390 373 269 213 110 52 52 39 31 95 231 429 472 460 532 587 528 620 599 825 902 989 670 524 364 369 241 176 104 39 39 36 27 118 242 40❑ 430 471 447 606 544 601 553 923 885 832 556 505 345 326 251 187 445 247 183 147 144 274 782 1448 1726 1901 1879 2224 2181 2303 2375 3100 3502 3803 2748 2099 1564 1439 1100 823 857 493 316 282 296 813 2819 4217 4690 4080 3840 4232 4263 4358 4636 5270 5400 5914 4672 4016 3269 2978 2381 1578 24-Hour Totals: 37233 38437 75670 A.M. P.M. Daily Direction: E Hour Volume 0730 3046 1415 2286 0730 3046 Truck Percentage 5.00 Peak Volume Information Direction: W Hour volume 1115 2310 1645 3856 1645 3856 5.00 Page 1 Combined Directions Hour Volume 0745 4728 1700 5914 1700 5914 5.00 Attachment III Programmed Transportation Improvements Project Description Funding Sheets InteractTip Page 1 of 1 Transportation Improvement Program Project Description 11-;r IzrteracTIP Facility: From: To: Type of Project: Type of Work: Status: Remarks/Comments: MPO Project No.: DT2498352 SR 5/US-1/BISC BLVD FROM NE 5TH STREET TO NE 13TH STREET Arterial/Collector Road FLEXIBLE PAVEMENT RECONSTRUCTION Implementing Agency: FDOT Construction 2006 Year: Next Step: Agency 2498352 Project No.: MPO - 2005 InteracTIP Ow... X ST Project Location Contact Person: Yuanet Letzelter Project Description: Flexible pavement reconstruction k/uanet.letzelter@dot.state.fl.us Phone No.: e-mail Address: 305-470-5268 file://C:\Documents and Settings\Cathy Sweetapple\My Documents\DDRI-Miami\Transp... 11/10/2005 Florida Department of Transportation - Work Program Detail Listing Page 1 of 1 Florida Department of Transportation Work Program 2006-2010 ADOPTED Last Update: 11/6/2005 - 07:00 PM District 6 - MIAMI-DADE County Category: Highways Phase: Construction Item Number: 249835-4 Transportation System District Length Type of Work Item Description Fiscal Year: 2006 2007 2008 2009 2010 Category: Highways Non -intrastate State Highway 06 - Miami-dade County 0.11 Miles Miscellaneous Construction 249835-4 SR 5/US-1/BISC BLVD FROM NE 13TH STREET TO NE 15TH STREET Construction $480,000 Click here to review the contact information for the content presented in this web site http://www2.dot.state.fl.us/programdevelopmentoffice/wp/WPDetail.asp 11/7/2005 Florida Department of Transportation - Work Program Detail Listing Page 1 of 1 Florida Department of Transportation Work Program 2006-2010 ADOPTED Last Update: 11/6/2005 - 07:00 PM District 6 - MIAMI-DADE County Category: Highways Phase: Construction Item Number: 414624-2 Transportation System District Length Type of Work Item Description Fiscal Year: 2006 2007 2008 2009 2010 Category: Highways Non -intrastate State Highway 06 - Miami-dade County SR 5/US-1/BISC BLVD FROM NE 14 STREET TO NE 15 STREET Construction $1,650,000 0 Miles Intersection (major) 414624-2 Click here to review the contact information for the content presented in this web site http://www2.dot.state.fl.us/programdevelopmentoffice/wp/WPDetail.asp 11/7/2005 InteractTip Page 1 of 1 Transportation Improvement Program Project Description 11-;r InteracTIP Facility: From: To: Type of Project: Type of Work: Status: SR 5/US-1/BISC BLVD FROM N.E. 13TH STREET TO N.E. 38TH STREET Arterial/Collector Road Remarks/Comments: RESURFACING MPO Project No.: DT4146241 Implementing Agency: FDOT Construction 2007 Year: Next Step: Agency 4146241 Project No.: Project Description: Project Location Contact Person: Phone No.: e-mail Address: file://C:\Documents and Settings\Cathy Sweetapple\My Documents\DDRI-Miami\Transp... 11/10/2005 Florida Department of Transportation - Work Program Detail Listing Page 1 of 1 Florida Department of Transportation Work Program 2006-2010 ADOPTED Last Update: 11/6/2005 - 07:00 PM District 6 - MIAMI-DADE County Category: Highways Phase: Construction Item Number: 414624-1 Transportation System District Length Type of Work Item Description Fiscal Year: 2006 2007 2008 2009 2010 Category: Highways Non -intrastate State Highway 06 - Miami-dade County 1.762 Miles Resurfacing 414624-1 SR 5/US-1/BISC BLVD FROM NE 15TH STREET TO NE 38TH STREET Preliminary Engineering (On -Going) $708,381 $300,000 Construction $19,022,500 Construction Support $1,813,868 Click here to review the contact information for the content presented in this web site http://www2.dot.state.fl.us/programdevelopmentoffice/wp/WPDetail.asp 11/7/2005 InteractTip Page 1 of 1 Transportation Improvement Program Project Description 11-;r InteracTIP Facility: From: To: Type of Project: Type of Work: Status: Remarks/Comments: MPO Project No.: DT2516701 SR 836/1-395/1-95 FROM NW 17TH AVENUE TO MACARTHUR CSWY BR. Expressway PD&E/EMO STUDY Implementing Agency: FDOT Construction N/A Year: Next Step: Agency 2516701 Project No.: Project Description: Project Location Contact Person: Phone No.: e-mail Address: file://C:\Documents and Settings\Cathy Sweetapple\My Documents\DDRI-Miami\Transp... 11/10/2005 Florida Department of Transportation - Work Program Detail Listing Page 1 of 1 Florida Department of Transportation Work Program Transportation System District Description Category: Highways 2006-2010 ADOPTED Last Update: 11/10/2005 - 03:00 AM District 6 - MIAMI-DADE County Category: Highways Phase: P D & E Item Number: 251670-1 Length Type of Work Item Fiscal Year: 2006 2007 2008 2009 2010 Intrastate Interstate 06 - Miami-dade County 2.497 Miles Pd&e/emo Study 251670-1 SR 836/1-395/1-95 FROM NW 17TH AVENUE TO MACARTHUR CSWY BR. ** SIS ** P D & E (On -Going) $120,158 Click here to review the contact information for the content presented in this web site http://www2.dot.state.fl.us/programdevelopmentoffice/wp/WPDetail.asp 11/10/2005 Attachment IV Committed Development Information Revised Trip Generation and Assignment For City -Herald Square Parcels 1 and 3 TABLE IV -A COMMITTED DEVELOPMENTS - CITY - HERALD SQUARE PARCELS 1 AND 3 PM PEAK HOUR TRIP GENERATION ANALYSIS 29-May-06 LAND USE UNITS ITE LUC ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS High Rise Condominium 1,250 DU 232 T = 0.34 (X) + 15.47 440 62% 273 38% 167 Ground Level Retail 27,577 SQ. FT. 814 T = 2.40 (X) + 21.48 88 44% 39 56% 49 Gross Vehicle Trips 528 59% 312 41% 216 Vehicle Occupancy Adjustment 16.00% of Gross Vehicle Trips [1] 85 59% 50 41% 35 Transit Trip Reduction 14.90% of Gross Vehicle Trips [2] 79 59% 46 41% 33 Pedestrian/Bicycle Trip Reduction 10.00% of Gross Vehicle Trips [3] 53 59% 31 41% 22 Net External Vehicle Trips 312 59% 185 41% 126 Net External Person Trips in Vehicles Persons/Vehicle 437 59% 258 41% 179 Net External Person Trips using Transit Persons/Vehicle 110 59% 65 41% 45 Net External Person Trips (Vehicles and Transit) 547 59% 323 41% 224 Net External Person Trips Walking/Using Bicycles Persons/Vehicle 74 59% 44 41% 30 [1] A 16% reduction is applied per Increment II of the Downtown Miami DRI to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 PPV). [2] Transit trip reduction is based upon the projected modal splits used in Increment II of the Downtown Miami DRI. [3] Pedestrian and bicycle trip reductions are based upon the Downtown characteristics used in Increment II of the Downtown Miami DRI. City Square Major Use Special Permit Traffic Impact Study May 2006 TABLE IV-B COMMITTED DEVELOPMENTS ALONG THE BISCAYNE CORRIDOR PM PEAK HOUR TRIP GENERATION ANALYSIS 29-May-06 LAND USE UNITS ITE LUC ITE 7TH EDITION RATE OR FORMULA PM TRIPS IN OUT % TRIPS % TRIPS High Rise Condominium 2,934 DU 232 T = 0.34 (X) + 15.47 1,013 62% 628 38% 385 Ground Level Retail 144,740 SQ. FT. 814 T = 2.40 (X) + 21.48 369 44% 162 56% 207 Gross Vehicle Trips 1,382 57% 790 43% 592 Vehicle Occupancy Adjustment 16.00% of Gross Vehicle Trips [1] 221 57% 126 43% 95 Transit Trip Reduction 14.90% of Gross Vehicle Trips [2] 206 57% 117 43% 89 Pedestrian/Bicycle Trip Reduction 10.00% of Gross Vehicle Trips [3] 138 57% 79 43% 59 Net External Vehicle Trips 817 57% 468 43% 349 Net External Person Trips in Vehicles Persons/Vehicle 1,143 57% 652 43% 491 Net External Person Trips using Transit Persons/Vehicle 288 57% 164 43% 124 Net External Person Trips (Vehicles and Transit) 1,432 57% 816 43% 616 Net External Person Trips Walking/Using Bicycles Persons/Vehicle 193 57% 110 43% 83 [1] A 16% reduction is applied per Increment II of the Downtown Miami DRI to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 PPV). [2] Transit trip reduction is based upon the projected modal splits used in Increment 11 of the Downtown Miami DRI. [3] Pedestrian and bicycle trip reductions are based upon the Downtown characteristics used in Increment II of the Downtown Miami DRI. City Square Major Use Special Permit Traffic Impact Study May 2006 Exhibit 9 City Square - Parcel 1 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim 650 OUs 232 62% 147 38% 90 237 Retail 24.186 SF 814 44% 29 56% 37 66 Internalization(10% of Retail) -3 -4 -7 GROSS VEHICLE TRIPS 158% 173 142% 123 I 296 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (1) 58% 28 42% 20 47 Transit Trip Reduction @ 14.90% of Gross External Trips (2) 58% 26 42% 18 44 Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (3) 58% 17 42% 12 30 NET EXTERNAL VEHICLE TRIPS 58% 102 ' 42% 73 175 I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 58% 143 42% 102 245 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 58% 36 42% 26 62 Net External Person Trips (vehicles and transit modes) 58% 179 421' 127 307 1 l Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 58% 24 1 42% 17 41 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. [TES 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used In the Downtown Miami DRt Increment 11 (4) This project is an additional Parcels] seeking concurrent approval. o°o NE 15 ST 2% N.T.S. NE 14 TERR 4094 25% 4_ [] (36%) NE14ST sex, —r N BAYSHORE ❑R °"°) NE 13 ST at NE 12 ST -�- (40%) LEGEND XX% - ENTER (XX%) - EXIT CITY SQUARE PARCEL 1 MUSP TRAFFIC IMPACT STUDY Page 18 N.T.S. NE 15 ST NE 14 TERR L 26 BISCAYNE BLVD �- 4 f-26 NE14ST r NE 13 ST N BAYSHORE DR 1 NE 12 ST -29 13 42- Si DROP - OFF 4—ea PARKING GARAGE PROJECT TRAFFIC IN = 102 OUT = 73 CITY SQUARE PARCEL 1 MUSP TRAFFIC IMPACT STUDY Page 21 Exhibit 9 City Square Parcel 3 - TAZ 509 PM Peak Hour Trip Generation Analysis USES UNITS 1TE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominuim 600 Dus 232 62% 136 38% 83 219 Retail 3,391 SF 814 44% 4 56% 5 9 Intemalization(10% of Retail) 0 -1 -1 GROSS VEHICLE TRIPS I 62% 140 38% 87 227 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (1) 62% 22 38% 14 36 Transit Trip Reduction @ 14.00i/ of Gross External Trips (2) 62% 21 38% 13 34 Pedestrian / Bicycle Trip Reduction Q 10.00% of Grass External Trips (3) 62% 14 38% 9 23 NET EXTERNAL VEHICLE TRIPS 62% 83 38% 51 134 1 f Net External Person Trips in Vehicles © 1.40 Persons/ Vehicle 62% 116 38% 72 188 Net External Person Trips using Transit @ 1.4fl Persons/ Vehicle 62% 29 38% 18 47 Net External Person Trips (vehicles and transit modes) 62% 145 38% 90 235 Net External Person trips walking 1 using bicycle 1.44 Persons/ Vehicle 162°I° 20 38% 12 32 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 perslveh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on downtown characteristics used in the Downtown Miami DRI Increment 11 (4) This project is an additional Parcel(s) seeking concurrent approval. CITY SQUARE PARCEL 3 MUSP TRAFFIC IMPACT STUDY Page 18 PROJECT TRAFFIC IN = 76 OUT = (47) CITY SQUARE PARCEL 3 MUSP TRAFFIC IMPACT STUDY Page 21 Attachment V Supporting Material from Increment II of the Downtown Miami Areawide DRI Page 1 a19 s h] TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS _ ROADWAY FROM TO D1R [1] FUNCTIONAL CLASSIFICATION ROADWAY -CONDITIONS FACILITY TYPE EXISTING LANES COUNT STATION [2] COUNT SOURCE AND PERIOD RAW PEAK HOUR PEAK PERIOD I SEASON VOLUME! FACTOR AXLE FACTOR COUNT DATE PEAK HOUR PERIOD VOLUME [3] PEAK HOUR DIR MAX SERVICE VOL MIAMI PEAK ADOP- HOUR TED DIR LOS 1 LOS BISCAYNE BLVD NE 54 STREET NE 46 STRET NB PRINCIPAL ARTERIAL 4LD 5060 FDOT-AM 963 1.06 1,00 07/18/00 1,021 1,810 E C SB 1,745 1.06 1,00 1,850 1,810 E F NE 46 STREET 1.195 NB PRINCIPAL ARTERIAL 4LD 5059 FDOT-AM 1,377 1.05 0.99 09/12100 1,431 1,810 E O SB 1,968 1.05 0.99 2,046 1,810 E F 1-195 NE 36 STREET NB PRINCIPAL ARTERIAL 4LD 143 FOOT -PM 1,271 1.06 0.99 08/29/00 1,334 1,810 E ❑ SB 1,514 1.06 0.99 1,589 1,810 E 0 NE 36 STREET NE 29 STREET NB PRINCIPAL ARTERIAL 4LD 143 FDOT-PM 1,271 1.06 0.99 08/29/00 1,334 1,810 E O SB 1,514 1.06 0.99 1,589 1,810 E 0 NE 29 STREET NE 20 STREET NB PRINCIPAL ARTERIAL 4LD NIA DTMP-PM 1,934 1.00 0.99 05/01/01 1,915 1,750 E F SB 899 1.00 0.99 890 1,750 E D NE 20 STREET NE 19 STREET NB PRINCIPAL ARTERIAL 4LD 5056 FOOT -PM 1,558 1.03 1.00 08/03/99 1,605 1,750 E E SB 942 1,03 1.00 970 1,750 E D NE 19 STREET NE 15 STREET NB PRINCIPAL ARTERIAL 4LD NIA MUSP-PM 1,692 1.05 0.99 09/07/00 1,759 1,750 E F SB 1,204 1.05 0.99 1,252 1,750 E D NE 15 STREET NE 14 STREET NB PRINCIPAL. ARTERIAL 4LD 5053 FOOT -PM 1,674 1.00 1.00 04/13/99 1,674 1,750 E E Se 919 1.00 1.00 919 1,750 E D NE 14 STREET NE 13 STREET NB PRINCIPAL ARTERIAL 6LD 5053 FOOT -PM 1,674 1.00 1.00 04/13/99 1,674 2,560 E D SB 919 1.00 1.00 919 2,560 E D NE 13 STREET 1-395 NB PRINCIPAL ARTERIAL 6LD 5052 FOOT -PM 1,681 1.03 1.00 08/17/99 1,731 2,560 E D SB 1,648 1.03 1.00 1,697 2,560 E D 1-395 NE 6 STREET NB PRINCIPAL ARTERIAL 4L 5049 FOOT -AM 1,447 1.01 0.98 05/11/99 1,432 3,140 E D 58 3L 1,522 1.01 0.98 1,506 2,560 E D NE 6 STREET NE 3 STREET ' NB PRINCIPAL ARTERIAL 8L0 NIA K&S-PM 1,731 1.00 0.98 04/25/01 1,696 3,140 E ❑ SB 761 1.00 0.98 746 3,140 E C NE 3 STREET NE 1 STREET NB PRINCIPAL ARTERIAL 8LD N/A K&S-PM 1,731 1.00 0.98 04/25/01 1,696 3,140 E D 58 761 1.00 0.98 746 3,140 E C NE 1 STREET SE 1 STREET NB PRINCIPAL ARTERIAL 8LD 5047 FOOT -PM 1,866 1,01 0.98 05/18/99 1,847 3,140 E 0 SB 870 1.01 0.98 861 3,140 E C SE 1 STREET SE 2 STREET NB PRINCIPAL ARTERIAL 8LD 5047 FOOT -PM 1,866 1.01 0.98 05/18/99 1,847 3,140 E 0 SB 870 1.01 0.98 861 3,140 E C SE 2 STREET SE 4 STREET NB PRINCIPAL ARTERIAL 2LOW 5045 FOOT -AM 1,808 1,02 0.98 06/29/99 1,807 2,040 E-1W E NE 2 AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NB MINOR ARTERIAL 4LU 276 MO -PM 717 1.02 1.00 07/06/00 731 1,615 E 0 SB 502 1.02 1.00 512 1,615 E D NE 19 STREET NE 14 STREET NB MINOR ARTERIAL 4LU 276 MD -PM 717 1.02 1.00 07/06/00 731 1,615 E 0 SB 502 1.02 1.00 512 1,615 E D NE 14 STREET NE 13 STREET NB MINOR ARTERIAL 4LU 276 1 MD -PM 717 1.02 1.00 07/06/00 731 1,615 E 0 SB 502 1.02 1.00 512 1,615 E D NE 13 STREET 1-395 SB MINOR ARTERIAL 3L N/A K&S-AM 1,127 1.00 1.00 04/25/01 1,127 3,070 E-1W E 1.395 NE 3 STREET SB MINOR ARTERIAL 3L N/A K&S-AM . 671 1.00 1.00 04/25/01 671 3,070 E-1 W E NE 3 STREET NE 1 STREET SB MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E-1 W E NE 1 STREET FLAGLER STREET SB : MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E-1W E SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPR OJ ECTS120011167161TAB LE S111 MATR I X.WK4 Page 5 of 9 TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS 20-Nov-2001 1 ROADWAY FROM TO DIR [i] FUNCTIONAL CLASSIFICATION ROADWAY CONDITIONS FACILITY TYPE EXISTING LANES COUNT STATION [21 COUNT SOURCE AND PERIOD RAW PEAK HOUR PERIOD VOLUME 1 PEAK SEASON FACTOR AXLE FACTOR COUNT DATE i PEAK HOUR PERIOD VOLUME [31 PEAK HOUR MIAMI DIR MAX ADOP- SERVICE TED VOL j LOS PEAK HOUR DR i LOS Nr20 STREET NE 2 AVENUE N. MIAMI AVENUE EB MINOR ARTERIAL 2LU NIA DTMP-AM 600 1.00 1.00 04/24/00 600 800 E D WB 491 1.00 1.00 491 800 E D N. MIAMI AVENUE NW 3 AVENUE EB MINOR ARTERIAL 4LU NIA DTMP-AM 600 1.00 1.00 04/24100 600 1,615 E D WB 491 1.00 1.00 491 1,615 E D NW 3 AVENUE 1-95 EB MINOR ARTERIAL 4LD N/A DTMP-AM 600 1.00 1.00 1 04/24100 600 1,700 E ❑ WO 491 1.00 1.00 491 1,700 E D 1 NE 15 STREETNENETIAN CSWY B€SCAYNE ISLAND BAYSHORE DRIVE EB MINOR ARTERIAL 2LD N/A MUSP-PM 287 1.06 1.00 09/12100 304 840 E D 1 WB 304 1.06 1.00 322 840 E D BAYSHORE DRIVE BISCAYNE BLVD EB MINOR ARTERIAL 2LD N/A MUSP-PM 321 1.06 1.00 09/12/00 340 840 E D WB 325 1.06 1.00 345 840 E D BISCAYNE BLVD N. MIAMI AVENUE EB COLLECTOR 2LU NIA MUSP-PM 172 1.06 1.00 09/12/00 182 800 E C WB 241 1.06 1.00 255 800 E 0 NE14STREET BAYSHORE DRIVE BISGAYNE BLVD EB LOCAL ROAD 4LU N/A MUSP-PM 200 1,06 1.00 09/07/00 212 1,615 E C WB 99 1.06 1.00 105 1,615 E C BISCAYNE BLV❑ NE 1 AVENUE EB COLLECTOR 2L N/A MUSP-PM 151 1.06 1.00 09/07/00 160 1,615 E C WB 1L 164 1.06 1.00 174 800 E C NE 1 AVENUE N MIAMI AVENUE EB COLLECTOR 2L NIA MUSP-PM 151 1.06 1.00 09/07/00 160 1,615 E C WB 1L 164 1.06 1.00 174 800 E C N MIAMI AVENUE NW 2 AVENUE EB COLLECTOR 2LU N/A MUSP-PM 151 1.06 1.00 09/07/00 1 160 800 E C WB 164 1.06 1.00 174 800 E C NW 2 AVENUE NW 3 AVENUE EB COLLECTOR 2LU N/A DTMP-PM 151 1.06 1,00 09/07/00 160 800 E C WB 164 1.06 1.00 174 800 E C NW 3 AVENUE 1-95 EB COLLECTOR 2LU NIA DTMP-PM 172 1.00 1.00 04/24/00 172 800 E C WB I 196 1.00 1.00 196 800 E 0 ' NE 11 STREET NW 3 AVENUE 1-95 WB COLLECTOR 3L 9352 DTMP-PM 180 1.00 1.00 04)24/00 180 i 2,040 E-1W E NE 10 STREET 1 NW3AVENUE I-95 EB COLLECTOR 2L N/A IIDTMP-PM 133 1.00 1.00 04/24/99 133 2,040 E-1W E SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTSt20011167161TASLESl11 MATRIX.WK4 Page 8 of 9 TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS 20-Nov-2001 ROADWAY FROM SE 7 STREET BRICKELL AVENUE SW 1 AVENUE SE 8 STREET BRICKELL AVENUE S. MIAM] AVENUE SW 1 AVENUE SW 13 STREET BRICKELL AVENUE S. MIAMI AVENUE SW 1 AVENUE TO SW 1 AVENUE ]-95 S. MIAMI AVENUE SW 1 AVENUE 1-95 S. MIAMI AVENUE SW 1 AVENUE SW 15 ROAD SR 8368-3951MACARTHUR CSWY PALM ISLAND ENTR BAYSHORE DRIVE BAYSHORE DRIVE N. MIAMI AVENUE 1-95 NW 12 AVENUE NW 17 AVENUE NW 27 AVENUE NW 37 AVENUE NW 42 AVENUE N. MIAMI AVENUE 1-95 NW 12 AVENUE NW 17 AVENUE NW 27 AVENUE NW 37 AVENUE NW 42 AVENUE NW 57 AVENUE [1] FUNCTIONAL DIR CLASSIFICATION WE PRINCIPAL ARTERIAL WB PRINCIPAL ARTERIAL EB EB EB E8 WB EB WB EB WB PRINCIPAL ARTERIAL PRINCIPAL ARTERIAL PRINCIPAL ARTERIAL MINOR ARTERIAL MINOR ARTERIAL MINOR ARTERIAL ROADD COM:11T[INS' FACILITY TYPE EXISTING COUNT LANES STATION 3L I 5091 3L N/A 3L 5090 3L NIA 4L NIA 4LU 86 4LU 1 86 4LU EB PRINCIPAL ARTERIAL 6LD WB EB i PRINCIPAL ARTERIAL 6LD W5 EB PRINCIPAL ARTERIAL 6LD WS EB PRINCIPAL ARTERIAL 8LD WB EB PRINCIPAL ARTERIAL 6LD WB EB PRINCIPAL ARTERIAL 8LD WB EB PRINCIPAL ARTERIAL 8LD WB EB PRINCIPAL ARTERIAL 6LD WB EB PRINCIPAL ARTERIAL 6LD WB 86 [2] RAW COUNT PEAK SOURCE HOUR AND PERIOD PERIOD VOLUME FDOT-PM DTMP-PM FOOT -AM K&S-AM DTMP-AM FDOT-AM FOOT -AM DTMP-PM 9080 FDOT-PM 2506 FDOT-PM 2505 FDOT-PM 2240 FOOT -AM 2208 FOOT -PM 2232 FOOT -AM 2210 FDOT-AM 2207 FDOT-AM 2198 FOOT -AM 1,036 1,500 1,368 2,238 2,281 860 434 860 434 460 1,273 2,158 2,438 2,501 4,091 2,501 4,091 5,326 4,383 3,864 4,404 3,908 4,568 4,989 4,353 3,047 4,639 5,961 5,250 PEAK SEASON FACTOR 1.01 1.00 1.03 AXLE FACTOR 0.98 0.98 0.98 1.00 0.98 1.00 1.01 1.01 1.01 1.01 1.01 1.01 1,06 1.06 1.07 1.07 1.07 1.07 1.10 1.10 1.10 1.10 1.05 1,05 1.06 1.06 1.05 1.05 1.05 1.05 0.98 0.96 0.96 0.95 0.96 0.96 0.96 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0,99 0.99 0.99 0.99 0.99 0.99 PEAK HOUR COUNT PERIOD DATE VOLUME VOL 05/18/99 1,025 3,070 04/17/01 1,470 3,070 08/03/99 04/25/01 04/17/01 05/18/99 05/18/99 05/18/99 08/10/99 08/17/99 0B/17199 ' 06/15/99 06/15/99 09/05/00 08/29/00 09105/00 09/12/00 1,381 3,070 2,193 3,070 2,235 3,770 834 421 834 421 446 1,234 2,265 2,558 2,649 4.334 2,649 4,334 5,800 4,773 4,208 4,796 4,062 4,748 5,235 4,568 3,167 4,822 6,196 5,457 1,615 1,615 1,615 1,615 1,615 1,615 5,990 5,990 5,990 5,990 5,990 5,990 8,170 8,170 5,990 5,990 8,170 8,170 6.170 8,170 5,990 5,990 5,990 5,990 [3] PEAK HOUR MIAMI DIR MAX ADOP- SERVICE TED LOS E-1 W E-1 W E-1W E-1W E-1W E E E E E E E E E E E E E E E E E E E E E E E E PEAK HOUR DIR LOS E E E E E D C D C C D B 6 C D C D G D D C C C c G D F E SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLAN1PROJECTSi20011167161TABLESl11MATR]X.W K4 Page 1 015 TABLE 21155 DOWNTOWN MIAMI 0RI UPDATE EXISTING PM 9US RIDERSHIP AND PERSON TRIP CAPACITY ASSIGNMENTS 20-Now2001 :ROADWAY FROM 0IR FACILITY TYPE EXISTING LANES BUS ROUTES SBRVIR6 ROADWAY SEGEMSNT9 HUS ROUTES AND RIDERSHIP PER SEOEMENT TOTAL BUS BUS RIDERSHIP CAPACITY 1PERSON35 {PERSONS) j VIC Y ' BISCAYNE BLVD NE 54 STREET NE 46 STRET NE 46 STREET 1-195 f•165 NE 96 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE IS STREET NE 54 STREET NE 14 STREET NE 19 STREET NE 13 STREET 1.395 1.395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE 1 STREET NE1 STREET SE 1 STREET SEE I STREET 58 2 STREET SE 2 STREET SE 4 STREET NE 2AVSNUE/BRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE t4 STREET NE 13 STREET NE 13 STREET 1395 1.996 NE 3 STREET NE a STREET NE 1 STREET NE 1 STREET FLAGLER STREET FLAGLER STREET SE t STREET SE 1 STREET SE 2 STREET 5E 2 STREET SE 4 STREET SE 4 STREET SE a STREET SEE STREET SW 13 STREET SW 13 STREET SW 16 ROAD SW 15 ROAD RICKENBACKER. CSWY NE 1 AVENUE NE17STREET NE 14 STREET NE 14 STREET 1395 1.395 NE 6 STREET NE 8 STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET 5E 2 STREET f 3 6 m 6 626_ 26%62626 m m W W 2 2 2m6@62W 62686862626262686262626262626106 4L0 410 4L0 4152 41D 4L0 4L0 4L0 6L0 6L0 4L 3L 4L0 SL0 9L0 9L0 PLOW 4LU 4LU 4LU 31. 3L 31 3L 3L 9L 4L 2L 3L 4L0 4L0 4L0 2LU 3L 3L SL 31 9L 3 2 9 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 9 3 3 3 3 3 9 9 46 95 95 9 9 9 9 9 9 9 K 24 24 24 24 24 24 49 48 48 48 6 6 6 2 2 6 16 19 16 16 16 16 16 16 16 16 16 16 32 32 48 48 16 16 16 16 16 16 16 16 16 16 11 93 95 95 10 10 10 10 10 10 10 T B 46 48 48 48 48 B B B B 9 9 9 6 6 8 62 62 62 62 62 62 36 36 36 35. 36 38 36 36 62 62 48 44 48 48 48 48 48 48 48 48 16 95 95 32 32 K K K 61 B 96 E B B 10 10 1D 7 7 99 93 99 99 93 93 62 62 62 62 62 62 82 62 93 93 5t 51 51 51 51 51 51 51 51 93 46 T T 7 K 95 K K 8 6 93 99 93 93 93 93 93 93 T 95 93 83 93 93 93 93 93 93 93 95 77 T 95 T - T 9 9 7 96 T 95 T 95 T 96 95 C 96 C 95 C 95 C 95 95 95 61 B 10 10 95 - 95 95 96 95 S 95 5 95 5 95 S 95 95 95 92 K K 96 96 95 95 T 95 95 95 95 95 C 96 T T T T T 7 O O G C C S 95 S 5 5 S S 95 C S 3 111 66 111 96 111 96 111 96 111 96 511 86 111 94 111 46 511 46 111 46 111 46 94 45 94 3D 84 9 132 72 56 86 66 66 48 2 86 40 11 240 10 48 20 18 18 19 18 12 6 4 4 4 4 2 2 16 99 69 99 99 99 69 99 69 99 69 99 69 99 42 99 42 99 42 75 42 75 76 24 76 78 92 66 86 92 7 76 93 32 18 18 32 18 27 9 49 66 66 36 92 20 32 20 32 211 32 32 48 132 132 138 114 66 46 0 1 0 1 0 51 52 10 48 46 46 49 46 51 62 52 52 52 52 52 52 52 46 62 46 95 187 K. 156 112 76 7B 62 21 13 21 19 21 13 21 13 21 13 21 13 21 13 21 13 B 12 12 80 24 144 24 146 24 132 16 T 126 112 124 78 77 42 14 96 96 86 64 94 59 108 100 106 100 108 100 10a 109 108 100 10S 100 106 100 104 76 104 76 100 98 100 68 60 68 60 60 SO 60 T 128 128 128 108 106 99 0 0 0 18 18 16 19 18 18 18 117 197 167 O 84 72 96 72 96 72 98 83 75 83 75 4 246 200 290 20D 29D 20D 290 200 290 200 295 170 275 152 146 153 146 152 149 152 148 152 132 (' 339 246 339 246 339 246 523 418 523 416 523 416 442 383 676 485 762 606 748 496 748 498 677 489 657 394 1,106 61 187 167 198 119 84 306 306 306 304 192 as 94 365 115 240 119 166 26 136 22 164 468 434 578 405 88 920 920 920 920 920 920 1,472 2,252 1,472 2,252 1,472 2,252 1,469. 2,249 1,028 1,808 1,706 2,488 1,706 2,486 1,706 2,466 1,706 2,466 2,466 2,226 3,434 306 790 760 713 713 618 1,070 1,070 1,070 1,330 552 536 566 1,346 566 566 566 365 306 366 368 674 1,226 1,226 2.114 2,114 634 pppp pp ao o n n nnao egnen en non ora0000aoo SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS12001116716STABL ESII I MATRPX. WK4 Page 3 4,15 TABLE 21 A5 DOWNTOWN MIAMI DRI UPDATE EX3STING PM BUS RIDERSHIP AND PERSON TRIP CAPACITY ASSIGNMENTS 2bwnv-2n01 j ROADWAY FROM TO DIN FACfLITY TYPE EXPSTING LANES BUS ROUTES SERVING ROADWAY SEGEMEN78 BUS ROUTES AND RIDERSHIP PER SEOEMENT TOTAL BUS RIDERSHIP IPER3ONSI BUS CAPACITY 1 /PERSONS' WO '. NW 20 STREET NW 17 STREET N9 2LU SR NW 17 STREET NW 14 STREET NB 2LU 2 21 M 125 56 14 198 559 0354 SR 2 21 M 72 22 46 140 559 0.250 NW 14 STREET NW 9 STREET NB 2LU 21 58 58 114 0.609 SB 21 18 18 114 0.158 NW 9 STREET NW 5 STREET NB 3L NW 5 STREET SW 1 STREET NB 2L 'NE 20 STREET 32 NE 2 AVENUE N. MIAMI AVENUE EB 2LU 32 27 27 195 0.138 WB 32 18 18 105 0092 N. MIAMI AVENUE NW 3 AVENUE EB 4LU 32 - 27 27 195 0.138 WB 32 18 18 195 0.692 NW 3 AVENUE 1.95 EB 4L0 32 27 27 195 0.138 WB 32 1.8 18 196 0.092 HE 15 STREET/VENETIAN CSWY 37 38 49 A BISCAYNE ISLAND H4YSHORE DRIVE EB 21.0 A 24 24 45 0.533 WB A 18 18 45 0.400 BAYSHORE DRIVE BISCAYNE BLVD ES 2L0 32 36 48 A 18 32 0 24 74 546 0.136 WB 32 45 A 18 1 16 37 270. 0.137 BISCAYNE BLVD N. MIAMI AVENUE EB 2LU WB . NE14 STREET 2 3 16 37 Si 82 92 C H M 8 T BAYSHORE DRIVE BISCAYNE BLVD EB 4LU 16 51 62 C K M S T 99 52 13 76 112 68 275 152 848 2.008 0421 WB 3 16 51 62 C K M S T 32 93 46 48 18 52 21 76 72 96 14 200 132 774 2.739 0.283 BISCAYNE BLVD NE1 AVENUE EB 2L K M T 112 46 128 285 682 0.419 256 IL K M T 95 14 128 238 682 1349 1 NE 1 AVENUE N MIAMI AVENUE CB 2L IA 46 46 130 0.854 W9 IL IA 14 14 130 0.109 , N MIAMI AVENUE N4V 2 AVENUE EB 2LU M 46 45 130 0.354 WS LI 14 14 130 0.105 NW 2 AVENUE NIN 3 AVENUE E9 2LU 2 IA 65 46 114 445 0.256 99 2 14 128 14 142 445 0.319 NW 3 AVENUE 1A5 EB 2LU VVU ' HE 11 STREET 21 NW 3AVENUE 1A5 W6 3L 21 16 16 114 0.140 NE 10 STREET 21 NW 3 AVENUE 1+95 EB 2L 21 54 54 114 0.474 I NE 6 STREET/PORT BOULEVARD 2 7 6 21 243 E. CF PORT BRIDGE BISCAYNE BLVD EB SLD W9 E4T {jI BISCAYNE BLVD NE 1 AVENUE WB 3L I NE 1 AVENUE N MIAMI AVENUE WB 2L 2 7 8 75 68 48 =1 199 885 01213 N'.OAMI AVENUE NW 1 AVENUE WB 2L 2 7 75 68 141 510 0.276 NW 1 AVENUE NW 1 CT WB 2L NN 1 CT NN 2 AVENUE WB 2L 2 76 75 315 0.238 NW 2 AVENUE 14W 3 AVENUE WB 2L 7 21 78 54 132 309 0.427 NW3AVENUE 1A5 W8 3L 7 21 78 S4 132 309 0.427 SOURCE. REITH ANO SCHNARS. P.R. NATRANPLANPROJECTS12061I157181TABLES111M.4TRIX.W N4 Page 6 of 6 TABLE 21A5 DOWNTOWN MIAMI DR UPDATE EXISTING PM BUS RIDERSHIP AND PERSON TRIP CAPACITY ASSIGNMENTS Lwrva1,1A1 r ROADWAY PROM TO 'DIR FACILITY TYPE EXISTING NES BUS ROUTES ROADW Y► SERVING SEOEMENTS BUS ROUTES AND RIDERSHIP PER SEGEMENT TOTAL BUS RIDERSHIP PERSONS 8U9 CAPACITY I PERSONS WC 5-STREET— 1_ — 0 2 13 B BRICKELL AVENUE 5. 1o9AMI AVENUE €8 3L 6 2 200 200 276 0.725 5. MIAMI AVENUE SW 1 AVENUE EB 3L 6 8 B : 2 66 20D 269 815 0.331 SW 1 AVENUE 1.95 EB 4L 6 5 - 2 66 ! 58 534 0.127 SW 13 STREET 24 SRICKELL AVENUE 5. MIAMI AVENUE ES 4LU WS 24 92 02 260 0354 S. MIAMI AVENUE SW 1 AVENUE EB 4LU WB 24 92 92 260 0.754 SW 1 AVENUE SW 15 ROAD EB 4LU WB 24 92 62 260 6.954 SR 6361I.2959.1ACARTHUR CSWY PALM ISLAND ENTR. BAYSHCAE DRIVE E8 5L0 51 C K M 9 6 62 C 96 IC 19 9 290 95 6 2 1,348 0.491 YVB98 51 C N M 9 62 72 86 16 200 498 1,30.8 C.326 BAYSHORE DRIVE N. MIAMI AVENUE EB OLD WB N. MIAMI AVENUE 1.95 EB 61.0 WB 1.95 NW 12 AVENUE EB 8L0 95 1 140 140 260 0.530 NW 12AVENUE NW 17AVENUE WB ES SW WB EII 144V 17 AVENUE NW27 AVENUE GB 61.0 WB NV427 AVENUE NW37 AVENUE ES 81.0 W8 NW 37 AVENUE NW 42 AVENUE EB. SLD WB NW42 AVENUE NW 57 AVENUE EB. 610 WB TAN 67 AVENUE NYJ72 AVENUE EB. 9L0 WB NW 72 AVENUE SR526 EB 6L0 WB SR526 NW 67 AVENUE E8 8LD WB. NW 87 AVENUE NW 107 AVENUE EB SLO WB 8R9701DOWNTOWN DISTRIBUTOR 1-95 BRICKELL AVENUE ES 4L0 065 1.59 95 1-195 SR 836 NB 1010 95 95 95 96 95 95 728 725 1,560 0.467 56 SR 838 NW 5 STREET 118 1010 96 96 95 96 95 95 728 725 1560 0.467 58 NW 5 STREET SW 1 STREET NB 1HLD SS SW 1 STREET SW 8 STREET NB TOLD SO SW 8 STREET 5W 26 ROAD NB TOLD SS SW 26 ROAD S. DIXIE HIGHWAY NB 41D SB NOTE: NUS ROUTE LOCATION ANO BUS RIDERSHIP DATA OBTAINED FROM 1..wom-7ADE TRANSIT AUTHORITY {MOTH}, ROBERT P. PEARSALL. SOURCE: KETTN AND SCHNARS, PA. N.ITRANPLANPROJECTSI200111 S7I6ITABLES111 MATRIX.W044 Page 1 of 7 TABLE 21.A6 DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON TRIP CAPACITY ASSIGNMENT 20-Now2001 ROADWAY FROM TO DIR FACILITY TYPE EXISTING LANES MASS TRANSIT- ETR0R TL MASSST 4NSIT 2E'FR-CDRIVER ' METRO- RAIL [1] % [2] PEAK CAPACITY PERSONS PM PEAK AM PEAK METRO. MOVER [3] % [2] PEAK CAPACITY PERSONS PM PEAK AM PEAK TOTAL RIDERSHIP PERSONS PM WC TOTAL RIDERSHIP PERSONS TOTAL RIDERSHIP PERSONS PM WC TOTAL RIDERSHIP {PERS0NS1 AM WC BISCAYNE BLVD o O 0p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p0 o N�i.� o 4 O O o PPPPP09,0t.paaaaabbbbbbbbppG NE 54 STREET NE 46 STRET N8 4LD SE NE 46 STREET 1-195 Ne 4LD SB 1-195 NE 36 STREET NB 4LD SB NE 36 STREET NE 29 STREET NS 4LD SB NE 29 STREET NE 20 STREET NB 4LD SB NE 20 STREET NE 19 STREET N8 4L0 Se NE 19 STREET NE 15 STREET NB 4LD MM2 50% 960 44 0.046 57 SB 50% 960 53 0.055 50 NE 15 STREET NE 14 STREET NB 4LD MM2 50% 960 44 0.046 57 SB 50% 960 53 0.055 50 NE 14 STREET NE 13 STREET NB OLD MM2 50% 960 44 0.046 57 SB 50% 980 53 0.055 50 NE 13 STREET 1.395 NB OLD MM2 50% 960 44 0.046 67 59 50% 960 53 0.055 50 1-395 NE 6 STREET NB 4L MM2 50% 960 47 0.049 61 SB 3L 50% 960 89 0.093 53 NE 6 STREET NE 3 STREET NB 8LD MM2 50% 960 91 0.095 BB 38 50% 960 70 0.073 6B NE 3 STREET NE 1 STREET NB OLD MMI 50% 1,440 83 0.058 81 SB 50% 1,440 56 0939 55 NE 1 STREET SE 1 STREET NB 8LD MMI 509% 1,440 74 0.051 80 SB 50% 1,440 80 0.056 57 SE 1 STREET SE 2 STREET NB 8LD MM1 50% 1,440 106 0.074 102 SB 50% 1,440 73 0,051 76 SE 2 STREET SE 4 STREET NB 2LOW MM1 100% 2,880 211 0.073 203 NE 2 AVENUE)BR1CKELL AVENUE NE 20 STREET NE 19 STREET NB 4LU SB NE 19 STREET NE 14 STREET NB 4LU MM2 25% 480 22 0,046 113 SB 25% 480 26 0.054 100 NE 14 STREET NE 13 STREET NB 41.1.! MM2 25% 480 22 0.046 113 SB 25% 460 26 0.054 100 NE 13 STREET 1-395 SB 3L MM2 50% 950 53 0.055 100 1-395 NE 3 STREET SB 3L MM2 50% 960. 70 0,073 136 NE 3 STREET NE 1 STREET SB 3L MMI 50% 1,440 56 0.039 111 NE 1 STREET FLADLER STREET SB 3L MMI 50% 1,440 60 0.056 114 FLADLER STREET SE 1 STREET SB 3L MM1 50% 1,440 60 0.056 114 SE 1 STREET SE 2 STREET SB 3L MM1 50% 1,440 73 0.051 151 5E 2 STREET SE 4 STREET SB 4L MM1 100% 2,680 146 0.051 151. SE 4 STREET SE B STREET NB 2L MM2 5035 960 164 0.171 316 SB 3L 100% 1,920 360 0.156 344 SE 8 STREET SW 13 STREET NB 4LD MR4 25% 1,463 278 0.189 813 0.556 MM2 50% 960 164 0.171 316 SB 25% 1,463 692 0.473 258 0.175 100% 1.920 360 0.168 344 SW 13 STREET SW 15 ROAD NB 4LD MR4 25% 1,463 276 0.189 613 0.556 MM2 50% 960 55 0.989 163 58 25% 1,463 692 0.473 256 0.175 50% 960 97 0.101 185 SW15ROAD RICKENBACKERCSWY NB 4LD SB SOURCE: KEITH AND SCHNARS, P.A. N:3TRANPLANIPROJECTS'20011167161TABLESIi 1 MATRIX. WH4 Pape 3 of 7 TABLE 21.A6 DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMDVER RIDERSHIP AND PERSON TRIP CAPACITY ASSIGNMENT ov-2001 I 1 IROADWAY I .FROM TO _ FACILITY TYPE EXISTING DIR LANES M 8S- I KAAf5TMiTETRDRAIL MASS 1 NANSf 1 • FAhI i(u METRO- RAIL [1] % [2] PEAK CAPACITY (PERSONS} PM PEAK AM PEAK METRO- MOVER 13] % (2] PEAK CAPACITY JPERSONS) PM PEAK AM PEAK TOTAL RIDERSHIP (PERSONS} PM WC TOTAL RIDERSHIP (PERSONS) AM WC TOTAL RIDERSHIP (PERSONS} PM WC TOTAL RIDERSHIP (PERSONS) AM WC NUE .. NW 11 STREET NW 6STREET NB 2LU MR1 50% 2,925 . 664 C O O O C O O b 4 0 4 9 O O C O b+?m+m VV 2AAl!VVA wwJL 1,266 . 0.433 NW 8 STREET NW 6 STREET NW 6 STREET NW 5 STREET SS NB SS NB 2LU 2LD MR1 MR2 25% 50% 25% 50% 1,463 2,925 1,463 2.925 692 684 692 665 256 1,266 256 1,258 0.175 0.433 0,175 0.430 SB 25% 1,463 692 256 0.175 NW 5 STREET NW 3 STREET NB 2L0 MR2 50% 2,925 686 1,258 0.430 NW 3 STREET NW 1 STREET NW 1 STREET SW 1 STREET I SW 1 STREET SW 2 STREET SW 2 STREET SW 7 STREET SB NB SB NB SB NB SB NB SB 2L 1L 2L 1L 4LU 2LU MR3 25% 25% 25% 1,963 1,463 1,463 692 281 692 256 776 256 0.175 0.530 0.175 SW 7 STREET SW 8 STREET SW 8 STREET SW 11 STREET NB SB NB 4LU 2LU MR3 MR4 25% 25% 25% 1,463 1,463 1,463 281 692 276 776 256 813 0.530 0.175 0.556 SS 25% 1.463 692 258 0.175 SW 11 STREET SW 13STREET NB 2LU MR4 25% 1,463 276 813 0.556 SB 25% 1.463 692 256 0.175 SW 13 STREET SW 15 ROAD NO 4LU SB NW 3 AVENUE NW 20 STREET NW 17 STREET NE 2LU SB NW 17 STREET NW 14 STREET NB 2LU NW 14 STREET NW 9 STREET S8 NB 2LU SB NW 9 STREET NW 5 STREET NB 3L I NW 5 STREET SW 1 STREET NB 2L NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE N. MIAMI AVENUE NW 3 AVENUE NW 3 AVENUE 1.95 EB WB EB WB EB 2LU 4LU 4LD WB NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND BAYSNORE DRIVE BAYSKORE DRIVE BISCAYNE BLVD EB WB EB 2L0 21D .. WB BISCAYNE BLVD • N. MIAMI AVENUE EB 2LU WS SOURCE_ HEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTSI2W 11167161TA5LES1i 1MATRIX.WK4 Page 4 of 7 TABLE 21.A6 DOWNTOWN MIAMI DR1 UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT 20-Nov-2001 ROADWAY FROM TO DIR FACILITY TYPE EXISTING LANES MASS-TRANSI - T ORA1L `MTSSTRrNSET-METRMiOVER METRO- RAIL (1] % (2j PEAK CAPACITY (PERSONS) PM PEAK AM PEAK [2] I PEAK METRO- [3] CAPACITY MOVER % (PERSONS] PM PEAK AM PEAK TOTAL RIDERSHIP (PERSONS) PM VIC TAL RIDERSHIP _(PERSONS) AM WC TOTAL RIDERSHIP PM . (PERSONS) WC TOTAL RIDERSHIP AM (PERSONS) WC 'N E 14 STREET BAYSE1ORE DRIVE BISCAYNE BLVD EB 4LU 1N8 BISCAYNE BLVD NE 1 AVENUE EB 2E WE IL NE 1 AVENUE N MIAMI AVENUE EB 2L WE 1L N MIAMI AVENUE NW 2 AVENUE EB 2LU WE NW 2 AVENUE NW 3 AVENUE EB 2LU WB NW 3 AVENUE I.95 EB 2LU WE NE 11 STREET NW3AVENUE 1.95 WB 3L 1 NE 10 STREET NW 3 AVENUE 1-95 ES 2L NE 6 STREET/PORT BOULEVARD E. OF PORT BRIDGE BISCAYNE BLVD EB 6LD WB BISCAYNE BLVD NE 1 AVENUE WE 3L MhMI 100% 2,880 214 0.074 182 0.063 NE 1 AVENUE N MIAMI AVENUE WB 2L MMi 100% 2,880 214 0.074 182 0.063 N MIAMI AVENUE NW 1 AVENUE W8 2L MM1 100% 2,880 214 0.074 182 0.063 NW'1 AVENUE NW 1 CT WE 2L MM1 100% 2,880 214 0.074 182 0.063 NW 1 CT NW 2 AVENUE WB 2E. NW2AVENUE NW3AVENUE WB 2L NW 3 AVENUE 1-95 WB 3L NE5STREET . BISCAYNE BLVD NE 2 AVENUE EB 41. MM1 10.0% 2,880 151 0.052 164 0.057 NE AVENUE NE 1 AVENUE EB 31. MM1 100% 2,880 151 0.052 164 0.057 NE 1 AVENUE N MIAMI AVENUE EB 3L MMI 100% 2,880 151 0.052 164 0.057 N MIAMI AVENUE NW 2 AVENUE EB 3L NW 2 AVENUE 1-95 ES 3L SOURCES KEITH AND SCHNARS, P.A. N:ITRAN PLANIPROJECTS12001116716ITABLESI11 MATRIX. WK4 Page 6of7 TABLE 21.A6 DOWNTOWN MIAMI DR1 UPDATE EXISTING AM AND PM METRORAIL AND METRCMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT 26-Nov-2601 _...... _ _..._[SS ROADWAY 1 FROM TO DIR FACILITY TYPE EXISTING LANES 1 RANSI f - METRORAII. MASS TRANSIT - METROMDVEH METRO. RAIL [1] % (2] PEAK CAPACITY (PERSONS) PM PEAK AM PEAK METRO. MOVER [31 % (2] PEAK CAPACITY (PERSONS) PM PEAK I AM PEAK TOTAL RIDERSHIP ZPERSONSj PM VIC TOTAL RIDERSHIP' (PERSONS) AM WC TOTAL RIDERSHIP (PERSON j PM WC TOTAL RIDERSHIP (PERSONS) AM WC `SE-8 STREET SRICKELL AVENUE S. MIAMI AVENUE S. MIAMI AVENUE SW 1 AVENUE . SW 1 AVENUE I.95 SW 13 STREET BRICKELL AVENUE 5. MIAMI AVENUE S. MIAMI AVENUE SW 1 AVENUE SW 1 AVENUE SW 15 ROAD SR 836,1395/MACARTHUR CSWY PALM ISLAND ENTR SAYSHORE DRIVE BAYSHORE DRIVE N. MIAMI AVENUE N. MIAMI AVENUE 1-95 1.95 NW 12 AVENUE NW 12 AVENUE NW 17AVENUE NWI7AVENUE NW27AVENUE NW27AVENUE NW37AVENUE NW37AVENUE NW42AVENUE NWd2AVENUE NW57AVENUE NW 57AVENUE NW 72 AVENUE NW72AVENUE SR826 BR826 NW 87AVENUE NW 87AVENUE NW 107AVENUE EB ES EB EB WS EB WB EB WS ES WB ES WB EB WB EB WB EB WB EB WE EB WB EB WB EB WE EB WB EB W8 EB WB EB WS 3L 3L 4L 4LU 4LU 4LU ELD 81.0 6LD OLD 6LD 6LD 6LD ELD ELD ELD ELD 8LD SLD (V W SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS12A811157161TABLES111MATRIX.WK4 Page 1 of TABLE 21.A7 OOYiNTOWN MIAMI DR1 UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX 20.Nbw2007 -- ROADWAY FROM TO DIR 45IAMI AOOP• TED LOS 'r [11 i 1ROADWAY ORRI90W TYPE 'T,TA -3TRAESIT MCD IOTA [21 EH1CULAR CAPACITY 131 PERS•TRIP CAPACITY 19P PVm 16 [41 ROADWAY EHICULAR I VOLUME [5) Pass -TRIP VOLUME aPPW 1.4 161 EXCESS P0R9014 TRIP CAPACRY [9[ ROADWAY PERSON TRIP [6I SUS PER -TRIP CAPACITY LOAD. [01 MOVER PERS-TRIP CAPACITY LOAD. 1141 RAII, PER8.7RIP CAPACITY LOAD. 11i TOTAL TRANSIT PER97R1P CAPACITY TRANSIT PERSON -TRIP VOLUME TOTAL TRANSIT 196318 4VOLUME TRANSIT POR9•TRIP RXCE86 CAPACITY [151 SEGMENT PERSON TRIP CAPACrtY [161 SEGMENT PERSON TRIP VOLUME [171 9E0MEI4T PBR9•TRIP EXCESS CAPACITY [161 SEGMENT P6R80N TRIP S118 METRO- MOVER METRO- RAIL VIC 11.09 OA- B15CAYNE BLVD p� w m w w y y» >��- w wwwmmm�wwNwwN. ©s 0000naaflogae gg$ 8a44444444 NE 54 STREET NE 46 STRET MB LS 2,696 1,021 1420 1,407 3.49 C 920 020 169 169 751 3,816 1,698 2216 0.419 SB 2,890 1,850 2,590 305 0.89 D 820 920 243 243 677 3,816 2931 983 0.742 NE 46 STREET 1.190 NB LS 2,696 1,431 2,009 593 0.85 0 920 920 169 769 751. 3,816 2,172 1,844 0.589 SB 2,298 2,046 2.884 32 0.99 E 920 920 243 243 677 3,816 3,107 709 0,814 1.196 NE 96 STREET NB LS 2,696 1,394 1,868 1,028 0.65 C 920 920 339 339 581 3,818 2,207 1,809 0,578 SB 2898 1,589 2,225 97i 0.77 0 920 920 248 248 672 3,616 2,473 1,343 0.640 NE 35 STREET NE 29 STREET NB LS 2,89E 1,394 1908 1,028 0.85 C 1,472 1,472 623 523 949 4,368 2,391 1,977 0,647 SB 2496 1,589 2,225 • 871 0,77 A 2,252 2,252 416 416 1,896 5,140 2.641 2,007 0.573 NE 29 STREET NE 20 STREET NB LS 2,600 1,915 2.981 119 0.95 E 1,472 5,472 623 523 949 4,272 9,204 1,068 0.750 SE 2.000 890 1,246 1,554 0.46 0 2,252 2,252 416 416 1,835 5,052 1,662 3,390 0329 NE 20 STREET NE 19 STREET NB LS 2A00 1,605 2,247 553 0.80 0 1,472 1,472 523 523 940 4,272 2,770 1,502 0.540 SS 2,500 970 1,35E 1,442 0.49 O 2,252 2,252 418 416 1,538 5,052 1,774 3,278 0.351 NE 19 STREET NE 15 STREET NB HS 2,800 1,75E 2,463 937 0.8E E 1,469. 900 2,429 442 44 486 1,943 5,229 2,949 2280 0.564 SB 2,800 1,252 1,753 1,047 0.03 0 2249. 980 3209 353 59 436 2,773 6,009 2,169 3,820 0.354 NE 15 STREET NE 14 STREET NB 45 2,800 1,674 2,344 468 0.84 E 1,028 960 1,99E 676 44 722 1,26E 4,788 3,056 1,722 0.640 SB 2,800 919 1,287 1,513 0.46 0 1,508 960 2,799 486 59 53E 2,230 6,668 1,825 3,743 0.92E NE 14 STREET NE 19 STREET NS HS 4,096 1,874 2,344 1,752 0.57 D 1,706 960 2,666 752 44 796 1,870 0,782 3,140 3922 0.464 SB E 4,098 919 1,287 2,809 0,31 0 2,455 960 3,446 506 53 569 2,887 7.542 1,646 5,696 0,245 NE 13 STREET 1-195 NB E HS 4,09E 1,791 2,423 1,873 0.59 0 1,70E 960 2,606 740 44 792 1,874 0.782 3,215 3,507 0.475 58 E 4,090 1,697 2,37E 1,720 0,68 0 2745E 960 3,446 496 53 551 2,895 7,542 2,927 4,015 0.355 1.396 NE 6 STREET NB E 145 6,024 1,432 2,006 3,019 040 0 2,48E 900 3,446 367 61 426 3,018 8,470 2,433 8,037 0.257 SB E 4,096 1,506 2,108 1,985 0,51 D 1,708 980 2,666 398 53 461 2,216 6,782. 4559 4,203 0.375 NE 6 STREET NE 3 STREET I48 HS 5,024 1,896 2,374 2,650 047 0 1,706 000 2,655 877 91 760 1,898 7,690 3,142 4,548 0409 SB 6,024 746 1,044 3,960 0.21 0 2,499 960 3,44E 489 70 559 2,607 0,470 1,803 6,687 0.169 NE 3 STREET NE 1 STREET NB HS 5,024 1,69E 2,374 2,650 0.47 D 2,498 1,440 3,926 657 83 740 3,100 8,950 3,114 6,636 0.348 SB 5,024 745 1,044 3,080 021 0 2,226 1,440 3,666 994 56 460 3,216 8,690 1,434 7,196 0.172 C NE 1 STREET SE 1 STREET NB HS 5,024 1,847 2,588. 2,436 0.51 D 3,414 1,440 4,674 1,106 74 1,191 3,094 9,098 3,766 0,132 0.880. ❑ BB 5,024 561 1,205 3,519 0.24 0 306 1,440 1,746 61 80 141 1,805 6,770 1,346 6,424 0.199 C 5E 1 STREET SE 2 STREET NB HS 5,024 1,647 2,69E 2,495 0.51 0 78L1 1,440 2,220 187 108 293 1,927 7,244 2,879 4,366 0.997 Et pJ 86 5,024 881 1,205 3,619 0.24 C 1,440 1,440 79 73 1,567 6,464 1,278 5,186 0.198 0 SE 2 STREET SE 4 STREET NB E-1W HS 3,204 1,807 2,530 734 0.7E 0 2,080 2,660 203 203 2,677 6,144 2,733 9,411 0.445 0 NE 2AVENUEIBRICKELL AVENUE NE 20 STREET NE 10 STREET NB 8 LS 2,554 731 1,0233 1,561 0.40 0 713 713 198 196 515 3.297 1.221 2,076 0.370 0 SB E 2,584 512 717 1,887 0.25 0 713 713 519 118 504 3,297 038 2,461 1254 C NE 19 STREET NE 14 STREET NB E HS 2,584 711 1,023 1,501 0.40 0 480 480 22 22 456 3,004 1945 2,619 0.341 D SB E 2,564 512 717 1,807 0.2E 0 519 480 966 84 20 110 855 3,502 827 2,755 0.231 C NE 14 STREET NE 13 STREET NB E HS 2,584 731 1,023 1,501 0.40 0 460 480 22 22 456 3,064 1,045 2.019 0.341 D SB E 2,594 512 717 1,867 0,20 C 1,070 450 1,550 308 25 334 1,216 4,134 1,051 3,083 0254 C NE 13 STREET 1.305 39 E-119 HS 4,912 1,127 1,570 3,394 0.32 0 1,070 960 2,032 284 100d 384 1,646 6,942 1,962 4,580 0.283 C 1390 NE 3 STREET 08 E-1W 145 4,912 071 938 3,973 0.19 C 1,070 980 2,030 264 438 420 1,810 6,942 1,359 5,583 0.106 0 NE 3 STREET NE I STREET BB E•150 146 4,912 871 939 3,973 0.19 0 1,330 1,440 2770 234 111 345 2425 7,802 1,204 6,398 0.107 C NE 1 STREET PLACLER STREET 36 E•IW 645 4,912 871 939 3,073 0.19 0 552 1,440 1,992 68 114 202 1,790 8,904 1,141 5,763 0.185 0 FLAOLER STREET SE 1 STREET 96 E-1W HS 4,912 071 939 3,973 O.19 C 1,440 1,440 114 114 1,326 8,352 1,053 5,299 0.186 C SE 1 STREET SE 2 STREET SB E-1W HS 4,912 871 939 3,973. 0.10 0 1,318 1,440 2,766 351 161 602 2,254 7,868 1,441 5,227 0.185 C SE 2 STREET SE 4 STREET SB E-1W HS 6,002 671 939 6,093 0.16 C 1,346 2,890 4,226 370 151 921 3,705. 10,258 1,460 6,796 0.142 C SE 4 STREET SE 8 STREET NB E HS 2,720 1,197. 1,876 1,044 0.62 D 1,348 991 2,306 366 104 526 1,777 5,025 2,205 2,621 0.439 D SB E 4,096 1,340 1,878 2,220 040 0 688 1,920 2,486 116 300 475 2,011 9,502 2,351 4231 0,357 D 5E 8516E37 SW 13 STREET 46 E HS 2,720 798 1,114 1,606 0.41 D 586 980 1,463 2,969 240 184 276 650 2,309 5,709 1,794 3,915 0.314 0 SB E 2,720 1,346 1.883 817 0.69 D 686 1.520 1,453 3,949 119. 360 692 1,171 2,778. 8,089 3,054 3,815 0.498 0 01513 STREET SW 15 ROAD NB E HS 2,720 609 844 1,076 0.31 0 308 990 1,493 2,729 156 86 276 617 2,212 6,440 1,361 4,0E8 0.250 0 56 E 2,720 7,476 2,080 654 0.76 0 906 960 1,453 2,729 26 97 692 815 1,914 6,449 2,881 2,068 0.529 D SW 15 ROAD RIC0ENSACKER CS1NY NB B LS 2,720 019 1,194 1,588 0.42 0 906 306 138 198 168 3,026 1,272 1,764 0.420 0 SB E 2,720 1,364 1,910 810 0.70 0 906 306 22 22 284 9,026 1,932 1,094 0.63E D SOURCE: KEITH AND SCHNAPS, P.A. NiTRANPLANUPROJECT5i20011167164TABLE5111 MATRIX.50K4 Pegs 2 015 TABLE 21.A7 DOWNTOWN MIAM1 DR/ UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX SIR M1AM1 ADO%• TE❑ EARRIDOiNEHICULA LOS 111 TYPE 1CAPACITY ROADWT3E AY M1OE1 SIT " � SE ENTTOT•A IROADWAY �• PROM 10 ROADWAY Pi E41 PERS-TRIP 'PIERS CAPACITY]ROADWAY' @PPV. EHICUI.Al� 1.6 VOLUME -TRIP VOLUME arPPV= 1A [61 EXCESS PERSON TRIP CAPACITY (71 ROADWAY PERSON TRIP 151 BUS PER -TRIP CAPACITY LOAD= l81 MOVER PERK -TRIP CAPACITY LOAD. (151 MIL PERS.TRIP CAPACITY LOAD. [11] TOTAL TRANSIT PERS-TRIP CAPACITY PERSON [12] TRANSIT -TRIP VOLUME 1131 TOTAL TRANSIT PERS VOLUME 141141 TRANSIT PERS-TRIP EXCESS CAPACITY [15] ' 1191 SEGMENT SEGMENT PERSON PERSON TRIP TRIP CAPACITY VOLUME [Yir SEGMENT PERS-TRIP EXCESS CAPACITY [16] SEGMENT PERSON 7RIP fTJ, 0.007 BUS -METRO- MOVER METRO. RAIL WC LOS NE 1 AVENUE`- NE 17 STREET NE 14 STREET NB E HS 600 1,200 0: 0 1,260. 0.00 A 480 480 490 1,760 0 1,780 0.000 A 58 E 000 1,240 0 0 1,280 0.00 A 480 480 460 1,760 0 1,760 0.000 A NE 14 STREET 1.395 NB E•135 HS 3,070 4,912 1,143 1,600. 3,312 0-33 0 1,226 960 2,166 468. 44 612 1974 7,090 2,112 4,986 0298 0 14395 NE 6 STREET NB E•135 HS 3970 4,912 599 939 4,073 0.17 G 1,226 960 2,186 434 47 461 1,795 7.09E 1,320 5,775 0.166 C NE 6 STREET FLAGLER STREET NB E-1W HS 3,070 4,912 599 039 4,073 0.17 C 2,114 1,440 3,654 578 91 964 2,885 8469 1,500 13956 0.176 C FLAGLER STREET SE 1 STREET NB E•IW HS 9,070 4,912 599 639 4973 9.11 C 2,114 1.440 3,554 405 74 479 3,075 8,466 1,310 7,146 0.156 C SE 1 STREET SE 2 STREET NB E-1W HS 9970 4,912 599 699 4,073 9.17 0 534 1,440 1,974 69 100 174 1,600 6,680 1,013 5373 0.1a7 C N. MIAMI AVEN51B58. MIA64! AVENUE NE 2D 31kttf NE 17 STREET SB E-1W LS 3,070 4,912 392 549 4.353 0.11 C 156 156 4 4 152 6,065 563 4,515 0.109 G NE 17 STREET NE 14 STREET SB E-1W LS 3970 4,912 392 549. 4,063 9.11 0 156 156 4 4 162 6,066 553 4,515 0.109 0 NE 14 STREET NE 0 STREET S6 E-1W H9 3,070 4,912 392 349 4,369 0.11 0 156 1.483 1,659 4 259 260 1,359 6,591 6479 5,722 0.124 C NESSTREET NE STREET SB E-IW HS 3,070 4,912 400 560 4,352 9,11 C 534 1,463 1,997 62 240 322 1,676 3909 682 6,027 0.120 0 I NE 4 STREET FLAGLER STREET 96 E-1W HS 2,040 3,254 400 560 2,704 017 C 534 1,463 1,997 53 240 329 1,674 5261 563 4.378 0.168 C FLAGLER STREET SE 6 STREET 9B E-1W LS 3,070 4912 1,041 1,457 3,455 0.30 ❑ 534 534 261 261 283. 5,440 1,706 3,738 0.314 ❑ 5E 6 STREET SE B STREET NB E-1W HS 2,040 3,244 1,041 1,467 1307 0.45 0 . 594 960 2,926 4,419 68 164 593 796 3,624 7,663 2,262 5A31 0293 D $E 8 STREET SW 12 STREET NB E-1W FPS 2940 3,264 1993 1990 1,734 0,47 0 780 960 2,425 4,665 167 164 553 904 3,761 7,929 2,434 5,495 0.307 0 SW 12 STREET SW 13 STREET NB E-11141 HS 2,040 3,264 1,099 1,590 1,734 0,47 0 750 980 2,926 4,666 1B7 184 553 904 3,761 7,929 2,434 5,495 0.307. 0 SW 13 STREET SE 15 ROAD NB E }1S 500 1,280 396 431 849 034 0 960 960 82 02. 876 2,240 513 1,727 0.229 C SB E 600 1,280 60 84 1,196 007 C 960 983 93 94 897 2,240 177 2,063 0.079 C NW 1 Avatars NE 5 STREET NE 7 STREET NB E HS 1,700 2,720 179 246 2,474 0,00 0 2,925 2,925 1,286 1,266 1,659 3,645 1,512 4,133 0268 0 5E E 1,700 2,720 449 629 2091 0,23 0 2,925 2,926 513 613 2,412 9,645 1,142 4,503 0202 0 NE 7 STREET NE 1 STREET NB E HS 1,700 2,720 179 246 2,474 0.09 C 2.925 2,925 1258 1,258 1,687 8,645 1,5114 4,141 0288 C 89 E 1,700 2,720 449 929 2,031 023 C 2,925 2325 513 613 2,412 5,645 1,142 4,503 0,202 C NE 1 STREET FLACLER STREET NB E HS 800 1,280 176 246 1,094 0.14 C 2,925 2,925 1,268 1,258 1,6157 4,205 1,604 2,701 0,358 D SB E 1,700 2,720 449 829 2,091 0.23 C 2925 2,925 513 513 2,412 5,645 1,142 4,503 0.202 C FLAGLER STREET SE 2 STREET N8 E 1,615 2,484 176 246 2,339 0.10 C 2,584 246 2,338 0.095 0 SB E 1,615 2,564 449 926 1,963 0.24 C 2.584 629 1,955 0.243 0 61311 AVENUE N. MIAMI AVENUE SW 7 STREET 8B E-1W LS 3,070 4,912 1,003 1,404 3,508. 0.29 C 534 534 246 246 288 5,448 1,650 3,796 0.303 0 SW 7 STREET SW 8 STREET SB E-1W HS 2,040 3,264 1,003 1,404 1,060 0.43 ❑ 534 2,925 3,459 246 1,655 1,901 1,558 8,723 9,906 3,418 0492 D SW 8 STREET SW 13 STREET 58 E-1311 HS 2040 3,264 779 1,091 2173 0,33 0 2,925 2,925 1,690 1,690 1,235 6,189 2,781 3,408 0449 D NW 2 AVENUE NW 11 STREET NW 8 STREET me E 115 600 1,280 252 353 927 025 915 2,925 3240 136 684 020 2,420 4,520 1,173 9,347 0.260 85 E 800 1,280 207 200 990 0.24 915 1,463 1,776 68 692 780 1,018 3,055 1,050 2,005 0.343 NW 8 STREET NW 6 STREET NB E HS 800 1,280 700 980 300 0.77 1,675 2,925 4,800 884 684 1,540 3,252 6,080 2,528 3,552 0,415 BB E 603 1,260 259 383 917 025 510 1,483 1,973 143 692 835 1,139 3,253 1,198 2,055 9368 NW 6 STREET MN 5 STREET NB E HS 540 1,344 700 9E9 364 0.73 1,574 2,925 4,599 782 686 1,488 3,131 5,943 2,448 3,495 0.412 BB E 840 1,944 259 343 981 0.27 1,463 1,483 992 692 771 2,807 1,055 1,752 0.3'16 NW 5 STREET NW 3 STREET NB E HS 840 1,344 700 960 364 0.73 1,674 2,925 4,599 782 689 1,46E1 3,131 5,943 2,448 3,495 0.412 SB E 640 1,344 259 363 981 027 824 1,443 2967 95 642 787 1,303 3,431 1,150 2,261 0.335 NW 3 STREET NW 1 STREET NB E 1.5 1,615 2,584 700 960 1,604 0.36 1,874 1,974 419 459 1,255 4,268 1,399 2,659 0.329 SB 800 1240 2E9 365 917 026 424 624 99 93 531 1,904 456 1,44E 0.239 NW 1 STREET SW 1 STREET NB LS 1,615 2,5E4 790 980 1,604 0,38 514 114 45 46 65 2,69S 1,026'. 1,672 0.350 SB 809 1,250 259 359 917 026 624 524 93 90 531 1,904 466 5,44E 0.239 SW 1 STREET SW 2 STREET NB 1,615 2,584 891 967 1,617 0.37 2,584 987' 1,617 0374 • 55 1,615 2,594 852 919 1671 0.35 2,504 913 1,871 0353 SW 2 STREET SW 7 STREET NB HS 800 1,280 941 967 313 0.76 1.463 1,463 291 281 1,152 2,743 1,248 1,446 0,455 86 830 1280 652 913 367 0.71 1,463 1,469 692 992 774 2,743 1,605 1,138 0,585 SW 7 STREET SW S STREET N8 HS 1,616 2584 691 967 1,617 0.37 1,463 4,469 261 291 1,162 4,047 1,245 2,799 0.309 SB 1,815 2,584 552 913 1,675 0.35 156 1,469 1,619 6 692 696 921 4,203 1.611 2,592 0,383 SW 8 STREET SW 11 STREET NO HS no 1,286 691 967 313 0.76 1,463 1,968 276 276 1,157 2,743 1,243 1,500 0.459 36 900 1,260 652 913 367 0,71 105 1,469 1;619 8 692 899 925 2,899 1,811 1288 1,500 0.650 0453 'II SW 11 STREET SW 15 STREET NB SB HS 690 800 1,280 1,280 991 552 967 913 313 367 0.76 0.71 1463 1,463 1,469 1,463 276 592 275 692 1,187 771 2,743 2,749 1,243 1,605 1,138 0.586 D SW TS STREET SIN 15 ROAD NB 1,915 2,584 216 302 2,262 0.12 2,584 302 2,282 0,117 C SB 1,615 2,584 232 305 2,169 0.15 2,564 396 2,185 0.133 C L SOLACE HEITH AND SCHNARS, P.A. II1TRANPLAN4PROJECTS\20051167181TABLES511MATEDX.Wlf4 Page 3 of TABLE 21,A7 DOWNTOWN MIAMI DRI UPDATE PERSON -TRIP VOLUME AND CAPACRY EXISTING CONDITIONS MATRIX '"'� DM a "n * $' T T *mm m "�• mmmmmmmmmmmm mmmmmm mmmmmm m mmmmmmm w� f71 I:ORRIDORJEHICU TYPE RDARWATIdO6E� - `"-A�O❑E 3E3M£NTTC'fAL I^'" 1 r IiROADWAY FROM TO 121 ROADWAY CAPACITY 131 PERS-TRIP CAPACRY OPP,. 1.6 f41 ROADWAY -1.0CULA3 VOLUME tol PERS TRIP VOLUME OpPPVa 1.4 01 MESS PERSON TRIP CAPACITY' ice' ROADWAY PERSON TRIP 022"LOS 1111 BUS PER -TRIP CAPACITY LOAD.. 191 MOVER PE44S-TRIP CAPACITY LOAD= I161 RAIL PERS-7R4P CAPACITY LOADS 111! I TOTAL TRANSIT PERS.TRIPr CAPACITY! _.a. 112] TRANSIT ! PERSON -TRIP VOLUMO pi 3] '- 041 TOTAL TRANSIT TRANSIT :FERS-TRIP PERS EXCESS [1 SEGMENT PERSON TRIP CAPACRY 1 115] 1 SEGMENT PERSON TRIP VOLUMH 006 SEGMENT PERS-TRIP EXCESS CAPACITY SEGMENT PERSON TRIP BUS METRD. MOVER METRO- M14,__VOLUME,CAPACITY WC I. W 3 AVENUE 0000000 0 000000 000000 0000000000 0 0 0 O 000 0 0 0 0 0 U I C NW 20 STREET NW 17 STREET N6 800 1,290 200 280 1,000 0.22 ! 1,260 284 1,000 0219 SB 000 1,290 204 266 994 0.22 1,280 286 494 0.223 C NW 17 575EE7 NW 14 STREET NB LS 900 1,280 200 260 1,000 0.22 059 5591 198 198 361 1,839 476 1,361 0260 0 BB 800, 1,260 204 260 994 0.22 559 9591 140 140 418- 1239 425 1,413 0232 0 NW 14 STREET NW 9 STREET NB LS 600 1,280 200 260 1,000 022 114 114 66 58 56 1,394 136 1,056 0,242 0 96 909 1,280 204 266 994 0.22 114 1141 18 58 96. 1,394 304 1990 0218 0 7JW 9 57RE0T NW S STREET N8 3.070 4,912 1,102 1,543 3,369 0.31 [ 4,912 1,543 3,369 0.314 0 NW SSTREET SW 1 STREET PI8 2,040 3994 1,102 1,543 1,721 0.47 3,264 1,543 1,721 0A73 D NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE EB LB 840 1,286 800 640 440 0.66 195 195 36 36 159 1,475 878 599 0.564 D WB SOO 1,280 491 687 693 0,54 145 195 28 28 167 1,476 715 760 0.465 0 N. MIAMI AVENUE NW 3 AVENUE EB WB LS 1,615 1,516 2,584 2984 600 491 840 697 1,744 1,497 0.33 0.27 196 195 195 195 36 28 36 28 159 187 2,779 2,779 676 715 1,903 2,664 0.315 0.257 0 C NW 381E01,4E 1.96 E9 LS 1,700 2,720 800 840 1,080 0.31 195 195 36 36 159 2,915 676 2,039 0.901 0 WO 1,700 2,720 491 687 2,033 026 195 195 28 28 167 2215 715 2,200 0.245 C NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND 9AYSHORE DRIVE EB LS 049 1,344 304 426 915 0.32 45 45 24 24 21 1,368 450 999 9.324 0 568 840 4,344 322 451 893 0.34 45 45 18 18 27 1944 469 429 0.336 0 BAYSHORE DRIVE BISCAYNE 6LV0 E6 L5 940 1,344 340 476 684 0,96 546 546 74 74 472 1,590 550 1,340 0.291 D WB LS 840 1,344 346 483 861 0.36 270 270 37 37 233 1,614 528 1,094 0.322 0 615GAYNE BLVD N. MIAMI AVENUE EB 900 1,280 182 255 1,026 0.20 1,280 255 1,025 0.199 C W8 800 1,250 256 357 923 0.26 1,280 957 023 0.279 0 NE 14 STREET 05759105E DRIVE 84504.YNE BLVD EB LS 1,615 2,584 212 297 2,267 0.11 2,008 2,000 646 448 1,162 4,592 1,143 3,449 0.244 C WB 1,615 2,584 105 147 2,437 0.08 2,739 2,739 774 774 1,965 5,323 921 4,402 0,173 C BISCAYNE BLVD NE 7 AvETALE EB LS 1,815 2,684 160 224 2,35D 009 682 632 296 288 396 3,268 510 2,756 0.156 C 058 800 1,280 174 244 1,038 0.19 682 682 236 239 444. 1,902 482 1,460 0.248 0 NE 1 AVENUE N 441APA ASONUE EB i L5 1,616 2,684 160 224 2,350 0.09 130 130 46 46 84 2,714 270 2,444 0.099 C WE j 900 1,240 174 244 1,036 0.16 530 130 14 14 118 1,410 254 1,152 0.183 C N MIAMI AVENUE NW 2 AVENUE E9 I LS 600 1,280 160 224 1,056 0.18 130 130 46 46 84 1,410 270 1,140 0.191 C , 946 i 800 1,290 174 244 1,036 0.19 130 130 14 14 116. 1,410 255 1,152 0.183 C NW 2 AVENUE NW 3 AVENUE E8 LS 800 1,280 1S0 224 1,066 0.16 445 445 114 114 331 . 4.725 339 1967 0.196 C - , 856 ' 800 1,200 174 244 1,036 0.19 445 446 142 142 303 1,725 386 1,339 0.224 C NW 3AVENUE 1.95 E9 800 1,200 172 241 1,039 0,19 , 4,290 241 1939 0,185 C , WB 600 1,250 186 274 1.000 021 1,280 274 1,006 0.214 C 1 NE 11 STREET 1'.'W3AVENUE 1.05 WB' LS 2940 3264 180 252 3,012 9.08 114 114 16 18 40 3,378 268 3,110 0.079 C NE 10 STREET N4N3AVENUE 1-95 E6 LS 2,040 3254 133 166 3,078 006 114 114 54 64 60 3,379 240 3,138 0971 0 NE 6 STREET,ORT BOULEVARD E.OF PORT 6RIOGE SISCAYNE BLVD E6 2,560 4,696 1,278 1,789 2,307 0.44 4,096 1,789 2,307 any 0 VYB 2,960 4996 694 632 3,264 020 4,098 932 3,264 0.203 C BISCAYNE BLVD NE 1 AVENUE YOB HS 3,070 4,912 014 960 4,052 0.18 2,890 2,090 214 214 2,666 7,792 1,074 6,716 0.138 C NE 1 AVENUE N MIAMI AVENUE WB HS 3,040' 3,264 614 900 2,404 0.26 666 2.880 3,766 1419 214 403 3,385 7,032 1,263 6,769 0.150. C N?AAMI AVENUE NW 1 AVENUE M46 HS 2,040 3,264 814 660 2,404 026 510 2,840 3,340 941 214 955 3,035 6,654 1.215 5,438 0.183 C NW 1 AVENUE NW 1 CT WU HS 2,040 3,264 914 860 2,404 0.26 2,660 2,880 214 214 2,686 6,149 1,074 5,070 0,175, C 61144 1 CT NW 2 AVENUE WB LS 2,040 3,254 614 860. 2,404 0.26 315 315 75 75 240 3.679 B35 2,644 0261 C NW 2 AVENUE NW 3 AVENUE 858 15 2,040 3,264 814 860 2,404 0.26 309 909 132 132 177 3,573 092 2,501 0278. C NN! 3 AVENUE 1.95 WS I LS 3,070 4,912 614 660 4,062 0.19 309 309 132 132 177 5,221 992 4,229 0.1110 C SOURCE: KE1TH AND SCHNAR9, P.A. N:VTR4NPLM18PROJECTSl20611167164TABLESl11 MATR!KWK4 Pogo 5 o4 5 TABLE 21.,47 DOWNTOWN MWM1 DR UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX ROADWAY FROM TO D1R MIAMI ADOP- TED LOS [11 SORRI00 TYPE T fN$I M"0CIE - 9LO/AENTTOTAL 21 ROADWAY -EHICULAR CAPACITY, pi PERS:TRIP CAPACITY 6t,PPV. 1.6 4] ROADWAY ENICULAPI I VOLUME P51 PERS-TRIP VOLUME 61PPV= 1.4 1.4 I0] EXCESS PERSON TRIP CAPACITY P] ROADWAY PERSON TR P 151 BUS PER -TRIP CAPACITY LOAD. [91 MOVER PERS-TRIP CAPACITY LOACIo [10 RAIL PERS-TRIP CAPACITY" LOAD. {11] TOTAL TRANSIT PERS-TRIP CAPACITY TRANSIT PERSON.TRIP VOLUME [13] TOTAL TRANSIT PERS VOLUME [14] TRANSIT PERS-TRIP EXCESS CAPACITY [15] SEGMENT PERSON TRIP CAPACITY 116] SEGMENT PERSON TRIP VOLUME SEGMENT PERS-TRIP EXCESS CAPACITY lay SEGMENT PERSON TRP SUS ME'Ni0- MOVER METRO • RAIL WC . LOS WC LOS f2STREET BRICKELL AVENUE S. MIAMI AVENUE ES LS 1,615 2.584 834 1,168 5,416 0.45 ' 0 260 280 96 96 164 2.644 1,284 1,580 0.444 D WB 1,615 2,584 421 589 1,095 0.23 - C 520 520 271 271 249 3,504 860 2,244 0.277 C S. MIAMI AVENUE SW 1 AVENUE EB LS 1,615 2,554 534 1,186 1,416 0.45 0 2S0 060 98. 96 154 2,644 1,254 1.580 0.444 D WB 1,615 2,554 421 589 1996 0.23 C 260 260 84 84 176 2,644 673 2,171 0.237 C SW 9 AVENUE 559 55 ROAD EB 1,615 2.584 446 524 5,960 024 D 2,554 824 1,960 0.241 O WB 1,616 2,564 1,234 1,728 E56 0.67 D 260 280 92 92 158 2,644 5,820 1,024 0.640 D SR 63010395469ACARTHUR CSWY PALM ISLAND ENTR SAYSHORE DRIVE EB HS 6,996 9,584 2,255 3, t71 6,419 9.53 B 1,340 1,345 662 562 666 10,932 3,833 7,099 0.361 B 648 5,990 9,564 2,558 3,551 6,003 0.57 B 1,340 1,345 435 438 910 10,932 4,015 6,912 0.356 B BAY5HORE DRIVE N. MIAMI AVENUE EB H5 5,900 9,564 2,649 3,709 5,675 0.38 B 9,584 3,705 5,675 0.307 B 1MB 5,990 9,564 4,334 10E5 3,516 0.53 C 9,584 5,065 3,518 0.693 C N. 698161 AVENUE 1.95 EB HS 5,990 9,554 2,649 3,709 5,675 0.39 B 9,584 3,709 5,676 0.387 B WB 5,990 9,564 4,334 8,06E 3,516 0.63 C 9,684 8,068 3,516 0.693 C 1-95 NW 12 AVENUE EB HS 8,170 19,072 1800 6,129 4,952 0.62 C 13.072 5,120 4,052 0.621 C WB 8,170 13,072 4,773 5,582 8,390 161 C 260. 260 140 14o 120 13,332 6,622 6,510 0.612 C NW 12 AVENUE NW 17 AVENUE EB FIB 5,990 9,584 4,208 6,891 3,693 0.61 C 9,564 5,691 3,683 0.816 C WS 5,990 9,884 4,796 6,714 2,870. 0.70 0 9,564 6,714 2,870 0.701 D NW 17 AVENUE NW 27 AVENUE ES HS 8,170 19,072 4,062 6,587 7,365 0.44 B 13,072 5,587 7,355 0.436 B WB 8,170 13,072 4,748 5,547 6,425 151 C 13,072 6,647 6,426 0.606 C NW 2T AVENUE NW 97 AVENUE EB HS 8,970 19,072 5,235 7,329 5,742 0.58 C 13,072 7,325 5,743 0.561 C WB 8,170 13,072 4,508 6,396 8,577 049 C 13,072 6,396 6,677 0.489 C NW 97 AVENUE NW 42 AVENUE EB HS 5,920 9,584 3,167 4,434 6,450 D.4S C 9,564 4,434 6,150 0.463 0 WS 5,990 9,554 4,522 5,751 2,639 0.713 D 5,584 6,751 2,693 0.704 0 19W42 AVENUE NW 57 AVENUE ES 5,990 9,584 6,196 6,674 910 0.91 E 0564 8,674 910 0.905 E INS 5,950 9,654 5,457 7,840 1,944 050 ❑ 9,584 7,640 1,944 0.797 0 NW57 AVENUE NW72AVENIIE EB 5,990 9,584 3,154 4,416 6,198 148 C 9,554 4,416 6,06E 0451 C WB 5,990 9,584 5,280 7,532 2,052 0.79 0 8,584 7„532 2,052 0.786 D NW 72 AVENUE SR828 60 5,990 9,554 5,789 6,105 5,479 0.86 E 9,554 8,105 1,479 0.546 E WB 5,990 9,584 5,908 6,271 1,313 0.68 E 9,584 8,271 1,313 0.863 E 04826 N1N87 AVENUE EB 8,170 13,072 4,114 5.760 7,312 0.44 B 15,072 5,760 7212 0441 C WB 8,170 12,072 4,860 1804 8,258 0.52 C 15,072 8,804 626E 0.521 C NW 87 AVENUE NW 107 AVENUE EB 5,990 9,584 3,226 4,515 6,069 0.47 C 9,584 4,516 5,069 0.471 C WS 5,995 9,554 5,289 7,419 2,165. 0.77 D 9,5E4 7,419 2,155 0.774 D BR970ICOW NTOW N DISTRIBUTOR 1.95 BRICI[ELL AVENUE 65 E HS 3,900 6,240 1,229 1,721 4,619 028 A 6240 1,721 4,559 0276 A WB E 3,909 6,240 1,357 1,942 4,298 0.91 B 6,240 1,942 4,298 0.911 8 95 1.195 96 835 NB HS 10,690 17,104 7,241 10,137 6,967 0.59 C 1,560 1,650 728 728 832 18,664 10,865 7,799 0.552 5E 10,690 17,104 5,973 6,882 8,742 0.49 C 17,104 5,362 8,742 0.459 SR 536 NW 5 STREET NB HS 10,690 17,104 5,590 13,246 6,858 048 C 1,580 1,560 728 726 832 18,664 8,974 9,690 0.451 SB 10,690 17,104 5,148 7,204 9,900 0.42 9 17,104 7,204 9,900 0.421 NW 6 STFMET SW 1 STREET NB HS 10,590 17,104 5,890 5,246 6,858 0.48 C 17,104 6,24E 8,858 0.452 SB 10,590 17,104 5,145 7,204 9,900 0.42 B 17,104 7.204 9,900 0.421 SW 1 STREET SW 8 STREET NB HS 10,590 17,104 5,890 8,246 8,858 046 C 17,104 8,245 8,858. 0.482 SB 10,590 17,104 5,545 7,204 9,900 0.42 B 17,104 7,204 9,900 0.421 SW6STREET 05926 ROAD NB HS 10,690 17,104 4,269 6,977 11,127 0.35 0 17,104 5,977 11,127 0.949 SS 10,590 17,104 2,045 3,704 13,400 0.22 A 17,104 3,704 13,400 0.217 SW 26 ROAD S. DENTE HIGHWAY NB HS 4,090 6,544 4,26A 5,977 567 091 E 6,544 5,977 567 0.913 SB 4,090 6,544 2,648 3,704 2,640 0.57 C 6,544 2,704 2,840 0.566 NOT Es} I] CORRIDOR TYPES ARE ASSIGNED USING THE GUIDELINES FROM THE TRANSPORTATION CORRIDORS METHODOLOGY. 21 THE ROADWAY VEHICULAR CAPACITY IS °STAINED FROM TABLE 21.A2. 131 PERSON -TRIP CAPACITY IS CF771VED SY APPLYING A 1.5 VEHICLE OCCUPANCY TO THE VEHICULAR CAPACITY. THE 1.6 VEHICLE OCCUPANCY IS. OBTAINED FROM THE CITY'S ADOPTED COMPREHENSIVE PLAN AND RULE9J-5.007-0{3}. 4] THE ROADWAY VEHICULAR VOLUME IS OBTAINED FROM TABLE 21.A2. 5] PERSON -TRIP VOLUME IS DERIVED BY APPLYING A I VEHICLE OCCUPANCY TO THE VEHICULAR CAPACITY. THE 1.4 VEIICLE OCCUPANCY IS OBTAINED FROM COMPREHENSIVE STUDY PERFORMED BY THE CITY IN 1989. 5] THE EXCESS PERSON TRIP CAPACITY IS CERIVE4 EY SUBTRACTING COLUMN (5} FROM COLUMN (31. 7{ THE PERSON TRIP LOS IS PROVIDED CONSISTENT WITH THE 1955 LOS 155ANIJAL (SEE TABLE 21A81. 6} THE SUS PERSON -TRIP CAPACITY IS OBTAINED FROM TABLE 21A4 FOR AM AND 21A5 FOR PM, 0) THE METROMOVER PERSON -TRIP CAPACITY IS OBTAINED FROM TABLE 21A8. 10 THE METRORAIL PERSON -TRIP CAPACITY 15 OBTAINED FROM TABLE 2tA7, 11 THE TOTAL TRANSIT PERSON -TRIP CACAITY IS OBTAINED BY ADDING BLS, METROMOVER, AND METRORAIL CAPACITIES. 12 THE PERSON -TRIP VOLUME FOR BUS IS OBTAINED FROM TABLE 21A4 FOR AM AN021.A5 FOR PM THE PERSON -TRIP VOLUME FOR METROMOVER AND METRORAIL ARE OBTAINED FROM TABLE 21.4,8. 13 THE TOTAL TRANSIT PERSON VOLUME IS OBTAIND BY AIHIING BUS, METiOMOVER,AND METRORAIL VOLUMES. 14 THE TRANSIT PERSON -TRIP EXCESS CAPACITY 1S OBTAINED BY SUBTRACTING COLUMN [131 PROM COLUMN 1111 15 SEGMENT PERSON TRIP CAPACITY IS OBTAINED BY ACOING THE PERSON -TRIP VEHICULAR CAPACITY (COLUMN 131)AND THE TOTAL TRANSIT PERSON CAPACITY (COLUMN [11j). 16 SEGMENT PERSON TRIP VOLUME IS OBTAINED BY ADDING THE VEHICULAR VOLUME IN PERSON -TRIP (COLUM [541 AND THE TOTAL TRANSIT PERSON VOLUME {COLUMN [13]}. 171 SEGMENT PERSON TRIP EXCESS CAPACITY 15 OBTAINED BY SUBTRACTING COLUMN 116] FROM COLUMN 115]. 18] THE PERSON TRIP LOS IS PROVIDED CONSISTENT WITH THE 1998 LOS MANUAL [SEE TABLE 21.A00. 4J! C7 SOURCE: KEITH AND SCHNARS, PA. NTTRANPLANIPROJ ECTSYO051N 6718ITABLES111 MATRDLW K4 Page 1 of 7 TABLE 21.010 ❑OWNTOWN MIAMI DRI UPDATE YEAR 2099 PERSON TRIP CONDITIONS . ,, .-tom , j ROADWAY II FROM TO DIR MIAMI ADOP- TEO LOS FACILITY TYPE EXISTING LANES 'PM. AM/ COUNT DATE __�_ (1J EXISTING ' PERSON TRIP VOLUME __J2 _ YR 2009 BKG PERSON TRIP VOLUME 131 COMMI-. 1TE0 DSV, , YR 2009 TOTAL 8K0 PERSON TRIP [4r FUTURE PERSON TRIP CAPACITY TOTAL _ 151 BKG PERSON TRIP RI INC4I PROJ. PERSON TRIP YR 2009 TOTAL PERSON TRIP VOLUME [4 FUTURE PERSON TRIP CAPACITY TOTAL [5J TOTAL PERSON TR P PROJ, AS A % DF MAX SERVICE VOLUME PROJ. TRIPS GREATER THAN 5% YES/NO V!C ILOB, --ii din e+,mv'. ry p'n,o-Ar 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 o c c 0 c 0 0 0 0 0 0 0 0 0 0 0 0 0 LOS II BISCAYNE BLVD NE 54 STREET NE 46 STRET NB 4L0 AM 07/18/00 1.598 1,683 119 1,602 3,950 0.456 C 56 1,658 3,950 C 1.42% NO SB 2.833 2,984 183 3.147 3,950 0.797 0 93 3,240 3,950 O 2.35% NO NE46STREET 1-195 NB 4LD AM 09/12100 2,172 2,288 138 2,426 3,950 0.814 C 70 2,496 3,950 C 1.77% NO 09 1107 3,273 195 3,468 3.950 0.678 0 116 3,584 3,950 0 2.94% NO 1-195 NE 36 STREET NB 4L0 PM 08/291110 2,207 2,325 325 2.650 3650 0.671 0 180 2,830 3950 0 4.56% NO SB 2,473 2.605 256 2.661 1950 0.724 0 156 3,017 3950 0 3,950. NO NE 36 STREET NE 29 STREET NB 4LD PM 00129/00 2,391 2,519 519 3.038 4,446 0.683 0 240 3,278 4,446 0 5.40% YES SB 2,641 2,782 410 3,192 6,678 0.478 C 208 3,400 6,670 C 3.11% NO NE 29 STREET NE 20 STREET NB 4L0 PM 05/01/01 3,204 3,356 682 4,038 4,350 1928 E 300 4,338 4,350 E 8.90% YES SB 1,662 1,741 529 2,270 6,582 0345 O 260 2.530 6,582 0 3.95% NO NE 20 STREET NE 19 STREET NB 400 PM 00/03/99 2,770 2,935 773 3,708 4,350 0.852 E 292 4.000 4,350 E 6.71% YES SB 1,774 1,880 595 2,476 6,582 0,376 D 254 2730 6,582 12 3.66% NO NE 19 STREET NE 15 STREET NB 4L0 PM 09/07100 2,949 3,107 620 3,727 5,310 0,702 0 315 4.042 5,310 ❑ 5.93% YES SB 2,189 2,308 484 2,790 7,542 0.370 0 273 3,063 7,542 0 3.62% NO NE 15 STREET NE 14 STREET NB 4L0 PM 04/13/99 3,086 3,249 845 4,094 4,942 0.828 0 240 4,334 4,942 E 4.86% NO SB 1,525 1,934 648 2,582 7,174 0.360 0 208 2790 7,174 0 2.90% NO NE 14 STREET NE 13 STREET NB 61.0 PM 04/13I99 3,140 3,327 1,099 4,426 6,804 0.650 0 412 4,838 6,604 0 6.06% YES SB 1,846 1,958 834 2,790 9,036 0309 0 358 1148 9,036 12 3.950. NO NE 13 STREET 1.395 NB 6LD PM 08/17/99 3,215 3,406 1,313 4,719 6,804 0.694 0 749 5,468 6,604 0 11.01% YES 56 2,927 3,101 990 4,091 9,036 0,453 0 651 4.742 9,036 0 7.20% YES 1.395 NE S STREET NB 41_ AM 05/11/99 2,433 2,578 842 3,420 9,964 0343 0 457 3,877 9654 0 4.59% NO SB 3L 2,859 2,711 1,263 3,974 6,804 0.584 0 760 4,734 6,804 0 11.170. YES NE 6 STREET NE 3 STREET NB 80 PM 04/25/01 1142 3,291 1,138 4,429 7,732 0.573 0 495 4.924 7,732 0 6,40 % YES 53 1.603 1,679 861 2,540 9,964 0.255 C 429 2.969 9,964 0 4.31% NO NE 3 STREET NE 1 STREET NB 81.0 PM 04/25/01 1114 3,261 1,220 4,401 10,924 0,410 ❑ 532 5,013 10,924 0 4.87% NO 58 1.494 1,565 920 2,485 10,676 0.233 C 462 2,947 10,676 C 4.33% NO NE 1 STREET SE 1 STREET NB 8L0 PM 05/18/99 1766 3,990 965 4.955 11,764 0.421 0 390 5.345 11,764 0 3.32% NO SB 1,346 1,426 734 2,160 7,258 0.298 0 338 2,498 7,258 0 4.66% NO SE 1 STREET SE 2 STREET NB 8LD PM 05/1B/99 2,879 3,050 547 3,597 9,176 0.392 0 292 3,889 9,176 O 3.1B% NO SB 1.278 1,354 429 1,763 6,944 0.257 C 254 2,037 6,944 O 3.86715 NO SE 2 STREET SE 4 STREET NB B 20 2LOW AM 06/29195 2,733 2896 179 3,075 7,104 0.433 0 91 3,166 7,104 0 1.28% NO NE 2 AYENUWBRICKELL AVENUE NE 20 STREET NE 19 STREET NB E 4LU PM 07/08100 1,221 1,286 636 1.922 3,111 0.618 D 360 2,282 1111. D 11.57% YES SB E 336 881 529 1.410 3,111 0.453 0 312 1.722 3,111 0 10.03% YES NE 19 STREET NE 14 STREET NB E 4LU PM 07/06/00 1,045 1.101 647 1,748 3,064 0.570 0 397 2,145 3,064 D 12.96% YES SS E 827 871 537 1,408 3,405 0.414 0 345 1,753 3,405 D 10.13% YES NE 14 STREET NE 13 STREET NB E 4LU PM 07/06/00 1,045 1,101 524 1,625 3.064 0.530 0 345 1,970 3,064 D 11.26% YES 56 E 1,051 1,107 447 1,554 3,901 0.398 0 299 1,853 3,901 D 7.86% YES NE 13 STREET 1-395 SB E+20 31 AM 04125101 1,982 2,055 493 2,548 6,709 0.380 0 267 2,815 6,709 0 3.96% NO I-395 NE 3 STREET SB E+20 3L AM 04/26/01 1,359 1,423 398 1,821 6,709 0.271 C 197 2,016 6,709 0 2.94% NO NE 3 STREET NE 1 STREET SB E+20 3L AM 04/25101 1,284 1,345 438 1,783 7,917 0225 C 244 2,027 7,917 C 3.08% NO NE 1 STREET FLAGLER STREET SB E+20 3L AM 04/25101 1,141 1,195 461 1,858 7,328 0.226 C 244 1.900 7,328 C 3.33% NO FLAGLER STREET SE 1 STREET SB E+20 31. AM 04/25101 1,053 1,103 474 1,577 6,832 0231 C 302 1.879 6,332 C 4.42% NO SE 1 STREET SE 2 STREET SB E+20 3L AM 04125/01 1,441 1,509 347 1,856 9,560 0.194 C 180 2,036 9,560 C 1.86% NO SE 2 STREET SE 4 STREET S8 E+20 4L AM 04/25/01 1460 1,529 713 2.242 12,666 0.177 C 441 2,683 12,666 C 3.48% NO 5E 4 STREET SE 8 STREET NS 2L PM 06/29/99 2205 2,336 865 3,201 6,474 0.494 0 618 3,819 8,474 0 9.55% YES 58 3L 2,351 2491 1,153 3,644 6,578 0.554 0 712 4,356 6,578 0 10.82% YES SE 8 STREET SW 13 STREET NB 4LD PM 05/25199 1,794 1,901 435 2,387 5,705 0.413 ❑ 345 2,732 5,705 ❑ 6.05% YES 58 3,054 3,236 543 3.879 6,685 0.582 D 397 4,276 6,665 0 5.980. YES SW 13 STREET SW 15 ROAD NB 4L0 PM 06129/99 1,361 1,442 181 1,623 5,457 0.297 ❑ 98 1,721 6457 O 1.60% NO 50 2,881 3,053 225 3,276 5,457 0,601 0 112 3,390 5,457 0 2.050. NO SW 15 ROAD RICKENBACKER CSWY NB 4L0 PM 06/29199 1,272 1,348 174 1,522 3,034 0.502 ❑ 98 1,620 3.034 0 323% NO SB 1,932 2,047 215 2,262 3,034 0.746 0 112 2,374 3034 0 3.69% NO SOURCE KEITH /3/0 SCHNAPS, P.A. N:ITRANPLANIPROJECT5 /2001116716/TABLESl11MATRIX. WK4 Page 2 017 TABLE 21.D10 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO DIR MIAMI ADOP- TED LOS FACILITY TYPE EXISTING LANES AW PM COUNT DATE [1] EXISTING PERSON TRIP VOLUME YR 2009 BKG PERSON TRIP VOLUME [3] C❑MMI• TTED DEV. YR 2009 TOTAL BKG PERSON TRIP FUTURE PERSON TRIP CAPACITY TOTAL [5] BKG PERSON TRIP F81 INC-II PROJ, PERSON TRIP YR 2069 •. TOTAL i PERSON 1 TRIP VOLUME [4] FUTURE PERSON TRIP CAPACITY TOTAL [5] TOTAL PERSON TR P PROJ. AS A %OF MAX SERVICE VOLUME PROJ. 0 TRIPS CREATE THAN 5% YES/NO WC , LOS VIC I LOS NE 1 AVE' 1 NE 17 STREET NE 14 STREET NB E 2LU N/A NIA N/A N/A 772 772 1,760 0.439 0 120 892 1,76D 0.507 D 6.62% YES SB E NIA NIA 758 756 1,760 0.431 0 104 862 1,760 2490 D 5.91% YES NE 14 STREET 1-395 NB E+20 3L PM 04/25/01 2,112 2,212 674 3,066 6,841 0.451 0 247 3,333 6,841 0,487 D 3.61% N0 1.395 NE6STREET NB E+20 3L PM 05101/01 1,320 1,383 1457 2,440 6,841 0.357 0 420 2,860 6,841 0.418 D 6.14% YES NE 6 STREET FLAGLER STREET NB E+20 3L PM 05/01/01 1,508 1,579 926 2,504 8559 0.289 C 337 2,841 8,669 0.326 D 3.89% k N0 FLAGLER STREET SE 1 STREET NB E+20 3L PM 05101/01 1,318 1,380 935 2,315 8.660 0.267 C 225 2,540 8,669 0.293 D 2.60% NO SE 1 STREET SE 2 STREET NB E+20 3L PM 05/01/01 1,013 1,061 1,006 2,067 7,336 0.282 C 270 2,337 7,336 0.319 D 3.68% NO N. MIAMI AVENUE'S. MIAMI AVENUE NE 20 STREET NE 17 STREET SB E+20 3L AM 04/25/01 553 579 371 950 5,044 0.186 C 168 1,118 5,044 0.222 C 3.33% NO NE 17 STREET NE 14 STREET SB E+20 3L AM 04125/01 553 579 339 918 5,044 0.182 C 157 1,075 5,044 0213 C 3,11% NO NE 14 STREET NE 6 STREET SB E+20 3L AM O4/25/01 809 847 332 1,179 6,507 0.161 C 101 1,370 6,507 0.211 C 2.94% NO NE 6 STREET NE 4 STREET SB E+20 3L AM 04/25/01 882 924 413 1,337 6,879 0.194 C 215 1,552 6,879 0226 C 3.13% NO NE 4 STREET FLAGLER STREET SB E+20 2L AM 04125/01 883 925 421 1,346 5,231 0,257 C 240 1595 5,231 0.305 ❑ 4.76% NO FLAGLER STREET SE 6 STREET SB E+20 3L PM. 04/25/01 1,708 1,769 650 2,439 5,416 0.450 D 559 2,998 5,416 0,554 0 10.32% YES SE 6 STREET SE 8 STREET NE E+20 2L PM 04/25/01 2,252 2.359 44D 2,808 7,653 0.367 D 345 3,153 7,653 0.412 0 4.51% NO SE 8 STREET SW 12 STREET NB E+20 2L PM 04125/01 2,434 2,549 360 2,909 9,381 0.310 D 267 3,176 9.381 0.339 0 2.85% NO SW 12 STREET SW 13 STREET NB E+20 2L PM 04/25/01 2.434 2,549 255 2,604 9,381 0.299 D 163 2,967 9,381 0.316 D 1,74% NO SW 13 STREET 5E 15 ROAD NB E 21.1.1 AM 04/17/01 513 537 216 753 2,240 0.336 D 99 652 2,240 0.380 0 4.42% NO SB E 177 185 134 319 2,240 0.142 C 59 378 2,240 0.169 C 2.63% NO NW 1 AVENUE N£ 8 STREET NE 7 STREET N8 E 4LD AM 04/25/01 1512 1584 60 1544 5,645 0.291 D 31 1,675 5,645 0.297 0 0.55% NO S8 E 1,142 1,196 66 1,282 5,645 0.227 C 52 1,334 5545 0.235 C 0.92% NO NE 7 STREET NE 1 STREET NB E 4LO AM 04125/01 1,504 1,575 70 1,645 5,645 0.291 D 45 1,690 5,645 0299 0 0.805 NO SB E 1,142 1,198 102 1,298 5,645 0.230 C 75 1,373 5,645 0.243 C 1.33% NO NE 1 STREET FLAGLER STREET NB E 1L AM 04125/01 1,504 1,575 79 1.654 4205 0.393 D 35 1480 4,205 0A02 D 0.83% NO SB E 2L 1,142 1,196 116 1,314 5,645 0.233 C 58 1,372 5,645 0.243 C 1.03% NO FLAGLER STREET SE 2 STREET P18 E 4LU AM 04/25931 246 258 94 352 2,584 0.136 C 36 390 2,584 0.151 C 1.47% NO SB E 629 050 142 801 2,584 0.310 D 64 665 2,564 0-335 0 2.48% NO 3W 1 AVENUE N. MIAMI AVENUE SW 7 STREET SR E+20 3L PM 04/25/01 1,650 1,728 164 1,892 6,416 0.349 D 143 2,035 5,416 0.376 0 2.64% NO SW 7 STREET SW 8 STREET SB E+20 2L PM 04/25/01 3.305 3,462 179 3541 6493 0.544 D 176 3,817 5,693 0.570 ❑ 2.63 % NO SW 8 STREET SW 13 STREET SB E+20 2L PM 04/25/01 2,781 2,913 305 3,218 6,189 0.520 D 254 3r472 6.189 0.561 ❑ 4.10% NO 0 SOURCE KEITH AND SCI4NARS, P.A. N:ITRA14PLANIPROJ ECT5120011167161TABLES/11 MATRIX. WK4 Page 3of7 TABLE 21,D10 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO ❑IR MIAMI AD OP- TE0 LOS FACILITY TYPE EXISTING LANES AMI P COUNT DATE tl1 EXISTING PERSON TRIP VOLUME [2 YR 2009 S1CG PERSON TRIP VOLUME [3] COMMA- TM) DEV. YR 2009 TOTAL BKG PERSON TRIP 1 FUTURE PERSON TRIP CAPACITY TOTAL 151 EKG PERSON TR P (61 INC'S PROD. PERSON TRIP YR 2009 TOTAL PERSON TRIP VOLUME —74r FUTURE PERSON TRIP CAPACITY TOTAL [S] TOTAL PERSON TRIP PROJ. AS PROJ. A %OF TRIPS MAX GREATER SERVICE THAN 5%. VOLUME YES/NO LO VIC LO l'71WT VENUE ] NW 11 STREET NW 8STR£ET NB E 2LU PM 04/24101 1,173 1,229 435 1,664 4,515 0.369 0 202 1,86E 4,515 0.413 ❑ 4.47% NO SE E 1,050 1,100 376 1,476 3,053 0A63 0 176 1,652 3,053 0.541 D 5.76% YES NW 8 STREET NW 6 STREET NS E 2LU PM 04/25/01 2,528 2,645 374 3,022 8,979 0.337 D 112 3,134 8,970 0.349 0 1.25% NO 611 1,198 1,255 332 1,687 3,239 0A90 D 98 1,685 3,239 0.520 D 3.03% NO NW 6 STREET NW 5 STREET NB 2L0 PM 04/251101 2,448 2,564 364 2,926 9657 0.331 D 97 3,025 8,857 0.342 D 1.10% NO 68 1,065 1,105 324 1,429 2,607 0.509 D 85 1,514 2,807 0.539 D 3631 NO NW 5 STREET NW 3 STREET NS 2L9} PM 04125101 2,448 2,564 374 2,93E 8,657 0.332 D 112 3,050 8,857 0.344 D 1.26% NO SE 1,150 1,204 332 1,53E 3,427 0.448 D 98 1,634 3,427 0.477 0 2.86% NO NW 3 STREET NW 1 STREET NB 2L PM 04/25811 1,399 1,465 435 1,900 7,172 0.265 C 187 2,087 7,172 0.291 0 2.61% NO SS 1L 458 478 376 854 1,900 0.449 11 163 1,017 1600 0.535 D 6.551 YES NW 1 STREET SW 1 STREET NB 2L PM 04125/01 1.026 1,075 506 1,581 2,708 0.584 D 172 1,753 2,708 0.647 0 6.35% YES SS 1L 456 478 428 906 1,900 0.417 D 150 1,056 1,900 0.556 D 7.69% YES SW 1 STREET SW 2 STREET NS 4LU PM 04/25101 967 1,013 294 1,307 2,564 0.506 D 150 1,457 2,584 0.564 D 5,80% YES SS 913 956 223 1,179 2,564 0.456 0 130 1,309 2,584 0.507 D 5.03% YES SW 2 STREET SW 7 STREET NB 2LU PM 04/25/01 1,248 1,307 396 1,703 2,743 0.621 0 247 1,950 2,743 0.711 D 9.00% YES SE 1,605 1,661 207 1,978 2,743 0.721 0 215 2,193 2,743 0.799 D 7.84% YES SW T STREET SW 8 STREET NB 4LU PM 04125101 1,248 1,307 230 1,537 4,047 0.360 D 150 1,657 4,047 0.417 D 3.71% NO 69 1,611 1,887 304 1,991 4,179 0,476 D 172 2,163 4,179 0.518 D 4.12% NO SW 8 STREET SW 11 STREET NB 21.0 PM 04/25101 1,243 1,302 163 1,465 2,743 0.534 D 98 1,563 2,743 0.57'0 0 3.57% NO 58 1,611 1,687 212 1,899 2,875 0,861 D 112 2,011 2,876 0.699 D 3.90% NO SW 11 STREET SW 13 STREET NB 2LU PM 04125101 1,243 1,302 156 1,458 2,743 0.53E D 91 1,549 2,743 0.565 0 3.32% NO SE 1,605 1,681 202 1,883 2,743 0.86E 0 105 1,868 2,743 0.725 D 3.831 NO SW 13 STREET SW 15 ROAD ± NS 4LU PM 04/17101 302 316 74 390 2,584 0.151 C 26 416 2,684 0.161 C 1.01% NO SE 395 414 90 504 2,564 0.195 C 30 534 2,584 0207 C 1.181 NO NW 3 AVENUE NW 20 STREET NW 17 STREET NB E 2LU PM 07106100 280 295 20 315 1,280 0.248 D 22 337 260 0.263 D 1.72% NO ' SB E 286 301 15 316 1,280 0,247 D 20 338 260 0,263 D 1.56% NO NW 17 STREET NW 14 STREET NB E 2LU PM 07/06/00 478 504 51 555 1,636 0202 0 30 585 ,83E 0.318 0 1.63% NO 58 E 426 449 37 486 1,638 0.264 D 26 512 ,83E 0.279 0 1A11 140 NW 14 STREET NW 9 STREET NB E 21,U PM 07/06/00 338 356 82 43B 1,404 0312 D 52 490 ,404 0.349 ❑ 3.70% NO SS E 304 320 60 380 1.404 0.271 D 46 426 ,404 0.303 0 3.26% NO NW 9 STREET NW 5 STREET NB E+20 31. PM 04/25101 1,543 1,616 122 1,738 4.912 0.354 D 97 1„635 4,992 0.374 D 1.97% NO NW 5 STREET SW 1 STREET 14V3 E*20 21„. PM 04125/01 1,543 1616 254 1,870 3,264 0.573 0 480 2,350 3,264 0.720 0 14.71% YES NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE ES 2LU AM 04/24/00 876 923 146 1,071 1,466 0.731 0 46 1,117 1,466 0.762 D 3.14% N0 WE 715 753 98 851 1,466 0.580 D 28 679 1,46E 0.600 D 1,91% NO N. MIAMI AVENUE NW 3 AVENUE EB - 4LU AM 04/24/00 876 923 219 1,142 2,770 0.412 D 99 1,241 2770 0.448 D 3.57% NO WB 715 753 141 894 2,770 0.323 0 59 953 2,770 0.344 D 2,13% NO NW 3 AVENUE I-95 ES 4LD AM 84/24/00 876 923 175 1.,098 2,90E 0.376 0 104 1,202 2,906 0.414 D 3.56% NO 113 715 753 134 667 2,906 0.305 13 63 950 2.906 0.327 D 2.17% NO NE 15 STREETNENET/AN 05WY BISCAYNE ISLAWO SAYSHORE DRIVE EE E 2LD PM 09112/00 450 474 60 534 1.443 0.370 D 52 586 1,443 0.405 ❑ 3.60% NO WB E 489 494 82 576 1,443 0.399 D 60 636 1,443 0.441 D 4.181 NO BAYSHORE DRIVE BISCAYNE BLVD EB E 2LD PM 09112/00 550 579 166 765 1,943 0.394 D 104 669 1,943 0.447 ❑ 5.35% YES WB E 520 548 255 803 9,695 0.474 D 120 923 1,695 0.545. D 7.08% YES BISCAYNEBLVD N. MIAMI AVENUE ES E 2LU PM 09/12100 255 269 112 381 1,280 0298 0 124 505 1,280 0,395 D 9.69% YES WE E 357 376 153 529 1,280 0A13 D 142 871 1,280 0.524 D 11.09% YES SOURCE: KEIT1I AND SCHNARS. P.A. N:ITRAN PLAN/PROJECTS120011167161TABLESII I MATRIX. W K4 Page 4 of 7 TABLE 21.010 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS GU-rrw•LUU1 1 ROADWAYTED MIAMI OOP- LOS FACILITY. 'TYPE E LISTING LANES AMI PM COUNT PATE [1] EXISTING PERSON TRIP VOLUME YR 2009 BKG PERSON TRIP VOLUME +PERSON + 0' `' r r = e [6] INC-1r PROD. PERSON TRIP YR 2909 TOTAL PERSON TRIP VOLUME - f4] FUTURE TRIPMAX PERSONIll CAPACLTYSERVICE Tl7TAL PROM. AS A°1%OF VOLUME PROM. TRIPS GREATER THAN 514FRTO91R TES/NO LOS NE ib STREET BAYSHORE DRIVE BISCAYNE BLVD EB E 4LU PM 69107100 1,143 1,204 268 1,472 4,762 0.309 D 228 1.700 4,752 0.357 0 4.7995 NO Wg E 921 970 367 1,337 5,444 0,245 C 262 1.599 5,444 0.294 D 4.8196 NO BISCAYNE BLVD NE 1 AVENUE EB E 2L PM 09107100 510 537 365 902 3,2Ik1 0.282 D 293 1,996 3,20d 0,373 D 9.14% YES WB E iL 482 508 499 1,007 1.900 0.530 D 337 1,344 1,900 0.707 0 17.7414 YES NE 1 AVENUE N MIAMI AVENUE EB E ZL PM 09f0710D 270 284 141 425 2,706 0.157 C 111 536 2,708 0.198 C 4,10% NO WB E 1L 258 272 194 466 1,404 0,332 D 127 593 1,404 0.422 D 9.05% YES N MIAMI AVENUE NW 2 AVENUE EB E 2LU PM 09/07100 270 284 194 478 1,404 0.340 D 208 686 1,404 0,489 D 14.81% YES IN E 258 272 265 537 1,404 0.382 0 240 777 1,404 0.553 0 17.09% YES NW 2 AVENUE NW 3 AVENUE EB E 21.1.1 PM 09/07700 338 356 141 497 1,714 0.290 D 169 666 1,714 0.389 D 9.86% YES WB E 386 407 194 801 1,714 0.351 D 195 796 1,714 0.464 D 11.38% YES NW3AVENUE 1.95 EB E 2LU PM 04124700 241 254 30 284 1,280 0.222 C 182 466 1,280 0.364 D 14.22% YES WB E 274 269 41 330 1,280 0.256 D 210 540 1280 0.422 0 16.41% YES NE 11 STREET NW3AVENUE 1-95 WB E+20 3L PM 04/24/00 266 282 516 800 3,388 0.236 C 127 927 3,388 0.274 C 3.75% NO NE 10 STREET NW 3 AVENUE 1-95 EB E+20 2L PM 04✓24/99 240 254 498 752 3,388 0.222 C 78 B30 3,388 0.245 C 2.301 NO NE 6 STREET/PORT BOULEVARD i E. OF PORT BRIDGE BISCAYNE BLVD EB WB E 8 SLD AM 04700/99 1,789 832 1,696 862 380 240 2,276 7,122 4,095 4,096 0.556 0.274 0 C 139 84 2,415 1,206 4,096 4998 0.590 0294 D D 3.39% 2.05% NO NO BISCAYNE BLVD NE 1 AVENUE WB E+20 3L PM 04725/01 1,074 1.125 273 1,39E 8,752 0.160 C 127 1,525 8,752 0.174 C 1.45% NO NE 1 AVENUE N MIAMI AVENUE WB E+20 2L PM 04/25/01 1,263 1,323 191 1,514 7,972 0.190 C 105 1,619 7.972 0.203 C 1,32% NO N MAW AVENUE NW 1 AVENUE NB E+20 2L PM 04/25/01 1,215 1,273 191 1,464 7,600 0.193 C 60 1,524 7,600 0,201 C 0.79% NO NW 1 AVENUE NW 1 CT WB E+20 21 PM 04/25701 1,074 1,125 171 1,296 7,104 0.182 C 45 1,341 7,104 0.189 C 0.63% NO NW 1 CT NW 2 AVENUE WB E+20 2L PM 04/25/01 935 979 171 1,150 3,574 0.322 D 37 1,187 3,574 0.332 D 1.04% NO NW2AVENUE NW3AVENUE WB E+20 2L PM 04/25331 992 1,039 171 1,210 3,574 0.339 12 37 1,247 3,574 0.349 0 1.04% NO NW 3AVENUE 1.95 WB E+20 3L PM 04/23/61 992 1,039 161 1,200 5,222 0 230 C 52 1,252 5,222 0.240 C 1.00% NO 1 NE 5 STREET BISCAYNE BLVD NE 2 AVENUE EB E+20 4L PM 04725/01 1,529 1,601 151 1,752 9,872 0.177 C 59 1,811 9.872 0.183 C 0.60% NO NE 2 AVENUE NE 1 AVENUE EB E+20 31 PM 04125701 1,529 1,601 156 1,759 8,752 0.201 C 72 1,831 8252 0,209 C 0.82% NO NE 1 AVENUE N MIAMI AVENUE EB E+20 3L PM 04125I07 1,529 1,801 136 1,737 8,752 0.196 C 46 1,783 6,752 0.204 C 0.53%. NO N MIAMI AVENUE NW 2 AVENUE EB E+20 3L PM 04/25101 1,378 1,443 136 1,579 4.912 0.321 D 91 1,670 4.912 0.340 D 1.85% NO NW 2 AVENUE 1-95 ES E+20 3L AM 04124/01 1,610 1,886 52 1,736 5,222 0.333 0 35 1.773 5222 0,340 D 0.67% NO 4 SOURCE; KE1TN AND SCHNARS, P.A. N:ITRANPLANIPROMECTS120011167161TABLESL11 MATRIX. W K4 Attachment VI Intersection Analyses Revised May 2006 Signal Timing Existing 2005 Peak Season Year 2009 without Project Year 2009 with Project Biscayne Blvd/NE 13 Street Biscayne Blvd/NE 14 Street Biscayne Blvd/NE 14 Terrace Biscayne Blvd/NE 15 Street Bayshore Drive/NE 13 Street Bayshore Drive/NE 14 Street Bayshore Drive/NE 14 Terrace/East Parcel West Driveway Bayshore Drive/NE 15 Street Herald Plaza/NE 14 Street Herald Plaza/East Parcel East Driveway Herald Plaza/NE 15 Street NE 14 Terrace/West Parcel Driveway FROM FAX NO. : Nov. 07 2005 11: 20PM P2 EN'i•ER •1'.11.E CONTROLLER NUMBER (1 = STOP) 236 TIMING DATA FOR 2362 US 1 & NE 13 ST PAT OF NSG G Y R WP Y R 1'dL Y 1 T 40 49 1 4 120 4 1 7 3 2 T 46 49 1 4 1 20 4 1 7 3 3 T 34 49 1 4 120 4 1 7 3 4M4049 1 4 120 4 1 7 3 5 M 40 49 1 4 120 4 1 7 3 6 M106 90 1 4 1 19 4 1 7 3 7 M106 90 1 4 119 4 1 7 3 8 T 62 49 1 4 120 4 1 7 3 9 T107 75 1 4 119 4 1 7 3 10 T 12 70 1 4 1 19 4 1 7 3 11T4049141204173 12T6249 1 4 120 4 1 7 3 13M10774 1 4 119 4 1 8 3 16T5370 1 4 119 4 1 7 3 17T1270 1 4 119 4 1 7 3 18!T1071175;ii1"4`1'19'4C 1 °713. 197-050"141124417 HIT "RETURN" TO CONTINUE 20M106 90 1 4 1 19 4 1 7 3 21 T4049 1 4 120 4 1 7 3 22 M 20 59 1 4 1 20 4 1 7 3 23T045141124 1 73 24 T 0 49 1 4 1 12 4 1 7 3 MIN: 45 12 7 ENTER THE CONTROLLER NUMBER 2367 TIMING DATA FOR 2367 US 1 & NE 14 PAT OF NSW F Y R EWW F G Y 1 T3055 6 4 1 712 1 4 2 T2750 6 4 1 712 6 4 3T2855 6 4 1 712 1 4 4 M 30 55 6 4 1 7 12 1 4 5 M3055 6 4 1 712 1 4 6 M 10695 6 4 1 712 1 4 7 M106 95 6 4 1 7 12 1 4 8 T3155 6 4 1 712 1 4 9T780641 71214 10T67564.171214 fS SYMCYC 90AVG M2 05 9OPRE AM M2 0/ 9OPOST PM M2 0 90MIAMI ARENA 90M1AMI ARENA 130BEACH INGRES 90AM PEAK M2 0 115PRE PM PEAK 110AFT M 1 O13 90EARLY NITE M 90AM PEAK M1 110MID MORN M2 110NOON M2 0/3 115PM PEAK M2 0 6 83DAWN M2 14/2 130TEST (NOON M 6 90NITE M2 8/3 100MCARTHUR BLO 6 78LATE NIGHT 1 7 82RECALL TEST (1= STOP) ST (SEC: 3 TYPE: SA) S Y M CYC 90AVG M 90PRE AM M2 0/ 90POST PM M2 0 90MIAM1 ARENA 90MIAMI ARENA 130BEACH EGRESS 130BEACH INGRES 115PRE PM PEAK 110AF F M1 0/3 FROM FAX NO. Nov. 07 2005 11:20PM P3 11 T 30 55 6 4 1 7 12 1 4 12 T3655 6 4 1 712 1 4 13M10780641 71214 16 T 5 75 6 4 1 7 12 1 4 17T675641,7.12.1 4 181T 7180'6 4':.17.I2 jj4 19T024`64171214 MN: 15 10 HIT "RETURN" TO CONTINUE PAT OF NSW F Y 2014106 95 6 4 1 7 12 1 4 21 T3055 6 4 1 712 1 4 (MODIT 4 2 30 4 11 170AM Peak 22M1660641 712 64 14T 0 7 9 4 1 7 8 1 4 23T02464I 7 12 1 4 i�M 01618 4 255 4 7181 90EARLY N1TE M 90AM PEAK M 1 115PRE PM PEAK 110M1D MORN M2 115PM PEAK M2 0 7 59DAWN M2 1477 13OTEST (NOON MPEAK 90NITE 1142 8/3 2 60PM PEAK I OOMCARTHUR BLO 7 591: A"I NMG1nT 1 FROM : FAX NO. : Nov. 07 2005 11: 21 PM P4 ENTER THE CONTROLLER NUMBER 2381 TIMING DATA FOR 2381 US 1 & NE 15 PAT OFNSWF Y RAWL YEWWF G 1T3635 6 4 1 7 3 7 x 1 1 41 71 2T35356417371114173 3T 735 6 4 1 7 3 711 1 4 1 73 4M12864163711104163 5M12064163711184163 6 M116 75 6 4 1 7 3 711 1 4 1 7 3 7 M116 75 6 4 1 7 3 711 1 4 1 7 3 8T42356417371114173 9T2556417371164173 10T6556417371114173 11T7356417371114173 12T4235 6 4 1 7 3 711 1 4 1 7 3 13 M 2 60 6 4 1 7 3 7 11 1 4 1 7 3 16T 1852 6 4 110 3 7 11 1 4 1 7 3 17T655641 73711 141 73 181T 71554614: 17' 3t7:11' 6 4: 1 7 3( 19T33964153711 3 HIT "RETURN" TO CONTINUE (1= ST Y STOP) (SEC: 3 TYPE: SA) R NSL Y S Y 1VI CYC 9}AVCr M2 013 8 90PRE AM M2 01 20M11675 6 4 1 7 3 711 1 4 1 7 3 21 T 014 6 4 1 5 3 711 1 4 1 5 3 22M2733 6 4 1 7 3 7 11 13 4 1 7 3 23T 014 6 4 1 5 3 711 1 4 1 5 3 24T 014 6 4 1 6 3 711 1 4 1 6 3 MIN: 7 6 5 11 1 5 ENTER THE CONTROLLER NUMBER {1= 90MIAMI ARENA 90MIAMI ARENA 130BEACH EGRESS 130BEACH INGRES 90AM PEAK M2 0 8 115PRE PM PEAK 8 110AFT M 1 0/3 90EARLY NITE M 8 90AM PEAK M 1 115PRE PM PEAK 8 1 I OMID MORN M2 8 110NOON M2 0/3 8 115PM PEAK M2 0 8 90DAW M2 14/2 130TEST (NOON M 7 65NITE M2 8/3 10OMCARTHUR BLO 7 65LATE NIGHT 1 7 67RECALL TEST STOP) FROM FAX NO. : Nov. 07 2005 11:20PM P1 CTP ENTER THE CONTROLLER NUMBER (1 = STOP: -2361 TIMING DATA FOR 2361 N BAYSHORE & NE 13 ST (SEC: 161 TYPE: SA) PAT Op 5WVC Y S Y M C:YC 1 T 21:24 0: 4, 7 k 9 -2.4 80AM PEAK 2 T 23 24 10 4 7 19 12 4 80MID-DAY OIU 3T24201014'7.1916 4 A4PM. PEAK 4T2120104719184 782AVG013 5 T 0 810 4 7 19 2 4 6 54NIGHT 2/1 61'2120104 71918 4 7 82AVG013 7 M 23 49 10 4 7 19 7 4 100BEACH EGRESS 8 M 23 49 10 4 7 19 7 4 100BEACH INGRES 22 M 23 49 10 4 719 7 4 100VENETIAN CSW 24 T O 12 10 4 719 2 4 7 58RECALL TEST MIN: 810 19 2 ENTER THE CONTROLLER NUMBER {1= STOP) 2366 TIMING DATA FOR 2366 N BAYSHORE & NE 14 ST (SEC: 161 T PAT OF NSW F Y R EWW F G Y R NSL Y S Y M CYC 1 T 20 29 9 4 1 711 11 4 1 10 3 2T21299417111141103 3-T(23i29. 914 i 1t 7111.11f 411/1013 4T20299 4 1 71111 4 1 10 3 5T 029 9 4 1 711 141103 6T202994 1 711 1 4 110 3 7 M 4138 9 4 1 7 1112 4 110 3 8M41389417111241103 22 M4138 9 4 1 711 12 4 110 3 24T024941 711 141103 MIN: 14 9 11 1 5 ENTER THE CONTROLLER NUMBER (1= STOP) 2380 TIMING DATA FOR 2380 N BAYSHORE & NE 15 ST (SEC: 161 TYPE: SA) PAT OF NSVF Y R EWL Y EWW FGYR NSL Y S Y M CYC 1T01211417371714283 2T13 11 11�4, 1 7 3 717 1 4 2 9 3 3 T�1711211 l j 1 6„ 3t717 1T19_= 3 4T 0 14 11 41 83 717 1 4 210 3 51.01011410071714200 6T 0 14 11 4 1 8 3 717 1 4 2103 7M 231711 4 1 8 3 7 17 13 4 2 10 3 8 M23 17 11 4 1 8 3 717 13 4 210 3 22 M2317 11 4 1 8 3 717 13 4 2 10 3 24T 0 1211 4 1 63 717 1 4 2 6 3 MIN: 8 11 5 17 1 5 7 90AM PEAK 7 9OMID-DAY 0/0 7 9PM PEAK 7 90AVG 0/3 6 80NIGHT 2/1 6 80AVG 0/3 100BEACH EGRESS 100BEACH INGRES 100VENETIAN CSW 7 80RECALL TEST 80AM PEAK 80MID-DAY 0/0 80PM PEAK 7 85AVG 0/3 6 7 57NTGHT 2/1 7 85AVG 0/3 100BEACH EGRESS 100BEACH INGRES 100VENETIAN CSW 7 77RECALL TEST Existing 2005 Peak Season Biscayne Blvd/NE 13 Street — Revised using Actual PHF Biscayne Blvd/NE 14 Street— Revised using Actual PHF Biscayne Blvd/NE 14 Terrace— Used Default PHF Biscayne Blvd/NE 15 Street— Revised using Actual PHF Bayshore Drive/NE 13 Street— Revised using Actual PHF Bayshore Drive/NE 14 Street— Revised using Actual PHF Bayshore Drive/NE 15 Street— Revised using Actual PHF Herald Plaza/NE 14 Street— Revised using Actual PHF Herald Plaza/NE 15 Street— Revised using Actual PHF FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 13 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year Existing Intersection Geometry Grade = 0 0 3 0 All+ Grade = 0 0 0 0 1 0 Iti-2 Grade = Grade = 0 1 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 403 0 67 5 1182 931 0 % Heavy veh 2 2 2 2 2 2 2 PHF 0.86 0.86 0.86 0.95 0.95 0.95 0.95 Actuated (P/A) A A A PP P P Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 Ped timing 3.2 3.2 3.2 WB Only 02 03 04 NB Only NS Perm 07 08 Timing G= 19.0 G= G= G= G= 7.0 G= 76.0 G= G= Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 403 0 67 5 1182 931 0 PHF 0.86 0.86 0.86 0.95 0.95 0.95 0.95 Adj. Flow Rate 469 0 78 5 1244 980 0 Lane Group L TR L T TR Adj. flow rate 469 78 5 1244 980 Prop. LT or RT -- 0.000 -- 1.000 0.000 -- 0.000 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 Num. of lanes 0 0 0 2 1 0 1 2 0 0 3 0 fW 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 fLU 0.971 1.000 1.000 0.952 0.908 fLT -- 0.950 1.000 -- 0.950 1.000 -- 1.000 -- Secondary fLT -- -- 0.245 -- -- fRT -- -- 0.850 -- 1.000 -- 1.000 fLpb -- 1.000 1.000 -- 1.000 1.000 -- 1.000 -- fRpb -- -- 1.000 -- 1.000 -- 1.000 Adj. satflow 3437 1583 1770 3547 5074 Sec. adj. satflow -- -- 456 -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L T TR Adj. flow rate 469 78 5 1244 980 Satflow rate 3437 1583 1770 3547 5074 Lost time 2.0 2.0 2.0 2.0 2.0 Green ratio 0.17 0.17 0.75 0.75 0.66 Lane group cap. 568 262 421 2653 3353 v/c ratio 0.83 0.30 0.01 0.47 0.29 Flow ratio 0.14 0.05 0.35 0.19 Crit. lane group N Y N N Y N Sum flow ratios 0.49 Lost time/cycle 10.00 Critical v/c ratio 0.53 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L T TR Adj. flow rate 469 78 5 1244 980 Lane group cap. 568 262 421 2653 3353 v/c ratio 0.83 0.30 0.01 0.47 0.29 Green ratio 0.17 0.17 0.75 0.75 0.66 Unif. delay d1 46.4 42.1 4.1 5.6 8.2 Delay factor k 0.36 0.11 0.50 0.50 0.50 Increm. delay d2 9.7 0.6 0.1 0.6 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 56.1 42.8 4.1 6.2 8.4 Lane group LOS E D A A A Apprch. delay 54.2 6.2 8.4 Approach LOS D A A Intersec. delay 16.5 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 14 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year Existing Intersection Geometry Grade = 0 0 2 1 AA' Grade = 0 1 0 1 1 0 Grade = 0 't 1 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 16 73 16 79 100 40 35 1105 105 12 848 22 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.74 0.74 0.74 0.87 0.87 0.87 0.96 0.96 0.96 0.93 0.93 0.93 Actuated (P/A) A A A A A A PP PPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 86.0 G= G= G= Y= 4 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 16 73 16 79 100 40 35 1105 105 12 848 22 PHF 0.74 0.74 0.74 0.87 0.87 0.87 0.96 0.96 0.96 0.93 0.93 0.93 Adj. Flow Rate 22 99 22 91 115 46 36 1151 109 13 912 24 Lane Group L TR L TR L TR L TR Adj. flow rate 22 121 91 161 36 1260 13 936 Prop. LT or RT 0.000 -- 0.182 0.000 -- 0.286 0.000 -- 0.087 0.000 -- 0.026 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 0 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.480 1.000 -- 0.583 1.000 -- 0.285 1.000 -- 0.191 1.000 -- Secondary fLT -- -- -- -- fRT -- 0.973 -- 0.957 -- 0.987 -- 0.996 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 -- 1.000 -- 1.000 Adj. satflow 895 1812 1085 1783 531 3501 356 3533 Sec. adj. satflow -- -- -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 22 121 91 161 36 1260 13 936 Satflow rate 895 1812 1085 1783 531 3501 356 3533 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.17 0.17 0.17 0.17 0.75 0.75 0.75 0.75 Lane group cap. 156 315 189 310 397 2618 266 2642 v/c ratio 0.14 0.38 0.48 0.52 0.09 0.48 0.05 0.35 Flow ratio 0.02 0.07 0.08 0.09 0.07 0.36 0.04 0.26 Crit. lane group N N N Y N Y N N Sum flow ratios 0.45 Lost time/cycle 9.00 Critical v/c ratio 0.49 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 22 121 91 161 36 1260 13 936 Lane group cap. 156 315 189 310 397 2618 266 2642 v/c ratio 0.14 0.38 0.48 0.52 0.09 0.48 0.05 0.35 Green ratio 0.17 0.17 0.17 0.17 0.75 0.75 0.75 0.75 Unif. delay d1 40.2 42.0 42.8 43.1 3.9 5.7 3.8 5.0 Delay factor k 0.11 0.11 0.11 0.13 0.50 0.50 0.50 0.50 Increm. delay d2 0.4 0.8 1.9 1.6 0.5 0.6 0.3 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 40.6 42.8 44.8 44.7 4.4 6.3 4.1 5.3 Lane group LOS D D D D A A A A Apprch. delay 42.5 44.7 6.3 5.3 Approach LOS D D A A Intersec. delay 11.6 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 11/5/2005 Analysis Time Period PM Peak Hour Biscayne Blvd/NE 14 Intersection Terrace Jurisdiction Miami -Dade Analysis Year Existing Project Description City Square East/West Street: NE 14 Terrace North/South Street: Biscayne Blvd Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1105 21 0 882 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 1163 22 0 928 0 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 21 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 22 0 0 0 Percent Heavy Vehicles 2 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R v (vph) 22 C (m) (vph) 454 v/c 0.05 95% queue length 0.15 Control Delay 13.3 LOS B Approach Delay -- -- 13.3 Approach LOS -- -- B HCS2000T n4 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 15 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year Existing Intersection Geometry Grade = 0 0 2 1 AA' Grade = 0 1 0 1 1 0 Grade = 0 't 1 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 23 98 12 172 112 113 33 890 177 113 697 48 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.83 0.83 0.83 0.89 0.89 0.89 0.90 0.90 0.90 0.92 0.92 0.92 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 7.0 G= 24.0 G= G= G= 7.0 G= 61.0 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 23 98 12 172 112 113 33 890 177 113 697 48 PHF 0.83 0.83 0.83 0.89 0.89 0.89 0.90 0.90 0.90 0.92 0.92 0.92 Adj. Flow Rate 28 118 14 193 126 127 37 989 197 123 758 52 Lane Group TR TR TR TR Adj. flow rate 28 132 193 253 37 1186 123 810 Prop. LT or RT 0.000 0.106 0.000 0.502 0.000 0.166 0.000 0.064 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 0 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.602 1.000 0.950 1.000 0.950 1.000 0.950 1.000 Secondary fLT 0.493 0.256 0.132 fRT 0.984 0.925 0.975 0.990 fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 Adj. satflow 1122 1833 1770 1722 1770 3458 1770 3513 Sec. adj. satflow 919 477 246 CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 28 132 193 253 37 1186 123 810 Satflow rate 1122 1833 1770 1722 1770 3458 1770 3513 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.21 0.21 0.30 0.30 0.62 0.53 0.62 0.53 Lane group cap. 234 383 324 509 373 1834 245 1863 v/c ratio 0.12 0.34 0.60 0.50 0.10 0.65 0.50 0.43 Flow ratio 0.02 0.07 0.15 0.34 0.23 Crit. lane group N N N N N Y N N Sum flow ratios 0.56 Lost time/cycle 15.00 Critical v/c ratio 0.64 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 28 132 193 253 37 1186 123 810 Lane group cap. 234 383 324 509 373 1834 245 1863 v/c ratio 0.12 0.34 0.60 0.50 0.10 0.65 0.50 0.43 Green ratio 0.21 0.21 0.30 0.30 0.62 0.53 0.62 0.53 Unif. delay di 36.9 38.8 36.0 33.4 9.9 19.3 14.0 16.5 Delay factor k 0.11 0.11 0.18 0.11 0.50 0.50 0.50 0.50 Increm. delay d2 0.2 0.5 3.0 0.8 0.5 1.8 7.2 0.7 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 37.2 39.3 39.0 34.2 10.4 21.1 21.1 17.2 Lane group LOS D D D C B C C B Apprch. delay 39.0 36.3 20.8 17.7 Approach LOS D D C B Intersec. delay 23.3 Intersection LOS C HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 05/25/06 Time Period PM Peak Hour Bayshore Drive/NE 13 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year Existing Intersection Geometry Grade = 0 1 1 0 AJ ir Grade = 0 0 1 0 3 0 0 Grade = Grade = 0 0 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 3 353 296 216 119 % Heavy veh 2 2 2 2 2 PHF 0.86 0.86 0.86 0.89 0.89 Actuated (P/A) A A A P P Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 Ped timing 3.2 3.2 3.2 WB Only 02 03 04 SB Only 06 07 08 Timing G= 42.0 G= G= G= G= 30.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 3 353 296 216 119 PHF 0.86 0.86 0.86 0.89 0.89 Adj. Flow Rate 3 410 344 243 134 Lane Group LT R T R Adj. flow rate 413 344 243 134 Prop. LT or RT -- 0.007 -- 0.000 -- 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 Num. of lanes 0 0 0 0 3 1 0 0 0 0 1 1 fW 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 fLU 0.908 1.000 1.000 1.000 fLT -- 1.000 -- -- 1.000 -- Secondary fLT -- -- -- -- fRT -- -- 1.000 0.850 -- -- 1.000 0.850 fLpb -- 1.000 -- -- 1.000 -- fRpb -- -- 1.000 1.000 -- -- 1.000 1.000 Adj. satflow 5072 1583 1863 1583 Sec. adj. satflow -- -- -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group LT R T R Adj. flow rate 413 344 243 134 Satflow rate 5072 1583 1863 1583 Lost time 2.0 2.0 2.0 2.0 Green ratio 0.52 0.52 0.38 0.38 Lane group cap. 2663 831 699 594 v/c ratio 0.16 0.41 0.35 0.23 Flow ratio 0.08 0.22 0.13 0.08 Crit. lane group N N Y N Y N Sum flow ratios 0.35 Lost time/cycle 8.00 Critical v/c ratio 0.39 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group LT R T R Adj. flow rate 413 344 243 134 Lane group cap. 2663 831 699 594 v/c ratio 0.16 0.41 0.35 0.23 Green ratio 0.52 0.52 0.38 0.38 Unif. delay d1 9.8 11.5 18.0 17.1 Delay factor k 0.11 0.11 0.50 0.50 Increm. delay d2 0.0 0.3 1.4 0.9 PF factor 1.000 1.000 1.000 1.000 Control delay 9.9 11.9 19.3 17.9 Lane group LOS A B B B Apprch. delay 10.8 18.8 Approach LOS B B Intersec. delay 13.5 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 05/25/06 Time Period PM Peak Hour Bayshore Drive/NE 14 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year Existing Intersection Geometry Grade = 0 1 1 1 AJ i Grade = 0 1 0 11 0 Grade = 0 1 2 0 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 92 52 52 19 55 8 52 264 6 7 242 95 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.89 0.89 0.89 0.90 0.90 0.90 0.88 0.88 0.88 0.95 0.89 0.89 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G= 29.0 G= G= G= G= 10.0 G= 38.0 G= G= Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 92 52 52 19 55 8 52 264 6 7 242 95 PHF 0.89 0.89 0.89 0.90 0.90 0.90 0.88 0.88 0.88 0.95 0.89 0.89 Adj. Flow Rate 103 58 58 21 61 9 59 300 7 7 272 107 Lane Group L TR LTR L TR L T R Adj. flow rate 103 116 91 59 307 7 272 107 Prop. LT or RT 0.000 -- 0.500 0.231 -- 0.099 0.000 -- 0.023 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 0 2 0 1 2 0 1 1 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 0.952 1.000 0.952 1.000 1.000 1.000 fLT 0.695 1.000 -- 0.892 -- 0.950 1.000 -- 0.950 1.000 -- Secondary fLT -- -- 0.458 -- 0.495 -- fRT -- 0.925 -- 0.985 -- 0.997 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 -- 1.000 -- 1.000 1.000 Adj. satflow 1295 1723 3117 1770 3535 1770 1863 1583 Sec. adj. satflow -- -- 854 -- 922 -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR LTR L TR L T R Adj. flow rate 103 116 91 59 307 7 272 107 Satflow rate 1295 1723 3117 1770 3535 1770 1863 1583 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.32 0.32 0.32 0.57 0.42 0.57 0.42 0.42 Lane group cap. 417 555 1004 586 1493 617 787 668 v/c ratio 0.25 0.21 0.09 0.10 0.21 0.01 0.35 0.16 Flow ratio 0.08 0.07 0.03 0.09 0.15 0.07 Crit. lane group Y N N N N N Y N Sum flow ratios 0.26 Lost time/cycle 15.00 Critical v/c ratio 0.31 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR LTR L TR L T R Adj. flow rate 103 116 91 59 307 7 272 107 Lane group cap. 417 555 1004 586 1493 617 787 668 v/c ratio 0.25 0.21 0.09 0.10 0.21 0.01 0.35 0.16 Green ratio 0.32 0.32 0.32 0.57 0.42 0.57 0.42 0.42 Unif. delay d1 22.5 22.2 21.3 9.2 16.5 8.6 17.6 16.1 Delay factor k 0.11 0.11 0.11 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 0.3 0.2 0.0 0.3 0.3 0.0 1.2 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 22.8 22.4 21.3 9.6 16.8 8.7 18.8 16.6 Lane group LOS C C C A B A B B Apprch. delay 22.5 21.3 15.6 18.0 Approach LOS C C B B Intersec. delay 18.4 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 05/25/06 Time Period PM Peak Hour Bayshore Drive/NE 15 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year Existing Intersection Geometry Grade = 0 0 2 1 Grade = 0 1 4 k 1 1 0 Grade = 0 l 1 1 liv 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 123 197 74 23 141 140 66 246 85 124 177 158 % Heavy veh 0 0 0 2 2 2 2 2 0 0 2 2 PH F 0.78 0.78 0.78 0.79 0.79 0.79 0.91 0.91 0.91 0.90 0.90 0.90 Actuated (P/A) A A A A A APPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking(YorN) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 G= 25.0 G= G= G= 9.0 G= 23.0 G= G= Y= 3 Y= 6 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 123 197 74 23 141 140 66 246 85 124 177 158 PHF 0.78 0.78 0.78 0.79 0.79 0.79 0.91 0.91 0.91 0.90 0.90 0.90 Adj. Flow Rate 158 253 95 29 178 177 73 270 93 138 197 176 Lane Group L TR L T R L TR L TR Adj. flow rate 158 348 29 178 177 73 363 138 373 Prop. LT or RT 0.000 -- 0.273 0.000 -- 0.000 0.000 -- 0.256 0.000 -- 0.472 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 1 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 0.980 0.980 0.980 0.980 0.985 1.000 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- Secondary fLT 0.506 -- 0.292 -- 0.388 -- 0.397 -- fRT -- 0.959 -- 1.000 0.850 -- 0.962 -- 0.929 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 1.000 -- 1.000 -- 1.000 Adj. satflow 1805 1822 1770 1863 1583 1770 3428 1805 3296 Sec. adj. satflow 961 -- 544 -- 724 -- 753 -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L T R L TR L TR Adj. flow rate 158 348 29 178 177 73 363 138 373 Satflow rate 1805 1822 1770 1863 1583 1770 3428 1805 3296 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.43 0.31 0.43 0.31 0.31 0.44 0.29 0.44 0.29 Lane group cap. 471 569 323 582 495 434 986 448 948 v/c ratio 0.34 0.61 0.09 0.31 0.36 0.17 0.37 0.31 0.39 Flow ratio 0.19 0.10 0.11 0.11 0.11 Crit. lane group N Y N N N N N N Y Sum flow ratios 0.46 Lost time/cycle 22.00 Critical v/c ratio 0.63 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L T R L TR L TR Adj. flow rate 158 348 29 178 177 73 363 138 373 Lane group cap. 471 569 323 582 495 434 986 448 948 v/c ratio 0.34 0.61 0.09 0.31 0.36 0.17 0.37 0.31 0.39 Green ratio 0.43 0.31 0.43 0.31 0.31 0.44 0.29 0.44 0.29 Unif. delay d1 14.8 23.4 14.6 20.9 21.3 13.5 22.7 14.0 22.9 Delay factor k 0.11 0.20 0.11 0.11 0.11 0.50 0.50 0.50 0.50 Increm. delay d2 0.4 1.9 0.1 0.3 0.4 0.8 1.1 1.8 1.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 15.2 25.3 14.7 21.2 21.7 14.4 23.8 15.8 24.1 Lane group LOS B C B C C B C B C Apprch. delay 22.2 21.0 22.2 21.9 Approach LOS C C C C Intersec. delay 21.8 Intersection LOS C HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year Herald Plaza/NE 14 Street Miami -Dade Existing Project Description City Square East/West Street: NE 14 Street North/South Street: Herald Plaza Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 66 16 0 0 16 20 Peak -Hour Factor, PHF 0.77 0.77 0.95 0.95 0.82 0.82 Hourly Flow Rate, HFR 85 20 0 0 19 24 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 34 0 30 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.86 0.95 0.86 Hourly Flow Rate, HFR 0 0 0 39 0 34 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 85 39 34 C (m) (vph) 1566 725 1043 vlc 0.05 0.05 0.03 95% queue length 0.17 0.17 0.10 Control Delay 7.4 10.2 8.6 LOS A B A Approach Delay -- -- 9.5 pproach LOS -- -- A HCS2000T n1 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Intersection Herald Plaza/NE 15 Street Jurisdiction Miami -Dade Analysis Year Existing Project Description City Square East/West Street: NE 15 Street Intersection Orientation: East-West North/South Street: Herald Plaza Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 L T L T Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv 0 0.95 0 0 385 0.86 447 18 0.86 20 4 0.89 4 2 263 0.89 295 0 0.95 0 Median type RT Channelized? 0 Undivided 0 Lanes Configuration Upstream Signal Minor Street Movement 0 7 1 0 Northbound 8 0 TR 9 1 10 2 T 0 Southbound 11 0 12 L L T R Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 38 0.78 48 2 0 0.95 0 0 0 0 33 0.78 42 2 0 0.95 0 0 0 0.95 0 0 0 0 0 0.95 0 0 0 0 LR 0 0 0 0 0 0 Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement Lane Configuration Volume, v (vph) Capacity, cm (vph) v/c ratio Queue length (95%) 1 4 7 8 9 10 11 12 L LR 4 1091 90 474 0.00 0.19 0.01 0.69 Control Delay (s/veh) 8.3 14.4 LOS A 8 Approach delay (s/veh) -- -- 14.4 Approach LOS -- -- B HCS2000T n2 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f Year 2009 without Project Revised using Updated Committeds For City/Herald Square Parcels 1 and 3 Biscayne Blvd/NE 13 Street - Revised Biscayne Blvd/NE 14 Street - Revised Biscayne Blvd/NE 14 Terrace Biscayne Blvd/NE 15 Street Bayshore Drive/NE 13 Street - Revised Bayshore Drive/NE 14 Street - Revised Bayshore Drive/NE 15 Street Herald Plaza/NE 14 Street - Revised Herald Plaza/NE 15 Street - Revised FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 13 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 without Project Intersection Geometry Grade = 0 0 3 0 All+ Grade = 0 0 0 0 1 0 Iti-2 Grade = Grade = 0 1 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 459 0 72 6 1532 1253 0 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A PP P P Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 Ped timing 3.2 3.2 3.2 WB Only 02 03 04 NB Only NS Perm 07 08 Timing G= 19.0 G= G= G= G= 7.0 G= 76.0 G= G= Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 459 0 72 6 1532 1253 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 483 0 76 6 1613 1319 0 Lane Group L TR L T TR Adj. flow rate 483 76 6 1613 1319 Prop. LT or RT -- 0.000 -- 1.000 0.000 -- 0.000 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 Num. of lanes 0 0 0 2 1 0 1 2 0 0 3 0 fW 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 fLU 0.971 1.000 1.000 0.952 0.908 fLT -- 0.950 1.000 -- 0.950 1.000 -- 1.000 -- Secondary fLT -- -- 0.160 -- -- fRT -- -- 0.850 -- 1.000 -- 1.000 fLpb -- 1.000 1.000 -- 1.000 1.000 -- 1.000 -- fRpb -- -- 1.000 -- 1.000 -- 1.000 Adj. satflow 3437 1583 1770 3547 5074 Sec. adj. satflow -- -- 298 -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L T TR Adj. flow rate 483 76 6 1613 1319 Satflow rate 3437 1583 1770 3547 5074 Lost time 2.0 2.0 2.0 2.0 2.0 Green ratio 0.17 0.17 0.75 0.75 0.66 Lane group cap. 568 262 313 2653 3353 v/c ratio 0.85 0.29 0.02 0.61 0.39 Flow ratio 0.14 0.05 0.45 0.26 Crit. lane group N Y N N Y N Sum flow ratios 0.60 Lost time/cycle 10.00 Critical v/c ratio 0.65 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L T TR Adj. flow rate 483 76 6 1613 1319 Lane group cap. 568 262 313 2653 3353 v/c ratio 0.85 0.29 0.02 0.61 0.39 Green ratio 0.17 0.17 0.75 0.75 0.66 Unif. delay d1 46.6 42.1 4.6 6.7 8.9 Delay factor k 0.38 0.11 0.50 0.50 0.50 Increm. delay d2 11.8 0.6 0.1 1.0 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 58.4 42.7 4.7 7.8 9.3 Lane group LOS E D A A A Apprch. delay 56.2 7.7 9.3 Approach LOS E A A Intersec. delay 16.1 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 14 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 without Project Intersection Geometry Grade = 0 0 2 1 AA' Grade = 0 1 0 1 1 0 Grade = 0 't 1 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 22 122 18 124 108 47 38 1400 162 17 1123 23 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A AA A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 86.0 G= G= G= Y= 4 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 22 122 18 124 108 47 38 1400 162 17 1123 23 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 23 128 19 131 114 49 40 1474 171 18 1182 24 Lane Group L TR L TR L TR L TR Adj. flow rate 23 147 131 163 40 1645 18 1206 Prop. LT or RT 0.000 -- 0.129 0.000 -- 0.301 0.000 -- 0.104 0.000 -- 0.020 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 0 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.475 1.000 -- 0.516 1.000 -- 0.205 1.000 -- 0.112 1.000 -- Secondary fLT -- -- -- -- fRT -- 0.981 -- 0.955 -- 0.984 -- 0.997 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 -- 1.000 -- 1.000 Adj. satflow 885 1827 961 1779 381 3491 209 3536 Sec. adj. satflow -- -- -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 23 147 131 163 40 1645 18 1206 Satflow rate 885 1827 961 1779 381 3491 209 3536 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.17 0.17 0.17 0.17 0.75 0.75 0.75 0.75 Lane group cap. 154 318 167 309 285 2611 156 2644 v/c ratio 0.15 0.46 0.78 0.53 0.14 0.63 0.12 0.46 Flow ratio 0.03 0.08 0.14 0.09 0.10 0.47 0.09 0.34 Crit. lane group N N Y N N Y N N Sum flow ratios 0.61 Lost time/cycle 9.00 Critical v/c ratio 0.66 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 23 147 131 163 40 1645 18 1206 Lane group cap. 154 318 167 309 285 2611 156 2644 v/c ratio 0.15 0.46 0.78 0.53 0.14 0.63 0.12 0.46 Green ratio 0.17 0.17 0.17 0.17 0.75 0.75 0.75 0.75 Unif. delay d1 40.3 42.7 45.4 43.2 4.1 6.9 4.0 5.5 Delay factor k 0.11 0.11 0.33 0.13 0.50 0.50 0.50 0.50 Increm. delay d2 0.5 1.1 21.3 1.7 1.0 1.2 1.5 0.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 40.7 43.7 66.8 44.9 5.1 8.1 5.5 6.1 Lane group LOS D D E D A A A A Apprch. delay 43.3 54.6 8.0 6.1 Approach LOS D D A A Intersec. delay 13.2 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 11/6/2005 Analysis Time Period PM Peak Hour Biscayne Blvd/NE 14 Intersection Terrace Jurisdiction Miami -Dade Analysis Year 2009 without Project Project Description City Square East/West Street: NE 14 Terrace North/South Street: Biscayne Blvd Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1396 22 0 1154 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 1469 23 0 1214 0 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 I I 0 Lanes 0 2 0 0 I 2 I 0 Configuration T TR I T I Upstream Signal 0 I 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 22 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 23 0 0 0 Percent Heavy Vehicles 2 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R v (vph) 23 C (m) (vph) 360 v/c 0.06 95% queue length 0.20 Control Delay 15.7 LOS C Approach Delay -- -- 15.7 Approach LOS -- -- C HCS2000T n4 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 11/6/2005 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 15 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 without Project Intersection Geometry Grade = 0 0 2 1 I!1I Millrilli I■■■■■■■■■E Grade = 0 IMMEMMMEMMI SIVAI Nat krav ■■■■■■■■■I 1 = T ■■■■■■■■ ■■■■■■■i 1■ MM.:■ 'EMS 1 ■■■■■■■I ■■■■■■■Iir-ir = R ■■■■■■■I 1 11115111 NM MI1 IN EN NI = L 1■■■■■■I ■■ ■I o INN ME ■■ ■I 1 INN■■■■I •:•____NI = T R ■■■■■■■■■I Grade = 0 ■■■■■■■■■' = L T ■■■■■■■■■1 •i'l ME NMI 'Wyly Grade = 0 = L R -- 1 ..... 2 0 � = L T R Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 25 106 13 186 122 123 36 1163 192 123 955 52 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 7.0 G= 24.0 G= G= G= 7.0 G= 61.0 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 25 106 13 186 122 123 36 1163 192 123 955 52 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 26 112 14 196 128 129 38 1224 202 129 1005 55 Lane Group L TR L TR L TR L TR Adj. flow rate 26 126 196 257 38 1426 129 1060 Prop. LT or RT 0.000 -- 0.111 0.000 -- 0.502 0.000 -- 0.142 0.000 -- 0.052 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 0 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.600 1.000 -- 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- Secondary fLT -- 0.505 -- 0.168 -- 0.075 -- fRT -- 0.983 -- 0.925 -- 0.979 -- 0.992 fLpb 1. 000 1. 000 --1. 000 1.000 --1.000 1. 000 --1. 000 1. 000 -- fRpb -- 1.000 -- 1.000 -- 1.000 -- 1.000 Adj. satflow 1118 1832 1770 1722 1770 3471 1770 3519 Sec. adj. satflow -- 940 -- 314 -- 139 -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 26 126 196 257 38 1426 129 1060 Satflow rate 1118 1832 1770 1722 1770 3471 1770 3519 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.21 0.21 0.30 0.30 0.62 0.53 0.62 0.53 Lane group cap. 233 382 329 509 283 1841 185 1867 v/c ratio 0.11 0.33 0.60 0.50 0.13 0.77 0.70 0.57 Flow ratio 0.02 0.07 0.15 0.41 0.30 Crit. lane group N N N N N Y N N Sum flow ratios 0.63 Lost time/cycle 15.00 Critical v/c ratio 0.72 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR I L TR L TR L TR Adj. flow rate 26 126 1196 257 38 1426 129 1060 Lane group cap. 233 382 1329 509 283 1841 185 1867 v/c ratio 0.11 0.33 10.60 0.50 0.13 0.77 0.70 0.57 Green ratio 0.21 0.21 10.30 0.30 0.62 0.53 0.62 0.53 Unif. delay d1 36.9 38.7 136.0 33.5 11.4 21.5 19.3 18.1 Delay factor k 0.11 0.11 10.18 0.11 0.50 0.50 0.50 0.50 Increm. delay d2 0.2 0.5 12.9 0.8 1.0 3.3 19.6 1.3 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Control delay 37.1 39.2 138.9 34.3 12.3 24.8 38.9 19.4 Lane group LOS 0 D 1 D C B C D B Apprch. delay 38.8 36.3 24.5 21.5 Approach LOS D D C C Intersec. delay 25.7 Intersection LOS C HCS2000T n2 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 05/25/06 Time Period PM Peak Hour Bayshore Drive/NE 13 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 without Project Intersection Geometry Grade = 0 1 1 0 AJ ir Grade = 0 0 1 0 3 0 0 Grade = Grade = 0 0 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 3 382 320 234 252 % Heavy veh 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A P P Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 Ped timing 3.2 3.2 3.2 WB Only 02 03 04 SB Only 06 07 08 Timing G= 42.0 G= G= G= G= 30.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 3 382 320 234 252 PHF 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 3 402 337 246 265 Lane Group LT R T R Adj. flow rate 405 337 246 265 Prop. LT or RT -- 0.007 -- 0.000 -- 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 Num. of lanes 0 0 0 0 3 1 0 0 0 0 1 1 fW 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 fLU 0.908 1.000 1.000 1.000 fLT -- 1.000 -- -- 1.000 -- Secondary fLT -- -- -- -- fRT -- -- 1.000 0.850 -- -- 1.000 0.850 fLpb -- 1.000 -- -- 1.000 -- fRpb -- -- 1.000 1.000 -- -- 1.000 1.000 Adj. satflow 5072 1583 1863 1583 Sec. adj. satflow -- -- -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group LT R T R Adj. flow rate 405 337 246 265 Satflow rate 5072 1583 1863 1583 Lost time 2.0 2.0 2.0 2.0 Green ratio 0.52 0.52 0.38 0.38 Lane group cap. 2663 831 699 594 v/c ratio 0.15 0.41 0.35 0.45 Flow ratio 0.08 0.21 0.13 0.17 Crit. lane group N N Y N N Y Sum flow ratios 0.38 Lost time/cycle 8.00 Critical v/c ratio 0.42 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group LT R T R Adj. flow rate 405 337 246 265 Lane group cap. 2663 831 699 594 v/c ratio 0.15 0.41 0.35 0.45 Green ratio 0.52 0.52 0.38 0.38 Unif. delay di 9.8 11.5 18.0 18.8 Delay factor k 0.11 0.11 0.50 0.50 Increm. delay d2 0.0 0.3 1.4 2.4 PF factor 1.000 1.000 1.000 1.000 Control delay 9.8 11.8 19.4 21.2 Lane group LOS A B B C Apprch. delay 10.7 20.3 Approach LOS B C Intersec. delay 14.6 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 5/29/2006 Time Period PM Peak Hour Intersection Bayshore Blvd/NE 14 St Area Type All other areas Jurisdiction Miami -Dade Analysis Year Future without Project Intersection Geometry Grade = 0 1 1 1 AJ i Grade = 0 1 0 11 0 Grade = 0 1 2 0 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 99 151 56 43 100 9 56 385 7 8 362 103 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 29.0 G= G= G= 38.0 G= G= G= Y= 3 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 99 151 56 43 100 9 56 385 7 8 362 103 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 104 159 59 45 105 9 59 405 7 8 381 108 Lane Group L TR LTR L TR L T R Adj. flow rate 104 218 159 59 412 8 381 108 Prop. LT or RT 0.000 -- 0.271 0.283 -- 0.057 0.000 -- 0.017 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 0 2 0 1 2 0 1 1 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.00 1.00 1.00 1.00 fLU 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 fLT 0.950 1.000 -- 0.830 -- 0.409 1.000 -- 0.482 1.000 -- Secondary fLT 0.549 -- -- -- -- fRT -- 0.959 -- 0.992 -- 0.997 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 -- 1.000 -- 1.000 1.000 Adj. satflow 1770 1787 2914 763 3530 898 1863 1583 Sec. adj. satflow 1024 -- -- -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR LTR L TR L T R Adj. flow rate 104 218 159 59 412 8 381 108 Satflow rate 1770 1787 2914 763 3530 898 1863 1583 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.47 0.47 0.32 0.42 0.42 0.42 0.42 0.42 Lane group cap. 561 834 939 322 1490 379 787 668 v/c ratio 0.19 0.26 0.17 0.18 0.28 0.02 0.48 0.16 Flow ratio 0.12 0.05 0.08 0.12 0.01 0.20 0.07 Crit. lane group N Y N N N N Y N Sum flow ratios 0.33 Lost time/cycle 10.00 Critical v/c ratio 0.37 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR LTR L TR L T R Adj. flow rate 104 218 159 59 412 8 381 108 Lane group cap. 561 834 939 322 1490 379 787 668 v/c ratio 0.19 0.26 0.17 0.18 0.28 0.02 0.48 0.16 Green ratio 0.47 0.47 0.32 0.42 0.42 0.42 0.42 0.42 Unif. delay d1 13.8 14.6 21.9 16.3 17.0 15.2 18.9 16.1 Delay factor k 0.11 0.11 0.11 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 0.2 0.2 0.1 1.2 0.5 0.1 2.1 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 13.9 14.7 22.0 17.5 17.5 15.3 21.0 16.6 Lane group LOS B B C B B B C B Apprch. delay 14.5 22.0 17.5 20.0- Approach LOS B C B B Intersec. delay 18.2 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 11/6/2005 Time Period PM Peak Hour Bayshore Drive/NE 15 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 without Project Intersection Geometry Grade = 0 0 2 1 '11111! MIWM I........MI Grade = 0 l•••••••••• : ma Nat !aratv IMMENNEMBEI = T ■■■■■■■■ li■■■■1 1 1 '■■1 ■■ I = R 1 11115111 NM INI MI1 1• •I ■■ ■I = L IMMENE■I ■■ ■I o INN ME■� ■■ ■I 1 I•••••■I :•����•i = T R Grade = 0 ■■■■■■■■■■1-.F1 L T ■■■■■■■■■' = ■■■■■■■■■1 = L R ■ ■■1� Grade = 0 -� ----.NMI 1 2 0 � = L T R Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 133 213 80 25 153 152 71 366 93 134 292 171 % Heavy veh 0 0 0 2 2 2 2 2 0 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N 'N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 G= 25.0 G= G= G= 9.0 G= 23.0 G= G= Y= 3 Y= 6 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 133 213 80 25 153 152 71 366 93 134 292 171 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 140 224 84 26 161 160 75 385 98 141 307 180 Lane Group L TR L T R L TR L TR Adj. flow rate 140 308 26 161 160 75 483 141 487 Prop. LT or RT 0.000 -- 0.273 0.000 -- 0.000 0.000 -- 0.203 0.000 -- 0.370 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 1 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 0.980 0.980 0.980 0.980 0.984 1.000 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- Secondary fLT 0.515 -- 0.341 -- 0.303 -- 0.305 -- fRT -- 0.959 -- 1.000 0.850 -- 0.970 -- 0.945 fLpb 1. 000 1. 000 --1. 000 1. 000 --1. 000 1. 000 --1. 000 1. 000 -- fRpb -- 1.000 -- 1.000 1.000 -- 1.000 -- 1.000 Adj. satflow 1805 1822 1770 1863 1583 1770 3452 1805 3350 Sec. adj. satflow 978 -- 634 -- 564 -- 580 -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L T R L TR L TR Adj. flow rate 140 308 26 161 160 75 483 141 487 Satflow rate 1805 1822 1770 1863 1583 1770 3452 1805 3350 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.43 0.31 0.43 0.31 0.31 0.44 0.29 0.44 0.29 Lane group cap. 477 569 355 582 495 382 992 391 963 v/c ratio 0.29 0.54 0.07 0.28 0.32 0.20 0.49 0.36 0.51 Flow ratio 0.17 0.09 0.10 0.14 0.15 Crit. lane group N Y N N N N N N Y Sum flow ratios 0.47 Lost time/cycle 22.00 Critical v/c ratio 0.64 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L T R L TR L TR Adj. flow rate 140 308 26 161 160 75 483 141 487 Lane group cap. 477 569 355 582 495 382 992 391 963 v/c ratio 0.29 0.54 0.07 0.28 0.32 0.20 0.49 0.36 0.51 Green ratio 0.43 0.31 0.43 0.31 0.31 0.44 0.29 0.44 0.29 Unif. delay di 14.6 22.8 14.2 20.7 21.0 13.8 23.6 14.4 23.8 Delay factor k 0.11 0.14 0.11 0.11 0.11 0.50 0.50 0.50 0.50 Increm. delay d2 0.3 1.1 0.1 0.3 0.4 1.1 1.7 2.6 1.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.9 23.8 14.3 21.0 21.4 15.0 25.3 16.9 25.7 Lane group LOS B C B C C B C B C Apprch. delay 21.0 20.7 23.9 23.7 Approach LOS C C C C Intersec. delay 22.6 Intersection LOS C HCS2000T n2 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 5/26/2006 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year Herald Plaza/NE 14 St Miami -Dade Future without Project Project Description City Square East/West Street: NE 14 Street North/South Street: Herald Plaza Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 113 49 0 0 61 43 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 118 51 0 0 64 45 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 73 0 91 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 76 0 95 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 118 76 95 C (m) (vph) 1481 578 973 vlc 0.08 0.13 0.10 95% queue length 0.26 0.45 0.32 Control Delay 7.6 12.2 9.1 LOS A B A Approach Delay -- -- 10.5 A pproach LOS -- -- B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Intersection Herald Plaza/NE 15 Street Jurisdiction Miami -Dade Analysis Year 2009 without Project Project Description City Square East/West Street: NE 15 Street Intersection Orientation: East-West North/South Street: Herald Plaza Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 L T L T Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv 0 0.95 0 0 434 0.95 456 89 0.95 93 8 0.95 8 2 284 0.95 298 0 0.95 0 Median type RT Channelized? 0 Undivided 0 Lanes Configuration Upstream Signal Minor Street Movement 0 7 1 0 Northbound 8 0 TR 9 1 10 2 T 0 Southbound 11 0 12 L L T R Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 99 0.95 104 2 0 0.95 0 0 0 0 38 0.95 40 2 0 0.95 0 0 0 0.95 0 0 0 0 0 0.95 0 0 0 0 LR 0 0 0 0 0 0 Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement Lane Configuration Volume, v (vph) Capacity, cm (vph) v/c ratio Queue length (95%) 1 4 7 8 9 10 11 12 L LR 8 1017 144 417 0.01 0.35 0.02 1.52 Control Delay (s/veh) 8.6 18.1 LOS A C Approach delay (s/veh) -- -- 18.1 Approach LOS -- -- C HCS2000T n2 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f Year 2009 with Project Revised for East Parcel and West Parcel Development Program Modifications Biscayne Blvd/NE 13 Street Biscayne Blvd/NE 14 Street Biscayne Blvd/NE 14 Terrace Biscayne Blvd/NE 15 Street Bayshore Drive/NE 13 Street Bayshore Drive/NE 14 Street Bayshore Drive/NE 14 Terrace/East Parcel West Driveway Bayshore Drive/NE 15 Street Herald Plaza/NE 14 Street Herald Plaza/East Parcel East Driveway Herald Plaza/NE 15 Street NE 14 Terrace/West Parcel Driveway FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 13 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 with Project Intersection Geometry Grade = 0 0 3 0 All+ Grade = 0 0 0 0 1 0 Iti-2 Grade = Grade = 0 1 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 584 75 72 6 1859 1383 0 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A PP P P Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 Ped timing 3.2 3.2 3.2 WB Only 02 03 04 NB Only NS Perm 07 08 Timing G= 25.0 G= G= G= G= 7.0 G= 70.0 G= G= Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 584 75 72 6 1859 1383 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 615 79 76 6 1957 1456 0 Lane Group L TR L T TR Adj. flow rate 615 155 6 1957 1456 Prop. LT or RT -- 0.000 -- 0.490 0.000 -- 0.000 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 Num. of lanes 0 0 0 2 1 0 1 2 0 0 3 0 fW 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 fLU 0.971 1.000 1.000 0.952 0.908 fLT -- 0.950 1.000 -- 0.950 1.000 -- 1.000 -- Secondary fLT -- -- 0.125 -- -- fRT -- -- 0.926 -- 1.000 -- 1.000 fLpb -- 1.000 1.000 -- 1.000 1.000 -- 1.000 -- fRpb -- -- 1.000 -- 1.000 -- 1.000 Adj. satflow 3437 1726 1770 3547 5074 Sec. adj. satflow -- -- 233 -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L T TR Adj. flow rate 615 155 6 1957 1456 Satflow rate 3437 1726 1770 3547 5074 Lost time 2.0 2.0 2.0 2.0 2.0 Green ratio 0.22 0.22 0.70 0.70 0.61 Lane group cap. 747 375 256 2467 3089 v/c ratio 0.82 0.41 0.02 0.79 0.47 Flow ratio 0.18 0.09 0.55 0.29 Crit. lane group N Y N N Y N Sum flow ratios 0.73 Lost time/cycle 10.00 Critical v/c ratio 0.80 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L T TR Adj. flow rate 615 155 6 1957 1456 Lane group cap. 747 375 256 2467 3089 v/c ratio 0.82 0.41 0.02 0.79 0.47 Green ratio 0.22 0.22 0.70 0.70 0.61 Unif. delay d1 42.9 38.7 6.9 11.9 12.3 Delay factor k 0.36 0.11 0.50 0.50 0.50 Increm. delay d2 7.4 0.7 0.2 2.7 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 50.3 39.4 7.1 14.6 12.9 Lane group LOS D D A B B Apprch. delay 48.1 14.6 12.9 Approach LOS D B B Intersec. delay 20.2 Intersection LOS C HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 14 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 with Project Intersection Geometry Grade = 0 0 2 1 AA' Grade = 0 1 0 1 1 0 Grade = 0 't 1 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 47 231 18 254 243 47 38 1461 428 78 1123 23 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A AA A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 10 0 10 0 10 0 10 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 20.0 G= G= G= 66.0 G= G= G= Y= 4 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 47 231 18 254 243 47 38 1461 428 78 1123 23 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 49 243 8 267 256 39 40 1538 440 82 1182 14 Lane Group L TR L TR L TR L TR Adj. flow rate 49 251 267 295 40 1978 82 1196 Prop. LT or RT 0.000 -- 0.032 0.000 -- 0.132 0.000 -- 0.222 0.000 -- 0.012 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 0 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLT 0.580 1.000 -- 0.950 1.000 -- 0.177 1.000 -- 0.061 1.000 -- Secondary fLT -- 0.216 -- -- -- fRT -- 0.995 -- 0.980 -- 0.967 -- 0.998 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 -- 1.000 -- 1.000 Adj. satflow 1080 1854 1770 1826 329 3601 113 3719 Sec. adj. satflow -- 403 -- -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 49 251 267 295 40 1978 82 1196 Satflow rate 1080 1854 1770 1826 329 3601 113 3719 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.17 0.17 0.34 0.34 0.57 0.57 0.57 0.57 Lane group cap. 188 322 315 619 189 2067 65 2134 v/c ratio 0.26 0.78 0.85 0.48 0.21 0.96 1.26 0.56 Flow ratio 0.05 0.14 0.16 0.12 0.55 0.73 0.32 Crit. lane group N Y N N N N Y N Sum flow ratios 0.99 Lost time/cycle 15.00 Critical v/c ratio 1.14 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 49 251 267 295 40 1978 82 1196 Lane group cap. 188 322 315 619 189 2067 65 2134 v/c ratio 0.26 0.78 0.85 0.48 0.21 0.96 1.26 0.56 Green ratio 0.17 0.17 0.34 0.34 0.57 0.57 0.57 0.57 Unif. delay d1 41.1 45.4 30.9 30.0 11.9 23.2 24.5 15.4 Delay factor k 0.11 0.33 0.38 0.11 0.50 0.50 0.50 0.50 Increm. delay d2 0.7 11.6 19.0 0.6 2.5 12.0 197.4 1.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 41.8 57.0 49.9 30.5 14.4 35.1 221.9 16.5 Lane group LOS D E D C B D F B Apprch. delay 54.5 39.7 34.7 29.6 Approach LOS D D C C Intersec. delay 35.3 Intersection LOS D HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Biscayne Blvd/NE 14 Intersection Terrace Jurisdiction Miami -Dade Analysis Year 2009 with Project Project Description City Square East/West Street: NE 14 Terrace North/South Street: Biscayne Blvd Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1396 108 0 1215 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 1469 113 0 1278 0 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 166 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 174 0 0 0 Percent Heavy Vehicles 2 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R v (vph) 174 C (m) (vph) 337 v/c 0.52 95% queue length 2.81 Control Delay 26.5 LOS D Approach Delay -- -- 26.5 A pproach LOS -- -- D HCS2000T n1 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Time Period PM Peak Hour Intersection Biscayne Blvd/NE 15 Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 with Project Intersection Geometry Grade = 0 0 2 1 AA' Grade = 0 1 0 1 1 0 Grade = 0 't 1 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 25 121 13 186 135 123 38 1306 192 204 1016 52 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A AA A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 7.0 G= 24.0 G= G= G= 7.0 G= 61.0 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 25 121 13 186 135 123 38 1306 192 204 1016 52 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 26 127 14 196 142 129 40 1375 202 215 1069 55 Lane Group TR TR TR TR Adj. flow rate 26 141 196 271 40 1577 215 1124 Prop. LT or RT 0.000 0.099 0.000 0.476 0.000 0.128 0.000 0.049 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 0 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.593 1.000 0.950 1.000 0.950 1.000 0.950 1.000 Secondary fLT 0.476 0.149 0.063 fRT 0.985 0.929 0.981 0.993 fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 Adj. satflow 1104 1835 1770 1730 1770 3479 1770 3521 Sec. adj. satflow 887 278 116 CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 26 141 196 271 40 1577 215 1124 Satflow rate 1104 1835 1770 1730 1770 3479 1770 3521 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.21 0.21 0.30 0.30 0.62 0.53 0.62 0.53 Lane group cap. 230 383 316 511 263 1845 173 1868 v/c ratio 0.11 0.37 0.62 0.53 0.15 0.85 1.24 0.60 Flow ratio 0.02 0.08 0.16 0.45 0.32 Crit. lane group N N N N N N N N Sum flow ratios 1.14 Lost time/cycle 10.00 Critical v/c ratio 1.25 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L TR L TR L TR Adj. flow rate 26 141 196 271 40 1577 215 1124 Lane group cap. 230 383 316 511 263 1845 173 1868 v/c ratio 0.11 0.37 0.62 0.53 0.15 0.85 1.24 0.60 Green ratio 0.21 0.21 0.30 0.30 0.62 0.53 0.62 0.53 Unif. delay di 36.9 39.0 36.5 33.8 11.9 23.2 32.9 18.6 Delay factor k 0.11 0.11 0.20 0.13 0.50 0.50 0.50 0.50 Increm. delay d2 0.2 0.6 3.7 1.1 1.2 5.3 148.4 1.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 37.1 39.6 40.2 34.9 13.1 28.5 181.4 20.1 Lane group LOS D D D C B C F C Apprch. delay 39.2 37.1 28.1 46.0 Approach LOS D D C D Intersec. delay 36.5 Intersection LOS D HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 05/25/06 Time Period PM Peak Hour Bayshore Drive/NE 13 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 with Project Intersection Geometry Grade = 0 1 1 0 AJ ir Grade = 0 0 1 0 3 0 0 Grade = Grade = 0 0 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 3 382 342 257 452 % Heavy veh 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A P P Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 Ped timing 3.2 3.2 3.2 WB Only 02 03 04 SB Only 06 07 08 Timing G= 42.0 G= G= G= G= 30.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 3 382 342 257 452 PHF 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 3 402 360 271 476 Lane Group LT R T R Adj. flow rate 405 360 271 476 Prop. LT or RT -- 0.007 -- 0.000 -- 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 Num. of lanes 0 0 0 0 3 1 0 0 0 0 1 1 fW 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 fLU 0.908 1.000 1.000 1.000 fLT -- 1.000 -- -- 1.000 -- Secondary fLT -- -- -- -- fRT -- -- 1.000 0.850 -- -- 1.000 0.850 fLpb -- 1.000 -- -- 1.000 -- fRpb -- -- 1.000 1.000 -- -- 1.000 1.000 Adj. satflow 5072 1583 1863 1583 Sec. adj. satflow -- -- -- -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group LT R T R Adj. flow rate 405 360 271 476 Satflow rate 5072 1583 1863 1583 Lost time 2.0 2.0 2.0 2.0 Green ratio 0.52 0.52 0.38 0.38 Lane group cap. 2663 831 699 594 v/c ratio 0.15 0.43 0.39 0.80 Flow ratio 0.08 0.23 0.15 0.30 Crit. lane group N N Y N N Y Sum flow ratios 0.53 Lost time/cycle 8.00 Critical v/c ratio 0.59 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group LT R T R Adj. flow rate 405 360 271 476 Lane group cap. 2663 831 699 594 v/c ratio 0.15 0.43 0.39 0.80 Green ratio 0.52 0.52 0.38 0.38 Unif. delay d1 9.8 11.7 18.3 22.3 Delay factor k 0.11 0.11 0.50 0.50 Increm. delay d2 0.0 0.4 1.6 10.9 PF factor 1.000 1.000 1.000 1.000 Control delay 9.8 12.0 19.9 33.2 Lane group LOS A B B C Apprch. delay 10.9 28.4 Approach LOS B C Intersec. delay 19.5 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 05/25/06 Time Period PM Peak Hour Bayshore Drive/NE 14 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 with Project Intersection Geometry Grade = 0 1 1 1 AJ i Grade = 0 1 0 11 0 Grade = 0 1 1 0 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 383 302 56 43 297 9 56 407 7 8 604 230 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 10 0 9 0 7 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G= 40.0 G= G= G= G= 7.0 G= 30.0 G= G= Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 383 302 56 43 297 9 56 407 7 8 604 230 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 403 318 48 45 313 0 59 428 0 8 636 242 Lane Group L TR LTR L TR L T R Adj. flow rate 403 366 358 59 428 8 636 242 Prop. LT or RT 0.000 -- 0.131 0.126 -- 0.000 0.000 -- 0.000 0.000 -- 0.000 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 0 1 0 1 2 0 1 1 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLT 0.486 1.000 -- 0.916 -- 0.950 1.000 -- 0.950 1.000 -- Secondary fLT -- -- 0.121 -- 0.387 -- fRT -- 0.980 -- 1.000 -- 1.000 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 -- 1.000 -- 1.000 1.000 Adj. satflow 904 1826 1707 1770 3725 1770 1863 1583 Sec. adj. satflow -- -- 226 -- 721 -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR LTR L TR L T R Adj. flow rate 403 366 358 59 428 8 636 242 Satflow rate 904 1826 1707 1770 3725 1770 1863 1583 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.44 0.44 0.44 0.44 0.33 0.44 0.33 0.33 Lane group cap. 402 812 759 221 1242 402 621 528 v/c ratio 1.00 0.45 0.47 0.27 0.34 0.02 1.02 0.46 Flow ratio 0.45 0.20 0.21 0.11 0.34 0.15 Crit. lane group Y N N N N N Y N Sum flow ratios 0.82 Lost time/cycle 15.00 Critical v/c ratio 0.98 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR LTR L TR L T R Adj. flow rate 403 366 358 59 428 8 636 242 Lane group cap. 402 812 759 221 1242 402 621 528 v/c ratio 1.00 0.45 0.47 0.27 0.34 0.02 1.02 0.46 Green ratio 0.44 0.44 0.44 0.44 0.33 0.44 0.33 0.33 Unif. delay d1 25.0 17.4 17.6 19.1 22.6 14.3 30.0 23.6 Delay factor k 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 45.5 0.4 0.5 2.9 0.8 0.1 42.4 2.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 70.5 17.8 18.0 22.0 23.4 14.4 72.4 26.5 Lane group LOS E B B C C B E C Apprch. delay 45.4 18.0 23.2 59.3 Approach LOS D B C E Intersec. delay 42.1 Intersection LOS D HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Bayshore Drive/NE 14 Intersection Terrace Jurisdiction Miami -Dade Analysis Year 2009 with Project Project Description City Square East/West Street: NE 14 Terrace North/South Street: Bayshore Drive Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 494 303 48 397 59 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 520 318 50 417 62 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 264 125 100 24 0 71 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 277 131 105 25 0 74 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 0 1 1 Configuration L TR LT R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR LT R v (vph) 4 50 277 236 25 74 C (m)(vph) 1080 792 171 233 57 761 v/c 0.00 0.06 1.62 1.01 0.44 0.10 95% queue length 0.01 0.20 18.78 9.60 1.66 0.32 Control Delay 8.3 9.9 352.1 107.3 110.4 10.2 LOS A A F F F B Approach Delay -- -- 239.5 35.5 A pproach LOS -- -- F E HCS2000T n1 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f FULL REPORT General Information Site Information Analyst LSB Agency or Co. Cathy Sweetapple & Associates Date Performed 5/29/2006 Time Period PM Peak Hour Intersection Bayshore Blvd/NE 14 Terr Area Type All other areas Jurisdiction Miami -Dade Analysis Year Future with Signal Intersection Geometry Grade = 0 0 2 1 AA' Grade = 0 0 0 1 _23.1 1 Grade = 0 't 1 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 24 0 71 264 125 100 4 494 303 48 397 59 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 30.0 G= G= G= G= 40.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 24 0 71 264 125 100 4 494 303 48 397 59 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 25 0 75 278 132 105 4 520 319 51 418 62 Lane Group LT TR TR TR Adj. flow rate 25 75 278 237 4 839 51 480 Prop. LT or RT 1.000 0.000 0.000 0.443 0.000 0.380 0.000 0.129 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 0 1 1 1 1 0 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 fg 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.00 1.00 1.00 1.00 fLU 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 fLT 0.737 0.741 1.000 0.460 1.000 0.269 1.000 Secondary fLT fRT 1.000 0.850 0.934 0.943 0.981 fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 1.000 Adj. satflow 1374 1583 1380 1739 856 3337 501 3471 Sec. adj. satflow CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group LT R L TR L TR L TR Adj. flow rate 25 75 278 237 4 839 51 480 Satflow rate 1374 1583 1380 1739 856 3337 501 3471 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.38 0.38 0.38 0.38 0.50 0.50 0.50 0.50 Lane group cap. 515 594 518 652 428 1669 251 1736 v/c ratio 0.05 0.13 0.54 0.36 0.01 0.50 0.20 0.28 Flow ratio 0.02 0.05 0.20 0.14 0.00 0.25 0.10 0.14 Crit. lane group N N Y N N Y N N Sum flow ratios 0.45 Lost time/cycle 10.00 Critical v/c ratio 0.52 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group LT R L TR L TR L TR Adj. flow rate 25 75 278 237 4 839 51 480 Lane group cap. 515 594 518 652 428 1669 251 1736 v/c ratio 0.05 0.13 0.54 0.36 0.01 0.50 0.20 0.28 Green ratio 0.38 0.38 0.38 0.38 0.50 0.50 0.50 0.50 Unif. delay d1 15.9 16.4 19.6 18.1 10.0 13.4 11.1 11.6 Delay factor k 0.11 0.11 0.14 0.11 0.50 0.50 0.50 0.50 Increm. delay d2 0.0 0.1 1.1 0.3 0.0 1.1 1.8 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 16.0 16.5 20.7 18.4 10.1 14.4 13.0 12.0 Lane group LOS B B C B B B B B Apprch. delay 16.4 19.6 14.4 12.1 Approach LOS B B B B Intersec. delay 15.2 Intersection LOS B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c FULL REPORT General Information Site Information Analyst LSB Cathy Sweetapple & Agency or Co. Associates Date Performed 05/25/06 Time Period PM Peak Hour Bayshore Drive/NE 15 Intersection Street Area Type All other areas Jurisdiction Miami -Dade Analysis Year 2009 with Project Intersection Geometry Grade = 0 0 2 1 AA' Grade = 0 1 1 1 0 Grade = 0 't 1 1 1 Grade = 0 2 0 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 133 280 109 31 166 152 71 441 97 146 354 171 % Heavy veh 0 0 0 2 2 2 2 2 0 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A PPPPPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 G= 25.0 G= G= G= 9.0 G= 23.0 G= G= Y= 3 Y= 6 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 80.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description City Square Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 133 280 109 31 166 152 71 441 97 146 354 171 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 140 295 115 33 175 160 75 464 102 154 373 180 Lane Group L TR L T R L TR L TR Adj. flow rate 140 410 33 175 160 75 566 154 553 Prop. LT or RT 0.000 -- 0.280 0.000 -- 0.000 0.000 -- 0.180 0.000 -- 0.325 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 0 1 1 1 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 0.980 0.980 0.980 0.980 0.984 1.000 0.980 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fLT 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- Secondary fLT 0.510 -- 0.219 -- 0.258 -- 0.249 -- fRT -- 0.958 -- 1.000 0.850 -- 0.973 -- 0.951 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 -- 1.000 1.000 -- 1.000 -- 1.000 Adj. satflow 1805 1820 1770 1863 1583 1770 3463 1805 3374 Sec. adj. satflow 969 -- 409 -- 480 -- 473 -- CAPACITY AND LOS WORKSHEET General Information Project Description City Square Capacity Analysis EB WB NB SB Lane group L TR L T R L TR L TR Adj. flow rate 140 410 33 175 160 75 566 154 553 Satflow rate 1805 1820 1770 1863 1583 1770 3463 1805 3374 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.43 0.31 0.43 0.31 0.31 0.44 0.29 0.44 0.29 Lane group cap. 474 569 276 582 495 355 996 357 970 v/c ratio 0.30 0.72 0.12 0.30 0.32 0.21 0.57 0.43 0.57 Flow ratio 0.23 0.09 0.10 0.16 0.16 Crit. lane group N Y N N N N N N Y Sum flow ratios 0.55 Lost time/cycle 22.00 Critical v/c ratio 0.76 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L TR L T R L TR L TR Adj. flow rate 140 410 33 175 160 75 566 154 553 Lane group cap. 474 569 276 582 495 355 996 357 970 v/c ratio 0.30 0.72 0.12 0.30 0.32 0.21 0.57 0.43 0.57 Green ratio 0.43 0.31 0.43 0.31 0.31 0.44 0.29 0.44 0.29 Unif. delay di 14.6 24.4 15.2 20.9 21.0 14.0 24.3 14.8 24.3 Delay factor k 0.11 0.28 0.11 0.11 0.11 0.50 0.50 0.50 0.50 Increm. delay d2 0.3 4.4 0.2 0.3 0.4 1.4 2.4 3.8 2.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.9 28.8 15.4 21.2 21.4 15.4 26.6 18.6 26.7 Lane group LOS B C B C C B C B C Apprch. delay 25.3 20.8 25.3 24.9 Approach LOS C C C C Intersec. delay 24.5 Intersection LOS C HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year Herald Plaza/NE 14 Street Miami -Dade 2009 with Project Project Description City Square East/West Street: NE 14 Street North/South Street: Herald Plaza Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 71 46 0 0 62 21 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 74 48 0 0 65 22 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 37 0 32 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 38 0 33 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 74 71 C (m) (vph) 1509 796 vlc 0.05 0.09 95% queue length 0.15 0.29 Control Delay 7.5 10.0 LOS A A Approach Delay -- -- 10.0 pproach LOS -- -- A HCS2000T n1 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 5/30/2006 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year Herald Plaza/East Driveway Miami -Dade 2009 with Project Project Description City Square East/West Street: East Driveway North/South Street: Herald Plaza Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 151 108 36 31 66 103 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 158 113 37 32 69 108 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 22 0 28 39 0 197 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 23 0 29 41 0 207 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration LR L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LR L R v (vph) 158 32 52 41 207 C (m) (vph) 1399 1431 395 329 928 v/c 0.11 0.02 0.13 0.12 0.22 95% queue length 0.38 0.07 0.45 0.42 0.85 Control Delay 7.9 7.6 15.5 17.5 10.0- LOS A A C C A Approach Delay -- -- 15.5 11.2 A pproach LOS -- -- C B HCS2000T n1 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Agency/Co. Cathy Sweetapple & Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Intersection Herald Plaza/NE 15 Street Jurisdiction Miami -Dade Analysis Year 2009 with Project Project Description City Square East/West Street: NE 15 Street Intersection Orientation: East-West North/South Street: Herald Plaza Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 L T R L T Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv 0 0.95 0 0 434 0.95 456 168 0.95 176 32 0.95 33 2 284 0.95 298 0 0.95 0 Median type RT Channelized? 0 Undivided 0 Lanes Configuration Upstream Signal Minor Street Movement 0 7 1 0 Northbound 8 0 TR 9 1 10 2 T 0 Southbound 11 0 12 L L T R Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 112 0.95 117 2 0 0.95 0 0 0 0 64 0.95 67 2 0 0.95 0 0 0 0.95 0 0 0 0 0 0.95 0 0 0 0 LR 0 0 0 0 0 0 Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement Lane Configuration Volume, v (vph) Capacity, cm (vph) v/c ratio Queue length (95%) 1 4 7 8 9 10 11 12 L LR 33 947 184 374 0.03 0.49 0.11 2.62 Control Delay (s/veh) 8.9 23.6 LOS A C Approach delay (s/veh) __ -_ 23.6 Approach LOS -- -- C HCS2000T n2 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LSB Cathy Sweetapple & Agency/Co. Associates Date Performed 05/25/06 Analysis Time Period PM Peak Hour Intersection Jurisdiction Analysis Year NE 14 Terr/West Parcel Drive Miami -Dade 2009 with Project Project Description City Square East/West Street: NE 14 Terrace North/South Street: West Parcel Drive Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 20 0 73 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 21 0 76 0 0 0 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 52 22 0 0 22 86 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 54 23 0 0 23 90 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT TR v (vph) 21 77 113 C (m) (vph) 1623 761 1000 v/c 0.01 0.10 0.11 95% queue length 0.04 0.34 0.38 Control Delay 7.2 10.3 9.1 LOS A B A Approach Delay -- -- 10.3 9.1 pproach LOS -- -- B A HCS2000T n1 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f Attachment VII Transportation Control Measures Plan Transportation Control Measures Plan Downtown Miami is served by an extensive system of alternative travel modes which has been recognized and examined to evaluate the movement of people through enhanced mobility options including the use of fixed rail transit, rubber tire transit and increased pedestrian activity. The City Square East and West Parcels are located adjacent to the Omni Station for the Metro -mover, and are being designed with improved pedestrian plazas and sidewalks to encourage the use of the existing transit service. In recognition of the regional efforts to reduce the single occupant vehicle (SOV) during the peak travel hours, the Applicant for City Square will work with the Downtown Miami TMA, South Florida Commuter Services and City staff to provide new tenants with examples of transportation demand management strategies and will assist with the coordination of programs which emphasize the reduction in the SOV. These programs will include various measures to reduce peak hour traffic congestion and single occupant vehicles (SOV), using strategies such as: • Corporate ride matching programs • Work hour management programs • Vanpooling programs • Telecommuting • Parking management programs • Transit pass employee incentives The implementation of these measures will seek to achieve a minimum ten percent (10%) reduction of the peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways, comparing these against the total project trips based upon ITE trip generation rates. City Square Maefield Development Transportation Control Measures Plan November 2005 Attachment VIII Truck Staging Alternatives Plan and Truck Maneuvering Plan Truck Staging Alternatives N Bayshore Dr NE 13 St C I Truck Egress Miami Herald Printing Truck Ingress Herald Plaza Miami Herald Office Figure 9A Area 1 — 1:00 to 4:00 am - Pick-up of Newspapers for General Distribution Truck Staging Alternatives Area 2 — Delivery of Newsprint Rolls [20 Trucks Daily] City Square Area 3A and 3B — Delivery of Office Goods and Pre -Prints [20 Trucks Daily] May 2006 Source: Cathy Sweetapple & Associates 1 I Area 1 — 1:00 to 4:00 am - Pick-up of Newspapers for General Distribution Figure 9B Truck Staging Alternatives Area 2 — Delivery of Newsprint Rolls [20 Trucks Daily] City Square Area 3A and 3B — Delivery of Office Goods and Pre -Prints [20 Trucks Daily] May 2006 Source: Cathy Sweetapple & Associates PULE TRUCKFNTERING FROM WEST PRONIENADEFNTRK EXITING UN THE EASY I LIZ FIRE MAKING A RIGHT TURN INTO THE WEST PROMENADE ENTRY. FIRE MAKING A RIGHT TURN INTO THE WEST PROMENADE ENTRY Ff 33' FIRE TRUCK 75' TRUCK ENTERING RETAIL LOADING FACILITY 75" TRUCK CITY SQUARE MAN, FL TRAFFIC BOARD fin ay 03,2006. IIIIIIIII:a11;11IIIiii OLILEVARD SHOPS 'AGING ARLA ST ST NE 14IF'TERRACE ST ST ST ST ST ST ST 1 1 MAL F.Q.R. I 1ST TRUCK ENTERING INTERNAL LOADING BAY 1 1111111M511111, S. lST sr -sr sr sr 2ND TRUCK ENTERING INTERNAL LOADING RAY 2 BOULEVARD SHOPS ,I 1 MAIL F.C.R. 3RD TRUCK ENTERING INTERNAL LOADING BAY 3 IIIIIIIf1a 1..11111irl BOULEVARD 1,11NO AREA sT'L I ET f — = ST ST ST ST ST ST � 1 I MAIL C Ilfnnlii111iimBf1, gat iiil'. // PEYaL f ID txPi�`Sr�1�R NE ISOIRP RACE STST ST sI ST ST ST' 4TH TRUCK ENTERING INTERNAL LOADING BAY 4 ABQUITECTONICA IJ NE 141aTEaf-: TST TRUCK EXITING INTERNAL LOADINGRBAY 1 BIM Roc 1 1 x.,,i LaR r Fr 2ND TRUCK EXITING INTERNAL LOADING RAY2 xssraCES NE 141eTENR I - I IIII1c1;&GIIII, 11.IIfI'III iRlllkrI 1mnu�ill InmL Lttil: i 3 OH Eris ST ST ST ST „T 91 sr 9T MAIL RETAL 3RD TRUCK EXITING INTERNAL LOADING BAY 3 NE 14r,TENOICE---- 7, ao 4TH TRUCK EXITING INTERNAL LOADING BAY 4 CITY SQUARE ST S MI.6. FL TRAFFIC BOARD PROJECT#23N