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HomeMy WebLinkAboutBinder Section G1. Supporting DocumentsS U P TI E N TS J NO11J]S APPENDIX A: Methodology Correspondence rig Kimley-Horn and Associates, Inc.. Memorandum To: Raj Shanmugam, P.E. URS Southern Corporation From: John J. McWilliams, P.E Adrian K. Dabkowski, P,'E{(LA), PTOE CC: Date: September 8, 2011 Subject: Miami Design District Special Area Plan Traffic Impact Analysis Methodology Lilia Medina, AICP; City of Miami The purpose of this memorandum is to summarize the traffic impact analysis methodology as discussed at our August 26, 2011 meeting. The proposed development is generally bounded by NE 42"d Avenue to the north, NE 38th Street to the south, North Miami Avenue to the west and North Federal Highway to the east. A general site plan is provided in Attachment A. Please note that the highlighted blocks will be included as part of the traffic impact analysis. The proposed development includes a mix of retail and restaurant space. Please note that the development program is not yet finalized and will be further revised. Once the development program has been finalized it will be provided to you. The following items were discussed at the meeting: Trip Generation Trip generation calculations for the proposed development will be performed using Institute of Transportation Engineer's (ITE) Trip Generation, 8th Edition. Once the development program has been finalized, trip generation calculations will be provided prior to submittal of the traffic study for review. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the Miami -Dade County's MPO 2035 Cost Affordable Plan. The appropriate TAZ for this development is 383. The cardinal distribution is provided in Attachment B. Background Traffic Forecast/Major Committed Development A background growth rate will be calculated based on historic growth trends at nearby Florida Department of Transportation (FDOT) traffic count stations. Additionally, growth rates based can Miami -Dade Metropolitan Planning Organization's (MPO) projected 2005 and 2035 model network volumes will be ■ ■ 5200 NW 33rd Avenue Suite 109 Fort Lauderdale, Florida 33309 TEL 954 535 5100 FAX 954 739 2247 Kimley-Horn and Associates, Inc. Raj Shanmugam, P.E., September 8, 2011, Pg. 2 examined. Documentation will be provided in the Appendix of the traffic impact study. The City of Miami will be contacted to obtain the most recent edition of the Large Scale Development Report. Projects currently under construction or approved but not yet constructed will be included. Projects in the application stage who have submitted a traffic study will also be included. Study Area The following intersections will be examined as part of the study area: • North Miami Avenue at NE 42nd Street • North Miami Avenue at NE 41st Street • North Miami Avenue at NE 40th Street • North Miami Avenue at NE 39th Street • North Miami Avenue at NE 38th Street/Interstate 195 WB Ramp • North Miami Avenue at Interstate 195 EB Ramp • North Miami Avenue at NE 36th Street • NE 1st Avenue at NE 42"d Street • NE 1st Avenue at NE 41st Street • NE 1st Avenue at NE 40th Street • NE 1st Avenue at NE 39th Street • NE 1st Avenue at NE 38th Street • NE 1st Avenue at NE 36th Street • NE 2"d Avenue at NE 42"d Street • NE 2"d Avenue at NE 41st Street • NE 2nd Avenue at NE 40th Street • NE 2"d Avenue at NE 39th Street • NE 2nd Avenue at NE 38th Street • NE 2nd Avenue at NE 36th Street/Federal Highway • Federal Highway at NE 39th Street • Biscayne Boulevard at NE 38th Street • Biscayne Boulevard at NE 36th Street • Project driveways will also be included in the study area/analysis. The following corridors were identified for analysis: • North Miami Avenue • NE 2"d Avenue • NE 41st Street • NE 39th Street Please note that the Interstate 195 Eastbound Ramp at North Miami Avenue is closed for construction with traffic detoured to the Interstate 195 Eastbound Ramp at Biscayne Boulevard. Adjustment factors will be applied to the traffic Kirnley-Horn and Associates, Inc.. Raj Shanmugam, P.E., September 8, 2011, Pg. 3 counts at the Interstate 195 Eastbound Ramp at North Miami Avenue based on traffic data contained in the Miami Midtown traffic study. These adjustment factors will assume that the eastbound ramp is open and will divert traffic from the Biscayne Boulevard ramp. Data Collection As the proposed development will consist primarily of retail and restaurant land uses, P.M. peak period (4:00-6:00 P.M.) turning movement counts will be conducted at all identified study intersections. 24-hour machine counts will be conducted on all study corridors where Florida Department of Transportation (FDOT) 24-hour traffic data is not available. All traffic counts will be adjusted to account for seasonality using the appropriate FDOT seasonal factors. Signal timing information will be obtained from Miami -Dade County Public Works Department —Signals and Signs Division. Capacity Analysis Capacity analyses will be conducted for the P.M. peak hour at all identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. A detailed operations analysis for the project driveways and study area intersections will be prepared. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. Please note that the City of Miami Capital Improvement Plan (CIP) will be reviewed for study area improvement projects. In addition, all project driveways will be addressed in this analysis with respect to access (controlled/uncontrolled) and queuing. Site parking information will also be provided in the report. Loading area maneuverability will also be addressed utilizing AutoTURN software. Transportation Accommodations Section A section in the report will discuss non -passenger vehicle transportation and internal transportation access. Specifically, this section will discuss accommodations for bicycles and identify bicycle parking areas; discuss internal transportation access such as tunnels connecting the below -grade parking garages. Documentation The results of the analysis will be summarized in a report. The report shall include supporting documents including signal timings, lane geometry, and software output sheets. K:\FfL_TPTO\043505000-Miami Design District\Correspondence\memos\09 07 11 Miami Design Dsitrict - Traffic Study Methodology.doc Attachment A I-95, DOWNTOWfN, MIAMI INTERN* IONA NIST STREET ILE 4CTH STREET AIRPORT N.E.G2NO STREET MOM,: NIONE PAPKIND IIIIIIIIIIIIIII IIIIIIIIIIIII N.E. 41ST STREET N E 40iH STREET N E. 39TH 5TNEET /////: iiv.i-J2' LV.Y CONSMCTIONI 17'1,0 FP MIAMI DESIGN DISTRICT "MAP NOT DRAWN TO SCALE AVAILABLE PARKING VTREET o vALETP.M/4AL. AN AS TO CONS LELu NE1GxC0a TTANG HE Focus Area , Study Area rionin.c BEACH TRAFFIC I PACT LYSIS Traffic Impact Analysis for Submittal to the City of Miami Kimley-Horn 1 and Associates, Inc. ©2011 Kimley-Horn and Associates, Inc. October 2011 043505000 Traffic Impact Analysis for Submittal to the City of Miami Miami Design District Special Area Plan Miami, Florida Prepared for: Miami Design District Associates, LLC Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida /Kimley-Horn ►. and Associates, Inc. ©2011 Kimley-Horn and Associates, Inc. October 2011 043400000 C�`11 Kimley-Horn and Associates, Inc. Traffic Impact Analysis TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 7 Level of Service Standard 7 Transportation Corridor Level of Service Methodology 7 Intersection Level of Service Methodology 8 EXISTING CONDITIONS (2011) CAPACITY ANALYSIS 9 Transportation Corridors 9 FUTURE BACKGROUND TRAFFIC CONDITIONS 15 Background Area Growth 15 Committed Developments 16 PROJECT TRAFFIC 18 Existing and Proposed Land Uses 18 Project Access 18 Trip Generation 19 Trip Distribution and Assignment 21 FUTURE TOTAL TRAFFIC 24 FUTURE CONDITIONS CAPACITY ANALYSIS 26 Future Background Traffic Conditions 26 Future Total Traffic Conditions 29 TRANSPORTATION CONTROL MEASURES PLAN 33 Parking Garage Interconnectivity 33 Pedestrian Interconnectivity 33 CONCLUSION 34 FTL—TPTO\043505000-Miami Design District\Reports. Page - i October 2011 RP- EN►1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: Intersection Lane Configuration 5 Figure 3: 2011 P.M. Peak Hour Traffic Volumes 6 Figure 4: P.M. Peak Hour Future Background Traffic 17 Figure 5: P.M. Peak Hour Project Trip Distribution 22 Figure 6: P.M. Peak Hour Project Assignment 23 Figure 7: P.M. Peak Hour Future Total Traffic 25 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds 8 Table 2: 2011 P.M. Peak Hour Roadway Volumes 9 Table 3: 2011 P.M. Peak Hour Miami -Dade Transit Conditions 11 Table 4: 2011 P.M. Peak Hour Transportation Corridor Segment Conditions 13 Table 5: 2011 P.M. Peak Hour Intersection Conditions 14 Table 6: 2011 Background Growth Rate Summary 15 Table 7: P.M. Peak Hour Proposed Trip Generation 20 Table 8: Cardinal Trip Distribution 21 Table 9: Future Background P.M. Peak Hour Transportation Corridor Segment Conditions 27 Table 10: 2016 Future Background P.M. Peak Hour Intersection Conditions 28 Table 11: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions 30 Table 12: 2016 Future Total P.M. Peak Hour Intersection Conditions — Study Intersections 31 Table 13: 2016 Future Total P.M. Peak Hour Intersection Conditions —Study Driveways 32 FTL_TPTO\043505000-Miami Design District\Reports Page - ii October 2011 CmFt Kimley-Horn and Associates, Inc. Traffic Impact Analysis Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: Appendix I: Appendix J: Appendix K: LIST OF APPENDICES Methodology Correspondence Traffic Count Data Miami -Dade Transit Data Existing Conditions Intersection Analysis Growth Trend Analyses Vested Development Trip Information Trip Generation Cardinal Trip Distribution Volume Development Worksheets Future Background Conditions Intersection Analysis Future Total Conditions Intersection Analysis FTL TPTO\043505000-Miami-Design District\Reports ____ . Page-iii October 2011 /DWI Kimley-Horn �� and Associates, Inc. Traffic Impact Analysis INTRODUCTION Miami Design District Associates, Inc. is proposing a Special Area Plan (SAP) that is generally bounded by NE 42nd Street to the north, NE 38th Street to the south, NE 1st Avenue to the west, and the Florida East Coast Railroad to the east. Figure 1 depicts the both the SAP boundaries. The proposed development plan consists of 578,200 s.f. of retail development and 30,000 s.f. of restaurant development. In addition, it is being proposed to demolish 125,200 s.f. of existing retail development. Therefore, the net increase associated with this SAP is 453,000 s.f. of retail development and 30,000 s.f. of restaurant development. Kimley-Horn and Associates, Inc. has completed this traffic impact analysis for submittal to the City of Miami. The purpose of the study is to assess the project's impact on the surrounding transportation network and determine if adequate capacity is available to support future demand. This report is being submitted in accordance with the requirements of a Special Area Plan (SAP) application. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic impact analyses. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. An initial methodology meeting was conducted with the City of Miami's traffic consultant on August 26, 2011. All methodology correspondence is included in Appendix A. FTL TPTO\043505000-Miami Design District\Reports Page - 1 October 2011 NOT TO SCALE Kimley-Hom and Associates, Inc. Figure 1 Project Location Map Miami -Design Distr-ict - © 2011 Perri Kimley-Horn and Associates, Inc. Traffic Impact Analysis DATA COLLECTION Traffic data were collected in the study area for this project. The study area roadway corridors for this project include: • N. Miami Avenue • NE 415t Street • NE 2nd Avenue • NE 39th Street The following intersections were examined: N. Miami Avenue at NE 42nd Street • N. Miami Avenue at NE 42nd Street • N. Miami Avenue at NE 41st Street • N. Miami Avenue at NE 40th Street • N. Miami Avenue at NE 39th Street • N. Miami Avenue at NE 38th Street/I- 195 WB Ramp • N. Miami Avenue at 1-195 EB Ramp • N. Miami Avenue at NE 36th Street • NE 1st Avenue at NE 42nd Street • NE 1st Avenue at NE 41st Street • NE 1st Avenue at NE 40th Street • NE 1st Avenue at NE 39th Street • NE 1st Avenue at NE 38th Street • NE 1st Avenue at NE 36th Street • NE 2nd Avenue at NE 42nd Street • NE 2nd Avenue at NE 41st Street • NE 2nd Avenue at NE 40th Street • NE 2nd Avenue at NE 39th Street • NE 2nd Avenue at NE 38th Street • NE 2nd Avenue at NE 36th Street/ Federal Highway • Federal Highway at NE 39th Street • Biscayne Boulevard at NE 38th Street • Biscayne Boulevard at NE 36th Street P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected at each intersection under study. 24-Hour volume counts were conducted along the study corridors. Traffic count data was collected on September 15, 2011 (Thursday), September 20, 2011 (Tuesday), or September 21, 2011 (Wednesday). The corresponding peak season conversation factor for all count data is 1.05. Turning movement counts, 24-hour volume counts, and the peak season conversion factor reports are provided in Appendix B. FTL TPTO\043505000-Miami Design District\Reports Page - 3 October 2011 PP" NON� Kimley-Horn hi, Ell and Associates, Inc. Traffic Impact Analysis The eastbound off ramp from 1-195 at N. Miami Avenue was closed to traffic as a result of ongoing reconstruction of 1-195. As a result, all eastbound traffic previously utilizing this off - ramp must utilize the off -ramp to Biscayne Boulevard to the east. As a result of this adjusted travel pattern, the turning movement count data collected at the intersection of NE 36th Street/1-195 EB off -ramp and Biscayne Boulevard reflected an increase of approximately 300 vehicles on the westbound approach (as compared to a count collected by FDOT in 2010). 2010 volume data for the 1-195 off -ramp at N. Miami Avenue was obtained from FDOT. This volume was adjusted for peak season and a growth factor was applied to estimate a 2011 peak season ramp volume. The ramp volume was then distributed through the study area's intersections utilizing existing volume travel patterns at each intersection. Furthermore, to reflect normalized conditions at the aforementioned intersection of NE 36th Street/I-195 EB off - ramp and Biscayne Boulevard (prior to the closure of the adjacent off -ramp to the west), a 300- vehicle reduction was applied to the westbound approach volumes. Note that this reduction was distributed through the study area's intersections utilizing existing volume travel patterns at each intersection. Lane configurations for roadways adjacent to the proposed development are provided in Figure 2. Figure 3 presents the P.M. peak hour 2011 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections. FTL TPTO\043505000-Miami Design District\Reports Page - 4 October 2011 Oct 05. 201 151, 114 4- 3 - N MIAMI AVENUE 92 4, FL- 4- 133S1S 1S14 3N 6 N M(AM) AVENUE ir NE 1ST AVENUE NE 1ST AVENUE 4_4 NE 2ND AVENUE A BISCAYNE BLVD WA —14 i4 NE END AVENUE 4- =_ 11 fiTr "14 FEDERAL HIGHWAY BISCAYNE BLVD DMIO.. DT N. REVISIONS I SCE SY MN igmley-Hom Bk...111111111 I and Associates, Inc. 0 Far.Fsr-morm AND MSOCIATM. D200 NW 33. kme VD F. Lostr,. 33309 RIONE (954) 535-5100 FAD (954) 72e-2247 WWWDONLET—NORSCOM 00000SSD DADE 10/05/11 PROJECT NO. 043505000 EXISTING INTERSECTION LANE CONFIGURATIONS FLORIDA DMO.1 DIGINES, FLORIDA ..DISIDASON MAIM, SAM FIGURE 2 --- SHEET NUMSER 87 i 32 J14 t ,e 450 Se ,ami A NE NE 2nd Ave 1141; '141 2a 883 m 5 e 14 i es C ,a 1 r 55 0s aos o" z 4. 84 J14 s" 14 828 ,2 J "4. 7-2 s N .14 SS J14 22 5n.t 3,5 32 7 28s 549 h t r I=..= 1tr k 24 s25 htr 14 55 s as .aar a, II, tr i,4 25 r ,5 tr Biscayne Bivd 762. „2 42 — 908 232 7 J 1 4 s 45 H ,e 7 J4 1tr is 20 r ,_ t -a. 33 o� ws 71 8'1 htr e Blvd NE 1st A NE2nd Av Ni. GENn Kimley-Horn and Associates, Inc. Traffic Impact Analysis CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person -trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular capacity of a roadway. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person -trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2009 version of FDOT's Quality/Level of Service Handbook. FTL_TPTO\043505000-Miami Design District\Reports Page - 7 October 2011 � Kimley-Horn \ and Associates, Inc. Traffic Impact Analysis Table 1: Transportation Corridor Level of Service Thresholds LOS N. Miami Avenue NE 2nd Avenue NE 41st Street NE 39th Street Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds (NB/SB) V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio A (1) -- (1) -- (1) -- (1) -- B (1) -- (1) -- (1) -- (1) -- C 569 (2) <0.89 392 / 864 (3) <0.89 252 (4) <0.89 252 (4) <0.89 D 1,275 (2) 090 0.99 567 / 1,150 (3) 0.90 0.99 364 (4) 0.90- 0.99 (4) 3640.99 0.90 E 1,445 (2) >1.0 602 / 1,215 (3) >1.0 387 (4) >1.0 387 (4) >1.0 F-- - -- -- -- -- -- -- Note: (1) Cannot be achieved per Table 7 from FDOT's 2009 Quality/Level ofService Handbook. (2) Based on Class III/IV roadway capacities found in Table 7 of FDOT's 2009 Quality/Level of Service Handbook; Major City/County Roadway (10 percent reduction); and Multi -lane roadway with no right -turn lanes (5% reduction). (3) Based on Class II roadway capacities found in Table 7 of FDOT's 2009 Quality/Level of Service Handbook; Northbound = 2-lane undivided Major City/County Road (10% reduction) with no right -turn lanes (20% reduction); Southbound = 4-lane undivided Major City/County Road (10% reduction) with no left or right -turn lanes (25% reduction). (4) Based on Class II roadway capacities found in Table 7 of FDOT's 2009 Quality/Level of Service Handbook; 2-lane undivided "Other Signalized" Roadway (35 percent reduction); no right -turn lanes (20% reduction). Intersection Level of Service Methodology Level of service analyses were performed for study intersections using Trafficware's SYNCHRO 7.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition. FTL TPTO\043505000-Miami Design District\Reports Page- 8 October 2011 C_I1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis EXISTING CONDITIONS (2011) CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine current level of service for the transportation corridors examined in this study. Table 2 presents the unadjusted 2011 P.M. peak hour directional traffic volumes, peak season conversion factors, and the 2011 peak season P.M. peak hour directional traffic volumes for the study corridors. Corridor count data is included in Appendix B. Table 2: 2011 P.M Peak Hour Roadway Volumes Roadway Segments Direction 2011 P.M. Peak Hour Volumes FDOT Peak Season Adjustment Factor 2011 Peak Season P.M. Peak Hour Volumes N Miami Avenue NB 1,020 1.05 1,071 N Miami Avenue SB 660 1.05 693 NE 2nd Avenue NB 445 1.05 467 NE 2nd Avenue SB 296 1.05 311 NE 41st Street EB 39 1.05 41 NE 41st Street WB 72 1.05 76 NE 39th Street EB 100 1.05 105 NE 39th Street WB 187 1.05 196 *Link volumes represent highest link volume in study area for each facility. Each link volume was calculated as the average of the entering and exiting intersection turning movement volumes, as adjusted for the Interstate 195 ramp closure. Existing transit conditions were examined considering the ridership on and capacity of the Miami -Dade Transit (MDT) bus service operating in the corridors. MDT staff was contacted to obtain the P.M. peak hour ridership and capacities for the transit service. FTL TPTO\043505000-Miami Design District\Reports Page - 9 October 2011 PIP' MIF1 Kimley-Horn `� and Associates, Inc. Traffic Impact Analysis Three (3) Miami -Dade transit routes presently serve the study area during the P.M. peak hour: • Route 9 operates with 12 minute headways in both directions along NE 2nd Avenue • Route 10 operates with 30 minute headways in both directions along NE 2nd Avenue • Route 202 operates with 60 minute headways in both directions along NE 2nd Avenue, NE 36th Street, NE 39th Street, and N. Miami Avenue. MDT staff indicated that Metrobus routes on the study corridors utilize various bus types with different capacities. For purposes of this analysis, an average capacity for each route was determined using data obtained from Miami -Dade Transit. The ridership capacities for the bus routes were calculated for the P.M. peak hour using the appropriate headways and capacities. Metrobus route maps are included in Appendix C. Ridership data was obtained from Miami - Dade Transit for the identified transit routes. The data reflects typical ridership on the routes using the most recent ridership information available. Table 3 presents the existing P.M. peak hour ridership on the routes studied; the ridership data obtained from Miami -Dade Transit is included in Appendix C. FTL_TPTO\043505000-Miami Design District\Reports Page- 10 October 2011 C1mI1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis Table 3: 2011 P.M. Peak Hour Miami -Dade Transit Conditions Transit Route Information Direction of Travel Peak Hour Headways in minutes Buses per Hour Average Ca (riderspacity) Peak Hour Directional Person -Trip Capacity Peak Hour Average Directional Route Ridership N Miami Avenue Route 202 Northbound 60 1 38 38 2 riders per bus Southbound 60 1 38 38 2 riders per bus NE 2nd Avenue Route 9 Northbound 12 5 38 190 17 riders per bus Southbound 12 5 38 190 19 riders per bus Route 10 Northbound 30 2 38 76 11 riders per bus Southbound 30 2 38 76 13 riders per bus Route 202 Northbound 60 1 38 38 1 riders per bus Southbound 60 1 38 38 3 riders per bus 1'1' P. z Route 202 Eastbound (Northbound) 60 1 38 38 0 riders per bus m m en n Route 202 Eastbound (Northbound) 60 1 38 38 0 riders per bus Total Northbound - 11 - 418 10 riders per bus Southbound - 9 - 342 14 riders per bus FTL TPTO\043505000-Miami Design District\Reports Page - 11 October 2011 Gmr1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis In order to determine person -trip level of service for the study area's transportation corridors, total person -trip volumes (vehicular and transit) were compared to the total person -trip capacities. The person -trip volume to capacity (v/c) ratios were compared to the person -trip v/c level of service designations outlined in Table 1. Table 4 presents the existing transportation corridor level of service. As indicated in these tables, the transportation corridors have excess person -trip capacity and operate at acceptable levels of service. FTL TPTO\043505000-Miami Design District\Reports Page - 12 October 2011 im�Kimley-Horn and Associates, Inc. Traffic Impact Analysis Traffic Impact Analysis Table 4: 2011 P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season P.M. Peak Hour Roadway Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) Adjusted Peak Hour Total Capacity P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service Vehicles Person- Trips (1) Person- Trips Person- = Trips Vehicles Person- Trips �1) Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS N Miami Avenue NB 1,071 1,499 2 1,501 1,445 2,023 38 2,061 2,473(3) 972 0.607 C SB 693 970 2 972 1,445 2,023 38 2,061 2,473(3) 1,501 0.393 C NE 2nd Avenue NB 467 654 29 683 602 843 304 1,147 1,376(3) 693 0.496 C SB 311 435 35 470 1,215 1,701 304 2,005 2,406(3) 1,936 0.195 C t 4, al yr v w ,; z N EB 41 57 0 57 387 542 38 580 580 523 0.098 C WB 76 106 0 106 387 542 0 542 542 436 0.196 C Y 01 v m a) W 4, z N EB 105 147 0 147 387 542 38 580 580 433 0.253 C WB 196 274 0 274 387 542 0 542 542 268 0.506 C (1) Volumes (2) Directional (3) LOS E + 20% vehicles) were converted to person -trips using 1.4 person/vehicle occupancy per City of Miami standards. peak hour capacity derived from the 2009 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. allowed due to transit headways FTL TPTO\043505000-Miami Design District\Reports Page - 13 October 2011 Kimley-Horn I• 1 and Associates, Inc. Traffic Impact Analysis P.M. peak hour capacity analyses were also performed for the study intersections. Table 5 presents the results of the analyses. All study intersections operate at adopted level of service standards. Detailed information from the existing conditions intersection capacity analysis is included in Appendix D. Table 5: 2011 P.M. Peak Hour Intersection Conditions Intersection Traffic Control 2011 Peak Hour Overall Level of Service LOS : Delay (secs) N. Miami Avenue at NE 42nd Street111 Two -Way Stop B 14.6 N. Miami Avenue at NE 41st Street(�) Two -Way Stop C 15.1 N. Miami Avenue at NE 40th Street(1) Two -Way Stop C 16.1 N. Miami Avenue at NE 39th Street Signalized B 12.2 N. Miami Avenue at NE 38th Street/ 1-195.WB Ramp Signalized A 6.4 N. Miami Avenue at 1-195 EB Ramp Signalized C 29.5 N. Miami Avenue at NE 36th Street Signalized D 36.9 NE 1st Avenue at NE 42nd Street111 Two -Way Stop A 9.6 NE 1st Avenue at NE 41st Street(1) Two -Way Stop B 10.1 NE 1st Avenue at NE 40th Street1�1 Two -Way Stop B 11.8 NE 1st Avenue at NE 39th Street Four -Way Stop A 9.8 NE 1st Avenue at NE 38th Street111 Two -Way Stop B 10.8 NE 1st Avenue at NE 36th Street(�) Two -Way Stop E 40.3 NE 2nd Avenue at NE 42nd Street(1) Two -Way Stop B 12.4 NE 2nd Avenue at NE 41st Street One -Way Stop B 10.6 NE 2nd Avenue at NE 40th Street One -Way Stop B 10.9 NE 2nd Avenue at NE 39th Street Signalized C 21.7 NE 2nd Avenue at NE 38th Street One -Way Stop C 15.3 NE 2nd Avenue at NE 36th Street/Federal Highway Signalized E 66.9 Federal Highway at NE 39th Street Signalized B 19.2 Biscayne Boulevard at NE 38th Street Signalized D 37.8 Biscayne Boulevard at NE 36th Street Signalized E 76.1 Note: "' Overall intersection LOS not provided for two-way stop -controlled intersections. The worst minor street movement is indicated. FR_TPTO\043505000-Miami Design District\Reports Page - 14 October 2011 C=I1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis FUTURE BACKGROUND TRAFFIC CONDITIONS Future background traffic conditions are defined as the expected traffic conditions on the study roadway network in the Year 2016 (corresponding to total build -out of the development) without development of the proposed project. The background traffic volumes are the sum of the existing traffic and additional "background" traffic to account for expected traffic growth in the study area. Background Area Growth Future traffic growth on the transportation network was determined based upon historic growth trends, at nearby FDOT traffic count stations, and a comparison of the 2005 and 2035 traffic volume plots from the Southeast Florida Regional Planning Model (SERPM). Table 6 provides a summary of the analysis. The following FDOT count stations were referenced for this analysis: ® Count station no. 5059 located on Biscayne Boulevard north of NE 36th Street o Count station no. 0143 located on Biscayne Boulevard south of NE 36th Street Table 6: 2011 Background Growth Rate Summary FDOT Count Station 5-year Historical Trend Analysis 10-year Historical Trend Analysis SERPM Forecast Area wide Final Growth Rate 2005 2035 Rate 5059 2.94% -5.60% 262,407 398,783 1.73% 1.73% 0143 -0.99% -6.18% Average 0.98% -5.89% m As indicated in Table 6, the 5-year historical trend analysis determined the growth rate to be 0.98 percent (0.98%). The 10-year historical trend growth rate was determined to be -5.89 percent (-5.89%). Traffic volumes for area roadways obtained from the SERPM plots were used to calculate a linear growth rate. The SERPM growth rate analysis considered a broader area that includes the overall the SAP boundary. The calculations for the SERPM volumes determined a linear growth rate of 1.73 percent (1.73%). In order to provide a conservative FTL TPTO\043505000-Miami Design District\Reports Page -15 October 2011 C®r. Kimley-Horn IIIIIIand Associates, Inc. Traffic Impact Analysis analysis, a compound growth rate of 1.73 percent was used in the analysis. Historical traffic count data, SERPM model volume plots and growth trend calculations are included in Appendix E. Committed Developments City of Miami staff was contacted to determine if any projects that have been approved but not yet completed in the vicinity of the project site should be accounted for in this analysis. The Real Estate Development Database was reviewed for unconstructed major use special permits (MUSP) projects. The following developments were reviewed and included in the background traffic. • Edgewater • NW 36th St @ NW 3rd Ave • Park Lane Tower • SoHo Condominiums • The Boulevard • Urbana Tower • Midtown Miami Three • Midtown Miami Five Available information for these developments is included in Appendix F. Figure 4 presents the P.M. peak hour background conditions intersection volumes. FTL_TPTO\043505000-Miami Design District\Reports Page -16 October 2011 Page- 17 C1111111,1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses The development will include both retail and restaurant land uses within the SAP area. The proposed development includes the demolition of approximately 125,200 s.f. of existing retail space within the SAP area and construction of approximately 578,200 s.f. of retail space and 30,000 s.f. of restaurant use. Therefore, the net development increase is approximately 453,000 s.f. of retail land use and 30,000 s.f. of restaurant land use. Construction is expected to be completed and the project occupied by the year 2016. Protect Access The proposed SAP proposed five (5) parking garages within the District. Parking Garage Al is proposed on the southwest corner of NE 1st Avenue and 415t Street with access connections on 41st Street and NE 1st Avenue. Parking Garage A2 is located between NE 38th Street and NE 39th Street east of NE 1st Avenue. Access to Garage A2 is provided on NE 38th Street and NE 1st Avenue. Parking Garage A3 is proposed along NE 1st Avenue between NE 36th Street and Interstate 195 with access via NE 1st Avenue and NE 36th Street. Parking Garage B1 is located between. NE 39th Street and NE 38th Street east of NE 1st Avenue with access along NE 38th Street. Parking Garage B2 is located on the south side of NE 41st Street between NE 1st Avenue and NE 2nd Avenue while Parking Garage G3 is located north side of NE 41st Street near Parking Garage B2. Access to both these garages is accessed at one (1) driveway on the north side of NE 41st Street. Underground garage interconnectivity is proposed between these two (2) garages. FTL TPTO\043505000-Miami Design District\Reports Page - 18 October 2011 Can Kimley-Horn and Associates, Inc: Traffic Impact Analysis Trip Generation Proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineer's (ITE) Trip Generation, 8th Edition. The trip generation for the existing land use was determined using ITE Land Use Codes 820 (Shopping Center), and 932 (Sit-Down/High-Turnover Restaurant). The trip generation for the proposed land uses was determined using ITE Land Use Codes 820 (Shopping Center) and 932 (High -Turnover Restaurant. Project trips were estimated for the P.M. peak hour. A portion of the trips generated by the development will be captured internally on the site. Internal capture trips were determined based upon values contained in the Institute of Transportation Engineers' (ITE), Trip Generation Handbook, June 2004. The internal capture rate for the proposed development is 17.3 percent during the P.M. peak hour. Internal capture volumes were subtracted from the gross project trips to determine the driveway volumes for the site. In addition to the internal capture, a 10 percent multimodal reduction factor was applied to the driveway volumes. This reduction factor is intended to capture the characteristics of the urban environment in which the project site is located. It is anticipated that area visitors/employees and will travel to/ from the site on foot, via bicycle, and on transit. ITE trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle are more appropriate for the local area. Therefore, vehicular trips were reduced by 16 percent to adjust for these vehicle occupancy assumptions. Project trips were estimated for the P.M. peak hour. The vehicular trip generation calculations for the project are presented in Table 7. Detailed trip generation calculations are included in Appendix G. FTL TPTO\043505000-Miami Design District\Reports Page - 19 October 2011 pr".=VI Kimley-Horn and Associates, Inc. Traffic Impact Analysis Table 7: P.M. Peak Hour Proposed Trip Generation Net External Trips Entering Exiting Trips Trips Proposed Development Retail (820) 578,200 s.f. 1,794 49% 883 51% 911 Restaurant (932) 30,000 s.f. 242 60% 145 40% 97 Sub -Total 2,036 1,028 1,008 Existing Development Credit Retail (820) 125,200 s.f. (666) (326) (340) Net New Development Total 1,370 702 668 ITE/Miami vehicular occupancy adjustment (16% reduction) (vehicles per hour) Person -Trip Conversion (1.4 persons per vehicle) (person -trips) 1,151 1,611 590 826 561 785 FR_TPTO\043505000-Miami Design District\Reports Page - 20 October 2011 �VKimley-Horn and Associates, Inc. Traffic Impact Analysis Trip Distribution and Assignment The likely distribution of project traffic was forecast for trips expected to be generated by the project. The trip distribution was based on a cardinal trip distribution obtained from the 2035 Cost Feasible Plan for the project site's traffic analysis zone (TAZ 383). The cardinal trip distribution for TAZ 383 is provided in Table 8. The detailed cardinal distribution is included in Appendix H. Table 8: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 15.81% East -Northeast 5.75% East -Southeast 5.57% South -Southeast 15.67% South -Southwest 16.17% West -Southwest 12.87% West -Northwest 11.33% North -Northwest 16.83% Total 100.00% Additionally, the trip distribution and assignment reflected the location and quantity of parking provided at each of the five (5) proposed parking garages within the SAP area. Figures 5 and 6 show the project trip distribution and assignment at the project driveways and adjacent intersections for the P.M. peak hour. The project trips (vehicular and person -trips) were then distributed and assigned to the roadway network. FfL_TPTO\043505000-Miami Design District\Reports Page - 21 October 2011 N NOT TO SCALE NE 42nd NE 41et Street NE 49th St N NE 360 Street 0 201'1 d.o%) i10,0 °J 1 4 3.0°10 KimleyHorn and Associates, G nnvcway 2_0e J 11.0%) (t.0%) 1a,0°1i NE 39th Street Garage t 4.• 6.0°A i?0,) 12.0v,) o%) DO Loped — Study Roadway • Study Intersection 0 Project Driveway 00% Entering Project Distrtoution (00%) Exiting Project Distribution (5 MO 1 J1 J1 tr Figure 5 Project Trip Distribution Miami Design District City of Miami, Florida Page -22 Leeentl • - Study Roadway Study Intersegton N Nr!STTO SCALE NE 42n Street 8 1, NE 4'1.st Street r 124 4 J J see J 6 NE etrth Street r IgNoway o t 39 30 NE 39th Street NE 38th Street 41 t 41 11 s :11 Garage AZ g A 4 1 '14 t NE 39th Street J 28 A T 5 NE 36th Street 1 83 LT, "" 14 Kiralepliorn and Associates, Inc. 24 '1• t r, t N A 4 44 24 —I. 41 so .v • t A 16 124 ir 53 t g 1 ta- JO, PropadT. 4 1 N J 28 1 Figure 6 Project Traffic PM Peak Hour Miami Design District Page - 23 Kim ley -Horn CMN/1 and Associates, Inc. Traffic Impact Analysis FUTURE TOTAL TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2016) analysis for this project are the sum of 2016 background traffic volumes and the expected project traffic volumes. Figure 7 presents the total traffic for the study area. Total turning movement volume development worksheets for the study intersections are included in Appendix I. ESL TPSO\043505000-Miami Design District\Reports Page -. 24 Octo6Er2011- wend Study Roadway O Study Inters.lon N NOT TO SCALE NE 42Itd Etre NE 47st sires NE 40th Street NE 30th St NE 3St11 NE 361h Street L 31 414 r'° 13 htr er 161 414 3, J 13y ae lay y50 124 i t4. of oy J 230 Ls • a re hfP L, a F 4 002 414 r"° ,oj htr 34y 6 et 7 -4 414 414 i, H 70 r12 30 rtr 1,1 11 ay 31Z 36 s 072 70 Or M. +sr ITO 0d eee 6S/63 414 19 134 NE 39th Street J 1 4 Garage 61 of ea 151 567 tr r 5 3 21 207 ©20 KimleyHorn and Associates; Inc. Figure7 2016 Total Traffic PM Peak Hour Miami Design District Page - 25 Can Kimley-Horn and Associates, Inc. Traffic Impact Analysis FUTURE CONDITIONS CAPACITY ANALYSIS Two separate future conditions peak hour capacity analyses were performed. ■ A transportation corridor (person - trip) capacity analysis ■ Intersection capacity analysis was performed at the study intersections Future Background Traffic Conditions Table 9 presents the results of the transportation corridor capacity analysis for the 2016 P.M. peak hour background traffic conditions. As indicated in Table 9, the corridors have sufficient capacity and are expected to operate at adopted levels of service (LOS E). Table 10 presents the results of the intersection capacity analysis for 2016 background conditions. As seen in Table 10, all intersections are expected to operate at their adopted level of service or better with the exception of the intersections of Biscayne Boulevard & NE 36th Street and NE 1st Avenue & NE 36th Street. Optimized signal timing at the intersection of Biscayne Boulevard & NE 36th Street is shown to yield acceptable (level of service E) operating conditions. The intersection of NE 1st Avenue & NE 36th Street experiences a poor level of service (LOS F) on the stop -controlled northbound approach. This is common during peak periods where a high -volume free flowing major street intersects with a stop controlled minor streets. However, please note that the delay is not excessive for the stop -controlled northbound approach. Detailed SYNCHRO 7.0 outputs are included in Appendix J. FTL TPTO\043505000-Miami Design District\Reports Page- 26 October 2011 C_,® Kimley-Horn and Associates, Inc. Traffic Impact Analysis Table 9: Future Background P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2011 P.M. Peak Hour Volume Background Growth Peak Hour Volume (s) Committed Traffic Volume Committed Traffic Volume 2016 P.M. Peak Hour Background Volume (2) 2016 P.M. Peak Hour Background Capacity (C) 2016 P.M. Peak Hour Excess Capacity 2016 P.M. Peak Hour Background Level of Service Person- Trips Person- Trips Vehicle- Trips Person- Trips Person- Trips Person- Trips Person- Trips V[C Ratio LOS N Miami Avenue NB 1,499 1,633 22 31 1,664 2,473 809 0.672 C SB 970 1,057 33 46 1,103 2,473 1,370 0.446 C NE 2nd Avenue NB 654 713 16 22 735 1,376 641 0.534 C SB 435 474 11 15 489 2,406 1,917 0.203 C NE 415t Street EB 57 62 0 0 62 580 518 0.107 C WB 106 115 0 0 115 542 427 0.212 C NE 39th Street EB 147 160 0 0 160 580 420 0.276 C WB 274 299 0 0 299 542 243 0.552 C (1) An annual growth rate (1.73 percent) was applied to the 2011 P.M. peak hour total volume to determine the 2016 background volume. (2) The summation of 2016 peak hour background volumes and committed trips. FTL_TPTO\043505000-Miami Design District\Reports Page - 27 October 2011 C®� Kimley-Horn IRE and Associates, Inc. Traffic Impact Analysis Table 10 2016 Future Background P.M. Peak Hour Intersection Conditions Intersection Traffic Control 2016 Peak Hour Overall Level of Service LOS Delay (secs) N. Miami Avenue at NE 42nd Street�1 Two -Way Stop B 14.9 N. Miami Avenue at NE 41st Street�1 Two -Way Stop C 15.7 N. Miami Avenue at NE 40th Streetlll Two -Way Stop C 17.5 N. Miami Avenue at NE 39th Street Signalized B 14.6 N. Miami Avenue at NE 38th Street/I-195 WB Ramp Signalized A 9.3 N. Miami Avenue at I-195 EB Ramp Signalized C 31.0 N. Miami Avenue at NE 36th Street Signalized D 39.2 NE 1st Avenue at NE 42nd Streetlll Two -Way Stop A 9.7 NE 1st Avenue at NE 41st Street(1) Two -Way Stop B 10.3 NE 1st Avenue at NE 40th Street'> Two -Way Stop B 12.2 NE 1st Avenue at NE 39th Street�1 Four -Way Stop B 10.2 NE 1st Avenue at NE 38th Street(1) Two -Way Stop B 11.1 NE 1st Avenue at NE 36th Street(1) Two -Way Stop F 82.3 NE 2nd Avenue at NE 42nd Street(1) Two -Way Stop B 13.1 NE 2nd Avenue at NE 41st Street One -Way Stop B 10.9 NE 2nd Avenue at NE 40th Street One -Way Stop B 11.3 NE 2nd Avenue at NE 39th Street Signalized C 20.8 NE 2nd Avenue at NE 38th Street One -Way Stop C 17.4 NE 2nd Avenue at NE 36th Street/Federal Highway Signalized E 75.7 Federal Highway at NE 39th Street Signalized C 22.4 Biscayne Boulevard at NE 38th Street Signalized D 48.1 m Biscayne Boulevard at NE 36th Street Signalized F(E)121 105.8(77.5)(2) Note: "' Overall intersection LOS not provided fortwo-waystop-controlled intersections. The worst minor street movement is indicated. IZI Includes optimized signal timing. FTL TPTO\043505000-Miami Design District\Reports Page -28 October 2011 /PAM ri Kimley-Horn 1 and Associates, Inc. Traffic Impact Analysis Future Total Traffic Conditions Table 11 presents the results of the transportation corridor capacity analysis for 2016 P.M. peak hour total traffic conditions. As indicated in Table 11, all corridors are expected to have sufficient capacity and are expected to operate at adopted levels of service (LOS E or better). Table 12 presents the results of the intersection capacity analysis for the 2016 P.M. peak hour total traffic conditions. As seen in Table 12, all intersections are expected to operate at their adopted level of service or better with the exception of the intersections of Biscayne Boulevard & NE 36th Street and NE 1st Avenue & NE 36th Street. It is shown that with signal timing optimization and the conversion of the existing southbound exclusive right -turn lane into a shared through/right-turn lane, the intersection of Biscayne Boulevard & NE 36th Street will operate at acceptable (level of service E) conditions. The intersection of NE 1st Avenue & NE 36th Street experiences an unacceptable level of service on the stop -controlled northbound approach, which is not expected to accompany any trips from the proposed project. All seven (7) project driveways were also analyzed for 2016 P.M. peak hour total traffic conditions. The results of the driveway analyses are presented in Table 13. As seen in Table 13, all project driveways are projected to operate acceptably under stop -controlled conditions. Detailed analysis calculations are included in Appendix K. FTL_TPTO\043505000-Miami Design District\Reports Page - 29 October 2011 1 Kimley-Horn and Associates, Inc. Table 11: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions Traffic Impact Analysis Principal Roadways 2016 Peak Hour Background Volume Project Peak Hour Distribution (Maximum) Project Peak Hour Assignment 2016 Peak Hour Total Volume c11 (V) 2016 Peak Hour Total Capacity (C) 2016 Peak Hour Excess Capacity 2016 Peak Hour Total Level of Service Person -Trips Person -Trips Person -Trips Person -Trips Person -Trips V/C Ratio LOS NE 2°d N Miami Avenue Avenue 2% In 17 NB 1,664 1,760 2,473 713 0.712 C 10% Out 79 10% In 83 SB 1,103 1,265 2,473 1,208 0.512 C 10% Out 79 21%In 174 NB 735 988 1,376 388 0.718 C 10% Out 79 13% In 108 SB 489 762 2,406 1,644 0.317 C 21% Out 165 NE 41g Street 12% In 99 EB 62 298 580 282 0.514 C 21% Out 137 21% in 165 WB 115 375 542 167 0.692 C 12% Out 95 .. m al m v EB 160 1% In 9 169 580 411 0.291 C W L- Z WB 299 1% Out 8 307 542 235 0.566 C ea k our total volume (V) is defined as the sum of the 2016 background volume and the project trips FTL TPTO\043505000-Miami Design District\Reports Page - 30 October 2011 /am Kimley-Horn NEI 1 and Associates, Enc. Traffic Impact Analysis Table 12: 2016 Future Total P.M. Peak Hour Intersection Conditions —Study Intersections Intersection Traffic Control 2016 Peak Hour Overall Level of Service LOS Delay (secs) N. Miami Avenue at NE 42nd Street(') Two -Way Stop C 15.7 N. Miami Avenue at NE 41st Street(1) Two -Way Stop C 19.8 N. Miami Avenue at NE 40th Street(1) Two -Way Stop C 19.0 N. Miami Avenue at NE 39th Street Signalized B 17.1 N. Miami Avenue at NE 38th Street/I-195 WB Ramp Signalized B 14.2 N. Miami Avenue at 1-195 EB Ramp Signalized C 34.7 N. Miami Avenue at NE 36th Street Signalized D 42.9 NE 1st Avenue at NE 42nd Street(1) Two -Way Stop A 9.9 NE 1st Avenue at NE 41st Street(') Two -Way Stop B 11.3 NE 1st Avenue at NE 40th Street(') Two -Way Stop B 13.2 NE 1st Avenue at NE 39th Street Four -Way Stop B 10.3 NE 1st Avenue at NE 38th Street(') Two -Way Stop B 13.8 NE 1st Avenue at NE 36th Street(1) Two -Way Stop F 227.2 NE 2nd Avenue at NE 42nd Street(1) Two -Way Stop B 13.8 NE 2nd Avenue at NE 41st Street One -Way Stop B 13.6 NE 2nd Avenue at NE 40th Street One -Way Stop B 12.9 NE 2nd Avenue at NE 39th Street Signalized B 19.4 NE 2nd Avenue at NE 38th Street One -Way Stop D 28.0 NE 2nd Avenue at NE 36th Street/Federal Highway Signalized E 79.6 Federal Highway at NE 39th Street Signalized D 36.3 Biscayne Boulevard at NE 38th Street Signalized D 47.7 Biscayne Boulevard at NE 36th Street Signalized F(E)E2i 118.9(78.6)121 Note: "' Overall intersection LOS not provided for two-way stop -controlled intersections. The worst minor street movement is indicated. (3) Includes optimized signal timing and restriping the existing exclusive southbound right -turn lane to a shared through/right-turn lane. K:\FTL TPTO\043505000-Miami Design District\Reports\MDD TIA-1011.docx Page - 31 October 2011 111,"—� Kimley-Horn and Associates, Inc. Traffic Impact Analysis Table 13: 2016 Future Total P.M. Peak Hour Intersection Conditions — Study Driveways Intersection Traffic Control 2016 Peak Hour Overall Level of Service LOS Delay (secs) NE 41st Street and Driveway 1 (Garage B2/B3) One -Way Stop B 11.0 NE 41st Street and Driveway 2 (Garage Al) One -Way Stop A 9.9 NE 1st Avenue and Driveway 3 (Garage Al) One -Way Stop A 9.0 NE 1st Avenue and Driveway 4 (Garage A2) One -Way Stop B 10.8 NE 38th Street and Driveway 5 (Garage B1) One -Way Stop B 11.8 NE 1st Avenue and Driveway 6 (Garage A3) One -Way Stop B 10.2 NE 36th Street and Driveway 7 (Garage A3) One -Way Stop B 14.6 Note: (1) Overall intersection LOS not provided for two-way stop -controlled intersections. The worst minor street movement is indicated. K:\FTL_TPTO\043505000-Miami Design District\Reports\MDDTIA-1011.docx Page - 32 October 2011 CImre Kimley-Horn ® and Associates, Inc. Traffic Impact Analysis TRANSPORTATION CONTROL MEASURES PLAN A Transportation Control Measures Plan is proposed to reduce the impacts of the project traffic on the surrounding roadway network. Miami -Dade County provides public transit in close proximity to the project site. In addition, other measures to encourage people to use public transportation, promote bicycling and walking, encourage car/vanpooling and offer alternatives to the typical workday hours are strategies under consideration. Examples of these incentives include, but are not limited to: • Providing transit information within the site including route schedules and maps ® Providing convenient and secure areas for bicycles ■ Providing other transit -oriented amenities The applicant intends to make the site bicycle/pedestrian- and transit -friendly and will consider these features for incorporation into the site. Parking Garage Interconnectivity In an effort to reduce the amount of external vehicular traffic generated within various blocks of the proposed development, a vehicle interconnection tunnel is proposed to connect parking garage facilities along NE 415t Street. Pedestrian Interconnectivity In addition to the parking garage interconnectivity, pedestrian interconnectivity is provided in the development. A north -south pedestrian path is proposed between NE 15t Avenue and NE 2nd Avenue from south of NE 38th Street to north of NE 415t Street. This path will provide interconnectivity between project blocks and minimizes the walking distances within the SAP area. K:\FTL TPTO\043505000-Miami Design District\Reports\MDD TIA-1011_docx_ _ Page - 33 —October-2011 FP- ®F1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis CONCLUSION This traffic impact study assesses the impacts of the Special Area Plan (SAP) that is being proposed by Miami Design District Associates, Inc. The SAP is generally bounded by NE 42nd Street to the north, NE 38th Street to the south, NE 15t Avenue to the west, and the Florida East Coast Railroad to the east. The proposed development plan associated with this SAP consists of a net increase of 453,000 s.f. of retail development and 30,000 s.f. of restaurant development. The analysis was conducted in accordance with the City of Miami requirements, analyzing transportation corridor segments and intersections. Trip generation calculations indicate that the project is expected to generate 1,151 net new vehicular trips (590 inbound / 561 outbound) and 1,611 new new person trips (826 inbound / 785 outbound) during the P.M. peak hour. These project trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2035 Cost Feasible Plan. Transportation corridor segments capacity analyses and intersection capacity analyses were performed for existing conditions and for future conditions with and without project traffic. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site operate at acceptable levels of service during the P.M. peak hour, with theexception of the intersections of Biscayne Boulevard & NE 36th Street and NE 1st Avenue & NE 36th Street. It is shown that with signal timing optimization and the conversion of the existing southbound exclusive right -turn lane into a shared through/right-turn lane, the intersection of Biscayne Boulevard & NE 36th Street will operate at acceptable level of service conditions. The intersection of NE 15t Avenue & NE 36th Street experiences poor level of service on the stop -controlled northbound approach. The intersection of NE 1st Avenue & NE 36th Street experiences a poor level of service (LOS F) on the stop -controlled northbound approach. This is common during peak periods where a high -volume free flowing major street intersects K:\FTL_TPTO\043505000-Miami Design District\Reports\MDD TIA-1011.docx Page - 34 October 2011 C—/l Kimley-Horn NMI 1 and Associates, Inc. Traffic Impact Analysis with a stop controlled minor streets. However, please note that the delay is not excessive for the stop -controlled northbound approach. All seven (7) project driveways were also analyzed for 2016 P.M. peak hour total traffic conditions. All project driveways are projected to operate acceptably under stop -controlled conditions. The project proposes a series of improvements including parking garage interconnectivity and pedestrian interconnectivity. These improvements will encourage people traveling to and from the project to use public transportation as well as promoting bicycling and walking. K:\FTL_TPTO\043505000-Miami Design District\Reports\MDD TIA-1011.docx Page - 35 October 2011 Attachment B MIAMI DADE 2035 �N,.,.r...- ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY ti <..r,,.., , „ ,.... ; ,. .., . PERCENT ",' 16.05 .:I ENE ,., ,, 0.78 ESE „'; 3.35 CARDINAL DIRECTIONS w: �„ �� " =.4. SSEt „SSVIif* 3.35 WSVI LUfklNi, NNW .,, TOTAL 23.73 20 14.53 18.21 375 3075 TRIPS 1220 78 163 293 911 638 467 549 4,319 PERCENT 28.25 1.81 3.77 6.78 21.09 14.77 10.81 12.71 376 3076 TRIPS 1096 95 248 284 1324 992 705 931 5,675 PERCENT 19.31 1.67 4.37 5 23.33 17.48 12.42 16.41 377 3077 TRIPS 800 155 138 193 931 753 560 545 4,075 PERCENT 19.63 3.8 3.39 4.74 22.85 18.48 13.74 13.37 378 3078 TRIPS 609 212 131 131 917 752 656 747 4,155 PERCENT 14.66 5.1 3.15 3.15 22.07 18.1 15.79 17.98 379 3079 TRIPS 1163 252 277 157 1478 1009 1264 1294 6,894 PERCENT 16.87 3.66 4.02 2.28 21.44 14.64 18.33 18.77 380 3080 TRIPS 674 170 201 85 973 927 848 884 4,762 PERCENT 14.15 3.57 4.22 1.78 20.43 19.47 17.81 18.56 381 3081 TRIPS 354 132 189 228 : 737 592 436 455 3,123 PERCENT 11.34 4.23 6.05 7.3 23.6 18.96 13.96 14.57 382 3082 TRIPS 1508 501 386 992 1731 1482 1171 1600 9,371 PERCENT 16.09 5.35 4.12 10.59 18.47 15.81 12.5 17.07 383 3083 TRIPS 2732 994 963 2708 2794 2224 1957 2908 17,280 PERCENT 15.81 5.75 5.57 15.67 16.17 12.87 11.33 16.83 384 3084 TRIPS 569 121 413 979 821 545 368 438 4,254 PERCENT 13.38 2.84 9.71 23.01 19.3 12.81 8.65 10.3 385 3085 TRIPS 9 5 7 21 22 29 23 15 131 PERCENT 6.87 3.82 5.34 16.03 16.79 22.14 17.56 11.45 386 3086 TRIPS 508 135 328 934 951 739 454 453 4,502 PERCENT 11.28 3 7.29 20.75 21.12 16.41 10.08 10.06 387 3087 TRIPS 1513 690 657 1083 935 758 653 695 6,984 PERCENT 21.66 9.88 9.41 15.51 13.39 10.85 9.35 9.95 388 3088 TRIPS 104 29 57 119 161 154 97 82 803 PERCENT 12.95 3.61 7.1 14.82 20.05 19.181 12.08 10.21 389 3089 TRIPS 244 85 100 292 345 3051 227 237 1,835 PERCENT 13.3 4.63 5.45 15.91 18.8 16.62 12.37 12.92 390 3090 TRIPS 137 52 58 176 197 159 161 137 1,077 PERCENT 12.72 4.83 5.39 16.34 18.29 14.76 14.95 12.72 391 3091 TRIPS 228 68 75 349 385 359 300 225 1,989 PERCENT 11.46 3.42 3.77 17.55 19.36 18.05 15.08 11.31 392 3092 TRIPS 382 63 132 206 590 502 370 529 2,774 PERCENT 13.77 2.27 4.76 7.43 21.27 18.1 13.34 19.07 393 3093 TRIPS 784 188 269 625 1652 1364 655 758 6,295 PERCENT 12.45 2.99 4.27 9.93 26.24 21.67 10.41 12.04 394 3094 TRIPS 350 96 65 110 629 491 341 349 2,431 PERCENT 14.4 3.95 2.67 4.52 25.87 20.2 14.03 14.36 395 3095 TRIPS 1170 335 349 1419 1593 1306 661 761 7,594 PERCENT 15.41 4.41 4.6 18.69 20.98 17.2 8.7 10.02 396 3096 TRIPS 943 276 270 735 1467 974 662 833 6,160 PERCENT 15.31 4.48 4.38 11.93 23.81 15.81 10.75 13.52 397 3097 TRIPS 1085 246 228 325 1464 1178 906 990 6,422 PERCENT 16.9 3.83 3.55 5.06 22.8 18.34 14.11 15.42 398 3098 TRIPS 436 102 201 285 675 466 288 298 2,751 PERCENT 15.85 3.71 7.31 10.36 24.54 16.94 10.47 10.83 399 3099 TRIPS 808 429 338 784 933 514 389 458 4,653 PERCENT m 17.37 9.22 7.26 16.85 20.05 11.05 8.36 9.84 400 3100 TRIPS 176 174 94 294 241 158 129 121 1,387 PERCENT 12.69 12.55 6.78 212 17.38 11.39 9.3 8.72 401 3101 TRIPS 45 25 22 43 40 35 41 56 307 PERCENT 14.66 8.14 7.17 14.01 13.03 11.4 13.36 18.24 402 3102 TRIPS 52 9 13 25 43 28 25 37 232 PERCENT 22.41 3.88 5.6 10.78 18.53 12.07 10.78 15.95 403 3103 TRIPS 499 349 261 294 355 194 231 278 2,461 PERCENT 20.28 14.18 10.61 11.95 14.43 7.88 9.39 11.3 404 3104 TRIPS 514 173 342 815 710 501 333 375 3,763 PERCENT 13.66 4.6 9.09 21.66 18.87 13.31 8.85 9.97 405 3105 TRIPS 292 123 98 254 261 163 182 193 1,566 PERCENT 18.65 7.85 6.26 16.22 16.67 10.41 11.62 12.32 406 3106 TRIPS 473 183 255 755 617 657 275 352 3,567 PERCENT 13.26 5.13 7.15 21.17 17.3 18.42 7.71 9.87 407 3107 TRIPS 1569 507 564 1113 799 664 617 776 6,609 PERCENT 23.74 7.67 8.53 16.84 12.09 10.05 9.34 11.74 408 3108 TRIPS 398 536 318 734 505 498 257 331 3,577 B-12 McWilliams, John From: Shanmugam, Raj [raj.shanmugam@urs.com] Sent: Thursday, September 08, 2011 12:19 PM To: Dabkowski, Adrian Cc: LiliaMedina@miamigov.com; McWilliams, John Subject: RE: Miami Design District Traffic Study Methodology Adran, The attached methodology is consistent with that we had discussed at the meeting. Again I like to emphasize that if the development is going to occur block by block over several years (similar to MidTown) then there should be separate traffic studies during the course of the development to supplement this master traffic study. Thanks Kajenciran 51nanmugam, r.i. Vice President / Branch Manager 0RS Corporation Southern The Exchange 3343 West Commercial Boulevard, Suite 100 Fort Lauderdale, FI 33309 Tel: 954.739.1881 Dir: 954.670.2601 Fax: 954.739.1789 Rai.Shanmugam@URS.com < PLEASE NOTE MY NEW EMAIL ADDRESS From: Adrian. Dabkowski@ Kimlev-horn.com fmailto:Adrian.DabkowskaKimley-horn.com] Sent: Thursday, September 08, 2011.8:05 AM To: Shanmugam, Raj Cc: LiliaMedina(amiamigov.com; John.McWilliamsCa�kimley-horn.com Subject: Miami Design District Traffic Study Methodology Good Morning Raj, Attaches is the proposed traffic study methodology for the Miami Design District. Please let me know if you have any questions or comments. Thanks Adrian Adrian K. Dabkowski, P.E. (LA), PTOE WIP' E i l'e -Hogg tObt.„Mill. and,Aia dates, I'na 5200 NW 33rd Avenue, Suite 109 Fort Lauderdale, Florida 33309 Phone: 954-535-5144 Fax: 954-739-2247 1 APPENDIX B: Traffic Count Data Intersection Turning Movement Counts NE/NW 42ND STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. 42STMIAM Page : 1 N MIAMI AVENUE INE 42ND STREET IN MIAMI AVENUE INW 42ND STREET From North 'From East 'From South (From West I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/21/11 16:00 0 1 88 2 1 0 4 0 5 I 0 1 91 0 1 0 2 0 2 1 196 16:15 0 1 91 1 I 0 4 1 5 I 1 4 95 2 I 0 2 1 1 I 209 16:30 0 3 135 1 1 0 2 0 7 I 0 0 92 2 I 0 3 0 1 I 246 16:45 0 3 107 5 1 0 3 0 11 1 0 2 127 1 j 0 3 0 2 1 264 Hr Total 0 8 421 9 0 13 1 28 1 7 405. 5 1 0 10 1 6 1 915 17:00 1 0 122 3 l 0 1 1 11 I 0 1 134 0 1 0 5 1 4 I 284 17:15 0 1 101 4 I 0 4 2 8 1 0 2 153 0 1 0 2 0 2 1 279 17:30 0 1 108 5 I 0 4 2 11 I 0 0 136 0 I 0 1 0 7 I 275 17:45 1 0 97 1 1 0 1 0 7 1 0 1 126 0 1 0 4 1 2 1 241 Hr Total 2 2 428 13 I 0 10 5 37 1 0 4 549 0 1 0 12 2 15 1 1079 *TOTAL* 2 10 849 22 1 0 23 6 65 1 1 11 954 5 1 0 22 3 21 1994 NE/NW 42ND STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 42STMIAM Page : 2 N MIAMI AVENUE From North UTurn Left Thru Date 09/21/11 _ Peak Hour Analysis By Entire Peak start 16:45 Volume 1 5 438 Percent 0% 1% 95% Pk total 461 Highest 17:00 Volume 1 0 122 Hi total 126 PHF .91 NW 42ND STREET 5 5 17 27 INE 42ND STREET (From East Right 1 UTurn Left Thru Right I UTurn Left IN MIAMI AVENUE !From South INW 42ND STREET (From West I � Thru Right UTurn Left Thru Right I Total Intersection for the Period: 16:00 t 16:45 17 0 12 5 41 4% 0% 21% 9% 71% 58 17:30 3 0 4 2 11 17 .85 11 11 1 15 15 0 0 17 17 18:00 on 09/21/11 16:45 16:45 0 5 550 1 0 11 1 15 0% 1% 99% 0% 0% 41% 4% 56% 556 27 17:15 17:00 0 2 153 0 0 5 1 4 155 10 .90 .68 N MIAMI AVENUE 438 438 461 27 J 54 6 6 1,063 11 550 41 602 • ALL VEHICLES Intersection Total 1,102 1,021 12 5 438 15 465 5 N MIAMI AVENUE 58 66 556 • 550 550 41 41 5 5 12 12 8 NE 42ND STREET 6 1 1 NE/NW 42ND STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. 42STMIAM Page : 1 N MIAMI AVENUE INE 42ND STREET IN MIAMI AVENUE INW 42ND STREET From North 'From East From South 'From West Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 09/21/11 16:00 0 0 0 0 1 0 0 0 0 1 0 0 0 1 1 0 0 0 1 2 16:15 0 0 0 0 I 0 0 0 0 1 0 0 0 0 I 0 0 0 3 I 3 16:30 0 0 0 0 1 0 0 0 0 I 0 0 0 4 I 0 0 0 0 4 16:45 0 0 0 00 0 0 0 l 0 0 0 2 1 0 0 0 0 1 2 Hr Total 0 0 0 0' 0 0 0 0 1 0 0 0: 7! 0 0 0 4 1 11 17:00 0 0 0 0 1 0 0 0 0' 0 0 0 6 i 0 0 0 1 f 7 17:15 0 0 0 0 I 0 0 0 0 I 0 0 0 3 1 0 0 0 0 1 3 17:30 0 0 0 0 I 0 0 0 0 I 0 0 0 0 1 0 0 0 2 I 2 17:45 0 0 0 0 1 0 0 0 o 0 0 0 1 1 0 0 0 0 1 1 Hr Total 0 0 0 0 1 0 0 0 0 I 0 0 0 10 1 0 0 0 3 1 13 *TOTAL* 0 0 0 0 0 0 0 1 0 0 0 17 1 0 0 0 7 1 24 t4cLv'ij i -R-oc� dcL Sber 21 1Z0i 1 ciCa�v�.�0�1: Luis &[OViASttO K,oT s ; y‘a,(.t; aect NE/NW 41ST STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 41STMIAM Page : 1 N MIAMI AVENUE 1NE 41ST STREET IN MIAMI AVENUE INW 41ST STREET j From North 'From East IFrom South 'From West 1 UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right j UTurn Left Thru Right 1 Total Date 09/21/11 16:00 0 0 85 6 1 0 6 0 8 1 0 2 68 2 1 0 8 3 0 1 188 16:15 0 0 90 2 1 0 4 2 11 1 0 0 77 3 1 0 10 1 9 f 209 16:30 0 1 134 3 1 0 7 3 6 1 0 2 75 1 1 0 8 1 1 1 242 16:45 0 2 108 2 1 0 6 1 8 1 0 3 114 2 j 0 8 0 4 1 258 Hr Total 0 3 417 13 1 0 23 6 33 1 0 7 334, 8 1 0 34 5 14 1 897 17:00 0 5 110 6 0 7 0 11 1 0 2 104 4 1 0 11 1 1 1 262 17:15 0 1 100 2 1 0 6 2 11 1 0 1 132 2 1 0 5 3 6 1 271 17:30 0 4 109 3 1 0 5 0 10 1 0 9 118 2 I 0 3 3 6 1 272 17:45 0 4 85 4 1 0 9 2 5 1 0 3 111 4 1 0 6 2 5 1 240 Hr Total 0 14 404 15 1 0 27 4 37 1 0 15 465 12 1 0 25 9 18 1045 *TOTAL* 0 17 821` 28 1 0 50 10 70 1 0 22 799 20 1 0 59 14 32 1942 NE/NW 41ST STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 41STMIAM Page : 2 N MIAMI AVENUE From North UTurn Left Thru Date 09/21/11 Peak Hour Analysis By Entire Peak start Volume Percent Pk total Highest Volume Hi total PHF 16:45 0 0% 452 17:00 0 121 .93 12 427 3% 94% 5 110 NW 41ST STREET 15 3 13 31 INE 41ST STREET From East IN MIAMI AVENUE 'From South Right I UTurn Left Thru Right UTurn Left JNW 41ST STREET From West Thru Right 1 UTurn Left Thru Right I Total Intersection for the Period: 16:00 t 16:45 13 0 24 3 40 3% 0% 36% 4% 60%. 67 17:15 6 0 6 2 11 19 .88 27 27 1 13 13 18:00 on 09/21/11 16:45 0 15 0% 3% 493 17:15 0 1 132 135 .91 N MIAMI AVENUE 427 427 452 7 51 17 17' 82 12 12 987 27 468 40 535 - ALL VEHICLES Intersection Total 1,063 961 468 10 95% 2% 2 67 96 493 24 - 15 468 427 17 468 15 468 N MIAMI AVENUE i 16:45 0 27 7 17 0% 53% 14% 33% 51 17:15 0 5 3 6 14 .91 0 0 40 40 3 3 24 24 29 NE 41ST STREET 12 7 10 10 10 0 0 NE/NW 41ST STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. 41STMIAM Page : 1 N MIAMI AVENUE INE 41ST STREET IN MIAMI AVENUE INW 41ST STREET I From North IFrom East (From South !From West I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds Left Thru Right Peds I Total Date 09/21/11 16:00 0 0 0 0 I 0 0 0 0 0 0 0 0 1 0 0 0 0 I 0 16:15 0 0 0 2 1 0 0 0 0 I 0 0 0 2 1 0 0 0 0 1 4 16:30 0 0 0 0 I 0 0 0 o I 0 0 0 0 I 0 0 0 0 I 0 16:45 0 0 0 0 1 0 0 0 0 j 0 0 0 0! 0 0 0 0 1 0 Hr Total 0 0 0 2 I 0 0 0 0 1 0 0 0, 2 1 0 0 0 0( 4 * BREAK * *TOTAL* 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 4 ! Nc--4tsr Q1-: • 1 MI ••• M •.> P� y k NE/NW 40TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. 40STMIAM Page : 1 N MIAMI AVENUE !NE 40TH STREET IN MIAMI AVENUE INW 40TH STREET I From North 'From East IFrom South From West I UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 09/21/11 16:00 0 4 90 5 0 10 4 15 0 2 58 4 0 4 0 10 206 16:15 0 6 94 5 I 0 8 2 14 I 0 0 66 B I 0 5 0 7 1 215 16:30 0 9 128 6 J 0 3 0 5 I 0 2 71 4 J 0 1 3 4 I 236 16:45 0 8 111 2 0 11 1 14 0 0 102 3 0 4 1 6 1 263 Hr Total 0 27 423 18 0 32 7 48 0 4 297. 19 0 14 4 27 920 17:00 0 5 117 8 J 0 10 4 24 0 1 81 4 I 0 7 2 6 269 17:15 0 6 106 2 I 2 13 4 19 2 2 117 5 0 1 1 3 j 283 17:30 0 9 113 3 0 4 2 10 0 0 113 3 J 0 2 1 6 266 17:45 0 5 95 5 0 12 4 14 0 3 108 2 1 0 0 0 9 1 257 Hr Total 0 25 431 18 1 2 39 14 67 1 2 6 419 14 1 0 10 4 24 1075 *TOTAL* 0 52 854 36 f 2 71 21 115 1 2 10 716 33 0 24 8 51 1 1995 NE/NW 40TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 40STMIAM Page : 2 N MIAMI AVENUE From North UTurn Left Thru Date 09/21/11 Peak Hour Analysis By Entire Peak start Volume Percent Pk total Highest Volume Hi total PHF 16:45 0 0% 490 17:00 0 130 .94 28 447 6% 91% NW 40TH STREET 5 11 15 117 31 INE 40TH STREET !From East I Right I UTurn Left Thru Right I UTurn Left IN MIAMI AVENUE 'From South INW 40TH STREET 'From West Thru Right UTurn Left Thru Right I Total Intersection for the Period: 16:45 15 2 38 11 3% 2% 32% 9% 118 17:00 8 0 10 4 38 .78 14 14 5 15 15 16:00 to 67 57% 24 18:00 on 09/21/11 16:45 2 3 413 0% 1% 95% 433 17:15 2 2 117 126 .86 N MIAMI AVENUE 447 447 490 5 40 21 21 71 28 28 984 14 413 67 494 • ALL VEHICLES Intersection Total 1,081 941 40 • 5 447 21 508 5 N MIAMI AVENUE 16:45 15 0 14 3% 0% 35% 40 17:00 5 0 7 15 .67 118 166 433 413 413 5 21 12% 52% 2 0 6 0 67 67 11 11 40 40 48 NE 40TH STREET 28 5 15 15 15 0 0 NE/NW 40TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. 40STMIAM Page : 1 N MIAMI AVENUE INE 40TH STREET IN MIAMI AVENUE INW 40TH STREET From North IFrom East 'From South 'From West 1 1 I 1 Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds ' Left Thru Right Peds I Total Date 09/21/11 16:00 0 0 0 2 1 0 0 0 0 1 0 0 0 4 1 0 0 0 0 1 6 16:15 0 0 0 0 1 0 0 0 1 1 0 0 0 7 I 0 0 0 4 I 12 16:30 0 0 0 2 1 0 0 0 0 1 0 0 0 2 I 0 0 0 2 I 6 16:45 0 0 0 1 1 0 0 0 1 1 0 0 0 1 1 0 0 0 1 1 4 Hr Total 0 0 0 5 1 0 0 0 2 1 0 0 0, 14 1 0 0 0 7 1 28 17:00 0 0 0 1 1 0 0 0 0 l 0 0 0 2 1 0 0 0 1 1 4 17:15 0 0 0 0 1 0 0 0 1 1 0 0 0 4 1 0 0 0 1 1 6 17:30 0 0 0 0 1 0 0 0 40 0 0 2 1 0 0 0 1 I 7 17:45 0 0 0 0 1 0 0 0 2 1 0 0 0 1 1 0 0 0 1 1 4 Hr Total 0 0 0 1 1 0 0 0 7 1 0 0 0 9 1 0 0 0 4 1 21 *TOTAL* 0 0 0 6 1 0 0 0 9 1 0 0 0 23 1 0 0 0 11 1 49 lit1/470 t Al NLko - i Micuwu t R.o (' i d(k_ Seft-e wtbe( ZI I La II c�Yawvtloy'. LA.u1,..s Mo& rto vi o T zee. NE/NW 39TH STREET & MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00110105 Start Date: 09/21/11 File I.D. : 39STMIAM Page : 1 N MIAMI AVENUE INE 39TH STREET IN MIAMI AVENUE INW 39TH STREET From North 'From East From South From West I I UTurn Left Thru Right I UTurn Left Thru Right ' UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/21/11 16:00 0 9 96 7 0 23 2 9 0 3 46 2 0 9 6 29 241 16:15 0 9 96 1 0 15 6 16 I 0 2 61 7 0 6 6 32 I 257 16:30 0 5 133 3 I 0 13 9 7 0 1 60 3 0 8 4 25 I 271 16:45 0 6 116 5 1 20 4 15 1 0 1 87 5 1 0 7 5 31 ' 303 Hr Total 0 29 441 16 1 71 21 47 I 0 7 254, 17 0 30 21 117 I 1072 17:00 0 7 131 5 0 21 13 15 I 0 1 67 4 0 5 2 32 I 303 17:15 0 8 116 8 0 22 13 19 I 0 2 108 7 0 6 4 22 I 335 17:30 0 9 109 3 I 0 21 8 10 I 0 1 99 5 0 7 6 24 302 17:45 0 7 99 10 ' 0 16 5 17 ' 0 1 96 4 1 0 6 4 20 1 285 Hr Total 0 31 455 26 0 80 39 61 1 0 5 370 20 j 0 24 16 98 1 1225 *TOTAL* 0 60 896 42 ' 1 151 60 108 ' 0 12 624 37 1 0 54 37 215 ) 2297 Peak start 16:45 Volume 0 30 472 Percent 0% 6% 90% Pk total 523 Highest 17:00 Volume 0 7 131 Hi total 143 PHF .91 NW 39TH STREET 5 38 21 64 25 25 17 NE/NW 39TH STREET & MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 39STMIAM Page : 2 N MIAMI AVENUE INE 39TH STREET IN MIAMI AVENUE 1NW 39TH STREET I From North 'From East IFrom South (From West I 1 1 I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 09/21/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/21/11 16:45 I 16:45 16:45 21 1 84 38 59 I 0 5 361 21 0 25 17 109 4% 1% 46% 21% 32% 0% 1% 93% 5% 0% 17% 11% 72% 182 1 387 151 17:15 1 17:15 16:45 5 0 22 13 19 i 0 2 108 7 0 7 5 31 54 117 43 .84 .83 .88 21 21 N MIAMI AVENUE 472 472 - 523 30 30 17 151 109 109 215 968 25 361 59 445 • ALL VEHICLES Intersection Total 1,243 1,053 250 59 59 182 38 387 85 5 • 361 472 109 666 5 361 N MIAMI AVENUE 38 85 85 68 NE 39TH STREET 30 17 21 NE/NW 39TH STREET & MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. 39STMIAM Page : 1 N MIAMI AVENUE INE 39TH STREET IN MIAMI AVENUE INW 39TH STREET From North (From East IFrom South From West Left Thru Right Peds Left Thru Right Peds J Left Thru Right Peds Left Thru Right Peds I Total Date 09/21/11 16:00 0 0 0 2 1 0 0 0 0! 0 0 0 0 0 0 0 1 1 3 16:15 0 0 0 0! 0 0 0 0! 0 0 0 3 f 0 0 0 4! 7 16:30 0 0 0 0! 0 0 0 1! 0 0 0 0 1 0 0 0 l j 2 16:45 0 0 0 0 I 0 0 0 2! 0 0 0 1 I 0 0 0 1! 4 Hr Total 0 0 0 2 1 0 0 0 3 1 0 0 0, 4! 0 0 0 7 16 17:00 0 0 0 2! 0 0 0 0! 0 0 0 3 1 0 0 0 1! 6 17:15 0 0 0 0 1 0 0 0 1 1 0 0 0 0! 0 0 0 0! 1 17:30 0 0 0 1! 0 0 0 2 1 0 0 0 2 J 0 0 0 1! 6 17:45 0 0 0 0! 0 0 0 3 1 0 0 0 0 j 0 0 0 0 l 3 Hr Total 0 0 0 3 1 0 0 0 6! 0 0 0 5 1 0 0 0 2! 16 *TOTAL* 0 0 0 5 1 0 0 0 9 1 0 0 0 9 1 0 0 0 9 1 32 z Th:s> PALI-U4 NE39 Sr 44- 41 Micxvvti Lo(tckL SeAo+ew09-er Zl ‘ Zo fl 40,1..0 LAA:‘s P0*0 o s;5na.Li 2-e4 NW 38TH STREET/WB I 95 RAMP & N MIAMI AVENUE, MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL BUT WB 38 ST Site Code : 00110105 Start Date: 09/21/11 File I.D. : 38STMIAM Page : 1 N MIAMI AVENUE INE 38TH STREET IN MIAMI AVENUE IWB 195 RAMP From North (From East (From South From West I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/21/11 16:00 0 0 59 92 I 0 0 8 1 I 0 96 50 0 1 0 0 0 0 I 306 16:15 0 0 60 85 I 0 0 7 3 I 0 98 62 0 I 0 0 0 0 1 315 16:30 0 0 74 92 I 0 0 10 1 0 100 58 0 I 0 0 0 0 I 335 16:45 0 0 61 97 I 0 1 12 3 0 90 88 0 I 0 0 0 0 I 352 Hr Total 0 0 254 366 1 0 1 37 8 1 0 384 258, 0 1 0 0 0 0 1 1308 17:00 0 0 68 113 I 0 0 19 4 I 0 108 65 0 I 0 0 0 0 I 377 17:15 0 0 70 86 I 0 0 12 1 I 0 91 117 0 0 0 0 0 I 377 17:30 0 0 74 85 I 0 0 11 2 I 0 81 95 1 I 0 0 0 0 349 17:45 0 0 52 77 I 0 1 5 3 I 0 77 94 1 1 0 0 0 0 I 310 Hr Total 0 0 264 361 I 0 1 47 10 I 0 357 371 2 1 0 0 0 0 1 1413 *TOTAL* 0 0 518 727 I 0 2 84 18 I 0 741 629 2 1 0 0 0 0 2721 NW 38TH STREET/WB I 95 RAMP & N MIAMI AVENUE, MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL BUT WB 38 ST Site Code : 00110105 Start Date: 09/21/11 File I.D. : 38STMIAM Page : 2 N MIAMI AVENUE From North UTurn Left Thru Date 09/21/11 Peak Hour Analysis By Entire Peak start 16:45 Volume 0 0 273 Percent 0% 0% 42% Pk total 654 Highest 17:00 Volume 0 0 68 Hi total 181 PHF .90 WB 195 RAMP 370 54 805 381 1NE 38TH STREET 'From East IN MIAMI AVENUE From South Right I UTurn Left Thru Right UTurn Left IWB 195 RAMP 'From West Thru Right 1 UTurn Left Thru Right Total Intersection for 16:45 381 0 58% j 0% 65 17:00 113 0 23 .71 0 0 0 381 381 0 0 0 0 the Period: 1 54 2% 83$ 0 19 16:00 to 10 15% 4 18:00 on 09/21/11 16:45 0 370 0% 50% 736 17:15 0 91 208 .88 N MIAMI AVENUE 273 273 - 654 805 0 0 1,029 16:45 365 1 j 0 0 0 0 50% 0% I 0% 0% 0$ 0$ 0 16:00 117 0 0 0 0 0 0 0 365 10 375 • ALL BUT WB 38 ST Intersection Total 1,455 1,010 65 66 736 1 370 365 273 0 274 370 365 N MIAMI AVENUE .0 10 10 54 54 1 1 1 NE 38TH STREET 0 0 1 0 0 NE/NW 38TH STREET/WB I 95 RAMP 7 N MIAMI AVENUE, MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 WB 38 ST Site Code 00110105 Start Date: 09/21/11 File I.D. : 38STMIAM Page : 1 N MIAMI AVENUE INE 38TH STREET IN MIAMI AVENUE JNW 38TH STREET 1 From North 1From East !From South 1From West 1 1 Left Thru Right Peds Left Thru Right Peds 1 Left Thru Right Peds J Left Thru Right Peds 1 Total Date 09/21/11 16:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 16:15 0 0 1 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 1 16:30 0 0 0 0 f 0 0 0 0 j 0 0 0 0 I 0 0 0 0 1 0 16:45 0 0 3 0 j 0 0 0 0 1 1 0 0 0 j 0 0 0 0 I 4 Hr Total 0 0 4 0 1 0 0 0 0 1 1 0 0, 0 0 0 0 0 I 5 17:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 17:15 0 0 0 0 I 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 17:30 0 0 1 0 I 0 0 0 0 J 2 0 0 0 1 0 0 0 0 1 3 17:45 0 0 3 0 l 0 0 0 0 1 0 0 0 0 0 0 0 0 1 3 Hr Total 0 0 4 0 0 0 0 0 1 2 0 0 0 1 0 0 0 0 1 6 *TOTAL* 0 0 8 0 1 0 0 0 0 1 3 0 0 0 I 0 0 0 0 11 NW 38TH STREET/WE I 95 RAMP & N MIAMI AVENUE, MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. : 38STMIAM Page : 1 N MIAMI AVENUE From North Left Thru Right Date 09/21/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 INE 38TH STREET IN MIAMI AVENUE From East IFrom South Peds 1 Left Thru Right Peds Left Thru Right Peds Left IWB 195 RAMP 'From West Thru Right Peds I Total 0 0 0 0 0 0 0 3 0 3 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 0 3 0 0 5 2 7 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 1 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 1 1 0 1 3 0 0 0 1 1 1 1 3 2 7 0 0 8 3 11 *TOTAL* 0 0 0 3 0 0 0 10 0 0 0 1 0 0 0 4 1 18 G� we, gas' TJT-95 v Mi aVvti I FL.onci&1 .kcrte*kb-e( 2 II La t i dko-WA- t,� �. t-idt4.s {)o.10nA.t 0 NE/NW 36TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 36STMIAM Page : 1 N MIAMI AVENUE INE 36TH STREET IN MIAMI AVENUE JNW 36TH STREET From North 'From East 'From South 'From West UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/21/11 16:00 0 11 37 6 0 39 90 32 0 7 89 18 0 25 117 16 ' 487 16:15 0 10 45 8 0 32 91 34 0 12 118 43 0 22 98 15 528 16:30 0 15 49 10 0 43 102 39 0 10 98 30 1 0 34 109 17 556 16:45 0 16 40 7 1 0 44 91 33 1 0 11 123 26 1 0 27 99 9 526 Hr Total 0 52 171 31 0 158 374 138 1 0 40 428, 117 0 108 423 57 1 2097 17:00 0 9 50 8 1 0 37 91 30 0 6 110 29 0 33 98 13 514 17:15 0 17 47 9 0 27 73 25 0 17 155 36 0 30 91 12 539 17:30 0 14 49 12 0 40 79 35 0 16 125 40 0 31 102 15 558 17:45 0 7 40 7 1 0 34 86 32 0 15 115 43 1 0 26 114 15 1 534 Hr Total 0 47 186 36 0 138 329 122 1 0 54 505 148 1 0 120 405 55 1 2145 *TOTAL* 0 99 357 67 1 0 296 703 260 1 0 94 933 265 1 0 228 828 112 1 4242 NE/NW 36TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. 36STMIAM Page : 2 N MIAMI AVENUE From North UTurn Left Thru Date 09/21/11 Peak Hour Analysis By Entire Peak start 17:00 Volume 0 47 186 Percent 0% 17% 69% Pk total 269 Highest 17:30 Volume 0 14 49 Hi total 75 PHF .90 NW 36TH STREET 54 329 419 36 INE 36TH STREET (From East Right f UTurn Left IN MIAMI AVENUE 'From South INW 36TH STREET ?From West I ? f Thru Right ? UTurn Left Thru Right UTurn Left Thru Right I Total Intersection for the Period: 16:00 t 17:00 36 0 138 329 122 13% 0% 23% 56% 21% 589 17:00 12 0 37 91 30 158 .93 120 120 405 36 36 18:00 on 09/21/11 17:00 0 54 505 148 0% 8% 71% 21% 707 17:15 0 208 .85 N MIAMI AVENUE 186 186 269 405 580 55 55 0 0 999 47 47 1,016 17 155 36 120 505 122 747 • ALL VEHICLES 1,189 Intersection Total 2,145 1,086 589 707 138 54 505 186 55 379 54 505 N MIAMI AVENUE 17:00 0 0% 580 17:45 0 155 .94 120 405 55 21% 70% 9% 26 114 15 122 122 329 329 138 138 600 NE 36TH STREET 47 405 148 NE/NW 36TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. : 36STMIAM Page : 1 N MIAMI AVENUE From North !NE 36TH STREET !From East IN MIAMI AVENUE 'From South INW 36TH STREET 'From West Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds J Left Thru Right Date 09/21/11 Peds Total 16:00 0 0 0 1 0 0 0 1 1 0 0 0 6 I 0 0 0 1 1 9 16:15 0 0 0 0 0 0 0 0 1 0 0 0 8 1 0 0 0 3 1 11 16:30 0 0 0 0 1 0 0 0 1 1 0 0 0 7 0 0 0 1 I 9 16:45 0 0 0 0) 0 0 0 0 1 0 0 0 11 0 0 0 0 1 11 Hr Total 0 0 0 1 1 0 0 0 2 f 0 0 0 32 1 0 0 0 5 1 40 17:00 0 0 0 0 I 0 0 0 0 1 0 0 0 7 I 0 0 0 0 7 17:15 0 0 0 2 1 0 0 0 4) 0 0 0 2 I 0 0 0 0 1 8 17:30 0 0 0 0) 0 0 0 1 1 0 0 0 3 I 0 0 0 1 1 5 17:45 0 0 0 0 j 0 0 0 3 1 0 0 0 4 J 0 0 0 0 7 Hr Total 0 0 0 2 1 0 0 0 8 1 0 0 0 16 1 0 0 0 1 1 27 *TOTAL* 0 0 0 3) 0 0 0 10 ) 0 0 0 48 ) 0 0 0 6 1 67 41 NE 42ND STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. 42ST_1AV Page : 1 NE 1ST AVENUE INE 42ND STREET INE 1ST AVENUE INE 42ND STREET From North !From East (From South !From West UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Date 09/15/11 Thru Right I Total 16:00 1 3 8 1 1 0 0 7 1 0 2 10 1 j 0 0 1 0 I 35 16:15 0 0 3 1 1 0 0 11 1 1 0 0 4 2 1 1 2 2 1 I 28 16:30 0 0 3 1 1 0 1 9 2 1 0 1 11 1 1 0 0 1 1 31 16:45 1 0 4 0 k 0 4 7 1 0 3 11 1 0 0 2 21 36 Hr Total 2 3 18 3 I 0 5 34 5 0 6 36, 5 I 1 2 6 4 1 130 17:00 0 0 4 1 1 0 3 7 1 I 0 2 9 1 0 3 0 4 I 35 17:15 0 0 3 1 1 0 3 12 0 0 1 5 l I 0 0 1 0 27 17:30 0 0 3 0 0 3 6 3 0 0 13 0 I 0 0 3 2 1 33 17:45 0 0 5 1 0 1 6 0 1 0 0 11 0 j 0 0 1 0 1 25 Hr Total 0 0 15 3 0 10 31 4 I 0 3 38 2 1 0 3 5 6 120 *TOTAL* 2 3 33 6 0 15 65 9 1 0 9 74 7 1 1 5 11 10 1 250 NE 42ND STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. 42ST 1AV Page : 2 NE 1ST AVENUE INE 42ND STREET INE 1ST AVENUE INE 42ND STREET From North (From East IFrom South 'From west I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I Total Date 09/15/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/15/11 Peak start 16:45 16:45 16:45 16:45 Volume 1 0 14 2 j 0 13 32 5 i 0 6 38 3 0 3 6 8 Percent 6% 0% 82% 12% 0% 26% 64% 10% 0% 13% 81% 6% 0% 18% 35% 47% 1 Pk total 17 50 47 17 Highest 16:45 17:15 16:45 17:00 Volume 1 0 4 0 1 0 3 12 0 1 0 3 11 1 0 3 0 4 Hi total 5 15 1 15 7 PHF .85 .83 I .78 .61 0 NE 42ND STREET 6 32 2 40 0 2 2 NE 1ST AVENUE 14 14 17 1 1 6 17 8 0 0 57 63 3 38 5 46 0 0 • ALL VEHICLES Intersection Total 131 82 13 • 6 14 8 35 6 NE 1ST AVENUE 5 5 50 32 60 47 38 38 32 13 13 10 NE 42ND STREET 1 6 3 3 3 0 NE 42ND STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/15/11 File I.D. : 42ST_lAV Page 1 NE 1ST AVENUE INE 42ND STREET INE 1ST AVENUE INE 42ND STREET I From North (From East (From South 'From West Left Thru Right Peds Left Thru Right Peds I Left Thru Right Peds 1 Left Thru Right Peds I Total Date 09/15/11 16:00 0 0 0 1 J 0 0 0 1 I 0 0 0 2 I 0 0 0 0 1 4 16 : 15 0 0 0 0! 0 0 0 0 I 0 0 0 0 I 0 0 0 2! 2 16:30 0 0 0 0 I 0 0 0 0 1 0 0 0 0 I 0 0 0 0 I 0 16:45 0 0 0 1 I 0 0 0 0 1 0 0 0 1 1 0 0 0 1 1 3 Hr Total 0 0 0 2! 0 0 0 1 I 0 0 0, 3 I 0 0 0 3 J 9 17:00 0 0 0 1 1 0 0 0 0 J 0 0 0 0! 0 0 0 0 1 17:15 0 0 0 0 I 0 0 0 0! 0 0 0 0 j 0 0 0 0 f 0 17:30 0 0 0 o f 0 0 0 0 I 0 0 0 0 l 0 0 0 2 j 2 17:45 0 0 0 0 j 0 0 0 0 l 0 0 0 0 l 0 0 0 0 1 0 Hr Total 0 0 0 1! 0 0 0 0! 0 0 0 o 1 0 . 0 0 2 1 3 *TOTAL* 0 0 0 3 1 0 0 0 1 1 0 0 0 3 I 0 0 0 5 1 12 ME4Z.sT" ,f MV0.wi 1FLofi:cic),, Set-telnkloe,r t5, 2011 Jaw-4k {Morktitito v1,oT gna,ctzect NE 41ST STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. : 41ST_lAV Page 1 NE 1ST AVENUE From North UTurn Left Date 09/15/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 1 1 2 5 9 4 1 2 0 7 INE 41ST STREET INE 1ST AVENUE !From East !From South Thru Right 1 UTurn Left Thru Right 1 UTurn Left !NE 41ST STREET 'From West Thru Right 1 UTurn Left Thru Right 1 Total 8 3 3 3 17 8 5 3 6 22 1 0 2 1 4 2 0 1 0 3 0 4 12 0 0 0 6 0 O 4 7 0 O 1 11 0 0 9 36 0 0 0 0 0 0 3 2 1 5 11 13 6 7 6 32 1 0 0 1 2 0 0 0 0 0 0 0 0 0 0 7 7 4 7 25 16 7 6 3 32 10 5 5 4 12 4 15 3 42, 16 10 6 14 11 41 2 4 4 3 13 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 0 0 1 0 1 5 3 7 3 18 2 3 4 8 17 5 6 1 4 16 2 3 2 3 10 59 36 46 53 194 53 37 45 46 191 *TOTAL* 0 16 39 7 O 20 68 2 0 57 83 29 1 0 3 35 26 1 385 NE 41ST STREET &'NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. : 41ST_1AV Page : 2 NE 1ST AVENUE From North UTurn Left Thru Date 09/15/11 Peak Hour Analysis By Entire Peak start 16:30 Volume 0 12 19 Percent 0% 33% 53% Pk total 36 Highest 17:00 Volume 0 4 8 Hi total 14 PHF .64 NE 41ST STREET 34 37 5 76 INE 41ST STREET From East Right j UTurn Left INE 1ST AVENUE (From South Thru Right UTurn Left INE 41ST STREET !From West Thru Right 1 UTurn Left Thru Right I Total Intersection for the Period: 16:30 5 ! 0 14% ] 0% 21% 48 17:00 2 1 0 17 I .71 0 0 15 5 5 16:00 t 10 37 1 77% 2% 3 13 1 18:00 on 09/15/11 16:30 0 34 0% 38% 48% 90 17:00 0 16 10 28 .80 NE 1ST AVENUE 19 19 36 15 25 10 10 1 101 12 12 80 0 43 1 44 ALL VEHICLES Intersection Total 199 10 19 10 39 129 34 34 NE 1ST AVENUE 43 13 16:30 0 0 15 10 14% 0% 0% 25 16:30 2 1 0 0 8 .78 48 88 90 43 43 60% 40% 7 0 1 1 0 1 37 37 10 10 40 NE 41ST STREET 12 15 13 13 13 0 NE 41ST STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/15/11 File I.D. : 41ST_lAV Page : 1 NE 1ST AVENUE From North Left Thru Date 09/15/11 16:D0 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 INE 41ST STREET INE 1ST AVENUE From East 'From South Right Peds 1 Left Thru Right Peds Left Thru INE 41ST STREET !From West Right Peds Left Thru Right Peds I Total 0 0 0 0 0 0 0 0 0 0 1 1 0 1 3 1 0 0 0 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 4 0 1 3 8 1 3 1 0 5 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 1 0 0 1 2 0 0 0 2 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 5 4 0 3 12 1 1 0 1 3 10 6 1 7 24 5 4 1 1 11 *TOTAL* 0 0 0 4 0 0 0 13 0 0 0 3 0 0 0 15 35 ssof cVet7 4 t s-r_ otk ,2s N ►vtictiA Assoc. � F Lamchi. SelitYWV€r f 5i Zo t 1 c\rawvt 6.S Ls ()01/41ook.i 60 v\oT S-kn0.(,i2ea NE 40TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. : 4OST_1AV Page : 1 NE 1ST AVENUE From North UTurn Left Thru Date 09/15/11 !NE 40TH STREET (From East Right 1 UTurn Left !NE 1ST AVENUE INE 40TH STREET !From South (From West Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right Total 16:00 0 6 9 2 1 2 4 9 6 1 0 8 17 3 1 0 2 8 9 j 85 16:15 0 6 7 3 1 0 4 6 1 1 0 9 14 2 I 0 0 7 5 l 64 16:30 0 2 7 0 1 2 4 12 3 1 0 16 19 4 J 0 1 4 7 I 81 16:45 0 4 4 5 l 2 2 15 3 J 0 10 22 5 1 0 1 3 9 1 85 Hr Total 0 18 27 10 { 6 14 42 13 0 43 72 14 1 0 4 22 30 315 17:00 0 4 8 5 1 0 6 11 1 1 0 21 23 3 j 0 3 11 3 1 99 17 :15 0 4 5 3 f 1 6 13 3 1 0 15 14 41 0 0 5 8 1 81 17:30 0 2 7 4{ 0 1 12 3 1 0 8 20 2 1 0 1 6 2! 68 17:45 0 1 7 2! 0 5 16 4 j 0 9 15 3! 0 0 7 3 72 Hr Total 0 11 27 14 1 18 52 11 1 0 53 72 12 0 4 29 16 j 320 *TOTAL* 0 29 54 24 7 32 94 24 1 0 96 144 26 0 8 51 46 1 635 NE 40TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. 40ST_1AV Page : 2 NE 1ST AVENUE From North INE 40TH STREET From East INE 1ST AVENUE 'From South UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Date 09/15/11 Peak Hour Analysis By Entire. Intersection for the Period: Peak start 16:30 16:30 Volume 0 14 24 13 I 5 18 51 Percent 0% 27% 47% 25% I 6% 21% 61% Pk total 51 84 Highest 17:00 1 17:15 Volume 0 4 8 5 1 6 13 Hi total 17 23 PHF .75 1 .91 NE 40TH STREET 62 51 126 13 5 5 23 13 13 16:00 to 10 12% 3 INE 40TH STREET IFrom West I i Thru Right UTurn Left Thru Right I Total 18:00 on 09/15/11 16:30 0 62 78 16 0% 40% 50% 10% 156 17:00 0 21 23 3 47 _83 NE 1ST AVENUE 24 24 - 51 14 14 23 55 27 27 1 181 144 5 78 10 93 • ALL VEHICLES Intersection Total 346 23 24 27 74 230 • 62 62 NE 1ST AVENUE 137 16:30 0 5 23 27 0% 9% 42% 49% 55 17:00 0 3 11 3 17 .81 10 10 84 51 156 78 78 51 23 23 53 NE 40TH STREET 14 23 16 NE 40TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/15/11 File I.D. : 40ST_1AV Page : 1 NE 1ST AVENUE From North Left Thru Right Date 09/15/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 INE 40TH STREET INE 1ST AVENUE 'From East 'From South Peds Left Thru Right Peds 1 Left Thru Right Peds 1 Left 1NE 40TH STREET (From West Thru Right Peds 1 Total 2 0 5 2 9 10 6 2 1 19 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 5 1 3 4 13 5 0 2 0 7 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 2 3 10 9 24 3 4 1 0 8 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 6 6 1 4 17 4 3 5 1 13 15 10 19 19 63 22 13 10 2 47 *TOTAL* 0 0 28 0 0 0 20 0 0 0 32 0 0 0 30 110 r 4osT 7 1,h) MEIN O ST - Vio IF-Loftda Seeerkber 15 1Zv t \fOS)JV (S L,iS pakot'kiti, rev Yi6T S"v9Yla(.i?.ecl NE 39TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: GERMAN ROSSANO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. : 39ST_1AV Page : 1 NE 1ST AVENUE INE 39TH STREET INE 1ST AVENUE INE 39TH STREET I From North IFrom East !From South IFrom West I i UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I Total Date 09/15/11 16:00 0 5 14 4 0 11 39 6 1 0 9 19 8 0 6 13 11 145 16:15 0 4 7 4 0 8 25 4 1 0 7 16 5 I 0 1 13 3 1 97 16:30 0 3 11 5 l 0 6 40 8 I 0 6 31 6 1 0 2 18 9 1 145 16:45 0 3 9 4 1 0 6 33 6 1 0 8 23 3 1 0 6 12 7 1 120 Hr Total 0 15 41 17 0 31 137 24 0 30 89 22 0 15 56 30 507 17:00 0 3 9 6 1 0 6 23 6 1 0 2 36 7 I 0 7 17 5 i 127 17:15 0 8 13 0 0 4 25 10 ! 0 5 22 2 0 2 11 6 108 17:30 0 5 5 3 I 0 5 31 6 1 0 8 24 2 I 0 1 11 5 106 17:45 0 3 8 4 1 0 6 22 4 1 0 8 19 5 1 0 3 20 4 1 106 Hr Total 0 19 35 13 0 21 101 26 1 0 23 101 16 I 0 13 59 20 I 447 *TOTAL* 0 34 76 30 f 0 52 238 50 0 53 190 38 1 0 28 115 50 954 NE 39TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: GERMAN ROSSANO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00110105 Start Date: 09/15/11 File I.D. : 39ST 1AV Page : 2 NE 1ST AVENUE INE 39TH STREET INE 1ST AVENUE INE 39TH STREET From North 'From East !From South (From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 09/15/11 ' Peak Hour Analysis By Entire Peak start 16:00 Volume 0 15 41 Percent 0% 21% 56% Pk total 73 Highest 16:00 Volume 0 5 14 Hi total 23 PHF .79 Intersection for the Period: 16:00 to I 16:00 17 1 0 31 137 24 23% 1 0% 16% 71% 12% 192 16:00 4 1 0 11 39 6 56 .86 0 0 NE 39TH STREET 30 137 184 17 15 15 56 17 17 18:00 on 09/15/11 16:00 16:00 0 30 89 22 0 15 56 30 0% 21% 63% 16% J 0% 15% 55% 30% 141 1 101 16:30 16:00 0 6 31 6 0 6 13 11 43 30 .82 .84 NE 1ST AVENUE 41 41 - 73 56 101 30 30 0 0 15 15 201 15 89 24 128 • ALL VEHICLES 285 285 Intersection Total 507 i 243 31 41 30 102 30 30 NE 1ST AVENUE 24 24 192 137 141 89 89 137 31 31 93 NE 39TH STREET 15 56 22 22 22 0 NE 39TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: GERMAN ROSSANO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/15/11 File I.D. : 39ST 1AV Page : 1 NE 1ST AVENUE INE 39TH STREET INE 1ST AVENUE INE 39TH STREET From North IFrom East IFrom South !From West I Left Thru Right Peds 1 Left Thru Right Peds Left Thru Right Peds 1 Left Thru Right Peds I Total Date 09/15/11 16:00 0 0 0 6 I 0 0 0 2 1 0 0 0 0 1 0 0 0 5 I 13 16:15 0 0 0 2 1 0 0 0 0 1 0 0 0 4 I 0 0 0 9 I 15 16:30 0 0 0 4 I 0 0 0 2 1 0 0 0 1 1 0 0 0 2 I 9 16:45 0 0 0 3! 0 0 0 5 l 0 0 0 3 j 0 0 0 4 I 15 Hr Total 0 0 0 15 1 0 0 0 9! 0 0 0, 8! 0 0 0 20 I 52 17:00 0 0 0 3! 0 0 0 3 1 0 0 0 1! 0 0 0 1{ 8 17:15 0 0 0 3! 0 0 0 3 J 0 0 0 2! 0 0 0 2 I 10 17:30 0 0 0 20 0 0 1 I 0 0 0 0! 0 0 0 6 1 9 17:45 0 0 0 0 1 0 0 0 0 1 0 0 0 5 1 0 0 0 0 I 5 Hr Total 0 0 0 8 1 0 0 0 7 I 0 0 0 8 1 0 0 0 9 I 32 *TOTAL* 0 0 23 0 0 0 16 0 0 0 16 I 0 0 0 29 1 84 4 43. s ro MiarAi it.-ocid<i1/4. Se.f4ewtber (5( ZD t k6k,to vt LLCt s Pal am o oT Son cU.ized, NE 38TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. 38ST_lAV Page : 1 NE 1ST AVENUE From North UTurn Left Date 09/15/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 2 4 6 7 19 6 4 2 3 15 INE 38TH STREET [NE 1ST AVENUE From East iFrom South Thru Right UTurn Left Thru Right I UTurn Left INE 38TH STREET From West Thru Right I UTurn Left Thru Right I Total 26 10 18 7 61 10 18 9 10 47 5 2 2 5 14 5 2 3 1 11 0 0 0 0 0 0 0 0 0 0 4 2 4 1 11 1 0 4 4 9 11 10 8 12 41 12 11 13 5 41 5 8 12 6 31 11 14 14 9 48 1 0 1 0 2 1 0 0 0 1 1 4 4 1 10 2 3 0 6 11 29 21 31 28 109, 33 14 24 21 92 3 3 1 2 9 2 4 4 3 13 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 1 1 2 0 4 0 0 1 0 1 1 3 2 2 8 0 0 1 2 3 90 68 91 71 320 83 70 76 64 293 *TOTAL* 0 34 108 25 0 20 82 79 3 21 201 22 0 2 5 11 I 613 NE 38TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. : 38ST lAV Page : 2 NE 1ST AVENUE From North UTurn Left Date 09/15/11 ' INE 38TH STREET INE 1ST AVENUE 'From East From South Thru Right I UTurn Left Thru Right UTurn Left Thru INE 38TH STREET From West I l Right I UTurn Left Thru Right I Total Peak Hour Analysis By Entire Peak start 16:00 Volume 0 19 Percent 0% 20% Pk total 94 Highest 16:00 Volume 0 2 26 Hi total 33 .71 PHF NE 38TH STREET 12 41 14 67 1 1 4 61 14 65% 15% Intersection for the Period: 16:00 t 16:00 0 11 41 31 0% 13% 49% 37% 83 16:30 5 0 4 8 12 24 .86 14 14 18:00 on 09/15/11 16:00 2 10 109 2% 8% 130 16:30 1 4 31 37 .88 NE 1ST AVENUE 61 61 94 19 19 4 13 8 80 235 1 109 31 141 • ALL VEHICLES Intersection Total 320 11 61 8 80 210 9 84% 7% 1 83 115 130 12 109 12 109 NE 1ST AVENUE 16:00 0 1 4 8 0% 8% 31% 62% 13 16:15 0 0 1 3 4 .81 0 0 31 31 41 41 11 11 32 NE 38TH STREET 19 4 9 NE 38TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/15/11 File I.D. : 38ST_lAV Page : 1 NE 1ST AVENUE From North Left Thru Date 09/15/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 INE 38TH STREET INE 1ST AVENUE !From East !From South i I Right Peds Left Thru Right Peds 1 Left Thru Right Peds I Left INE 38TH STREET From West Thru Right Peds I Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 6 1 2 0 9 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 4 1 5 2 12 3 2 2 3 10 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 2 0 2 0 1 0 0 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 2 8 6 9 25 1 2 7 2 12 6 10 13 11 40 10 6 11 5 32 *TOTAL* 0 0 0 10 0 0 0 22 0 0 0 3 0 0 0 37 I 72 STof 4 1 E.32 sr MA.wl:c. ITI,ocida, Sef+evtWr 61101l Sciu"o(j',Lu:ts Paktryl 0 likoT s,9 r,aci zed i0A4 NE 36TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. : 36ST lAV Page : 1 NE 1ST AVENUE INE 36TH STREET INE 1ST AVENUE !NE 36TH STREET j From North !From East (From South !From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/15/11 16:00 0 5 7 19 0 36 133 5 1 10 11 25 1 0 13 133 11 409 16:15 0 4 1 8 0 42 141 5 1 1 5 12 27 0 9 116 11 382 16:30 0 5 5 13 1 42 150 4 1 11 18 28 0 10 122 13 423 16:45 0 2 1 5 1 0 41 174 4 1 4 17 22 1 0 10 112 14 1 407 Hr Total 0 16 14 45 j 1 161 598 18 4 30 58` 102 1 0 42 483 49 1 1621 17:00 0 5 1 12 0 42 153 6 3 11 20 34 0 13 122 12 j 434 17:15 0 5 5 10 0 52 155 4 2 7 9 24 0 11 132 19 435 17:30 0 1 3 7 j 0 50 152 5 4 5 7 23 1 0 13 138 12 1 420 17:45 0 4 1 17 1 0 37 152 4 5 7 12 33 1 0 9 126 15 422 Hr Total 0 15 10 46 1 0 181 612 19 1 14 30 48 114 I 0 46 518 58 1 1711 *TOTAL* 0 31 24 91 I 1 342 1210 37 { 18 60 106 216 1 0 88 1001 107 I 3332 NE 36TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/15/11 File I.D. 36ST 1AV Page : 2 NE 1ST AVENUE !NE 36TH STREET INE 1ST AVENUE !NE 36TH STREET 1 From North !From East 1From South !From West UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/15/11 ' Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/15/11 Peak start 17:00 17:00 17:00 ! 17:00 Volume 0 15 10 46 0 181 612 19 14 30 48 114 0 46 518 58 Percent 0% 21% 14% 65% 0% 22% 75% 2% 7% 15% 23% 55% 0% 7% 83% 9% Pk total 71 812 206 622 Highest 17:45 17:15 17:00 1 17:30 Volume 0 4 1 17 0 52 155 4 3 11 20 34 0 13 138 12 Hi total 22 211 68 J 163 PHF .81 .96 .76 .95 NE 36TH STREET 44 612 702 46 46 46 518 46 46 NE 1ST AVENUE 10 10 71 518 622 58 58 1,324 15 15 184 46 48 19 113 ALL VEHICLES 1,459 Intersection Total 1,711 181 10 58 249 455 19 19 812 612 206 44 48 44 48 NE 1ST AVENUE 1 612 181 181 15 647 518 114 NE 36TH STREET NE 36TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED NE 1ST AVENUE From North Left Thru Right Date 09/15/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 INE 36TH STREET (From East Peds 1 Left PEDESTRIANS INE 1ST AVENUE From South INE 36TH STREET 'From West Site Code : 00110105 Start Date: 09/15/11 File I.D. : 36ST_1AV Page : 1 Thru Right Peds f Left Thru Right Peds 1 Left Thru Right Peds I Total 5 4 4 5 18 4 5 4 2 15 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 2 4 0 6 1 0 1 2 4 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 2 18 12 11 43 8 25 8 20 61 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 4 5 8 7 24 5 7 8 5 25 11 29 28 23 91 18 37 21 29 105 *TOTAL* 0 0 0 33 0 0 0 10 I 0 0 0 104 0 0 0 49 I 196 NE 36TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED NE 1ST AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Site Code : 00110105 Start Date: 09/15/11 File I.D. : 36ST_1AV Page : 1 PEDESTRIANS ------------------------------------------------------------------------------------ INE 36TH STREET !From East !NE 1ST AVENUE 'From South INE 36TH STREET 'From West Thru Right Peds k Left Thru Right Peds ! Left Thru Right Peds I Total Left Thru Right Peds ! Left Date 09/15/11---------------------------' ----------------------------------------------- 0 0 0 0 1 0 0 0 2 1 0 0 0 4 1 11 16:00 0 0 0 5 ! 0 0 0 2! 0 0 0 18 ! 0 0 0 5. I 29 16:15 0 0 0 4 k 0 0 4! 0 0 0 12 ! 0 0 0 8! 28 16:30 0 0 0 4! 0 0 0 0 0! 0 0 0 11 0 0 0 7 1 23 16:45 0 0 0 5! 0 0 6 0 0 Oy 43 ! 0 0 0 24 ! 91 Hr Total 0 0 0 18 ! 0 0 0 0 1 1 0 0 0 8 1 0 0 0 5! 18 17:00 0 0 0 4 0 0 0 0! 0 0 0 25 ! 0 0 0 7 1 37 17:15 0 0 0 5 0 0 0 1 k 0 0 0 8 I 0 0 0 8 k 21 17:30 0 0 0 4! 0 0 2! 0 0 0 20 J 0 0 0 5 L 29 17:45 0 0 0 2 0 0 0 0 4! 0 0 0 61 k 0 0 0 25 ! 105 Hr Total 0 0 0 15 *TOTAL* 0 0 0 33 0 0 0 10 I 0 0 0 104 ! 0 0 0 49 196 tA6(0 S1--- • SefsWYPIbef- [bt Zv I � detwvqO 1L.Ws Picapaiiito (A.o 6mo,uzed, NE 42ND STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. : 42ST_2AV Page : 1 NE 2ND AVENUE !NE 42ND STREET INE 2ND AVENUE !NE 42ND STREET I From North !From East !From South !From West I ! ! I ! UTurn Left Thru Right I UTurn Left Thru Right ! UTurn Left Thru Right I UTurn Left Thru Right 1 Total Date 09/20/11 16:00 0 0 35 2 1 0 6 0 01 0 7 78 2 I 0 0 0 2 132 16:15 0 0 47 2 I 0 2 1 01 0 9 84 01 0 1 0 6 I 152 16:30 0 0 61 1 I 0 2 0 0 I 0 7 74 9 I 0 0 0 3 I 157 16:45 0 0 54 1 I 0 4 0 1 I 0 6 84 2 1 0 1 0 3 1 156 Hr Total 0 0 197 6 I 0 14 1 1 I 0 29 320, 13 I 0 2 0 14 I 597 17:00 0 1 44 4 I 0 2 0 0 f 0 12 103 4 I 0 3 0 3 I 176 17:15 0 0 42 2 I 0 3 0 1 1 8 92 2 I 0 0 0 3 154 17:30 0 0 53 4 I 0 0 0 0 I 1 7 68 1 I 0 1 0 1 I 136 17:45 0 0 63 3 I 0 2 0 1 I 1 4 73 3 1 0 0 0 0 I 150 Hr Total 0 1 202 13 ! 0 7 0 2 3 31 336 10 1 0 4 0 7 1 616 *TOTAL* 0 1 399 19 0 21 1 3 I 3 60 656 23 ! 0 6 0 21 I 1213 NE 42ND STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3235 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. : 42ST 2AV Page : 2 NE 2ND AVENUE INE 42ND STREET INE 2ND AVENUE [NE 42ND STREET 1 From North !From East 1From South [From west UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/20/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/20/11 Peak start 16:30 16:30 1 16:30 Volume 0 1 201 8 0 11 0 2 1 Percent 0% 0% 96% 4% 0% 85% 0% 15% 0% Pk total 210 13 404 Highest 16:30 16:45 17:00 Volume 0 0 61 1 0 4 0 1 I 0 Hi total 62 5 119 PHF .85 .65 1 .85 NE 42ND STREET 34 0 8 42 4 4 0 8 8 NE 2ND AVENUE 201 201 - 210 0 16 12 12 J 58 1 1 569 16:30 33 353 17 0 4 0 12 8% 87% 4% 0% 25% 0% 75% 16 17:00 12 103 4 I 0 3 0 3 6 .67 4 353 2 359 ALL VEHICLES Intersection Total 643 628 2 2 13 0 31 404 11 34 353 201 12 224 34 353 NE 2ND AVENUE 0 11 11 18 NE 42ND STREET 1 0 17 17 17 0 0 NE 42ND STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/20/11 File I.D : 42ST_2AV Page : 1 NE 2ND AVENUE INE 42ND STREET {NE 2ND AVENUE INE 42ND STREET From North IFrom East 'From South !From West I Left Thru Right Peds ( Left Thru Right Peds { Left Thru Right Peds 1 Left Thru Right Peds ! Total Date 09/20/11 16:00 0 0 0 0 0 0 0 0! 0 0 0 5 0 0 0 5 I 10 16:15 0 0 0 01 0 0 0 1 0 0 0 0! 0 0 0 3 4 16:30 0 0 0 0 I 0 0 0 0 1 0 0 0 0 1 0 0 0 2 2 16:45 0 0 0 1 0 0 0 1 1 0 0 0 1 0 0 0 2 5 Hr Total 0 0 0 1 j 0 0 0 2 0 0 Q 6 1 0 0 0 12 ! 21 17:00 0 0 0 0 1 0 0 0 0 I 0 0 0 0 j 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 I 0 0 0 0 f 0 0 0 3{ 3 17:30 0 0 0 3! 0 0 0 2 0 0 0 1 0 0 0 2 8 17:45 0 0 0 0 1 0 0 0 1! 0 0 0 0 j 0 0 0 3! 4 Hr Total 0 0 0 3! 0 0 0 3 1 0 0 0 1 1 0 0 0 8 1 15 *TOTAL* 0 0 0 4 1 0 0 0 5! 0 0 0 7! 0 0 0 20 1 36 ti 'Miawti FLv6do, seArcevalo.e( 20 /20 t 8raw � �0� �1� s eo!oyviyO AL) T S c 9 I1a.(.iZeA NE 41ST STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. : 41ST_2AV Page : 1 NE 2ND AVENUE I INE 2ND AVENUE !NE 41ST STREET I From North !From East (From South (From West UTurn Left Thru Right ! UTurn Left Thru Right ! UTurn Left Thru Right ! UTurn Left Thru Right ! Total Date 09/20/11 16:00 0 0 40 2 1 0 0 0 0 1 0 4 87 0 1 0 2 0 71 142 16:15 0 0 50 51 0 0 0 0 I 1 5 90 0 1 0 2 0 10 ! 163 16:30 1 0 66 1 1 0 0 0 01 1 8 89 01 0 3 0 41 173 16:45 0 0 58 3 1 0 0 0 0 j 0 11 90 0 1 0 1 0 9 1 172 Hr Total 1 0 214 11 0 0 0 0 2 28 356, 0 0 8 0 30 ! 650 17:00 0 0 47 1 1 0 0 0 0 1 0 5 110 0 1 0 6 0 71 176 17:15 0 0 50 11 0 0 0 01 0 6 101 0 1 1 2 0 41 165 17:30 0 0 57 11 0 0 0 01 0 7 76 0! 0 2 0 71 150 17:45 0 0 63 3! 0 0 0 0 1 0 8 77 0 j 0 5 0 9 1 165 Hr Total 0 0 217 6 0 0 0 0 1 0 26 364 0 1 1 15 0 27 1 656 *TOTAL* 1 0 431 17 0 0 0 0 1 2 54 720 0 1 23 0 57 1306 NE 41ST STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. 41ST_2AV Page : 2 NE 2ND AVENUE From North From East !NE 2ND AVENUE 'From South INE 41ST STREET From West I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 09/20/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/20/11 Peak start 16:30 16:30 1 16:30 16:30 Volume 1 0 221 6 0 0 0 0 J 1 30 390 0 1 12 0 24 Percent 0% 0% 97% 3% 0% 0% 0% 0% 4 0% 7% 93% 0% 1 3% 32% 0% 65% Pk total 228 0 I 421 37 Highest 16:30 16:00 17:00 17:00 Volume 1 0 66 1 1 0 0 0 0 0 5 110 0 l 0 6 0 7 Hi total 68 0 1 115 13 .84 1 .0 j .92 .71 PHF NE 41ST STREET 31 0 6 37 13 13 0 6 6 NE 2ND AVENUE 221 221 228 1 1 0 37 24 24 0 0 1 74 631 13 390 0 403 • ALL VEHICLES Intersection Total 686 666 1 421 0 31 390 221 24 245 31 390 NE 2ND AVENUE 0 0 0 0 0 0 0 1 1 0 0 0 0 0 NE 41ST STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/20/11 File I.D. 41ST_2AV Page : 1 NE 2ND AVENUE I INE 2ND AVENUE INE 41ST STREET J From North 'From East 'From South IFrom West I Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds f Left Thru Right Peds f Total Date 09/20/11 16:00 0 0 0 3 I 0 0 0 0 1 0 0 0 5 I 0 0 0 2 10 16:15 0 0 0 3 1 0 0 0 0 1 0 0 0 5 0 0 0 0 j 8 16:30 0 0 0 1 0 0 0 0 1 0 0 0 1 1 0 0 0 5 I 7 16:45 0 0 0 1 0 0 0 0 1 0 0 0 7 1 0 0 0 3 1 11 Hr Total 0 0 0 8 1 0 0 0 0 1 0 0 0 18 0, 0 0 10 1 36 17:00 0 0 0 4 I 0 0 0 0 0 0 0 4 I 0 0 0 1 1 9 17:15 0 0 0 0 1 0 0 0 0 1 0 0 0 2 1 0 0 0 0 I 2 17:30 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 I 5 17:45 0 0 0 2 0 0 0 0 0 0 0 2 1 0 0 0 2 6 Hr Total 0 0 0 8 0 0 0 0 I 0 0 0 11 1 0 0 0 3 1 22 *TOTAL* 0 0 0 16 1 0 0 0 0 1 0 0 0 29 1 0 0 0 13 1 58 lvticVAAL U._tkectti 1 ‹f- - Vl(Oxv\i e.•\5+€,INit b er 20 12-0 d rawvOod'.lu;�. s ipalo►k.<< AO VtoT NE 40TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. : 40ST_2AV Page : 1 NE 2ND AVENUE INE 2ND AVENUE From North From South Thru Right f UTurn Left Date 09/20/11 16:00 49 6 0 16:15 57 5 1 16:30 73 4 0 16:45 70 3 1 0 Hr Total 249 18 1 1 17:00 52 3 1 0 17:15 56 2 ! 1 17:30 69 6 0 17:45 69 5 0 Hr Total 246 16 1 13 11 12 14 50 9 7 12 8 36 INE 40TH STREET 'From West Thru J UTurn Left Right 1 Total 90 96 100 99 385 112 104 78 84 378 0 0 1 0 1 1 0 0 0 1 1 1 0 7 9 3 3 4 3 13 16 16 6 11 49 10 11 9 15 45 175 187 196 204 762 190 184 178 184 736 *TOTAL* 495 34 1 2 86 763 2 22 94 1498 NE 40TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. 40ST 2AV Page : 2 NE 2ND AVENUE !NE 2ND AVENUE INE 40TH STREET From North !From South !From West I 1 1 Thru Right I UTurn Left Thru 1 UTurn Left Right I Total Date 09/20/11 ' Peak Hour Analysis By Entire Intersection Peak start 16:15 16:15 Volume 252 15 1 46 407 Percent 94% 6% 0% 10% 90% Pk total 267 454 Highest 16:30 17:00 Volume 73 4 0 9 112 Hi total 77 1 121 PHF .87 ) .94 0 NE 40TH STREET 47 0 15 62 0 for 15 15 the Period: 16:15 2 11 43 4% 20% 77% 56 16:45 0 7 11 18 .78 NE 2ND AVENUE 252 252 267 0 13 13 0 56 43 43 118 687 16:00 to 18:00 on 09/20/11 13 407 0 420 • ALL VEHICLES Intersection Total 777 0 252 43 295 749 454 47 • 407 47 407 NE 2ND AVENUE 0 0 NE 40TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SAMANTHA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS NE 2ND AVENUE INE 2ND AVENUE From North [From South Thru Right 1 Left Date 09/20/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 [NE 40TH STREET [From West Thru Peds Left Right Peds Total Site Code : 00110105 Start Date: 09/20/11 File I.D. : 40ST 2AV Page : 1 0 0 0 0 0 0 0 0 0 0 1 2 0 0 3 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 3 3 6 18 1 7 13 2 23 7 5 3 6 21 1 8 13 2 24 *TOTAL* 0 0 I 0 0 4 0 0 41 f 45 vN MovY IFtoci�G�. Se��vt(0e r 2c) 11_01 l c\tuwv0o: Luis Edono vtoT Si traLi2ect NE 39TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: GERMAN ROSSANO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. : 39ST_2AV Page : 1 NE 2ND AVENUE INE 39TH STREET INE 2ND AVENUE INE 39TH STREET I From North From East From South (From West I 1 1 I I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 09/20/11 16:00 0 8 45 8 1 0 15 34 29 I 0 7 70 10 0 4 11 4 16:15 0 4 63 8 1 0 7 31 26 1 0 10 74 7 I 0 1 9 3 16:30 0 13 55 6 1 0 6 27 26 ( 0 5 76 17 I 0 4 9 10 16:45 0 9 60 10 1 0 15 29 31 1 0 8 80 5 1 0 0 12 8 Hr Total 0 34 223 32 0 43 121 112 0 30 300 39 I 0 9 41 25 245 243 254 267 1009 17:00 0 10 49 4 I 0 9 38 23 0 6 92 1 I 0 2 10 7 I 251 17:15 1 11 48 4 1 0 3 35 30 I 0 1 76 6 1 0 2 16 8 I 241 17:30 0 9 60 8 1 0 9 26 34 I 0 1 54 8 0 4 8 9 I 230 17:45 0 8 66 8 1 0 6 16 30 1 0 1 53 11 1 0 3 10 1 1 213 Hr Total 1 38 223 24 I 0 27 115 117 I 0 9 275 26 I 0 11 44 25 1 935 *TOTAL* 1 72 446 56 I 0 70 236 229 1 0 39 575 65 1 0 20 85 50 I 1944 NE 39TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: GERMAN ROSSANO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. 39ST 2AV Page : 2 NE 2ND AVENUE INE 39TH STREET INE 2ND AVENUE INE 39TH STREET I From North (From East 'From South !From West I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 09/20/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/20/11 Peak start 16:15 16:15 16:15 16:15 Volume 0 36 227 28 0 37 125 106 0 29 322 30 I 0 7 40 28 Percent 0% 12* 78% 10% 0* 14% 47& 40% 0% 8% 85& 8% 0% 9% 53% 37% Pk total 291 268 381 75 Highest 16:45 16:45 17:00 16:30 Volume 0 9 60 10 0 15 29 31 0 6 92 1 0 4 9 10 Hi total 79 75 99 23 PHF .92 .89 .96 .82 NE 39TH STREET 29 125 182 28 7 7 40 28 28 NE 2ND AVENUE 227 227 291 36 36 40 75 28 28 257 726 7 322 106 435 • ALL VEHICLES Intersection Total 1,015 673 374 106 106 268 125 381 37 29 • 322 227 28 292 29 322 NE 2ND AVENUE 125 37 37 106 NE 39TH STREET 36 40 30 30 30 0 0 NE 39TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: GERMAN ROSSANO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/20/11 File I.D. : 39ST 2AV Page : 1 NE 2ND AVENUE INE 39TH STREET INE 2ND AVENUE !NE 39TH STREET From North From East !From South IFrom West Left Thru Right Peds 1 Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 1 Total Date 09/20/11 16:00 0 0 0 1 1 0 0 0 2 1 0 0 0 5 I 0 0 0 11 1 19 16:15 0 0 0 1 1 0 0 0 5 0 0 0 2 I 0 0 0 0 8 16:30 0 0 0 1 0 0 0 7 0 0 0 7 I 0 0 0 13 1 28 16:45 0 0 0 2 J 0 0 0 10 1 0 0 0 2 1 0 0 0 5 j 19 Hr Total 0 0 0 5 1 0 0 0 24 I 0 0 0, 16 1 0 0 0 29 1 74 17:00 0 0 0 2 1 0 0 0 3 I 0 0 0 2 I 0 0 0 3 10 17:15 0 0 0 3 0 0 0 4 0 0 0 5 I 0 0 0 2 14 17:30 0 0 0 2( 0 0 0 41 0 0 0 3 0 0 0 4 I 13 17:45 0 0 0 1 1 0 0 0 3 1 0 0 0 4 1 0 0 0 1 9 Hr Total 0 0 0 8 1 0 0 0 14 1 0 0 0 14 1 0 0 0 10 l 46 *TOTAL* 0 0 0 13 0 0 0 38 1 0 0 0 30 1 0 0 0 39 1 120 E19,sT-- a N\cxY IFtoGac. SeQ-te)A4her 2012.ol1 dye.wvtb' .(pis VOL( a14(1.110 ‘ke n a (,i Zee(. NE 38TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. : 3BST_2AV Page : 1 NE 2ND AVENUE From North UTurn Left Date 09/20/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 (NE 2ND AVENUE From East 1From South Thru Right 1 UTurn Left Thru Right UTurn Left INE 38TH STREET 'From West 1 Thru Right I UTurn Left 1 1 1 Thru Right 1 Total 53 64 66 79 262 60 56 72 64 252 14 6 9 7 36 9 7 8 9 33 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 0 0 0 0 0 0 0 0 0 0 0 2 4 2 8 16 5 6 3 4 18 80 75 85 73 313 87 67 53 54 261 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 7 18 15 54 9 13 10 11 43 0 0 0 0 0 0 0 0 0 0 5 3 2 1 11 5 3 5 4 17 168 160 182 183 693 175 152 151 146 624 *TOTAL* 1 0 514 69 0 0 0 0 0 34 574 0 0 97 0 28 1 1317 NE 38TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM NOT SIGNALIZED Traffic Survey Specialists, Inc 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. : 38ST 2AV Page : 2 NE 2ND AVENUE From North UTurn Left Thru Date 09/20/11 'From East INE 2ND AVENUE 'From South Right I UTurn Left Thru Right 1 UTurn Left INE 38TH STREET 'From West Thru Right 1 UTurn Left Thru Right I Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:15 16:15 Volume 1 0 269 31 0 0 Percent 0% 0% 89% 10% 0% 0% Pk total 301 0 Highest 16:45 16:00 Volume 0 0 79 7 0 0 Hi total 86 0 .88 .0 PHF NE 38TH STREET 19 0 31 50 49 49 0 31 31 16:00 t 0 0 0% 0% 0 0 18:00 on 09/20/11 16:15 0 19 0% 6% 339 17:00 0 5 87 92 .92 NE 2ND AVENUE 269 269 301 1 1 0 60 11 11 1 110 670 49 320 0 369 • ALL VEHICLES Intersection Total 700 619 0 19 269 11 280 19 NE 2ND AVENUE 320 0 94% 0% 0 1 339 • 320 320 0 16:15 0 49 0% 82% 60 16:30 0 18 20 .75 0 0 11 0% 18% 0 2 0 0 0 0 0 1 1 0 0 0 0 0 0 NE 38TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/20/11 File I.D. : 38ST 2AV Page : 1 NE 2ND AVENUE From North Left Thru Right Date 09/20/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'From East INE 2ND AVENUE 'From South Peds 1 Left Thru Right Peds { Left Thru Right INE 38TH STREET ]From West Peds 1 Left Thru Right Peds 1 Total 0 0 2 0 2 2 0 1 1 4 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 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 2 0 1 3 0 0 1 0 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 2 2 0 1 5 0 2 2 1 5 2 4 2 2 10 2 2 4 2 10 *TOTAL* 0 0 0 6 1 0 0 0 0 0 0 0 4 0 0 0 10 I 20 I`4\iawLi t v-1,o r,,` cia_ w--em(o2r20,2to ll clorawK. b. L4A,i2) eat arYti Flo ACV Si Tel A.(.iZP4 LO(4*‘. NE 36TH STREET & FEDERAL HIGHWAY & NE 2ND AVENUE, MIAMI, FLORIDA COUNTED BY: M. GOMEZ & S. SALVO SIGNALIZED INE 2ND AVENUE (From North 'FEDERAL HIGHWAY 'From Northeast Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 ALL VEHICLES NE 36TH STREET From East INE 2ND AVENUE 1From South Study Name: 36ST2FED Site Code 00110105 Start Date: 09/20/11 Page 1 INE 36TH STREET !From West Start 1 LEFT LEFT RIGHTI Right RIGHT RIGHT Thru RIGHT I LEFT IIntvl Time IFEDRL 36 ST THRU 36 STI Left Thru 36 ST 2 AVE Left Thru Right PEDAL! Left 2 AVE FEDRL RIGHTI Left FEDRL THRU RIGHTJTotal 09/20/11 I I I I 16:00I 3 21 28 181 15 56 33 2 0 122 28 131 28 46 75 251 15 26 119 18 691 16:151 3 20 15 12! 17 29 19 1 0 144 15 121 28 47 75 221 12 31 126 231 651 16:30I 0 25 39 171 14 45 27 0 0 132 16 8I 31 52 65 201 19 31 114 181 673 16:451 2 15 30 261 27 46 36 0 0 132 16 61 32 48 80 191 18 31 114 221 700 Hour! 8 81 112 73 73 176 115 3 0 530 75 39 119 193 295 861 64 119 473 811 2715 1 I I I I 17:001 2 22 31 191 11 42 21 0 0 137 21 111 36 53 81 251 10 35 109 27! 693 17:151 5 13 22 131 14 55 29 1 1 135 6 10I 35 54 97 221 10 39 122 261 709 17:301 1 21 28 251 16 43 18 0 0 140 12 131 31 32 52 101 7 41 112 221 624 17:451 0 32 29 111 13 44 26 2 0 123 17 10I 33 26 70 8! 14 41 149 291 677 Hour' 8 88 110 681 54 184 94 3 1 535 56 441 135 165 300 65I 41 156 492 1041 2703 I 1 I I I Total) 16 169 222 1411 127 360 209 6 1 1065 131 831 254 358 595 1511 105 275 965 1851 5418 Is Apr.1 2.9 30.8 40.5 25.71 18.0 51.2 29.7 0.8 - 83.2 10.2 6.41 18.7 26.3 43.8 11.11 6.8 17.9 63.0 12.01 - Int.1 0.2 3.1 4.0 2.61 2.3 6.6 3.8 0.1 - 19.6 2.4 1.51 4.6 6.6 10.9 2.71 1.9 5.0 17.8 3.4I - I I I I I I 1 I I I NE 36TH STREET & FEDERAL HIGHWAY & NE 2ND AVENUE, MIAMI, FLORIDA COUNTED BY: M. GOMEZ & S. SALVO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 36ST2FED Site Code : 00110105 Start Date: 09/20/11 Page : 2 ALL VEHICLES INE 2ND AVENUE !FEDERAL HIGHWAY INE 36TH STREET !NE 2ND AVENUE INE 36TH STREET (From North !From Northeast !From East 'From South 'From West Start I LEFT LEFT RIGHT! Right RIGHT! RIGHT! Thru RIGHT ! LEFT lIntvl Time IFEDRL 36 ST THRU 36 STI Left Thru 36 ST 2 AVE! Left Thru Right FEDRLI Left 2 AVE FEDRL RIGHT! Left FEDRL THRU RIGHTJTota1 NE 36TH STREET 1669 105 275 965 k- 3199 185 NE 2ND AVENUE 141222169 16 600 1148 09/20/11 04:00pm 05 : 45ptm FEDERAL HIGHWAY ,v 6 209 360 127 1671 969T 5418 2692 1941 254 595 583 NE 2ND 5AUENU8 E1 21 83 1= 131 k - 1065 - 1412 NE 36TH STREET NE 36TH STREET & FEDERAL HIGHWAY & NE 2ND AVENUE, MIAMI, FLORIDA COUNTED BY: M. GOMEZ & S. SALVO SIGNALIZED 1NE 2ND AVENUE (FEDERAL HIGHWAY 'From North 1From Northeast Start 1 LEFT LEFT RIGHT' Right,RIGHTj Time 1FEDRL 36 ST THRU 36 STI Left Thru 36 ST 2 AVE] Left Peak Hour Analysis By Entire Intersection for the Period: 16:0 Time Vol. Pct. Total High Vol. Total 16:30 9 3.2 281 16:30 0 81 PHF 10.867 1 16:30 75 122 751 26.6 43.4 26.61 1 1 25 39 171 1 10.844 66 188 113 17.9 51.0 30.7 368 16:45 27 109 1 0.2 46 36 0 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 ALL VEHICLES 1NE 36TH STREET !From East Thru 0 on 16:30 1 536 0.1 84.9 631 17:00 0 137 169 0.933 1NE 2ND AVENUE 'From South RIGHT' Thru RIGHT Right FEDRL1 Left 2 AVE FEDRL 09/20/11 to 17:45 on 09/20/11 16:30 59 351 134 207 9.3 5.51 17.8 27.6 1 750 1 21 11 1 10.901 17:15 35 , 208 RIGHT Study Name: Site Code : Start Date: Page 36ST2FED 00110105 09/20/11 3 NE 36TH STREET From West LEFT IIntvl Left FEDRL THRU RIGHTITotal 16:30 323 86 57 43.0 11.4 7.6 745 17:15 54 97 22 10 197 0.945 NE 36TH STREET 858 57 1603 136 459 93 NE 2ND AVENUE 75 122 75 9 324 605 09/20/11 04:30pm 05:15pm 2775 1061 r> 134 323 31NE 2ND 0A867 UENIJE FEDERAL HIGHWAY ,V 1 113 188 �66 871 1317 503 35 `- 59 {-- 536 - 686 NE 36TH STREET 136 459 931 18.2 61.6 12.41 39 122 261 -> C� 1//q, h'��0.VVlt ( F(oCi CFC(, eto-fevioktger 211 2 0( 1 al? 41 NE 39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 39STFEDE Page : 1 FEDERAL HIGHWAY From North UTurn Left Date 09/21/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 3 0 1 4 0 0 1 1 2 INE 39TH/38TH STREET 'FEDERAL HIGHWAY INE 39TH STREET 'From East From South 'From West Thru Right ' UTurn Left Thru Right ' UTurn Left Thru Right 1 UTurn Left Thru Right ' Total 60 73 54 63 250 59 58 58 65 240 19 26 12 11 68 25 17 13 15 70 0 0 0 0 0 0 0 0 0 0 15 27 20 13 75 13 15 11 11 50 36 41 49 39 165 43 42 37 39 161 20 5 3 9 37 6 10 10 6 32 0 0 0 0 0 0 0 0 0 0 6 4 7 12 29 14 5 6 2 27 115 130 99 109 453, 102 137 156 128 523 0 4 3 4 11 0 1 0 1 2 0 0 0 0 0 0 0 0 0 0 30 21 11 18 80 22 18 24 24 88 2 2 3 1 8 4 1 1 0 6 8 5 3 8 24 6 8 11 7 32 311 341 264 288 1204 294 312 328 299 1233 *TOTAL* 0 6 490 138 0 125 326 69 1 0 56 976 13 0 168 14 56 1 2437 NE 39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 39STFEDE Page : 2 FEDERAL HIGHWAY From North UTurn Left Date 09/21/11 Peak Hour Analysis By Entire Peak start 17:00 Volume 0 2 240 Percent 0% 1% 77% Pk total 312 Highest 17:00 Volume 0 0 59 Hi total 84 PHF .93 INE 39TH/38TH STREET !FEDERAL HIGHWAY (From East !From South I I Thru Right UTurn Left Thru Right I UTurn Left INE 39TH STREET !From West Thru Right 1 UTurn Left Thru Right I Total NE 39TH STREET 27 161 258 70 Intersection for the Period: 17:00 70 0 22% 0% 21% 243 17:15 25 0 67 .91 88 88 6 70 70 16:00 to 50 161 32 66% 13% 15 42 10 18:00 on 09/21/11 17:00 0 27 523 0% 5% 552 17:30 0 6 156 162 .85 FEDERAL HIGHWAY 240 240 312 6 126 32 32 0 0 384 2 2 955 88 523 32 643 • ALL VEHICLES Intersection Total 1,233 50 240 32 322 874 27 27 FEDERAL HIGHWAY 2 95% 0% 0 243 253 552 • 523 523 17:00 0 0% 126 17:30 0 36 .88 88 6 32 70% 5% 25% 24 1 11 32 32 161 161 50 50 10 2 6 2 NE 39TH/38TH STREET 2 2 0 0 NE 39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. 39STFEDE Page : 1 FEDERAL HIGHWAY From North Left Thru Right Date 09/21/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1NE 39TH/38TH STREET (FEDERAL HIGHWAY 'NE 39TH STREET 'From East !From South 'From West Peds t Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds I Total 4 7 4 4 19 2 1 0 3 6 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 13 1 1 2 17 6 3 0 1 10 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 1 4 3 8 2 0 4 1 7 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 1 0 0 1 0 0 0 0 0 17 10 9 9 45 10 4 4 5 23 *TOTAL* 0 0 0 25 0 0 0 27 0 0 0 15 0 0 0 1 1 68 NE 39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 NE 38TH TO NE 39TH Site Code : 00110105 Start Date: 09/21/11 File I.D. : 39STFEDE Page : 1 FEDERAL HIGHWAY INE 39TH/38TH STREET 'FEDERAL HIGHWAY From North 'From East Left Thru Right Date 09/21/11 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'From South INE 39TH STREET From West Peds Left Thru Right Peds J Left Thru Right Peds j Left Thru Right Peds j Total 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 1 2 1 1 5 2 0 3 1 6 0 0 0 0 0 0 0 0 0 , 0 i 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 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 0 1 2 1 1 5 2 0 3 1 6 *TOTAL* 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 11 4-"'" i i t NE 38TH STREET & US 1/BISCAYNE BLVD MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. 36ST US1 Page 1 US 1/BISCAYNE BLVD From North UTurn Left Thru Date 09/20/11 INE 38TH ST 'From East Right 1 UTurn Left lUS 1/BISCAYNE BLVD iNE 38TH ST From South IFrom West Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right f Total 16:00 0 79 184 26 0 96 29 94 0 16 212 88 1 0 0 0 0 824 16:15 0 73 200 11 0 87 32 111 1 0 19 248 82 0 0 0 0 863 16:30 0 76 226 11 1 0 99 33 107 1 0 18 220 102 0 0 0 0 892 16:45 1 62 187 23 0 79 40 110 1 0 14 217 71 1 0 0 0 0 1 804 Hr Total 1 290 797 71 0 361 134 422 0 67 897- 343 J 0 0 0 0 3383 17:00 0 102 221 17 J 0 102 33 135 1 0 11 228 92 0 0 0 0 941 17:15 0 73 210 18 1 0 94 41 138 1 0 4 240 84 1 0 0 0 0 1 902 17:30 0 69 236 24 1 0 83 31 131 0 13 273 52 0 0 0 0 ' 912 17:45 0 80 209 17 1 0 81 27 114 1 0 14 276 70 1 0 0 0 0 1 888 Hr Total 0 324 876 76 1 0 360 132 518 1 0 42 1017 298 1 0 0 0 0 3643 *TOTAL* 1 614 1673 147 0 721 266 940 I 0 109 1914 641 0 0 0 0 1 7026 NE 38TH STREET & US 1/BISCAYNE BLVD MIAMI, FLORIDA COUNTED BY: L_ PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/20/11 File I.D. 38ST US1, Page : 2 US 1/BISCAYNE BLVD !NE 38TH ST IUS 1/BISCAYNE BLVD INE 38TH ST From North !From East !From South !From West I I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/20/11 Peak Hour Analysis By Entire. Intersection for the Period: 16:00 to 18:00 on 09/20/11 Peak start 17:00 17:00 17:00 1 17:00 1 Volume 0 324 876 76 0 360 132 518 0 42 1017 298 1 0 0 0 0 1 Percent 0% 251s 69% 6W Ois 36% 13% 51% 0% 3% 75% 22% ' 0% 0% 0% 0% Pk total 1276 1010 1357 0 Highest 17:00 17:15 17:45 16:00 Volume 0 102 221 17 0 94 41 138 0 14 276 70 1 0 0 0 0 Hi total 340 273 360 0 PHF .94 _92 .94 1 .0 NE 38TH ST 42 132 250 76 0 0 0 0 0 0 0 76 76 US 1/BISCAYNE BLVD 876 876 1,276 324 324 250 2,811 0 1,017 518 1,535 • ALL VEHICLES 1,632 Intersection Total 3,643 360 876 0 1,236 2,593 518 518 1,010 132 1,357 42 • 1,017 42 1,017 US 1/BISCAYNE BLVD 298 298 132 360 360 622 NE 38TH ST 324 0 298 NE 38TH STREET & US 1/BISCAYNE BLVD MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/20/11 File I.D. : 38ST US1 Page 1 US 1/BISCAYNE BLVD 1NE 38TH ST !US 1/BISCAYNE BLVD 1NE 38TH ST From North !From East (From South (From West Left Thru Right Peds 1 Left Thru Right Peds Left Thru Right Peds 1 Left Thru Right Peds 1 Total Date 09/20/11 16:00 0 0 0 1 1 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 3 16:15 0 0 0 0 1 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 2 16:30 0 0 0 1 1 0 0 0 1 1 0 0 0 0 1 0 0 0 1 1 3 16:45 0 0 0 0 1 0 0 0 0 1 0 0 0 1 1 0 0 0 2 1 3 Hr Total 0 0 0 2 1 0 0 0 5 1 0 0 0- 1 1 0 0 0 3 1 11 17:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 4 4 17:15 0 0 0 2 1 0 0 0 2 1 0 0 0 0 1 0 0 0 2 1 6 17:30 0 0 0 1 1 0 0 0 1 1 0 0 0 0 1 0 0 0 0 1 2 17:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 Hr Total 0 0 0 3 1 0 0 0 3 1 0 0 0 0 1 0 0 0 6 1 12 *TOTAL* 0 0 0 5 1 0 0 0 8 1 0 0 0 1 1 0 0 0 9 1 23 i V- -.- p ecitch\ L NE 36TH STREET & US 1/BISCAYNE BLVD MIAMI, FLORIDA COUNTED BY: S. SALVO & G. ROSSANO GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Star: Date: 09/21/11 File I.D. : 36ST U51 Page : 1 US I/BISCAYNE BLVD From North INE 36TH ST IFrom East IUS 1/BISCAYNE BLVD (From South INE 36TH ST 'From West UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 09/21/11 16:00 0 68 141 43 0 65 79 76 0 38 175 39 0 45 82 33 1 884 16:15 0 81 174 57 0 55 93 78 0 22 179 32 I 0 57 87 38 953 16:30 0 78 144 47 1 0 55 84 93 0 27 182 40 j 0 48 92 35 925 16:45 0 68 154 54 1 0 79 74 97 0 30 181 55 1 0 38 96 36 962 Hr Total 0 295 613 201 0 254 330 344 0 117 717' 166 I 0 188 357 142 3724 17:00 0 87 160 53 E 0 58 85 83 0 25 185 25 0 61 77 34 933 17:15 0 82 186 61 0 42 63 111 f 0 17 185 51 0 39 89 41 967 17:30 0 83 193 44 0 63 79 94 0 22 162 39 0 37 90 34 940 17:45 0 66 151 58 1 0 66 80 124 0 17 194 55 0 40 104 37 j 992 Hr Total 0 318 690 216 0 229 307 412 0 81 726 170 1 0 177 360 146 1 3832 *TOTAL* 0 613 1303 417 0 483 637 756 0 198 1443 336 0 365 717 288 7556 NE 36TH STREET & US 1/BISCAYNE BLVD MIAMI, FLORIDA COUNTED BY: S. SALVO & G. ROSSANO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110105 Start Date: 09/21/11 File I.D. : 36ST_US1 Page : 2 US 1/BISCAYNE BLVD 1NE 36TH ST IUS 1/BISCAYNE BLVD INE 36TH ST I From North 'From East 'From South !From West I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 09/21/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/21/11 Peak start 17:00 17:00 17:00 Volume 0 318 690 216 0 229 307 412 0 81 726 170 Percent 0% 26% 56% 18% 0% 24% 32% 43% 0% 8% 74% 17% Pk total 1224 1 948 j 977 Highest 17:15 17:45 17:45 , Volume 0 82 186 61 1 0 66 80 124 0 17 194 55 Hi total 329 270 266 .93 1 .88 .92 PHF NE 36TH ST 81 307 604 216 177 177 360 216 216 US 1/BISCAYNE BLVD 690 690 1,224 318 318 360 683 146 146 1,287 2,539 177 726 412 1,315 • ALL VEHICLES 1,796 Intersection Total 3,832 2,042 229 81 690 146 1,065 81 17:00 0 177 360 146 0% 26% 53% 21% 683 17:45 0 40 104 37 181 .94 412 412 948 307 US 1/BISCAYNE BLVD 977 726 726 170 170 307 229 229 318 848 360 170 NE 36TH ST NE 36TH STREET & US 1/BISCAYNE BLVD MIAMI, FLORIDA COUNTED BY: S. SALVO & G. ROSSANO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110105 Start Date: 09/21/11 File I.D. : 36ST US1 Page : 1 US 1/BISCAYNE BLVD INE 36TH ST 1US 1/BISCAYNE BLVD INE 36TH ST From North From East 'From South (From West Left Thru Right Peds Left Thru Right Peds 1 Left Thru Right Peds Left Thru Right Peds [ Total Date 09/21/11 ' 16:00 0 0 0 1 1 0 0 0 2 1 0 0 0 1 1 0 0 0 2 1 6 16:15 0 0 0 2 1 0 0 0 1 1 0 0 0 6 1 0 0 0 7] 16 16:30 0 0 0 6] 0 0 0 2] 0 0 0 9] 0 0 0 4 1 21 16:45 0 0 0 5 1 0 0 0 7 1 0 0 0 s 1 0 0 0 2 1 19 Hr Total 0 0 0 14 1 0 0 0 12 1 0 0 0= 21 1 0 0 0 15 1 62 17:00 0 0 0 5 1 0 0 0 1 1 0 0 0 3 1 0 0 0 4 1 13 17 :15 0 0 0 4 I 0 0 0 4] 0 0 0 0 1 0 0 0 3] 11 17:30 0 0 0 4] 0 0 0 5 i 0 0 0 2 1 0 0 0 6 1 17 17:45 0 0 0 5 1 0 0 0 0 1 0 0 0 5 1 0 0 0 6 1 16 Hr Total 0 0 0 18 1 0 0 0 10 ( 0 0 0 10 1 0 0 0 19 1 57 *TOTAL* 0 0 0 32 0 0 0 22 I 0 0 0 31 I 0 0 0 34 I 119 v R&vt� ,Frci e.y4cvnb.er ,zo, c\(0,o,* b,'. ()awl/Li. n O s�,c6)(,ac,i. zec�, 24-Hour Machine Counts ' ************ Dina File Station Identification Start date Stop date- City/Town Location Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ***************************************************************** D0920003.PRN 000000091908 000162480281 Sep 20, 11 Sep 20, 11 Miami, Florida Interval Start time Stop time County N Miami Avenue North of NE 40 Street 15 minutes 00:00 24:00 Dade ******************************************************************************* Sep 20 Northbound Volume for Lane 1 End Time 00 15 30 45 00 12 15 14 11 01 02 03 6 2 3 4 9 5 7 2 3 5 3 3 Hr Total 52 22 16 04 1 5 5 0 14 11 05 5 4 8 3 06 11 13 13 24 20 61 07 23 35 37 68 163 08 09 10 11 57 58 47 56 68 52 52 67 42 55 53 62 55 48 59 63 222 213 211 248 End Time 12 13 14 15 15 44 50 61 71 30 58 57 65 78 45 59 68 56 86 00 40 54 65 92 16 17 18 19 94 110 99 61 97 127 105 63 107 131 92 51 105 123 72 53 Hr Total 201 229 247 327 403 491 368 228 20 21 22 23 59 57 48 35 31 19 36 21 15 18 12 13 11 12 10 10 199 107 58 43 Hour Total : 4154 AM peak hour begins : 11:00 AM peak volume : 248 Peak hour factor : 0.93 PM peak hour begins : 17:00 PM peak volume : 491 Peak hour factor : 0.94 ******************************************************************************* Sep 20 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 25 8 5 9 1 16 62 159 252 228 135 106 30 17 6 7 9 8 24 74 186 238 227 129 103 45 19 8 3 6 4 36 109 235 241 196 120 108 00 17 10 7 5 15 36 128 268 219 155 104 106 ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 78 32 22 29 28 112 373 848 950 806 488 423 End Time 12 13 15 108 103 30 104 92 45 97 117 00 99 105 Hr Total 408 417 14 107 108 127 128 470 15 118 125 157 134 534 16 114 113 126 117 470 17 124 118 120 97 459 18 101 104 106 81 392 19 83 90 86 84 343 20 92 62 53 64 271 21 22 23 56 52 53 44 205 43 29 27 20 35 28 33 22 138 99 24 Hour Total : 8395 AM peak hour begins : 07:45 AM peak volume : 999 Peak hour factor : 0.93 PM peak —hour begins 15:00 PM peak volume : 534 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 : D0920003.PRN Station : 000000091908 Identification : 000162480281, Interval : 15 minutes Start date : Sep 20, 11 Start time : 00:00 Stop date : Sep 20, 11 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N Miami Avenue North of NE 40 Street ******************************************************************************* Sep 20 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 37 14 7 12 2 21 73 182 309 286 182 162 30 32 10 16 14 13 28 87 221 306 279 181 170 45 33 15 5 9 9 44 122 272 283 251 173 170 00 28 15 10 8 15 39 152 336 274 203 163 169 Hr Total 130 54 38 43 39 132 434 1011 1172 1019 699 671 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- 15 152 153 168 189 208 234 200 144 151 87 58 40 30 162 149 173 203 210 245 209 153 119 71 45 32 45 156 185 183 243 233 251 198 137 101 89 47 38 00 139 159 193 226 222 220 153 137 99 65 46 32 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 609 646 717 861 873 950 760 571 470 312 196 142 24 Hour Total : 12549 AM peak hour begins : 07:45 AM peak volume : 1234 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 952 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 ***************************************************************************** DaL.a File Station Identification Start date Stop date • City/Town Location D0920002.PRN 000000091907 000058410067 Sep 20, 11 Sep 20, 11 Miami, Florida NE 41 St between NE Interval Start time . Stop time . County 1 Ave & N Miami Ave 15 minutes 00:00 24:00 Dade ******************************************************************************* Sep 20 Eastbound Volume for Lane 1 End Time 0,0 15 30 45 00 0 0 0 0 Hr Total 0 01 02 0 0 0 0 1 0 0 0 03 04 0 0 1 0 1 0 1 0 0 1 3 0 05 06 07 08 1 0 3 20 0 1 6 17 1 2 14 38 1 5 20 36 ---- ---- ---- ---- 3 8 43 111 09 19 6 12 13 10 11 7 5 9 5 4 6 8 4 50 28 20 End Time 12 15 30 45 00 13 14 15 16 9 11 5 7 5 12 9 5 Hr Total 28 35 11 8 5 8 8 6 9 9 3 15 2 10 32 32 30 17 18 12 4 8 9 5 2 6 1 19 20 21 7 4 3 4 6 4 1 3 2 1 3 1 33 14 18 14 7 22 23 1 4 1 3 0 2 0 2 9 4 2_ ./Hour Total AM peak hour begins PM peak hour begins AM peak volume : 111 Peak hour factor : 0.73 PM peak volume : 39 Peak hour factor : 0.81 ******************************************************************************* Sep 20 : 523 : 08:00 : 12:45 Westbound Volume for Lane 2 End Time 00 15 30 45 00 0 1 3 2 Hr Total 6 01 02 03 04 05 06 0 0 1 0 3 1 2 0 2 1 0 5 3 1 0 2 3 1 0 0 0 0 0 0 0 1 0 0 1 07 08 09 15 10 11 3 2 5 4 3 4 7 4 10 9 39 14 25 10 11 7 8 4 6 5 8 9 9 25 31 End Time 12 13 15 30 45 00 7 2 10 5 Hr Total 24 8 6 8 9 14 15 16 13 6 10 10 9 8 20 22 9 13 18 16 31 39 59 56 17 18 21 24 19 15 13 11 12 5 19 20 21 6 10 7 3 8 2 3 3 3 5 6 5 79 41 26 16 19 22 23 6 6 4 2 2 2 4 5 18 13 24 Hour Total : 579 AM peak hour begins : 06:45 AM peak volume : 41 Peak hour factor : 0.68 --PM—peak—hour begins : 16:45 PM peak volume : 80 Peak hour factor : 0.83 **************************************************************************** Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ********************************************************************fir********- t Data File : D0920002.PRN Station : 000000091907 Identification : 000058410067 Interval : 15 minutes Start date : Sep 20, 11 Start time : 00:00 Stop date . : Sep 20, 11 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 41 St between NE 1 Ave & N Miami Ave ******************************************************************************* Sep 20 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 s 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- 15 0 0 2 0 1 1 1 18 22 23 14 10 30 1 0 0 1 0 3 2 16 22 13 17 13 45 3 2 0 1 0 1 4 25 42 16 8 15 00 2 1 0 1 1 1 10 23 39 23 14 13 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 6 3 2 3 2 6 17 82 125 75 53 51 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- 15 16 19 24 17 12 33 18 13 14 5 7 2 30 7 13 14 14 28 28 13 14 6 6 10 4 45 15 20 15 29 20 27 18 10 4 9 5 4 00 14 14 18 31 26 24 6 7 6 6 5 7 ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 52 66 71 91 86 112 55 44 30 26 27 17 24 Hour Total : 1102 AM peak hour begins : 08:15 AM peak volume : 126 Peak hour factor : 0.75 PM peak hour begins : 16:45 PM peak volume : 114 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 1 ******************************************************************************** P 'a File Suation Identification Start date Stop date City/Town Location D0920001.PRN : 000000091909 : 009601130019 : Sep 20, 11 : Sep 20, 11 : Miami, Florida : NE 39 St between NE 1 Ave Interval Start time . Stop time . County & N Miami Ave 15 minutes 00:00 24:00 Dade ******************************************************************************* Sep 20 Eastbound Volume for Lane 1 End Time 00 15 30 45 00 2 4 2 2 Hr Total 01 02 03 04 3 0 0 0 1 0 0 0 0 0 0 0 0 1 1 0 10 4 1 1 0 2 23 05 06 07 0 6 8 2 4 12 0 4 19 0 9 20 59 08 09 23 25 14 27 28 18 20 23 85 93 10 11 24 21 22 32 29 38 21 32 96 123 End Time 12 15 30 45 00 32 30 33 28 Hr Total 123 13 14 15 16 34 19 27 25 26 27 36 23 22 22 29 22 29 18 33 37 111 86 125 107 17 18 19 28 29 21 16 94 23 28 22 13 18 21 19 22 82 84 20 21 14 3 9 17 16 20 9 9 48 49 22 23 9 5 11 10 5 9 12 10 35 36 Hour Total : 1477 1-./peak hour begins : 11:15 AM peak volume : 134 Peak hour factor : 0.88 PM peak hour begins : 12:15 PM peak volume : 125 Peak hour factor : 0.92 ******************************************************************************* Sep 20 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 15 6 1 1 0 1 0 30 1 0 1 0 0 2 45 0 1 1 1 0 1 00 3 1 1 1 0 0 ---- ---- ---- ---- -- Hr Total 10 3 4 2 1 3 0 9 30 2 15 32 3 40 24 9 34 47 09 10 11 29 32 25 26 27 29 39 36 25 30 31 28 14 98 133 124 126 107 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 46 38 41 31 47 38 36 29 21 16 16 10 30 34 42 48 52 59 39 24 22 24 19 9 11 45 36 49 50 31 40 32 38 20 14 30 17 6 00 34 44 42 50 38 31 21 30 13 29 9 7 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 150 173 181 164 184 140 119 101 72 94 51 34 24 Hour Total : 2088 AM peak hour begins : 08:45 AM peak volume : 141 Peak hour factor : 0.75 PM peak hour begins : 15:45 PM peak volume : 196 Peak hour factor : 0.83 ***********-******************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 *****************************************************************************� * Data File Station Identification Start date Stop date. City/Town Location D0920001.PRN 000000091909 009601130019 Sep 20, 11 Sep 20, 11 Miami, Florida NE 39 St between NE 1 Ave Interval Start time . Stop time . County & N Miami Ave 15 minutes 00:00 24:00 Dade ******************************************************************************* Sep 20 Total Volume for All Lanes End Time 00 15 30 45 00 8 5 2 5 Hr Total 20 01 02 03 04 05 ---- ---- ---- 4 1 0 1 0 1 1 0 0 4 1 1 1 0 1 1 2 2 0 0 -- ---- ---- ---- 7 5 3 1 5 06 07 6 17 6 27 7 59 18 54 08 09 53 54 46 53 52 57 67 53 10 11 56 46 49 61 65 63 52 60 37 157 218 217 222 230 End Time 12 13 15 78 72 60 30 64 68 75 45 69 71 72 00 62 73 60 Hr Total 273 284 267 14 15 16 58 88 60 83 289 72 82 62 75 291 17 18 19 20 21 22 23 66 59 57 35 19 25 15 68 46 35 33 36 14 20 53 56 41 30 50 28 18 47 40 52 22 38 19 17 234 201 185 120 143 86 70 24 Hour Total : 3565 AM peak hour begins : 11:30 AM peak volume : 265 Peak hour factor : 0.85 PM peak hour begins : 15:15 PM peak volume : 303 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 1 ******************************************************************************** r'a File : D0823001 . PRN S—,tion : 000000082201 Identification : 000411692131 Interval : 15 minutes Start date Aug 23, 11 Start time : 00:00 Stop date Aug 23, 11 Stop time : 24:00 City/Town : Miami Florida County : Dade Location : NE 2 Avenue Between NE 38 St & NE 39 St ******************************************************************************* Aug 23 Southbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- 15 8 1 1 0 1 3 10 49 132 114 85 53 30 9 1 1 1 1 3 11 65 132 71 76 68 45 4 2 1 0 0 12 29 90 107 76 71 63 00 5 2 1 1 2 13 42 109 124 70 51 58 Hr Total 26 6 4 2 4 31 92 313 495 331 283 242 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- 15 85 55 82 89 83 89 79 57 36 39 25 31 30 72 44 68 65 75 77 62 54 52 19 16 29 45 69 77 82 98 81 83 78 49 39 20 22 24 00 74 93 95 94 72 71 64 42 39 24 25 13 - --- ---- ---- ---- ---- ---- Hr Total 300 269 327 346 311 320 283 202 166 102 88 97 2'- Hour Total : 4640 1_ peak hour begins : 08:00 AM peak volume : 495 Peak hour factor : 0.94 PM peak hour begins : 15:30 PM peak volume : 350 Peak hour factor : 0.89 ******************************************************************************* Aug 23 Northbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 - --- ---- ---- ---- ---- ---- ---- ---- 15 11 10 1 3 1 4 12 50 51 60 73 62 30 10 2 2 3 3 3 8 67 66 64 50 61 45 10 1 0 1 0 7 20 44 66 53 48 55 00 13 6 0 0 4 10 30 42 64 62 53 66 Hr Total 44 .19 3 7 8 24 70 203 247 239 224 244 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 56 71 87 71 101 87 87 71 50 46 31 19 30 75 84 90 100 100 112 77 50 44 38 33 26 45 77 85 77 117 111 86 78 58 53 30 15 19 00 70 83 83 89 87 97 64 45 42 33 20. 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 278 323 337 377 399 382 306 224 189 147 99 80 24 Hour Total : 4473 AM peak hour begins : 08:15 AM peak volume : 256 Peak hour factor : 0.97 PM peak hour begins : 15:15 PM peak volume : 407 Peak hour factor : 0.87 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 *************************************************************************** Data File : D0823001.PRN Station : 000000082201 Identification : 000411692131 Interval : 15 minutes Start date : Aug 23, 11 Start time : 00:00 Stop date . : Aug 23, 11 Stop time : 24:00 City/Town : Miami Florida County : Dade Location : NE 2 Avenue Between NE 38 St & NE 39 St ******************************************************************************* Aug 23 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- 15 19 11 2 3 2 7 22 99 183 174 158 115 30 19 3 3 4 4 6 19 132 198 135 126 129 45 14 3 1 1 0 19 49 134 173 - 129 119 118 00 18 8 1 1 6 23 72 151 188 132 104 124 ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 70 25 7 9 12 55 162 516 742 570 507 486 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 141 126 169 160 184 176 166 128 86 85 56 50 30 147 128 158 165 175 189 139 104 96 57 49 55 45 146 162 159 215 192 169 156 107 92 50 37 43 00 144 176 178 183 159 168 128 87 81 57 45 29 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 578 592 664 723 710 702 589 426 355 249 187 177 24 Hour Total : 9113 AM peak hour begins : 08:00 AM peak volume : 742 Peak hour factor : 0.94 PM peak hour begins : 15:30 PM peak volume : 757 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 *' `***************************************************************************** D�_a File Station Identification Start date Stop date City/Town Location : D0824001.PRN : 000000082201 : 000411692131 Aug 24, 11 : Aug 24, 11 : Miami Florida : NE 2 Avenue Between Interval Start time . Stop time . County NE 38 St & NE 39 St 15 minutes 00:00 24:00 Dade ******************************************************************************* Aug 24 Southbound Volume for Lane 1 End Time 00 15 30 45 00 11 8 6 15 Hr Total 40 16 01 02 03 6 1 1 4 4 2 2 3 0 4 2 0 10 3 04 1 1 05 06 07 3 1 2 12 2 11 9 56 16 83 17 94 37 111 08 100 112 123 123 6 27 79 344 458 09 134 104 90 127 455 10 11 87 80 65 49 281 55 54 74 69 252 End Time 12 13 14 15 15 85 72 30 88 91 45 82 84 00 84 89 Hr Total 339 336 16 17 18 19 20 74 68 56 55 310 348 338 313 253 71 71 80 77 73 91 86 109 94 83 81 75 92 81 71 74 45 40 42 47 46 40 31 39 21 22 23 44 30 32 26 48 28 26 12 23 14 27 19 174 156 132 114 83 Hour Total : 4867 AM peak hour begins : 08:15 AM peak volume : 492 Peak hour factor : 0.92 PM peak hour begins : 15:45 PM peak volume : 376 Peak hour factor : 0.86 ******************************************************************************* Aug 24 Northbound Volume for Lane 2 End Time 00 01 02 03 15 11 10 6 3 30 9 12 5 2 45 14 9 3 4 00 9 11 4 4 Hr Total 43 42 18 04 05 06 07 08 09 10 11 3 4 10 46 68 62 83 60 4 6 11 76 61 55 68 64 3 9 24 42 66 56 56 62 3 7 33 57 76 54 58 72 ---- ---- ---- ---- ---- ---- 13 13 26 78 221 271 227 265 258 End Time 12 13 14 15 16 15 68 62 87 95 125 30 81 78 87 110 75 45 91 88 103 113 96 00 91 98 82 108 102 ---- ---- ---- ---- Hr Total 331 326 359 426 398 17 18 19 20 21 22 23 81 79 59 40 39 31 24 125 74 67 50 32 33 25 84 73 40 40 33 23 19 69 59 40 42 31 22 16 ---- ---- ---- ---- ---- ---- ---- 359 285 206 172 135 109 84 24 Hour Total : 4665 AM peak hour begins : 11:30 AM peak volume : 283 Peak hour factor : 0.78 PM peak hour begins 15:15 PM peak volume : 456 Peak hour factor : 0.91 * r**************************************;************************************* 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 : D0824001.PRN Station : 000000082201 Identification : 000411692131 Interval : 15 minutes Start date Aug 24, 11 Start time : 00:00 Stop date . : Aug 24, 11 Stop time : 24:00 City/Town : Miami Florida County : Dade Location : NE 2 Avenue Between NE 38 St & NE 39 St ******************************************************************************* Aug 24 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 . 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 22 16 7 4 4 7 19 102 168 196 170 115 30 17 16 9 4 5 7 27 159 173 159 148 118 45 20 11 6 4 5 21 41 136 189 146 121 136 00 24 15 6 4 5 18 70 168 199 181 107 141 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 83 58 28 16 19 53 157 565 729 682 546 510 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- 15 153 134 158 166 219 164 153 104 86 83 79 47 30 169 169 167 187 156 200 142 107 90 62 61 39 45 173 172 176 204 188 165 129 82 71 65 49 46 00 175 187 168 217 173 143 114 87 81 57 34 35 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 670 662 669 774 736 672 538 380 328 267 223 167 24 Hour Total : 9532 AM peak hour begins : 08:15 AM peak volume : 757 Peak hour factor : 0.95 PM peak hour begins : 15:15 PM peak volume : 827 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 ************ DL,,.,. a File Station Identification Start date Stop date City/Town Location ***************************************************************** D0825001.PRN 000000082201 000411692131 Aug 25, 11 Aug 25, 11 Miami Florida Interval Start time Stop time County NE 2 Avenue Between NE 38 St & NE 39 St : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Aug 25 Southbound Volume for Lane 1 End Time Q0 15 30 45 00 16 13 12 5 Hr Total 46 01 02 0 0 0 2 18 2 9 1 6 2 03 3 3 1 1 5 7 3 4 8 19 04 05 2 5 8 8 23 06 07 9 46 13 71 33 73 36 101 91 291 08 09 108 88 108 63 112 58 140 64 468 273 10 11 59 55 48 48 63 56 56 62 226 221 End Time 12 15 30 45 00 54 53 69 71 Hr Total 247 13 88 74 79 66 307 14 71 82 93 72 318 15 56 64 98 93 311 16 17 73 89 71 55 58 55 67 66 18 19 82 66 52 45 54 43 40 32 20 21 30 23 47 33 32 41 35 41 22 23 29 20 41 29 29 31 16 12 269 265 228 186 144 138 115 92 Hour Total : 4306 AM peak hour begins : 08:00 AM peak volume : 468 Peak hour factor : 0.84 PM peak hour begins : 15:30 PM peak volume : 335 Peak hour factor : 0.85 ******************************************************************************* Aug 25 Northbound Volume for Lane 2 End Time 00 01 02 15 30 45 00 18 15 14 18 8 9 9 3 4 4 9 3 03 2 1 2 6 04 5 2 1 1 05 3 3 8 13 Hr Total 65 29 20 11 9 27 06 5 12 23 31 71 07 48 71 44 52 215 08 70 74 60 80 284 09 62 50 62 82 256 10 62 57 60 59 238 11 48 49 42 50 189 End Time 12 13 15 57 58 30 88 79 45 59 71 00 69 61 Hr Total 273 269 14 85 100 91 96 372 15 90 99 124 101 414 16 99 103 88 98 388 17 93 74 79 80 326 18 19 22 23 82 61 47 36 36 16 76 63 48 44 26 25 65 49 45 34 30 29 52 44 39 37 17 16 275 217 179 151 109 86 20 21 24 Hour Total : 4473 AM peak hour begins : 08:00 AM peak volume : 284 Peak hour factor : 0.89 PM peak hour begins 15:30 PM peak volume : 427 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 *****************************************************************************r'_t Data File : D0825001.PRN Station : 000000082201 Identification : 000411692131 Interval : 15 minutes Start date : Aug 25, 11 Start time : 00:00 Stop date . : Aug 25, 11 Stop time : 24:00 City/Town : Miami Florida County : Dade Location : NE 2 Avenue Between NE 38 St & NE 39 St ******************************************************************************* Aug 25 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- 15 34 17 4 5 10 5 14 94 178 150 121 103 30 28 10 4 4 9 8 25 142 182 113 105 97 45 26 15 9 3 4 16 56 117 172 120 123 98 00 23 5 5 7 5 21 67 153 220 146 115 112 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 111 47 22 19 28 50 162 506 752 529 464 410 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 111 146 156 146 172 182 164 127 77 59 65 36 30 141 153 182 163 174 129 128 108 95 77 67 54 45 128 150 184 222 146 134 119 92 77 75 59 60 00 140 127 168 194 165 146 92 76 74 78 33 28 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 520 576 690 725 657 591 503 403 323 289 224 178 24 Hour Total : 8779 AM peak hour begins : 08:00 AM peak volume : 752 Peak hour factor : 0.85 PM peak hour begins : 15:30 PM peak volume : 762 Peak hour factor : 0.86 ******************************************************************************* Synopsis Report: 876025CL-20100504.syn Page: 1 County: 87 Station: 6025 Description: RAMP 87004019 FROM EB I-195 TO SB N MIAMI AVE, 200 Start Date: 05/04/2010 Start Time: 0000 Direction: S Time 1st 2nd 3rd 4th Total 0000 49 39 45 31 164 0100 25 16 18 18 77 0200 19 12 13 11 55 0300 10 12 9 15 46 0400 14 12 14 23 63 0500 16 21 24 49 110 0600 56 62 94 169 381 0700 170 228 221 243 862 0800 187 210 238 184 819 0900 207 219 232 255 913 1000 231 205 197 187 820 1100 188 173 189 205 755 1200 199 209 204 195 807 1300 229 181 188 182 780 1400 162 170 189 181 702 1500 179 220 245 187 831 1600 158 194 197 191 740 1700 166 175 188 190 719 1800 180 207 167 190 744 1900 201 164 130 167 662 2000 146 146 117 122 531 2100 112 133 120 116 481 2200 88 95 81 81 345 2300 88 74 73 56 291 24-Hour Totals: 12698 Peak Volume Information Hour Volume A.M. 0900 913 P.M. 1215 837 Daily 0915 937 Truck Percentage 4.24 NaN 4.24 Classification Summary Database Dir 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TotTrk S 73 10333 1726 118 264 53 8 24 43 24 0 0 4 0 28 538 Generated by RCS 3.1 Synopsis Report: 876027CL-20100506.syn Page: 2 County: 87 Station: 6027 Description: RAMP 87004021 FROM EB I-195 TO WB NW 36 ST, 100' S Start Date: 05/06/2010 Start Time: 0000 Direction: W Time 1st 2nd 3rd 4th Total 0000 50 41 21 32 144 0100 21 22 18 11 72 0200 11 12 14 11 48 0300 11 9 7 13 40 0400 6 6 16 14 42 0500 15 16 15 14 60 0600 20 29 38 55 142 0700 73' 100 123 145 441 0800 144 133 147 170 594 0900 127 104 134 116 481 1000 108 96 97 102 403 1100 94 116 88 96 394 1200 102 103 85 99 389 1300 87 97 90 93 367 1400 89 92 117 87 385 1500 111 144 144 112 511 1600 125 130 116 122 493 1700 127 167 179 159 632 1800 171 170 190 159 690 1900 139 133 108 130 510 2000 96 100 84 81 361 2100 75 91 82 79 327 2200 85 53 79 80 297 2300 62 51 38 42 193 24-Hour Totals: 8016 Peak Volume Information Hour Volume A.M. 0800 594 P.M. 1745 690 Daily 1745 690 Truck Percentage 6.37 NaN 6.37 Classification Summary Database Dir 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TotTrk TotVol W 26 6765 711 65 119 236 12 19 34 24 0 0 2 0 3 511 8016 Generated by RCS 3.1 Peak Season Factor Category Report :egory: zsnuu 111AL11 LHllS NU Tn :k MOCF: 0.96 Dates SF PSCF L 01/01/2010 - 01/02/2010 1.04 1.08 2 01/03/2010 - 01/09/2010 1.03 1.07 3 01/10/2010 - 01/16/2010 1.03 1.07 1 01/17/2010 - 01/23/2010 1.01 1.05 5 01/24/2010 - 01/30/2010 1.00 1.04 5 11/31/2010 - 02/06/2010 0.99 1.03 7 J2/07/2010 - 02/13/2010 0.97 1.01 3 02/14/2010 - 02/20/2010 0.96 1.00 ) 02/21/2010 - 02/27/2010 0.96 1.00 02/28/2010 - 03/06/2010 0.96 1.00 L 03/07/2010 - 03/13/2010 0.96 1.00 2 03/14/2010 - 03/20/2010 0.96 1.00 3 03/21/2010 - 03/27/2010 0.96 1.00 1 03/28/2010 - 04/03/2010 0.96 1.00 5 04/04/2010 - 04/10/2010 0.97 1.01 5 04/11/2010 - 04/17/2010 0.97 1.01 7 04/18/2010 - 04/24/2010 0.97 1.01 3 04/25/2010 - 05/01/2010 0.97 1.01 ) 05/02/2010 - 05/08/2010 0.97 1.01 05/09/2010 - 05/15/2010 0.97 1.01 L 05/16/2010 - 05/22/2010 0.98 1.02 2 05/23/2010 - 05/29/2010 0.98 1.02 3 05/30/2010 - 06/05/2010 0.99 1.03 1 06/06/2010 - 06/12/2010 0.99 1.03 5 06/13/2010 - 06/19/2010 1.00 1.04 5 06/20/2010 - 06/26/2010 1.00 1.04 7 06/27/2010 - 07/03/2010 1.01 1.05 3 07/04/2010 - 07/10/2010 1.02 1.06 ) 07/11/2010 - 07/17/2010 1.03 1.07 07/18/2010 - 07/24/2010 1.03 1.07 L 07/25/2010 - 07/31/2010 1.02 1.06 2 08/01/2010 - 08/07/2010 1.02 1.06 3 08/08/2010 - 08/14/2010 1.01 1.05 1 08/15/2010 - 08/21/2010 1.01 1.05 3 08/22/2010 - 08/28/2010 1.01 1.05 5 08/29/2010 - 09/04/2010 1.01 1.05 7 09/05/2010 - 09/11/2010 1.01 1.05 3 09/12/2010 - 09/18/2010 1.01 1.05 ) 09/19/2010 - 09/25/2010 1.01 1.05 09/26/2010 - 10/02/2010 1.01 1.05 L 0/03/2010 - 10/09/2010 1.01 1.05 2'' 10/10/2010 - 10/16/2010 1.01 1.05 3 10/17/2010 - 10/23/2010 1.02 1.06 1 10/24/2010 - 10/30/2010 1.02 1.06 3 10/31/2010 - 11/06/2010 1.02 1.06 5 11/07/2010 - 11/13/2010 1.02 1.06 7 11/14/2010 - 11/20/2010 1.02 1.06 3 11/21/2010 - 11/27/2010 1.02 1.06 ) 11/28/2010 - 12/04/2010 1.03 1.07 ) 12/05/2010 - 12/11/2010 1.03 1.07 L 12/12/2010 - 12/18/2010 1.04 1.08 2 12/19/2010 - 12/25/2010 1.03 1.07 3 12/26/2010 - 12/31/2010 1.03 1.07 ?eak Season fie 1 of 8 APPENDIX C: Miami -Dade Transit Data Route Maps/Schedule/Ridership Data DOWNTOWN MIAMI (Area Enlargement) McImbue Roulcs Serving Downtown Miami ETROMOVER SYSTEM NW 16 NW 15 NW 14 NW 6 St NW St NW4 SI V Mgt SW2 NE 16 St SCHOOL BOARD NE14 St rTi g n NE12 St NE10 St NE10 S1 NW OStp NE9 Si 3 PARK WEST NW SSI u NESSt HISTORIC 0VERTOWN -`NES LYRIC THEATRE ARENA/STATE COLLEGE PLAZA NORTH m NE4St o < m NE3SI GOVERNMENT NE2Si CENTER fj DOWNTOWN NE 1 St THIRD STREET TRANSFER O BRICKELL CRICKELL". BRICKELL NE17 SI ADRIENNEARSHT NE tS Si CENTER m PARK(0LEo0EN0AL ELEVENTH STREET FREEDOM TOWER NE 6 St Port Boulevard cc COLLEGEtBAYSIDE RASFER TO OMNI RST STREET ion er �i E Flayler St SE St RIVERWALK SE331 Biscayne Bay FIFTH STREET st Brickell Key EIGHTH STREET TENTH STREET PROMENADE BRICKELL FINANCIAL DISTRICT Transitnoires System Map tiononevGarnum xreln An axecnx0 a0 s mintier anaGo EGEND N Key Dr 11611.1 o SUM MOM ...SS �d■ a maurm UVPo C:., Pe METROS . Ell Matterall Station Meirobus Routes Serving Station :05W=Les Road xalan �I 2e1921a41Litss 42IL 12 211321sei7/SI Ma0IIL Iss Slap ir. 271 ae ie2 (22 Ave MAxi Robala z214e(Ln.ry City C.Inustion,ic4I SSS mweevma elramewr) V1221.5%115011enorl Flyer) r SSS {Eam.Wee)Gmnesno9 121I3eI24e SinA Owl)N 1rz 1211 ea] aux 12aalwpEen" e Clvixe79A.vnn. 1210s LOSS' 240(MOS Ow1IM Ill xn ((Maass amulnw0I222 (NW 2 Ave MAx) stasis Overt., 2I210exl05 wOro Omsk.) no<Slen IOveriom anmrl Wl s Dow e itiacu i 21a 121 x I n l xi l2+lei w00 00 00x11 r2Pa leiaoarno MAx) l eax Ito Gam maxi I en °enn ovem eilaina 20e hallo novano comnoaonJ zna INphl ow9l2rr (Nw 2 m'onua Mnxl I voO gnNnivM ow0lcls o l a I in 810owen ono te000 CO3000eo6l 24e larwte.et On IR 141121241 e00 (00ni01020 SI221 21240(cosnsul Cross Circulator/ I Bovinraala01rnv11 a214014214e Ilse I24e (c000nutorwo awmor)1a00 (Mlml/nlOwl) 4e 1nalswlMddrsow11 a2Ia21a212x 1500 (Miadu0l0M) nu( ne Dodelenst S ISM oo(enauto.. r/I410lamom KArii2 moon. sum 31l0vaway isea11I34(Bossy 0Ma41ae (avaway MAX) 1a2PS l eel 401100mlkan0012[0sy(Sap Bay AM) 000(Mkinisnto:g n IRrOWN VIM I A1(i. 7a Melrobus Routes Serving Miami International Airport asa,riSSuil Nrp 0010so 0101) 2aea=nnl Waei0nnnwra4H1 Metrohus Routes OMeting OvamigM Service a III 2x00(Duxw1400211241/ Ow1111001M.aolvhl Owl) IL IS ®Metrobua Routes Serving South Mlomi-Datlo Euswoy se is we2 Meeine H eel Gal an (Corm rwM Max) I sat (wan eoy 000/ 000lMiangin 04 Load your EASY Curd or Ticket a 000 lorwren con000w dap s 45tor coo Mom. dayunta2e,m Ss, nod Joy. wale Wait o 0000 Mane rv, w00 slap a oail ;21tfre'ven sloyeSmm first sae_ 01 a - r usSIxom Ilse rsul dny. On, Mt', to nor mo nonmi min. wnmo�4. days awash sith so stations from Omni to .14, eels, sies•mags ...Winn in slow.. Miss, Comas, with Maus al slop Ssoushmk . ems sod with Musa., et tha Govessment Center end BM. al.sions bus NOG Transfer Points galvtg siennllNl luMk'rna rl/0000 Mex m(camvwsn+w SE SSA, ° gym' MNWpl linSOSarhel MS ma_uu(x+,em mrmmwn ea: Tnmlam •Im a000 150050 Warty 12wme.Mudwe xauMM M b9 0.9aWxV0mn0Wss�ar I rnW jvn M) cmr 111..-0serw6 xeatba eNi:,r' ite,wa Venue, I%ale01 taingnuxliumounp HUM minEmu SOW kwMw.x Transit Faros MoSobse Express - Sell to Sus ot Bus lo Bus to Bus Tram°, suat.mi0 ,5aue Biscayne Bay Brickell Key DUG mointoontint MED EL= lemon Miami -Dade County Transit System LEGEND - fultdrobus Metroreli Ro p O Points of Interest The Rediand Homestead GOdlds Princeton and is Medley dT Pinee Indian Creek Village Biscayne Bay Biscayne Bay �f oKeyai5yne" Oe Points of Interest airnorts 2 opatocen tnrpai._...... Park 811191n L. 12 M. Gaticrs Dr/NW i3Aw........ all al Hart. 1n North Kendall IX/&Vita Ave .................NS ea OD linrbaunheae ..................... ....1 99912C2mmN991o9pnal i9 eosw4P.Mroe 24lnsn4** Mn BNee lcacn Eyc HaailN .............. kA Pkrn Mo .Ti South Mom Iasi*bl..................._........ 91-10 32 Cammuninn HealthCe m ...... ....... sa 33 vram xonaaluyusfNosMtnl ................ N-n as va�aararmmsratmwa nN.pns............. I -re ant Centers Joaapn aa C¢hbCo ` ia ev 911 ManOnn aa'- Who 78 7 no 00 nlots rd 90 an, at Am. Faannrt Pnnr ........................ 92 elu eo9tln cnpasalaaslma i0v icons. emre Carvadlm Crone 109 110 111 112 114 115 117 118 ROUTE 9 Route 9 Trips before 6:00 a.m. DO NOT USE NE 10 Ave between Miami Gardens Dr and NE 167 St Use NE 6 Ave a) 0 w z Miami Gardens Dr NE 167St 0 NORTH MAP NOT TO SCALE 06/09 Downtown Bus Terminal NE 167St North Miami a) > z a) 0 uJ z m N W z NE 206 St Aventura I--' NE 203St rn w NE 202 St Jz h. m Aventura .X Mall Miami Gardens Dr �$� NE 124 St O}jNE123St a) N W z IJSW/SE1 St Miami Shore 1NE17St NW/N E 1 St North Miami Beach Bus Terminal NE 167St N W z Home Depot Wal-Mart 163 St Mall NE 163 St Transit 9 Schedule Back to previous page Service: WEEKDAY Direction: NORTHBOUND Downtown NE 36 St NE 2 Ave NE 125 St 163 Street Aventura Bus & 2 Ave & 79 St & 6 Ave Mall Mall Terminal 04:58AM 05:11AM 05:21AM 05:32AM 05:48AM 06:16AM 05:35AM 05:48AM 05:58AM 06:12AM 06:32AM 07:04AM 05:48AM 06:02AM 06:14AM 06:28AM 06:48AM 07:20AM 06:10AM 06:24AM 06:36AM 06:50AM 07:14AM 07:46AM 06:30AM 06:44AM 06:56AM 07:13AM 07:37AM 08:09AM 06:42AM 06:56AM 07:09AM 07:26AM 07:50AM 06:54AM 07:10AM 07:23AM 07:40AM 08:04AM 08:36AM 07:08AM 07:24AM 07:37AM 07:54AM 08:18AM 07:20AM 07:36AM 07:49AM 08:06AM 08:30AM 09:03AM 07:32AM 07:48AM 08:01 AM 08:18AM 08:42AM 07:44AM 08:OOAM 08:13AM 08:30AM 08:54AM 09:27AM 07:56AM 08:12AM 08:25AM 08:42AM 09:06AM 08:08AM 08:24AM 08:37AM 08:54AM 09:18AM 09:51AM 08:20AM 08:36AM 08:49AM 09:06AM 09:30AM 10:03AM 08:32AM 08:48AM 09:01 AM 09:17AM 09:41AM 08:44AM 09:01 AM 09:14AM 09:30AM 09:54AM 10:27AM 08:56AM 09:13AM 09:26AM 09:42AM 10:06AM 09:08AM 09:25AM 09:38AM 09:54AM 10:18AM 10:51 AM 09:37AM 09:54AM 10:07AM 10:23AM 10:47AM 11:20AM 10:07AM 10:24AM 10:37AM 10:53AM 11:17AM 11:50AM 10:37AM 10:54AM 11:07AM 11:23AM 11:47AM 12:20PM 11:07AM 11:24AM 11:37AM 11:53AM 12:17PM 12:50PM 11:37AM 11:54AM 12:07PM 12:23PM 12:47PM 01:20PM 12:07PM 12:24PM 12:37PM 12:53PM 01:17PM 01:50PM 12:37PM 12:54PM 01:08PM 01:28PM 01:52PM 02:25PM 01:07PM 01:24PM 01:38PM 01:58PM 02:22PM 02:55PM 01:15PM 01:32PM 01:46PM 02:06PM 02:30PM 01:37PM 01:54PM 02:08PM 02:28PM 02:52PM 03:30PM 01:50PM 02:07PM 02:21PM 02:41PM 03:06PM 02:07PM 02:24PM 02:38PM 02:58PM 03:23PM 04:01 PM 02:20PM 02:37PM 02:51PM 03:11PM 03:36PM 02:37PM 02:54PM 03:08PM 03:28PM 03:53PM 04:31PM 02:50PM 03:09PM 03:23PM 03:43PM 04:08PM 02:58PM 03:17PM 03:31PM 03:51PM 04:16PM 04:54PM 03:12PM 03:31PM 03:45PM 04:05PM 04:30PM 05:08PM 03:24PM 03:43PM 03:57PM 04:17PM 04:42PM 03:36PM 03:55PM 04:09PM 04:29PM 04:54PM 05:32PM 03:48PM 04:07PM 04:21PM 04:41PM 05:07PM 04:OOPM 04:19PM 04:33PM 04:53PM 05:19PM 05:54PM 04:12PM 04:31PM 04:45PM 05:05PM 05:31PM 04:26PM 04:45PM 04:59PM 05:19PM 05:45PM 06:20PM 04:36PM 04:55PM 05:09PM 05:28PM 05:54PM 04:48PM 05:08PM 05:22PM 05:41PM 06:07PM 06:37PM 05:OOPM 05:20PM 05:34PM 05:53PM 06:19PM 05:12PM 05:32PM 05:46PM 06:05PM 06:27PM 06:57PM 05:24PM 05:44PM 05:58PM 06:17PM 06:39PM 05:36PM 05:56PM 06:10PM 06:25PM 06:47PM 07:17PM 05:48PM 06:08PM 06:21PM 06:36PM 06:58PM 06:OOPM 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10:41 PM 10:13PM 10:34PM 10:50PM 11:01 PM 11:10PM 11:25PM Back to previous page AROUTE ADIR ANAMSTP AALOAD AATRIP 9 0 AVENTURA MALL FOOD COURT 8 523 9 0 NE 29 PL AVENTURA BLVD 11 523 9 0 NE 29 PL AVENTURA BD 11 523 9 0 NE 203 ST NE 29 CT 11 523 9 0 W DIXIE HY #20164 11 523 9 0 W DIXIE HY NE 199 ST 12 523 9 0 W DIXIE HY # 19800 12 523 9 0 W DIXIE HY NE 195 ST 12 523 9 0 W DIXIE HY NE 26 AV 12 523 9 0 W DIXIE HY NE 190 ST 12 523 9 0 WDIXIEHYNE189ST 12 523 9 0 NE 186 ST W DIXIE HY 13 523 9 0 NE 186 ST NE 24 AV 13 523 9 0 NE 186 ST NE 22 AV 13 523 9 ONE 185 ST NE 20 AV 13 523 9 0 NE 185 ST NE 19 AV 13 523 9 0 NE 185 ST NE 18 AV 13 523 9 0 NE 185 ST APPROX # 1701 13 523 9 0 NE 185 ST # 1551 14 523 9 0 NE 185 ST NE 15 AV 14 523 9 0 NE 185 ST NE 14 AV 14 523 9 ONE 185 ST NE 13 AV 14 523 9 0 NE 10 AV NE 181 ST 15 604 9 ONE10AVNE179TE 15 604 9 ONE 10 AV NE 177 ST 15 604 9 ONE 10 AV NE 175 ST 15 604 9 0 NE 10 AV NE 173 ST 15 604 9 ONE 10 AV NE 171 ST 15 604 9 ONE 10 AV NE 169 ST 15 604 9 0 NE 167 ST NE 12 AV 14 523 9 O NE 167 ST NE 13 AV 14 523 9 O NE 167 ST NE 15 AV 11 442 9 ONE 15 AV NE 165 ST 12 442 9 O NE 163 ST NE 13 AV 13 442 9 ONE 163 ST NE 12 AV 14 442 9 0 N MIAMI BEACH BLVD NE 10 14 442 9 0 NE 167 ST NE 8 AV 14 442 9 0 NE6AVNE166ST 16 442 9 ONE6AVNE162ST 16 442 9 ONE 6 AV NE 160 ST 16 442 9 ONE 6 AV NE 159 ST 16 442 9 ONE 6 AV NE 157 TE 16 442 9 0 NE 6 AV # 15600 17 442 9 ONE 6 AV NE 154 ST 17 442 9 0 NE 6 AV # 15156 17 442 9 0 NE 6 AV NE 149 ST 18 442 9 0 NE 6 AV NE 147 ST 18 442 9 ONE 6 AV NE 145 ST 18 442 9 0 NE 6 AV NE 143 ST 18 442 9 O NE6AVNE 141 ST 18 442 9 0 NE 6 AV NE 139 ST 19 442 9 0 NE 6 AV NE 137 ST 19 442 9 0 NE 6 AV NE 135 ST 19 442 9 0 NE 6 AV NE 132 TE 19 442 9 0 NE6AVNE131 ST 20 442 9 0 NE 6 AV NE 128 ST 19 442 9 0 NE6AVWDIXIEHY 19 442 9 0 NE 6 AV NE 124 ST 20 442 9 0 W DIXIE HY NE 123 ST 20 442 9 0 W DIXIE HY GRIFFING BD 20 442 9 0 W DIXIE HY NE 119 TE 20 442 9 0 NE 2 AV NE 116 ST 20 442 9 0 NE2AVNE115ST 20 442 9 0 NE2AVNE114ST 21 442 9 0 NE 2 AV N E 111 ST 20 442 9 0 NE 2 AV NE 109 ST 20 442 9 ONE 2 AV NE 107 ST 20 442 9 0 NE 2 AV NE 105 ST 20 442 9 0 NE 2 AV NE 103 ST 20 442 9 0 NE 2 AV NE 101 ST 20 442 9 0 NE 2 AV NE 98 ST 20 442 9 0 NE2AVNE95ST 20 442 9 0 NE 2 AV NE 93 ST 20 442 9 0 NE 2 AV NE 90 ST 20 442 9 0 NE 2 AV NE 88 ST 20 442 9 0 NE2AVNE86ST 20 442 9 0 NE2AVNE84ST 20 442 9 O NE2AVNE82ST 20 442 9 0 NE 2 AV NE 79 ST 20 442 9 0 NE 2 AV NE 77 ST 20 442 9 0 NE 2 AV NE 75 ST 20 442 9 0 NE 2 AV NE 73 ST 21 442 9 0 NE2AVNE71 ST 21 442 9 0 NE 2 AV NE 69 ST 21 442 9 0 NE2AVNE68ST 21 442 9 0 NE 2 AV NE 65 ST 21 442 9 0 NE2AVNE63TE 21 442 9 0 NE 2 AV NE 62 ST 20 442 9 0 NE 2 AV NE 59 ST 20 442 9 0 NE2AVNE57ST 19 442 9 0 NE2AVNE55TE 19 442 9 0 NE 2 AV NE 54 ST 19 442 9 0 NE 2 AV NE 53 ST 19 442 9 0 NE2AVNE50TE 19 442 9 0 NE2AVNE49ST 19 442 9 0 NE2AVNE47ST 19 442 9 0 NE 2 AV NE 45 ST 19 442 9 0 NE2AVNE42ST 19 442 9 0 NE 2 AV NE 39 ST 19 442 9 0 NE 2 AV NE 37 ST 18 442 9 0 NE2AVNE35ST 18 442 9 0 NE 2 AV NE 33 ST 18 442 9 0NE 2 AV NE 31 ST 18 442 9 9 9 9 9 9 9 9 9 9 9 0 NE2AVNE29ST 18 442 0 NE 2 AV NE 27 ST 18 442 0 NE 2 AV N E 24 ST 19 442 0 N E 2 AV N E 23 ST 19 442 0 NE 2 AV NE 21 ST 19 442 0 NE 2 AV NE 20 ST 19 442 0 NE 2 AV NE 19 ST 18 442 ONE2AVNE18ST 18 442 0 NE2AVNE17ST 18 442 0 NE 2 AV NE 15 ST 17 442 0 NE 2 AV NE 14 ST 16 442 O NE2AVNE10ST 16 442 0 NE2AVNE8ST 16 442 0 NE 2 AV NE 7 ST 16 442 0 NE2AVNE5ST 13 442 O NE 1 ST NE 1 AV 10 442 0 NW 1 ST N MIAMI AV 9 442 O NW 1 AV NW 1ST 5 442 0 CBD TERMINAL SW 1 AV OP - ECM 4 442 0 CBD TERMINAL SW 1 AV OP F 25 722 1 CBD TERMINAL SW 1 AV OP F 10 458 1 SE1AVEFLAGLERST 12 458 1 NE 1 AV NE 1ST 13 458 1 NE1AVNE4ST 15 458 1 NE 1 AV NE 6 ST 16 458 1 NE 1 AV NE 7 ST 16 458 1 NE 1 AV NE 9 ST 16 458 1 NE1AVNE10ST 16 458 1 NE1AVNE13ST 16 458 1 NE1AVNE14ST 16 458 1 NE1AVNE16ST 16 458 1 NE 2 AV NE 17 TE 17 458 1 NE 2 AV NE 19 ST 17 458 1 NE 2 AV NE 20 TE 17 458 1 NE 2 AV NE 22 ST 17 458 1 NE 2 AV NE 24 ST 17 458 1 NE2AVNE25ST 17 458 1 NE 2 AV NE 27 ST 17 458 1 NE 2 AV NE 29 ST 17 458 1 NE 2 AV NE 31 ST 17 458 1 NE 2 AV N E 33 ST 17 458 1 NE 2 AV NE 35 ST 16 458 1 NE 2 AV APPROX # 3699 18 458 1 NE 2 AV NE 40 ST 17 458 1 NE 2 AV NE 43 ST 18 458 1 NE2AVNE44ST 18 458 1 NE 2 AV NE 48 ST 18 458 1 NE 2 AV NE 50 ST 18 458 1 NE2AVNE51 ST 18 458 1 NE 2 AV NE 54 ST 18 458 1 NE2AVNE56ST 19 458 1 NE2AVNE59ST 19 458 9 1 NE2AVNE59TE 19 458 9 1 NE 2 AV NE 62 ST 20 458 9 1 NE 2 AV APPROX # 6401 20 458 9 1 NE 2 AV NE 67 ST 20 458 9 1 NE 2 AV NE 68 ST 20 458 9 1 NE2AVNE70ST 20 458 9 1 NE 2 AV NE 71 ST 20 458 9 1 NE 2 AV NE 73 ST 20 458 9 1 NE 2 AV NE 75 ST 19 458 9 1 NE 2 AV NE 78 ST 19 458 9 1 NE 2 AV NE 79 ST 20 458 9 1 NE2AVNE82TE 20 458 9 1 NE 2 AV APPROX # 8401 21 458 9 1 NE 2 AV NE 86 ST 20 458 9 1 NE 2 AV NE 88 ST 21 458 9 1 NE 2 AV NE 90 ST 20 458 9 1 NE2AVNE92ST 20 458 9 1 NE2AVNE94ST 20 458 9 1 NE 2 AV NE 96 ST 20 458 9 1 NE 2 AV NE 100 ST 20 458 9 1 NE 2 AV NE 103 ST 20 458 9 1 NE2AVNE105ST 20 458 9 1 NE 2 AV NE 107 ST 20 458 9 1 NE 2 AV NE 110 ST 20 458 9 1 NE 2 AV NE 112 ST 20 458 9 1 NE 2 AV NE 114 ST 20 458 9 1 NE 2 AV NE 115 ST 20 458 9 1 NE2AVNE117ST 20 458 9 1 W DIXIE HY NE 119 TE 20 458 9 1 W DIXIE HY GRIFFING BD 19 458 9 1 W DIXIE HY NE 123 ST 19 458 9 1 NE6AVNE125ST 19 458 9 1 NE 6 AV W DIXIE HY 20 458 9 1 NE 6 AV NE 128 ST 20 458 9 1 NE 6 AVE NE 131 STREET 20 458 9 1 NE 6 AV APPROX # 13251 20 458 9 1 NE6AVNE135ST 20 458 9 1 NE 6 AV NE 137 ST 20 458 9 1 NE6AVNE139ST 20 458 9 1 NE 6 AV NE 141 ST 20 458 9 1 NE 6 AV NE 143 ST 20 458 9 1 NE 6 AV NE 145 ST 19 458 9 1 NE 6 AV NE 147 ST 19 458 9 1 NE 6 AV NE 149 ST 19 458 9 1 NE6AV#15101 19 458 9 1 NE 6 AV NE 154 ST 19 458 9 1 NE 6 AV NE 157 ST 18 458 9 1 NE 6 AV NE 159 ST 18 458 9 1 NE6AVNE160ST 18 458 9 1 NE 6 AV NE 162 ST 18 458 9 1 NE6AVNE163ST 18 458 9 1 NE 6 AV NE 165 ST 17 458 9 1 NE 167 ST NE 6 AV 16 458 9 1 NE 167 ST NE 7 AV 15 458 9 1 NE 12 AV NE 165 ST 16 458 9 1 NE 12 AV NE 167 ST 15 458 9 1 NE 167 ST NE 13 AV 13 458 9 1 NE 167 ST NE 15 AV 17 458 9 1 NE 167 ST NE 15 AV EOL 1 642 9 1 NE 15 AV NE 165 ST 17 458 9 1 NE 163 ST NE 13 AV 18 458 9 1 NE 167 ST NE 12 AV 18 458 9 1 NE 10 AV NE 167 ST 19 458 9 1 NE 10 AV NE 169 TE 19 458 9 1 NE 10 AV NE 171 TE 19 458 9 1 NE 10 AV NE 173 ST 19 458 9 1 NE 10 AV NE 175 ST 19 458 9 1 NE 10 AV NE 177 TE 18 458 9 1 NE 10 AV NE 180 TE 18 458 9 1 NE 10 AV NE 183 ST 18 458 9 1 NE 185 ST NE 13 AV 18 458 9 1 NE 185 ST NE 14 AV 18 458 9 1 NE185STNE15AV 17 458 9 1 NE 185 ST # 1566 17 458 9 1 NE 185 ST #1692 17 458 9 1 NE185STNE18AV 17 458 9 1 NE 185 ST NE 19 AV 17 458 9 1 NE 185 ST NE 21 AV 17 458 9 1 NE 186 ST NE 22 AV 17 458 9 1 NE 186 ST NE 24 AV 16 458 9 1 NE186STNE24PL 16 458 9 1 W DIXIE HY NE 186 TE 16 458 9 1 W DIXIE HY NE 190 TE 15 458 9 1 W DIXIE HY NE 191 ST 15 458 9 1 W DIXIE HY NE 195 ST 15 458 9 1 W DIXIE HY OP.# 19800 15 458 9 1 W DIXIE HY NE 199 ST 15 458 9 1 W DIXIE HY OP#20164 15 458 9 1 NE 202 ST NE 26 AV 15 458 9 1 NE 26 AV NE 203 ST 15 458 9 1 NE 29 PL NE 203 ST 14 458 9 1 NE 29 PL AVENTURA BD 12 458 9 1 AVENTURA MALL FOOD COURT 14 535 9 1 AVENTURA MALL FOOD COURT - I 2 458 ROUTE 10 Route 10 Wynwood NORTH MIAMI BEACH NORTH MIAMI a) NE 125 St E c� z 1 m N w z Miami Gardens Dr_. a) -4--\\Q r8 � '4o w z a) w z 167 Miami Shores El Portal a) w z Little Haiti a) 10111111 NE 119 St NE17St 1 IF NE 163 St Adrienne Arsht Center Metromover Station/Bus Terminal I• NE 15 St 0 m 0 Miami NE14St its m NORTH MAP NOTTO SCALE 12/2009 HlAN 10 Schedule Back to previous page Service: WEEKDAY Direction: NORTHBOUND A Arsht NE 36 St NE 2 Ave NE 125 St NE 135 St 163 Street NE 185 St Mover/Bus & 2 Ave & 79 St & 6 Ave & 12 Ave Mall & 18 Ave Terminal 05:43AM 05:51AM 06:03AM 06:19AM 06:25AM 06:35AM 06:42AM 06:25AM 06:34AM 06:46AM 07:05AM 07:11AM 07:23AM 07:31AM 06:56AM 07:06AM 07:19AM 07:38AM 07:44AM 07:56AM 08:04AM 07:28AM 07:38AM 07:51AM 08:10AM 08:16AM 08:28AM 08:36AM 07:58AM 08:08AM 08:21AM 08:40AM 08:46AM 08:58AM 09:06AM 08:28AM 08:38AM 08:51AM 09:11AM 09:17AM 09:28AM 09:36AM 08:58AM 09:09AM 09:22AM 09:42AM 09:48AM 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ONE 15 AV NE 171 ST 6 448 10 ONE 15 AV NE 170 ST 6 448 10 ONE 167 ST NE 15 AV 6 448 10 ONE 15 AV NE 165 ST 8 448 10 ONE 163 ST NE 13 AV 9 448 10 ONE 12 AV NE 163 ST 10 448 10 ONE 12 AV NE 160 ST 10 448 10 ONE12AVNE157ST 11 448 10 ONE12AVNE154ST 11 448 10 ONE 12 AV NE 151 ST 11 448 10 ONE 12 AV NE 149 ST 11 448 10 ONE 12 AV NE 148 ST 11 448 10 0 NE 12 AV NE 146 ST 12 448 10 ONE 12 AV NE 143 ST 12 448 10 ONE 12 AV NE 141 ST 12 448 10 ONE 12 AV W DIXIE HY 12 448 10 ONE 12 AV NE 137 ST 13 448 10 ONE 12 AV NE 135 ST 13 448 10 ONE 12 AV NE 134 ST 13 448 10 0 NE 12 AV NE 132 ST 13 448 10 ONE 12 AV NE 130 ST 13 448 10 ONE 12 AV NE 128 ST 13 448 10 ONE12AVNE127ST 13 448 10 ONE 12 AV NE 125 ST 13 448 10 ONE 125 ST NE 10 AV 13 448 10 ONE125STNE9AV 14 448 10 ONE125STNE8AV 14 448 10 0 NE 125 ST NE 7 AV 13 448 10 0 NE 125 ST & 6 AVE 13 448 10 ONE 125 ST NE 4 AV 13 448 10 ONE 125 ST NE 3 AV 13 448 10 0 NE 125 ST NE 2 AV 13 448 10 ONE 125 ST NE 1 AV 13 448 10 0 N MIAMI AV NW 123 TE 13 448 10 0 N MIAMI AV NW 121 ST 13 448 10 ONE 119 ST N MIAMI AV 14 448 10 0 NE 2 AV NE 116 ST 14 448 10 ONE2AVNE115ST 14 448 10 0NE 2 AV NE 114 ST _ 14 448 10 ONE 2 AV NE 111 ST 15 448 10 ONE 2 AV NE 109 ST 15 448 10 ONE 2 AV NE 107 ST 15 448 10 ONE 2 AV NE 105 ST 15 448 10 0 NE 2 AV NE 103 ST 15 448 10 0 NE 2 AV NE 101 ST 15 448 10 0 NE2AVNE98ST 15 448 10 0 NE 2 AV NE 95 ST 15 448 10 0 NE 2 AV NE 93 ST 15 448 10 0 NE2AVNE90ST 15 448 10 0 NE2AVNE88ST 16 448 10 0 NE2AVNE86ST 16 448 10 0 NE 2 AV NE 84 ST 16 448 10 0 NE2AVNE82ST 16 448 10 0 NE2AVNE79ST 16 448 10 0 NE 2 AV NE 77 ST 16 448 10 0 NE2AVNE75ST 17 448 10 0 NE2AVNE73ST 17 448 10 0 NE2AVNE71 ST 17 448 10 0 NE2AVNE69ST 17 448 10 0 NE2AVNE68ST 17 448 10 0 NE 2 AV NE 65 ST 17 448 10 O NE2AVNE63TE 17 448 10 0 NE2AVNE62ST 16 448 10 0 NE 2 AV NE 59 ST 15 448 10 0 NE 2 AV NE 57 ST 15 448 10 ONE 2 AV NE 55 TE 15 448 10 0 N E 2 AV N E 54 ST 14 448 10 0 NE2AVNE53ST 14 448 10 0 NE 2 AV NE 50 TE 14 448 10 0 NE 2 AV NE 49 ST 14 448 10 0 NE2AVNE47ST 14 448 10 0 NE 2 AV NE 45 ST 14 448 10 0 NE 2 AV NE 42 ST 13 448 10 0 NE 2 AV NE 39 ST 14 448 10 0 NE2AVNE37ST 12 448 10 0 NE2AVNE35ST 12 448 10 0 NE2AVNE33ST 12 448 10 0NE2AVNE31ST 12 448 10 0 NE 2 AV NE 29 ST 12 448 10 0 NE2AVNE27ST 12 448 10 0 NE 2 AV NE 24 ST 12 448 10 0 NE2AVNE23ST 12 448 10 ONE2AVNE21ST 12 448 10 0 NE2AVNE20ST 12 448 10 ONE2AVNE19ST 11 448 10 0 NE 2 AV NE 18 ST 11 448 10 ONE2AVNE17ST 11 448 10 0 NE 2 AV NE 15 ST 11 448 10 0 OMNITERT 14 1,258 10 0 OMNITERT - EOL 1 448 10 1 OMNITERT 8 543 10 1 NE2AVNE17TE 8 543 10 1 NE 2 AV NE 19 ST 9 543 10 1 NE2AVNE20TE 9 543 10 1 NE2AVNE22ST 9 543 10 1 NE2AVNE24ST 10 543 10 1 NE 2 AV NE 25 ST 10 543 10 1 NE2AVNE27ST 10 543 10 1 NE2AVNE29ST 10 543 10 1 NE 2 AV NE 31 ST 10 543 10 1 NE 2 AV NE 33 ST 10 543 10 1 NE2AVNE35ST 10 543 10 1 NE 2 AV APPROX # 3699 11 543 10 1 NE 2 AV NE 40 ST 11 543 10 1 N E 2 AV N E 43 ST 11 543 10 1 NE 2 AV NE 44 ST 11 543 10 1 NE 2 AV NE 48 ST 12 543 10 1 NE 2 AV NE 50 ST 12 543 10 1 NE 2 AV NE 51 ST 12 543 10 1 NE2AVNE54ST 13 543 10 1 NE 2 AV.NE 56 ST 13 543 10 1 NE 2 AV NE 59 ST 13 543 10 1 NE 2 AV NE 59 TE 14 543 10 1 NE 2 AV NE 62 ST 14 543 10 1 NE 2 AV APPROX # 6401 15 543 10 1 NE 2 AV NE 67 ST 15 543 10 1 NE2AVNE68ST 15 543 10 1 NE 2 AV NE 70 ST 14 543 10 1 NE2AVNE71 ST 15 543 10 1 NE2AVNE73ST 15 543 10 1 NE 2 AV NE 75 ST 15 543 10 1 NE2AVNE78ST 14 543 10 1 N E 2 AV N E 79 ST 16 543 10 1 NE 2 AV NE 82 TE 16 543 10 1 NE 2 AV APPROX # 8401 16 543 10 1 NE 2 AV NE 86 ST 16 543 10 1 NE2AVNE88ST 16 543 10 1 NE2AVNE90ST 16 543 10 1 NE2AVNE92ST 16 543 10 1 N E 2 AV N E 94 ST 16 543 10 1 NE 2 AV NE 96 ST 16 543 10 1 NE2AVNE100ST 16 543 10 1 NE 2 AV NE 103 ST 16 543 10 1 NE 2 AV NE 105 ST 16 543 10 1 NE 2 AV NE 107 ST 16 543 10 1 NE2AVNE108ST 16 543 10 1 NE 2 AV NE 110 ST 16 543 10 1 NE2AVNE112ST 15 543 10 1 NE 2 AV NE 114 ST 15 543 10 1 NE2AVNE117ST 15 543 10 1 N MIAMI AV NE 119 ST 15 543 10 1 N MIAMI AV NE 121 ST 15 543 10 1 N MIAMI AV NE 125 ST 15 543 10 1 NE 125 ST NE 1 AV 15 543 10 1 NE 125 ST NE 2 AV 15 543 10 1 NE125STNE3AV 15 543 10 1 NE125STNE4CT 14 543 10 1 NE 125 ST NE 6 AV 14 543 10 1 NE 125 ST NE 7 CT 14 543 10 1 NE 125 ST NE 8 AV 14 543 10 1 NE 125 ST NE 10 AV 14 543 10 1 NE 125 ST NE 11 CT 14 543 10 1 NE12AVNE126ST 14 543 10 1 NE 12 AV NE 128 ST 13 543 10 1 NE 12 AV NE 131 ST 13 543 10 1 NE 12 AV NE 133 ST 13 543 10 1 NE 12 AV NE 135 ST 13 543 10 1 NE 12 AV NE 136 TE 12 543 10 1 NE 12 AV W DIXIE HY 12 543 10 1 NE 12 AV NE 142 ST 12 543 10 1 NE 12 AV NE 144 ST 12 543 10 1 NE 12 AV NE 146 ST 12 543 10 1 NE 12 AV NE 149 ST 11 543 10 1 NE 12 AV NE 151 ST 11 543 10 1 NE 12 AV NE 154 ST 11 543 10 1 NE 12 AV NE 157 ST 10 543 10 1 NE 12 AV NE 159 ST 10 543 10 1 NE 12 AV NE 160 ST 10 543 10 1 NE 12 AV NE 165 ST 8 543 10 1 NE 12 AV NE 167 ST 8 543 10 1 NE167STNE13AV 8 543 10 1 NE 167 ST NE 15 AV 6 543 10 1 NE 15 AV NE 167 ST 6 543 10 1 NE 15 AV NE 170 ST 6 543 10 1 NE 171 ST NE 15 AV 6 543 10 1 NE 15 AV NE 173 ST 6 543 10 1 NE 15 AV NE 175 ST 6 543 10 1 NE 15 AV NE 177 ST 6 543 10 1 NE 15 AV NE 179 ST 5 543 10 1 NE15AVNE181ST 5 543 10 1 NE 15 AV NE 183 ST 4 543 10 1 NE 185 ST # 1566 4 543 10 1 NE 185 ST #1692 3 543 10 1 N€ '185 ST NE 18 AV 3 543 10 1 NE 185 ST NE 18 AV- EOL 1 543 ROUTE 202 Route 202 Little Haiti Connection a) z a) NW 81 St NW 79 St :waJo s St a. Awl ;1 1 [1 a) WEEKDAY MIDDAY TO BISCAYNE PLAZA NW 83 St - - - - - - - — — - - >— Q z Village Carver 111 NW 83 St --- WEEKDAY MIDDAY TONE36ST Biscayne 0 1 Shopping ® NE 81 St Plaza ;------' m a� < 1 ' 0 1 IW U 1 I >s z; NE 79 St z?1 l® n Q1 .ff1 a) N z NW/NE 71 St NW/NE 62 St Edison Middle School NW/NE 54 St Douglas EN Gardens Post Office16 NE 39 St WEEKDAY MIDDAY ONLY a) N W z ® Sabal Palm a) N W z 1 MiamiDesign Center NE 36 St .--1 --NORTH MAP NOT TO SCALE 012011 Transit 202 Little Haiti Connection Schedule Back to previous page Service: WEEKDAY Direction: NORTHBOUND • North NE 54 St NE 62 St NW 71 St NW 85 St NW 83 St NE 80 St Miami Ave & 2 Ave & 2 Ave & NW 2 Ave Rd & 57 & NW 5 Ave & 5 Ave & 38 St Ave 06:30AM 06:33AM 06:40AM 06:46AM 06:52AM 07:30AM 07:34AM 07:42AM 07:49AM 07:56AM 08:30AM 08:34AM 08:42AM 08:49AM 08:50AM 08:57AM 09:05AM 09:30AM 09:34AM 09:42AM 09:48AM 09:49AM 09:56AM 10:04AM 10:15AM 10:19AM 10:27AM 10:33AM 10:34AM 10:41AM 10:49AM 11:OOAM 11:04AM 11:12AM 11:18AM 11:19AM 11:26AM 11:34AM 11:45AM 11:49AM 11:57AM 12:03PM 12:04PM 12:11PM 12:19PM 12:30PM 12:34PM 12:42PM 12:48PM 12:49PM 12:56PM 01:04PM 01:15PM 01:19PM 01:27PM 01:33PM 01:34PM 01:41 PM 01:49PM 02:OOPM 02:04PM 02:12PM 02:18PM 02:19PM 02:26PM 02:34PM. 02:45PM 02:49PM 02:57PM 03:04PM 03:11PM 03:40PM 03:44PM 03:52PM 03:59PM 04:06PM 04:40PM 04:44PM 04:52PM 04:59PM : 05:06PM 05:41PM 05:45PM 05:53PM 06:OOPM 06:07PM 06:41PM 06:44PM 06:51PM 06:58PM 07:04PM Back to previous page Transit 202 Little Haiti Connection Schedule Back to previous page Service: WEEKDAY Direction: SOUTHBOUND NE 80 St NW 83 St NW 85 St NW 71 St NE 62 St NE 54 St North & 5 Ave & NW 5 Ave Rd & 57 & NW 2 Ave & 2 Ave & 2 Ave Miami Ave Ave & 38 St 06:OOAM 06:07AM 06:12AM 06:19AM 06:23AM 06:52AM 06:59AM 07:05AM 07:13AM 07:18AM 07:56AM 08:05AM 08:11AM 08:19AM 08:24AM 08:56AM 09:05AM 09:11AM 09:18AM 09:23AM 09:30AM 09:40AM 09:42AM 09:50AM 09:56AM 10:03AM 10:08AM 10:15AM 10:25AM 10:27AM 10:35AM 10:41 AM 10:48AM 10:53AM 11:OOAM 11:10AM 11:12AM 11:20AM 11:26AM 11:33AM 11:38AM 11:45AM 11:55AM 11:57AM 12:05PM 12:11PM 12:18PM 12:23PM 12:30PM 12:40PM 12:42PM 12:50PM 12:56PM 01:03PM 01:08PM 01:15PM 01:25PM 01:27PM 01:35PM 01:41 PM 01:48PM 01:53PM 02:00PM 02:10PM 02:12PM 02:20PM 02:26PM 02:33PM 02:38PM 02:50PM 03:01 PM 03:03PM 03:12PM 03:19PM 03:26PM 03:31PM 04:06PM 04:15PM 04:22PM 04:29PM 04:34PM 05:06PM 05:15PM 05:22PM 05:29PM 05:34PM 06:07PM 06:16PM 06:23PM 06:30PM 06:34PM Back to previous page AROUTE ADIR ANAMSTP AALOAD AATRIP 202 0 NE 5 AV NE 81 ST 3 930 202 0 NE 81 ST BISCAYNE BD 3 930 202 0 NE 79 ST BISCAYNE BD 3 930 202 O NE79STNE5AV 3 930 202 0 NE79STNE4AV 3 930 202 0 NE 79 ST NE 3 AV 3 930 202 0 NE 79 ST NE 2 AV 3 930 202 0 NE 79 ST NE MIAMI CT 3 930 202 0 N MIAMI AV NE 79 ST 3 930 202 O N MIAMI AV NE 82 ST 3 930 202 0 NW 83 ST N MIAMI AV 3 930 202 0 NW 83 ST NW 1 AV 3 930 202 0 NW 83 ST NW 2 AV 3 930 202 0 NW 83 ST NW 4 AV 2 930 202 0 NW 83 ST NW 5 AV 2 600 202 0 NW 85 STRD NW 5 AV 2 930 202 0 NW 2 AV NW 71 ST 2 600 202 0 NW 71 ST NW 1 AV 2 600 202 0 NE 71 ST N MIAMI AV 2 600 202 0 NE 2 AV NE 71 ST 2 600 202 0 NE 2 AV NE 69 ST 2 600 202 0 NE 2 AV NE 68 ST 2 600 202 0 NE 2 AV NE 65 ST 2 600 202 0 NE 2 AV NE 63 TE 2 600 202 0 NE 2 AV NE 62 ST 2 600 202 0 NE 62 ST NE 1 PL 2 600 202 0 NW 62 ST N MIAMI AV 2 600 202 0 NW 62 ST NW 1 AV 2 600 202 0 NW 62 ST NW 2 AV 2 600 202 0 NW 2 AV NW 62 ST 2 600 202 0 NW 2 AV NW 60 ST 2 600 202 0 NW 2 AV NW 58 ST 2 600 202 0 NW 2 AV NW 56 ST 2 600 202 0 NW 2 AV NW 54 ST 3 600 202 0 NW 54 ST NW 2 AV 3 600 202 0 NW 54 ST NW 1 AV 3 600 202 0 NW 54 ST N MIAMI AV 3 600 202 0 NE 54 ST NE 1 AV 3 600 202 0 NE 54 ST NE 2 AV 3 600 202 0 NE 2 AV NE 53 ST 3 600 202 0 NE 2 AV NE 50 TE 3 600 202 0 NE 2 AV N E 49 ST 3 600 202 0 NE2AVNE47ST 3 600 202 0 NE 2 AV NE 45 ST 3 600 202 0 NE 2 AV NE 42 ST 3 600 202 0 NE2AVNE39ST 3 600 202 0 NE 2 AV NE 37 ST 3 600 202 0 NE 36 ST NE 2 AV 3 600 202 O NE 36 ST NE 1 AV 3 600 202 0 N MIAMI AV NE 38 ST - EOL 2 600 202 1 N M IAM I AV NE 38 ST 2 630 202 1 NE 39 ST NE MIAMI CT 0 930 202 1 NE 2 AV NE 40 ST 1 930 202 1 NE 2 AV NE 43 ST 1 930 202 1 NE 2 AV NE 44 ST 2 630 202 1 NE 2 AV NE 48 ST 2 630 202 1 NE 2 AV NE 50 ST 2 630 202 1 NE2AVNE51 ST 2 630 202 1 NE 54 ST NE 1 AV 2 630 202 1 NE54STNE2AV 3 630 202 1 NW 54 ST N MIAMI AV 3 630 202 1 NW 54 ST NW 1 AV 3 630 202 1 NW 2 AV NW 56 ST 3 630 202 1 NW 2 AV NW 58 ST 3 630 202 1 NW 2 AV NW 60 ST 4 630 202 1 NW 62 ST NW 1 AV 3 630 202 1 NW 62 ST N M IAM I AV 3 630 202 1 NE 62 ST NE 1 AV 4 630 202 1 NE 2 AV NE 62 ST 4 630 202 1 NE 2 AV APPROX # 6401 4 630 202 1 NE2AVNE67ST 4 630 202 1 NE2AVNE68ST 4 630 202 1 NE 2 AV NE 70 ST 3 630 202 1 NE 71 ST NE 2 AV 4 630 202 1 NW 71 ST NW 1 AV 4 630 202 1 NW 71 ST NW 2 AV 3 630 202 1 NW 7 AV NW 71 ST 4 630 202 1 NW 7 AV NW 73 ST 4 630 202 1 NW 7 AV NW 75 ST 4 630 202 1 NW 7 AV NW 77 ST 3 630 202 1 NW 83 ST NW 5 AV 4 830 202 1 NW 83 ST NW 5 AV - EOL 1 630 202 1 NW 83 ST NW 4 AV 4 830 202 1 NW 83 ST NW 2 AV 4 830 202 1 NW 83 ST NW 1 AV 4 830 202 1 NW 83 ST N MIAMI AV 4 830 202 1 N MIAMI AV NW 82 ST 4 830 202 1 N MIAMI AV NW 79 ST 4 830 202 1 NE 79 ST NE MIAMI CT 4 830 202 1 NE 79 ST NE 1 CT 4 830 202 1 NE 79 ST NE 2 AV 4 830 202 1 NE 79 ST NE 4 AV 4 830 202 1 NE 79 ST NE 5 AV 4 830 202 1 NE 5 AV NE 81 ST - EOL 2 830 APPENDIX D: Existing Conditions Analysis Existing Conditions Analysis Worksheets HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 101: NE 42nd St & N Miami Ave PM Peak Hour 14 -N. _ - IN t 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44. at. Volume (veh/h) 12 1 16 13 5 43 9 1070 2 6 460 18 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 12 1 16 13 5 44 9 1103 2 6 474 19 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 766 pX, platoon unblocked 0.91 0.91 0.91 0.91 0.91 0.91 vC, conflicting volume 1113 1620 246 1389 1628 553 493 1105 vC1, stage 1 conf vol 496 496 1123 1123 vC2, stage 2 conf vol 617 1124 266 505 vCu, unblocked vol 921 1480 246 1226 1489 304 493 913 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 97 100 98 95 98 93 99 99 cM capacity (veh/h) 392 273 754 245 275 628 1067 674 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 30 63 561 554 243 256 Volume Left 12 13 9 0 6 0 Volume Right 16 44 0 2 0 19 cSH 523 437 1067 1700 674 1700 Volume to Capacity 0.06 0.14 0.01 0.33 0.01 0.15 Queue Length 95th (ft) 5 12 1 0 1 0 Control Delay (s) 12.3 14,6 0.2 0.0 0.4 0.0 Lane LOS B B A A Approach Delay (s) 12.3 14.6 0.1 0.2 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami-Design District\SynchrolExisting Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 102: NE 41st St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ' ' , Volume (veh/h) 28 7 18 25 3 42 32 989 21 13 448 14 Sign Control Stop Stop Free Free Grade • 0% 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 29 7 18 26 3 43 33 1009 21 13 457 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 pX, platoon unblocked 0.88 0.88 0.88 0.88 0.88 0.88 vC, conflicting volume 1105 1587 236 1362 1583 515 471 1031 vC1, stage 1 conf vol 491 491 1085 1085 vC2, stage 2 conf vol 614 1096 277 498 vCu, unblocked vol 858 1403 236 1149 1399 192 471 774 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 93 97 98 90 99 94 97 98 cM capacity (veh/h) 406 278 766 265 286 723 1087 741 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 54 71 33 673 358 13 305 167 Volume Left 29 26 33 0 0 13 0 0 Volume Right 18 43 0 0 21 0 0 14 cSH 451 429 1087 1700 1700 741 1700 1700 Volume to Capacity 0.12 0.17 0.03 0.40 0.21 0.02 0.18 0.10 Queue Length 95th (ft) 10 15 2 0 0 1 0 0 Control Delay (s) 14.1 15.1 8.4 0.0 0.0 9.9 0.0 0.0 Lane LOS B C A A Approach Delay (s) 14.1 15.1 0.3 0.3 Approach LOS B C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15 FTL_TP_T01043505000-Miami Design District\Synchro\Existing Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 103: NE 40th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 5 22 42 12 70 12 958 35 29 469 16 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 5 23 44 13 74 13 1008 37 31 494 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 265 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1173 1634 255 1386 1624 523 511 1045 vC1, stage 1 conf vol 563 563 1052 1052 vC2, stage 2 conf vol 609 1071 334 572 vCu, unblocked vol 876 1412 255 1124 1400 120 511 728 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 98 97 85 96 91 99 96 cM capacity (vehlh) 377 279 744 292 298 782 1051 750 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 44 131 13 672 373 31 329 181 Volume Left 16 44 13 0 0 31 0 0 Volume Right 23 74 0 0 37 0 0 17 cSH 481 453 1051 1700 1700 750 1700 1700 Volume to Capacity 0.09 0.29 0.01 0.40 0.22 0.04 0.19 0.11 Queue Length 95th (ft) 8 29 1 0 0 3 0 0 Control Delay (s) 13.2 16.1 8.5 0.0 0.0 10.0 0.0 0.0 Lane LOS B C A B Approach Delay (s) 13.2 16.1 0.1 0.6 Approach LOS B C Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\Synchro\Existing Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 107: NE 42nd St & NE 1st Ave PM Peak Hour 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41+ Volume (veh/h) 3 6 8 14 34 5 6 40 3 1 15 2 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 3 7 9 15 37 5 7 44 3 1 16 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 103 80 18 91 80 46 19 47 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 103 80 18 91 80 46 19 47 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 99 99 98 95 99 100 100 cM capacity (veh/h) 839 806 1061 878 807 1024 1598 1560 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 19 58 54 20 Volume Left 3 15 7 1 Volume Right 9 5 3 2 cSH 916 841 1598 1560 Volume to Capacity 0.02 0.07 0.00 0.00 Queue Length 95th (ft) 2 6 0 0 Control Delay (s) 9.0 9.6 0.9 0.4 Lane LOS A A A A Approach Delay (s) 9.0 9.6 0.9 0.4 Approach LOS A A Intersection Summary Average Delay 5.2 Intersection Capacity Utilization 15.5% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\Synchro\Existing Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 108: NE 41 st St & NE 1st Ave PM Peak Hour l-- vir �.4\ t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44. Volume (veh/h) 0 16 11 11 39 1 36 45 14 13 20 5 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 .Hourly flow rate (vph) 0 20 14 14 49 1 46 57 18 16 25 6 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 51 34 124 106 27 151 112 50 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 51 34 124 106 27 151 112 50 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 94 93 98 98 97 99 cM capacity (veh/h) 1556 1577 818 777 1048 752 771 1018 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 34 65 120 48 Volume Left 0 14 46 16 Volume Right 14 1 18 6 cSH 1556 1577 824 790 Volume to Capacity 0.00 0.01 0.15 0.06 Queue Length 95th (ft) 0 1 13 5 Control Delay (s) 0.0 1,6 10.1 9.9 Lane LOS A B A Approach Delay (s) 0.0 1.6 10.1 9.9 Approach LOS B A Intersection Summary Average Delay 6.7 Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami-Design District\Synchro\Existing Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 109: NE 40th St & NE 1st Ave PM Peak Hour I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 5 24 28 24 54 11 65 82 17 15 25 14 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 6 28 32 28 62 13 75 94 20 17 29 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 75 60 209 185 44 245 195 68 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 75 60 209 185 44 245 195 68 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 89 86 98 97 96 98 cM capacity (veh/h) 1525 1544 701 694 1027 612 685 995 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 66 102 189 62 Volume Left 6 28 75 17 Volume Right 32 13 20 16 cSH 1525 1544 721 720 Volume to Capacity 0.00 0.02 0.26 0.09 Queue Length 95th (ft) 0 1 26 7 Control Delay (s) 0.7 2.1 11.8 10.5 Lane LOS A A BB Approach Delay (s) 0.7 2.1 11.8 10.5 Approach LOS B B Intersection Summary Average Delay 7.5 Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\SynchrolExisting Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 110: NE 39th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations rt r Sign Control Stop Stop Stop Stop Volume (vph) 16 59 32 33 144 25 32 93 23 16 43 18 Peak Hour -Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 18 68 37 38 166 29 37 107 26 18 49 21 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 123 232 170 89 Volume Left (vph) 18 38 37 18 Volume Right (vph) 37 29 26 21 Hadj (s) -0.12 -0.01 -0.02 -0.06 Departure Headway (s) 4.7 4.7 4.9 4.9 Degree Utilization, x 0.16 0.30 0.23 0.12 Capacity (veh/h) 700 720 688 662 Control Delay (s) 8.7 9.8 9.3 8.6 Approach Delay (s) 8.7 9.8 9.3 8.6 Approach LOS A A A A Intersection Summary Delay 9.3 HCM Level of Service A Intersection Capacity Utilization 32.6% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\SynchrolExisting Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 111: NE 38th St & NE 1st Ave PM Peak Hour 'IF 1r t 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 1 4 8 12 43 33 13 114 9 20 64 15 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 1 5 9 14 49 38 15 130 10 23 73 17 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 650 pX, platoon unblocked vC, conflicting volume 86 14 160 125 9 181 111 68 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 86 14 160 125 9 181 111 68 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 98 83 99 97 91 98 cM capacity (veh/h) 1510 1605 730 758 1073 667 772 996 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 15 100 155 113 Volume Left 1 14 15 23 Volume Right 9 38 10 17 cSH 1510 1605 770 774 Volume to Capacity 0.00 0.01 0.20 0.15 Queue Length 95th (ft) 0 1 19 13 Control Delay (s) 0.6 1.0 10.8 10.4 Lane LOS A A BB Approach Delay (s) 0.6 1.0 10.8 10.4 Approach LOS B B Intersection Summary Average Delay 7.8 Intersection Capacity Utilization 24.0% ICU Level of Service A Analysis Period (min) 15 FTL TPT01043.505000-Miami Design District\SynchrolExisting Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 112: NE 36th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 04. 111 Vt. 1'i, 44 Volume (veh/h) 51 575 64 190 643 20 46 50 120 16 11 48 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 52 587 65 194 656 20 47 51 122 16 11 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 650 806 pX, platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95 vC, conflicting volume 677 652 1494 1788 326 1599 1810 338 vC1, stage 1 conf vol 723 723 1054 1054 vC2, stage 2 conf vol 770 1064 545 756 vCu, unblocked vol 677 535 1419 1727 193 1530 1751 338 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 94 80 74 71 84 88 93 93 cM capacity (veh/h) 911 980 184 173 777 139 171 658 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 52 391 261 194 437 239 220 77 Volume Left 52 0 0 194 0 0 47 16 Volume Right 0 0 65 0 0 20 122 49 cSH 911 1700 1700 980 1700 1700 311 297 Volume to Capacity 0.06 0.23 0.15 0.20 0.26 0.14 0.71 0.26 Queue Length 95th (ft) 5 0 0 18 0 0 126 25 Control Delay (s) 9.2 0.0 0.0 9.6 0.0 0.0 40.3 21.3 Lane LOS A A E C Approach Delay (s) 0.7 2.1 40.3 21.3 Approach LOS E C Intersection Summary Average Delay 6.9 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 FTL_TPT01043505000-Miami_Design District\SynchrolExisting Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 113: NE 42nd St & NE 2nd Ave PM Peak Hour 1-- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations its Volume (veh/h) 4 0 13 12 0 2 36 371 18 1 211 8 Sign Control Stop Stop Free Free Grade - 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 4 0 14 13 0 2 40 408 20 1 232 9 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 768 pX, platoon unblocked vC, conflicting volume 727 745 236 749 740 418 241 427 vC1, stage 1 conf vol 238 238 497 497 vC2, stage 2 conf vol 489 507 253 243 vCu, unblocked vol 727 745 236 749 740 418 241 427 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 98 97 100 100 97 100 cM capacity (veh/h) 500 483 803 487 482 635 1326 1132 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 19 15 40 427 242 Volume Left 4 13 40 0 1 Volume Right 14 2 0 20 9 cSH 703 504 1326 1700 1132 Volume to Capacity 0.03 0.03 0.03 0.25 0.00 Queue Length 95th (ft) 2 2 2 0 0 Control Delay (s) 10.3 12.4 7.8 0.0 0.0 Lane LOS B B A A Approach Delay (s) 10.3 12.4 0.7 0.0 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 38.0% Analysis Period (min) 15 ICU Level of Service FTL_TPT01043505000-Miami Design District\SynchrolExisting Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 114: NE 41st St & NE 2nd Ave PM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 4 II - Volume (veh/h) 14 25 33 410 232 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 14 26 34 423 239 6 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 534 pX, platoon unblocked 0.95 vC, conflicting volume 733 242 245 vC1, stage 1 conf vol 242 vC2, stage 2 conf vol 491 vCu, unblocked vol 697 242 245 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 97 97 97 cM capacity (veh/h) 554 797 1321 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 40 457 245 Volume Left 14 34 0 Volume Right 26 0 6 cSH 688 1321 1700 Volume to Capacity 0.06 0.03 0.14 Queue Length 95th (ft) 5 2 0 Control Delay (s) 10.6 0.8 0.0 Lane LOS B A Approach Delay (s) 10.6 0.8 0.0 Approach LOS B Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15 FTL_-T-PTO1043505000-Miami Design District\Synchro\Existing Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 115: NE 40th St & NE 2nd Ave PM Peak Hour t 4, Movement EBL EBR NBL NBT SBT SBR Lane Configurations 4 Volume (veh/h) 14 45 49 427 265 16 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 15 47 52 449 279 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 258 pX, platoon unblocked 0.92 vC, conflicting volume 840 287 296 vC1, stage 1 conf vol 287 vC2, stage 2 conf vol 553 vCu, unblocked vol 781 287 296 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 97 94 96 cM capacity (veh/h) 506 752 1266 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 62 501 296 Volume Left 15 52 0 Volume Right 47 0 17 cSH 674 1266 1700 Volume to Capacity 0.09 0.04 0.17 Queue Length 95th (ft) 8 3 0 Control Delay (s) 10.9 1.2 0.0 Lane LOS B A Approach Delay (s) 10.9 1.2 0.0 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15 FTL TPT01043505000-Miami Design District\Synchro\Existing Conditions HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions 117: NE 38th St & NE 2nd Ave PM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 51 12 20 336 282 33 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 54 13 21 354 297 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 498 310 pX, platoon unblocked 0.89 vC, conflicting volume 710 166 332 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 612 166 332 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 86 99 98 cM capacity (veh/h) 372 849 1225 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 66 375 198 134 Volume Left 54 21 0 0 Volume Right 13 0 0 35 cSH 416 1225 1700 1700 Volume to Capacity 0.16 0.02 0.12 0.08 Queue Length 95th (ft) 14 1 0 0 Control Delay (s) 15.3 0.6 0.0 0.0 Lane LOS C A Approach Delay (s) 15.3 0.6 0.0 Approach LOS C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 F--TL—_TPTO1043505000-Miami_ Design District\Synch.rolExisting Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 104: NE 39th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 .. '11 11' ' Volume (vph) 26 18 114 89 40 62 13 928 54 32 496 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.96 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1599 1731 1770 3504 1770 3512 Flt Permitted 0.58 1.00 0.76 0.43 1.00 0.23 1.00 Satd. Flow (perm) 1087 1599 1340 808 3504 429 3512 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 28 19 123 96 43 67 14 998 58 34 533 24 RTOR Reduction (vph) 0 95 0 0 19 0 0 7 0 0 5 0 Lane Group Flow (vph) 28 47 0 0 187 0 14 1049 0 34 552 0 Confl. Peds. (#/hr) 3 5 6 3 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 18.5 18.5 18.5 52.9 52.9 52.9 52.9 Effective Green, g (s) 18.5 18.5 18.5 52.9 52.9 52.9 52.9 Actuated g/C Ratio 0.23 0.23 0.23 0.66 0.66 0.66 0.66 Clearance Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 251 370 310 534 2317 284 2322 v/s Ratio Prot 0.03 c0.30 0.16 v/s Ratio Perm 0.03 c0.14 0.02 0.08 v/c Ratio 0.11 0.13 0.60 0.03 0.45 0.12 0.24 Uniform Delay, d1 24.3 24.4 27.5 4.7 6.6 5.0 5.4 Progression Factor 1.00 1.00 1.00 1.36 1.50 1.00 1.00 Incremental Delay, d2 0.1 0.1 2.8 0.1 0.6 0.9 0.2 Delay (s) 24.4 24.5 30.2 6.4 10.5 5.8 5.7 Level of Service C C C A B A A Approach Delay (s) 24.5 30.2 10.4 5.7 Approach LOS C C B A Intersection Summary HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.6 Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design District\Synchro\Existing Conditions HCM Signalized Intersection Capacity Analysis 105: NE 38th St & N Miami Ave 2011 Existing Conditions PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t Volume (vph) 0 0 0 1 57 11 389 972 1 0 287 400 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 5.0 3.0 5.0 5.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 0.91 Flt Protected 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1813 1770 3539 3205 Flt Permitted 1.00 0.36 1.00 1.00 Satd. Flow (perm) 1813 666 3539 3205 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 1 59 11 405 1012 1 0 299 417 RTOR Reduction (vph) 0 0 0 0 5 0 0 0 0 0 92 0 Lane Group Flow (vph) 0 0 0 0 66 0 405 1013 0 0 624 0 Confl. Peds. (#/hr) 5 1 3 Turn Type Perm pm+pt Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G (s) 10.9 139.1 139.1 124.7 Effective Green, g (s) 10.9 139.1 139.1 124.7 Actuated g/C Ratio 0.07 0.87 0.87 0.78 Clearance Time (s) 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 3.0 1.0 1.0 Lane Grp Cap (vph) 124 658 3077 2498 v/s Ratio Prot c0.04 0.29 0.19 v/s Ratio Perm 0.04 c0.49 v/c Ratio 0.54 0.62 0.33 0.25 Uniform Delay, d1 72.1 2.2 1.9 4.8 Progression Factor 1.00 3.28 0.20 1.32 Incremental Delay, d2 3.4 1.5 0.2 0.2 Delay (s) 75.5 8.6 0.6 6.6 Level of Service E A A A Approach Delay (s) 0.0 75.5 2.9 6.6 Approach LOS A E A A Intersection Summary HCM Average Control Delay 6.4 HCM Level of Service A HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group FTL-_TPT01043505000-Miami Design District\Syn.chrolExisting Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 106: NE 36th St & N Miami Ave PM Peak Hour I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ' I 114, Volume (vph) 126 425 58 145 345 128 57 530 155 87 347 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.96 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3471 1770 1863 1558 1770 3539 1527 1770 3440 Fit Permitted 0.48 1.00 0.42 1.00 1.00 0.50 1.00 1.00 0.15 1.00 Satd. Flow (perm) 899 3471 788 1863 1558 933 3539 1527 282 3440 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 131 443 60 151 359 133 59 552 161 91 361 70 RTOR Reduction (vph) 0 4 0 0 0 55 0 0 129 0 16 0 Lane Group Flow (vph) 131 499 0 151 359 78 59 552 32 91 415 0 Confl. Peds. (#/hr) 1 8 16 2 Turn Type pm+pt pm+pt Perm Perm Perm pm+pt Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 101.5 92.5 104.3 93.9 93.9 31.8 31.8 31.8 45.2 45.2 Effective Green, g (s) 101.5 92.5 104.3 93.9 93.9 31.8 31.8 31.8 45.2 45.2 Actuated g/C Ratio 0.63 0.58 0.65 0.59 0.59 0.20 0.20 0.20 0.28 0.28 Clearance Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.0 1.0 2.0 1.0 1.0 2.5 2.5 2.5 2.0 2.5 Lane Grp Cap (vph) 619 2007 578 1093 914 185 703 303 176 972 v/s Ratio Prot 0.01 0.14 c0.02 c0.19 c0.16 c0.03 0.12 v/s Ratio Perm 0.12 0.15 0.05 0.06 0.02 0.11 v/c Ratio 0.21 0.25 0.26 0.33 0.09 0.32 0.79 0.11 0.52 0.43 Uniform Delay, d1 12.0 16.6 10.9 16.9 14.4 54.8 60.9 52.5 45.3 46.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.34 1.02 Incremental Delay, d2 0.1 0.3 0.1 0.8 0.2 0.7 5.6 0.1 1.1 0.2 Delay (s) 12.0 16.9 11.0 17.7 14.6 55.6 66.4 52.6 61.7 48.0 Level of Service B B B B B E E D E D Approach Delay (s) 15.9 15.5 62.7 50.4 Approach LOS B B E D Intersection Summary HCM Average Control Delay 36.9 HCM Level of Service D HCM Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.7 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami_Design DstrictlSynchrolExisting Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 116: NE 39th St & NE 2nd Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations TT) 414 Volume (vph) 7 42 29 39 131 111 30 338 32 38 238 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 Frpb, ped/bikes 0.98 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.95 0.95 0.99 0.99 Flt Protected 1.00 0.99 1.00 0.99 Satd. Flow (prot) 1730 1692 1828 3455 Fit Permitted 0.97 0.95 0.96 0.87 Satd. Flow (perm) 1692 1616 1761 3037 Peak -hour factor, 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 (vph) 7 44 31 41 138 117 32 356 34 40 251 31 RTOR Reduction (vph) 0 24 0 0 29 0 0 3 0 0 7 0 Lane Group Flow (vph) 0 58 0 0 267 0 0 419 0 0 315 0 Confl. Peds. (#/hr) 21 25 13 6 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 19,6 19.6 62.2 62.2 Effective Green, g (s) 19.6 19.6 62.2 62.2 Actuated g/C Ratio 0.22 0.22 0.69 0.69 Clearance Time (s) 4.2 4.2 4.0 4.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 368 352 1217 2099 v/s Ratio Prot v/s Ratio Perm 0.03 c0.17 c0.24 0.10 v/c Ratio 0.16 0.76 0.34 0.15 Uniform Delay, d1 28.5 33.0 5.6 4.8 Progression Factor 1.00 1.62 0.80 1.00 Incremental Delay, d2 0.1 8.0 0.7 0.2 Delay (s) 28.7 61.4 5.2 4.9 Level of Service C E A A Approach Delay (s) 28.7 61.4 5.2 4.9 Approach LOS C E A A Intersection Summary HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.2 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group FTL_TPT0104350500.0-Miami- Design District\SynchrolExisting Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 118: NE 36th St & Federal Hwy PM Peak Hour Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR NBR2 SBL2 Lane Configurations 1 if'r-., `IF 41' Volume (vph) 62 148 501 102 476 53 32 141 217 339 90 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.6 6.6 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frt 1.00 0.97 0.98 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1770 3449 3459 1827 1583 Flt Permitted 0.13 1.00 1.00 0.98 1.00 Satd. Flow (perm) 242 3449 3459 1827 1583 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 63 151 511 104 486 54 33 144 221 346 92 9 RTOR Reduction (vph) 0 0 10 0 2 0 0 0 0 5 0 0 Lane Group Flow (vph) 0 214 605 0 571 0 0 0 365 433 0 0 Turn Type pm+pt pm+pt custom custom Perm Protected Phases 5 5 2 6 8 8 8 Permitted Phases 2 2 8 8 8 4 Actuated Green, G (s) 54.6 54.6 33.8 62.4 62.4 Effective Green, g (s) 54.6 54.6 33.8 62.4 62.4 Actuated g/C Ratio 0.30 0.30 0.19 0.35 0.35 Clearance Time (s) 3.0 6.6 6.6 4.0 4.0 Vehicle Extension (s) 2.0 1.0 1.0 3.0 3.0 Lane Grp Cap (vph) 225 1046 650 633 549 v/s Ratio Prot c0.09 0.18 0.16 0.20 c0.27 v/s Ratio Perm c0.19 vlc Ratio 0.95 0.58 0.88 0.58 0.79 Uniform Delay, d1 52.2 53.0 71.1 48.0 52.9 Progression Factor 1.00 1.00 0.74 1.00 1.00 Incremental Delay, d2 45.9 2.3 14.9 1.3 7.4 Delay (s) 98.1 55.3 67.2 49.3 60.3 Level of Service F E E D E Approach Delay (s) 66.3 67.2 55.3 Approach LOS E E E Intersection Summary HCM Average Control Delay 66.9 HCM Level of Service E HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group FTL TPT01043505000-Miami Design District\Synchro\Existing Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 118: NE 36th St & Federal Hwy PM Peak Hour Movement SBL SBT SBR SWL2 SWL SWR SWR2 Lane Configurations €r Volume (vph) 79 128 79 69 197 119 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 0.95 1.00 Satd. Flow (prot) 3469 1583 1770 1770 1583 Flt Permitted 0.98 1.00 0.95 0.95 1.00 Satd. Flow (perm) 3469 1583 1770 1770 1583 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 81 131 81 70 201 121 1 RTOR Reduction (vph) 0 0 45 0 0 0 0 Lane Group Flow (vph) 0 221 36 70 201 122 0 Turn Type Split pt+ov Split Perm Protected Phases 4 4 4 5 3 3 Permitted Phases 3 Actuated Green, G (s) 16.3 34.1 26.1 26.1 26.1 Effective Green, g (s) 16.3 34.1 26.1 26.1 26.1 Actuated g/C Ratio 0.09 0.19 0.15 0.15 0.15 Clearance Time (s) 5.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 314 300 257 257 230 v/s Ratio Prot c0.06 0.02 0.04 c0.11 v/s Ratio Perm 0.08 v/c Ratio 0.70 0.12 0.27 0.78 0.53 Uniform Delay, d1 79.5 60.5 68.5 74.2 71.3 Progression Factor 1.05 1.33 0.93 0.94 0.94 Incremental Delay, d2 6.4 0.1 0.4 13.8 1.8 Delay (s) 89.9 80.5 64.1 83.8 68.6 Level of Service F F E F E Approach Delay (s) 87.4 75.6 Approach LOS F E Intersection Summary FTL_TPT0104350500.0-Miami Design District\SynchrolExisting Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 119: NE 39th St & Federal Hwy PM Peak Hour 4 t 4' Movement EBL2 EBL EBR WBL WBT WBR NBL NBT SBL2 SBT SBR Lane Configurations t Volume (vph) 92 6 34 53 169 34 28 549 2 252 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, pedlbikes 1.00 1.00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.98 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1802 1858 3391 Flt Permitted 0.95 1.00 0.95 1.00 0.97 0.95 Satd. Flow (perm) 1770 1583 1770 1802 1810 3233 Peak -hour factor, PHF 0.94 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.92 0.94 0.94 Adj. Flow (vph) 98 7 36 56 180 36 30 584 2 268 79 RTOR Reduction (vph) 0 0 32 0 0 0 0 0 0 21 0 Lane Group Flow (vph) 0 105 4 56 216 0 0 614 0 328 0 Conti. Peds. (#/hr) 10 6 Turn Type Prot custom custom Split Perm Perm Protected Phases 4 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Actuated Green, G (s) 9.0 9.0 15.5 15.5 51.5 51.5 Effective Green, g (s) 9.0 9.0 15.5 15.5 51.5 51.5 Actuated g/C Ratio 0.10 0.10 0.17 0.17 0.57 0.57 Clearance Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Vehicle Extension (s) 2.5 2.5 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 177 158 305 310 1036 1850 v/s Ratio Prot c0.06 0.00 0.03 c0.12 v/s Ratio Perm c0.34 0.10 v/c Ratio 0.59 0.02 0.18 0.70 0.59 0.18 Uniform Delay, d1 38.7 36.5 31.8 35.0 12.5 9.2 Progression Factor 0.89 0.87 0.85 0.85 1.00 1.00 Incremental Delay, d2 4.4 0.0 0.2 5.9 1.8 0.2 Delay (s) 38.9 31.8 27.3 35.6 14.2 9.4 Level of Service DCCD B A Approach Delay (s) 33.9 14.2 9.4 Approach LOS C B A Intersection Summary HCM Average Control Delay 19.2 HCM Level of Service B HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design District\SynchrolExisting Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 120: NE 38th St & Biscayne Blvd PM Peak Hour '` --I► " 'fir , 44- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' €111' ' Volume (vph) 0 0 0 378 139 544 40 966 282 340 920 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1559 1770 3419 1770 3493 Flt Permitted 0.95 1.00 1.00 0.28 1.00 0.09 1.00 Satd. Flow (perm) 1770 1863 1559 518 3419 176 3493 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 390 143 561 41 996 291 351 948 82 RTOR Reduction (vph) 0 0 0 0 0 303 0 29 0 0 7 0 Lane Group Flow (vph) 0 0 0 390 143 258 41 1258 0 351 1023 0 Confl. Peds. (#/hr) 6 3 3 Turn Type Perm Perm Perm pm+pt Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Actuated Green, G (s) 21.9 21.9 21.9 39.4 39.4 58.8 58.8 Effective Green, g (s) 21.9 21.9 21.9 39.4 39.4 58.8 58.8 Actuated g/C Ratio 0.24 0.24 0.24 0.44 0.44 0.65 0.65 Clearance Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 Lane Grp Cap (vph) 431 453 379 227 1497 405 2282 v/s Ratio Prot 0.08 0.37 c0.16 0.29 v/s Ratio Perm c0.22 0.17 0.08 c0.41 v/c Ratio 0.90 0.32 0.68 0.18 0.84 0.87 0.45 Uniform Delay, d1 33.0 27.9 30.9 15.4 22.5 24.9 7.6 Progression Factor 1.00 1.00 1.00 1.42 2.40 1.00 1.00 Incremental Delay, d2 22.0 0.3 4.4 1.1 3.8 16.9 0.6 Delay (s) 55.1 28.2 35.2 23.0 57.8 41.8 8.3 Level of Service ECDCE D A Approach Delay (s) 0.0 41.4 56.8 16.8 Approach LOS A D E B Intersection Summary HCM Average Control Delay 37.8 HCM Level of Service D HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 7.6 Intersection Capacity Utilization 86.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design District\SyrrchrolExisting Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 121: NE 36th St & Biscayne Blvd PM Peak Hour f Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 + ' " e 1 4, r Volume (vph) 196 378 162 165 221 296 85 762 179 334 725 227 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 4.8 Lane Util. Factor . 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.96 1.00 1.00 0.93 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (Prot) 1770 1863 1485 1681 1763 1518 1770 3539 1474 1770 1863 1481 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.14 1.00 1.00 0.09 1.00 1.00 Satd. Flow (perm) 1770 1863 1485 1681 1763 1518 254 3539 1474 172 1863 1481 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 202 390 167 170 228 305 88 786 185 344 747 234 RTOR Reduction (vph) 0 0 97 0 0 250 0 0 109 0 0 49 Lane Group Flow (vph) 202 390 70 153 245 55 88 786 76 344 747 185 Confl. Peds. (#/hr) 19 10 10 18 Turn Type Split Perm Split Perm pm+pt Perm pm+pt Perm Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 40.5 40.5 40.5 32.4 32.4 32.4 49.4 40.2 40.2 92.5 80.3 80.3 Effective Green, g (s) 40.5 40.5 40.5 32.4 32.4 32.4 49.4 40.2 40.2 92.5 80.3 80.3 Actuated g/C Ratio 0.22 0.22 0.22 0.18 0.18 0.18 0.27 0.22 0.22 0.51 0.45 0.45 Clearance Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 4.8 Vehicle Extension (s) 2.0 2.0 2.0 3.5 3.5 3.5 2.0 1.0 1.0 3.0 1.0 1.0 Lane Grp Cap (vph) 398 419 334 303 317 273 147 790 329 526 831 661 v/s Ratio Prot 0.11 c0.21 0.09 c0.14 0.03 c0.22 c0.18 c0.40 v/s Ratio Perm 0.05 0.04 0.13 0.05 0.16 0.12 v/c Ratio 0.51 0.93 0.21 0.50 0.77 0.20 0.60 0.99 0.23 0.65 0.90 0.28 Uniform Delay, dl 61.0 68.4 56.7 66.6 70.3 62.8 52.0 69.8 57.3 44.7 46.1 31.5 Progression Factor 1.20 1.19 2.38 1.00 1.00 1.00 1.00 1.00 1.00 0.92 1.07 1.12 Incremental Delay, d2 4.1 27.4 1.3 1.6 11.4 0.4 4.3 30.5 0.1 2.4 10.4 0.1 Delay (s) 77.6 108.8 136.1 68.1 81.7 63.2 56.3 100.3 57.4 43.4 59.6 35.3 Level of Service E F F E F EEF E D E D Approach Delay (s) 106.5 70.7 89.2 51.1 Approach LOS F E F D Intersection Summary HCM Average Control Delay 76.1 HCM Level of Service E HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 22.4 Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design District\Synchro\Existing Conditions HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions 122: 195 Off Ramp & N Miami Ave PM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 1 riut '' Volume (vph) 589 218 0 784 288 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.4 4.4 Lane Util. Factor 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 3539 3539 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 3539 3539 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 614 227 0 817 300 0 RTOR Reduction (vph) 0 73 0 0 0 0 Lane Group Flow (vph) 614 154 0 817 300 0 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 4 Actuated Green, G (s) 69.7 69.7 80.9 80.9 Effective Green, g (s) 69.7 69.7 80.9 80.9 Actuated g/C Ratio 0.44 0.44 0.51 0.51 Clearance Time (s) 5.0 5.0 4.4 4.4 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 771 690 1789 1789 v/s Ratio Prot c0.35 c0.23 0.08 v/s Ratio Perm 0.10 v/c Ratio 0.80 0.22 0.46 0.17 Uniform Delay, d1 39.0 28.2 25.4 21.4 Progression Factor 1.00 1.00 0.84 0.90 Incremental Delay, d2 5.5 0.1 0.8 0.2 Delay (s) 44.6 28.3 22.3 19.4 Level of Service D C C B Approach Delay (s) 40.2 22.3 19.4 Approach LOS D C B Intersection Summary HCM Average Control Delay 29.5 HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 160.0 Intersection Capacity Utilization 62.1 % Analysis Period (min) 15 c Critical Lane Group HCM Level of Service Sum of lost time (s) ICU Level of Service C 9.4 B FTL_TPT0104350.5000-Miami Design District\SynchrolExisting Conditions Timings 2011 Existing Conditions 104: NE 39th St & N Miami Ave PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 1 t. Volume (vph) 26 18 89 40 13 928 32 496 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.5 26.5 26.5 26.5 22.5 22.5 22.5 22.5 Total Split (s) 15.9 15.9 15.9 15.9 64.1 64.1 64.1 64.1 Total Split (%) 19.9% 19.9% 19.9% 19.9% 80.1% 80.1% 80.1% 80.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 71 (89%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 104: NE 39th St & N Miami Ave ►�2 _ II 04 4 ,. es 'V m8 - l FTL TPT01043505000-Miami Design District\SynchrolExisting Conditions Timings 2011 Existing Conditions 105: NE 38th St & N Miami Ave PM Peak Hour 41-- t Lane Group WBT NBL NBT SBT Lane Configurations 1 Volume (vph) 57 389 972 287 Turn Type pm+pt Protected Phases 8 5 2 6 Permitted Phases 2 Detector Phase 8 5 2 6 Switch Phase Minimum Initial (s) 7.0 5.0 12.0 12.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 28.0 19.0 132.0 113.0 Total Split (%) 17.5% 11.9% 82.5% 70.6% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 121 (76%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 105: NE 38th St & N Miami Ave `I 02 l m5 * aS m8 _ FTL_TPT01043505000-Miami Design District\Synchro\Existing Conditions Timings 2011 Existing Conditions 106: NE 36th St & N Miami Ave PM Peak Hour Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase 126 425 145 345 128 57 530 155 87 347 pm+pt pm+pt Perm Perm Perm pm+pt 7 4 3 8 2 1 6 4 8 8 2 2 6 7 4 3 8 8 2 2 2 1 6 Minimum Initial (s) 5.0 12.0 5.0 12.0 12.0 12.0 12.0 12.0 5.0 12.0 Minimum Split (s) 8.0 20.5 8.0 20.5 20.5 20.7 20.7 20.7 8.0 20.7 Total Split (s) 13.1 54.2 13.1 54.2 54.2 81.7 81.7 81.7 11.0 92.7 Total Split (%) 8.2% 33.9% 8.2% 33.9% 33.9% 51.1% 51.1% 51.1% 6.9% 57.9% Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.2 0.0 0.2 0.2 0.7 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min C-Min Min Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 106: NE 36th St & N Miami Ave 01 m 1r 03 "0" 04 06 07 q 08 FTL_TPT01043505000-Miami Design District\Synchro\Existing Conditions Timings 2011 Existing Conditions 116: NE 39th St & NE 2nd Ave PM Peak Hour - t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 3 4T4 Volume (vph) 7 42 39 131 30 338 38 238 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.2 22.2 22.2 22.2 22.0 22.0 22.0 22.0 Total Split (s) 31.1 31.1 31.1 31.1 58.9 58.9 58.9 58.9 Total Split (%) 34.6% 34.6% 34.6% 34,6% 65.4% 65.4% 65.4% 65.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.2 4.2 4.2 4.2 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 (89%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 116: NE 39th St & NE 2nd Ave t 02 " 04 m6 m8 FTL_TPT01043505000-Miami Design D.istrict\SynchrolExisting Conditions Timings 2011 Existing Conditions 118: NE 36th St & Federal Hwy PM Peak Hour .)* r kvkir if 4/ c Lane Group EBL2 EBL EBT WBT NBT NBR SBL2 SBL SBT SBR SWL2 SWL Lane Configurations +IA, 4 g 4.11 r 1 11 Volume (vph) 62 148 501 476 217 339 9 79 128 79 69 197 Turn Type pm+pt pm+pt custom Perm Split pt+ov Split Protected Phases 5 5 2 6 8 8 4 4 4 5 3 3 Permitted Phases 2 2 8 8 4 Detector Phase 5 5 2 6 8 8 4 4 4 4 3 3 Switch Phase 5 Minimum Initial (s) 5.0 5.0 7.0 7.0 4.0 4.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 20.0 20.0 26.6 26.6 20.0 20.0 23.5 23.5 23.5 20.5 20.5 Total Split (s) 21.2 21.2 75.6 54.8 44.8 44.8 31.7 31.7 31.7 52.9 27.5 27.5 Total Split (%) 11.8% 11.8% 42.0% 30.4% 24.9% 24.9% 17.6% 17.6% 17.6% 29.4% 15.3% 15.3% Yellow Time (s) 3.0 3.0 4.0 4.0 3.5 3.5 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 2.6 2.6 0.5 0.5 1.5 1.5 1.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 3.0 6.6 6.6 4.0 4.0 5.5 5.5 5.5 5.5 4.5 4.5 Lead/Lag Lead Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None None Min Min Min Min Min Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 37 (21 %), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 125 Control Type: Actuated -Coordinated Splits and Phases: 118: NE 36th St & Federal Hwy -�' 02 44. 03 04 4,or 8 05 06 ilfC �' 1 FTL_TPT01043505000-Miami Design District\SynchrolExisting Conditions Timings 2011 Existing Conditions 118: NE 36th St & Federal Hwy PM Peak Hour Lane Group SWR Laneonfigurations Volume (vph) 119 Turn Type Perm Protected Phases Permitted Phases 3 Detector Phase 3 Switch Phase Minimum Initial (s) 7.0 Minimum Split (s) 20.5 Total Split (s) 27.5 Total Split (%) 15.3% Yellow Time (s) 4.0 All -Red Time (s) 0.5 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lead Lead -Lag Optimize? Yes Recall Mode Min Intersection Summary FTL_TPT01043505000-Miami Design District\SynchrolExisting Conditions Timings 2011 Existing Conditions 119: NE 39th St & Federal Hwy PM Peak Hour t Lane Group EBL EBR WBL WBT NBL NBT SBL2 SBT Lane Configurations N r I It. 4' 'i' Volume (vph) 6 34 53 169 28 549 2 252 Turn Type custom custom Split Perm Perm Protected Phases 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.8 22.8 22.8 22.8 Total Split (s) 24.0 24.0 25.0 25.0 41.0 41.0 41.0 41.0 Total Split (%) 26.7% 26.7% 27.8% 27.8% 45.6% 45.6% 45.6% 45.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.6 0.8 0.8 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 4.8 4.8 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 66 (73%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 119: NE 39th St & Federal Hwy 02 m4 6 1 A 1 FTL_TPT01043505000-Miami Design District\Synchro\Existing Conditions Timings 2011 Existing Conditions 120: NE 38th St & Biscayne Blvd PM Peak Hour t Lane Group WBL WBT WBR NBL NBT SBL SBT Lane Configurations 1 I ill. Volume (vph) 378 139 544 40 966 340 920 Turn Type Perm Perm Perm pm+pt Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 15.0 15.0 5.0 15.0 Minimum Split (s) 26.6 26.6 26.6 20.7 20.7 8.0 20.7 Total Split (s) 27.0 27.0 27.0 41.0 41.0 22.0 63.0 Total Split (%) 30.0% 30.0% 30.0% 45.6% 45.6% 24.4% 70.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 51 (57%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 120: NE 38th St & Biscayne Blvd 01 li 02 t> 06 . 08 {o] ,, 1 r' j 1 FTL_TPT0104350500.0-.Miami_ Design DistricttSynchrolExisting Conditions Timings 2011 Existing Conditions 121: NE 36th St & Biscayne Blvd PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 €r vi 4' r ' ++ r Volume (vph) 196 378 162 165 221 296 85 762 179 334 725 227 Turn Type Split Perm Split Perm pm+pt Perm pm+pt Perm Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 24.8 24.8 24.8 23.0 23.0 23.0 8..0 22.8 22.8 8.0 22.8 22.8 Total Split (s) 49.0 49.0 49.0 68.0 68.0 68.0 18.0 45.0 45.0 18.0 45.0 45.0 Total Split (%) 27.2% 27.2% 27.2% 37.8% 37.8% 37.8% 10.0% 25.0% 25.0% 10.0% 25.0% 25.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Min Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 124 (69%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Splits and Phases: 121: NE 36th St & Biscayne Blvd 01 At m2 " 'T 04 08 05 08 FTL TPT01043505000-Miami Design DistrictlSynchrolExisting Conditions Timings 2011 Existing Conditions 122: 195 Off Ramp & N Miami Ave PM Peak Hour t Lane Group EBL EBR NBT SBT Lane Configurations F 14 fit Volume (vph) 589 218 784 288 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 4 Detector Phase 4 4 2 6 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 Minimum Split (s) 21.0 21.0 20.5 20.5 Total Split (s) 52.8 52.8 107.2 107.2 Total Split (%) 33.0% 33.0% 67.0% 67.0% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 0.4 0.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.4 4.4 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 107 (67%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 122: 195 Off Ramp & N Miami Ave 1 02 fr 04 peg c , x_. 9 I '.�' Imo �`µlf �+ II I FTL_TPT01043505000-Miami-Design District\SynchrolExisting Conditions Miami -Dade County Public Works Department Existing Timing Plan Print Date: 8/12/2011 TOD r 'dule Report for 2059: N Miami Av&N 39 St Print Time: 2:46 AM Asset 2059 PII1 TOD TOD Active Active Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum N Miami Av&N 39 St DOW 6 N/A 0 0 N/A 0 Max 0 Splits PII2 PH3 PH4 PH5 PH PH PH SBT WBT NBT EBT 0 0 0 y Active Phase Bank: Phase B F 0 0 0 0 Phase' Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase. Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 1 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 40 - 25 - 40 0 - 25 - 40 4 0.1 3- 0,. - 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 23 - 7 44 - 23 - 30 4 0.5 5 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 40 - 25 - 40 0 - 25 - 40 4 0.1 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 7 - 7 - 7 15- 15 - 15 7 - 7 - 7 2.5-2.5-2.5 10- 23 - 7 44 - 23 - 30 4 0.5 Last In Service Date: unknown Permitted Phases 12345678 Default-2-4-6-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 li e Green Time Current: 1 2 3 4 5 6 7 8 TOI Schedule Plan Cycle Ring Offset Offset - SBT - WBT - NBT - EBT n 80 0 56 0 15 0 56 0 15 0 36 3 120 0 91 0 20 0 91 0 20 0 82 5 140 0 116 0 15 0 116 0 15 0 53 6 150 0 127 0 15 0 127 0 15 0 72 7 105 0 65 0 31 0 65 0 31 0 10 8 90 0 57 0 24 0 57 0 24 0 62 9 80 0 60 - 0 11 0 60 0 11 0 5 10 115 0 82 0 24 0 82 0 24 0 45 11 105 0 51 0 45 0 51 0 45 0 11 12 80 0 60 0 11 0 60 0 11 0 71 13 100 0 67 0 24 0 67 0 24 0 84 14 90 0 57 0 24 0 57 0 24 0 62 15 105 0 70 0 26 0 70 0 26 0 49 16 90 0 57 0 24 0 57 0 24 0 45 17 90 0 57 0 24 0 57 0 24 0 62 18 120 0 80 0 31 0 80 0 31 0 40 19 90 0 57 0 24 0 57 0 24 0 80 20 100 0 80 0 11 0 80 0 11 0 71 21 90 0 57 0 24 0 57 0 24 0 62 22 80 0 60 0 11 0 60 0 11 0 55 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS Local TOD Schedule Time 0000 0000 0600 0900 1200 1200 1700 2000 2000 2200 Plan 1 19 3 5 9 20 12 13 22 14 DOW M T W Th F Su S M T W Th F M T W Th F M T W Th F Su S M T W Th F M T W Th F Su S M T W Th F Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Pagt_ .if 2 010101 3-SECII166VArrIC SIGNAL 12' YR L.ENS..6 FILTEMC) 1 asa-a-al 1 3131 915FI AY N 39 ST 676000 OK 651 61402 42.4" ze* P137555144100054 1-370505 1-6AT 0M-1301Ki 1 "Nii!IBta. lee 135 5. 5. 1101Ettea 4 a lO ' M-9" .N MIAMI AY. 64.r =OM WO, AIX Pin) 2 SGNALIZATioN NOTES I. MAIN STREET: NORTH MIAMI AVENUE. MINOR STREET: NE 39TH STREET. 2. CONTROLLER MICROPROCESSOR MODEL 170 T TYPE, ITEM NUMBER 1372-1-1. WREN NO CONFLICT EXISTS WITH THE ADA GUIDELINES, THE CABINET SHALL BE INSTALLED WTI TELCO DOOR FACING NE 39 STREET. 3, FLASHING OPERATION: NORITI MIAMI AVENUE (YELLOW). NE 39 STREET, (RED). 4. LEFT TURN LOOPS SHAU BE 5' X 30. AIL OTHERS 5X 30, MAXIMUM 5 FEET IN ADVANCE OF STOP aki. LOOP MUST BE PLACED CENTERED ON APPLICABLE TRAVEL LINE 5. BELLSOUTH SERVICE POINT PER 1.419. STEVE MA.SSIE PHONE (105) 51.3-3592. B. FPIL SERVCE POINT PER MR. ICIA MOOGOON PHONE (305) 442-5128. 7. FPed_ AND_UaSOUTEI sEiRma. AllotacNs AS 510W.14 ON THE PLAN, 8, DEMAND WATTAGE FOR THIS INTERSECTION IS 1425 WAITS. 9. 5117AIL OPERAIONAL PLAN TO MA.TCH E00511NC CONDI9(NS. e 165* 00 5. 5-50 900-34) 3' 3 It COST )1.1l710E0 4.))011) / )z-n) IS ES' 44-44 STA 9446170 30.15 LT 617-11-32 400-1-1 (10 1.0 05-7-12 0005) .11 Rir. UNE / / 24).TeL4 51516471 M anus) Ilt.{:x 7155 639-2-13 63,)-2-1 635-1-11 ),")) 6204-2 STA 95+6657 45.90 20 t.F 741 tifil1417 L91.5)91.0 PULL DX 4'1 0 250 _L 1 1611 EASING 190140023 .NCE PONY &06..L 617-11-4 6231-1 635-1-11 465-11 -7- ' 10A.I0014543 37.92 RI 647,1-36 Sik 111d,79..55 31.31 3 69,1.1 .31) 6 1-1):9 (2 al 25 -734 535-1-11 20U) (I EA) 660-2-1111 4040.0516105 SOK IMP. 011).1)0114977)) (I EA) (44+119 Bile UNE NORTH MIAMI AVENUE NE 39 STREET ' 1.3.#3353 /r° • t I NORTH MIAMI AVENUE ANS NE 39 S i iSIGNALIZATION t A99-97-Ca PRO-CONSTRuCNN O. O 9. 909. C... I : ! 19E, OATS DESCRIPSON Print Date: 8/10/20(11 TOD S )dule Report for 6337: l- 195 WB On&N Miami Av&NE 38 St Print Time: 7:07 PM Asset 63347 PH sl NBL 0' Intersection TOD Schedule Op Mode I- 195 WB On&N Miami Av&NE 38 St DOW-4 Plan # Splits PH PH PH PH PH PH PII8 SBT WBT - NBT 0 0 0 0 41y Active Phase Bank: 0 0 0 N/A TOD Active Active Cycle Offset Settinu PhaseSank Maximum 0 0 N/A 0 Max O Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 3 - 2 - 2 10 - 10 - 10 70 - 17 - 17 3 0 2 SBT 0 - 0- 0 0 - 0 - 0 12- 12- 12 1 -1 - 1 25- 25- 25 0 - 25-25 4 1 3 - Q- - 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 25 - 18 - 18 4 1 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- .0 0 0 6 NBT 0 - 0- 0 0 - 0 - 0 12 - 12 - 12 1 -1 - 1 25 - 25 - 25 0 - 25 - 25 4 1 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 -I 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 12-4-6-- External Permit 0 External Permit 1 External Permit 2 Green Time Current 1 2 3 4 5 6 7 8 TOO,; ched,ule Plan Cycle Ring Offset Offset NBL SBT - WBT - NBT - _ it 1 80 12 45 0 10 0 60 0 0 0 31 120 15 77 0 15 0 95 0- 0 0 82 5 140 20 92 0 15 0 115 0 0 0 47 6 130 25 82 0 10 0 110 0 0 0 68 7 105 12 57 0 23 0 72 0 0 0 17 8 100 17 47 0 23 0 67 0 0 0 52 9 160 65 72 0 10 0 140 0 0 0 81 10 115 37 52 0 13 0 92 0 0 0 48 11 105 12 57 0 23 0 72 0 0 0 3 12 160 16 108 0 23 0 127 0 0 0 121 13 120 15 77 0 15 0 95 0 0 0 110 14 100 12 52 0 23 0 67 0 0 0 80 15 105 15 62 0 15 0 80 0 0 0 54 16 90 12 42 0 23 0 57 0 0 0 36 17 90 12 42 0 23 0 57 0 0 0 52 18 120 13- 71 0 23 0 87 0 0 0 25 19 90 15 47 0 15 0 65 0 0 0 82 20 100 15 57 0 15 0 75 0 0 0 74 21 90 12 42 0 23 0 57 0 0 0 52 22 80 12 32 0 23 0 47 0 0 0 52 23 70 13 25 0 19 0 41 0 0 0 2 1 a. 28 160 50 74 0 - 23 0 127 0 0 0 88 11 Current Time of Day Function Time l Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S Local TOD Schedule Time 0000 0000 0000 0600 0900 1200 1200 1700 2000 2000 2200 Plan DOW 9 1 19 3 5 9 20 12 13 22 14 M T W Th F Su S MTWThF M T W Th F M T W Th F Su S M T W Th F M T W Th F Su S M T W Th F Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA SIGNAL HEAD DETAIL (650-51-511 (650-51-511) EJI11III 650-51-311) 700-48-181 SIGNAL OPERATING PLAN cY-C)6 •e ® ID 19 6337 fON RAMP) CONTROLLE5 OPERATION mAjoR s T.: NORTH 111A111 AVE. AINVOR STREET: 7-195, ON AND OFF RAMPS SOP. AS SHONN SIGNAL cOORDINATION PHASE 2- FLA5t.w111 OPERATION TO BE YELLOW ON NORTH MIAMI AVE. RED 011 1-195, OFF AND ON RAMPS. CONTROLLER TMING PLAJ TIMING 1 NTERVAL MINIINM GREEN JNIT/LLI Ex TENS I ON PASSAGE 5A5i5795 GREEN I MAX I MuNi GREEN I I YELLOW ALL RED PEDESTRIAN CLEAR 1/6/03 sss p I 700-48-181 N MIAMI AV 18X 60' I mo-413-13 184 X 48' 1700-48-18 I NOTES: SERIES -C" 8' CAP. LETTERS SERIES 8' CAP. LETTERS NUMERALS I- FINAL SIGNAL TIMING TO BE PROVIDED BY DADE COuNry SLCNAL DIviSiON, 2. LOOP ASSELiBLY 660-2-101 DEVIATES FROM F.D.O.T. STANDARDS AND SHALL BE 6.0' X 30.0' FOR THRU LANES AND 5.0' X 30.0' FOR LEFT TuRNING LANES. 3. MAST ARM POLE LOCATION SHALL BE VERIFIED BY THE CONTRACTOR TO PREVENT DAvAGE TO EXISTING UNDERGROUND UTILITIES, ANY COST 54041 DAMAGED SHALL BE BORNE BY THE CONTRACTOR. 4. THE SPACE BETWEEN LETTERS COULD BE REDUCED IN ORDER TO COMPLY WITH LETTER SIZE AND OVERALLL DIMENS1ON IN THE OVERHEAD STREET NAME SIGNS. 5. QUANTIFY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE. 6. CONTRACTOR IS RESPONSIBLE TO VERIFY EXACT LOCATION OF SERVICE POINTS. mING FLINCT ON 2 3 9 5 1 6 . 7 B 9 REVISIONS DE IPTI DATE DESCRIPV DETECTORS FOR LOOPS LOOP NO. OF NO. OF LOOPS 1 DETS. _ L-4 1 1 1 1 L-8 i 1 L -BR IW 8th. ST STA-14+69.03 (39.19 LT OF t ARM LENGTH - 22' 635-1-11 ) 1 EA (649-145-512) 1 EA ST4.14+51.19 13919' LT OF t ARM LENGTH 34' (535-1-11. ) 1 EA (649-415-5/2) 1 EA (830-1-1 ) 419 LF (630-1-13 ) 453 LF (632-7-1 ) (635-4-n ) (660-1-109) (670-5-120) (6e5-124 ) „ STA.124S44pD f53'.74`:„L'7,61F't FsAy' ). (549-14.5-512) 1 EA F.D.O.T. DISTRICT SIX ERKI SUAREZ, P.E. I PI 5 EA 2 EA I AS I EA I EA t11 1 STA.154 2.60 (33.62 RT OF +g) ARy LENGTH = 32' 635-1-11 ) 1 EA -/45-512 1 EA PROP. FP & L SERVICE PONT (635-1-11 NE 381h. ST. 2602. BELLS TH SERVICE POIN. (630-1-12 (630-1-13 ) 157 (632-8-2/2) lor 47' CONTROLLER ITEMS (632-7-1 ) (635-1-11 ) (660-1-109) (670-5-,so) (685-,20 ) I Pi 6 EA 2 EA I AS I EA 1 EA STA.13+1.53 736.48.' RT OF t ARM LENGTH = 32' 635-1-11 3 EA EA STA.124434.54 (36.48' RT OF K ARm LENGTH = "28' AR," BEARING= 5 .3' 55' i W ( 635-1-11 ) I EA (6497145-512) 1 EA AV;„6336)0EF RAMP).V.1.41:195. INTERSECTION ID 0 t\*:- 6337 (0)r RAMP) SHEET NO. Print Date: 9/1/2011 Assets 2047 Intersection N Miami Av&N 36 St Print Time: 3:00 AM TOD TOD Active Active Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum DOW-5 TOD Sc' -flute Report for 2047: N Itf,,dmi Av&N 36 St Splits PH 1 PH 2 PH 3 PII 4 PH 5 PH 6 PII 7 PII 8 EBL WBT SBL NBT WBL EBT SBT 0 0 0 Active Phase Bank: P 0 0 r 0 0 0 N/A 0 0 - N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 EBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 20 - 20 - 20 3 0 2 WBT 0 - 0- 0 0- 0 - 0 12-12- 12 1 -1 - 1 31- 31 - 31 0 -70-70 4 0.2 3 SBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10- 10 - 10 20 - 20 - 20 3 0 4 NBT 0 ."- 0 - 0 0 - 0 - 0 12 - 12 - 12 2.5 -2.5 - 2.5 31 - 31 - 31 95 - 68 - 68 4 0.7 5 WBL 0- 0- 0 0- 0- 0 5- 5- 5 2 -2 - 2 10- 10- 10 20 -20-20 3 0 6 ET 0 - 0- 0 0- 0 - 0 12-12- 12 1 -1 - 1 31-31-31 0 -70-70 4 0.2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 0 - 0 - 0 0 - 0 - 0 12 - 12 - 12 2.5 -2.5 - 2.5 31 - 31 - 31 95 - 68 - 68 4 0.7 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Green Time Curtrent d 1 2 3 4 5 6 7 8 TOD Schedule Plan Cvcle Ring Offset Offset EBL WBT SBL NBT WBL EBT - SBT 1 80 10 23 11 21 10 23 0 35 0 73 3' 120 9 35 11 50 9 35 0 63 0 117 5 140 10 50 11 54 10 50 0 68 0 92 6 130 10 31 11 63 10 31 0 77 0 109 9 160 9 46 8 82 9 46 0 92 0 98 10 115 10 29 11 50 10 29 0 64 0 13 12 160 10 50 8 77 10 50 0 88 0 0 13 120 10 32 11 52 10 32 0 66 0 22 14 100 10 12 11 52 10 12 0 66 0 0 15 130 10 26 11 68 10 26 0 82 0 86 18 150 10 40 11 74 10 40 0 88 0 58 19 90 20 0 11 44 8 12 0 58 0 18 20 100 20 12 11 42 10 22 0 56 0 0 22 80 10 17 11 27 10 17 0 41 0 0 23 95 10 28 11 31 10 28 0 45 0 3 28 150 10 35 11 79 10 35 0 93 0 3 Current Time of Day Function Time 0000 Function TOD OUTPUTS Settings * Day of Week SuM T W ThF S Local TOD Schedule Time 0000 0000 0600 0900 1200 1200 1700 2000 2000 2200 Plan 1 19 3 5 9 20 12 13 22 14 DOW M T W Th F Su S M T W Th F M T W Th F M T W Th F Su S M T W Th F MTWThF S Su S MTWThF Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 of 2 SIGNAL HEAD DETAILS �2l`l`1 rBl R Vp1fI�G )II EXIST. 3-SECT., 1-WAY 5 (R7 REMAIN) 3 (TO BE REMOVED) 5SECT., L4VAY 3 AS C 652 51-511 CONTROLLER OPERATION 1. MAJOR STREET. N 36 ST. MINOR STREET: N. MIAMI AVE. 2. SOP. AS SHOWN 3. PHASES 1, 2 & 4 ACTUATED PHASES 3 & 5 RECALL PHASE 1 4. FLASHING OPERATION: MOVEMENTS 2 AND 6YELLOW MOVEMENTS 4 AND 8 RED NOTES: L N MIAMI AV J EXISTING SIGN (TO REMAIN) N36ST^� EXISTING SIGN (TO REMAIN) SIGNAL OPERATING PLAN PHASE 2A PHASE 28 1- SIGNAL TIMING TOSE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DCVISION. Z LOOP ASSEMBLY 664-2-101 DEVIATES FROM F.D.O.T. STANDARDS AND SHALL BE 5' x 30 FOR LEFT TURNING LANES. 3. QUANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO CONTROLLER. 4, CONTRACTOR LS TO VERIFY THE EXACT LOCATIONS OF THE SERVICE POWTS. 5. PAY ITEM 680-100 INCLUDES THE REMOVAL OF THE EXISTING PULL BOXES IN THE INTERSECTIONS. R/01 LINE ^--� REMOVE EXIST. 3-SEC. SIGNAL HEAD REPLACE W t5-SEC. SIGNAL HEAD (11?.) N 36TH ST PHASE 3 PHASE. 4 PI -LASE 5 DETECTORS FOR LOOPS NO. NO OF NO. OF LOOP OF NEW EXIST. LOOPS DETS- DETS. L-1 1 1 L - 3 L 5 RAW LINE 3da2-101 ) RAW LINE 1 EXIST. SST-3 v SERVICE POINT 1 ' REMOVAL ITEMS 690-10 690100 RAW LINE 635-1-11 2 EA ( 680-2-101 RJW LINE 3 EA 1 PI 1 PI I, CONDUITS 535.1.13 230 LF 0 10 30 Feet r Sf EXIST. ELECTRICAL SERVICE POINTy� CONTROLLER MODIFIED) CONTROLLER ITEMS 532-T-1 ( 6351-11 ( PI 1 EA 3 EA ( 670-5-420 ) 1 AS 66 -1-100 ) N 36 ST AND N MIAMI AVE DA7E EY R E V 1510 pE--SCRpa7pN N5 DATgt7E5i.77iPT10N CHPER¢BASSOC14055 CONSULTINOSSGINEEPS,MC CEROFIGATEOFAUTHORIZATI0840 EB-25476 9594NV41 STREET, SUITE 2t71 ML?N( FLORIDA Win j305j5904070/Fa(2205)592-1076 . 04RL03H P. E1 � � .__. eflT'AfAtN�'i4i�V&+T1dR9'r39�¢91tT _... SLGY JZATJON.PL A ' - 5 i .. 68A0 8`Q. COUM7Y FtNANCtAL PR{yV€07 !9 SR- .1A5D629 MD E 232 or r- :•d?n2- `35Cfi292?Tilb4r5.517Aw41.194 Print Date: 9/28/2011 TOD S ,dule Report for 2102: NE 2 Av&NE 39 St Print Time: 3:01 AM Asset 2102 PH 2 SBT 0 • TOD TOD Active Active Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum NE 2 Av&NE 39 St DOW-4 N/A 0 0 N/A 0 Max 0 Splits PH PH4 PH PH PH PH WBT NBT - EBT 0 0 0 0 0 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 4 0 3 - a- 0- 0- 0 0-0- 0 0-0- 0 -0-00 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 30 - 30 - 30 4 0.2 5 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 4 0 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 7 - 7- 7 10- 10 - 10 7 - 7 - 7 2.5-2.5-2.5 15- 15 - 15 30 - 30- 30 4 0.2 Last In Service Date: unknown Permitted Phases 12345678 Default -2-4-6-8 External Permit 0 External Permit 1 External Permit 2 Green Time C�rrent' jj 1 2 3 4 5 6 7 8 TOni Schedule Plan Cycle SBT WBT NBT Ring Offset Offset _ - - - EBT I h 110 0 75 0 27 0 75 0 27 0 75 2 115 0 80 0 27 0 80 0 27 0 90 3 70 0 41 0 21 0 41 0 21 0 66 4 90 0 55 0 27 0 55 0 27 0 80 5 85 0 50 0 27 0 50 0 27 0 49 6 90 0 55 0 27 0 55 0 27 0 3 9 85 0 50 ' 0 27 0 50 0 27 0 49 11 50 0 26 0 16 0 26 0 16 0 5 16 90 0 55 0 27 0 55 0 27 0 8 17 90 0 55 0 27 0 55 0 27 0 81 19 110 0 75 0 27 0 75 0 27 0 74 23 80 0 45 0 27 0 45 0 27 0 40 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings* Dav of Week SuM T W ThF S Local TOD Schedule Time 0000 0115 0300 0500 0600 0600 0730 1000 1200 1400 1800 2100 2100 Plan 11 Free Free Free 11 16 6 1 1' 7 4 3 11 11 DOW SuMTWThF S M T W Th F Su S M T W Th F Su S M T W Th F M T W Th F Su S M T W Th F M T W Th F M T W Th F F SuMTWTh S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled *Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA O• Ell E E El El htLpt4 J-SECI01 Wat 12" STD WM 8 RECOACCI sso-w....ni 858 0.2s- 3'...;;:ea(sE7C) 6 (Rte-3e.) 2.02 Cter MO. .-KOD &Vat OAERATIN PUY 0 0 NALI ZAD ON NOTES 8071801818WAAL • 92190-00101 1-14CVOI TAO 8 RietEED MAJOR STREET: NE 2ND AVENUE. MINOR STREET: NE J91H STREET. 2 CONTROLLER MICROPROCESSOR MODEL ITO T _SIPE, GEM-NUMBER-672-1-1. WHEN NO CONFLICT EXISTS WITII•THE ADA GUIDELINES, THE CABINET SHALL BE 1NSTALLED MTH TELCO DOOR FACING NE 79 STREET. . FLASHING OPERATION: NE 2ND AVENUE. (YELLOW). NE 39 STREET, (RED). 4. LEFT TURN LOOPS SHALL RE 5X 30'. ALL OTHERS 5" X 30% MAXIMUM 5 FEE IN ADVANCE CF STOP BAR LOOPS 35ST BE PLACED CENTERED ON THE TRAVEL APPIJCAELE LANE BELLSOLM-I SERVICE ERNI-PER-MR_ -STEVE MASSE PHONE (305) 513-3592 6. FEed, SERVICE POINT PER MR. TOM HODGDON PHONE (305) 442-5126. 7. FP&L ANO BELLSOUTH SERVICE AT LOCATIONS 95 SHOWN ON THE ELUL • 8. DEMAND WATTAGE FOR THIS INTERSECTION IS 1425 WATTS. 510NAL 30E91250PO0I PI AN m MATCH DIETING CONDITIONS, A .1,8" VI 5 1HE 2 AVI.t 8¢q0ER7.2. 52. . • 04' 83-15 (sues t} .CSCRS Fal 900000710 4831 . LG.'S DETECtazs 647-11-32 620-i-I 635-1,1 NESROAVENSIEI31 NE 39 STREET 40282102 I NE 2NCIAVENUEAND SIGNALIZAT(ON NE59 STREET' , 1 4s..0/-06, 262-092207400010Nis a 90X OWE. 64001080 pa 1 1 INTERSECTION ,O NO. (FS SHOWN) NO, I DEM 1 ESCREPKON , ,Dmo,,, Ic.,..,,.1 ,,,,,T.F.. z HZ 07(4 14 C)0 '1=1 a, 4", E- d 0(40 ucb NATE: gosca 2006 RE DRAW. CC CHECKED: REVISION. Print Date: 9/28/2011 J1i Asset 209Ib Intersection Federal Hwy&NE 36 St&NE 2 Av TOD S 'Idule Report for 2098: Federal Hwy&NE 36 St&NE 2 Av Print Time: 3:01 AM TOD TOD Active Active Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum DOW-4 N/A 0 0 N/A 0 Max 0 Splits PII'1 PH PH PH PH PII6 PH PH EBL WBT SWT SET NBT EBT 0, 0 0 0 0 0 0 0 J1/444-11 y t Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 EBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 6- 6- 6 40 - 40 - 40 3 0 2 WBT 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 58 - 58 4 2.6 3 SWT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 38 - 38 - 38 4 0.5 4 SET 7 - 7- 7 11- 11 - 11 7 - 7 - 7 2.5-2.5-2.5 10- 10 - 10 58 - 58-58 4 1.5 5 NBT 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 58 - 58 - 58 4 0.6 6 EBT 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 58 - 58 4 2.6 7 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8- 0-0-0 0-0-0 0'0-0 0-0-0 0-0-0 0-0-.0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-- External Permit 0 -23456-- External Permit 1 -23456-- External Permit 2 -23456-- Currenti Cycle 1 EBL 2 WBT 3 SWT Green Time 6 EBT 7 - 8 _ Ring Offset Offset 4 5 SET NBT TOD ichedule Plan 1 1 1 100 14 14 11 18 19 31 0 0 0 76 2 115 0 108 0 0 0 108 0 0 0 67 3 140 14 40 14 17 30 57 0 0 0 106 4 180 18 48 23 26 40 69 0 0 0 37 5 160 18 25 36 34 23 46 0 0 0 112 6 180 12 60 28 34 22 75 0 0 0 33 9 160 18 25 -25 27 40 46 0 0 0 18 11 100 14 15 11 17 19 32 0 0 0 76 16 180 21 57 31 29 18 81 0 0 0 44 17 180 18 55 22 29 31 76• 0 0 0 123 19 120 14 34 11 18 19 51 0 0 0 76 23 97 14 13 10 18 18 30 0 0 0 21 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings* Dav of Week SuM T W ThF S Local TOD Schedule Time 0000 0115 0300 0500 0600 0600 0730 1000 1200 1400 1800 2100 2130 Plan 11 23 23 19 11 16 6 1 17 4 3 11 11 DOW SuMTWThF S M T W Th F Su S M T W Th F Su S M T W Th F M T W Th F Su S M T W Th F M T W Th F M T W Th F F SuMTWTh S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page.-.f2 SIGNAL NEA.D DETAIL. (a50-51-51() I AS \<G (650-5 -48) EllE] ,2 3 AS PEO, StLNAL INT-CONIN I SECT., 1-1525 10 AS 653-161 j ppu START GROSS. \ YWCA FOR L8-3 TURNING.. -)-"" SOW START '1=f' DOLT GROSS TO CROSS RA/ SS ST PUSH etr7ox (650-61-311 ) 2AS (660-51-311 )' 1 45 RIO-313 (0" X 120 4 EA. • NOTE: COST OF SIGN' IS INCLUDED IN ITEM 665-11 SIGNAL OPERATION PLAN 01 02 03 \\- (650 -51-510 1 AS & -11 05 TF I TF 2 TF 3 TF 4 TF 5 C› ®TO 13+10 0+ ® OT ® ÷8 CONTROLLER OPERATION MAJOR STREET: NW 36 ST. MAYOR STREET: FEDERAL .11,1M/NE 2 AVE. SOP. AS SHOWN ABOVE ERASE 1,3,4-&-.5 ACTUATED - - PHASE 2 RECALL SIGNAL COORDINATION PHASE 2 FLASHING OPERATION: MOVEMENTS 2 Er 6 Y ELLOW MOVEMENTS 4, 6, SA & 8R RED NOTES: 1. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE 1.7X1N7T SIGWAL DIVISGN, 2, LOOP ASSEMBLY 6E0-2-101 DEVIATES FROM 4.0.0.7, STANDARDS AND SHALL eE 5' X 30` FOR THRLI LANES AND 5' X 30' toR LEFT TURNING LANES. 3, MAST ARM POLE' LCCATION SHALL BE VERIFIED EY THE CONTRACTOR TO PREVENT DAMAGE TO EXISTING UNDERGROUND • • UTILITIES. ANY COST FROM DAMAGED SHALL 8E BORNE BY THE CONTRACTOR.. 4. THE SPACE BETWEEN LETTERS COULD BE RECOCED IN ORDER TO COMPLY WITH LETTER SIZE AND OVERALL!. DIMENSION IN THE OVERHEAD STREET NAME SIGNS. 5. QUANTITY FOR CONDUIT HA S BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE. 6, CONTRACTOR IS TO VERIFY THE EXACT LOCATIONS OF THE SEIVICE PoINTS. 7. PAY irEm 6so-072 LNCLUDES THE REMOVAL OF THE EXISTING PULL BOXES IN THE INTERSECTIONS. 8. PAY ITEM 553-16I SHALL BE A COUNTDOWN PEDESTRIAN SIGNAL. TASSIMCO TECHNOLOGIES MODEL PSC 250 OVERLAY/FILLED 16' mocuz.E. '8° DIGITS WITH CLASS 3 MESSAGE SIZE (If Xln OR MIAMI-DADE COUNT," TS&S DIVISION -APPROVED EQUIVALENT. DATE 07/05 er PDF 1.10VE IMPS IG FEET FORNARO. ORAFTI,VG ReilsIONS /8 DIRECTIONAL 4850155 REV IS IONS DESCR DATE 12/05 NE 36 ST 0-3 18" X 60' VC° -48 -18 2 EA ir* FEDERAL HIVr 4. NE 2 AV 24P X3 60' I T00-45-1e I EA • NE 2 AV /I FEDERAL HWY.+ 0-3 24° X 60' 1 700-48-0 FROM NORAI TO NORMAL OPERATI OPE,PAT ION (EWELL, * * ALL MOVEMENTS HAVE TO STOP EXCEPT AIOVEMENT 8R ITO loN 36 ST WESTBOUND AND MOVEMENT 4 ITO FEDERAL HIGHWAY NORTHBOUND AND NW 36 ST EASTBOUND! FINAL PRE-EMPT ION OPERATION PLAN (POR) TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION EA SERIES t" LETTERS a" CAPITALS fia" NUMERALS PROFOSED RAILROAD STRUCTURE ar OTHERS TA .145.= CI 9.34 (49.00 tr cF 0 ( 5364-11 ) Z EA C 658-0 ) 164 ( SERIES 'C'• LE TTER';'" ) C AFIT ALS 5' NUMERALS ( 05 ) I EA ( 669-GT .1 I EA ( ) 1 EA 5E161E5 'C' LETTERS 6' CAPITALS NUMERALS 414 R3-2 - 24' X 24.' I 750--51-01 j NO ON RED TURN R10-118 24' X 24' DETECTORS FOR LCOPS LOOP NO. OF IRO. OF L001.2 1 DE TS . 4-1 L-3A 4-4 2 L-8 L-0A L-85 ( E., ) 1 EA . ( 659-A7 ) 404 ) EA -48,48 j 1 EA . • REMOVAL ITEMS 660-10 ( • 65.3 20 ) (580-3/) 590-J3-1 ( 650-50 ) 590-50 ( 690 -90 ( 690-100 N.E. 3670. ST. (SR- &35-1 (/400 ( E59-101 )I 1 EA ( 665-11 ) ' EA TE I PI PROP° ED RAILROAD STRUQIVRE ar OTHERS STA.H5247,30 (_635-1-11 3 ( 635-1-4 ) 1 EA ( 559 ) (. ) EA ( 05-1-11 ) 1 EA ( 559-027 ) 1 EA RAW LINE -A/ 1.3 EA . CONDUIT, 3 EA 630-1-12 ,10240 IF I EA (670--1-13--)j. 0,5 LE LED CF ( 610-1-14 )1 /00 L6 EA I PI 1 Pi • S1A.1454E4.23 ()) 180.55' RT OF ARM LENGTH 6 32 LF .REARINO S 792611" E 035-1-11 ) 1 EA W/19111111IRE (649-111,117) 1 05 655, ) FA E LEC TR ICAL SEROCE POINT PAY ITEMS ( 630-1 13 ) 320 1.4 ( 635-1-11 ) 3 EA 639-1-13 ) 1 AS 653 LF 639-2-1 NOTE: .. -- EXISTING TEL 110 QUANTITIES AND/OR PAY-trEms SEEPHONERVICE' -PONT (AND Fo3 7HESE HAS BEEN CHANGED ( 632-7-1 ) 685-1-1i 6/0-5-030 ( &as-I/17 ) ( 655-124 ) I PI SEA 6 EA AS 1 EA PROPOSED RAILROAD STRUCTURE BY OTHERS STA:145.16,34 14E45' 1.7 OF E., ( 635-1-11 ) 'j. ST4.145,55.15 154 .69I LT OF 6/ ARN LENGTH = 46 LF BEARING ri 8755'0' w ( Q5-14 ) 3 EA +I (1519-715-002) 1 EA (a5-0 ) a \--RAN LINE • 86.6-636 ) 00.4. ( 63,SH-6 ) 0 EA (6654 ) 1 EA 01 LINE SEE SHEET 5-15 TELEPHONE SERV ICE paw.r PAY ITEMS 630-4-12 6U LF 245 LF 635-I-11 ) 1 EA HEN TRAIN IS AFFOACHINC . iefj N.E. 36 ET. & FEDERAL I-V.AV.E. , AVE. ST I BOP ;DESCRIPTION ADD 2 SUPPLEMENTAL SIGNALS, CHANGE -STD. PEDESTRIAN SIGNAL FOF? COUNTCCNN FOOT DISTRICT SIX • RAFAEL D. PADERNI, 1040 N.W. filt11 AVENUE 50l51.11, FLORIDA .3.3172 1 P.E. NO. 411.32 STATE OF .FLORTDA 71EPART148'2VT 7RA4'5P9RTA2I050 ROAD NO. SR-25 camtr AllAbff-DACE F/HANCIAL. PROJECT ID 249528-i-52-01 • 1D NO. 2098 SIGNALIZATION PLAN 2:1 / N.E. 36TH ST - SHEET' T-7 Print Date: 9/28/2011 TOD S' 'dule Report for 3298: Federal Hwy&NE 38 St&NE 39 St TOD Asset Intersection Schedule Op Mode 3298 Federal Hwy&NE 38 St&NE 39 St DOW-4 PI -I 1 Plan # Splits PII 2 PII 3 PH 4 PH 5 PH 6 PH 7 PII 8 SBT NBT WBT EBT 0 0 0 0 0 0 0 N/A Print Time: 3:03 AM TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0 - 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 50 - 50 - 50 0 - 50 - 50 4 0.8 3 - .- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 - 0- 0- 0 0- 0- 0 0 u 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 50 - 50 - 50 0 - 50 - 50 4 0.8 7 WBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 - 2.5 - 2.5 20 - 20 - 20 35 - 30 - 30 4 0.6 8 EBT 7 - 7 - 7 8 - 8 - 8 10 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 30 - 30 - 30 4 0.6 Last In Service Date: unknown Permitted Phases 12345678 Default-2---678 External Permit 0 External Permit 1 External Permit 2 C rrent Cycle 1 2 _ SBT Green Time 6 NBT 7 WBT 8 EBT Ring Offset Offset 3 - 4 5 - - TOD ;Schedule Plan n 80 0 22 0 0 0 22 27 16 0 22 2 90 0 32 0 0 0 32 27 16 0 28 3 70 0 27 0 0 0 27 17 11 0 61 4 90 0 36 0 O 0 36 20 19 0 66 5 100 0 33 0 0 0 33 33 19 0 35 6 90 0 30 0 0 0 30 25 20 0 54 9 110 0 42 0 0 0 42 33 20 0 40 11 80 0 22 0 0 0 22 27 16 0 22 16 90 0 36 0 0 0 36 20 19 0 67 17 90 0 30 0 0 0 30 25 20 0 56 19 60 0 19 0 0 0 19 15 11 0 22 23 60 0 22 0 0 0 22 27 16 0 22 Current Time of Day Function Time Function Settings * Dav of Week 0000 TOD OUTPUTS SuM T W ThF S 0000 VEH RECALL 8 SuM T W ThF S Local TOD Schedule Time 0000 0115 0300 0500 0600 0600 0730 1000 1200 1400 1800 2100 2100 Plan 11 Flash 23 19 11 16 6 1 17 4 3 11 11 DOW SuMTWThF S M T W Th F Su S MTWThF Su S M T W Th F M T W Th F Su S MTWThF M T W Th F M T W Th F F SuMTWTh S Local Time of Day Function Time Function 0000 TOD OUTPUTS 0000 VEH RECALL Settings * Day of Week SuM T W ThF S 8 SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA ( PagEL-of 2 4A SA K). SIGNAL HEAD DETAILS 2,4,64 PMPS,PE DW PM P6 P44 EN! DW 1211ISKTWEIG13 fLIGHTWEIGNErl% (655 WITH DISC .M141TH DISC ii.Em HANGER HANGER 60 I REC/E REDID 05-0-3-13) A ITEM NO ITEM NO (15-0-3-I4D0-31 43 2 SECT, t-WAY 4 SECT,2-WAY 2'IST0 LENS 2ISTD LENS 010E07, I -WAY 4 REVD 2 0E04D 2u0tfrivE2e1rr ITEM NO TEM NO 4-SE2T, DWAY M-SECT, I -WAY wrr. Disc SIGNAL NEADS 4;04M66 REQUIRE 'EACKPLATES 2 REDID ITEM NO 2 R EOID ITEM NO 4.....639-1O24 De. De SMUT WITH DISC HANGER ITEM NO (7-00-0922) 24"x 24" 9/WE WITH DISC HANGER ITEM NO ECt-ID.2 1978 PEAK HOUR VOLUME 'mu 1....11478P1 71,411 /)40, • NOTES FOR PAVEMENT MARKINGS AND SIGNS, SEE PAVEMENT MARKING PLAN. 2 PRE-EMPTION CARLE TO BE INCLUDED AS PART OF THE CONTROLLER INSTALLATION ITEM. 3 EMERGENCY TELEPHONE AND SION ON THE EAST EIDE TO - 13E RELATER TO THE PROPOSED POLE ON 'THE SE CORNER t, Y OTHERS. . 4 CONTRACTOR TO MAINTAIN INTERCONNECTED OPERATION WHILE TEMPORARY CONTROLLER IS IN SERVICE AND WITH NEW CONTROLLER UNTIL INTERSECTION IS • CONNECTED TO COMPUTER SYSTEM. 3 SHIELDED LOOP WIRE 14 AVM TO BE INSTALLED • TO CONTROLLER AS PART OF ITEM N0 6FOR UTILITIES. LOCATION,SEE UTILITY PLAN. ITEMS FOR THIS INTERSECTIONS COULD SE DELiTED • RAILROAD AGREEMENT TS NOT OBTAINED. PM ST8412 (DTD4413 BLDG LR/W RJR NON LI ------ - FEDERAL HWY 6EIVI5E SETT RUT SF-RVICE PONT ' "7" SEENOTE 3 PARKING LOT 11/W LINE 2 REDID -i3 4.1 9 le,-..R/W LINE PARKING LOT -122-) - 632-1-CD FP a L SERVICEPOINT SCALE I, BLDG RAY UNE ING NO 2E2-4315 3311 0133 BLDG 'UTE 141.04. bK1 DE020-3527 34100140 3 REDID NOIE 01, 5 =Mgr II FEDERAL HWY a N E 39 ST INTERSECTION IDENTIFICATION NUMBER 332e8 Print Date: 9/10/2011 TOD Se -,Yule Report for 2099: t.� 1 &NE 38 St Print Time: 3:01 AM Asset 2099 PH TOD TOD Active Active Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum US 1&NE 38 St DOW-7 N/A 0 0 N/A 0 Max 0 SDlits PH 2 PH 3 PH 4 PH 5 PH 6 PII 7 PH 8 SBT WBT SBL NBT 0 0 0 0 0 0 0 T Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 0 - 0- 0 0 - 0 - 0 15- 15 - 15 1 -1 - 1 30- 30 - 30 0 - 50 - 50 4 0.7 3- 0- 0-0 0-0- 0 0-"0- 0 0- 0- 0 0-0- 0 0- 0- 0 0 0 4 WBT 7 ' - 7 - 7 15 - 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 23 - 23 - 23 52 - 50 - 50 4 0.6 5 SBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 41 - 41 - 41 3 0 6 NBT 0 - 0- 0 0 - 0 - 0 15 - 15 - 15 1 -1 - 1 30 - 30 - 30 0 - 50 - 50 4 0.7 7- 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 8 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Current 1 Plan Cycle - 2 3 SBT - Green Time 6 7 NBT 8 Ring Offset Offset 4 5 WBT SBL TOD Schedule 1 100 0 67 0 23 13 - 51 0 0 - 0 65 2 115 0 77 0 28 13 61 0 0 0 34 3 70 0 44 0 16 12 29 0 0 0 0 4 90 0 58 0 22 19 36 0 0 0 51 5 160 0 107 0 43 35 69 0 0 0 144 6 90 0 61 0 19 25 33 0 0 0 24 9 160 0 100 0 50 20 77 0 0 0 155 11 100 0 67 0 23 13 51 0 0 0 58 16 90 0 59 0 21 8 48 0 0 0 0 17 90 0 60 0 20 15 42 0 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default-2-456-- External Permit 0-2-4-6-- External Permit 1-2-4-6-- External Permit 2-2-4-6-- Local TOD Schedule Time Plan DOW 0000 11 Su M T W Th F S 0115 Flash M T W Th F 0300 Flash Su S 0500 Flash M T W Th F 0600 11 Su S 0600 16 M T W Th F 0730 6 M T W Th F 1000 6 Su S 1200 17 M T W Th F 1400 4 M T W Th F 1800 3 M T W Th F 2100 11 F 2130 11 Su M T W Th S Currepi Time of Day Function Local Time of Day Function * Settings Time 0000 Function TOD OUTPUTS Settings * Day of Week SuMTWThFS Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled Blank- FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL HEAD DETAILS v w � (2650-51-411 ) 2650-51-5/I AS ✓ Aft Y�G�YX-G (2650-51-511) (2650-51-311 ) SIGNAL OPERATING PLAN £ONTNm1LER oPFRATOH 6A19R STREET: US-I/BISCAYNE BLVD. 61NG0 STREET: NE 38 ST. SDP. AS SHORN. PEDESTRIAN SIGNALS P4 UPON ACTUATION ONLY. SIGNAL COORDINATION PHASE 2. FLASHING OPERATION:', YELLOW MOVEMENT. 2 & 6; RED MOVEMENT. 4 & 4R NOTES! 1. SIGNAL TIMING TO 8E PROVIDED BY M/AMI-DADE CDJNTY SIGNAL DNI57ON. AS✓ 2653-171 2 AS ✓ SPECIAL SIGN 3COrsn X 300ns 2 EA" - NOTE: COST OF SPECIAL SIGN 1S MOULDED IN 1TEL 2565-1! 2. THE SPACE BETWEEN LETTERS COULD 8E REDUCED IN ORDER TO COMFIT WITH LETTER 512E AND OVERALL DIMENSION /N THE OVERHEAD STREET NAME SIGNS 3. (AMANT7TY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE. 4. SIGNAL CABLE CONDUIT AND LOOP WIRE CONDUIT SHALL USE ONE TRENCH TO CROSS PAVEMENT WHERE POSSIBLE. 5. LOOP ASSEMBLY 2£50-2-X1! DEVIATES FROM F,D.O.T. STANDARDS AND SHALL BE 1.8 X 9.0 FOR THRU LANES AND 1.5 X 9.0 FOR LEFT TURNING LANES. 6. ALL PULL BOXES SHALL 8E INSTALLED WITH A MINIMUM 1.5 X J.5 X 1.2 _- - -----" ---CONCRETE PAD WHEN NOT L{5ATED WITHIN THE 5/DEWALX. COST OF CONCRETE PAD TO 8E INCLUDED IN PULL BOX PAY ;TELL 7. ALIGN PEDESTRIAN HEADS. WITH CROSSWALKS. BISCAYNE BLVD US 1 D-3 6R9TNn N 27C0-48-18 EAU, -NE 38- ST 450mm X /50Dmm 27C0-48-18 LS NO TURN ON 1 RED 2 EA RA -NCI EGO= X 750cnr /700 48-18 1 1 EA ✓ DETECTORS FOR LOOPS LOOP NO. OF LOOPS NO.OF BETS. L-4 2 L-5 SERIES 'C' 550 CAPITAL LETTERS SERIES '0' 200 CAPITAL LETTERS AND NUMERALS LETTERS & 250 NUMERALS TELEPHONE SERVICE POINT BURIED AT BASE OF POLE CONTROLLER ITEMS ( 2632-7-1 )1 1 F1 ✓ 2635 I ifJ 5 En 0-4 ( 2650-1-109) 3 EA ✓ EXIST. CONTROLLER (T0 REMAIN) STA.31+78.54 l5.92 LT OF C 1 ARM LENGTH = 13.713 ARM BEARING= 2G05 I N ) 3 EA j{r- (2549-713-002) 1 EA V. E'er 55.0 --375 55—'= US-1 / BISCAYNE BLVD. REMOVAL ITEMS 2690-10 9 EA ✓ ( 2690-20) 2 VI ✓ ( 2690-33-i /14 EA ✓ ( 269f?-8O I EA ✓ ( 269E-90) 1 PI ✓. ( 2650.-2a7) ;1 PJ o ✓ • TO BE USED FOR THE REMOVAL OF EXISTING PULL BOXES RAV L1NE-°' -( 2030 112 ) 'Cr .Mf x (2L3D/13 ) 111M7 as V1 II ELECTRICAL SERVICE ITEMS (.Er,), I /2 ) 9= M1 f',L`' (2501 /3 ) roe MI 3A- -(26J5 L11 ) 5 EA'- ( 2539-1-13 ) 2 AS ✓. - 5T A.31+91.35 C16.32 LT OF TL J ARM LENGTH = 6.80 ARM BEARING= S 02'33'09' E (2649-731- 07 / EA✓ (2 sin ) 1 EA4-4` .. EA ✓ EA ✓ 43.0 A.32103.50 05.69 RT OF 5J ARM LENGTH = 5.00 ARM BEARING= N 84' 30' 02'W (2649-7/5- 03) 1 EA (2665-11 ) 1 EA ./ NEW ELECTRICAL SERVICE P0UNT AT EXIST. LOCATION IN ALLEY ti'66 US -I & NE 38 ST, INTERSECTION ID N0, 2099 di REvr510N5 DATE yE5CR1PT10.v DATE DESCRIPTION F.D.O.T DISTRICT .IX VINOD TULI,_ P. E. /OCO'NW.'"N(TH.—AVE. MIAMI, FL. 33/72 F.E. NO.: 44916 A DEPARTMENT OF 7RAASPORTA7TON ROAD NO, j'--.. _'C311NTY FINANCIAL. PROJECT ID SR-5 MIAMI-DADE 250224-1-52-01 SIGNALIZATI©N P 2/27/2531 R5A.3 14 SHEET NO. T-4 Print Date: 9/10/2011 TOD Sc,- -1ule Report for 2097: 1 &NE 36 St Print Time: 3:00 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum 2097 US 1&NE 36 St DOW-7 N/A 0 0 N/A 0 Max 0 Splits PII1 PH PH PH PH PH6 PH PH NBL SBT EBT WBT SBL NBT 0 0 0 0 0 0 0 0 41 4 T Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 10 - 7- 7 30 - 28 - 28 3 0 2 SBT 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 1 - 1 - 1 35 - 35 - 35 0 - 37 - 37 4 0.8 3 EBT 4 - 4 - 4 16 - 16 - 16 7 - 7 - 7 2 - 2 - 2 24 - 7 - 7 50 - 50 - 50 4 0.8 4 WBT 4 "= 4 - 4 14 - 14 - 14 7 - 7 - 7 3.5 - 3.5 - 3.5 24 - 20 - 20 75 - 67 - 67 4 1 5 SBL 0- 0- 0 0- 0- 0 5- 5- 5 3- 3 - 3 13 - 5- 5 35 - 35 - 35 3 0 6 NBT 7 - 7- 7 11-11 -11 7 - 7 - 7 1 -1 - 1 35- 35- 35 0 -37-37 4 0.8 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Green Time Current 1 2 3 4 5 6 7 8 TOD Schedule Plan Cycle Ring Offset Offset NBL SBT EBT WBT SBL NBT - - 1 115 12 35 32 18 12 35 0 0 0 36 2 130 12 48 31 21 12 48 0 0 0 31 3 140 15 41 31 35 15 41 0 0 0 27 1 4 180 15 40 44 63 15 40 0 0 0 124 5 170 20 65 36 31 20 65 0 0 0 132 6 180 27 40 35 60 32 35 0 0 0 100 1i 9 170 20 61 37 34 20 61 0 0 0 153 1 11 130 12 32 35 33 12 32 0 0 0 36 I 16 180 20 50 38 54 20 50 0 0 0 125 17 180 16 46 30 70 16 46 0 0 0 30 19 120 12 31 31 28 12 31 0 0 0 36 23 110 7 36 31 18 7 36 0 0 0 35 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-- External Permit 0 -234-6-- External Permit 1 -234-6- External Permit 2 -234-6-- Local TOD Schedule Time Plan DOW 0000 11 SuMTWThF S 0000 5 0115 Free MTWThF 0300 Free Su S 0500 19 MTWThF 0600 11 Su S 0600 16 M T W Th F 0730 6 MTWThF 1000 6 Su S 1200 17 MTWThF 1400 4 M T W Th F 1800 3 MTWThF 2100 11 F 2130 11 Su M T W Th S Curren Time 0000 Time of Day Function Function Settings * Day of Week TOD OUTPUTS SuM T W ThF S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 of 2 SIGNAL HEAD DETAIL 0 Y VW-sl-JO!) 1 AS • ON vY�Y�G (850-51-Ai) 2AS. $R � Y UYa S n PED. SIGNAL COUNT-OGWN l SECT., (-WAY B AS it 653-181 RXY (650-5'-411) G;GO ICRXYXG; (650-s1-31/) 2 AS pie START CROSSING" WATCH FOR fit I TURNING CARS 00N7 START - Flrvhh Qmstg test.. TO CROSS BISCAYNE PUSH BUTTON R10-35 (9° X 12"). 4 EA NOTE: COST. OF SIGN IS INCLUDED IN ITEM 665-11 CONTROLLER OPERATION MAJOR STREET: BISCAYNE BLVD. / U.S. l MINOR STREET: NE 36 ST. SOP. AS SHOWN SIGNAL COORDINATION PLAN PHASE 3 PHASE 7, 2, 4, 5 AND 6 ACTUATED PHASE 3 RECALL FLASHING OPERATION: .MOVEMENTS 2 AND 6 YELLOW MOVEMENTS 4 AND 8 RED NOTES: 1_ SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL OARS ION. 2. LOOP ASSEMBLY 660-2-10/ DEVIATES FROM F.0.0.T. STANDARDS AND SHALL BE 6' X 30' FOR THRU LANES AND 5' X 3D' FOR LEFT TURNING LANES. 3. MAST ARM POLE LOCATION SHALL BE VERIFIED 'ELT . THE CONTRACTOR TO PREVENT DAMAGE TO EXISTING UNDERGROUND UTILITIES, ANY COST. ERCM DAMAGED SHALL BE BORNE BY THE CONTRACTOR. 4. THE SPACE BETWEEN LETTERS CLWLD BE REDUCED IN ORDER TO COMPLY WITH LETTER SIZE AND OVERALL. DIMENSION IN THE OVERHEAD STREET NAME SIGNS. 5.. 2UANT 'TY FOR CONDUIT HAS BEEN T/JPLICATED FROM THE NEAREST PULL BOX TO POLE. • 6 CONTRACTOR. IS TO VERIFY THE EXACT LOCATIONS OF THE SERVICE POINTS. 7. PAY ITEM EGO-100 INCLUDES THE REMOVAL OF THE EXISTING PULL BOXES IN THE INTERSECTIONS. BISCAYNE BLVD US1 D-3 24' X 60' 700-48-IS 2 EA NE 36 sr 0-3 16' X 50' 700-48-18 I 2 EA SERIES 'C' LETTERS 6' CAPITALS. 10' CAP. & NUNERALS. SERIES 'C' LETTERS B' CAPITALS A' NUMERALS SIGNAL OPERATING PLAN PAY ITEM 653-18.! SHALL BE A CLYINTOJNN PEDESTRIAN SN,'NAL. NOTE: TASSIMCO TECHNCLLGIES MODEL P5C 250 OVERLAY/FILLED !6' MODULE. 6' D17T5 WITH CLASS 3 MESSAGE SIZE Of'X/7') OR M/AM1-DADS COUNTY TS&S DIY/SION APPROVED &UVALENT. 2 LOUANTLDJES_. AND/OR PAY -ITEMS FOR THESE-HA2-BCEN CHANCEL 1P CIAN,ED SOP. CHANGED SIGNAL HEADS 7N .4AST ARM E4. CHANGED STD. PEDESTRIAN SIGNAL FOR COUNTDOWN. CONTROLLER ITEMS USE EXT. CABINET MD 660A ( 682-7-1 ( 675-1-11 ) ( 666,-69 ) ( 670-5-05 ) ( 685-12) ) ( &7s-24 ) �� STA,150+49.07 (F 3 (41.25' RT OF �) ' �-..1 ARM LENGTH = 48 LF • BEARING 5 8526'0' E ( 635-I-8 ) (649-7I5-IX73) 665-1) TINo' B.S.T. SERVICE POINT (BURIED 'CABLE1 (7-0 REMAIN) 530-1-)2 / 30 LF yw FOOT DISTRICT SIX RAFAEL D. PADERNI, Rom` I000 11.1V. Illfti AVENUE M, lAMI, FLORIDA 33172 P P.E. 1/0. 41I36 _. RAY LINE 2 EA I EA / EA STA,15/+55.25 g(41.37' RT OF ) ARM LENGTH =. 38 LF BEARING N 2"32'34` W ( 635-1-11 (649-713-002) 2 EA 1 EA 1 EA CONDUITS 630-1-12 1 P1 5 EA 6 EA AS 1 EA 1 EA 65 LF STATE OF FLORIDAFLORIDADEPARTAlENT OF 7RA1.7EF0R77rn6 " ROAD NO. i.P..-25 MIAMI-DADE FINANCIAL PROJECT 13 249528-I-52-01 NEW ELECT, SERVICE POINT. APPROXIMATED LOCATION 50' BACK OF R/R' LINE AND 220' FROM PROPOSED CONTROLLER 530-1-13 270 LF 3 EA I AS +61.41 LT OF E ) NGTH = 46 LF 1 S 2'9'40" W ( 635-1-11 ) (649-715-002 ( 555-1/ 2 EA 1 EA EA R/W LINE STA.151+64.00 (39.97' LT OF ) ARM LENGTH = 46 LF BEARD N' 85'25'35' W ( 635-1-0 ) 2 EA 1 EA 1 EA (649-713-R72) ( 6E5-11 ) REMOVAL ITEMS 10 EA ( 690-20) 2 EA CO IF ( ) 5 EA 1 PI ! PI 6SO-80 ( 690-33-0 ( 690-100 N.E. 36th ST. & BISCAYNE BLVD. I.D..NO. 2097 PL. R. 25 / N.E. 36 ST. T-5 Print Date: 8/10/20111 TOD S Ndule Report for 6336: I- 195 EB Off&N Miami Av Ass l t I 6336 1'1 1 Intersection Print Time: 7:07 PM TOD TOD Active Active Schedule Op Mode lan # Cycle Offset Setting PhaseBank Maximum I- 195 EB Off&N Miami Av DOW-4 Splits PII2 PH PH4 PH PH6 PII7 PH SBT EBL EBR NBT 0 0 0 Active Phase Bank: 0 0 0 N/A 0 0 N/A 0 Max 0 Phase i Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - '', 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 0 - 0- 0 0 - 0 - 0 12 - 12 - 12 1 -1 - 1 25 - 25 - 25 0 - 27 - 27 4 0.4 3 EBL 0,. - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 60 - 27 - 27 4 1 4 EBR 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 55 - 27 - 27 4 0.1 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 0 - 0 - 0 0 - 0 - 0 12 - 12 - 12 1 -1 - 1 25 - 25 - 25 0 - 27 - 27 4 0.4 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default-234-6-- External Permit 0 External Permit 1 External Permit 2 Green Time Current! 1 2 3 4 5 6 7 8 TOR Schedule Plan Cycle Ring Offset Offset - SBT EBL EBR - NBT - 11 it 80 0 41 16 10 0 41 0 0 0 32 li 2 105 0 39 38 15 0 39 0 0 0 45 3 120 0 72 20 15 0 72 0 0 0 81 4 100 0 42 20 25 0 42 0 0 0 87 5 140 0 87 20 20 0 87 0 0 0 46 6 130 0 50 22 45 0 50 0 0 0 100 7 105 0 39 •38 15 0 39 0 0 0 14 8 90 0 31 30 16 0 31 0 0 0 56 9 160 0 87 20 40 0 87 0 0 0 25 10 115 0 51 19 32 0 51 0 0 0 - 98 11 105 0 39 38 15 0 39 0 0 0 91 12 160 0 101 30 16 0 101 0 0 0 107 13 120 0 61 30 16 0 61 0 0 0 73 14 100 0 56 16 15 0 56 0 0 0 66 15 105 0 39 38 15 0 39 0 0 0 45 16 90 0 31 30 16 0 31 0 0 0 31 17 90 0 31 30 16 0 31 0 0 0 56 18 120 0 46 45 16 0 46 0 0 0 6 19 90 0 46 16 15 0 46 0 0 0 78 20 100 0 56 16 15 0 56 0 0 0 60 21 90 0 31 30 16 0 31 0 0 0 56 a. 22 80 0 46 11 10 0 46 0 0 0 47 23 70 0 26 12 19 0 26 0 0 0 3 28 125 0 46 50 16 0 46 0 0 0. 72 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS Local TOD Schedule Time 0000 0000 0600 0900 1200 1200 1700 2000 2000 2200 Plan 1.. 19 3 5 9 20 12 13 22 14 DOW M T W Th F Su S M T W Th F M T W Th F M T W Th F Su S M T W Th F M T W Th F Su S M T W Th F Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Pagi;,,Jf 3 I No Calendar Defined/Enabled Page 3 of 3 SIGNAL. HEAD DETAIL WA-----51-59) As 7 F I F 070 CM C).8 ID * 6336 tOFF Amo CON TRDL 1FR oPERA,T,04, , MAJOR sTREET: No-77RT MINOR STREET:- F-F R SOP. As SHavAi SIGNAL COORDINATION pHASE 2. FLASHIMS OPERATION To BE YELLOW NORTH AVE- RED ON 1-195, OFF kw oti RAMPS. A\ R3-7- 24.X24" 700-48-L61 1 EA 03 TF 1 TF 2 TF ID at 6337 tn.+, RAMP) CONTROLLER T I TIMING INTERVAL MI X OREEN 64 1 TIAL EX PA53—A6E—X------ 5051515 GREEN 505/5/5 EEN YELL ALL RED PEDESTRIAN 601. PEDESTR I AN CL E> v5/03 EVIS R3-2 24x24° 700-48-18 2 EA N MIAMI AV D-3 18X 60" 7C0-48-18 2 EA N 38 ST 0-3 18' X 48" 700-48-18 NOTES: 2 EA SERIES "C" 8' CAP. LETTERS SERIES "C` 8" CAP. LETTERS 10" NUMERALS 1. FINAL SIGNAL. TIMING TO BE PROVIDED Br DADE COUNTY SIGNAL 0/VISION. 2. LOOP ASSEMBLY 660-2-101 DEVIATES FRom F.D.O.T_ STANDARDS AND SHALL BE 6.0' X 30-8' FOR THRU LANES AND 5.0' X 30.0' FOR LEFT TuRNING LANES. 3. MAST ARm POLE LOCATION SHALL BE VERIFIED BY THE CONTRACTOR TO PREVENT DAMAGE ro EXISTING UNDERGROUND UTILITIES, ANr COST ERDAL DAMAGED SHALL BE BORNE BY THE CONTRAcTOR. 4. THE SPACE BETWEEN LETTERS OSYLD BE REDUCED IN ORDER TO CM/PLY WITH LETTER SIZE AND OVERALLL DImENSION IN THE OVERHEAD STREET NAME SIGNS. 5. ouasrtrr FOR CONDuir HAS BEEN DUPLICATED FROM THE NEAREST PuLL BOx TO POLE. E. CONTRACTOR IS RESPONSIBLE TO VERIFY EXACT Local -low OF SERVICE POINTS - MI NG PLAN miNG FUNCTION 3 4 5 6 7 5 9 DE PT DE[ECTORS FOR LOOPS LOOP O. OF LOOPS NO. OF DEIS. L-1 1 L-4 L-8 L -8R 1 RAY LIN . ST STA.14,69.03 (394 LT 50,g) ARAI LENGTH = 22' ( 635-1-11 ) 7 EA (649-A45-512) EA RA sTA-14+51.19 (39-19' LT OF e) ARAI LENGTH = 34' • (635-1-IT. ) 1 EA (649-145-512) 1 EA (630-1-12 ) 419 LF (630-1-13 ) 453 LF CONTROLLER 17-ENS (632-7-1 ) (6.35-1-11 (660-1-109) (670-5-120) (685-120 ) (655-124 ) STA.12,4Acm? , rAR.44.,LERC7?-$ EA ---(649.-445--.512--)------1 EA 1 Pi 5 EA 2 EA 1 AS 1 EA I EA F.D.O T. DISTRICT SIX ERKI SuAREZ9 P.E. 000 Ma, NT AVENUE RAN LINE ROAD t Mx, 64 A FtlIAArrt t I EA -512) 1 EA PRop. FP & L SERVICE PONT (635-1-11 ) 4 EA 60 LE (630-1-13 ) 266 IF (639-1-13) 2 EA (630-1-12 ) PROP. BELLS (17-H SERVICE POINT (630-1-12 ). LF (650-1-13 ) IF (632-9-212) 101 LF CONTROLLER ITEMS (632-7-1 ) (660-1-109) (670-5-120) (685-120 ) (685-124 ) / 6 EA 2 EA I AS I EA / EA 5TA-13+1.53 (36_48' RT oF ARM LENGTH = 32' 649-145- 2 STA.12+84.34 (36.48' RT OF kr) ARm LENGTH = 28' ARAI BEARING= .7 55' it' W 3 EA I EA (635-1-11 ) I EA 049-145-52 I EA AVE'k(-195. INTERSECTION ID 633nTIFF RAIIP) RAMP,' -Ctror A F 1,7 A ,TifIAT TO! .. APPENDIX E: Growth Trend Analyses Southeast Regional Planning Model (SERPM) Plots and Growth Analysis Growth Rate Calculations from 2005 and 2035 SERPM Plots Location Model Volumes (AADT) Growth Rate (%) 2005 2035 Diff NE 2nd Avenue 12,853 30,429 17,576 4.56% 11,539 23,533 11,994 3.46% 9,344 17,718 8,374 2.99% 8,283 16,525 8,242 3.32% N Miami Avenue 22,883 30,918 8,035 1.17% 25,237 38,365 13,128 1.73% 18,643 29,614 10,971 1.96% 17,978 25,836 7,858 1.46% 15,089 25,594 10,505 2.32% NE 36th Street 10,533 16,635 6,102 1.93% 10,519 17,686 7,167 2.27% 17,950 19,679 1,729 0.32% 22,580 30,613 8,033 1.19% Biscayne Blvd 26,854 37,821 10,967 1.36% 32,122 37,817 5,695 0.59% Total 262,407 398,783 136,376 1.73% K_\FTL_TPTO\043505000-Miami Design District\Calcs\growth rate\Growth Rate Comparison.xls FDOT Historical Count Information and Growth Trend Analyses Growth Rate Calculations from 5-year and 10-year Historical Data Station Number Location Historical Growth 5-year Linear 5-year Exponential 10-year Linear 10 year Exponential 5059 SR 5/US Highway 1 North of NE 36th Street 2.94% 3.25% -5.60% -4.17% 0143 SR 5/US Highway 1 South of NE 36th Street -0.99% -0.99% -6.18% -4.57% Total 0.98% 1.13% -5.89% -4.37% K:\FTL_TPTO\043505000-Miami Design District\Calcs\growth rate\Growth Rate Comparison.xls Florida Department of Transportation Transportation Statistics Office 2010 Historical AADT Report County: 87 - MIAMI-DADE Site: 5059 - SR 5/US-1, 200' N NE 36 ST Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2010 35500 C N 16500 S 19000 8.98 54.08 4.40 2009 35000 C N 17500 S 17500 8.99 53.24 3.40 2008 32500 C N 16000 S 16500 9.09 55.75 3.70 2007 34500 C N 17500 S 17000 8.01 54.34 3.10 2006 30500 C N 15500 S 15000 7.97 54.22 4.90 2005 39500 C N 21000 S 18500 8.80 53.80 1.80 2004 49000 C N 25000 S 24000 9.0D 53.30 6.20 2003 45000 C N 21500 S 23500 8.80 53.40 4.80 2002 48000 C N 23500 S 24500 9.80 52.30 3.40 2001 45000 C N 21000 S 24000 8.20 53.50 5.30 2000 48000 C N 23500 S 24500 8.20 53.10 3.10 1999 48000 C N 25500 S 22500 9.10 52.70 3.10 1998 47500 C N 24000 S 23500 7.70 52.70 2.50 1997 43000 C N 22000 S 21000 9.10 64.50 2.30 1996 39000 C N 20000 S 19000 8.50 53.10 2.90 1995 35000 C N 18500 S 16500 7.90 62.60 6.70 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' North of NE 36th Street County: Station #: Highway: 70000 60000 - c� 30000 - a) I:c 0000 - 0 S0000 - 0 P000 - a> 10000 0 2006 IBM Observed Count Fitted Curve 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1' I I I I I 2011 2016 2021 2021 2026 2031 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2010 to Design Year): Printed: 1,050 64.1% 3.33% 2.94% 3-Oct-11 Straight Line Growth Option Miami -Dade 5059 SR5/USHwy 1 Year Traffic (ADT/AADT) Count* Trend** 2006 30500 31500 2007 34500 32600 2008 32500 33600 2009 35000 34700 2010 35500 35700 2016 Opening Year Trend 2016 N/A 42000 2017 Mid -Year Trend 2017 N/A 43100 20' 8 Design Year Trend 2018 N/A 44100 TRANIPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' North of NE 36th Street g0000 N .10000 0000 !000 0 a) >.. -10000 ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2010 to Design Year): Printed: -1,767 62.2% -3.73% -5.60% 3-Oct-11 Straight Line Growth Option County: Station #: Highway: Miami -Dade 5059 SR5/USHwy 1 Traffic (ADT/AADT) Year Count* Trend** 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 45000 48000 45000 49000 39500 30500 34500 32500 35000 35500 47400 45600 43900 42100 40300 38600 36800 35000 33300 31500 2016 Opening Year Trend 2016 N/A 20900 2017 Mid -Year Trend 2017 N/A 19100 2018 Design Year Trend 2018 N/A 17400 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' North of NE 36th Street County: Station #: Highway: Miami -Dade 5059 SR 5 / US Hwy 1 90000 80000 10000 - l0000 0000 40000 50000 - 0) 10000 10000 0 Observed Count ®Fitted Curve 1 1 1 I I I I I I 1 1 l 1 1 1 1 1 1 2006 2011 2016 2021 2021 2026 2031 Year Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2010 to Design Year): Printed: 63.8% 3.18% 3.25% 3-Oct-11 Exponential Growth Option Traffic (ADT/AADT) Year Count* Trend** 2006 2007 2008 2009 2010 30500 34500 32500 35000 35500 31500 32500 33500 34600 35800 2016 Opening; Year Trend . 2016 N/A 43300 2017 Mid -Year Trend" 2017 N/A 44700 2018 Design Year Trend 2018 N/A 46100 TR41\PLAN Forecasts/Trends *Axle -Adjusted 50000 - 10000 - t :40000 - ro ;10000 TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' North of NE 36th Street II 1 1 1 1 1 1 1 1 I I 1 I-1 I I 2016 2021 2026 2031 Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2010 to Design Year): Printed: 60.5% -4.44% -4.17% 3-Oct-11 Exponential Growth Option County: Station #: Highway: Miami -Dade 5059 SR5/USHwy 1 Year Traffic (ADT/AADT) Count* Trend** 2001 45000 47500 2002 48000 45400 2003 45000 43500 2004 49000 41600 2005 39500 39800 2006 30500 38100 2007 34500 36400 2008 32500 34900 2009 35000 33400 2010 35500 31900 2016 Opening Year Trend 2016 N/A 24500 2017 Mid -Year Trend- 2017 N/A 23400 20' 8 Design Year Trend 2018 N/A 22400 TRANPLAN Forecasts/Trends '. 'Axle -Adjusted Florida Department of Transportation Transportation Statistics Office 2010 Historical AADT Report County: 87 - MIAMI-DADE Site: 0143 - SR 5/US-1, 200' S NE 36 ST Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2010 29000 C N 14000 S 15000 8.98 54.08 8.60 2009 31000 C N 16000 S 15000 8.99 53.24 2.10 2008 31500 C N 16500 S 15000 9.09 55.75 2.60 2007 33000 C N 17500 S 15500 8.01 54.34 2.70 2006 29500 C N 16000 S 13500 7.97 54.22 2.60 2005 43500 C N 21000 S 22500 8.80 53.80 4.40 2004 38000 C N 21500 S 16500 9.00 53.30 4.40 2003 43500 C N 21500 S 22000 8.80 53.40 6.10 2002 46500 C N 22500 S 24000 9.80 52.30 4.00 2001 39500 C N 19500 S 20000 8.20 53.50 5.50 2000 47000 C N 24000 S 23000 8.20 53.10 3.20 1999 40000 C N 22500 S 17500 9.10 52.70 4.90 1998 47000 C N 24000 S 23000 9.30 52.70 2.50 1997 38500 C N 19000 S 19500 9.10 64.50 2.30 1996 35000 C N 16000 S 19000 8.50 53.10 2.90 1995 34500 C N 16500 S 18000 7.90 62.60 6.70 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street County: Station #: Highway: 35000 30000 95000 0000 ri5000 • p000 m >„ <5000 0 Observed Count Fitted Curve 2006 2011 I 1 I I 1 I 1 I 1 1 1 1 1 1 1 1 2016 2021 Year 2026 I I I 1 1 I 1 I 1 2031 2036 **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2010 to Design Year): Printed: -300 8.7% -0.96% -0.99% 3-Oct-11 Straight LineGrowth` Option Miami -Dade 143 SR5/USHwy 1 Traffic (ADT/AADT) Year Count* Trend** 2006 2007 2008 2009 2010 29500 33000 31500 31000 29000 31400 31100 30800 30500 30200 16`.Opening Year Trend 2016 N/A 28400 2017 Mid -Year Trend 2017 N/A 28100 20 8 Design Year Trend 2018 N/A 27800 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street County: Station #: Highway: 50000 40000 g0000 - N m :i0000 :40000 ca a 0 2001 -20000 - -30000 Observed Count ®Fitted Curve 2006 2011 I I I I I I I I I 2016 2021 S31 2036 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2010 to Design Year): Printed: Straight Line Growth Option -1,770 67.6% -4.00% -6.18% 3-Oct-11 Miami -Dade 143 SR5/USHwy 1 Year Traffic (ADT/AADT) Count* Trend** 2001 39500 44500 2002 46500 42700 2003 43500 40900 2004 38000 39200 2005 43500 37400 2006 29500 35600 2007 33000 33800 2008 31500 32100 2009 31000 30300 2010 29000 28500 2016 Opening Yea' Trend 2016 N/A .- 17900 2017 Mid -Year Trend 2017 N/A 16100 2018 Design Year Trend 2018 N/A 14400 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street County: Station #: Highway: 35000 30000 - a c 5000 a) 0000 0 w 45000 gp000 0 Q'` 5000 0 Observed Count Fitted Curve 2006 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -I : 1 1 1 1 1` 1 1 1 2011 2016 2021 2026 Year 2031 2036 Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2010 to Design Year): Printed: 8.7% -0.97% -0.99% 3-Oct-11 Exponential Growth Option Miami -Dade 143 SR5/USHwy 1 Year Traffic (ADT/AADT) Count* Trend** 2006 29500 31400 2007 33000 31100 2008 31500 30800 2009 31000 30500 2010 29000 30200 2016 Opening Year Trend 2016 N/A 28500 2017 Mid -Year Trend 2017 N/A 28200 2018 Design Year Trend 2018 N/A 27900 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street County: Station #: Highway: 50000 45000 �000 - 0 't5000 - i0000 - g5000 H R0000 g000 la ao00o - 5000 - 0 1"1 1 1 1 1 1 1 1 1 1 1 1 1 1 1! 1 1 1 2001 2006 2011 2016 2021 2031 Year 2036 Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2010 to Design Year): Printed: 69.3% -4.83% -4.57% 3-Oct-11 Exponential Growth Option Miami -Dade 143 SR5/USHwy 1 Traffic (ADT/AADT) Year Count* Trend** 2001 39500 2002 46500 2003 43500 2004 38000 2005 43500 2006 29500 2007 33000 2008 31500 2009 31000 2010 29000 44800 42700 40600 38700 36900 35100 33400 31900 30300 28900 2016, Opening Year Trend 2016 N/A 2017 Mid -Year 2017 N/A 21600 rend 20500 20 8 Design Year Trend 2018 N/A 19600 TRANPLAN Forecasts/Trends. *Axle -Adjusted APPENDIX F: Vested Development Trip Information Traffic Impact Analysis for Submittal to the City of ° Miami Edgewater Miami, Florida Prepared for: City Center Development, LLC Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida 33 +� Ki l}ey- torn and Associates, Inc. ©2006 Kimsey -Hoy;. and Associates, Inc. May 2006 044391002 35X IN/22 - m-- 35% OUT/14 wm 0 o. om o 00 25%/8 30X/10 NE 33rd Street N 1 CO 3OX/16.--f 5X/3 ---O. W 1O%/3 5X/2 —5X/1 �^---5%/2 15X/B z RI NE 32nd Street 55X/18 4--15 /5 EDGEWATER (,4 7GX/38 —÷ 85X/46 —0. 5X/2 —(► 0 4 10%/6—i 4— 20%/7 10X/3 rn LEGEND XXX/XXIXX> NEW DISTRIBUI1ON/NEW ASSIGNMENT XXX IN/XX PERSON.] TRIP DISTRIBUTION/ 9IGNMENT (MAXIMUM) 75%/41 10X/5 —I) NE 31st Stre E NE 30th Street NE 29th Street FIGURE 5 TRIP DISTRIBUTION AND ASSIGNMENT KimIey-Hom and A fates, Inc • NW: :3.01 sTREtt4J • AT. 3rcl• AVENUE MAJOR USE SPECIAL PERMIT MIAMI _FLORIDA TRAFFIC IMPACT STLJDY AUGUST 2004 36TH STREET & 3RD AVE TRIP GENERATION AND DISTRIBUTION • As stated earlier, the NW 36th Street at 3' Avenue Project will have 112 residential condominium units and 10,000 sf of retail'. The retail uses will be specialty retail which are oriented toward serving .the residential portion of the development plus nearly business and residential. There is frequent bus service on NW 36th Street in front of the project and there are bus bays in front of the new project which will be reconstructed as part of the NW 36th Street resurfacing and beautification project to be constructed by the Florida Department of Transportation. There is also convenient north/south bus service available within the area. For these reasons, it is assumed that transit use Frvi11 result in a 10% reduction in vehicle trips to and from this project. • The Institute of Transportation Engineers has data for estimating the level of pass -by traffic for shopping centers of this size although there is no specific data for specialty retail. A shopping center with 10,000 sf of leasable area would have approximately 75% pass -by trips during the PM peak hour, It has been conservatively assumed that 40% of the traffic to and from the retail component of this development will be pass -by traffic. Internal Capture, i.e. trips between the retail and residential uses on -site was estimated at 10% using the procedures found in the ITE Trip Generation Manual. Details of these calculations can be found in Appendix F. However, no additional reduction for Internal Capture was made to the number of external trips, given that external trips were already reduced for transit and For pass -by. Land Use Table 3 PM Peak Hour Trip Generation 1TE Land Enter Exit Total Size Use Code Trips Trips Trips Residential Condominium 112 D.U. . 230 44 22 66 Specialty Retail 10,000 sf 814 20 25 45 Unadjusted Vehicle Trips 64 47 111 Transit Trip Reduction @ 1 0.0% -6 -5 -11 Total Driveway Trips . 58 42 100 Retail Pass -By Trips (-Pc 40%. -8 -10 -18 Net External Trips 50 32 82 Net vehicle traffic to and from the NW 36`' Street at 3rd Avenue Project was assigned to the local roadway network using the Cardinal Distribution of Trips developed by the Metropolitan Planning Organization. Percentage distribution of project trips per the Cardinal Distribution can be found in Appendix F. The distribution of project vehicle trips during the PM peak hour is shown graphically in Figures 5 and 6 and is described in Appendix B, Table B-l. NW 42ND ST 3 I zn,NW41STST E NW 40TH ST t ;1 J l � NW 38TH ST ) J � I NW 42ND ST 4 r, NW 35TH ST NW 34TH ST NW 33RD ST NW 32ND ST NW 30TH ST -113,NSPOkt ANSLYSIS?k'OF£SS;OVALS. 1 NW 39TH ST NW 31 ST ST z NW 33RD S cZ CARDINAL DISTRIBUTION FOR TAZ #498 % 13.59 12.68 12.35 6.16 18.59 V 18.47 5.11 13.05 NW 36th Street at 3rd Avenue MUSP Figure 5 Traffic Impact Study Project Trip Distribution 10 PARK LANE TOWER MIXED -USE DEVELOPMENT 345 NE 32nd STREET MIA_MI, FLORIDA MUSP TRAFFIC IMPACT AN AYSIS Prepared for Park Lane Towers, LLC 5700 Collins Avenue Miami, Florida 33140 p05) 861-4222 Prepared by Transport Analysis Professionals, Inc. E.B. No, 3766 8701 SW 137th Avenue, Suite 210 Iviiarni, Florida 33183 January 2005 Update 4738 Richard P. Eichin ger Project Manager (305) 385-0777 1 \Biscayne Blvd_) NE 33rd Street TRA F!C SEGNAL 3Q �--19 Q 5 ^� r 27 SITE �21 27- TRAFFIC $IGNAL NE 32nd Street NE 29th Street Dead End -. Dead End —;► N.T.S. TPFceSPGiTANALMS PROFESSDNALS Park Lan Tower PM Peak Hour Site Only Traffic Figure 4 7- SOHO CONDOMINIUM TRAFFIC IMPACT ANALYSIS Prepared for BERMELLO AJAMIL & PARTNERS 2601 South Bayshore Drive 10th Floor Miami, Florida 33133 by Jackson M. Ahlstedt, P.E. 46 NAN. 94th Street Miami Shores, Florida 33150 (305) 754-8695 MAY 2004 Jackson M. Ahlstedt, P.E. Florida Registration #28258 NE 2ND AVE 1/5 NE 29TH STREET r NE 28TH STREET NE 27TH STREET NE 26TH TERRACE NE 28TH STREET NE 25TH STREET NE 24TH STREET 42.3/9 426/9 PROJECT (2O/1O :... 413/6 4/21� y 7/4 NE 23RD STREET NE 22ND STREET 3/131111' 3/i6 O/3 1/4 NE 21ST STREET 9/4 2/9 w a au m NE 2OTH STREET NE 19TH STREET mamma 1•10111. 4/2 7/4 1 if4 17 3/11 = AMJPM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT NORTH NTS BISCA YNE BAY FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, PRE. SOHO CONDOMINIUM May 26, 2004 Page 23 TiHE BOULEVARD Major Use Special Pe (MUSP) Traffic Impact Study 234-264 N 34th Street Miami, Florida mit E T.., a 3_ " g et-sz.r-T sit. A _„ Find: Jun0 2005 The Boulevard WISP Traffic Impact Study Table 1: Trip Generation Land Use (LU) High -Rise Residential Condo 1 Townhouse Specialty Retail Center Existing Apartments (Not used, Information!) Gross Vehicle Trips Units 127 DU 15 TGSF 6 DU ITE LU CODE 232 814 220 PM PEAK HOUR TRIPS IN OUT TOTAL Trips 30 18 14 48 Trips 18 23 7 41 TRIPS 48 41 21 89 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian/Bicycle Trip Reduction @ Net Vehicle Trips 16.0% Of Gross Trips 14.9% Of Gross Trips 10.0% Of Gross Trips 8 7 5 29 6 6 4 24 14 13 9 53 Net Person Trips in Vehicles @ 1.40 40 34 74 Net Person Trips in Transit 1.40 10 8 19 Net Person Trips (Vehicle and Transit Modes) 50 42 92 Net Person Trips (Walking/Bicycling) @ 1.40 7 6 12 RICHARD GARCIA & ASSOCIATES, i ; 5 The Boulevard MUSP Traffic Impact Study 4.0 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 503 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in the Corresponding tab. The corresponding traffic distribution being assigned to the following directions are outlined in Table 2. The Corresponding tab includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. Table 2: Cardinal Distribution DIRECTION DISTRIBUTION % NNE' :ENE ESE SSE SSW WSW WNW NNW 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 TOTAL 100.00 Mcg-3S_Rw GARCSSOCMTESS. 6 The Boulevard MUSP Traffic Impart Study 5.0 Traffic Assignment The PM peak hour trips from Table 1 have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak hour represents the worse case. Table 3 was developed to depict the PM Peak Hour Assignments. The Corresponding tab includes the ingress and egress traffic distribution with the corresponding assignments to the North, South, East and West for the PM peak hour and Daily Trips. Table 3 is the cardinal traffic assignments which are further grouped as indicated into the four primary quadrants. Table 3: PM Peak Hour Traffic Assignments PM Peak Trips: DIRECTION IN OUT Total NNE 4 3 7 ENE 1 1 2 ESE 2 1 3 SSE 3 3 6 SSW 4 4 8 WSW 6 5 11 WNW 4 3 7 NNW 5 4 9 TOTAL 29 24 53 DIREc T1 North 4+5=9 3+4=7 16 East South West 1+2=3 1 +1=2 5 3+4=7 3+4=7 14 6+4=10 5+3=8 18 TOTAL 53 R./CHARD GARoA & SSOMAT S. iNC. 7 UR13ANA TOWER MIXED USE DEVELOPMENT NE CORNER OF NE 2' AVENUE & NE 17" TERRACE MIAMI FLORIDA MU-SP TRAFFIC IMPACTANAL' DECEMBER 2005 UPDATE FEBRUARY 2006 NE 2nd Avenue 4-49 NE 2nd Court URBANA TOWER T NE 18th Street N Nrs 17 SITE 58 72 NE 17th Terrace TAZ 494 ok 11.33 12.35 PM Peak Hour IN 48 OUT 'I30 TOTAL 178 6- 7� Biscayne Boulevard AV i TRANSPer2T-ANAL-YS1S PROFESSIONALS Site Only Traffic FIGURE 5 9 • Jl� 0-54 1(4)—+ 3(12)---4, '-- 4(4) �-0 0 ^a, o 7(7) 01 III L�-9(9) 0- * 0 r k 0 --13(13) / L41 4_70(24) NE 36th St (US 2 U 1 cr 1 0 1 ! 1 1 1 1 I/ ► 1 1 1 1 1 1 I 1 I ► ProuoseINE 34th St Extension 9 1 / 1 1 1 I / 1 1 1 I ► 1 / �/ 1 �/ 1 1 1 i6-11 1 1 1 1 1 1 1 I 1 1 ► ► / / 1 Proposed NE 31st St Extension J 1 II I m1 3Q.1 1 a1 1 -of �r�. _ I `1 a 1 I 2(6) 5(18))--► T 0 N Not to Scale 9(30)-- 0—+ 1r e � / �N > Proposed N�32nd St Extens ® Q 43149 B a 03) N w z NE 29th St Legend 4 AM Peak Hour Volume (4) PM Peak Hour Volume —►--1— FEC Railroad Existing Roads ®� Proposed Roads Site Boundary 000,`0 4(4)—y cz Figure 14 Buena Vista East Tract E (Parcel 5) Project Turning Movement Volumes September 14, 2005 � k -o()) 3- 0(1) 0—� 1(2)—► 2(5)---, 0 0 0 9) 0 NE 36th St (US 2 I 1 1 1 1 1 I 1 1 1 1 --12(13) � 0 —11(1) ProuoseINE 34th St Exten 1 jt r 1 ➢ 1 / d- 1 1 I 1 1 1 I 1 I i t t I 1 Pro osed N332nd St Extension I ..........�___— — r ......1 I ➢ 1 I 1 I I I I I I Proposed NE 31st St Extension 4 / / / a1 1 m1 II I aI I W ..vo/ 9 1 1 / 0 f_ �() / 17) r 4(13)-1( ov v M ---� 9 1 1 1 1 1 1 1 1 1 I / 1 9 I I / 1 N w z NE 29th St Legend 1 AM Peak Hour Volume (4) PM Peak Hour Volume —1--1— FEC Railroad Existing Roads Proposed Roads Site Boundary 0 0--I. CD 0 404 Not to Figure 10 Buena- Vista East Tract G (Parcel 3) Project Turning Scale Movement Volumes September7, 2005 APPENDIX G: Trip Generation Calculations AM PEAK HOUR TRIP GENERATION (EXISTING SCENARIO) ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out Shopping Center 8 820 125.2 ksf 61% 39% 107 69 176 0.0% 0 _ 107 69 176 10.0% 18 98 60 158 Sub -total: 16% VOF Reduction Total 107 69 176 107 69 176 10.0% 18 98 60 158 = � _-_ - - 16 10 25 - - - - 82 50 133 PM PEAK HOUR TRIP GENERATION (EXISTING SCENARIO) ITE TRIP GENERATION CHARACTERISTICS _DISTRIBUTION : DIRECTIONAL GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out Shopping Center 8 820 125.2 ksf 49% 51% 363 377 740 0.0%• 0 363 377 740 10.0% 74 326 340 666 Sub -total: 16% VOF Reduction Total 363 377 740 363 377 740 10.0% 74 326 340 666 -.- _ 52 54 108 = 274 286 558 K:\FTL TPTO\043505000-Miami Design District\Calcs\trip generation\Existing Scenario.xlsx: PRINT -PEAK HOUR 10/4/2011,10:35AM jl AM PEAK HOUR TRIP GENERATION (PROPOSED SCENARIO) ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out Shopping Center 8 82D 578.2 ksf 61% 39% 265 169 434 15.4% 67 232 135 367 10.0% 36 214 117 331 High -Turnover (Sit -Down) Restaurant 8 932 30 ksf 52% 48% 180 166 346 19.4/ 67 146 133 279 10.0% 28 132 119 251 Sub -total: 16% VOF Reduction Total 445 335 780 17.2% 134 378 268 646 10.0% 64 346 ' 236 582 =_ 55 38 93 _ - = 291 198 489 PM PEAK HOUR TRIP GENERATION (PROPOSED SCENARIO) ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out Shopping Center 8 820 578.2 ksf 49% 51% 1,010 1,051 2,061 3.3% 67 983 1,011 1,994 10.0% 200 883 911 1,794 High -Turnover (Sit -Down) Restaurant 8 932 30 ksf 59% 41% 198 137 335 20.0% 67 158 110 268 10.0% 26 145 97 242 Sub -total: 16% VOF Reduction Total 1,208 1,188 2,396 5.6% 134 1,141 1,121 2,262 10.0% 226 1,028 1,008 2,036 - -_ =-= = 164 161 327 � - 864 847 1,709 � J. K:\FTL \. ,043505000-Miami Design District\Calcs\trip generation\Proposed Scenario.xisx: PRINT -PE !OUR 10/5/2011,3::36 PM APPENDIX H: Cardinal Trip Distribution MIAMI-DADE;2035.DIRECTIONAL„DISTRIBUTION SUMMARY,:- r; 375 376 377 378 379 380 381 382 PERCENT 3075 TRIPS PERCENT 3076 TRIPS 3077 3078 3079 3080 3081 3082 CARDINAL DIRECTION' 16.05 1220 28.25 1096 PERCENT 19.31 TRIPS 800 PERCENT 19.63 PERCENT 14.66 TRIPS 1163 PERCENT 16.87 TRIPS 674 PERCENT 14.15 TRIPS PERCENT TRIPS 354 11.34 1508 0.78 78 1.81 95 1.67 155 3.8 212 5.1 252 3.66 170 3.57 132 4.23 501 3.35 163 3.77 248 4.37 138 3.39 131 3.15 277 4.02 201 4.22 189 6.05 386 3.35 23.73 293 6.78 284 5 193 4.74 911 21.09 1324 23.33 931 22.85 131 917 3.15 22.07 157 1478 2.28 21.44 85 1.78 228 7.3 992 973 20.43 737 23.6 1731 20 14.53 638 14.77 992 17.48 753 18.48 752 18.1 1009 14.64 927 19.47 592 18.96 1482 467 10.81 705 12.42 560 13.74 656 15.79 1264 18.33 848 17.81 436 13.96 18.21 549 12.71 931 16.41 545 13.37 747 17.98 1294 18.77 884 18.56 455 14.57 1171 1600 4,319 5,675 4,075 4,155 6,894 4,762 3,123 9,371 ,O.J7 .7.,3 S.,L ,U.:/J IU."1/ IL.LH 11.O 1/.0/ 383 3083 TRIPS 2732 994 963 2708 2794 2224 1957 2908 17,280 PERCENT 15.81 5.75 5.57 15.67 16.17 12.87 11.33 16.83 ZRA ZORA TRIPS SAO 171 Alt 070 R71 SAS 2,0 d:R A7SA PERCENT 13.38 2.84 9.71 23.01 19.3 12.81 8.65 10.3 385 3085 TRIPS 9 5 7 21 22 29 23 15 131 PERCENT 6.87 3.82 5.34 16.03 16.79 22.14 17.56 11.45 386 3086 TRIPS 508 135 328 934 951 739 454 453 4,502 PERCENT 11.28 3 7.29 20.75 21.12 16.41 10.08 10.06 387 3087 TRIPS 1513 690 657 1083 935 758 653 695 6,984 PERCENT 21.66 9.88 9.41 15.51 13.39 10.85 9.35 9.95 388 3088 TRIPS 104 29 57 119 161 154 97 82 803 PERCENT 12.95 3.61 7.1 14.82 20.05 19.18 12.08 10.21 389 3089 TRIPS 244 85 100 292 345 305 227 237 1,835 PERCENT 13.3 4.63 5.45 15.91 18.8 16.62 12.37 12.92 390 3090 TRIPS 137 52 58 176 197 159 161 137 1,077 PERCENT 12.72 4.83 5.39 16.34 18.29 14.76 14.95 12.72 391 3091 TRIPS 228 68 75 349 385 359 300 225 1,989 PERCENT 11.46 3.42 3.77 17.55 19.36 18.05 15.08 11.31 392 3092 TRIPS 382 63 132 206 590 502 370 529 2,774 PERCENT 13.77 2.27 4.76 7.43 21.27 18.1 13.34 19.07 393 3093 TRIPS 784 188 269 625 1652 1364 655 758 6,295 PERCENT 12.45 2.99 4.27 9.93 26.24 21.67 10.41 12.04 394 3094 TRIPS 350 96 65 110 629 491 341 349 2,431 PERCENT 14.4 3.95 2.67 4.52 25.87 20.2 14.03 14.36 395 3095 TRIPS 1170 335 349 1419 1593 1306 661 761 7,594 PERCENT 15.41 4.41 4.6 18.69 20.98 17.2 8.7 10.02 396 3096 TRIPS 943 276 270 735 1467 974 662 833 6,160 PERCENT 15.31 4.48 4.38 11.93 23.81 15.81 10.75 13.52 397 3097 TRIPS 1085 246 228 325 1464 1178 906 990 6,422 PERCENT 16.9 3.83 3.55 5.06 22.8 18.34 14.11 15.42 398 3098 TRIPS 436 102 201 285 675 466 288 298 2,751 PERCENT 15.85 3.71 7.31 10.36 24.54 16.94 10.47 10.83 399 3099 TRIPS 808 429 338 784 933 514 389 458 4,653 PERCENT 17.37 9.22 7.26 16.85 20.05 11.05 8.36 9.84 400 3100 TRIPS 176 174 94 294 241 158 129 121 1,387 PERCENT 12.69 12.55 6.78 21.2 17.38 11.39 9.3 8.72. 401 3101 TRIPS 45 25 22 43 40 35 41 56 307 PERCENT 14.66 8.14 7.17 14.01 13.03 11.4 13.36 18.24 402 3102 TRIPS 52 9 13 25 43 28 25 37 232 PERCENT 22.41 3.88 5.6 10.78 18.53 12.07 10.78 15.95 403 3103 TRIPS 499 349 261 294 355 194 231 278 2,461 PERCENT 20.28 14.18 10.61 11.95 14.43 7.88 9.39 11.3 404 3104 TRIPS 514 173 342 815 710 501 333 375 3,763 PERCENT 13.66 4.6 9.09 21.66 18.87 13.31 8.85 9.97 405 3105 TRIPS 292 123 98 254 261 163 182 193 1,566 PERCENT 18.65 7.85 6.26 16.22 16.67 10.41 11.62 12.32 406 3106 TRIPS 473 183 255 755 617 657 275 352 3,567 PERCENT 13.26 5.13 7.15 21.17 17.3 18.42 7.71 9.87 407 3107 TRIPS 1569 507 564 1113 799 664 617 776 6,609 PERCENT 23.74 7.67 8.53 16.84 12.09 10.05 9.34 11.74 408 3108 TRIPS 398 536 318 734 505 498 257 331 3,577 P-1®ini Kimley-Hom • �J ®. and Associates, Inc. Sheet No. of Job TAZ : 3 8 3 Subject Job No. Designed by Date Checked by Date f-1 Ih lb One of FORTUNE's 100 Best Companies to Work For APPENDIX I: Volume Development Worksheets TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 42nd St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL Raw Turning Movements 0 11 1 15 0 12 5 41 0 9 1,019 2 0 6 438 17 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" o I 12 I 1 16 0 I 13 I 5 EBU EBL EBT EBR WBU WBL WBT 43 I 0 9 I 1,070 I 2 0 6 I 460 I 18 Edgewater NW36thSt@NW3rdAve 2 4 Park Lane Tower SoHo Condominiums" The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 22 0 0 0 33 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 1 0 1 0 1 0 4 0 1 96 0 0 1 41 2 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 13 1 17 0 14 5 47 0 10 1,188 2 0 7 534 20 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 1.0% 9.0% Exiting 1.0% 9.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WB Project Trips Pass - By Net New 6 6 50 53 TOTAL PROJECT TRAFFIC 0 0 0 6 0 0 0 0 0 6 50 0 0 0 53 0 TOTAL TRAFFIC D 13 1 23 0 14 5 47 0 16 1,238 2 0 7 587 20 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 41st St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.98 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Raw Turning Movements 0 27 7 17 0 24 3 40 0 30 942 20 0 12 427 - 13 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" I 0 I 28 7 I 18 I 0 I 25 3 42 I 0 32 I 989 21 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR 0 I 13 448 I 14 Edgewater NW36thSt@NW3rdAve 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown. Miami Three - - - 7 12 Midtown Miami Five 13 17 TOTAL 'VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 22 0 0 0 33 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 3 1 2 0 2 0 4 0 3 89 2 0 1 40 1 NON -PROJECT TRAFFIC 0 31 8 20 0 27 3 46 0 35 1,100 23 0 14 521 15 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 1.0% 1.0% 10.0% Exiting 1.0% 1.0% 10.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU Project Trips Pass - By NetNew 6 6 6 56 6 59 TOTAL PROJECT TRAFFIC 0 0 6 0 0 6 6 56 0 0 0 6 0 59 0 0 TOTAL TRAFFIC 0 31 14 20 0 33 9 102 0 35 1,100 29 0 73 521 15 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 40th St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.95 "EXISTING TRAFFIC" Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR O 1.050 14 1.050 5 1.050 21 1.050 O 1.050 40 • 1.050 11 1.050 67 1.050 O 1.050 11 1.050 912 1.050 33 1.050 0 1.050 28 1.050 447 1.050 15 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" O I 15 5 I 22 O 42 I 12 70 I 0 EBU EBL EBT EBR WBU WBL WBT WBR NB 12 I 958 135 I 0 29 I 469 I 16 Edgewater --- --- --. - - NW 36th St @ NW 3rd Ave 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five. - 13 17 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 22 0 0 0 33 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 1 0 2 0 4 1 6 0 1 86 3 0 3 42 1 NON -PROJECT TRAFFIC O 16 5 24 0 46 13 76 O 13 1,066 38 0 32 544 17 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 1.0% 1.0% 1.D% Exiting 1.0% 1.0% 1.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT Project Trips Pass - By Net New 6 6 6 6 6 6 TOTAL PROJECT TRAFFIC o 0 6 0 0 6 6 0 0 0 6 6 0 0 6 0 TOTAL TRAFFIC O 16 11 24 O 52 19 76 O 13 1,072 44 0 32 550 17 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 39th St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 1.050 25 1.050 17 1.050 109 1.050 0 1.050 85 1.050 38 1.050 59 1.050 0 1.050 12 1.050 884 1.050 51 1.050 0 1.050 30 1.050 472 1.050 21 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 I 26 I 18 114 I 0 89 40 62 EBU EBL EBT EBR WBU WBL WBT WB 0 13 I 928 54 I 0 I 32 496 I 22 Edgewater --- --- -- • --.. NW36thSt@NW3rdAve 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 22 0 0 0 33 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 2 2 10 0 8 4 6 0 1 83 5 0 3 44 2 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 28 20 124 0 97 44 68 0 14 1,033 59 0 35 573 24 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 1.0% 2.0% Exiting 1.0% 2.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU Project Trips Pass - By Net New 6 6 12 11 TOTAL PROJECT TRAFFIC o 0 6 0 0 0 6 0 0 0 12 0 0 0 11 0 TOTAL TRAFFIC 0 28 26 124 0 97 50 68 0 14 1,045 59 0 35 584 24 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NW 38th St/ WB 1-195 Ramp COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 1.050 0 1.050 O 1.050 0 1.050 0 1.050 1 1.050 54 1.050 10 1.050 0 1.050 370 1.050 926 1.050 1.050 O 1.050 0 1.050 273 1.050 381 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 0 0 0 0 1 I 57 EBU EBL EBT EBR WBU WBL WBT 11 I 0 389 i 972 O I 0 I -,287 1 400 Edgewater NW36thSt@NW3rdAve 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 TOTAL"VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 22 0 0 0 33 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73 % 1.73 % 1.73% 1.73% 1.73 % 1.73 % 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 5 1 0 35 87 0 0 0 26 36 NON -PROJECT TRAFFIC 0 0 O 0 0 1 62 12 0 424 1,081 1 0 346 436 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting, Net New Distribution Entering 2.0% 22.0% Exiting 10.0% 12.0% 2.0% "PROJECT TRAFFIC" LAND USE TYPE EBU. EBL EBT EBR WB Project Trips Pass - By Net New 56 67 12 130 11 TOTAL PROJECT TRAFFIC o 0 0 0 0 56 67 0 0 0 12 130 0 0 0 11 TOTAL TRAFFIC O 0 0 57 129 12 0 424 1,093 131. 0 0 346 447 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 36th St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NB Raw Turning Movements 0 120 405 55 0 138 329 122 0 54 505 148 0 83 330 64 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS 0 126 425 58 0 145 345 128 0 57 530 155 0 87 347 67 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NB Edgewater NW 36th St @ NW 3rd Ave 2 4 3 6 5 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower 7 - 13 Midtown Miami Three 2 5 1 1 7 6 3 9 Midtown Miami Five 4 12 4 11 9 5 12 TOTAL "VESTED" TRAFFIC 0 2 17 20 0 0 20 5 0 23 15 0 0 8 21 4 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 11 38 5 0 13 31 11 0 5 47 14 0 8 31 6 NON -PROJECT TRAFFIC 0 139 480 83 0 158 396 144 0 85 592 169 0 103 399 77 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering 3.0% 1.0% 7.0% 3.0% Exiting 3.0% 1.0% 7.0% 3.0% "PROJECT TRAFFIC"' LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU- Project Trips Pass - By Net New 18 6 17 . 6 41 18 39 17 TOTAL PROJECT TRAFFIC 0 1s 6 0 0 17 6 0 0 0 41 18 0 0 39 17 TOTAL TRAFFIC 0 157 486 83 0 175 402 144 0 85 633 187 0 103 438 94 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 42nd St COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.91 "EXISTING TRAFFIC" EBU EBL EBT Raw Turning Movements 0 3 6 8 0 13 32 5 0 6 38 3 vv 0 V` 1142" V' v Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" I 0 3 6 EBU EBL EBT 8 0 14 34 I 5 0 6 40 I 3 0 1 I 15 I 2 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower _.. SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 1 1 0 1 3 0 0 1 4 0 0 0 1 0 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 3 7 9 0 15 37 5 0 7 44 3 0 1 16 2 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 2.0% Exiting 2.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT SBT SBR Project Trips Pass - By Net New 11 12 TOTAL PROJECT TRAFFIC o 0 0 0 0 0 0 0 0 0 11 0 0 0 12 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 41st St COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.79 "EXISTING TRAFFIC" EBU EBL EBT EBR WB Raw Turning Movements 0 0 15 10 0 10 37 1 0 34 43 13 0 12 19 5 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 0 I 16 I 11 I 0 EBU EBL EBT EBR WB 11 39 I 1 0 36 I 45 I 14 I 0 13 20 I 5 Edgewater NW 36th St@ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 1 1 0 1 3 0 0 3 4 1 0 1 2 0 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 0 17 12 0 12 42 0 39 49 15 0 14 22 5 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 5.0% 1.0% 1.0% Exiting 1.0% 5.0% 1.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR Project Trips Pass - By - .--- •-_ . .-_.. __„ ___ -- .,- Net New 6 30 28 6 6 6 TOTAL PROJECT TRAFFIC 0 6 30 0 0 0 28 0 0 0 6 0 0 0 6 6 TOTAL TRAFFIC 0 6 47 12 0 12 70 1 0 39 55 15 0 14 28 11 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 40th St COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.87 "EXISTING TRAFFIC" EBU EBL EBT EBR WB Raw Turning Movements 0 5 23 27 0 23 51 10 0 62 78 16 0 14 24 13 Peak Season Correction Factor. 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 5 24 I 28 I 0 24 EBU EBL EBT EBR WBU WBL 54 I 11 0 65 I 82 17 I 0 I 15 25 14 Edgewater -- ---- •--•- --- --- .._. --- NW36thSt@NW3rdAve Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL"VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 2 3 0 2 5 1 0 6 7 2 0 1 2 1 NON -PROJECT TRAFFIC 0 5 26 31 0 26 59 12 0 71 89 19 0 16 27 15 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 2.0% 5.0% Exiting 5.0% 2.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR Project Trips Pass - By Net New 12 30 28 11 TOTAL PROJECT TRAFFIC 0 12 0 0 0 0 0 30 0 0 0 0 0 28 0 11 TOTAL TRAFFIC 0 17 26 31 0 26 59 42 0 71 89 19 0 44 27 26 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 39th St COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.87 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WB Raw Turning Movements 0 15 56 30 0 31 137 24 0 30 89 22 0 15 41 17 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 I 16 59 I 32 0 I 33 144 I 25 I 0 32 93 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT 23 0 16 43 18 Edgewater NW 36th St @ NW 3rd Ave, Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL"VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 1 5 3 0 3 13 2 0 3 8 2 0 1 4 2 NON -PROJECT TRAFFIC 0 17 64 35 0 36 157 27 0 35 101 25 0 17 47 20 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 1.0% Exiting 1.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WB Project Trips Pass - By Net New 6 6 TOTAL PROJECT TRAFFIC o 0 0 6 0 0 0 0 0 6 0 0 0 0 0 0 TOTAL TRAFFIC 0 17 64 41 0 36 157 27 0 41 101 25 0 17 47 -20 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 38th St COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.88 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Raw Turning Movements 0 1 4 8 0 11 41 31 0 12 109 9 0 19 61 - 14 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" I 0 I 4 8 0 I 12 I 43 EBU EBL EBT EBR WBU WBL 33 0 I 13 114 9 0 I 20 I 64 15 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 0 1 0 1 4 3 0 1 10 1 0 2 6 1 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 1 4 9 0 13 . 47 36 0 14 124 10 0 22 70 16 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 7.0% 6.0% 2.0% 1.0% Exiting 1.0% 6.0% 2.0% 7.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL Project Trips Pass - By Net New 6 75 11 74 12 6 TOTAL PROJECT TRAFFIC 0 6 75 0 0 11 74 0 0 0 0 12 0 0 0 6 TOTAL TRAFFIC 0 7 79 9 0 24 121 36 0 14 124 22 0 22 70 22 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 36th St COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.98 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WB Raw Turning Movements 0 49 548 61 0 181 612 19 0 44 48 114 0 15 10 46 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 51 I 575 I 64 0 I 190 I 643 I 20 0 I 46 50 120 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR 0 48 Edgewater --- --- --• --•- NW 36th, St @ NW 3rd Ave 4 6 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower 7 13 Midtown Miami Three 2 2 Midtown Miami Five 9 4 TOTAL "VESTED" TRAFFIC 0 0 22 0 0 0 25 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 5 51 6 0 17 58 2 0 4 4 11 0 1 1 4 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION'" LAND USE TYPE Pass -By Distribution Entering 0 56 648 70 0 207 726 22 0 50 54 131 0 17 12 52 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 4.0% 5.0% Exiting 4.0% 5.0% 3.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL Project--- Trips Pass - By --- -- • --• - Net New 24 22 30 28 17 TOTAL PROJECT TRAFFIC o 0 24 0 0 0 22 0 0 0 30 0 0 0 28 17 TOTAL TRAFFIC 0 56 672 70 0 207 748 22 0 50 84 131 0 17 40 69 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 42nd St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.91 "EXISTING TRAFFIC" EBU EBL EBT EBR Raw Turning Movements 0 4 0 12 0 11 0 2 0 34 353 17 _ V 0 V 1` 201 v 8 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 4 0 I 13 EBU EBL EBT EBR 0 I 12 0 2 0 I 36 I 371 I 18 I 0 Edgewater - --- -. .._.. ___ --- - �. NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana. Tower 12 6 Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 16 0 0 0 11 0 Years To.Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73 % 1.73% 1.73% 1.73 % 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73 % 1.73 % BACKGROUND TRAFFIC GROWTH 0 0 0 1 0 1 0 0 0 3 33 2 0 0 19 1 NON -PROJECT TRAFFIC 0 14 0 13 0 2 0 39 420 20 0 1 241 9 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 8.0% Exiting 8.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR Project Trips Pass - By - .--- •-_. .-_.. ___ ..__ ..... ., — Net New 45 47 TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 0 0 0 45 0 0 0 47 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 41st St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WB Raw Turning Movements 0 13 0 24 0 0 0 0 0 31 390 0 0 0 221 6 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" I 14 0 I 25 0 0 0 EBU EBL EBT EBR WBU WBL WBT 0 0 33 I 410 0 0 0 I 232 I 6 Edgewater NW 36th St@ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 16 0 0 0 11 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH ; 0 1 0 2 0 0 0 0 0 3 37 0 0 0 21 1 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 15 0 27 0 0 0 0 0 36 463 0 0 0 264 7 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 16.0% 3.0% 5.0% Exiting 5.0% 16.0% 3.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WB Project Trips Pass - By Net New 28 90 94 17 18 30 TOTAL PROJECT TRAFFIC 0 28 0 90 0 0 0 0 0 94 17. 0 0 0 18 30 TOTAL TRAFFIC 0 43 0 117 0 0 0 130 480 0 0 282 37 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 40th St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.95 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL Raw Turning Movements 0 13 0 43 0 0 0 0 0 47 407 0 0 0 252 y 15 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 I 14 0 I 45 I 0 0 EBU EBL EBT EBR WBU WBL 0 0 0 I 49 427 I 0 I 0 0 I ,265 I 16 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five TOTAL"VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 16 0 0 0 11 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73 % 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 1 0 4 0 0 0 0 0 4 38 0 0 0 24 1 NON -PROJECT TRAFFIC 0 15 0 49 0 0 0 0 0 53 481 0 0 0 300 17 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Net New Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Entering 5.0% 16.0% 3.0% Exiting 5.0% 3.0% 16.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU Project Trips Pass - By Net New 28 30 111 108 TOTAL PROJECT TRAFFIC o 0 0 28 0 0 0 0 0 30 111 0 0 0 108 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 39th St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.95 "EXISTING TRAFFIC" EBU EBL EBT EBR WB Raw Turning Movements 0 7 40 28 0 37 125 106 0 29 322 30 0 36 227 v 28 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 17 42 I 29 0 39 I 131 EBU EBL EBT EBR WBU WBL WB 111 I 0 30 338 I 32 0 1 38 238 I 29 Edgewater --- --- -- • -- - NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 16 0 0 0 11 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 1 4 3 0 3 12 10 0 3 30 3 0 3 21 3 NON -PROJECT TRAFFIC 0 8 46 32 0 42 143 121 0 33 384 35 0 41 270 32 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 10.0% 21.0% 3.0% Exiting 3.0% 7.0% 21.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WB Project Trips Pass - By Net New 59 124 17 39 118 18 TOTAL PROJECT, TRAFFIC 0 0 0 0 0 59 0 124 0 0 17 39 0 118 18 0 TOTAL TRAFFIC 0 8 46 32 101 143 245 0 33 401 74 0 159 288 32 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 38th St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.95 "EXISTING TRAFFIC" Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 1.050 49 1.050 0 1.050 11 1.050 0 1.050 0 1.050 0 1.050 0 1.050 0 1.050 19 1.050 320 1.050 0 1.050 0 1.050 0 1.050 269 1.050 31 1.050 EXISTING CONDITIONS 'BACKGROUND TRAFFIC' 0 51 I 0 I 12 0 0 0 EBU EBL EBT EBR WBU WBL WB 0 0 20 336 0 0 0 282 33 Edgewater --- --- -- . --•- NW'36th St ti NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 16 0 0 0 11 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 5 0 1 0 0 0 0 0 2 30 0 0 0 25 3 NON -PROJECT TRAFFIC 0 56 0 13 0 0 0 0 0 22 382 0 0 318 36 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering Exiting 10.0% 9.0% 6.0% 13.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WB Project Trips Pass - By Net New 56 50 35 77 TOTAL PROJECT TRAFFIC 0 56 0 50 0 0 0 0 0 35 0 0 0 0 0 77 TOTAL TRAFFIC 0 112 0 63 0 0 57 382 0 0 0 318 113 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 36th St / Federal Hwy COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.98 "EXISTING TRAFFIC" Raw Turning Movements EBL1 EBL2 EBT EBR WBL WBT WBR1 WBR2 NBL NBT NBR1 NBR2 SBL1 SBL2 SBT SBR SWL1 SWL2 SWR1 SWR2 59 141 477 97 453 50 30 134 207 323 86 9 75 122 75 66 188 113 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 62 148 501 102 1 I 476 53 EBL1 EBL2 EBT EBR WBL WBT WBR1 32 141 217 339 90 9 79 128 79 69 197 I 119 Edgewater NW 36th St @ NW 3rd Ave 4 6 Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 7 13 12 6 Midtown?Miami Three 2 2 Midtown Miami Five 9 4 TOTAL "VESTED" TRAFFIC o° 0 4 18 0 0 6 0 6 17 12 0 0 0 11 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.7% 1.7% 1.7% 1.7% BACKGROUND TRAFFIC GROWTH 6 13 45 9 0 43 5 3 13 19 30 8 1 7 11 7 6 18 11 0 NON -PROJECT TRAFFIC 68 161 550 129 519 64 35 160 253 381 98 10 86 150 86 75 215 130 1 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Net New Distribution Entering EBL1 EBL2 EBT EBR WBL WBT WBR1 WBR2 NBL NBT NBR1 NBR2 SBL1 SBL2 SBT SBR SWL1 SWL2 SWR1 SWR2 Exiting Entering 3.0% 2.0% 4.0% 4.0% Exiting 3.0% 4.0% 5.0% 4.0% 3.0% "PROJECT TRAFFIC" LAND USE TYPE EBL1 EBL2 EBT EBR WBL WBT WBR1 WBR2 NBL Project Trips Pass - By Net New 17 22. 18 12 24 24 28 22 17 TOTAL PROJECT TRAFFIC o 0 17 22 0 18 12 0 24 24 0 0 0 28 22 0 17 0 0 0 TOTAL TRAFFIC 68 161 567 151 537 76 35 184 277 381 98 10 114 172 86 92 215 130 1 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Federal Hwy @ NE 39th St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL Raw Turning Movements 0 88 6 32 0 50 161 32 0 27 523 2 0 2 240 70 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 92 I 6 I 34 0 I 53 EBU EBL EBT EBR WB 169 I 34 0 I 28 I 549 2 0 2 I 252 74 Edgewater NW 36th St @'NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Bu ldout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73 % 1.73% 1.73 % 1.73% 1.73% 1.73% 1.73% 1.73 % 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73 % BACKGROUND TRAFFIC GROWTH 0 8 1 3 0 5 15 3 0 3 49 0 0 0 23 7 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 100 7 37 0 58 184 37 0 31 598 2 0 2 275 81 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering Exiting 5.0% 20.0% 3.0% 26.0% 5.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WB Project--- Trips Pass - By --- -_ . __.. Net New 28 112 17 153 30 TOTAL PROJECT TRAFFIC 0 28 112 17 0 0 153 0 0 0 0 0 0 0 0 30 TOTAL TRAFFIC D 128 119 54 0 58 337 37 0 31 598 2 0 2 275 111 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Biscayne Blvd @ NE 38th St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL Raw Turning Movements o 0 0 0 0 360 132 518 0 38 920 269 0 324 876 76 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS, "BACKGROUND TRAFFIC" 0 I 0 0 0 0 I 378 139 544 EBU EBL EBT EBR WBU WBL WBT WB 0 40 966 282 0 340 920 I 80 Edgewater 11 19 NW 36th St @ NW 3rd Ave Park Lane Tower 30 35 SoHo Condominiums - 9 17 The Boulevard 3 4 Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 53 0 0 0 75 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% -1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 0 0 0 34 12 49 0 4 87 25 0 30 82 7 NON -PROJECT TRAFFIC 0 0 412 151 593 0 44 1,106 307 0 370 1,077 87 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 11.0% 6.0% Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WB Project Trips Pass - By Net,New 65 35 TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 65 0 0 35 0 0 0 0 0 0 TOTAL TRAFFIC 0 0 0 412 216 593 0 79 1,106 307 0 370 1,077 87 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Biscayne Blvd @ NE 36th St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR Raw Turning Movements 0 187 360 154 0 157 210 282 0 81 726 170 0 318 690 216 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS O 196 378 162 O 165 221 296 O 85 762 179 0 334 725 227 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater 11 19 NW 36th St @ NW 3rd Ave 2 2 3 3 Park Lane Tower 30 35 SoHo Condominiums' - 9 17 The Boulevard 3 4 Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" 0 2 0 2 0 0 0 0 0 3 53 0 0 0 75 3 Years To Buildout 5 5 5 5 5 5 5 '5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 18 34 15 0 15 20 27 0 8 68 16 0 30 65 20 NON -PROJECT TRAFFIC 0 216 412 179 O 180 241 323 O 96 883 195 O 364 865 250 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering 2.0% 3.0% 6.0% Exiting 6.0% 5.0% 5.0% 4.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NB Project Trips Pass - By Net New 34 28 12 18 35 28 22 TOTAL PROJECT TRAFFIC o 0 34 28 0 0 12 0 0 18 35 0 0 26 22 0 TOTAL TRAFFIC O 216 446 207 O 180 253 323 O 114 918 195 O 392 887 250 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ EB I-195 Ramp COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" EBU EBL Raw Turning Movements 0 561 0 208 0 0 0 0 0 0 747 0 0 0 274 0 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 I 589 O I 218 EBU EBL EB 0 0 O 0 0 0 I 784 I 0 0 0 I 288 I 0 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buiidout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 53 0 20 0 0 0 0 0 0 70 0 0 0 26 0 NON -PROJECT TRAFFIC 0 642 O 238 0 0 O 0 0 0 854 0 0 0 314 0 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 14.0% 10.0% Exiting 10.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EB Project Trips Pass - By -- ---- ---- ••-•- •--- ..__ ..-. ...,.. ....., ��� .,� ��. Net New 83 59 56 TOTAL PROJECT TRAFFIC 0 83 0 0 0 0 0 0 0 0 59 0 0 0 56 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 1 & NE 41st St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.88 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL Raw Turning Movements 0 0 40 0 0 0 48 0 0 0 0 0 0 0 0 0 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 0 42 I 0 O 0 I 50 I 0 EBU EBL EBT EBR WBU WBL' O 0 0 0 0 0 0 0 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 NON -PROJECT TRAFFIC 0 46 0 O 0 54 0 O 0 0 0 0 0 0 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 5.0% 21.0% Exiting .21.0% 5.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WB Project Trips Pass - By Net New 30 124 118 28 TOTAL PROJECT TRAFFIC 0 30 0 0 0 0 0 124 0 0 0 0 0 118 0 28 TOTAL TRAFFIC TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 2 & NE 41st St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.89 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR Raw Turning Movements 0 0 29 0 0 0 76 0 0 0 0 0 V 00 v`v 0 0 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 0 I 30 0 0 0 ao I o I EBU EBL EBT EBR WBU WBL WBT 0 0 0 0 0 Edgewater NW 36th St @ NW 3rd Ave , Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 3 0 0 0 7 0 0 0 0 0 0 0 0 0 NON -PROJECT TRAFFIC 0 0 33 0 0 0 87 0 0 0 0 0 0 0 0 0 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 5.0% 7.0% 1.0% Exiting 5.0% 7.0% 1.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR Project Trips Pass - By Net New 30 41 6 28 39 6 TOTAL PROJECT TRAFFIC 0 0 30 41 0 6 28 0 0 39 0 6 0 0 0 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 3 & NE 1st Ave COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.83 "EXISTING TRAFFIC" EBU EBL EBT EBR WB Raw Turning Movements o 0 0 0 0 0 0 0 0 0 93 0 0 0 51 0 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING, CONDITIONS "BACKGROUND TRAFFIC" 0 0 0 0 o o EBU EBL EBT EBR WB 0 0 0 0 96 0 0 0 I 54 0 Edgewater - --- •--. --- ___ „__ --' - NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana. Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 0 0 0 0 9 0 0 0 5 0 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 0 0 0 0 0 0 0 0 0 107 0 0 0 59 0 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering .7.0% 1.0% Exiting 1.0% 7.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR Project Trips Pass - By - ---- .._ . . __.. ___ -- ..... --- Net New 6 39 41 6 TOTAL PROJECT TRAFFIC 0 6 0 39 0 0 0 0 0 41 0 0 0 0 0 6 TOTAL TRAFFIC 0 39 0 0 0 0 0 -41 107 0 0 0 59 6 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 4 & NE 38th St COUNT DATE: September 21, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WB Raw Turning Movements 0 0 13 0 0 0 67 0 0 0 0 0 0 0 0 0 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 0 14 0 EBU EBL EBT EBR 0 0 70 0 0 0 0 0 0 o I o 0 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five a TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 1 0 0 0 6 0 0 0 0 0 0 0 0 0 NON -PROJECT TRAFFIC 0 0 15 0 0 0 76 0 0 0 0 0 0 0 0 0 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 15.0% 7.0% 7.0% Exiting 7.0% 7.0% 15.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT E Project Trips Pass - By .--- ___ .--. .._.. --- --- - -..,. Net New 89 41 39 41 39 84 TOTAL PROJECTTRAFFIC 0 89 41 0 0 0 39 41 0 0 0 0 0 39 0 84 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 5 & NE 38th St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WB Raw Turning Movements ` 0 0 60 0 0 0 83 0 0 0 0 0 0 0 0 0 Peak Season Correction Factor, 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 0 63 I 0 0 o I 87 EBU EBL EBT EBR WBU WB O I 0 0 0 O 0 0 0 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 6 0 0 0 8 0 0 0 0 0 0 0 0 0 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering O 0 69 0 0 0 95 O 0 0 0 0 0 0 0 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 9.0% 6.0% 13.0% Exiting 6.0% 13.0% 9.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT Project Trips Pass - By ..-.- ___ ___ _. -._ Net New 53 34 35 77 73 50 TOTAL PROJECT TRAFFIC 0 53 34 0 0 0 35 77 0 0 0 0 0 73 0 50 TOTAL TRAFFIC O 53 103 0 0 0 130 77 0 O 73 0 50 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 6 & NE 1st Ave COUNT DATE: September 15, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WB Raw Turning Movements 0 0 0 0 0 0 0 0 0 0 130 0 0 0 80 0 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" 0 0 0 0 0 0 0 0 EBU EBL EBT EBR WBU WBL WBT WB 0 0 I 137 0 0 0 I 84 I 0 Edgewater NW 36th St @, NW 3rd Ave. Park Lane Tower SoFlo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL"VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 0 0 0 0 0 12 0 0 0 8 0 NON -PROJECT TRAFFIC "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering 0 0 0 0 0 0 0 0 0 0 149 0 0 0 92 0 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 2.0% 3.0% Exiting 3.0% "PROJECT TRAFFIC LAND USE TYPE EBU EBL EBT EBR WBU WBL W Project Trips Pass - By Net New 17 12 18 TOTAL PROJECT TRAFFIC 0 0 0 0 0 17 0 0 0 0 12 18 0 0 0 0 TOTAL TRAFFIC 0 17 0 0 0 0 161 18 0 0 92 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 7 & NE 36th St COUNT DATE: September 20, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.98 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WL BR Raw Turning Movements 0 0 745 0 0 0 858 0 0 0 0 0 0 0 0 0 Peak Season Correction Factor 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 EXISTING CONDITIONS "BACKGROUND TRAFFIC" O 0 782 I 0 I 0 EBU EBL EBT EBR 0 901 I 0 0 0 0 0 0 0 0 I 0 Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 70 0 0 0 81 0 0 0 0 0 0 0 0 0 NON -PROJECT TRAFFIC O 0 852 0 0 0 982 0 0 O 0 0 0 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 4.0% 7.0% Exiting 7.0% 4.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EB Project Trips Pass - By Net New 24 41 39 22 TOTAL PROJECT TRAFFIC 0 24 0 0 0 0 0 41 0 0 0 0 0 39 0 22 TOTAL TRAFFIC O 24 852 0 0 0 982 41 0 O 39 0 22 APPENDIX J: Future Background Conditions Analysis HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 101: NE 42nd St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations .•> Volume (veh/h) 13 1 17 14 5 47 10 1188 2 7 534 20 Sign Control Stop Stop Free Free Grade - 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 13 1 18 14 5 48 10 1225 2 7 551 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 766 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1259 1823 286 1554 1832 613 571 1227 vC1, stage 1 conf vol 575 575 1246 1246 vC2, stage 2 conf vol 684 1247 308 586 vCu, unblocked vol 975 1630 286 1318 1641 224 571 937 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 100 98 94 98 93 99 99 cM capacity (veh/h) 370 245 711 222 248 670 998 625 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 32 68 623 614 282 296 Volume Left 13 14 10 0 7 0 Volume Right 18 48 0 2 0 21 cSH 491 431 998 1700 625 1700 Volume to Capacity 0.07 0.16 0.01 0.36 0.01 0.17 Queue Length 95th (ft) 5 14 1 0 1 0 Control Delay (s) 12.8 14.9 0.3 0.0 0.4 0.0 Lane LOS B B A A Approach Delay (s) 12.8 14.9 0.1 0.2 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami_Design District\SynchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 102: NE 41 st St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1 1 Volume (veh/h) 31 8 20 27 3 46 35 1100 23 14 521 15 Sign Control Stop Stop Free Free Grade - 0% 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 32 8 20 28 3 47 36 1122 23 14 532 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 pX, platoon unblocked 0.84 0.84 0.84 0.84 0.84 0.84 vC, conflicting volume 1249 1785 273 1524 1781 573 547 1146 vC1, stage 1 conf vol 568 568 1206 1206 vC2, stage 2 conf vol 681 1217 319 576 vCu, unblocked vol 916 1554 273 1244 1550 112 547 794 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 92 97 97 88 99 94 96 98 cM capacity (veh/h) 380 249 724 238 257 773 1019 692 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 60 78 36 748 398 14 354 193 Volume Left 32 28 36 0 0 14 0 0 Volume Right 20 47 0 0 23 0 0 15 cSH 418 412 1019 1700 1700 692 1700 1700 Volume to Capacity 0.14 0.19 0.04 0.44 0.23 0.02 0.21 0.11 Queue Length 95th (ft) 12 17 3 0 0 2 0 0 Control Delay (s) 15.1 15.7 8.7 0.0 0.0 10.3 0.0 0.0 Lane LOS C C A B Approach Delay (s) 15.1 15.7 0.3 0.3 Approach LOS C C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15 FTL TPT01043505000-Miami Design District\SynchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 103: NE 40th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44. 114 Volume (veh/h) 16 5 24 46 13 76 13 1066 38 32 544 17 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 17 5 25 48 14 80 14 1122 40 34 573 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 265 pX, platoon unblocked 0.82 0.82 0.82 0.82 0.82 0.82 vC, conflicting volume 1324 1838 295 1551 1827 581 591 1162 vC1, stage 1 conf vol 649 649 1169 1169 vC2, stage 2 conf vol 675 1189 382 658 vCu, unblocked vol 952 1580 295 1229 1567 44 591 754 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 95 98 96 82 95 90 99 95 cM capacity (veh/h) 343 248 701 264 267 832 981 697 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 47 142 14 748 414 34 382 209 Volume Left 17 48 14 0 0 34 0 0 Volume Right 25 80 0 0 40 0 0 18 cSH 445 429 981 1700 1700 697 1700 1700 Volume to Capacity 0.11 0.33 0.01 0.44 0.24 0.05 0.22 0.12 Queue Length 95th (ft) 9 36 1 0 0 4 0 0 Control Delay (s) 14.0 17.5 8.7 0.0 0.0 10.4 0.0 0.0 Lane LOS B C A B Approach Delay (s) 14.0 17.5 0.1 0.6 Approach LOS B C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 47.5% ICU Level of Service A Analysis Period (min) 15 F-TL_TPTO1043505000-Miami Design District\SynchrolF.utu.re Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 107: NE 42nd St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t144 Volume (veh/h) 3 7 9 15 37 5 7 44 3 1 16 2 Sign Control Stop Stop Free Free Grade - 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 3 8 10 16 41 5 8 48 3 1 18 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 112 88 19 100 87 50 20 52 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 112 88 19 100 87 50 20 52 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 99 99 98 95 99 100 100 cM capacity (veh/h) 824 798 1060 863 798 1018 1596 1554 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 21 63 59 21 Volume Left 3 16 8 1 Volume Right 10 5 3 2 cSH 909 830 1596 1554 Volume to Capacity 0.02 0.08 0.00 0.00 Queue Length 95th (ft) 2 6 0 0 Control Delay (s) 9.1 9.7 1.0 0.4 Lane LOS A A A A Approach Delay (s) 9.1 9.7 1.0 0.4 Approach LOS A A Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 16.7% Analysis Period (min) 15 ICU Level of Service FTL TPT01043505000-Miami Design District\SynchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 108: NE 41 st St & NE 1st Ave PM Peak Hour -10 at Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 49, Volume (veh/h) 0 17 12 12 42 1 39 49 15 14 22 5 Sign Control Free Free Stop Stop Grade " 0% 0% 0% 0% Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Hourly flow rate (vph) 0 22 15 15 53 1 49 62 19 18 28 6 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 54 37 134 114 29 163 121 54 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 54 37 134 114 29 163 121 54 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 94 92 98 98 96 99 cM capacity (veh/h) 1551 1574 804 769 1046 733 762 1013 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 37 70 130 52 Volume Left 0 15 49 18 Volume Right 15 1 19 6 cSH 1551 1574 814 775 Volume to Capacity 0.00 0.01 0.16 0.07 Queue Length 95th (ft) 0 1 14 5 Control Delay (s) 0.0 1.7 10.3 10.0 Lane LOS A B A Approach Delay (s) 0.0 1.7 10.3 10.0 Approach LOS B A Intersection Summary Average Delay 6.8 Intersection Capacity Utilization 24.0% ICU Level of Service A Analysis Period (min) 15 TL_TPT01043505000-Miami Design_District\SynchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 109: NE 40th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44. 11, Volume (veh/h) 5 26 31 26 59 12 71 89 19 16 27 15 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 6 30 36 30 68 14 82 102 22 18 31 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 82 66 226 201 48 267 211 75 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 82 66 226 201 48 267 211 75 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 88 85 98 97 95 98 cM capacity (veh/h) 1516 1536 679 679 1021 584 670 987 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 71 111 206 67 Volume Left 6 30 82 18 Volume Right 36 14 22 17 cSH 1516 1536 704 699 Volume to Capacity 0.00 0.02 0.29 0.10 Queue Length 95th (ft) 0 1 30 8 Control Delay (s) 0.6 2.1 12.2 10.7 Lane LOS A A BB Approach Delay (s) 0.6 2.1 12.2 10.7 Approach LOS B B Intersection Summary Average Delay 7.7 Intersection Capacity Utilization 33.6% ICU Level of Service A Analysis Period (min) 15 FTL TPT01043505000-Miami Design District\SynchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 110: NE 39th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4) Sign Control Stop Stop Stop Stop Volume (vph) 17 64 35 36 157 27 35 101 25 17 47 20 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 20 74 40 41 180 31 40 116 29 20 54 23 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 133 253 185 97 Volume Left (vph) 20 41 40 20 Volume Right (vph) 40 31 29 23 Hadj (s) -0.12 -0.01 -0.02 -0.07 Departure Headway (s) 4.9 4.8 5.0 5.1 Degree Utilization, x 0.18 0.34 0.26 0.14 Capacity (veh/h) 680 705 669 642 Control Delay (s) 8.9 10.2 9.7 8.9 Approach Delay (s) 8.9 10.2 9.7 8.9 Approach LOS A B A A Intersection Summary Delay 9.6 HCM Level of Service A Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15 TL_TPT01043505000-Miami_D_esign District\SynchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 111: NE 38th St & NE lst Ave PMPeak Hour - t tI Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1. 4), Volume (veh/h) 1 4 9 13 47 36 14 124 10 22 70 16 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 1 5 10 15 53 41 16 141 11 25 80 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 650 pX, platoon unblocked vC, conflicting volume 94 15 173 136 10 197 120 74 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 94 15 173 136 10 197 120 74 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 98 81 99 96 90 98 cM capacity (veh/h) 1500 1603 708 748 1072 640 762 988 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 16 109 168 123 Volume Left 1 15 16 25 Volume Right 10 41 11 18 cSH 1500 1603 759 758 Volume to Capacity 0.00 0.01 0.22 0.16 Queue Length 95th (ft) 0 1 21 14 Control Delay (s) 0.5 1.0 11.1 10.7 Lane LOS A A BB Approach Delay (s) 0.5 1.0 11.1 10.7 Approach LOS B B Intersection Summary Average Delay 7.9 Intersection Capacity Utilization 25.8% ICU Level of Service A Analysis Period (min) 15 FTL TP_T01043505000-Miami Design District\Synchro\Future Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 112: NE 36th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 'Cr Volume (veh/h) 56 648 70 207 726 22 50 54 131 17 12 52 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 57 661 71 211 741 22 51 55 134 17 12 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 650 806 pX, platoon unblocked 0.93 0.93 0.93 0.93 0.93 0.93 vC, conflicting volume 763 733 1663 1997 366 1781 2021 382 vC1, stage 1 conf vol 811 811 1174 1174 vC2, stage 2 conf vol 852 1186 606 847 vCu, unblocked vol 763 570 1567 1925 177 1693 1951 382 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 93 77 64 59 83 84 91 91 cM capacity (veh/h) 845 932 144 135 780 106 136 616 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 57 441 292 211 494 269 240 83 Volume Left 57 0 0 211 0 0 51 17 Volume Right 0 0 71 0 0 22 134 53 cSH 845 1700 1700 932 1700 1700 257 243 Volume to Capacity 0.07 0.26 0.17 0.23 0.29 0.16 0.93 0.34 Queue Length 95th (ft) 5 0 0 22 0 0 212 36 Control Delay (s) 9.6 0.0 0.0 . 10.0 0.0 0.0 82.3 27.3 Lane LOS A A F D Approach Delay (s) 0.7 2.2 82.3 27.3 Approach LOS F D Intersection Summary Average Delay 11.8 Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\SynchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 113: NE 42nd St & NE 2nd Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 0 14 13 0 2 39 420 20 1 241 9 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 4 0 15 14 0 2 43 462 22 1 265 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 768 pX, platoon unblocked vC, conflicting volume 821 841 270 846 835 473 275 484 vC1, stage 1 conf vol 272 272 558 558 vC2, stage 2 conf vol 549 569 287 277 vCu, unblocked vol 821 841 270 846 835 473 275 484 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 98 97 100 100 97 100 cM capacity (veh/h) 459 449 769 446 448 592 1288 1079 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 20 16 43 484 276 Volume Left 4 14 43 0 1 Volume Right 15 2 0 22 10 cSH 669 461 1288 1700 1079 Volume to Capacity 0.03 0.04 0.03 0.28 0.00 Queue Length 95th (ft) 2 3 3 0 0 Control Delay (s) 10.5 13.1 7.9 0.0 0.0 Lane LOS B B A A Approach Delay (s) 10.5 13.1 0.6 0.0 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\Sy_nchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 114: NE 41st St & NE 2nd Ave PM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 15 27 36 463 264 7 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 15 28 37 477 272 7 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 534 pX, platoon unblocked 0.93 vC, conflicting volume 827 276 279 vC1, stage 1 conf vol 276 vC2, stage 2 conf vol 552 vCu, unblocked vol 775 276 279 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3,3 2.2 p0 queue free % 97 96 97 cM capacity (vehlh) 514 763 1283 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 43 514 279 Volume Left 15 37 0 Volume Right 28 0 7 cSH 650 1283 1700 Volume to Capacity 0.07 0.03 0.16 Queue Length 95th (ft) 5 2 0 Control Delay (s) 10.9 0.9 0.0 Lane LOS B A Approach Delay (s) 10.9 0.9 0.0 Approach LOS B Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 FTL_TPTO1043505000-Miami Design_District\Synchro\Future Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 115: NE 40th St & NE 2nd Ave PM Peak Hour 44.1/4 t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 15 49 53 481 300 17 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 52 56 506 316 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 258 pX, platoon unblocked 0.90 vC, conflicting volume 943 325 334 vC1, stage 1 conf vol 325 vC2, stage 2 conf vol 618 vCu, unblocked vol 878 325 334 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 97 93 95 cM capacity (veh/h) 465 716 1226 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 67 562 334 Volume Left 16 56 0 Volume Right 52 0 18 cSH 636 1226 1700 Volume to Capacity 0.11 0.05 0.20 Queue Length 95th (ft) 9 4 0 Control Delay (s) 11.3 1.3 0.0 Lane LOS B A Approach Delay (s) 11.3 1.3 0.0 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 FTL TPT01043505000-Miami Design District\Sy_nchrolFuture Background HCM Unsignalized Intersection Capacity Analysis 2016 Future Background Conditions 117: NE 38th St & NE 2nd Ave PM Peak Hour t 4, Movement EBL EBR NBL NBT SBT SBR Lane Configurations 4 Volume (veh/h) 56 13 22 382 318 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 59 14 23 402 335 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 498 310 pX, platoon unblocked 0.84 vC, conflicting volume 802 186 373 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 671 186 373 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 82 98 98 cM capacity (veh/h) 322 824 1182 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 73 425 223 149 Volume Left 59 23 0 0 Volume Right 14 0 0 38 cSH 363 1182 1700 1700 Volume to Capacity 0.20 0.02 0.13 0.09 Queue Length 95th (ft) 18 1 0 0 Control Delay (s) 17.4 0.6 0.0 0.0 Lane LOS C A Approach Delay (s) 17.4 0.6 0.0 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15 -FTL-_TPTO\043505000-Miami Design District\Synchro\Future Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 104: NE 39th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 Volume (vph) 28 20 124 97 44 68 14 1033 59 35 573 24 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.96 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 Satd. Flow (Prot) 1770 1602 1731 1770 3504 1770 3514 Flt Permitted 0.58 1.00 0.76 0.39 1.00 0.19 1.00 Satd. Flow (perm) 1079 1602 1338 719 3504 347 3514 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 30 22 133 104 47 73 15 1111 63 38 616 26 RTOR Reduction (vph) 0 98 0 0 18 0 0 7 0 0 6 0 Lane Group Flow (vph) 30 57 0 0 206 0 15 1167 0 38 636 0 Confl. Peds. (#/hr) 3 5 6 3 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 21.0 21.0 21.0 50.4 50.4 50.4 50.4 Effective Green, g (s) 21.0 21.0 21.0 50.4 50.4 50.4 50.4 Actuated g/C Ratio 0.26 0.26 0.26 0.63 0.63 0.63 0.63 Clearance Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 283 421 351 453 2208 219 2214 v/s Ratio Prot 0.04 c0.33 0.18 v/s Ratio Perm\ 0.03 c0.15 0.02 0.11 v/c Ratio 0.11 0.14 0.59 0.03 0.53 0.17 0.29 Uniform Delay, d1 22.4 22.6 25.7 5.6 8.2 6.1 6.7 Progression Factor 1.00 1.00 1.00 1.51 1.75 1.00 1.00 Incremental Delay, d2 0.1 0.1 2.1 0.1 0.9 1.7 0.3 Delay (s) 22.5 22.7 27.8 8.6 15.3 7.9 7.0 Level of Service C C C A B A A Approach Delay (s) 22.6 27.8 15.2 7.1 Approach LOS . C C B A Intersection Summary HCM Average Control Delay 14.6 HCM Level of Service B HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.6 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group FTL TPT01043505000-Miami Design District\Synchro\Future Background HCM Signalized Intersection Capacity Analysis 105: NE 38th St & N Miami Ave 2016 Future Background Conditions PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations c 11 414 Volume (vph) 0 0 0 1 62 12 424 1081 1 0 346 436 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 3.0 5.0 5.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 0.92 Flt Protected 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1814 1770 3539 3219 Fit Permitted 1.00 0.32 1.00 1.00 Satd. Flow (perm) 1814 594 3539 3219 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 1 65 12 442 1126 1 0 360 454 RTOR Reduction (vph) 0 0 0 0 5 0 0 0 0 0 94 0 Lane Group Flow (vph) 0 0 0 0 73 0 442 1127 0 0 720 0 Confl. Peds. (#/hr) 5 1 3 Turn Type Perm pm+pt Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G (s) 11.4 138.6 138.6 123.3 Effective Green, g (s) 11.4 138.6 138.6 123.3 Actuated g/C Ratio 0.07 0.87 0.87 0.77 Clearance Time (s) 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 3.0 1.0 1,0 Lane Grp Cap (vph) 129 605 3066 2481 v/s Ratio Prot c0.06 0.32 0.22 v/s Ratio Perm 0.04 c0.58 v/c Ratio 0.57 0.73 0.37 0.29 Uniform Delay, d1 71.9 2.8 2.1 5.4 Progression Factor 1.00 5.30 0.15 1.73 Incremental Delay, d2 4.6 3.8 0.3 0.3 Delay (s) 76.5 18.7 0.6 9.6 Level of Service E B A A Approach Delay (s) 0.0 76.5 5.7 9.6 Approach LOS A E A A Intersection Summary HCM Average Control Delay 9.3 HCM Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 160.0 Intersection Capacity Utilization 65.9% Analysis Period (min) 15 c Critical Lane Group HCM Level of Service Sum of lost time (s) ICU Level of Service A 8.0 C FTL_T-PT01043505000-Miami. Design DistrictVSynchrolFuture Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 106: NE 36th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 I. r 4 r 1 1 Volume (vph) 139 480 83 158 396 144 85 592 169 103 399 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 Fipb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3455 1770 1863 1558 1770 3539 1531 1770 3441 Flt Permitted 0.43 1.00 0.37 1.00 1.00 0.47 1.00 1.00 0.14 1.00 Satd. Flow (perm) 796 3455 691 1863 1558 876 3539 1531 257 3441 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 145 500 86 165 412 150 89 617 176 107 416 80 RTOR Reduction (vph) 0 6 0 0 0 59 0 0 137 0 15 0 Lane Group Flow (vph) 145 580 0 165 412 91 89 617 39 107 481 0 Confl. Peds. (#/hr) 1 8 16 2 Turn Type pm+pt pm+pt Perm Perm Perm pm+pt Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 97.0 87.1 99.8 88.5 88.5 35.4 35.4 35.4 49.7 49.7 Effective Green, g (s) 97.0 87.1 99.8 88.5 88.5 35.4 35.4 35.4 49.7 49.7 Actuated g/C Ratio 0.61 0.54 0.62 0.55 0.55 0.22 0.22 0.22 0.31 0.31 Clearance Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.0 1.0 2.0 1.0 1.0 2.5 2.5 2.5 2.0 2.5 Lane Grp Cap (vph) 543 1881 507 1030 862 194 783 339 187 1069 v/s Ratio Prot 0.02 0.17 c0.02 c0.22 c0.17 c0.04 0.14 v/s Ratio Perm 0.15 0.18 0.06 0.10 0.03 0.14 v/c Ratio 0.27 0.31 0.33 0.40 0.11 0.46 0.79 0.11 0.57 0.45 Uniform Delay, d1 14.4 20.0 13.1 20.5 17.0 54.0 58.8 49.8 42.9 44.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.59 1.23 Incremental Delay, d2 0.1 0.4 0.1 1.2 0.2 1.3 5.1 0.1 2.6 0.2 Delay (s) 14.5 20.4 13.2 21.7 17.2 55.2 63.9 49.9 70.6 54.7 Level of Service B C BCB E E D E D Approach Delay (s) 19.2 18.8 60.2 57.5 Approach LOS . B B E E Intersection Summary HCM Average Control Delay 39.2 HCM Level of Service D HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.7 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group FTL TPT01043505000-Miami Design District\Synchro\Future Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 116: NE 39th St & NE 2nd Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 474 Volume (vph) 8 46 32 42 143 121 33 384 35 41 270 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 Frpb, ped/bikes 0.98 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.95 0.95 0.99 0.99 Flt Protected, 1.00 0.99 1.00 0.99 Satd. Flow (prot) 1730 1693 1829 3457 Flt Permitted 0.97 0.95 0.96 0.87 Satd. Flow (perm) 1685 1615 1756 3012 Peak -hour factor, 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 (vph) 8 48 34 44 151 127 35 404 37 43 284 34 RTOR Reduction (vph) 0 26 0 0 28 0 0 3 0 0 7 0 Lane Group Flow (vph) 0 64 0 0 294 0 0 473 0 0 354 0 Confl. Peds. (#/hr) 21 25 13 6 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 20.9 20.9 60.9 60.9 Effective Green, g (s) 20.9 20.9 60.9 60.9 Actuated g/C Ratio 0.23 0.23 0.68 0.68 Clearance Time (s) 4.2 4.2 4.0 4.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 391 375 1188 2038 v/s Ratio Prot v/s Ratio Perm 0.04 c0.18 c0.27 0.12 v/c Ratio 0.16 0.78 0.40 0.17 Uniform Delay, d1 27.6 32.4 6.4 5.3 Progression Factor 1.00 1.47 0.95 1.00 Incremental Delay, d2 0.1 9.0 0.8 0.2 Delay (s) 27.7 56.5 6.9 5.5 Level of Service C E A A Approach Delay (s) 27.7 56.5 6.9 5.5 Approach LOS C E A A Intersection Summary HCM Average Control Delay 20.8 HCM Level of Service C HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.2 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design-District\SynchrolFuture Background HCM Signalized Intersection Capacity Analysis 118: NE 36th St & Federal Hwy Movement Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Grou Flow vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 2016 Future Background Conditions PM Peak Hour EBL2 EBL EBT EBR WBT WBR WBR2 NBL 68 161 550 129 519 64 35 160 1900 1900 1900 1900 1900 1900 1900 1900 3.0 6.6 6.6 1.00 0.95 0.95 1.00 0.97 0.98 0.95 1.00 1.00 1770 3438 3454 0.11 1.00 1.00 209 3438 3454 0.98 0.98 0.98 0.98 0.98 0.98 0.98 164 561 132 530 65 36 163 0 12 0 2 0 0 0 233 681 0 629 0 0 0 pm+pt custom 5 2 6 8 2 8 0.98 69 0 0 pm+pt 5 2 57.8 57.8 36.6 57.8 57.8 36.6 0.32 0.32 0.20 3.0 6.6 6.6 2.0 1.0 1.0 225 1104 702 c0.10 0.20 0.18 c0.23 1.04 0.62 0.90 53.0 51.7 69.8 1.00 1.00 0.74 69.6 2.6 15.4 122.6 54.3 67.3 F D E 71.5 67.3 E E 75.7 0.92 180.0 91.7% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service r NBT NBR 4 253 381 1900 1900 4.0 4.0 1.00 1.00 1.00 0.85 0.98 1.00 1827 1583 0.98 1.00 1827 1583 0.98 0.98 258 389 0 5 421 484 custom 8 8 8 8 55.4 55.4 55.4 55.4 0.31 0.31 4.0 4.0 3.0 3.0 562 487 0.23 c0.31 0.75 0.99 56.0 62.1 1.00 1.00 5.4 39.0 61.5 101.2 E F 82.8 F E 17.0 F NBR2 SBL2 98 10 1900 1900 0.98 0.98 100 10 0 0 0 0 Perm 4 FTL TPTO\043505000-Miami Design District\Sy_nchrolFuture Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 118: NE 36th St & Federal Hwy PM Peak Hour Movement SBL SBT SBR SWL2 SWL SWR SWR2 Lane Configurations Volume (vph) 86 150 86 75 215 130 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 0.95 1.00 Satd. Flow (prot) 3471 1583 1770 1770 1583 Fit Permitted 0.98 1.00 0.95 0.95 1.00 Satd. Flow (perm) 3471 1583 1770 1770 1583 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 88 153 88 77 219 133 1 RTOR Reduction (vph) 0 0 42 0 0 0 0 Lane Group Flow (vph) 0 251 46 77 219 134 0 Turn Type Split pt+ov Split Perm Protected Phases 4 4 4 5 3 3 Permitted Phases 3 Actuated Green, G (s) 17.8 36.0 28.4 28.4 28.4 Effective Green, g (s) 17.8 36.0 28.4 28.4 28.4 Actuated g/C Ratio 0.10 0.20 0.16 0.16 0.16 Clearance Time (s) 5.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 343 317 279 279 250 v/s Ratio Prot c0.07 0.03 0.04 c0.12 v/s Ratio Perm 0.08 v/c Ratio 0.73 0.15 0.28 0.78 0.54 Uniform Delay, d1 78.8 59.3 66.7 72.9 69.7 Progression Factor 1.06 1.24 0.92 0.94 0.93 Incremental Delay, d2 7.3 0.2 0.4 13.0 1.7 Delay (s) 90.8 73.7 62.1 81.3 66.6 Level of Service F E E F E Approach Delay (s) 86.4 73.3 Approach LOS F E Intersection Summary FTL_TPT01043505000-Miami_Design District\Synchro\Future Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 119: NE 39th St & Federal Hwy PM Peak Hour . IP -- 4,, 4f r to( 71, 4/ Movement EBL2 EBL EBR WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations Volume (vph) 100 7 37 58 184 37 31 598 2 2 275 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.98 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1803 1857 3391 Flt Permitted 0.95 1.00 0.95 1.00 0.97 0.95 Satd. Flow (perm) 1770 1583 1770 1803 1803 3233 Peak -hour factor, PHF 0.94 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.92 0.92 0.94 0.94 Adj. Flow (vph) 106 8 39 62 196 39 33 636 2 2 293 86 RTOR Reduction (vph) 0 0 35 0 0 0 0 0 0 0 22 0 Lane Group Flow (vph) 0 114 4 62 235 0 0 671 0 0 359 0 Confl. Peds. (#/hr) 10 6 Turn Type Prot custom custom Split Perm Perm Protected Phases 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Actuated Green, G (s) 9.4 9.4 16.4 16.4 50.2 50.2 Effective Green, g (s) 9.4 9.4 16.4 16.4 50.2 50.2 Actuated g/C Ratio 0.10 0.10 0.18 0.18 0.56 0.56 Clearance Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Vehicle Extension (s) 2.5 2.5 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 185 165 323 329 1006 1803 v/s Ratio Prot c0.06 0.04 c0.13 v/s Ratio Perm 0.00 c0.37 0.11 v/c Ratio 0.62 0.02 0.19 0.71 0.67 0.20 Uniform Delay, di 38.6 36.2 31.2 34.6 14.0 9.9 Progression Factor 0.90 1.03 0.95 1.00 1.18 1.00 Incremental Delay, d2 5.1 0.0 0.2 6.4 1.7 0.2 Delay (s) 39.9 37.3 29.9 40.8 18.3 10.1 Level of Service DDCD B B Approach Delay (s) 38.5 18.3 10.1 Approach LOS D B B Intersection Summary HCM Average Control Delay 22.4 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group FTL TPT01043505000-Miami Design District\SynchrolFuture Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 120: NE 38th St & Biscayne Blvd PM Peak Hour t 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'll Volume (vph) 0 0 0 412 151 593 44 1106 307 370 1077 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1559 1770 3424 1770 3496 Flt Permitted 0.95 1.00 1.00 0.23 1.00 0.10 1.00 Satd. Flow (perm) 1770 1863 1559 437 3424 181 3496 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 425 156 611 45 1140 316 381 1110 90 RTOR Reduction (vph) 0 0 0 0 0 293 0 27 0 0 7 0 Lane Group Flow (vph) 0 0 0 425 156 318 45 1429 0 381 1193 0 Conti. Peds. (#/hr) 6 3 3 Turn Type Perm Perm Perm pm+pt Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Actuated Green, G (s) 22.4 22.4 22.4 38.2 38.2 58.3 58.3 Effective Green, g (s) 22.4 22.4 22.4 38.2 38.2 58.3 58.3 Actuated g/C Ratio 0.25 0.25 0.25 0.42 0.42 0.65 0.65 Clearance Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 Lane Grp Cap (vph) 441 464 388 185 1453 419 2265 v/s Ratio Prot 0.08 c0.42 c0.17 0.34 v/s Ratio Perm c0.24 0.20 0.10 0.42 v/c Ratio 0.96 0.34 0.82 0.24 0.98 0.91 0.53 Uniform Delay, d1 33.4 27.7 31.9 16.6 25.6 26.5 8.5 Progression Factor 1.00 1.00 1.00 1.49 2.59 1.00 1.00 Incremental Delay, d2 33.4 0.3 12.4 1.4 12.5 22.7 0.9 Delay (s) 66.7 28.0 44.3 26.3 78.8 49.2 9.4 Level of Service ECDCE D A Approach Delay (s) 0.0 50.2 77.3 19.0 Approach LOS A D E B Intersection Summary HCM Average Control Delay 48.1 HCM Level of Service D HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 94.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group FTL=TPT01043505000-Miami Design District\Synchro\Future Background HCM Signalized Intersection Capacity Analysis 121: NE 36th St & Biscayne Blvd 2016 Future Background Conditions PM Peak Hour Movement Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL EBT EBR 216 412 179 1900 1900 1900 4.8 4.8 4.8 1.00 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 1863 1485 0.95 1.00 1.00 1770 1863 1485 0.97 0.97 0.97 223 425 185 0 0 97 223 425 88 19 Split Perm 4 4 4 42.8 42.8 42.8 42.8 42.8 42.8 0.24 0.24 0.24 4.8 4.8 4.8 2.0 2.0 2.0 421 443 353 0.13 c0.23 0.06 0.53 0.96 0.25 59.8 67.7 55.6 1.22 1.20 2.05 4.0 30.5 1.4 76.9 112.0 115.6 E F F 103.4 F HCM Average Control Delay 105.8 HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 180.0 Intersection Capacity Utilization 101.4% Analysis Period (min) 15 c Critical Lane Group WBL 180 1900 5.0 0.95 1.00 1.00 1.00 0.95 1681 0.95 1681 0.97 186 0 167 Split 8 34.9 34.9 0.19 5.0 3.5 326 0.10 0.51 64.9 1.00 1.6 66.5 E 4-- WBT WBR NBL 241 323 96 1900 1900 1900 5.0 5.0 3.0 0.95 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 0.95 1763 1518 1770 1.00 1.00 0.10 1763 1518 185 0.97 0.97 0.97 248 333 99 0 255 0 267 78 99 10 Perm pm+pt 8 5 8 2 34.9 34.9 50.7 34.9 34.9 50.7 0.19 0.19 0.28 5.0 5.0 3.0 3.5 3.5 2.0 342 294 145 c0.15 0.04 0.05 0.15 0.78 0.27 0.68 68.9 61.7 84.5 1.00 1.00 1.00 11.3 0.6 10.1 80.2 62.2 94.6 F E F 69.4 E HCM Level of Service Sum of lost time (s) ICU Level of Service NBT NBR SBL SBT SBR r r 883 195 364 865 250 1900 1900 1900 1900 1900 4.8 4.8 3.0 4.8 4.8 0.95 1.00 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.94 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.95 1.00 1.00 3539 1474 1770 1863 1481 1.00 1.00 0.09 1.00 1.00 3539 1474 172 1863 1481 0.97 0.97 0.97 0.97 0.97 910 201 375 892 258 0 103 0 0 48 910 98 375 892 210 10 18 Perm pm+pt Perm 2 1 6 2 6 6 40.2 40.2 87.7 74.2 74.2 40.2 40.2 87.7 74.2 74.2 0.22 0.22 0.49 0.41 0.41 4.8 4.8 3.0 4.8 4.8 1.0 1.0 3.0 1.0 1.0 790 329 479 768 611 0.26 c0.19 c0.48 0.07 0.19 0.14 1.15 0.30 0.78 1.16 0.34 69.9 58.2 64.7 52.9 36.2 1.00 1.00 0.89 1.06 1.11 82.6 0.2 6.3 83,7 0.1 152.5 58.4 64.1 140.0 40.2 F EEF D 132.2 104.4 F F F 17.6 FTL TPT01043505000-Miami Design District\SynchrolFuture Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 122: 195 Off Ramp & N Miami Ave PM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations ) r + ' f t Volume (vph) 642 238 0 854 314 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.4 4.4 Lane Util. Factor 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 3539 3539 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 3539 3539 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 669 248 0 890 327 0 RTOR Reduction (vph) 0 67 0 0 0 0 Lane Group Flow (vph) 669 181 0 890 327 0 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 4 Actuated Green, G (s) 78.6 78.6 72.0 72.0 Effective Green, g (s) 78.6 78.6 72.0 72.0 Actuated g/C Ratio 0.49 0.49 0.45 0.45 Clearance Time (s) 5.0 5.0 4.4 4.4 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 870 778 1593 1593 vls Ratio Prot c0.38 c0.25 0.09 v/s Ratio Perm 0.11 v/c Ratio 0.77 0.23 0.56 0.21 Uniform Delay, d1 33.3 23.4 32.3 26.7 Progression Factor 1.00 1.00 0.89 0.97 Incremental Delay, d2 4.0 0.1 1.4 0.3 Delay (s) 37.2 23.5 30.2 26.2 Level of Service D C C C Approach Delay (s) 33.5 30.2 26.2 Approach LOS C C C Intersection Summary HCM Average Control Delay 31.0 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 9.4 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design District\Synchro\Future Background Timings 2016 Future Background Conditions 104: NE 39th St & N Miami Ave PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations if Volume (vph) 28 20 97 44 14 1033 35 573 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.5 26.5 26.5 26.5 22.5 22.5 22.5 22.5 Total Split (s) 15.9 15.9 15.9 15.9 64.1 64.1 64.1 64.1 Total Split (%) 19.9% 19.9% 19.9% 19.9% 80.1% 80.1% 80.1% 80.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s). 0.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 71 (89%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 104: NE 39th St & N Miami Ave t 02 04 to ; ,il c itge x 1 06 1 08 3,,5 }, 1 I [ FTL TPT01043505000-Miami Design District\SynchrolFuture Background Timings 2016 Future Background Conditions 105: NE 38th St & N Miami Ave PM Peak Hour Lane Group WBT NBL NBT SBT Lane Configurations 44 ill f- Volume (vph) 62 424 1081 346 Turn Type pm+pt Protected Phases 8 5 2 6 Permitted Phases 2 Detector Phase 8 5 2 6 Switch Phase Minimum Initial (s) 7.0 5.0 12.0 12.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 28.0 19.0 132.0 113.0 Total Split (%) 17.5% 11.9% 82.5% 70.6% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 121 (76%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 105: NE 38th St & N Miami Ave `I 02 05 J 06 08 I 11 i. FTL_TPT01043505000-Miami Design .District\SynchrolFuture Background Timings 2016 Future Background Conditions 106: NE 36th St & N Miami Ave PM Peak Hour 41- Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations I SIP 1 + r ) ` Volume (vph) 139 480 158 396 144 85 592 169 103 399 Turn Type pm+pt pm+pt Perm Perm Perm pm+pt Protected•Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 7 4 3 8 8 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 12.0 5.0 12.0 12.0 12.0 12.0 12.0 5.0 12.0 Minimum Split (s) 8.0 20.5 8.0 20.5 20.5 20.7 20.7 20.7 8.0 20.7 Total Split (s) 13.1 54.2 13.1 54.2 54.2 81.7 81.7 81.7 11.0 92.7 Total Split (%) 8.2% 33.9% 8.2% 33.9% 33.9% 51.1% 51.1% 51.1% 6.9% 57.9% Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.2 0.0 0.2 0.2 0.7 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min C-Min Min Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 106: NE 36th St & N Miami Ave m1 02 1r o3 111 AI' o4 II a #X 06 a7 08 FTL_TPT01043505000-Miami Design District\Synchro\Future Background Timings 2016 Future Background Conditions 116: NE 39th St & NE 2nd Ave PM Peak Hour t 11. Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Volume (vph) 8 46 42 143 33 384 41 270 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.2 22.2 22.2 22.2 22.0 22.0 22.0 22.0 Total Split (s) 31.1 31.1 31.1 31.1 58.9 58.9 58.9 58.9 Total Split (%) 34.6% 34.6% 34.6% 34.6% 65.4% 65.4% 65.4% 65.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.2 4.2 4.2 4.2 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 (89%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 116: NE 39th St & NE 2nd Ave 02 " 04 [ c °, �.. �. m6 08 F-TL TPT01043505000.Miami_Design_ District\SynchrolFuture Background Timings 118: NE 36th St & Federal Hwy 2016 Future Background Conditions PM Peak Hour Lane Group EBL2 Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase -- t 4, 1. C EBL EBT WBT NBT NBR SBL2 SBL SBT SBR SWL2 SWL ` 4+ 68 161 550 519 253 381 10 86 150 pm+pt pm+pt custom Perm Split 5 5 2 6 8 8 4 4 2 2 8 8 4 5 5 2 6 8 8 4 4 4 Minimum Initial (s) 5.0 5.0 7.0 7.0 4.0 4.0 7.0 7.0 7.0 Minimum Split (s) 20.0 20.0 26.6 26.6 20.0 20.0 23.5 23.5 23.5 Total Split (s) 21.2 21.2 75.6 54.8 44.8 44.8 31.7 31.7 31.7 Total Split (%) 11.8% 11.8% 42.0% 30.4% 24.9% 24.9%. 17.6% 17.6% 17.6% Yellow Time (s) 3.0 3.0 4.0 4.0 3.5 3.5 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 2.6 2.6 0.5 0.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 3.0 6.6 6.6 4.0 4.0 5.5 5.5 5.5 Lead/Lag Lead Lead Lag Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None None Min Min Min Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 37 (21%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 145 Control Type: Actuated -Coordinated Splits and Phases: 118: NE 36th St & Federal Hwy 02 03 04 86 75 215 pt+ov Split 45 3 3 4 3 3 5 7.0 7.0 20.5 20.5 52.9 27.5 27.5 29.4% 15.3% 15.3% 4.0 4.0 0.5 0.5 0.0 0.0 0.0 5.5 4.5 4.5 Lead Lead Yes Yes Min Min 05 FTL TPT01043505000-Miami Design District\SynchrolFuture Background Timings 2016 Future Background Conditions 118: NE 36th St & Federal Hwy PM Peak Hour Lane Group SWR Laneonfigurations Volume (vph) 130 Turn Type Perm Protected Phases Permitted Phases 3 Detector Phase 3 Switch Phase Minimum Initial (s) 7.0 Minimum Split (s) 20.5 Total Split (s) 27.5 Total Split (%) 15.3% Yellow Time (s) 4.0 All -Red Time (s) 0.5 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lead Lead -Lag Optimize? Yes Recall Mode Min Intersection Summary FTL_TPTO\043505000-Miami Design District\Synchro\Future Background Timings 2016 Future Background Conditions 119: NE 39th St & Federal Hwy PM Peak Hour Lane Group EBL EBR WBL WBT NBL NBT SBL2 SBT Lane Configurations A r Volume (vph) 7 37 58 184 31 598 2 275 Turn Type custom custom Split Perm Perm Protected Phases 4 8 8 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.8 22.8 22.8 22.8 Total Split (s) 24.0 24.0 25.0 25.0 41.0 41.0 41.0 41.0 Total Split (%) 26.7% 26.7% 27.8% 27.8% 45.6% 45.6% 45.6% 45.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.6 0.8 0.8 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 4.8 4.8 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 66 (73%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 119: NE 39th St & Federal Hwy "`1 a2 04 IV 1 1 FTL TPT01043505000-Miami Design DistrctlSynchro\Future Background Timings 2016 Future Background Conditions 120: NE 38th St & Biscayne Blvd PM Peak Hour t ' Lane Group WBL WBT WBR NBL NBT SBL SBT Lane Configurations 1 Volume (vph) 412 151 593 44 1106 370 1077 Turn Type Perm Perm Perm pm+pt Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 15.0 15.0 5.0 15.0 Minimum Split (s) 26.6 26.6 26.6 20.7 20.7 8.0 20.7 Total Split (s) 27.0 27.0 27.0 41.0 41.0 22.0 63.0 Total Split (%) 30.0% 30.0% 30.0% 45.6% 45.6% 24.4% 70.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 51 (57%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 120: NE 38th St & Biscayne Blvd 01 dry t o2 ll11 .. 0. sp 06 08 g FTL_TPT01043505000-Miami Design Dis_trict\Synchro\Future Background Timings 2016 Future Background Conditions 121: NE 36th St & Biscayne Blvd PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 14 r r Volume (vph) 216 412 179 180 241 323 96 883 195 364 865 250 Turn Type Split Perm Split Perm pm+pt Perm pm+pt Perm Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 24.8 24.8 24.8 23.0 23.0 23.0 8.0 22.8 22.8 8.0 22.8 22.8 Total Split (s) 49.0 49.0 49.0 68.0 68.0 68.0 18.0 45.0 45.0 18.0 45.0 45.0 Total Split (%) 27.2% 27.2% 27.2% 37.8% 37.8% 37.8% 10.0% 25.0% 25.0% 10.0% 25.0% 25.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Min Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 124 (69%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 130 Control Type: Actuated -Coordinated Splits and Phases: 121: NE 36th St & iscayne Blvd 01 .� 't ) 02 `' 04 �f 08 BE@ �r 4, 71E , p�' [� b'" ... Ic oi:k 1 o5 06 FTL TPT01043505000-Miami Design District\Synchro\Future Background Timings 2016 Future Background Conditions 122: 195 Off Ramp & N Miami Ave PM Peak Hour t t Lane Group EBL EBR NBT SBT Lane Configurations r 4'tt Volume (vph) 642 238 854 314 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 4 Detector Phase 4 4 2 6 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 Minimum Split (s) 21.0 21.0 20.5 20.5 Total Split (s) 52.8 52.8 107.2 107.2 Total Split (%) 33.0% 33.0% 67.0% 67.0% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 0.4 0.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.4 4.4 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 107 (67%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 122: 195 Off Ramp & N Miami Ave 02 1 06 1 FTL_TPT01043505000-MiamiDesign District\Synchro\Future Background HCM Signalized Intersection Capacity Analysis 2016 Future Background Conditions 121: NE 36th St & Biscayne Blvd PM Peak Hour - OPTIMIZED TIMING Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 r • Volume (vph) 216 412 179 180 241 323 96 883 195 364 865 250 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Losttime (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 4.8 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.96 1.00 1.00 0.93 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1485 1681 1763 1518 1770 3539 1474 1770 1863 1481 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.07 1.00 1.00 0.09 1.00 1.00 Satd. Flow (perm) 1770 1863 1485 1681 1763 1518 129 3539 1474 176 1863 1481 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 223 425 185 186 248 333 99 910 201 375 892 258 RTOR Reduction (vph) 0 0 96 0 0 281 0 0 100 0 0 63 Lane Group Flow (vph) 223. 425 89 167 267 52 99 910 101 375 892 195 Confl. Peds. (#/hr) 19 10 10 18 Turn Type Split Perm Split Perm pm+pt Perm pm+pt Perm Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 42.3 42.3 42.3 27.9 27.9 27.9 62.8 57.8 57.8 95.2 87.2 87.2 Effective Green, g (s) 42.3 42.3 42.3 27.9 27.9 27.9 62.8 57.8 57.8 95.2 87.2 87.2 Actuated g/C Ratio 0.23 0.23 0.23 0.15 0.15 0.15 0.35 0.32 0.32 0.53 0.48 0.48 Clearance Time (s) 4.8 4.8 4.8 . 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 4.8 Vehicle Extension (s) 2.0 2.0 2.0 3.5 3.5 3.5 2.0 1.0 1.0 3.0 1.0 1.0 Lane Grp Cap (vph) 416 438 349 261 273 235 91 1136 473 398 903 717 v/s Ratio Prot 0.13 c0.23 0.10 c0.15 c0.03 0.26 c0.18 0.48 v/s Ratio Perm 0.06 0.03 c0.35 0.07 0.32 0.13 v/c Ratio 0.54 0.97 0.25 0.64 0.98 0.22 1.09 0.80 0.21 0.94 0.99 0.27 Uniform Delay, d1 60.3 68.2 56.0 71.3 75.7 66.5 57.2 55.8 44.5 54.3 45.9 27.5 Progression Factor 1.21 1.20 2.01 1.00 1.00 1.00 1.00 1.00 1.00 0.88 1.08 1.16 Incremental Delay, d2 4.1 32.9 1.5 5.3 48.0 0.6 120.2 3.9 0.1 25.5 22.8 0.1 Delay (s) 77.1 114.6 113.9 76.7 123.8 67.1 177.4 59.8 44.6 73.0 72.2 32.0 Level of Service E F F E F E F E D EEC Approach Delay (s) 104.4 88.9 66.9 65.6 Approach LOS F F E E Intersection Summary HCM Average Control Delay 77.5 HCM Level of Service E HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 15.8 Intersection Capacity Utilization 101.4% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group F-TL_TPT01043505000-Miami Design D-istrict\Synchr_olFuture Background Timings 2016 Future Background Conditions 121: NE 36th St & Biscayne Blvd PM Peak Hour- OPTIMIZED TIMING -116 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 ++ r t r Volume (vph) 216 412 179 180 241 323 96 883 195 364 865 250 Turn Type Split Perm Split Perm pm+pt Perm pm+pt Perm Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7,0 7.0 Minimum Split (s) 24.8 24.8 24.8 23.0 23.0 23.0 8.0 22.8 22.8 8.0 22,8 22.8 Total Split (s) 48.0 48.0 48.0 32.0 32.0 32.0 8.0 60.0 60.0 40.0 92.0 92.0 Total Split (%) 26.7% 26.7% 26.7% 17.8% 17.8% 17.8% 4.4% 33.3% 33.3% 22.2% 51.1% 51.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Min Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180. Offset: 124 (69%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 130 Control Type: Actuated -Coordinated Splits and Phases: 121: NE 36th St & Biscayne Blvd 01 02 4. 04 08 FTL_TPT01043505000-Miami_Design District\Synchro\Future Background APPENDIX K: Future Total Conditions Analysis HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 101: NE 42nd St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 13 1 23 14 5 47 16 1238 2 7 587 20 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 13 1 24 14 5 48 16 1276 2 7 605 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 766 pX, platoon unblocked 0.85 0.85 0.85 0.85 0.85 0.85 vC, conflicting volume 1352 1941 313 1652 1951 639 626 1278 vC1, stage 1 conf vol 630 630 1310 1310 vC2, stage 2 conf vol 722 1311 341 640 vCu, unblocked vol 1068 1759 313 1419 1770 •233 626 982 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 100 97 93 98 93 98 99 cM capacity (veh/h) 342 225 683 201 228 656 952 596 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 38 68 655 640 310 323 Volume Left 13 14 16 0 7 0 Volume Right 24 48 0 2 0 21 cSH 486 404 952 1700 596 1700 Volume to Capacity 0.08 0.17 0.02 0.38 0.01 0.19 Queue Length 95th (ft) 6 15 1 0 1 0 Control Delay (s) 13.0 15.7 0.5 0.0 0.4 0.0 Lane LOS B C A A Approach Delay (s) 13.0 15.7 0.2 0.2 Approach LOS B C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 FTL_T-PT0\043505000-Miami Design DistrictVSynchro\Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 102: NE 41 st St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t) Volume (veh/h) 31 14 20 33 9 102 35 1100 29 73 521 15 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 32 14 20 34 9 104 36 1122 30 74 532 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83 vC, conflicting volume 1430 1912 273 1651 1905 576 547 1152 vC1, stage 1 conf vol 688 688 1209 1209 vC2, stage 2 conf vol 741 1223 442 696 vCu, unblocked vol 1113 1693 273 1379 1684 • 88 547 780 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 89 93 97 85 96 87 96 89 cM capacity (veh/h) 278 197 724 225 234 793 1019 693 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 66 147 36 748 404 74 354 193 Volume Left 32 34 36 0 0 74 0 0 Volume Right 20 104 0 0 30 0 0 15 cSH 309 459 1019 1700 1700 693 1700 1700 Volume to Capacity 0.21 0.32 0.04 0.44 0.24 0.11 0.21 0.11 Queue Length 95th (ft) 20 34 3 0 0 9 0 0 Control Delay (s) 19.8 16.5 8.7 0.0 0.0 10.8 0.0 0.0 Lane LOS C C A B Approach Delay (s) 19.8 16.5 0.3 1.3 Approach LOS C C Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District1SynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 103: NE 40th St & N Miami Ave PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations , Volume (veh/h) 16 11 24 52 19 76 13 1072 44 32 550 17 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 17 12 25 55 20 80 14 1128 46 34 579 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 265 pX, platoon unblocked 0.81 0.81 0.81 0.81 0.81 0.81 vC, conflicting volume 1337 1857 298 1567 1843 587 597 1175 vC1, stage 1 conf vol 655 655 1179 1179 vC2, stage 2 conf vol 682 1202 388 664 vCu, unblocked vol 946 1589 298 1230 1571 - 21 597 746 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 95 95 96 79 92 91 99 95 cM capacity (veh/h) 341 246 698 263 266 852 976 695 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 54 155 14 752 422 34 386 211 Volume Left 17 55 14 0 0 34 0 0 Volume Right 25 80 0 0 46 0 0 18 cSH 405 410 976 1700 1700 695 1700 1700 Volume to Capacity 0.13 0.38 0.01 0.44 0.25 0.05 0.23 0.12 Queue Length 95th (ft) 11 43 1 0 0 4 0 0 Control Delay (s) 15.3 19.0 8.7 0.0 0.0 10.4 0.0 0.0 Lane LOS C C A B Approach Delay (s) 15.3 19.0 0.1 0.6 Approach LOS C C Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 FTL_TPTO1043505000-Miami Design District\Syachr_o.Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 107: NE 42nd St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 3 7 9 15 37 5 7 55 3 1 28 2 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 3 8 10 16 41 5 8 60 3 1 31 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 137 113 32 125 113 62 33 64 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 137 113 32 125 113 62 33 64 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 99 99 98 95 99 100 100 cM capacity (veh/h) 792 773 1042 831 773 1003 1579 1539 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 21 63 71 34 Volume Left 3 16 8 1 Volume Right 10 5 3 2 cSH 884 804 1579 1539 Volume to Capacity 0.02 0.08 0.00 0.00 Queue Length 95th (ft) 2 6 0 0 Control Delay (s) 9.2 9.9 0.8 0.2 Lane LOS A A A A Approach Delay (s) 9.2 9.9 0.8 0.2 Approach LOS A A Intersection Summary Average Delay 4.6 Intersection Capacity Utilization 18.0% ICU Level of Service A Analysis Period (min) 15 FTL TPT01043505000-Miami Design District\Synchro\Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 108: NE 41 st St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations c44. Volume (veh/h) 6 47 12 12 70 1 39 55 15 14 28 11 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Hourly flow rate (vph) 8 59 15 15 89 1 49 70 19 18 35 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 90 75 234 203 67 256 209 89 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 90 75 234 203 67 256 209 89 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 99 93 90 98 97 95 99 cM capacity (veh/h) 1505 1525 675 683 996 624 677 969 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 82 105 138 67 Volume Left 8 15 49 18 Volume Right 15 1 19 14 cSH 1505 1525 711 705 Volume to Capacity 0.01 0.01 0.19 0.10 Queue Length 95th (ft) 0 1 18 8 Control Delay (s) 0.7 1.1 11.3 10.6 Lane LOS A A BB Approach Delay (s) 0.7 1.1 11.3 10.6 Approach LOS B B Intersection Summary Average Delay 6.2 Intersection Capacity Utilization 22.4% ICU Level of Service A Analysis Period (min) 15 FTL_TPTO1043505000-Miami_Design _ District\Syn.chro\Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 109: NE 40th St & NE 1st Ave PM Peak Hour 4\ t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 17 26 31 26 59 42 71 89 19 44 27 26 Sign Control Free Free Stop Stop Grade s 0% 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 20 30 36 30 68 48 82 102 22 51 31 30 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 116 66 284 263 48 311 256 92 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 116 66 284 263 48 311 256 92 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4,0 3.3 p0 queue free % 99 98 87 84 98 91 95 97 cM capacity (veh/h) 1473 1536 608 622 1021 535 627 965 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 85 146 206 111 Volume Left 20 30 82 51 Volume Right 36 48 22 30 cSH 1473 1536 642 637 Volume to Capacity 0.01 0.02 0.32 0.18 Queue Length 95th (ft) 1 1 34 16 Control Delay (s) 1.8 1.6 13.2 11.8 Lane LOS A A BB Approach Delay (s) 1.8 1.6 13.2 11.8 Approach LOS B B Intersection Summary Average Delay 8.1 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period (min) 15 TL_TPT01043505000-Miami Design District\SynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 110: NE 39th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations it� Sign Control Stop Stop Stop Stop Volume (vph) 17 64 41 36 157 27 41 101 25 17 47 20 Peak HourFactor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 20 74 47 41 180 31 47 116 29 20 54 23 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 140 253 192 97 Volume Left (vph) 20 41 47 20 Volume Right (vph) 47 31 29 23 Hadj (s) -0.14 -0.01 -0.01 -0.07 Departure Headway (s) 4.9 4.8 5.0 5.1 Degree Utilization, x 0.19 0.34 0.27 0.14 Capacity (veh/h) 679 700 665 636 Control Delay (s) 9.0 10.3 9.8 8.9 Approach Delay (s) 9.0 10.3 9.8 8.9 Approach LOS A B A A Intersection Summary Delay 9.7 HCM Level of Service A Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design DistrictVSyrlchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 111: NE 38th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 7 79 9 24 121 36 14 124 22 22 70 22 Sign Control Free Free Stop Stop Grade . 0% 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 8 90 10 27 138 41 16 141 25 25 80 25 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 650 pX, platoon unblocked vC, conflicting volume 178 100 388 344 95 419 328 158 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 178 100 388 344 95 419 328 158 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 p0 queue free % 99 3.5 4.0 3.3 3.5 4.0 3.3 98 97 75 97 94 86 97 cM capacity (veh/h) 1397 1493 487 565 962 421 576 887 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 108 206 182 130 Volume Left 8 27 16 25 Volume Right 10 41 25 25 cSH 1397 1493 590 574 Volume to Capacity 0.01 0.02 0.31 0.23 Queue Length 95th (ft) 0 1 33 22 Control Delay (s) 0.6 1.1 13.8 13.1 Lane LOS A A BB Approach Delay (s) 0.6 1.1 13.8 13.1 Approach LOS B B Intersection Summary Average Delay 7.2 Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\SynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 112: NE 36th St & NE 1st Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 414. -1 ) Volume (veh/h) 56 672 70 207 748 22 50 84 131 17 40 69 Sign Control Free Free Stop Stop Grade • 0% 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 57 686 71 211 763 22 51 86 134 17 41 70 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 650 806 pX, platoon unblocked 0.93 0.93 0.93 0.93 0.93 0.93 vC, conflicting volume 786 757 1731 2044 379 1831 2068 393 vC1, stage 1 conf vol 836 836 1197 1197 vC2, stage 2 conf vol 895 1208 634 871 vCu, unblocked vol 786 579 1630 1968 170 1738 1994 393 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 93 77 49 34 83 79 69 88 cM capacity (veh/h) 829 918 101 130 782 84 130 606 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 57 457 300 211 509 277 270 129 Volume Left 57 0 0 211 0 0 51 17 Volume Right 0 0 71 0 0 22 134 70 cSH 829 1700 1700 918 1700 1700 202 202 Volume to Capacity 0.07 0.27 0.18 0.23 0.30 0.16 1.34 0.64 Queue Length 95th (ft) 6 0 0 22 0 0 380 94 Control Delay (s) 9.7 0.0 0.0 10.1 0.0 0.0 227.2 49.7 Lane LOS A B F E Approach Delay (s) 0.7 2.1 227.2 49.7 Approach LOS F E Intersection Summary Average Delay 31.9 Intersection Capacity Utilization 64.1 % ICU Level of Service C Analysis Period (min) 15 FTL_TPT01043505000-Miami_Design. District\Synchro\Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 113: NE 42nd St & NE 2nd Ave PM Peak Hour t 11, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 0 14 13 0 2 39 465 20 1 288 9 Sign Control Stop Stop Free Free Grade - 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 4 0 15 14 0 2 43 511 22 1 316 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 768 pX, platoon unblocked vC, conflicting volume 923 942 321 947 936 522 326 533 vC1, stage 1 conf vol 324 324 608 608 vC2, stage 2 conf vol 599 619 339 329 vCu, unblocked vol 923 942 321 947 936 -522 326 533 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 98 97 100 100 97 100 cM capacity (veh/h) 425 420 719 412 418 555 1233 1035 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 20 16 43 533 327 Volume Left 4 14 43 0 1 Volume Right 15 2 0 22 10 cSH 624 426 1233 1700 1035 Volume to Capacity 0.03 0.04 0.03 0.31 0.00 Queue Length 95th (ft) 2 3 3 0 0 Control Delay (s) 11.0 13.8 8.0 0.0 0.0 Lane LOS B B A A Approach Delay (s) 11.0 13.8 0.6 0.0 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 FTL TPT01043505000-Miami Design DistrictlynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 114: NE 41st St & NE 2nd Ave 2016 Future Total Conditions PM Peak Hour t • Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 43 117 130 480 282 37 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 44 121 134 495 291 38 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 534 pX, platoon unblocked 0.86 vC, conflicting volume 1073 310 329 vC1, stage 1 conf vol 310 vC2, stage 2 conf vol 763 vCu, unblocked vol 1003 310 329 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 88 83 89 cM capacity (veh/h) 375 730 1231 4111 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 165 629 329 Volume Left 44 134 0 Volume Right 121 0 38 cSH 582 1231 1700 Volume to Capacity 0.28 0.11 0.19 Queue Length 95th (ft) 29 9 0 Control Delay (s) 13.6 2.8 0.0 Lane LOS B A Approach Delay (s) 13.6 2.8 0.0 Approach LOS B Intersection Summary • Average Delay 3.5 Intersection Capacity Utilization 69.1% Analysis Period (min) 15 ICU Level of Service C FTL TPT01043505000-Miami Design DistricttSynchro\Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 115: NE 40th St & NE 2nd Ave PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 15 77 83 592 408 17 Sign Control Stop Free Free Grade - 0% 0% 0°/0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 81 87 623 429 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 258 pX, platoon unblocked 0.82 vC, conflicting volume 1236 438 447 vC1, stage 1 conf vol 438 vC2, stage 2 conf vol 798 vCu, unblocked vol 1177 438 447 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 96 87 92 cM capacity (veh/h) 354 618 1113 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 97 711 447 Volume Left 16 87 0 Volume Right 81 0 18 cSH 551 1113 1700 Volume to Capacity 0.18 0.08 0.26 Queue Length 95th (ft) 16 6 0 Control Delay (s) 12.9 2.0 0.0 Lane LOS B A Approach Delay (s) 12.9 2.0 0.0 Approach LOS B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min) 15 FTL TPT01043505000-Miami Design District\SynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 117: NE 38th St & NE 2nd Ave PM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations,. Volume (veh/h) 112 63 57 382 318 113 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 118 66 60 402 335 119 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 498 310 pX, platoon unblocked 0.81 vC, conflicting volume 916 227 454 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 776 227 454 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 54 91 95 cM capacity (veh/h) 255 776 1103 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 184 462 223 231 Volume Left 118 60 0 0 Volume Right 66 0 0 119 cSH 336 1103 1700 1700 Volume to Capacity 0.55 0.05 0.13 0.14 Queue Length 95th (ft) 78 4 0 0 Control Delay (s) 28.0 1.6 0.0 0.0 Lane LOS D A Approach Delay (s) 28.0 1.6 0.0 Approach LOS D Intersection Summary Average Delay 5.4 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 FTL TPT01043505000-Miami Design DistrictSynchro.Future. Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 124: NE 41 st St & Driveway 1 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 30 46 54 124 118 28 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 33 50 59 135 128 30 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 193 241 126 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 193 241 126 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 82 97 cM capacity (veh/h) 1380 729 924 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 83 193 159 Volume Left 33 0 128 Volume Right 0 135 30 cSH 1380 1700 760 Volume to Capacity 0.02 0.11 0.21 Queue Length 95th (ft) 2 0 20 Control Delay (s) 3.1 0.0 11.0 Lane LOS A B Approach Delay (s) 3.1 0.0 11.0 Approach LOS B Intersection Summary Average Delay 4.6 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15 FTL TPT01043505000-Miami Design District\SynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 125: NE 41 st St & Driveway 2 PM Peak Hour 4_ Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 Volume (veh/h) 63 41 6 115 39 6 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 68 45 7 125 42 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 113 229 91 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 113 229 91 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 94 99 cM capacity (veh/h) 1476 756 967 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 113 132 49 Volume Left 0 7 42 Volume Right 45 0 7 cSH 1700 1476 779 Volume to Capacity 0.07 0.00 0.06 Queue Length 95th (ft) 0 0 5 Control Delay (s) 0.0 0.4 9.9 Lane LOS A A Approach Delay (s) 0.0 0.4 9.9 Approach LOS A Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami_D.esign District\Synchro\Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 126: Driveway 3 & NE 1st Ave PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations V 4 Volume (veh/h) 6 39 41 107 59 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 7 42 45 116 64 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 273 67 71 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 273 67 71 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 96 97 cM capacity (veh/h) 696 996 1530 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 49 161 71 Volume Left 7 45 0 Volume Right 42 0 7 cSH 942 1530 1700 Volume to Capacity 0.05 0.03 0.04 Queue Length 95th (ft) 4 2 0 Control Delay (s) 9.0 2.2 0.0 Lane LOS A A Approach Delay (s) 9.0 2.2 0.0 Approach LOS A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 24.6% ICU Level of Service A Analysis Period (min) 15 FTL_TPTC1043505000-Miami Design District\Synchro\Future Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 127: NE 38th St & Driveway 4 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 89 56 115 41 39 84 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 97 61 125 45 42 91 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 320 pX, platoon unblocked vC, conflicting volume 170 402 147 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 170 402 147 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 93 92 90 cM capacity (veh/h) 1408 563 900 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 158 170 134 Volume Left 97 0 42 Volume Right 0 45 91 cSH 1408 1700 756 Volume to Capacity 0.07 0.10 0.18 Queue Length 95th (ft) 6 0 16 Control Delay (s) 5.0 0.0 10.8 Lane LOS A B Approach Delay (s) 5.0 0.0 10.8 Approach LOS B Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 33.7% ICU Level of Service A Analysis Period (min) 15 FTL_TPT0104350500.0-Miami Design District\SynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 128: NE 38th St & Driveway 5 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 53 103 130 77 73 50 Sign Control Free Free Stop Grade - 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 58 112 141 84 79 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 981 pX, platoon unblocked vC, conflicting volume 225 410 183 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 225 410 -183 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 86 94 cM capacity (veh/h) 1344 572 859 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 170 225 134 Volume Left 58 0 79 Volume Right 0 84 54 cSH 1344 1700 662 Volume to Capacity 0.04 0.13 0.20 Queue Length 95th (ft) 3 0 19 Control Delay (s) 2.9 0.0 11.8 Lane LOS A B Approach Delay (s) 2.9 0.0 11.8 Approach LOS B Intersection Summary Average Delay 3.9 Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\SynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 129: Driveway 6 & NE 1st Ave PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 17 0 161 18 0 92 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 18 0 175 20 0 100 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 285 185 195 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 285 185 195 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 97 100 100 cM capacity (veh/h) 705 857 1379 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 18 195 100 Volume Left 18 0 0 Volume Right 0 20 0 cSH 705 1700 1379 Volume to Capacity 0.03 0.11 0.00 Queue Length 95th (ft) 2 0 0 Control Delay (s) 10.2 0.0 0.0 Lane LOS B Approach Delay (s) 10.2 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 19.6% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043.505000-MiarnLDesign District\S_ynchrolFuture Total HCM Unsignalized Intersection Capacity Analysis 2016 Future Total Conditions 130: NE 36th St & Driveway 7 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations "g 'ft r Volume (veh/h) 24 852 982 41 39 22 Sign Control Free Free Stop Grade . 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 926 1067 45 42 24 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 977 479 pX, platoon unblocked 0.83 0.85 0.83 vC, conflicting volume 1112 1583 534 vC1, stage 1 conf vol 1067 vC2, stage 2 conf vol 515 vCu, unblocked vol 723 1137 26 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 96 88 97 cM capacity (veh/h) 726 345 865 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total 26 463 463 534 534 45 66 Volume Left 26 0 0 0 0 0 42 Volume Right 0 0 0 0 0 45 24 cSH 726 1700 1700 1700 1700 1700 440. Volume to Capacity 0.04 0.27 0.27 0.31 0.31 0.03 0.15 Queue Length 95th (ft) 3 0 0 0 0 0 13 Control Delay (s) 10.1 0.0 0.0 0.0 0.0 0.0 14.6 Lane LOS B B Approach Delay (s) 0.3 0.0 14.6 Approach LOS B Intersection Summary. Average Delay 0.6 Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 FTL_TPT01043505000-Miami Design District\SynchrolFuture Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 104: NE 39th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 ` Volume (vph) 28 26 124 97 50 68 14 1045 59 35 584 24 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 0.96 1.00 0.99 1.00 0.99 Fit Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1611 1734 1770 3505 1770 3514 Flt Permitted 0.57 1.00 0.76 0.38 1.00 0.18 1.00 Satd. Flow (perm) 1068 1611 1351 704 3505 335 3514 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 30 28 133 104 54 73 15 1124 63 38 628 26 RTOR Reduction (vph) 0 97 0 0 17 0 0 8 0 0 6 0 Lane Group Flow (vph) 30 64 0 0 214 0 15 1179 0 38 648 0 Confl. Peds. (#/hr) 3 5 6 3 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 21.8 21.8 21.8 49.6 49.6 49.6 49.6 Effective Green, g (s) 21.8 21.8 21.8 49.6 49.6 49.6 49.6 Actuated gIC Ratio 0.27 0.27 0.27 0.62 0.62 0.62 0.62 Clearance Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 291 439 368 436 2173 208 2179 v/s Ratio Prot 0.04 c0.34 0.18 v/s Ratio Perm 0.03 c0.16 0.02 0.11 v/c Ratio 0.10 0.15 0.58 0.03 0.54 0.18 0.30 Uniform Delay, d1 21.8 22.0 25.1 5.9 8.7 6.5 7.1 Progression Factor 1.00 1.00 1.00 1.56 2.20 1.00 1.00 Incremental Delay, d2 0.1 0.1 1.9 0.1 0.9 1.9 0.3 Delay (s) 21.9 22.2 27.1 9.3 20.0 8.4 7.4 Level of Service C C C A C A A Approach Delay (s) 22.1 27.1 19.9 7.5 Approach LOS C C B A Intersection Summary HCM Average Control Delay 17.1 HCM Level of Service B HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.6 Intersection Capacity Utilization 65.1 % ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group FTL-_TPT01043505000-Miami_Design DistricttSynchrolFuture Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 105: NE 38th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations .,. 'il '. Volume (vph) 0 0 0 57 129 12 424 1093 131 0 346 447 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 3.0 5.0 5.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.98 0.92 FIt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1819 1770 3475 3215 Flt Permitted 0.99 0.29 1.00 1.00 Satd. Flow (perm) 1819 549 3475 3215 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 59 134 12 442 1139 136 0 360 466 RTOR Reduction (vph) 0 0 0 0 2 0 0 6 0 0 82 0 Lane Group Row (vph) 0 0 0 0 203 0 442 1269 0 0 744 0 Confl. Peds. (#/hr) 5 1 3 Turn Type Perm pm+pt Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G (s) 23.0 127.0 127.0 107.2 Effective Green, g (s) 23.0 127.0 127.0 107.2 Actuated gIC Ratio 0.14 0.79 0.79 0.67 Clearance Time (s) 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 3.0 1.0 1.0 Lane Grp Cap (vph) 261 564 2758 2154 v/s Ratio Prot c0.08 0.37 0.23 v/s Ratio Perm 0.11 c0.54 v/c Ratio 0.78 0.78 0.46 0.35 Uniform Delay, d1 66.0 6.8 5.4 11.3 Progression Factor 1.00 2.74 0.29 0.96 Incremental Delay, d2 13.1 5.8 0.5 0.4 Delay (s) 79.2 24.4 2.0 11.3 Level of Service E C A B Approach Delay (s) 0.0 79.2 7.8 11.3 Approach LOS A E A B Intersection Summary HCM Average Control Delay 14.2 HCM Level of Service B HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group FTL_TP_T01043505000-Miami Design District\SynchrolFuture Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 106: NE 36th St & N Miami Ave PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 ilp II 1. r Volume (vph) 157 486 83 175 402 144 85 633 187 103 438 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3456 1770 1863 1557 1770 3539 1533 1770 3431 Flt Permitted 0.41 1.00 0.36 1.00 1.00 0.42 1.00 1.00 0.13 1.00 Satd. Flow (perm) 773 3456 670 1863 1557 784 3539 1533 241 3431 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 164 506 86 182 419 150 89 659 195 107 456 98 RTOR Reduction (vph) 0 6 0 0 0 60 0 0 149 0 17 0 Lane Group Flow (vph) 164 586 0 182 419 90 89 659 46 107 537 0 Confl. Peds. (#/hr) 1 8 16 2 Turn Type pm+pt pm+pt Perm Perm Perm pm+pt Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 94.4 83.5 98.2 85.4 85.4 37.6 37.6 37.6 51.8 51.8 Effective Green, g (s) 94.4 83.5 98.2 85.4 85.4 37.6 37.6 37.6 51.8 51.8 Actuated g/C Ratio 0.59 0.52 0.61 0.53 0.53 0.24 0.24 0.24 0.32 0.32 Clearance Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.0 1.0 2.0 1.0 1.0 2.5 2.5 2.5 2.0 2.5 Lane Grp Cap (vph) 524 1804 499 994 831 184 832 360 185 1111 v/s Ratio Prot 0.02 0.17 c0.03 c0.22 c0.19 c0.04 0.16 v/s Ratio Perm 0.16 0.19 0.06 0.11 0.03 0.15 vlc Ratio 0.31 0.32 0.36 0.42 0.11 0.48 0.79 0.13 0.58 0.48 Uniform Delay, d1 15.9 22.0 14.1 22.4 18.5 52.8 57.5 48.3 41.7 43.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.72 1.60 Incremental Delay, d2 0.1 0.5 0.2 1.3 0.3 1.5 5.0 0.1 2.7 0.2 Delay (s) 16.0 22.5 14.2 23.8 18.7 54.3 62.6 48.4 74.2 69.7 Level of Service B C BCBD E D E E Approach Delay (s) 21.1 20.4 58.8 70.4 Approach LOS C C E E Intersection Summary HCM Average Control Delay 42.9 HCM Level of Service D HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 13.7 Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami_ Design DistrictSynchro\Future Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 116: NE 39th St & NE 2nd Ave PM Peak Hour Movement Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary 44- EBL EBT EBR WBL WBT WBR NBL 41. 8 46 32 92 143 245 33 1900 1900 1900 1900 1900 1900 1900 4.2 4.2 1.00 1.00 0.98 0.96 1.00 1.00 0.95 0.93 1.00 0.99 1730 1644 0.96 0.92 1667 1526 0.95 0.95 0.95 0.95 0.95 0.95 0.95 8 48 34 97 151 258 35 0 21 0 0 36 0 0 0 69 0 0 470 0 0 21 25 Perm Perm Perm 4 8 4 8 2 34.7 34.7 34.7 34.7 0.39 0.39 4.2 4.2 2.5 2.5 643 588 0.04 0.11 17.7 1.00 0.1 17.8 B 17.8 B c0.31 0.80 24.6 1.13 4.6 32.3 C 32.3 C t NBT NBR SBL SBT SBR 414 401 74 159 288 32 1900 1900 1900 1900 1900 4.0 4.0 1.00 0.95 0.99 1.00 1.00 1.00 0.98 0.99 1.00 0.98 1806 3438 0.95 0.62 1718 2167 0.95 0.95 0.95 0.95 0.95 422 78 167 303 34 9 0 0 7 0 526 0 0 497 0 13 6 Perm 2 47.1 47.1 0.52 4.0 1.0 899 c0.31 0.59 14.7 0.67 2.2 12.2 B 12.2 B 6 6 47.1 47.1 0.52 4.0 1.0 1134 0.23 0.44 13.3 1.00 1.2 14.5 B 14.5 B HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 19.4 0.68 90.0 87.4% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.2 FTL TPT01043505000-Miami Design District\SynchrolFuture Total HCM Signalized Intersection Capacity Analysis 118: NE 36th St & Federal Hwy 2016 Future Total Conditions PM Peak Hour Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR NBR2 SBL2 Lane Configurations Volume (vph) 68 161 567 151 537 76 35 184 277 381 98 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.6 6.6 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frt 1.00 0.97 0.97 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1770 3428 3448 1826 1583 Flt Permitted 0.10 1.00 1.00 0.98 1.00 Satd. Flow (perm) 195 3428 3448 1826 1583 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 69 164 579 154 548 78 36 188 283 389 100 10 RTOR Reduction (vph) 0 0 15 0 2 0 0 0 0 5 0 0 Lane Group Flow (vph) 0 233 718 0 660 0 0 0 471 484 0 0 Turn Type pm+pt pm+pt custom custom Perm Protected Phases 5 5 2 6 8 8 8 Permitted Phases 2 2 8 8 8 4 Actuated Green, G (s) 59.4 59.4 38.2 51.8 51.8 Effective Green, g (s) 59.4 59.4 38.2 51.8 51.8 Actuated g/C Ratio 0.33 0.33 0.21 0.29 0.29 Clearance Time (s) 3.0 6.6 6.6 4.0 4.0 Vehicle Extension (s) 2.0 1.0 1.0 3.0 3.0 Lane Grp Cap (vph) 224 1131 732 525 456 v/s Ratio Prot c0.11 0.21 0.19 0.26 c0.31 v/s Ratio Perm c0.24 v/c Ratio 1.04 0.64 0.90 0.90 1.06 Uniform Delay, d1 54.0 51.1 69.1 61.5 64.1 Progression Factor 1.00 1.00 0.75 1.00 1.00 Incremental Delay, d2 71.0 2.7 15.2 17.8 59.4 Delay (s) 125.1 53.8 67.1 79.3 123.5 Level of Service F D E E F Approach Delay (s) 71.0 67.1 101.8 Approach LOS E E F Intersection Summary HCM Average Control Delay 79.6 HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 180.0 Intersection Capacity Utilization 96.6% Analysis Period (min) 15 c Critical Lane Group HCM Level of Service Sum of lost time (s) ICU Level of Service E 17.0 F FTL TPT01043505000-Miami Design Dstrict\SynchrolFuture Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 118: NE 36th St & Federal Hwy PM Peak Hour 4 Movement SBL SBT SBR SWL2 SWL SWR SWR2 Lane Configurations r Volume (vph) 114 172 86 92 215 130 1 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 0.95 1.00 Satd. Flow (prot) 3467 1583 1770 1770 1583 Flt Permitted 0.98 1.00 0.95 0.95 1.00 Satd. Flow (perm) 3467 1583 1770 1770 1583 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 116 176 88 94 219 133 1 RTOR Reduction (vph) 0 0 34 0 0 0 0 Lane Group Flow (vph) 0 302 54 94 219 134 0 Turn Type Split pt+ov Split Perm Protected Phases 4 4 4 5 3 3 Permitted Phases 3 Actuated Green, G (s) 20.5 38.7 27.7 27.7 27.7 Effective Green, g (s) 20.5 38.7 27.7 27.7 27.7 Actuated g/C Ratio 0.11 0.22 0.15 0.15 0.15 Clearance Time (s) 5.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 395 340 272 272 244 v/s Ratio Prot c0.09 0.03 0.05 c0.12 v/s Ratio Perm 0.08 v/c Ratio 0.76 0.16 0.35 0.81 0.55 Uniform Delay, d1 77.4 57.4 68.1 73.5 70.4 Progression Factor 0.99 0.85 0.89 0.90 0.89 Incremental Delay, d2 7.8 0.2 0.5 15.1 2.0 Delay (s) 84.7 48.7 60.8 81.1 64.7 Level of Service F D E F E Approach Delay (s) 76.6 71.9 Approach LOS E E Intersection Summary FTL_TPT01043505000-Miami_Design District\SynchrolFuture Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 119: NE 39th St & Federal Hwy PM Peak Hour t r LAlf Movement EBL2 EBL EBR WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations ' Tr Volume (vph) 128 119 54 58 337 37 31 598 2 2 275 111 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.99 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1827 1857 3352 Flt Permitted 0.95 1.00 0.95 1.00 0.96 0.95 Satd. Flow (perm) 1770 1583 1770 1827 1796 3196 Peak -hour factor, PHF 0.94 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.92 0.92 0.94 0.94 Adj. Flow (vph) 136 129 57 62 359 39 33 636 2 2 293 118 RTOR Reduction (vph) 0 0 46 0 0 0 0 0 0 0 47 0 Lane Group Flow (vph) 0 265 11 62 398 0 0 671 0 0 366 0 Confl. Peds. (#/hr) 10 6 Turn Type Prot custom custom Split Perm Perm Protected Phases 4 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Actuated Green, G (s) 16.9 16.9 21.5 21.5 37.6 37.6 Effective Green, g (s) 16.9 16.9 21.5 21.5 37.6 37.6 Actuated g/C Ratio 0.19 0.19 0.24 0.24 0.42 0.42 Clearance Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Vehicle Extension (s) 2.5 2.5 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 332 297 423 436 750 1335 v/s Ratio Prot c0.15 0.01 0.04 c0.22 v/s Ratio Perm c0.37 0.11 v/c Ratio 0.80 0.04 0.15 0.91 0.89 0.27 Uniform Delay, d1 34.9 29.9 27.0 33.3 24.4 17.2 Progression Factor 0.85 1.20 1.02 1.08 1.09 1.00 Incremental Delay, d2 11.7 0.0 0.1 22.0 7.3 0.5 Delay (s) 41.3 35.9 27.7 58.1 33.8 17.7 Level of Service D DC E C B Approach Delay (s) 54.0 33.8 17.7 Approach LOS D C B Intersection Summary HCM Average Control Delay 36.3 HCM Level of Service D HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design Diistrict\Synchro\Future Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 120: NE 38th St & Biscayne Blvd PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 0 0 0 412 216 593 79 1106 307 370 1077 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.99 Flt Protected, 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1559 1770 3424 1770 3496 Flt Permitted 0.95 1.00 1.00 0.23 1.00 0.10 1.00 Satd. Flow (perm) 1770 1863 1559 437 3424 181 3496 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 425 223 611 81 1140 316 381 1110 90 RTOR Reduction (vph) 0 0 0 0 0 293 0 27 0 0 7 0 Lane Group Flow (vph) 0 0 0 425 223 318 81 1429 0 381 1193 0 Confl. Peds. (#/hr) 6 3 3 Turn Type Perm Perm Perm pm+pt Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Actuated Green, G (s) 22.4 22.4 22.4 38.2 38.2 58.3 58.3 Effective Green, g (s) 22.4 22.4 22.4 38.2 38.2 58.3 58.3 Actuated g/C Ratio 0.25 0.25 0.25 0.42 0.42 0.65 0.65 Clearance Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1,0 Lane Grp Cap (vph) 441 464 388 185 1453 419 2265 v/s Ratio Prot 0.12 c0.42 c0.17 0.34 v/s Ratio Perm c0.24 0.20 0.19 0.42 v/c Ratio 0.96 0.48 0.82 0.44 0.98 0.91 0.53 Uniform Delay, d1 33.4 28.8 31.9 18.3 25.6 26.5 8.5 Progression Factor 1.00 1.00 1.00 1.80 2.61 1.00 1.00 Incremental Delay, d2 33.4 0.6 12.4 3.0 11.5 22.7 0.9 Delay (s) 66.7 29.4 44.3 35.8 78.2 49.2 9.4 Level of Service ECDDE D A Approach Delay (s) 0.0 49.2 76.0 19.0 Approach LOS A D E B Intersection Summary HCM Average Control Delay 47.7 HCM Level of Service D HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 94.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami Design District\Synchro\Future Total HCM Signalized Intersection Capacity Analysis 121: NE 36th St & Biscayne Blvd 2016 Future Total Conditions PM Peak Hour Movement EBL Lane Configurations Volume (vph) 216 Ideal Flow (vphpl) 1900 Total Lost time (s) 4.8 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 0.95 Satd. Flow (prot) 1770 Flt Permitted 0.95 Satd. Flow (perm) 1770 Peak -hour factor, PHF 0.97 Adj. Flow (vph) 223 RTOR Reduction (vph) 0 Lane Group Flow (vph) 223 Conti. Peds. (#/hr) Turn Type Split Protected Phases Permitted Phases Actuated Green, G (s) 44.2 Effective Green, g (s) 44.2 Actuated g/C Ratio 0.25 Clearance Time (s) 4.8 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 435 v/s Ratio Prot 0.13 v/s Ratio Perm v/c Ratio 0.51 Uniform Delay, d1 58.6 Progression Factor 1.18 Incremental Delay, d2 3.5 Delay (s) 72.7 Level of Service E Approach Delay (s) Approach LOS Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 4- EBT EBR WBL WBT WBR €r 446 207 180 253 323 1900 1900 1900 1900 1900 4.8 4.8 5.0 5.0 5.0 1.00 1.00 0.95 0.95 1.00 1.00 0.94 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.95 1.00 1.00 1863 1485 1681 1764 1518 1.00 1.00 0.95 1.00 1.00 1863 1485 1681 1764 1518 0.97 0.97 0.97 0.97 0.97 460 213 186 261 333 0 102 0 0 251 460 111 167 280 82 19 10 Perm Split Perm 4 4 44.2 44.2 0.25 4.8 2.0 457 c0.25 1.01 67.9 1.17 39.6 119.2 F 103.2 F 4 44.2 44.2 0.25 4.8 2.0 365 0.07 0.30 55.4 1.78 1.7 100.4 F 118.9 1.06 180.0 105.8% 15 8 8 36.4 36.4 0.20 5.0 3.5 340 0.10 0.49 63.6 1.00 1.3 64.9 E 36.4 36.4 0.20 5.0 3.5 357 c0.16 0.78 68.1 1.00 11.1 79.1 E 68.4 E 8 36.4 36.4 0.20 5.0 3.5 307 0.05 0.27 60.5 1.00 0.6 61.1 E NBL NBT NBR SBL SBT SBR ft r rf 114 918 195 392 887 250 1900 1900 1900 1900 1900 1900 3.0 4.8 4.8 3.0 4.8 4.8 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 0.95 1.00 1.00 0.95 1.00 1.00 1770 3539 1474 1770 1863 1481 0.10 1.00 1.00 0.09 1.00 1.00 185 3539 1474 172 1863 1481 0.97 0.97 0.97 0.97 0.97 0.97 118 946 201 404 914 258 0 0 99 0 0 49 118 946 102 404 914 209 10 18 pm+pt Perm pm+pt Perm 5 2 1 6 2 2 6 6 52.4 40.2 40.2 84.8 69.6 69.6 52.4 40.2 40.2 84.8 69.6 69.6 0.29 0.22 0.22 0.47 0.39 0.39 3.0 4.8 4.8 3.0 4.8 4.8 2.0 1.0 1.0 3.0 1.0 1.0 161 790 329 450 720 573 0.05 0.27 c0.21 c0.49 0.16 0.07 0.21 0.14 0.73 1.20 0.31 0.90 1.27 0.36 52.9 69.9 58.3 55.3 55.2 39.4 1.00 1.00 1.00 0.90 1.06 1.10 13.8 101.0 0.2 16.5 129.8 0.1 66.7 170.9 58.5 66.3 188.1 43.6 E F E E F D 143.3 133.2 F HCM Level of Service Sum of lost time (s) ICU Level of Service F 17.6 FTL_TPT01043505000-Miami Design District\Synchro\Future Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 122: 195 Off Ramp & N Miami Ave PM Peak Hour t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 1 r tit ` `it Volume (vph) 725 238 0 913 370 0 Ideal Flow (yphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.4 4.4 Lane Util. Factor 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 3539 3539 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 3539 3539 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 755 248 0 951 385 0 RTOR Reduction (vph) 0 55 0 0 0 0 Lane Group Flow (vph) 755 193 0 951 385 0 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 4 Actuated Green, G (s) 84.3 84.3 66.3 66.3 Effective Green, g (s) 84.3 84.3 66.3 66.3 Actuated g/C Ratio 0.53 0.53 0.41 0.41 Clearance Time (s) 5.0 5.0 4.4 4.4 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 933 834 1466 1466 v/s Ratio Prot c0.43 c0.27 0.11 v/s Ratio Perm 0.12 vlc Ratio 0.81 0.23 0.65 0.26 Uniform Delay, d1 31.2 20.4 37.5 30.8 Progression Factor 1.00 1.00 0.96 1.03 Incremental Delay, d2 5.1 0.1 2.1 0.4 Delay (s) 36.3 20.5 38.1 32.2 Level of Service D C D C Approach Delay (s) 32.4 38.1 32.2 Approach LOS C D C Intersection Summary HCM Average Control Delay 34.7 HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 160.0 Intersection Capacity Utilization 73.2% Analysis Period (min) 15 c Critical Lane Group HCM Level of Service Sum of lost time (s) ICU Level of Service C 9.4 D FTL- TPT01043505000-Miami Design Distract\Synchro\Future Total HCM Signalized Intersection Capacity Analysis 2016 Future Total Conditions 121: NE 36th St & Biscayne Blvd PM Peak Hour- OPTIMIZED + IMPROVEMENT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 16 r 4 r 11 ft r Volume (vph) 216 446 207 180 253 323 114 918 195 392 887 250 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.96 1.00 1.00 0.93 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1485 1681 1764 1518 1770 3539 1474 1770 3373 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.13 1.00 1.00 0.08 1.00 Satd. Flow (perm) 1770 1863 1485 1681 1764 1518 233 3539 1474 144 3373 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 223 460 213 186 261 333 118 946 201 404 914 258 RTOR Reduction (vph) 0 0 103 0 0 277 0 0 99 0 14 0 Lane Group Flow (vph) 223 460 110 167 280 56 118 946 102 404 1158 0 Confl. Peds. (#/hr) 19 10 10 18 Turn Type Split Perm Split Perm pm+pt Perm pm+pt Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 47.0 47.0 47.0 30.2 30.2 30.2 58.9 48.9 48.9 88.2 75.2 Effective Green, g (s) 47.0 47.0 47.0 30.2 30.2 30.2 58.9 48.9 48.9 88.2 75.2 Actuated g/C Ratio 0.26 0.26 0.26 0.17 0.17 0.17 0.33 0.27 0.27 0.49 0.42 Clearance Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.0 2.0 3.5 3.5 3.5 2.0 1.0 1.0 3.0 1.0 Lane Grp Cap (vph) 462 486 388 282 296 255 162 961 400 398 1409 v/s Ratio Prot 0.13 c0.25 0.10 c0.16 0.04 0.27 c0.20 0.34 v/s Ratio Perm 0.07 0.04 0.20 0.07 c0.29 v/c Ratio 0.48 0.95 0.28 0.59 0.95 0.22 0.73 0.98 0.25 1.02 0.82 Uniform Delay, d1 56.2 65.3 53.0 69.2 74.1 64.7 45.7 65.2 51.3 60.2 46.5 Progression Factor 1.22 1.20 1.97 1.00 1.00 1.00 1.00 1.00 1.00 0.87 1.08 Incremental Delay, d2 2.9 25.8 1.5 3.5 38.0 0.5 12.9 25.0 0.1 43.5 3.0 Delay (s) 71.3 104.2 105.8 72.7 112.1 65.2 58.7 90.2 51.4 95.7 53.1 Level of Service E F F E F EEF D F D Approach Delay (s) 96.4 83.7 81.1 64.0 Approach LOS F F F E Intersection Summary HCM Average Control Delay 78.6 HCM Level of Service E HCM Volume to Capacity ratio 0.97 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 12.8 Intersection Capacity Utilization 99.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group FTL_TPT01043505000-Miami_Design District\SynchrolFuture Total Timings 2016 Future Total Conditions 121: NE 36th St & Biscayne Blvd PM Peak Hour- OPTIMIZED + IMPROVEMENT t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations 1 it r ill 4 r 11 Vi r Volume (vph) 216 446 207 180 253 323 114 918 195 392 887 Turn Type Split Perm Split Perm pm+pt Perm pm+pt Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s) ' 24.8 24.8 24.8 23.0 23.0 23.0 8.0 22.8 22.8 8.0 22.8 Total Split (s) 53.8 53.8 53.8 34.0 34.0 34.0 14.0 54.2 54.2 38.0 78.2 Total Split (%) 29.9% 29.9% 29.9% 18.9% 18.9% 18.9% 7.8% 30.1% 30.1% 21.1% 43.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lead/Lag Lead Lag Lag. Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Intersection Summary Cycle Length: 180 Actuated Cycle Length: 180 Offset: 124 (69%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 121: NE 36th St & Biscayne Blvd 01 '`02 4. 04 08 05 1V> 06 f _ F-TL-TP.TO1043505000-Miami Design DistrictlSynchrolFuture Total