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HomeMy WebLinkAboutTab 45A - Magic City SAP Traffic Study■ Traffic Impact Analysis for Submittal to the City of Miami Magic City Innovation District Special Area Plan (SAP) Miami, Florida Kirnley>>) Horn © 2018 Kimley-Horn and Associates, Inc. Updated August 2018 June 2018 February 2018 December 2017 043908100 Traffic Impact Analysis for Submittal to the City of Miami Magic City Innovation District Special Area Plan Miami, Florida Prepared for: MCD Miami, LLC Prepared by: Kimley-Horn and Associates, Inc. Kimley>» Horn ©2018 Kimley-Horn and Associates, Inc. Updated August 2018 June 2018 February 2018 December 2017 043908100 ,i� k 1/44ii .` 0�,-L�GEhlSF . 4s i•� * No. 78828 ,t _ Adrian •abkowski, P.E., PTOE Florida Registration Number 78828 Kimley-Horn and Associates, Inc. 600 North Pine Island Road Fort Lauderdale, FL 33324 CA # 00000696 Kimley »)Horn EXECUTIVE SUMMARY Traffic Impact Analysis MCD Miami, LLC is proposing a mixed -use redevelopment generally bounded by NE 64th Street to the north, NE 59th Terrace to the south, Florida East Coast (FEC) railway to the east, and NE 2nd Avenue to the west in Miami, Florida. The parcels proposed for redevelopment are currently occupied by 135,656 square feet of warehouse space and a 265,784 square -foot mobile home park. The proposed redevelopment consists of 2,208,540 square feet of general office building, 344,548 square feet of retail, 2,630 high-rise apartment units, a 432-room hotel and an 119,610 square -foot automobile storage facility. A traffic impact analysis was conducted for the project consistent with the City of Miami requirements. Trip generation calculations for the proposed redevelopment were performed using the Institute of Transportation Engineers' (ITE's) Trip Generation Manual, 9th Edition. Transportation corridor segment 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 adopted levels of service during both the A.M. and P.M. peak hours with the exception of the intersection of NW 62nd Street and 1-95 northbound on/off-ramps which is expected to operate at LOS F under future background and future total conditions during the P.M. peak hour. Please note that FDOT is expected to implement capacity improvements at the NW 62nd Street and 1-95 interchange with an anticipated design year of 2045. Further note that project traffic results in the equivalent of a 0.1 percent (0.1%) increase in overall intersection delay from future background conditions. The project proposes the following roadway improvements: • Realignment of the two (2) offset, stop -controlled intersections of NE 62nd Street at NE 4th Avenue (West) and NE 62nd Street at NE 4th Avenue (East) with NE 615t Street at NE 4th Avenue. The proposed realignment is expected to provide more direct connectivity along NE 4th Avenue from NE 62nd Street to NE 60th Street. The proposed realigned segment of NE 4th Avenue between NE 62nd Street and NE 615t Street will provide a three (3) lane section with an exclusive left -turn lane and an exclusive through lane at the northbound approach at the intersection of NE 62nd Street and NE 4th Avenue and at the southbound approach at the intersection of NE 615t K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - i August 2018 Kimley »)Horn Traffic Impact Analysis Street and NE 4th Avenue. The northbound approach is expected to operate at LOS E during the P.M. peak hour and the southbound approach is expected to operate at LOS D during the P.M. peak hour with the implementation of this improvement. • Extension of NE 3rd Avenue from NE 615t Street to NE 59th Terrace. The proposed extension is expected to provide more direct connectivity along NE 4t" Avenue from NE 62nd Street to NE 60t" Street. Note that the Applicant is coordinating with the City of Miami Planning Department to convert a portion of the existing surface parking lot located on the north side of NE 59th Terrace into the NE 3rd Avenue extension. • The southbound approach at the intersection of NE 62nd Street and NE 4th Avenue will be reconfigured to provide one (1) through lane and one (1) exclusive right -turn lane (245 feet). Please note that right-of-way is not required for this improvement as on -street parking is provided along the west side of NE 4th Avenue just north of NE 62nd Street. The southbound approach is expected to operate at LOS C during the P.M. peak hour with the implementation of this improvement. • The westbound approach at the intersection of NE 60th Street and NE 2nd Avenue will be reconfigured to provide one (1) exclusive left -turn lane (325 feet) and one (1) exclusive right - turn lane. The westbound approach at the intersection of NE 60th Street and NE 2nd Avenue is expected to operate at LOS E + 28% during the P.M. peak hour with the implementation of this improvement. A signal warrant analysis was conducted at the realigned intersections of NE 62nd Street at NE 4th Avenue and NE 615t Street at NE 4th Avenue. The results of the signal warrant analysis indicate that a signalization of the intersections is not recommended as they do not satisfy vehicular volume Warrant 1A, Warrant 1B, the combination of Warrants 1A and 1B, nor Warrant 2. The project is contemplating a series of improvements including a pedestrian promenade with pedestrian amenities, bicycle amenities such as bicycle lanes and short-term and long-term bicycle parking, a Citibike station, a taxi/shared-ride drop-off/pick-up area, a Miami Trolley transit stop with a shelter, and a Tri-Rail Coastal Link train station. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - ii August 2018 Kimley »)Horn TABLE OF CONTENTS Traffic Impact Analysis Page 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 7 EXISTING CONDITIONS CAPACITY ANALYSIS 9 Transportation Corridors 9 FUTURE BACKGROUND TRAFFIC CONDITIONS 19 Background Area Growth 19 Committed Developments 20 PROJECT TRAFFIC 22 Existing and Proposed Land Uses 22 Project Access 22 Trip Generation 29 Multimodal Reduction 29 Internal Capture 29 Pass -by Capture 30 Net New Project Trips 30 Trip Distribution and Assignment 31 FUTURE TOTAL TRAFFIC 37 FUTURE CONDITIONS CAPACITY ANALYSIS 40 Future Background Traffic Conditions 40 Future Total Traffic Conditions 43 SIGNAL WARRANT ANALYSIS 48 TRANSPORTATION CONTROL MEASURES PLAN 50 Pedestrian Amenities 50 Bicycle Facility Considerations 51 City of Miami Trolley 51 Tri-Rail Coastal Link 51 CONCLUSION 52 K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - iii August 2018 Kimley »)Horn LIST OF FIGURES Traffic Impact Analysis Page Figure 1: Site Location Map 2 Figure 2: Existing A.M. and P.M. Peak Hour Traffic Volumes 6 Figure 3: Future Background A.M. and P.M. Peak Hour Traffic Volumes 21 Figure 4A: Magic City Innovation District SAP Ingress Routes 25 Figure 4B: Magic City Innovation District SAP Egress Routes 26 Figure 4C: Magic City Innovation District SAP Loading Vehicle Ingress Routes 27 Figure 4D: Magic City Innovation District SAP Loading Vehicle Egress Routes 28 Figure 5: Peak Hour Net New Trip Distribution 33 Figure 6: Peak Hour Net New Trip Assignment 34 Figure 7: P.M. Peak Hour Pass -By Trip Distribution 35 Figure 8: P.M. Peak Hour Pass -by Trip Assignment 36 Figure 9: Future Total A.M. and P.M. Peak Hour Traffic Volumes 39 K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - iv August 2018 Kimley »)Horn LIST OF TABLES Traffic Impact Analysis Page Table 1: Data Collection Summary 5 Table 2: Existing, Future Background, and Future Total Transportation Corridor Level of Service Thresholds 8 Table 3: Existing A.M. and P.M. Peak Hour Roadway Volumes 9 Table 4: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE/NW 62nd Street between NW 2nd Avenue and NE 2nd Avenue 11 Table 5: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 62nd Street between NE 2nd Avenue and Biscayne Boulevard 12 Table 6: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 615t Street between NE 2nd Avenue and Biscayne Boulevard 12 Table 7: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 2nd Avenue between NE 67th Street and 62nd Street 13 Table 8: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 2nd Avenue between NE 62nd Street to south of NE 56th Street 14 Table 9: Existing A.M. Peak Hour Transportation Corridor Segment Conditions 16 Table 10: Existing P.M. Peak Hour Transportation Corridor Segment Conditions 16 Table 11: Existing Peak Hour Intersection Conditions 18 Table 12: Historical Growth Rate Summary 20 Table 13: Proposed Net New Trip Generation 31 Table 14: Cardinal Trip Distribution 32 Table 15: Future Background A.M. Peak Hour Transportation Corridor Segment Conditions 41 Table 16: Future Background P.M. Peak Hour Transportation Corridor Segment Conditions 41 Table 17: Future Background Peak Hour Intersection Conditions 42 Table 18: Future Total A.M. Peak Hour Transportation Corridor Segment Conditions 45 Table 19: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions 46 Table 20: Future Total Peak Hour Intersection Conditions 47 Table 21: Pagones Theorem Hourly Right -Turn Volume Reduction 49 Table 22: Signal Warrant Analysis Summary 49 K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - v August 2018 Kimley »)Horn LIST OF APPENDICES APPENDIX A: Site Plan APPENDIX B: Methodology Correspondence APPENDIX C: Traffic Data APPENDIX D: Miami -Dade Transit Data APPENDIX E: Existing Conditions Analysis APPENDIX F: Growth Rate Calculations APPENDIX G: Committed Development Trip Information APPENDIX H: Trip Generation APPENDIX I: Cardinal Trip Distribution APPENDIX J: Volume Development Worksheets APPENDIX K: Future Background Conditions Analysis APPENDIX L: Future Total Conditions Analysis APPENDIX M: Signal Warrant Analysis Traffic Impact Analysis K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - vi August 2018 Kimley »)Horn INTRODUCTION Traffic Impact Analysis MCD Miami, LLC is proposing a mixed -use redevelopment generally bounded by NE 64th Street to the north, NE 59th Terrace to the south, Florida East Coast (FEC) railway to the east, and NE 2nd Avenue to the west in Miami, Florida. The parcels proposed for redevelopment are currently occupied by 135,656 square feet of warehouse space and a vacant 265,784 square -foot mobile home park. The proposed redevelopment consists of 2,208,540 square feet of general office building, 344,548 square feet of retail, 2,630 high-rise apartment units, a 432-room hotel and an 119,610 square -foot automobile storage facility. Figure 1 provides a location map of the project parcels. A conceptual site plan for the proposed redevelopment is included in Appendix A. 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 the 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. All methodology correspondence is included in Appendix B. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 1 August 2018 NOT TO SCALE .5} p NE 59th Terrace 59th Street Figure 1 Location Map Magic City SAP Miami, Florida Kimley »)Horn DATA COLLECTION Traffic Impact Analysis A.M. peak period (7:00 to 9:00 A.M.) and P.M. peak period (4:00 to 6:00 P.M.) turning movement counts were collected on October 4, 2017 (Wednesday) and October 11, 2017 (Wednesday) at the following intersections: • NE 67th Street and NE 2nd Avenue • NE 67th Street and NE 4th Avenue • NW 62nd Street and 1-95 southbound on/off-ramps • NW 62nd Street and 1-95 northbound on/off-ramps • NW 62nd Street and NW 2nd Avenue • NE/NW 62nd Street and N Miami Avenue • NE 61st/62nd Street and NE 2nd Avenue • NE 62nd Street and NE 3rd Avenue • NE 62nd Street and NE 4th Avenue (West) • NE 62nd Street and NE 4th Avenue (East) • NE 62nd Street and NE 4th Court • NE 62nd Street and Biscayne Boulevard • NE 615t Street and NE 3rd Avenue • NE 615t Street and NE 4th Avenue • NE 615t Street and NE 4th Court • NE 615t Street and Biscayne Boulevard • NE 60th Street and NE 2nd Avenue (North) • NE 60th Street and NE 2nd Avenue (South) • NE 60th Street and NE 4th Avenue • NE 59th Terrace and NE 2nd Avenue • NE 59th Terrace and NE 4th Avenue • NE 59th Street and NE 2nd Avenue • NE 59th Street and NE 4th Avenue K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 3 August 2018 Kimley »)Horn Traffic Impact Analysis Additionally, 24-hour continuous counts were collected on October 4, 2017 (Wednesday) and October 11, 2017 (Wednesday) at the following roadway segments: • NW 62nd Street between NW 2nd Avenue and NE 2nd Avenue • NE 62nd Street between NE 2nd Avenue and NE 4th Avenue • NE 62nd Street between NE 4th Avenue and Biscayne Boulevard • NE 615t Street between NE 2nd Avenue and NE 4th Avenue • NE 615t Street between NE 4th Avenue and Biscayne Boulevard • NE 2nd Avenue between NE 67th Street and NE 62nd Street • NE 2nd Avenue between NE 62nd Street and NE 59th Street • NE 2nd Avenue south of NE 59th Street All volumes were collected in 15-minute intervals. All traffic counts were adjusted to peak season conditions. Please note that the appropriate Florida Department of Transportation (FDOT) peak season factors for the study corridors and study area intersections are 1.01 and 1.02. Signal timing information was obtained from Miami -Dade County Department of Transportation and Public Works — Signals and Signs Division for all study area signalized intersections. The data collection date and corresponding FDOT peak season conversion factors are shown in Table 1. The turning movement counts, 24-hour volume counts, FDOT peak season factor category report, and signal timing data are included in Appendix C. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 4 August 2018 Kimley »)Horn Traffic Impact Analysis Table 1: Data Collection Summary Intersection Date Peak Season Factor NE 67th Street and NE 2"d Avenue 10/4/2017 1.02 NE 67th Street and NE 4th Avenue 10/4/2017 1.02 NW 62"d Street and 1-95 southbound on/off ramps 10/4/2017 1.02 NW 62"d Street and 1-95 northbound on/off ramps 10/4/2017 1.02 NW 62"d Street and NW 2nd Avenue 10/4/2017 1.02 NE/NW 62"d Street and N Miami Avenue 10/4/2017 1.02 NE 615T/62"d Street and NE 2nd Avenue 10/4/2017 1.02 NE 62"d Street and NE 3rd Avenue 10/11/2017 1.01 NE 62"d Street and NE 4th Avenue (West) 10/11/2017 1.01 NE 62"d Street and NE 4th Avenue (East) 10/4/2017 1.02 NE 62"d Street and NE 4th Court 10/4/2017 1.02 NE 62"d Street and Biscayne Boulevard 10/4/2017 1.02 NE 61st Street and NE 3rd Avenue 10/4/2017 1.02 NE 61' Street and NE 4th Avenue 10/11/2017 1.01 NE 61st Street and NE 4th Court 10/11/2017 1.01 NE 61st Street and Biscayne Boulevard 10/4/2017 1.02 NE 60th Street and NE 2nd Avenue 10/4/2017 1.02 NE 60th Street and NE 4th Avenue 10/11/2017 1.01 NE 59th Terrace and NE 2nd Avenue 10/4/2017 1.02 NE 59th Terrace and NE 4th Avenue 10/4/2017 1.02 NE 59th Street and NE 2"d Avenue 10/4/2017 1.02 NE 59th Street and NE 4th Avenue 10/11/2017 1.01 Figure 2 presents the existing turning movement volumes at the study intersections during the weekday A.M. and P.M. peak hours. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 5 August 2018 NOT TO SCALE NW 62nd Street H 430 (799) r 349 (445) I. 194 (165) 514 (671) Fogk 414 NW 2nd Avenue A. 14 (39) H 399 (524) ,r 56 (31) NE 67th Street A. 22 (42) H 244 (405) r 109 (60) A. 15 (17) 1 (9) r15 (19) J14 NE 4th Avenue L 1 (2) 0 (0) r0 (0) (22) 8 J 'r ' 1 1 r (5) 4 ti 1,2 (15) 10 % 1 J14 n A. ]3 (149) (41) 39 J (2) 1 ti (14) 12' W .400 (453) z r 25 (19) 41114 c L 22 (24) W 371 H 396 (395) Z r 61 (365) (22) J 1 NE 4th Court Legend — Study Roadway Study Intersection XX A.M. Peak Hour Traffic (XX) P.M. Peak Hour Traffic 0 m A. 14 (21) L 4 (1) H 219 (223) Im 5 (6) r 33 (18) 0114 r 16 (4) (541) 560 ti (272) 640 .41, Kimley»)Horn © 2018 (188) 299 J (552) 290 H htr (166) 48 J (581) 410— (147) 93 htr 149 313 (166) 65 J (389) 363 — (63) 60 hir (1) (80) 113 J (236) 276 — (115) 143 L2 (3) 4— 215 (259) r 102 (39) 0 (1) •11 a � L3 (7) 1 4 r 2 (5) 414 hi 14 11r g. L 36 (33) r 61 (28) (7) 6J (387) 408 y NE 60th Street (13) 8 J 1 r (201) 117 J (410) 399 ti , m (226) 234 ti (13) 19 ' (31) 81 NE 59th Terrace a C (2) 2 J h t (5) 3' J1 A. 28 (84) 16 (26) r 22 (32) NE 59th Street (16) 6 J t (14) 4> A. 19 (28) H 56 (94) oft. r 52 (13) (30) 12 J h t r (20) 12 (26) 32 PIE (14) 7 J (45) 35 H (6) 6 htr 1 r (170) 183 J (15) 22 ti (124) 244 1r NE 62nd Street NE 61st Street Figure 2 Existing Peak Hour Traffic Volumes Magic City SAP Miami, Florida Kimley »)Horn CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Traffic Impact Analysis Level of service (LOS) is the traffic performance measure generally used in traffic impact analyses. 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. However, as extraordinary transit service (Route 3, Route 9, and Route 93 Biscayne Max) operates within the vicinity of the redevelopment, the level of service standard is LOS E + 50%. 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. Tables 2 summarizes the level of service thresholds for each study corridor for existing, future background, and future total conditions. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from FDOT's Quality/Level of Service Handbook, 2013. Intersection Level of Service Methodology Level of service analyses were performed for study intersections using Trafficware's Synchro software, which applies methodologies outlined in the Transportation Research Board's (TRB's) Highway Capacity Manual (HCM), 2000/2010 Editions. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 7 August 2018 KimleyoHorn Table 2: Existing, Future Background, and Future Total Transportation Corridor Level of Service Thresholds Traffic Impact Analysis LOS NW 62nd Street (EB/WB) between NW 2nd Avenue and NE 2nd Avenue(2) NE 62nd Street (WB) between NE 2nd Avenue and NE 4th Avenuel3l NE 62nd Street (WB) between NE 4th Avenue and Biscayne Boulevard(3) NE 61st Street (EB) between NE 2nd Avenue and NE 4th Avenue(3) NE 61st Street (EB) between NE 4th Avenue and Biscayne Boulevard(3) NE 2nd Avenue (NB/SB) between NE 67th Street and NE 62nd Street(4) NE 2nd Avenue (NB/SB) between NE 62nd Street and NE 56th Street(4) NE 2nd Avenue (NB/SB) south of NE 56th Street(5) Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds V/C Ratio A (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) B (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) C 1,719 0.96 788 0.43 788 0.43 788 0.43 788 0.43 493 0.43 493 0.43 333 0.46 D 1,800 1.00 1,760 0.96 1,760 0.96 1,760 0.96 1,760 0.96 1,100 0.96 1,100 0.96 675 0.94 E 1,800 1.00 1,836 1.00 1,836 1.00 1,836 1.00 1,836 1.00 1,148 1.00 1,148 1.00 720 1.00 F - >1.00 - >1.00 - >1.00 - >1.00 - >1.00 - >1.00 - >1.00 - >1.00 Note: (1) Cannot be achieved per Table 7 from FDOT's 2013 Quality/Level of Service Handbook. (2) Based on Class I non -state signalized roadway (10 percent capacity reduction), two-lane directional divided with exclusive left -turn lanes. (3) Based on Class II non -state signalized roadway (10 percent capacity reduction), two-lane one-way (1.2 one-way factor). (4) Based on Class II non -state signalized roadway (10 percent capacity reduction), two-lane directional undivided, without exclusive turn -lanes (25 percent capacity reduction). (5) Based on Class II non -state signalized roadway (10 percent capacity reduction), two-lane directional undivided. NB: Northbound SB:Southbound EB: Eastbound WB: Westbound K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 8 August 2018 Kimley »)Horn Traffic Impact Analysis EXISTING CONDITIONS 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 3 presents the unadjusted existing A.M. and P.M. peak hour directional traffic volumes, peak season conversion factors, and the existing peak season A.M. and P.M. peak hour directional traffic volumes for the study corridors. Corridor count data is included in Appendix C. Table 3: Existing A.M. and P.M. Peak Hour Roadway Volumes Roadway Segment Direction Raw Existing Volumes (veh/hr) Peak Season Factor Peak Season Volumes (veh/hr) From To A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour NE/NW 62"d Street NW 2"d Avenue NE 2"d Avenue Eastbound 531 400 1.02 542 408 Westbound 345 486 1.02 352 496 NE 2"d Avenue NE 4th Avenue Westbound 420 456 1.01 424 461 NE 4th Avenue Biscayne Boulevard Westbound 125 212 1.02 128 216 NE 61' Street NE 2"d Avenue NE 4' Avenue Eastbound 401 387 1.01 405 391 NE 4th Avenue Biscayne Boulevard Eastbound 410 301 1.01 414 304 NE 2"d Avenue NE 67th Street NE 62"d Street Northbound 355 740 1.02 362 755 Southbound 707 335 1.02 721 342 NE 62"d Street NE 59th Street Northbound 266 783 1.02 271 799 Southbound 752 389 1.02 767 397 NE 59th Street South of NE 59th Street Northbound 276 738 1.02 282 753 Southbound 693 370 1.02 707 377 Existing transit conditions were examined considering the ridership and capacity of the Miami - Dade Transit (MDT) bus service operating along the corridors. Four (4) Miami -Dade transit routes presently serve the study corridors during the A.M. and P.M. peak hours: • Route 3 operates along Biscayne Boulevard in the vicinity of the study area with 15- minute headways in the northbound and southbound directions during the A.M. peak K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 9 August 2018 Kimley »)Horn Traffic Impact Analysis hour, 20-minute headways in the northbound direction during the P.M. peak hour, and 15-minute headways in the southbound direction during the P.M. peak hour. • Route 9 operates along NE 2nd Avenue in the vicinity of the study area with 12-minute headways in the northbound and southbound directions during the A.M. peak hour, 12- minute headways in the northbound direction during the P.M. peak hour, and 20-minute headways in the southbound direction during the P.M. peak hour. • Route 10 operates along NE 2nd Avenue in the vicinity of the study area with 30-minute headways in the northbound and southbound directions during the A.M. and P.M. peak hours. • Route 16 operates along Biscayne Boulevard in the vicinity of the study area with 28- minute headways in the northbound and southbound directions during the • Route 62 operates along NW/NE 62nd Street and NW/NE 615t Street in the vicinity of the study area with 30-minute headways in the eastbound and westbound directions during the A.M. and P.M. peak hours. • Route 93 Biscayne MAX operates along Biscayne Boulevard in the vicinity of the study area with 15-minute headways in the northbound direction during the A.M. peak hour, 20-minute headways in the southbound direction during the A.M. peak hour, and 15- minute headways in the northbound and southbound directions during the P.M. peak hour. • Route 202 Little Haiti Connection operates along NW/NE 62nd Street and NE 2nd Avenue in the vicinity of the study area with 60-minute headways in the northbound and southbound directions during the A.M. and P.M. peak hours. Metrobus routes on the study corridors utilize buses with capacities of 59 riders. The ridership capacities for the bus routes were calculated for the A.M. and P.M. peak hours using the appropriate headways and capacities. Metrobus route maps are included in Appendix D. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 10 August 2018 Kimley »)Horn Traffic Impact Analysis 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. Furthermore, the City of Miami Trolley, Little Haiti route is proposed to operate along NE 62nd Street and NE 615t Street from Biscayne Boulevard to NE 2nd Avenue. The route is proposed to serve the study area during the A.M. and P.M. peak hours. Ridership capacities were assumed to be 40 riders (34 seats and 6 standing -room spaces) and were utilized in the future background and future total conditions analysis to account for this proposed route. Tables 4 through 8 present the existing A.M. and P.M. peak hour ridership on the routes studied; the ridership data obtained from Miami -Dade Transit is included in Appendix D. Table 4: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE/NW 62nd Street between NW 2nd Avenue and NE 2nd Avenue Transit Route Information Direction of Travel Peak Hour Headways A.M. (P.M.) in minutes Buses per Hour A.M. (P.M.) Capacity Per Vehicle (riders) Peak Hour Directional Person Trip Capacity A.M. (P.M.) Peak Hour Directional Route Ridership A.M. (P.M.) NW/NE 62nd Street Eastbound 30 2 59 118 15 riders (30) (2) (118) (27 riders) Route 62 Westbound 30 2 59 118 30 riders (30) (2) (118) (34 riders) Northbound/ 60 1 59 4 riders Eastbound (60) (1) 59 (59) (2 riders) Route 202 Southbound/ 60 1 59 3 riders Westbound (60) (1) 59 (59) (3 riders) Eastbound 20 3 40 120 26 riders Little Haiti (20) (3) (120) (30 riders) Trolley(1) 20 3 120 26 riders Westbound 40 (20) (3) (120) (30 riders) Eastbound 3 - 177 19 riders (3) (177) (29 riders) Total(2) Westbound 3 - 177 33 riders (3) (177) (37 riders) Eastbound 6 - 297 45 riders (6) (297) (59 riders) Total(3) Westbound 6 - 297 59 riders (6) (297) (67 riders) Notes: (1) Route is approved but not yet operational. Ride ship was estimated based on adjacent MDT routes. (2) Existing conditions capacity. (3) Future background and future total capacity with proposed Little Haiti route. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page-11 August 2018 Kimley »)Horn Traffic Impact Analysis Table 5: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 62nd Street between NE 2nd Avenue and Biscayne Boulevard Transit Route Information Direction of Travel Peak Hour Headways A.M (P M) in minutes Buses per Hour A.M. (P.M.) Capacity Per. Vehicle (riders) Peak Hour Directional Person -Trip Capacity A.M. (P.M.) Peak Hour Directional Route Ridership A.M. (P.M.) NE 62nd Street Route 62 Westbound 30 2 59 118 30 riders (30) (2) (118) (34 riders) Westbound/ 60 1 59 3 riders Route 202 59 Southbound (60) (1) (59) (3 riders) Little Haiti 20 3 120 26 riders Trolley(1) Westbound (20) (3) 40 (120) (30 riders) Total(Z) Westbound 3 177 33 riders (3) (177) (37 riders) Total(3) Westbound 6 297 59 riders (6) (297) (67 riders) Notes: (1) Route is approved but not yet operational. Ridership was estimated based on adjacent MDT routes. (2) Existing conditions capacity. (3) Future background and future total capacity with proposed Little Haiti route. Table 6: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 61S Street between NE 2nd Avenue and Biscayne Boulevard Transit Route Information Direction of Travel Peak Hour Headways A.M. (P.M.) in minutes Buses per Hour A.M. (P.M.) Capacity Per Vehicle (riders) Peak Hour Directional Person Trip Capacity A.M. (P.M.) Peak Hour Directional Route Ridership A.M. (P.M.) NE 61st Street Route 62 Eastbound 30 2 59 118 30 riders (30) (2) (118) (34 riders) Eastbound/ 60 1 59 4 riders Route 202 59 Northbound (60) (1) (59) (2 riders) Little Haiti 20 3 120 26 riders Trolley(1) Eastbound (20) (3) 40 (120) (30 riders) Total(Z) Eastbound 3 177 34 riders (3) (177) (36 riders) Total(3) Eastbound 6 297 60 riders (6) (297) (66 riders) Notes: (1) Route is approved but not yet operational. Ride ship was estimated based on adjacent MDT routes. (2) Existing conditions capacity. (3) Future background and future total capacity with proposed Little Haiti route. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.doa Page-12 August 2018 Kimley »)Horn Traffic Impact Analysis Table 7: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 2nd Avenue between NE 67th Street and 62nd Street Transit Route Information Direction of Travel Peak Hour Headways A.M. (P.M.) in minutes Buses per Hour A.M. (P.M.) Capacity Per Vehicle (riders) Peak Hour Directional Person Trip Capacity A.M. (P.M.) Peak Hour Directional Route Ridership A.M. (P.M.) NE 2nd Avenue Northbound 20 3 59 177 109 riders (20) (3) (177) (76 riders) Route 3 Southbound 20 3 59 177 91 riders (20) (3) (177) (89 riders) Northbound 12 5 59 295 69 riders (12) (5) (295) (109 riders) Route 9 Southbound 12 5 59 295 122 riders (20) (3) (177) (60 riders) Northbound 30 2 59 118 25 riders (30) (2) (118) (49 riders) Route 10 Southbound 30 2 59 118 42 riders (30) (2) (118) (31 riders) Northbound 30 2 59 118 43 riders (30) (2) (118) (56 riders) Route 16 Southbound 30 2 59 118 57 riders (30) (2) (118) (50 riders) Northbound 15 4 59 236 99 riders (15) (4) (236) (93 riders) Route 93 Southbound 15 4 59 236 89 riders (15) (4) (236) (92 riders) Northbound/ 60 1 59 4 riders Eastbound (60) (1) 59 (59) (2 riders) Route 202 Southbound/ 60 1 59 3 riders Westbound (60) (1) 59 (59) (3 riders) Little Haiti 20 3 120 26 riders Trolley(1) Southbound (20) (3) 40 (120) (30 riders) Northbound 8 - 1,003 349 riders (8) (1,003) (385 riders) Total(2) Southbound 8 - 1,003 404 riders (6) (885) (325 riders) Northbound 8 - 1,123 349 riders (8) (1,123) (385 riders) Total(3) Southbound 11 - 1,123 430 riders (9) (1,005) (355 riders) Notes: (1) Route is approved but not yet operational. Ride ship was estimated based on adjacent MDT routes. (2) Existing conditions capacity. (3) Future background and future total capacity with proposed Little Haiti route. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page-13 August 2018 Kimley »)Horn Traffic Impact Analysis Table 8: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 2nd Avenue between NE 62nd Street to south of NE 56th Street Transit Route Information Direction of Travel Peak Hour Headways A.M. (P.M.) in minutes Buses per Hour A.M. (P.M.) Capacity Per Vehicle (riders) Peak Hour Directional Person Trip Capacity A.M. (P.M.) Peak Hour Directional Route Ridership A.M. (P.M.) NE 2nd Avenue Northbound 20 3 59 177 109 riders (20) (3) (177) (76 riders) Route 3 Southbound 20 3 59 177 91 riders (20) (3) (177) (89 riders) Northbound 12 5 59 295 69 riders (12) (5) (295) (109 riders) Route 9 Southbound 12 5 59 295 122 riders (20) (3) (177) (60 riders) Northbound 30 2 59 118 25 riders (30) (2) (118) (49 riders) Route 10 Southbound 30 2 59 118 42 riders (30) (2) (118) (31 riders) Northbound 30 2 59 118 43 riders (30) (2) (118) (56 riders) Route 16 Southbound 30 2 59 118 57 riders (30) (2) (118) (50 riders) Northbound 15 4 59 236 99 riders (15) (4) (236) (93 riders) Route 93 Southbound 15 4 59 236 89 riders (15) (4) (236) (92 riders) Little Haiti 20 3 120 26 riders Trolley(1) Southbound (20) (3) 40 (120) (30 riders) Northbound 7 - 944 345 riders (7) (944) (383 riders) Total(2) Southbound 7 - 944 401 riders (5) (826) (322 riders) Northbound 7 - 944 345 riders (7) (944) (383 riders) Total(3) Southbound 10 - 1,064 427 riders (8) (946) (352 riders) Notes: (1) Route is approved but not yet operational. Ride ship was estimated based on adjacent MDT routes. (2) Existing conditions capacity. (3) Future background and future total capacity with proposed Little Haiti route. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page-14 August 2018 Kimley »)Horn 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 2. Tables 9 and 10 present the existing transportation corridor level of service. As indicated in these tables, the transportation corridors have excess person -trip capacity during the A.M. and P.M. peak hours and operate at adopted levels of service. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 15 August 2018 Kimley>>> Horn Traffic Impact Analysis Table 9: Existing A.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direction 2017 A.M. Peak Season Volumes A.M. Peak Hour Transit Ridership A M. Peak Hour Total Volume (V) Directional Peak Hour Capacity A.M. Peak Hour Transit Capacity A.M. Peak Hour Total Capacity (C) A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service From To Vehicles person-Tripsl1l Person -Trips Person -Trips Vehicles person-Tripsl1l Person -Trips Person -Trips Person -Trips V/C LOS NW/NE 62nd Street NW 2nd Avenue NE 2nd Avenue Eastbound 542 759 19 778 1,800 2,520 177 2,697 1,919 0.288 C Westbound 352 493 33 526 1,800 2,520 177 2,697 2,171 0.195 C NE 2nd Avenue NE 4th Avenue Westbound 424 594 33 627 1,836 2,570 177 2,747 2,121 0.228 C NE 4th Avenue Biscayne Boulevard Westbound 128 179 33 212 1,836 2,570 177 2,747 2,535 0.077 C NE 61st Street NE 2nd Avenue NE 4th Avenue Eastbound 405 567 34 601 1,836 2,570 177 2,747 2,146 0.219 C NE 4th Avenue Biscayne Boulevard Eastbound 414 580 34 614 1,836 2,570 177 2,747 2,134 0.223 C NE 2nd Avenue NE 67th Street NE 62nd Street Northbound 362 507 349 856 1,148 1,607 1,003 2,610 1,754 0.328 C Southbound 721 1,009 404 1,413 1,148 1,607 1,003 2,610 1,197 0.541 D NE 62nd Street NE 56th Street Northbound 271 379 345 724 1,148 1,607 944 2,551 1,827 0.284 C Southbound 767 1,074 401 1,475 1,148 1,607 944 2,551 1,076 0.578 D South of NE 56th Street Northbound 282 395 345 740 720 1,008 944 1,952 1,212 0.379 C Southbound 707 990 401 1,391 720 1,008 944 1,952 561 0.713 D Not.Volumes (v. ci es} were convertedon on/vehicle occua p Ciro of N,�a mi standards. .Directional peak hou parity derived from Me 2013 gomounnry/ms ennebn k. Table 10: Existing P.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direction 2017 P.M. Peak Season Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Capacity- (�1 P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service From To Vehicles person-TripsW Person -Trips Person -Trips Vehicles person-TripsW Person -Trips Person -Trips Person -Trips V/C LOS NW/NE 62nd Street NW 2nd Avenue NE 2nd Avenue Eastbound 408 571 29 600 1,800 2,520 177 2,697 2,097 0.223 C Westbound 496 694 37 731 1,800 2,520 177 2,697 1,966 0.271 C NE 2nd Avenue NE 4th Avenue Westbound 461 645 37 682 1,836 2,570 177 2,747 2,065 0.248 C NE 4th Avenue Biscayne Boulevard Westbound 216 302 37 339 1,836 2,570 177 2,747 2,408 0.124 C NE 61st Street NE 2nd Avenue NE 4th Avenue Eastbound 391 547 36 583 1,836 2,570 177 2,747 2,164 0.212 C NE 4th Avenue Biscayne Boulevard Eastbound 304 426 36 462 1,836 2,570 177 2,747 2,286 0.168 C NE 2nd Avenue NE 67th Street NE 62nd Street Northbound 755 1,057 385 1,442 1,148 1,607 1,003 2,610 1,168 0.552 D Southbound 342 479 325 804 1,148 1,607 885 2,492 1,688 0.323 C NE 62nd Street NE 56th Street Northbound 799 1,119 383 1,502 1,148 1,607 944 2,551 1,050 0.589 D Southbound 397 556 322 878 1,148 1,607 826 2,433 1,555 0.361 C South of NE 56th Street Northbound 753 1,054 383 1,437 720 1,008 944 1,952 515 0.736 D Southbound 377 528 322 850 720 1,008 826 1,834 984 0.463 D Not me (v. ci es} were convertedon on/vehicle occupancy per City of Miami standards. ovece peak hoor parity derived from me 2013 gomouonry/ms eone600k. cV,I,a,oSoassoe.o0 Magic at Page - 16 August 2018 Kimley »)Horn Traffic Impact Analysis A.M. and P.M. peak hour capacity analyses were also performed for existing conditions at the study intersections. Table 11 presents the results of the intersection analyses. All study intersections operate at adopted level of service standards. Detailed information from the intersection capacity analysis is included in Appendix E. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 17 August 2018 Kimley »)Horn Traffic Impact Analysis Table 11: Existing Peak Hour Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (sec) NE 67th Street and NE 2nd Avenue (Signalized)11) A (A) 6.8 (8.6) NE 67th Street and NE 4th Avenue (Two -Way, Stop-Controlled)Izl A (A) 8.4 (8.4) NW 62nd Street and 1-95 southbound on/off-ramps (Signalized) B (D) 12.6 (43.4) NW 62nd Street and 1-95 northbound on/off-ramps (Signalized) o E (E+50/) 64.5 (103.6) NW 62nd Street and NW 2nd Avenue (Signalized) B (C) 17.2 (27.8) NE/NW 62nd Street and N Miami Avenue (Signalized) C (C) 20.8 (28.6) NE 61st/62nd Street and NE 2nd Avenue (Signalized)I1 C (C) 29.8 (24.7) NE 62nd Street and NE 2nd Avenue (One -Way, Stop-Controlled)Izl A (B) 9.8 (10.8) NE 62nd Street and NE 3rd Avenue (One -Way, Stop-Controlled)Izl B (B) 10.5 (10.8) NE 62nd Street and NE 4th Avenue (West) (One -Way, Stop-Controlled)Izl A (A) 9.0 (9.2) NE 62nd Street and NE 4th Avenue (East) (One -Way, Stop-Controlled)Izl A (A) 9.6 (9.1) NE 62nd Street and NE 4th Court (Signalized) C (C) 20.9 (23.4) NE 62nd Street and Biscayne Boulevard (Signalized) A (A) 1.9 (1.1) NE 61st Street and NE 3rd Avenue (One -Way, Stop-Controlled)Izl A (A) 8.9 (8.9) NE 61st Street and NE 4th Avenue (Two -Way, Stop-Controlled)Izl B (B) 10.3 (10.0) NE 61st Street and NE 4th Court (Signalized) C (C) 24.5 (33.4) NE 61st Street and Biscayne Boulevard (Signalized) B (A) 12.0 (9.4) NE 60th Street and NE 2nd Avenue (North) (One -Way, Stop-Controlled)Izl A (B) 9.6 (12.0) NE 60th Street and NE 2nd Avenue (South) (One -Way, Stop-Controlled)Izl C (B) 16.1 (10.1) NE 60th Street and NE 4th Avenue (One -Way, Stop-Controlled)Izl A (A) 8.4 (8.3) NE 59th Terrace and NE 2nd Avenue (Free-Flow)131 - - NE 59th Terrace and NE 4th Avenue (One -Way, Stop-Controlled)Izl A (A) 8.5 (8.7) NE 59th Street and NE 2nd Avenue (Signalized) A (A) 5.6(7.8) NE 59th Street and NE 4th Avenue (Three -Way, Stop-Controlled)141 A (A) 8.0 (7.9) Notes: (1) (2) (3) (4) Intersection cannot be analyzed in HCM 2010. Therefore, HCM 2000was used. Overall intersection LOS not provided for stop -controlled intersections. The minor street with the greatest delay is indicated. Overall intersection LOS is not defined, as intersection operates under free -flow conditions. Intersection cannot be analyzed in HCM 2000/2010, as intersection operates under three-way, stop -controlled conditions. Therefore, intersection analyzed under all -way, stop -controlled conditions. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page-18 August 2018 Kimley »)Horn FUTURE BACKGROUND TRAFFIC CONDITIONS Traffic Impact Analysis Future background traffic conditions are defined as expected traffic conditions on the roadway network in the year 2025 without project traffic. Future background traffic volumes used in the analysis are the sum of the existing traffic, additional amount of traffic generated by growth in the study area, and traffic generated from committed developments in the proximity of the study area. Refer to Figure 3 for the year 2025 peak hour background traffic volumes during the weekday A.M. and P.M. peak hours. 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 2010 and 2040 traffic volume plots from the Florida Standard Urban Transportation Model Structure (FSUTMS) Southeast Florida Regional Planning Model (SERPM). The following FDOT count stations were referenced for this analysis: • FDOT count station no. 5060 located on SR 5/US 1, 200 feet south of NE 53rd Street • FDOT count station no. 5065 located on SR 5/US 1, 200 feet north of NE 715t Street • FDOT count station no. 5355 located on SR 944/NW 54th Street, 200 feet west of SR 5/US 1 • FDOT count station no. 8436 located on NE 4th Court, 200 feet south of NE 67th Street • FDOT count station no. 8437 located on NW 62nd Street/Dr. MLK Jr. Boulevard, 200 feet west of NE 15t Avenue A summary of the historic growth rate analysis based on FDOT count stations is presented as Table 12 below. The linear, exponential, and decaying exponential growth trends yielded negative growth rates over the most recent five (5) and ten (10) year periods. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 19 August 2018 Kimley »)Horn Traffic Impact Analysis Table 12: Historical Growth Rate Summary Station No. Description Linear Exponential Decaying Exponential Historic Trend Analysis (5-year) Historic Trend Analysis (10-year) Historic Trend Analysis (5-year) Historic Trend Analysis (10-year) Historic Trend Analysis (5-year) Historic Trend Analysis (10-year) 5060 SR 5/US 1— 200 feet south of NE 53rd Street -0.80% -1.46% -0.81% -1.47% 1.14/ ° 1.89/ 5065 SR 5/US 1— 200 feet north of NE 71St Street -2.12% 0.23% -2.19% 0.20% -2.24% 0.08% 5355 SR 944/NW 54th Street — 200 feet west of SR 5/US 1 4.20% 0.99% 3.96% 0.87% 3.07% ° 0.96/ 8436 NE 4th Court- 200 feet south of NE 67th Street 2.40% N/A 2.32% N/A 2.32% N/A 8437 NW 62nd Street/Dr. MLK Jr. Boulevard — 200 feet west of NE 1' Avenue -1.10% N/A -1.12% N/A -1.12% N/A Average 0.52% -0.08% 0.43% -0.13% 0.18% -0.28% Based on the volume information obtained from the years 2010 and 2040 FSUTMS SERPM, an annual growth rate of 1.14 percent (1.14%) in the vicinity of the redevelopment was calculated. To provide a conservative analysis, a highest growth rate of 1.14 percent (1.14%) was applied to the existing traffic volumes for future (2025) background conditions. The worksheets used to analyze the historic growth trends along with the FSUTMS SERPM transportation model outputs are included in Appendix F. Committed Developments The City of Miami identified the Eastside Ridge Special Area Plan (SAP) and Miami Jewish Health Systems as committed developments. Traffic generated by these developments was included as background traffic. Available information for these developments is included in Appendix G. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 20 August 2018 NOT TO SCALE NW 62nd Street 486 (895) r 397 (506) z L 15 (43) A. 212 (181) 4H 471 (620) 593 (774) J 1 4 r 61 (34) NE 67th Street 414 North Miami Avenue A. 24 (46) 281 (463) r119 (66) NE 2nd Avenue 014 A. 16 (19) y1 (10) r16 (21) ggg m � o 014 NE 4th Avenue L 1 (2) y 0 (0) r0 (0) (24) 9 J +1411 r (5) 4 ti (16) 11' 414 A. 80 (163) (45) 43 J (2) 1 y (15) 13' W H 448 (507) "' z r 27 (21) J *It r, 7 c a giZ-,' V L 15 (23) t. 4 (1) L 24 (26) W 416 (411) 8 E H 250 (255) E, N Im 5 (7) y 444 (443) Z r 67 (24) 41, r 36 (20) J it. r 18 (4) Legend — Study Roadway Study Intersection XX A.M. Peak Hour Traffic (XX) P.M. Peak Hour Traffic NE 4th Court Biscayne Boulevard (607) 628 y (298) 701 Kimley»)Horn © 2018 (206) 327 J (635) 348 y htr (182) 53 J 1 1 r (182) 71 J (674) 484 y " (442) 412 (172) 112 7 (91) 86 7 11f � m N m `8i (1) 9 (88) 124 J (258) 302 y (142) 172 % tie 14 414 I. 2 (3) H 235 (284) r 122 (54) c 0 (1) h1F 8N 4 EE 14 14 2- 14 11r 8 t. 39 (36) r 72 (37) (8) 5 J (437) 457 y L 3 (8) r 2 (5) NE 60th Street (14) 9 J 1 r (220) 128 J (462) 447 ti M (260) 266 (14) 21 (34) 89 01 NE 59th Terrace (2) 2J 411 (5) 3' al L 31 (92) 18 (28) r 24 (35) NE 59th Street (18) T J 41 1 (15) 4 414 L 21 (31) 61 (103) r 57 (14) (33) 13 J (22) 13 (28) 35' t c (15) 81 (49) 38 (7) 8 h1e 1r 2 (199) 210 J (16) 24 ti (136) 267 1r NE 62nd Street NE 61st Street Figure 3 Future Background Peak Hour Traffic Volumes Magic City SAP Miami, Florida/ Kimley »)Horn PROJECT TRAFFIC Traffic Impact Analysis Project traffic is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of that traffic, over the study roadway network. Existing and Proposed Land Uses The parcels proposed for redevelopment are currently occupied by 135,656 square feet of warehouse space and a 265,784 square -foot mobile home park. Please note that as the mobile home park is not currently occupied, trip generation credit was not included in the existing trip generation calculations. The proposed redevelopment consists of 2,208,540 square feet of general office building, 344,548 square feet of retail, 2,630 high-rise apartment units, a 432-room hotel and an 119,610 square -foot automobile storage facility. NE 3rd Avenue Extension and NE 4th Avenue Realignment As part of the redevelopment, the project proposes to extend NE 3rd Avenue from NE 615t Street to NE 59th Terrace and to realign the stop -controlled intersections of NE 62nd Street at NE 4th Avenue (West) and NE 62nd Street at NE 4th Avenue (East) with NE 615t Street at NE 4th Avenue. The proposed extension of NE 3rd Avenue and realignment of NE 4' Avenue are expected to provide more direct connectivity to the project and improved site circulation. The site plan in Appendix A contains the proposed alignments. Project Access Access to the proposed redevelopment is provided via 14 driveways. The following provides a summary of each driveway including the type of driveway connection. Access from NE 4th Avenue 1. Project driveway 1: will provide full access serving the parking garage across from Project driveway 3, between NE 67th Street and 62nd Street. 2. Project driveway 2: will provide full access serving the parking garage between NE 67th Street and NE 62nd Street. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 22 August 2018 Kimley »)Horn Traffic Impact Analysis 3. Project driveway 3: will provide full access serving the parking garage across from Project driveway 1, between NE 67th Street and NE 62nd Street. Access from NE 3rd Avenue 4. Project driveway 9: will provide full access serving the parking garage between NE 62nd Street and NE 615t Street. Access from NE 62nd Street 5. Project driveway 4: will provide left-in/left-out access serving the parking garage between NE 4th Avenue and NE 4th Court. Access from NE 61' Street 6. Project driveway 5: will provide left-in/left-out access serving the parking garage across from Project driveway 6, between NE 4th Avenue and NE 4th Court. 7. Project driveway 6: will provide right-in/right-out access serving the parking garage across from Project driveway 5, between NE 4' Avenue and NE 4' Court. 8. Project driveway 10: will provide right-in/right-out access serving the parking between NE 3rd Avenue and NE 4th Avenue. 9. Project driveway 12: will provide right-in/right-out access serving the parking garage between NE 2nd Avenue and NE 3rd Avenue. Access from NE 60th Street 10. Project driveway 7: will provide full access serving the parking garage across from Project driveway 8, west of NE 4' Avenue. 11. Project driveway 8: will provide full access serving the parking garage across from Project driveway 7, west of NE 4th Avenue. 12. Project driveway 11: will provide full access serving the parking garage west of NE 4th Avenue. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 23 August 2018 Kimley »)Horn Traffic Impact Analysis 13. Project driveway 13: will provide full access serving the parking garage east of NE 2nd Avenue. 14. Project driveway 14: will provide full access serving the parking garage east of NE 2nd Avenue. 15. Project driveway 15: will provide full access serving the parking garage west of NE 4' Avenue. Roadway circulation diagrams for vehicles and trucks depicting the proposed circulation patterns into and out of the study area are provided in Figures 4A, 4B, 4C, and 4D. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 24 August 2018 N NOT TO SCALE Kimley» Horn \.. ©2018 0 LEGEND Ingress Routes Proposed Roadway Ingress Routes Pa rki ng Ga rage Entry Spa ces Driveway Number Figure 4A Vehicle Ingress Routes Magic City Innovation District SAP Miami, Florida 1 N NOT TO SCALE Kimley» Horn ©2018 LEGEND =I 0 Egress Routes Proposed Roadway Egress Routes Pa rki ng Ga rage Entry Spa ces Driveway Number Figure 4B Vehicle Egress Routes Magic City Innovation District SAP Miami, Florida NOT TO SCALE Kimley» Horn \.. ©2018 1 LEGEND Ingress Routes Proposed Roadway Ingress Routes Driveway Number Figure 4C Loading Vehicle Ingress Routes Magic City Innovation District SAP Miami, Florida J IF N NOT TO SCALE Aig Kimley» Horn ©2018 1 LEGEND Egress Routes Proposed Roadway Egress Routes Driveway Number Figure 4D Loading Vehicle Egress Routes Magic City Innovation District SAP Miami, Florida Kimley »)Horn Trip Generation Traffic Impact Analysis Proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation Manual, 9th Edition. The trip generation for the proposed land uses was determined using ITE Land Use Codes (LUC) 710 (General Office Building), 820 (Shopping Center), 222 (High -Rise Apartment), 310 (Hotel), and 151 (Mini -Warehouse). The trip generation for the existing land use was determined using ITE LUC 150 (Warehousing). Project trips were estimated for the weekday A.M. and P.M. peak hours. Multimodal Reduction A multimodal (public transit, bicycle, and pedestrian) factor of 36.8 percent (36.8%) was identified based on US Census Means of Transportation to Work data for the census tract containing the proposed redevelopment. However, to provide a conservative analysis and to account for the urban environment in which the project site is located, a 10.0 percent (10.0%) multimodal (transit) reduction factor and a 10.0 percent (10.0%) pedestrian reduction factor were applied to project traffic. It is expected that residents, employees, patrons and guests will choose to walk or use public transit to and from the proposed redevelopment. Miami -Dade Transit (MDT) provides four (4) bus service routes in the vicinity of the site and the Miami Trolley Little Haiti route is proposed to operate along NE 62nd Street and NE 615t Street from Biscayne Boulevard to NE 2nd Avenue. Internal Capture A portion of trips generated by the redevelopment will be captured internally within the site. Internal capture trips were determined based upon values contained in the ITE's Trip Generation Handbook, 3' Edition. The expected internal capture rate for the proposed redevelopment is 10.9 percent (10.9%) during the A.M. peak hour and 16.1 percent (16.1%) during the P.M. peak hour. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 29 August 2018 Kimley »)Horn Pass -by Capture Traffic Impact Analysis In addition to internal capture, pass -by capture trips were also determined based on average rates provided in the Trip Generation Handbook, 3rd Edition. The pass -by capture rate for the shopping center is 34.0 percent (34.0%) during the P.M. peak hour. Net New Project Trips 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 16.0 percent (16.0%) to adjust for these vehicle occupancy assumptions. The project is expected to generate 2,134 net new weekday A.M. peak hour vehicular trips (3,482 person -trips) and 2,610 net new weekday P.M. peak hour vehicular trips (4,354 person -trips). Table 13 summarizes the proposed trip generation for the redevelopment. Detailed trip generation calculations for the project are presented in Appendix H. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 30 August 2018 Kimley »)Horn Traffic Impact Analysis Table 13: Proposed Net New Trip Generation A.M. Peak Hour (P.M. Peak Hour) Future Land Use Net New External Entering Exiting Scale Trips Trips (ITE Code) Trips Existing Development Warehousing 135,660 square feet 79 62 17 (58) (14) (44) Subtotal 79 62 17 (58) (14) (44) ITE/Miami vehicular occupancy adjustment 13 10 3 (16% reduction) (9) (2) (7) 66 52 14 Existing Vehicle Trips (49) (12) (37) Existing Vehicle Trips + Transit Trips 76 60 16 (56) (14) (42) 106 84 22 Existing Person -Trips (78) (19) (59) Proposed Redevelopment General Office Building 2,208,540 square feet 1,698 1,533 165 (1,983) (329) (1,654) Shopping Center 344,548 square feet 171 102 69 (544) (282) (262) High -Rise Apartment 2,630 dwelling units 612 154 458 (446) (250) (196) Hotel 432 rooms 129 109 20 (173) (81) (92) Mini -Warehouse 119,610 square feet 9 4 5 (19) (10) (9) Subtotal 2,619 1,902 717 (3,165) (952) (2,213) ITE/Miami vehicular occupancy adjustment 419 304 115 (16% reduction) (506) (152) (354) Proposed Vehicle Trips 2,200 1,598 602 (2,659) (800) (1,859) Proposed Vehicle Trips + Transit Trips 2,563 1,853 710 (3,166) (976) (2,190) Proposed Person -Trips 3,588 2,594 994 (4,432) (1,366) (3,066) Net New Redevelopment Net New Vehicle Trips 2,134 1,546 588 (2,610) (788) (1,822) 3,482 2,510 972 Person -Trips (1.4 persons per vehicle) (4,354) (1,347) (3,007) Trip Distribution and Assignment The likely distribution of project traffic was forecast for the trips expected to be generated by the proposed redevelopment. The trip distribution was based on an interpolated cardinal trip K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 31 August 2018 Kimley »)Horn Traffic Impact Analysis distribution for the project site's traffic analysis zones (TAZs) obtained from the Miami -Dade Metropolitan Planning Organization's (MPO) 2010 and 2040 Cost Feasible Plan travel demand model. The project is located within TAZ 403 and 404. Therefore, a cardinal distribution was developed based on the average of these TAZs. The average cardinal trip distribution for TAZ 403 and TAZ 404 is provided in Table 14. The detailed cardinal distribution is included in Appendix F. Figure 5 details the project's trip distribution for the weekday A.M. and P.M. peak hours. Figure 5 details the project's trip assignment for the weekday A.M. and P.M. peak hours. Table 14: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 16% East -Northeast 4% East -Southeast 3% South -Southeast 10% South -Southwest 20% West -Southwest 19% West -Northwest 13% North -Northwest 15% Total 100% Figures 5 through 8 show the project trip distribution, pass -by trip distribution, and assignment at the project driveways and adjacent intersections for the A.M. and P.M. peak hours. The project traffic was then distributed and assigned to the roadway network. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 32 August 2018 1 N NOT TO SCALE (a0% (6 0 MN 62nd Street Kimley>>>Horn 4 NW 2nd Avenue NE 67th Street L (s 0% 16(0% r (50% r 26OA NE 60th Street NE 2nd Avenue L 1 _L (a0 e o°% .% Dr= D 20% J (3 0% s 555 J1I. • (40% r (9 0% po oe.) z r a0°%° 14 JJ hir D°° y L o% • (120%) t r D.ivewey2 L9o% (150%) 19 O%° @cm ✓ z0 .r40% J LeOentl — Study Roadway - Proposed Roadway Study Intersection XX% Entering Trip Distribution (XX)% Exiting Trip Distribution Site 14 r 26 hir 100% i 14 o® 1 r 6 0% J % J 20%e0%J 3 0%4 20.O% (20% 190%.o 2o%]10n%r (20% 8 0% 1 1 L zo% via Drioe�, vt o 00 Driveway �. �t. z0% 1, (1 9n �E�L1➢° �ci (00%) 0°%° h (0N r a0°%) trDrivew. y 25 90% z r Proj Driveway 12 1,(1a02 r (60% J4 (6 o% ao (Oi) z0 00 14 ` t rpo%27o°%— r (40% 1 o%J t r oeJ z o e0%(4Oi 10 —1 0. (10% i I .® (17 CM", F I o Proje Project Driveway 11 DrivewayPr •ect Project 4 14.40% (1 0%) 1o% (aD%) 90%) (40%) z hi J1 I NE 59th Terrace NE 59th Street J%° P0% a 1o%° 7 hr (0% Driveway 8 Driveway 15 o.e) NE 60th Street J` h 7 o5 11 0 NE 62nd Street NE 61st Street Figure 5 Peak Hour Project Trip DisMbution Magic City SAP Miami, Florida tNOT TO SCALE NW 62nd Street NE 67th Street 5 7.3 'oE IS w 28 a 1i 47 (a6) 8 ` 1 Lcrp'O rnO 3 rd N z z t 30 t 39 (3) t 35 (110) (292) R 3 a a) a (510) IS. ;35 (16� 59 (182) I. .r 29 (91) 4 r 299 (1) j I. r24 (23) a 1 r (32) 62 (9) ss r (126) 246 r (205, a02 _ r aos, 402 (9) 154 (7(m NE 60th Street r t23 (73) r 53 (164) (99) 12.1 (66) 16.4 14 J1 .1l r °ov it 1-149 0 ) 29U r 3 uJ 108(66) 4—,62 (32) J 294 (150) Leaentl — Study Roadway _O Proposed Roadway Study Intersection XX A.M. Peak Hour Trip Assignment (XX) P.M. Peak Hour Trip Assignment II iSZ 11e 1 L6 r tr (19) (29) Driveway I ht Project Driveway 4 M Project J hi 197) 387 (11 139 l Proj Driveway 12 Driveway 14 Driveway 13 �17 5 ./ 1r(266) r („uJ 6) lr Im�,24 (146) 474 ) I m (w a (,46 w e 3 JPm,2 p� 37 �18) �I a0) 3a� (r� s ITV l 4 r 3s c 6, 9) J 4 i 36 991 J 4 c 191 235) ) 4 4 F ® 1 r (47) 93 J (9) is J (107) 151 J ((a) 46 4 (158) 309 (186) 306 .r (115) 167 (99) 136 69, Project S. 6(»iS )l.939 9 J4 I NE 59th Terrace (7 (10) Sriveewa g xc J4 4.68 ,r 15 (8) 47 94 J (63 () 15 7 DrivewaY r L8) 15 3 �1 (,10) 35 J 8) 9 NE 59th Street (00) 65 4 1 (1an 47 NE 60th Street tt e( 19) J1 r 6 (18) Kimleyt»Horn ®3018 Site NE 62nd Street NE 61st Street Figure 6 Peak Hour Project Trip Assignment Magic City SAP Miami, Florida 1 N NOT To SCALE MN 62nd Street aa0, 0% 440% (440%) 440% 0%e NE 67th Street North Miami Avenue NE 2nd Avenue • 440% (aa0%) r (00%) z r z0% J (140%) . I. v `34 0% 39�-50% o (50%) i 5.0% Leaentl — Study Roadway - Proposed ® StudRoadway y Intersection tion XX% Entering Pass -By Trip Distribution (XX)% Exiting Pass -By Trip Distribution Site NE 60th Street Kimley>>>Horn 320% 0%) 0 (20%) r 0°°70) r 0 %J (13% 0% s („0%) 130% 70 >; Project E. Driveway 12 Driveway v .v 13 t(s0%) l4 r (g00%) (200%) J � (�50%) I� J y auo%) -2n55,r Pr ject Driveway 4 ,_, (200%) - a0% y Proje Drivew v 10 Pr •ect ` = v Project Driveway Project Driveway 11 160%) J I („0%) J 0%) (300%) 300% ti (160%) -i % 4 20% (120%) -12 % Z i I NE 59th Terrace NE 59th Street , 4 30%y �Y 0, Driveway e NE 60th Street NE 62nd Street NE 61st Street Figure 7 P.M. Peak Hour Pass -By Trip DisMbution Magic City SAP Miami, Florida 1 N NOT TO SCALE NW 62nd Street NE 67th Street North Miami Avenue NE 2nd Avenue NE 60th Street Kimley>>>Horn l4 4.15 i hr r 's OZ y J tr -49 a- 7 Biscayne Boulevard Leaentl — Study Roadway - Proposed Roadway ® Study Intersection XX P.M. Peak Hour Pass -By Assignment Site ht 1 L3 r3 Driveway L 26 r14 J -16 ,6 Proj Driveway 12 Driveway 13 0 .15 �I 6 96 J Project rivevvay 13 J 6 J 3 J 16 I NE 59th Terrace 3 a •5 Pro ect Driveway 8 NE 59th Street -2 NE 60th Street NE 62nd Street NE 61st Street Figure 8 P.M. Peak Hour Pass -By Trip Assignment Magic City SAP Miami, Florida , Kimley »)Horn FUTURE TOTAL TRAFFIC Traffic Impact Analysis Future total traffic conditions are defined as the expected traffic conditions in the year 2025 with project traffic. Total traffic volumes considered in the analysis for this project are the sum of the year 2025 background traffic volumes and the expected project traffic volumes. The peak hour traffic volumes for the A.M. and P.M peak hours are shown in Figure 9. Volume development worksheets for the study intersections are included in Appendix J. Future total conditions include the proposed realignment of the stop -controlled intersections of NE 62nd Street at NE 4th Avenue (West) and NE 62nd Street at NE 4th Avenue (East) with NE 615t Street at NE 4th Avenue. The proposed realignment is expected to provide direct connectivity along NE 4th Avenue from NE 62nd Street to NE 60th Street. The project also proposes the extension of NE 3rd Avenue from NE 615t Street to NE 59th Terrace. Note that the Applicant is coordinating with the City of Miami Planning Department to convert a portion of the existing surface parking lot located on the north side of NE 59' Terrace into the NE 3' Avenue extension. The expected traffic diversions associated with the realignment of NE 4' Avenue and extension of NE 3rd Avenue are included as part of future total conditions. The following assumptions were utilized to divert future background traffic volumes as a result of the NE 3rd Avenue extension and NE 4th Avenue realignment: • A portion of traffic volumes from the westbound approach at the intersection of NE 62nd Street and NE 4th Avenue (west) originating from NE 4th Avenue south of NE 615t Street were diverted to the northbound approach at the realigned intersection of NE 62nd Street and NE 4' Avenue. • A portion of traffic volumes from the southbound right -turn movement at the intersection of NE 62nd Street and NE 4' Avenue (west) destined to southbound NE 2nd Avenue were diverted to the southbound through movement along the NE 4' Avenue realignment and to the westbound left -turn movement at the intersection of NE 62nd Street and NE 3rd Avenue along the NE 3rd Avenue extension. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 37 August 2018 Kimley »)Horn Traffic Impact Analysis • A portion of traffic volumes from the eastbound right -turn movement at the intersection of NE 615t Street and NE 4' Avenue were diverted to the eastbound right -turn movement along the NE 3rd Avenue extension. • A portion of traffic volumes from the northbound right -turn movement at the intersection of NE 615t Street and NE 2nd Avenue destined eastbound on NE 615t Street were diverted to the northbound through movement and northbound right -turn movement at the intersection of NE 615t Street and NE 3rd Avenue long the NE 3rd Avenue extension. Detailed traffic diversions are included in Appendix J. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 38 August 2018 tNOT TO SCALE 4 L L as (134) zap (291) ��? (9oa) 652 cm J 1 4 8— 90 (125) NW 62nd Street ® 0 • 6 (06) 327 j h i r (1ez) 53 h i r „ (1e2) .5 (29) 701 (714) 303 S 4 @oo) 7 2 9 2 can 9, �Tn ,izy (91) 86.4, NE 67th Street J14 (147) (10) 91) J14 L, (0) ) e-m 9 P) L 33 (137) r 41434 (1(133) � (0a) 9; 41Ir 49 49 1 J14 L 127 (309) or= (00) 12 htr L q (73) r 53 („9) (6n 1e s l4 a �o cc zr2 (1036) ^' 93 (62) JJ hlr Driveway �e L24 (73) 71 (239) r L 1 2 (143) 4-11 (600) F e,a (080 49 0) 5a99) r62 (399) jJ1 0) L 13 (23) a (406 r 36 (2) Leaentl — Study Roadway - Proposed Roadway Study Intersection )0X A.M. Peak Hour Traffic (X)t) P.M. Peak Hour Traffic Site P. L a (1) (7) 1 4 r 3a (4) Le': (3) (791) r 134 (116) 0 m V� 0 (964) J14 rg32 (615) Kimley»>Horn h NE 60th Street (1) 9s (8a) 124 .1- (a63) 70 (2z1) 326 hir �a— 14 59 44 h L6 [3,) r12 (3399) tr (3 39 z Proj Driveway 12 Driveway 14 Driveway 13 27 3, (nn 9 — I 03 3 5 49 L 79 (no) 88_ I L 31 (16) tx, L 31 (16) 1 4 r37 (198) J 4 1- 86 ma) J 4 1« 110 267) iro26 549 897 93 ? Pr X Driveway 10 4'4 I.y J4 .102 I ▪ J4 r (189) 234 � 1 r (69)10a r m (6,1) 6 — 1 z)s6 (23) a2 )n .4 I (79)138 s 1�= tV k h1 4 hir L39 14 r72 (36) (37) O) (1sn J4 (039 ,3 (60a) 3 (1� „si t r (399) 276 - 1 r (16) 24 (29,) 314 . ` . _ _ _ _ Project s_ Driveway —\ L 47 (00) ✓ 13 (8) � 133 (73) J 1 gi t (60) 93 J (13) ,a J JJ (7) 134 ht (1( 13z " R.- 14 (256) 369 — 366 (31) 46 J (zv 145 I NE 59th Terrace 56) Vs) 94 J 42 1s 9 hr 49w DrivewaY (137) .1(„3) 37 (n 664 9 an 9.4, e11 tr L31 (0z) (00) J 1 4 r36 (1) NE 59th Street NE 60th Street ht n 7 ht (13) aZ wg 49 L 29 (3,) (121) J14 r63 cn (33) 13 J (a) 36 . htr 495R Pw (is) 0 J O 38 (7) 7 9 htr e»: NE 62nd Street NE 61st Street Figure 9 Future Total Peak Hour Traffic Volumes Ma is City SAP M9arei, Florida , Kimley »)Horn FUTURE CONDITIONS CAPACITY ANALYSIS Two (2) separate future conditions peak hour capacity analyses were performed: • A transportation corridor (person -trips) capacity analysis • Intersection capacity analysis Future Background Traffic Conditions Traffic Impact Analysis Tables 15 and 16 present the results of the transportation corridor capacity analysis for the 2025 A.M. and P.M. peak hour background traffic conditions. As indicated in the tables, the corridors have sufficient capacity are expected to operate at adopted levels of service (LOS E +50%) during the A.M. and P.M. peak hours. Table 17 presents the results of the intersection capacity analysis. All intersections are expected to operate at adopted level of service or better with the exception of the signalized intersection of NW 62nd Street and 1-95 northbound on/off-ramps which is expected to operate at LOS F during the P.M. peak hour. Please note that FDOT is expected to implement capacity improvements at the NW 62nd Street and 1-95 interchange with an anticipated design year of 2045. Specific capacity improvements and anticipated completion date will be included as part of the Project Development and Environment (PD&E) study to be completed for this interchange. Detailed Synchro outputs are included in Appendix K. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 40 August 2018 Kimley>»Horn Traffic Impact Analysis Table 15: Futu e Background A.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direction 2017 A.M. Peak Season Volumes Growth Rate 2025 A.M. Peak Season Volumes Committed Developments A.M. Peak Hour Transit Ridership 2025 Background A.M. Peak Hour Total Volume(V) Directional Peak Hour Ca it Izl P c y A.M. Peak Hour Transit Capacity A.M. Peak Hour Tote.' Capacity (C) A M. Peak Hour Excess Capacty A.M. Peak Hour Level of Service From To Vehicles Person-Tripsltl Vehides Person-Tripsltl Vehicles Person-Tripsltl Person -Trips Person -Trips Vehicles Person-Tripsltl Person -Trips Person -Trips Person -Trips V/C LOS NW/NE 62nd Street NW 2nd Avenue NE 2nd Avenue Eastbound 542 759 1.14% 593 831 35 49 45 925 1,800 2,520 297 2,817 1,892 0.328 C Westbound 352 493 1.14% 385 540 34 48 59 647 1,800 2,520 297 2,817 2,170 0.230 C NE 2nd Avenue NE 4th Avenue Westbound 424 594 1.14% 464 650 10 14 59 723 1,836 2,570 297 2,867 2,144 0.252 C NE4th Avenue Biscayne Boulevard Westbound 128 179 1.14% 140 196 10 14 59 269 1,836 2,570 297 2,867 2,598 0.094 C NE 61st Street NE 2nd Avenue NE 4th Avenue Eastbound 405 567 1.14% 443 621 10 14 60 695 1,836 2,570 297 2,867 2,172 0.242 C NE4th Avenue Biscayne Boulevard Eastbound 414 580 1.14% 453 635 10 14 60 709 1,836 2,570 297 2,867 2,158 0.247 C NE 2nd Avenue NE 67th Street NE 62nd Street Northbound 362 507 1.14% 396 555 25 35 349 939 1,148 1,607 1,123 2,730 1,791 0.344 C 5outhbound 721 1,009 1.14% 789 1,105 25 35 430 1,570 1,148 1,607 1,123 2,730 1,160 0.575 D NE 62nd Street NE 59th Street Northbound 271 379 1.14% 297 415 49 69 345 829 1,148 1,607 944 2,551 1,723 0.325 C 5outhbound 767 1,074 1.14% 840 1,176 50 70 427 1,673 1,148 1,607 1,064 2,671 998 0.626 D south of NE 59th Street Northbound 282 395 1.14% 309 432 49 69 345 846 720 1,008 944 1,952 1,106 0.433 C 5outhbound 707 990 1.14% 774 1,084 50 70 427 1,581 720 1,008 1,064 2,072 491 0.763 D No.Volumes (v. cle:)wre convey on u1.4 onh me eo p City or Miami standard:. oirecto peak Four capacity derived from thezo13 FOOT Honeto,k. Table 16: Futu e Background P.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direction 2017 P.M. Peak Season Volumes Growth Rate 2025 P.M. Peak Season Volumes Committed Developments P.M. Peak Hour Transit Ridership 2025 Background P.M. Peak Hour Total Volume (V) Directional Peak Hour Ca t lzI P n y P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacty P.M. Peak Hour Level of Service From To Vehicles Person-Tripsltl Vehicles Person-Tripsltl Vehides person-Tripsltl Person -Trips Person -Trips Vehides Person-Tripsltl Person -Trips Person -Trips Person -Trips V/C LOS NW/NE 62nd Street NW 2nd Avenue NE 2nd Avenue Eastbound 408 571 1.14% 447 625 38 53 59 737 1,800 2,520 297 2,817 2,080 0.262 C Westbound 496 694 1.14% 543 760 46 64 67 891 1,800 2,520 297 2,817 1,926 0.316 C NE 2nd Avenue NE 4th Avenue Westbound 461 645 1.14% 505 707 11 15 67 789 1,836 2,570 297 2,867 2,078 0.275 C NE 4th Avenue Biscayne Boulevard Westbound 216 302 1.14% 237 331 11 15 67 413 1,836 2,570 297 2,867 2,454 0.144 C NE 61st Street NE 2nd Avenue NE 4th Avenue Eastbound 391 547 1.14% 428 599 13 18 66 683 1,836 2,570 297 2,867 2,184 0.238 C NE 4th Avenue Biscayne Boulevard Eastbound 304 426 1.14% 333 466 13 18 66 550 1,836 2,570 297 2,867 2,317 0.192 C NE 2nd Avenue NE 67th Street NE 62nd Street Northbound 755 1,057 1.14% 827 1,157 35 49 385 1,591 1,148 1,607 1,123 2,730 1,139 0.583 D 5outhbound 342 479 1.14% 374 524 29 41 355 920 1,148 1,607 1,005 2,612 1,693 0.352 C NE 62nd Street NE 59th Street Northbound 799 1,119 1.14% 875 1,225 68 95 383 1,703 1,148 1,607 944 2,551 848 0.668 D 5outhbound 397 556 1.14% 435 609 56 78 352 1,039 1,148 1,607 946 2,553 1,514 0.407 C south of NE 59th Street Northbound 753 1,054 1.14% 824 1,154 68 95 383 1,632 720 1,008 944 1,952 320 0.836 D 5outhbound 377 528 1.14% 413 578 56 78 352 1,008 720 1,008 946 1,954 946 0.516 D No.Volumes (v. cles)wre convey on on/yen cl e occupancy per City or Miamistandards. Direct onal peak Four pacity erived from the zo13roor.nneno Nonetoos. ctrn_nrot04390e100 M ca Page-41 August 2018 Kimley »)Horn Traffic Impact Analysis Table 17: Future Background Peak Hour Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (sec) NE 67th Street and NE 2nd Avenue (Signalized)I1 A (A) 6.9 (8.7) NE 67th Street and NE 4th Avenue (Two -Way, Stop-Controlled)Izl A (A) 8.5 (8.5) NW 62nd Street and 1-95 southbound on/off-ramps (Signalized) C (E) 21.8 (75.0) NW 62nd Street and 1-95 northbound on/off-ramps (Signalized) E (F) 78.3 (123.4) NW 62nd Street and NW 2nd Avenue (Signalized) B (C) 18.3 (29.4) NE/NW 62nd Street and N Miami Avenue (Signalized) C (C) 23.4 (31.5) NE 61st/62nd Street and NE 2nd Avenue (Signalized)I1 C (C) 30.2 (25.2) NE 62nd Street and NE 2nd Avenue (One -Way, Stop-Controlled)Izl B (B) 10.1 (11.5) NE 62nd Street and NE 3rd Avenue (One -Way, Stop-Controlled)Izl B (B) 10.8 (11.2) NE 62nd Street and NE 4th Avenue (West) (One -Way, Stop-Controlled)Izl A (A) 9.1 (9.4) NE 62nd Street and NE 4th Avenue (East) (One -Way, Stop-Controlled)Izl A (A) 9.8 (9.2) NE 62nd Street and NE 4th Court (Signalized) C (C) 21.0 (24.0) NE 62nd Street and Biscayne Boulevard (Signalized) A (A) 2.5 (1.1) NE 61st Street and NE 3rd Avenue (One -Way, Stop-Controlled)Izl A (A) 9.1 (9.0) NE 61st Street and NE 4th Avenue (Two -Way, Stop-Controlled)Izl B (B) 10.7 (10.3) NE 61st Street and NE 4th Court (Signalized) C (C) 25.3 (34.8) NE 61st Street and Biscayne Boulevard (Signalized) B (A) 12.8 (10.9) NE 60th Street and NE 2nd Avenue (North) (One -Way, Stop-Controlled)Izl B (B) 10.0 (13.1) NE 60th Street and NE 2nd Avenue (South) (One -Way, Stop-Controlled)Izl C (B) 19.0 (10.8) NE 60th Street and NE 4th Avenue (One -Way, Stop-Controlled)Izl A (A) 8.5 (8.3) NE 59th Terrace and NE 2nd Avenue (Free-Flow)131 - - NE 59th Terrace and NE 4th Avenue (One -Way, Stop-Controlled)Izl A (A) 8.6 (8.8) NE 59th Street and NE 2nd Avenue (Signalized) A (A) 5.6(7.8) NE 59th Street and NE 4th Avenue (Three -Way, Stop-Controlled)141 A (A) 8.1 (8.1) Notes: (1) Intersection cannot be analyzed in HCM 2010. Therefore, HCM 2000was used. (2) Overall intersection LOS not provided for stop -controlled intersections. The minor street with the greatest delay is indicated. (3) Overall intersection LOS is not defined, as intersection operates under free -flow conditions. (4) Intersection cannot be analyzed in HCM 2000/2010, as intersection operates under three-way, stop -controlled conditions. Therefore, intersection analyzed under all -way, stop -controlled conditions. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 42 August 2018 Kimley »)Horn Future Total Traffic Conditions Traffic Impact Analysis Tables 18 and 19 present the results of the transportation corridor capacity analysis for the 2025 A.M. and P.M. peak hour future total traffic conditions. As indicated in the tables, the corridors have sufficient capacity are expected to operate at adopted levels of service (LOS E + 50%) during the A.M. and P.M. peak hours. Table 20 presents the results of the intersection capacity analysis for the 2025 A.M. and P.M. peak hour total traffic conditions. All intersections are expected to operate at adopted level of service (LOS E + 50% or better) with the exception of the following: • Signalized intersection at NW 62nd Street and 1-95 northbound on/off-ramps during the P.M. peak hour. • Northbound stop -controlled approach at the intersection of NE 62nd Street and NE 4th Avenue during the P.M. peak hour. • Southbound stop -controlled approach at the intersection of NE 62nd Street and NE 4th Avenue during the P.M. peak hour. • Westbound stop -controlled approach at the intersection of NE 60th Street and NE 2nd Avenue during the P.M. peak hour. Please note that the intersection of NW 62nd Street and 1-95 northbound on/off ramps is expected to operate at LOS F under future background conditions during the P.M. peak hour. Further note that FDOT is expected to implement capacity improvements at the NW 62nd Street and 1-95 interchange with an anticipated design year of 2045. Additionally, project traffic results in the equivalent of a 0.1 percent (0.1%) increase in overall intersection delay from future background conditions. The project proposes several improvements at these intersections and are expected to improve future total traffic conditions. The following improvements are proposed: K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 43 August 2018 Kimley »)Horn Traffic Impact Analysis • The proposed realigned segment of NE 4th Avenue between NE 62nd Street and NE 615t Street will provide a three (3) lane section with an exclusive left -turn lane and an exclusive through lane at the northbound approach at the intersection of NE 62nd Street and NE 4' Avenue and at the southbound approach at the intersection of NE 615t Street and NE 4th Avenue. The northbound approach is expected to operate at LOS E during the P.M. peak hour and the southbound approach is expected to operate at LOS D during the P.M. peak hour with the implementation of this improvement. Note that a traffic signal warrant analysis was conducted for the intersections and is contained in the signal warrant analysis section of this report. Further note that neither location warrants a traffic signal under the two-lane existing section. Therefore, with a three (3) lane roadway section, traffic signal warrants are also not expected to be warranted at these locations. • The southbound approach at the intersection of NE 62nd Street and NE 4' Avenue will be reconfigured to provide one (1) through lane and one (1) exclusive right -turn lane (245 feet). Please note that right-of-way is not required for this improvement as on -street parking six is provided along the west side of NE 4th Avenue just north of NE 62nd Street. Further note that approximately six (6) on -street parking spaces will require removal to accommodate this improvement. The southbound approach is expected to operate at LOS C during the P.M. peak hour with the implementation of this improvement. • The westbound approach at the intersection of NE 60' Street and NE 2nd Avenue will be reconfigured to provide one (1) exclusive left -turn lane (325 feet) and one (1) exclusive right -turn lane. The westbound approach at the intersection of NE 60' Street and NE 2nd Avenue is expected to operate at LOS E + 28% during the P.M. peak hour with the implementation of this improvement. Detailed Synchro outputs are included in Appendix L. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 44 August 2018 Kimley»>H©rn Traffic Impact Analysis Table 18: Future Total A.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direction 2025 Background A.M. Peak Hour Total Volume A.M. Peak Hour Diversions A.M. Peak Hour Net New Trip Distribution A.M. Peak Hour Net New Trip Assignment 2025 with Project Traffic A.M. Peak Hour Total Volume (V) A.M. Peak Hour Total Capacity (C) A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service From To Person -Trips Vehicles Person -Trips Person -Trips Person -Trips Person -Trips Person -Trips V/C LOS Eastbound 925 0 0 36% In 904 1,829 2,817 988 0.649 C 0% Out 0 NW 2nd Avenue NE 2nd Avenue 0% In 0 Westbound 647 0 0 997 2,817 1,820 0.354 C 36% Out 350 NW/NE 62nd Street 4% In 100 NE 2nd Avenue NE 4th Avenue Westbound 723 -6 -8 1,107 2,867 1,761 0.386 C 30% Out 292 NE 4th Avenue Biscayne Boulevard Westbound 269 0 0 23% In 577 905 2,867 1,963 0.315 C 6% Out 58 NE 2nd Avenue NE 4th Avenue Eastbound 695 -14 -20 33% In 828 1,533 2,867 1,335 0.535 D 3% Out 29 NE 61st Street 17% In 427 NE 4th Avenue Biscayne Boulevard Eastbound 709 0 0 1,301 2,867 1,566 0.454 D 17% Out 165 Northbound 939 0 0 0% In 0 1,065 2,730 1,665 0.390 C 13% Out 126 NE 67th Street NE 62nd Street 12% In 301 Southbound 1,570 0 0 1,871 2,730 859 0.685 D 0% Out 0 Northbound 829 0 0 12% In 301 1,130 2,551 1,421 0.443 D 0% Out 0 NE 2nd Avenue NE 62nd Street NE 59th Street 16% In 402 Southbound 1,673 -12 -17 2,097 2,671 575 0.785 D 4% Out 39 12% In 301 Northbound 846 0 0 1,147 2,671 1,524 0.429 C 0% Out 0 NE 59th Street South of NE 59th Street 0% In 0 Southbound 1,581 -12 -17 1,681 2,072 391 0.811 D 12% Out 117 V-11,To00390e100 M ca Page -45 August 2018 Kimley>7>H©rn Traffic Impact Analysis Table 19: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direction 2025 Background P.M. Peak Hour Total Volume P.M. Peak Hour Diversions P.M. Peak Hour Net New Trip Distribution P.M. Peak Hour Net New Trip Assignment P.M. Peak Hour Pass -By Trip Distribution P.M. Peak Hour Pass -By Trip Assignment 2025 with Project Traffic P.M. Peak Hour Total Volume (V) P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service From To Person -Trips Vehicles Person -Trips Person -Trips Person -Trips Person -Trips Person -Trips Person -Trips V/C LOS NW/NE 62nd Street NW 2nd Avenue NE 2nd Avenue Eastbound 737 0 0 36% In 485 0% In 0 1,222 2,817 1,595 0.434 C 0% Out 0 0% Out 0 Westbound 891 0 0 0% In 0 -44% In -89 1,968 2,817 849 0.699 C 36% Out 1,083 44% Out 84 NE 2nd Avenue NE 4th Avenue Westbound 789 -6 -8 4% In 54 -41% In -83 1,732 2,867 1,136 0.604 D 30% Out 902 41% Out 78 NE 4th Avenue Biscayne Boulevard Westbound 413 0 0 23%In 310 -5% In -10 903 2,867 1,964 0.315 C 6% Out 180 5% Out 10 NE 61st Street NE 2nd Avenue NE 4th Avenue Eastbound 683 -9 -13 33% In 445 -20% In -41 1,203 2,867 1,665 0.419 C 3% Out 90 20% Out 38 NE 4th Avenue Biscayne Boulevard Eastbound 550 0 0 17% In 229 -30% In -61 1,286 2,867 1,581 0.449 D 17% Out 511 30% Out 57 NE 2nd Avenue NE67th Street NE 62nd Street Northbound 1,591 0 0 0% In 0 -16% In -32 1,980 2,730 750 0.725 D 13% Out 391 16% Out 30 Southbound 920 0 0 12% In 162 0% In 0 1,081 2,612 1,531 0.414 C 0% Out 0 0% Out 0 NE 62nd Street NE 59th Street Northbound 1,703 0 0 12% In 162 -19% In -39 1,862 2,551 689 0.730 D 0% Out 0 19% Out 36 Southbound 1,039 -12 -17 16% In 216 -10% In -20 1,357 2,553 1,196 0.532 D 4% Out 120 10% Out 19 NE 59th Street South of NE 59th Street Northbound 1,632 0 0 12% In 162 0% In 0 1,794 2,553 759 0.703 D 0% Out 0 0% Out 0 Southbound 1,008 -12 -17 0% In 0 -10% In -20 1,351 1,954 603 0.691 D 12% Out 361 10% Out 19 rrn_n,Or003908100 M ca Page -46 August 2018 Kimley »)Horn Traffic Impact Analysis Table 20: Future Total Peak Hour Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (sec) NE 67th Street and NE 2nd Avenue (Signalized)I1 A (B) 8.8 (15.8) NE 67th Street and NE 4th Avenue (Two -Way, Stop-Controlled)Izl A (B) 9.6 (10.0) NW 62nd Street and 1-95 southbound on/off-ramps (Signalized) C (E+37%) 31.5 109.8 ( ) NW 62nd Street and 1-95 northbound on/off-ramps (Signalized) o E+13% (F) 90.6 (123.5) NW 62nd Street and NW 2nd Avenue (Signalized) B (C) 20.0 (29.4) NE/NW 62nd Street and N Miami Avenue (Signalized) D (E) 38.7 (77.6) NE 61st/62"d Street and NE 2nd Avenue (Signalized)I1 D (D) 39.8 (48.2) NE 62nd Street and NE 2nd Avenue (One -Way, Stop-Controlled)Izl B (D) 10.6 (30.9) NE 62nd Street and NE 3rd Avenue (One -Way, Stop-Controlled)Izl B (C) 11.8 (18.5) NE 62nd Street and NE 4th Avenue (Two -Way, Stop-Controlled)Izl Elsl (E)Isl 36.2 (48.3) NE 62nd Street and NE 4th Court (Signalized) C (C) 21.4 (24.2) NE 62nd Street and Biscayne Boulevard (Signalized) A (A) 3.4 (1.1) NE 61st Street and NE 3rd Avenue (Two -Way, Stop-Controlled)Izl C (C) 15.5 (16.1) NE 61st Street and NE 4th Avenue (Two -Way, Stop-Controlled)Izl E+22%I51 (D)Isl 61.1 (26.9) NE 61st Street and NE 4th Court (Signalized) C (D) 33.1 (54.7) NE 61st Street and Biscayne Boulevard (Signalized) B (E) 15.9 (56.2) NE 60th Street and NE 2nd Avenue (North) (One -Way, Stop-Controlled)Izl Clsl (E+28%)I51 19.6 (64.2) NE 60th Street and NE 2nd Avenue (South) (One -Way, Stop-Controlled)Izl C (C) 21.9 (17.9) NE 60th Street and NE 4th Avenue (One -Way, Stop-Controlled)Izl A (B) 9.6 (10.2) NE 59th Terrace and NE 2nd Avenue (Free-Flow)131 - - NE 59th Terrace and NE 4th Avenue (One -Way, Stop-Controlled)Izl A (A) 9.0 (9.5) NE 59th Street and NE 2nd Avenue (Signalized) A (A) 5.5 (7.9) NE 59th Street and NE 4th Avenue (Three -Way, Stop-Controlled)141 A (A) 8.8 (9.1) Notes: (1) (2) (3) (4) (5) Intersection cannot be analyzed in HCM 2010. Therefore, HCM 2000was used. Overall intersection LOS not provided for stop -controlled intersections. The minor street with the greatest delay is indicated. Overall intersection LOS is not defined, as intersection operates under free -flow conditions. Intersection cannot be analyzed in HCM 2000/2010, as intersection operates under three-way, stop -controlled conditions. Therefore, intersection analyzed under all -way, stop -controlled conditions. Intersection with proposed improvements. K:\FTL TPTO\043908100-Magic City SAP \ Report \ Magic City SAP TIA_update 082218.docx Page - 47 August 2018 Kimley »)Horn SIGNAL WARRANT ANALYSIS Traffic Impact Analysis A signal warrant analysis was performed at the proposed realigned intersections of NE 62nd Street at NE 4th Avenue and NE 615t Street at NE 4th Avenue for the existing roadway geometry. The signal warrant analysis was performed based upon criteria contained in the Federal Highway Administration's Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition. Appendix M includes the signal warrant analysis data. The signal warrant analysis evaluated expected traffic conditions in 2025 (corresponding to total build -out of the project). NE 62nd Street and NE 615t Street were considered the major street approaches and NE 4th Avenue is considered the minor street approach for the purpose of the analysis. Traffic volumes for major and minor street approach movements were obtained from the peak season adjusted existing turning movement counts, background traffic growth, committed development traffic, and project traffic. The peak hour project traffic was assigned to the A.M. and P.M. peak hours. To estimate the remainder of the daily project trip assignment, the hourly distribution of traffic volumes for ITE Land Use Code 820 from the ITE's Trip Generation Manual, 9th Edition was utilized. The projected volumes at project build -out at the proposed signals were compared to criteria contained in the MUTCD for the following volume warrants: • Warrant Number 1: Eight -Hour Vehicular Volume Warrant o Condition A: Minimum Vehicular Volume o Condition B: Interruption of Continuous Traffic o Combination: Combination of Conditions A & B • Warrant Number 2: Four -Hour Vehicular Volume Warrant Right -turn volume reductions based on ITE documents from the Alabama Department of Transportation as provided by Miami -Dade County Department of Transportation and Public Works — Traffic Engineering Division (TED) were considered to provide for a conservative volume analysis. The Pagones Theorem is referred to in the reference documents. This theorem stipulates various right -turn volume reductions for minor -street approaches based on the ratio K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 48 August 2018 Kimley »)Horn Traffic Impact Analysis of the right -turn volume to approach volume and minor street laneage configuration. Table 21 summarizes the right -turn volume reductions. The reductions were applied to the minor -street right - turn volume on an hourly basis. Table 21: Pagones Theorem Hourly Right -Turn Volume Reduction Situation Minor -Street Approach Configuration Right -Turn Percentage Right -Turn Reduction 1 Shared left/through right R > 0.7A 60% 0.7A >_ R >_ 0.35A 30% R<_0.35A 20% 2 Exclusive left, shared through/right lane R >3T 60% 3T >_ R >_ T/3 30% <_ T/3 20% 3 Any configuration with an exclusive right turn lane (usually >_ 600 feet long) o 75/ 4 Shared left/through and shared through/right lane > (T + L) 65% L > (T + R) Use Situation 2 L=T=R 40% L=T>3R 20% R=T>3L 50% All other cases 30% 5 Exclusive left, exclusive through, and shared through/right R>T 75% T >_ R >_ T/2 50% T/2 >_ R > T/4 30% R <_ T/4 15% Based upon applying the Pagones Theorem to the A.M. and P.M. peak hour volume information, 60 percent (60%) and 30 percent (30%) reductions were applied to the southbound right -turn volumes at the intersection of NE 62nd Street and NE 4th Avenue and to the northbound right -turn volumes at the intersection of NE 615t Street and NE 4th Avenue. The signal warrant analyses are summarized in Table 22 and the detailed signal warrant calculations are included in Appendix M. As Table 22 indicates, the intersections do not satisfy volume Warrant 1, Warrant 2, or the combination of Warrants 1 and 2. As a result a traffic signal is not recommended for installation at the intersections of NE 62nd Street at NE 4th Avenue and NE 615t Street and NE 4th Avenue. Table 22: Signal Warrant Analysis Summary MUTCD Warrant NE 62"d Street and NE 4th Avenue NE 61' Street and NE 4th Avenue Analysis Results Warrant No. 1, Condition A — Eight -Hour Vehicular Volume Not Satisfied Not Satisfied Warrant No. 1, Condition B — Eight -Hour Vehicular Volume Not Satisfied Not Satisfied Warrant No. 1, Combination of Condition A & B Not Satisfied Not Satisfied Warrant No. 2 — Four -Hour Vehicular Volume Not Satisfied Not Satisfied K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 49 August 2018 Kimley »)Horn TRANSPORTATION CONTROL MEASURES PLAN Traffic Impact Analysis 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 are under consideration to encourage people to use public transportation, use bicycles and walk, use car/vanpools, and find alternatives to the typical workday hours. Examples of these incentives include, but are not limited to: • The applicant has committed to providing secure bicycle parking (bicycle racks/lockers). • The applicant has committed to providing transit information within the site including route schedules and maps. • The applicant has committed to providing designated scooter/motorcycle parking spaces. • The applicant has committed to providing a Citibike station or bike rentals. • The applicant has committed to providing improved, enhanced (wide) sidewalks around the site. • The applicant has committed to providing a taxi/shared-ride drop-off/pick-up area. • The applicant has committed to providing bicycle lanes within the project area including along the NE 4th Avenue realignment and the NE 3rd Avenue extension. • The applicant will maintain/provide bus shelters at bus stops immediately adjacent to project property subject to City of Miami and Miami -Dade County Department of Transportation and Public Works approval. The applicant intends to make the site bicycle/pedestrian- and transit -friendly and will consider these features for incorporation into the site. Pedestrian Amenities The proposed redevelopment will provide a pedestrian promenade extending from NE 2nd Avenue to NE 4th Avenue between NE 615t Street and NE 60th Street. The promenade will provide pedestrian -friendly amenities and will interconnect the various blocks of the redevelopment. Specific pedestrian amenities will be developed. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 50 August 2018 Kimley »)Horn Bicycle Facility Considerations Traffic Impact Analysis The redevelopment is contemplating improvements and amenities for bicyclists. These improvements may include bicycle lanes and short-term and long-term bicycle parking. Specific improvements will be developed. City of Miami Trolley The proposed redevelopment is contemplating a transit stop to accommodate the City's future Little Haiti trolley route proposed to operate along NE 62nd Street and NE 615t Street from Biscayne Boulevard to NE 2nd Avenue. This improvement will be coordinated with the City of Miami. If additional trolley stops are identified immediately adjacent to project property, the applicant will provide bus shelters subject to City of Miami and Miami -Dade County Department of Transportation and Public Works approval. Tri-Rail Coastal Link The applicant is contemplating a train station within the redevelopment to accommodate FDOT's future Tri-Rail Coastal Link. This improvement will be coordinated with FDOT and South Florida Regional Transportation Authority (SFRTA). K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 51 August 2018 Kimley »)Horn CONCLUSION Traffic Impact Analysis MCD Miami, LLC is proposing a mixed -use redevelopment generally bounded by NE 64' Street to the north, NE 59th Terrace to the south, Florida East Coast (FEC) railway to the east, and NE 2nd Avenue to the west in Miami, Florida. The parcels proposed for redevelopment are currently occupied by 135,656 square feet of warehouse space and a 265,784 square -foot mobile home park. The proposed redevelopment consists of 2,208,540 square feet of general office building, 344,548 square feet of retail, 2,630 high-rise apartment units, a 432-room hotel and 119,610 square feet of storage. A traffic impact analysis was conducted for the project consistent with the City of Miami requirements. Trip generation calculations for the proposed redevelopment were performed using the Institute of Transportation Engineers' (ITE's) Trip Generation Manual, 9th Edition. The project is expected to generate 2,134 net new weekday A.M. peak hour vehicular trips (3,482 person -trips) and 2,610 net new weekday P.M. peak hour vehicular trips (4,354 person -trips). Transportation corridor segment 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 adopted levels of service (LOS E+50%) during both the A.M. and P.M. peak hours with the exception of the intersection of NW 62nd Street and 1-95 northbound on/off-ramps which is expected to operate at LOS F under future background and future total conditions during the P.M. peak hour. Please note that FDOT is expected to implement capacity improvements at the NW 62nd Street and 1-95 interchange with an anticipated design year of 2045. Further note that project traffic results in the equivalent of a 0.1 percent (0.1%) increase in overall intersection delay from future background conditions. The project proposes the following roadway improvements: • Realignment of the two (2) offset, stop -controlled intersections of NE 62nd Street at NE 4th Avenue (West) and NE 62nd Street at NE 4th Avenue (East) with NE 615t Street at NE 4th Avenue. The proposed realignment is expected to provide more direct connectivity along K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 52 August 2018 Kimley »)Horn Traffic Impact Analysis NE 4th Avenue from NE 62nd Street to NE 60th Street. The proposed realigned segment of NE 4th Avenue between NE 62nd Street and NE 615t Street will provide a three (3) lane section with an exclusive left -turn lane and an exclusive through lane at the northbound approach at the intersection of NE 62nd Street and NE 4' Avenue and at the southbound approach at the intersection of NE 615t Street and NE 4' Avenue. The northbound approach is expected to operate at LOS E during the P.M. peak hour and the southbound approach is expected to operate at LOS D during the P.M. peak hour with the implementation of this improvement. • Extension of NE 3rd Avenue from NE 615t Street to NE 59th Terrace. The proposed extension is expected to provide more direct connectivity along NE 4th Avenue from NE 62nd Street to NE 60th Street. Note that the Applicant is coordinating with the City of Miami Planning Department to convert a portion of the existing surface parking lot located on the north side of NE 59' Terrace into the NE 3rd Avenue extension. • The southbound approach at the intersection of NE 62nd Street and NE 4' Avenue will be reconfigured to provide one (1) through lane and one (1) exclusive right -turn lane (245 feet). Please note that right-of-way is not required for this improvement as on -street parking is provided along the west side of NE 4' Avenue just north of NE 62nd Street. The southbound approach is expected to operate at LOS C during the P.M. peak hour with the implementation of this improvement. • The westbound approach at the intersection of NE 60' Street and NE 2nd Avenue will be reconfigured to provide one (1) exclusive left -turn lane (325 feet) and one (1) exclusive right -turn lane. The westbound approach at the intersection of NE 60' Street and NE 2nd Avenue is expected to operate at LOS E + 28% during the P.M. peak hour with the implementation of this improvement. A signal warrant analysis was conducted at the realigned intersections of NE 62nd Street at NE 4th Avenue and NE 615t Street at NE 4th Avenue. The results of the signal warrant analysis indicate K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 53 August 2018 Kimley »)Horn Traffic Impact Analysis that a signalization of the intersections is not recommended as they do not satisfy vehicular volume Warrant 1A, Warrant 1B, the combination of Warrants 1A and 1B, nor Warrant 2. The project is contemplating a series of improvements including a pedestrian promenade with pedestrian amenities, bicycle amenities such as bicycle lanes and short-term and long-term bicycle parking, a Citibike station, a taxi/shared-ride drop-off/pick-up area, a Miami Trolley transit stop with a shelter, and a Tri-Rail Coastal Link train station. The pedestrian promenade is proposed to extend from NE 2nd Avenue to NE 4th Avenue between NE 615t Street and NE 60th Street. The promenade will provide pedestrian -friendly amenities and will interconnect the various blocks of the redevelopment. Specific pedestrian amenities will be developed. K:\FTF TPTO\043908100-Magic City SAP \ Report \Magic City SAP TIA_update 082218.docx Page - 54 August 2018 Appendix A Sits Plan MAGI( CITY INNOVATION DISTRICT NE 62st PARCEL 16 Bldgs'. SF/level. L'. Off. (16)5,000 1 Retell (16)5,000 1 PARCEL 17 Bldge'. SF/level. L'. Off. (17)7,600 Retell (17)7,600 NE 60et PARCEL 15 Bld9s'. SF/level. L'. Off. (15) 15,500 15 Geroge (15) 19,900 B Retell (15)35,400 1 II I NE 5.1 Terrace LITTLE HAITI SOCCER PARK RCELO dgs'. SF/lev. d. (4A) l4,400 esd. (4B)14,400 arage (4) ]1,360 stall (41 fi4,000 PARCEL Bldga'. SF/1. Reeitl. (9) 12,7!. Garage (9) 20,CH Retell (91 29,6 Offi. (1) 24,100 19 Geroge (1) 29,700 8 Retell (1) 53,800 1 PARCEL Bld9e'. SF/level. L. Off. (2) 23,000 19 Garage (2) 29,700 10 Retell (2) 52,700 1 PARCEL Bldos'. S level. L. Off. (5) 19,400 11 Geroge (5) 21,800 9 Retell (5A)41,200 1 Retell (5B)51 00 1 iihweixaulkikillatiaii -16TT nwl•aMIaINeMP AIS-s RRRIIMIMIN WNW IN PAP RCEL 10A PARCEL BldReltl.(1Rtell(1iV Retell (6) 22,100 1 111:- 4 a.(' \ . ,),, .. . ... -44 ...T. e".._* :11:!:; "Lfj ": - " n SF/le 1,� r' 30 mr PARCEL 2 BISF/evel'. L'. Ho = (1 ) 14,400 14 Ref. (1) 1 00 2 G g (1 ) 24,290 B Rata l (12A) 28,750 1 d SF/level R ( ) 13,300 Gas e( ) 8,00 R tel ( J 4,70 rj op, NE 6(42 st ZII L'. R id (11) 12 500 24 G r ge (11) 17 000 5 Rtll (11)28 000 1 MAGIC CITY INNOVATION DISTRICT SAP - PARCELIZATION PLAN PAg,'EL Bldgs', Office ( Expo. ( Rasld. ( Geroge aeta SF/level.. ) 17,185 ) 39,870 31,760 ) 16,987 ) 3 290 T) PARCEL Bldgs'. SF/level L' Office (3) 12,000 4 Retell (3) 14,000 1 I L HOTEL RESIDENTIAL OFFICE RETAIL GARAGE PROPERTY LINE NOTE'. ILLUSTRATIVE CONCEPT ONLY SUBJECT TO REQUIRED DEPARTMENTALAPPROVALS O'120' i80200. 400' June 20, 2018 43 Magic City * SAP * Program Calculations Building Use Units Units / Level # Levels SF / Level Gross SF (-)% Net SF Parking Calc. Net Program Notes Parking Ratio Required Provided 1 Office 19 24,100 457,900 10% 412,110 370,899 2 / 1,000 742 1 Retail 1 53,800 53,800 35% 34,970 2 / 1,000 70 1 Garage 91 8 29,700 237,600 100% 0 325 sqft / space avg. 731 2 Office 19 23,000 437,000 10% 393,300 353,970 2 / 1,000 708 2 Retail 1 52,700 52,700 35% 34,255 2 / 1,000 69 2 Garage 91 10 29,700 297,000 100% 0 325 sqft / space avg. 913 3 Office 4 12,000 48,000 10% 43,200 38,880 2 / 1,000 78 3 Retail 1 14,000 14,000 25% 10,500 2 / 1,000 21 4A Residential 342 15 24 14,400 345,600 15% 293,760 858 net sqft / unit 0.6 / Unit 205 4B Residential 342 15 24 14,400 345,600 15% 293,760 858 net sqft /unit 0.6 / Unit 205 4 Retail 1 54,000 54,000 35% 35,100 2 / 1,000 70 4 Garage 84 6 27,360 164,160 100% 0 325 sgft/ space avg. 505 5 Office 17 19,400 329,800 10% 296,820 267,138 2 / 1,000 534 5A Retail 1 41,200 41,800 45% 22,990 2 / 1,000 46 5B Retail 1 5,900 5,900 20% 4,720 2 / 1,000 9 5 Garage 65 9 21,800 196,200 100% 0 335 sqft / space avg. 585 6 Retail 1 22,100 22,100 45% 12,155 2 / 1,000 24 6 Office 17 18,000 306,000 10% 275,400 247,860 2 / 1,000 496 6 Garage 43 12 14,400 172,800 100% 0 335 sqft / space avg. 515 7 Office 17 18,000 306,000 10% 275,400 247,860 2 / 1,000 496 7 Retail 1 22,100 22,100 45% 12,155 2 / 1,000 24 7 Garage 43 12 14,400 172,800 100% 0 335 sqft / space avg. 515 8 Retail 1 31,280 31,280 15% 26,588 per plan 8 Residential 60 13 4 31,760 127,040 15% 107,984 per plan 8 Office 4 17,185 68,740 10% 61,866 55,679 per plan 8 Expo 3 39,870 119,610 15% 101,669 86,418 _ per plan 8 Garage 21 8 16,987 135,899 100% 0 per plan 260 168 9 Residential 287 12 24 12,750 306,000 15% 260,100 906 net sqft /unit 0.6 / Unit 172 9 Retail 1 29,600 29,600 35% 19,240 2 / 1,000 38 9 Garage 57 3 20,000 60,000 100% 0 350 sqft / space avg. 171 10 Retail 1 28,000 28,000 35% 18,200 2 / 1,000 36 l0a Retail 1 9,000 9,000 35% 5,850 2 / 1,000 12 10 Residential 309 14 24 12,500 300,000 15% 255,000 825 net sqft /unit 0.6 / Unit 185 l0a Residential 309 14 24 12,500 300,000 15% 255,000 825 net sqft /unit 0.6 / Unit 185 10 Garage 51 9 17,000 153,000 100% 0 335 sqft / space avg. 456 11 Retail 1 28,000 28,000 35% 18,200 2 / 1,000 36 11 Residential 321 14 24 12,500 300,000 15% 255,000 794 net sqft /unit 0.6 / Unit 193 11 Garage 51 5 17,000 85,000 100% 0 335 sqft / space avg. 253 12 Residential 336 15 24 12,500 300,000 15% 255,000 758 net sqft /unit 0.6 / Unit 202 12 Hotel 432 31 14 14,400 201,600 15% 171,360 396 net sqft / key 0.5 / Key 216 12A Retail 1 28,750 28,750 35% 18,688 2 / 1,000 37 12B Retail 1 17,240 17,240 20% 13,792 2 / 1,000 28 12 Garage 73 8 24,290 194,320 100% 0 335 sqft / space avg. 580 13 Retail 1 24,700 24,700 35% 16,055 2 / 1,000 32 13 Residential 324 14 24 13,300 319,200 15% 271,320 837 net sqft /unit 0.6 / Unit 194 13 Garage 54 4 18,000 72,000 100% 0 336 sqft / space avg. 214 14 Office 1 10,000 10,000 10% 9,000 8,100 2 / 1,000 16 14 Retail 1 10,000 10,000 20% 8,000 2 / 1,000 16 15 Office 15 15,500 232,500 10% 209,250 188,325 2 / 1,000 377 15 Retail 1 35,400 35,400 35% 23,010 2 / 1,000 46 15 Garage 59 8 19,900 159,200 100% 0 335 sqft / space avg. 475 16 Office 1 5,000 5,000 10% 4,500 4,050 DuPuis Building 2 / 1,000 8 16 Retail 1 5,000 5,000 20% 4,000 DuPuis Building 2 / 1,000 8 17 Retail 1 7,600 7,600 20% 6,080 2 / 1,000 12 17 Office 1 7,600 7,600 10% 6,840 6,156 2 / 1,000 12 2630 6,120 SAP Summary Use Total Units Avg. Units / Level Avg. Levels Avg. SF / Level Total Gross SF (-)% Net SF Parking Calc. Net Program Notes Parking Ratio Required Provided Residential 2,630 14 22 15,179 2,643,440 15% 2,246,924 854 net sqft / unit 0.6 / Unit 1,578 Office 11 15,435 2,208,540 10% 1,987,686 1,788,917 2 / 1,000 3,578 Expo 3 39,870 119,610 15% 101,669 , Hotel 432 31 14 14,400 201,600 15% 171,360 396 net sqft / unit 0.5 / Unit 216 Retail 1 26,019 520,970 31% 344,548 2 / 1,000 689 total: 6,061 Garage 60 7 20,811 2,099,979 100% 0 345 sqft / space avg. 6,081 SAP Totals: 7,794,139 62% 4,852,186 As -of -Right: 5,589,696 50% 2,794,848 Delta: 2,204,443 2,057,338 6,061 5869 192 6,081 a3arnraan FLORIDA EAST COAST RAILWAY I -0 0 co0 A - N Z N n co H (7)p 7 � r O D Z ri' I -- a 1R RcF� 3 III Rc�• R�R RCF. 3 F'• N.E. 4th AVENUE IS SECTION A -A• SECTION B-B' N.E. 3rd AVENUE 60' RIGHT-OF-WY (PB 2-21) D 0- V I TV7 E 1I— z 8) 10 70 D y A A IPIUHI-yr-044 t 9) FLORIDA EAST COAST RAILWAY 80. RIGHT-OF-WAY _ —1 A 8) Description RE VISIONS SIGNATURE DATE SIGNED Project MAGIC CITY BLOCKOTT OF MIAMI NE62ND/ 61ST STAND NE 4TH AVE INTERSECTION CONCEPTUAL PLAN Project No 300217301 Date unvonr Scale orowlnq No. CP01 KO0101 Y 0102 Submission xDate Sheet 2 of 2 Appendix B Methodology Corresponaence Dorman, Cory From: Dabkowski, Adrian Sent: Thursday, October 26, 2017 9:32 AM To: 'Carlos Alba'; Harris, Sandra Cc: Max Sklar; Snow, David; Lynda Mifsud Subject: RE: Magic City SAP I Traffic Study Methodology Thank you Carlos. We will move forward with the analysis excluding Legion West. Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 From: Carlos Alba [mailto:calba@HNTB.com] Sent: Thursday, October 26, 2017 8:40 AM To: Dabkowski, Adrian <Adrian.Dabkowski@Kimley-horn.com>; Harris, Sandra <SandraHarris@miamigov.com> Cc: Max Sklar <msklar@plazaequity.com>; Snow, David <dsnow@miamigov.com>; Lynda Mifsud <Imifsud@HNTB.com> Subject: RE: Magic City SAP I Traffic Study Methodology Good morning Adrian, Thank you for submitting responses to our comments and/or implementing changes to the methodology. I contacted David Plummer & Associates to check on the status of the Legion West development but it seems like they have not finished their analysis. I do not have any further comments at this time. Thanks, Carlos A. Alba, PE, PTOE Project Manager Tel (305) 222-1456 CeII (305) 509-9187 Fax (305) 551-2800 HNTB CORPORATION 8700 W. Flagler Street, Suite 402, Miami, FL 33174 I www.hntb.com 100+ YEARS OF INFRASTRUCTURE SOLUTIONS CM le-0 From: Dabkowski, Adrian [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Wednesday, October 18, 2017 8:28 AM To: Carlos Alba <calba@HNTB.com>; Harris, Sandra <SandraHarris@miamigov.com> Cc: Max Sklar <msklar@plazaequitv.com>; Snow, David <dsnow@miamigov.com>; Lynda Mifsud <Imifsud@HNTB.com> Subject: RE: Magic City SAP I Traffic Study Methodology Good morning Carlos: Our responses to the methodology comments are below. An updated methodology memorandum is attached. 1 Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 From: Carlos Alba [mailto:calba@HNTB.com] Sent: Monday, October 16, 2017 9:42 AM To: Dabkowski, Adrian <Adrian.Dabkowski@Kimley-horn.com>; Harris, Sandra <SandraHarris@miamigov.com> Cc: Max Sklar <msklar@plazaequity.com>; Snow, David <dsnow@miamigov.com>; Lynda Mifsud <Imifsud@HNTB.com> Subject: RE: Magic City SAP I Traffic Study Methodology Good morning Adrian, Below are some comments related to the traffic methodology for the Magic City SAP. 1. General Comment. Please consider including a location map in the traffic methodology. Response: Comment noted. A project location map was included in Attachment A as part of the updated traffic study methodology. 2. General Comment. Please coordinate with FDOT and Miami -Dade County given that the project is located close to facilities maintained by these agencies. Response: Comment noted. Coordination with appropriate agencies will be on -going. 3. Page 1, Study Area. There seems to be a typo in the following intersections: • NE 67th Street and NE 2nd Street • NE 67th Street and NE 4th Street Response: Comment noted. Typographic errors were revised as part of the updated traffic study methodology. 4. Pages 1-2, Study Area. Please consider including the following intersections in the analysis given that 1-95 would be one of the main access to the re -development: • SB 1-95 Ramps and NW 62nd Street • NB 1-95 Ramps and NW 62nd Street Response: Comment noted. The intersections of NW 62nd Street at 1-95 Southbound on/off-ramps and NW 62nd Street at 1-95 Northbound on/off-ramps were included in the revised study area as part of the updated traffic study methodology. 5. General Comment. It seems like FDOT has considered closing the railroad crossing at NE 59th Street. Please find out the status of this closure as it could impact the trip distribution of the subject traffic impact study. Response: Please note that the application to close the FEC rail crossing at NE 59th Street has been withdrawn. It is our understanding that closure of a crossing at a different location will be pursued. However, no application has been filed at this time. 6. Page 2, Trip Generation. The traffic methodology proposes a 36.8 percent multi modal factor based on information from the US Census Means of Transportation to Work data. Please consider using a lower percentage for the following reasons: 1) The proposed percentage is higher than mode splits recommended by the Downtown DRI for the CBD or Brickell areas, and 2) The Census Means of Transportation to Work data has a high margin of error. 2 Response: Comment noted. The trip generation calculations for the proposed redevelopment were revised to include a 10.0 percent (10.0%) multimodal reduction factor and 10.0 percent (10.0%) pedestrian reduction factor consistent with the Eastside Ridge SAP Traffic Impact Analysis, June 2016. The Eastside Ridge SAP is located approximately 1,800 feet from the Magic City SAP on the southeast corner of NE 54th Street and NE 2nd Avenue. 7. Page 2, Trip Generation. Looking at the database on pass -by trips included in Appendix F of the ITE Trip Generation Handbook (3rd Edition), it seems like there should not be pass -by capture for the shopping center land use during the AM peak hour. Response: Comment noted. The trip generation calculations for the proposed redevelopment were revised to exclude pass -by for the shopping center land use during the A.M. peak hour. 8. Page 3, Background Growth Rate/Major Committed Development. Please consider the Legion West development located at 6445 NE 7th Avenue in the analysis. Response: Comment noted. We have searched the City of Miami's Legistar database and were unable to locate this development's traffic study. Please provide the traffic study and/or project trip assignments associated with the Legion West development to be included in the future background conditions analysis. 9. Page 4, NE 2nd Avenue and NE 615762nd Street Left -Turn Analysis. Please discuss the reliability of the crash data obtained from the Signal Four Analytics application and how it compares to the CARS database or the Florida Department of Transportation Traffic Safety Web Portal. Response: As the traffic impact analysis is being conducted by a private developer, access to the CARS database is unavailable. As a result, crash data from available resources (Signal Four Analytics) will be reviewed as part of the NE 2nd Avenue and NE 615162nd Street Left -Turn Analysis. Thanks, Carlos A. Alba, PE, PTOE Project Manager Tel (305) 222-1456 CeII (305) 509-9187 Fax (305) 551-2800 HNTB CORPORATION 8700 W. Flagler Street, Suite 402, Miami, FL 33174 1 www.hntb.com 100+ YEARS OF INFRASTRUCTURE SOLUTIONS R From: Dabkowski, Adrian [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Thursday, October 12, 2017 4:25 PM To: Harris, Sandra <SandraHarris@miamigov.com>; Carlos Alba <calba@HNTB.com> Cc: Max Sklar <msklar@plazaequity.com>; Snow, David <dsnow@miamigov.com> Subject: RE: Magic City SAP I Traffic Study Methodology Good afternoon Sandra and Carlos: Can you please let me know if you have any comments regarding the traffic study methodology for the Magic City SAP. Thank you 3 Adrian Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 From: Harris, Sandra [mailto:SandraHarris@miamigov.com] Sent: Thursday, September 28, 2017 10:16 AM To: Carlos Alba <calba@HNTB.com> Cc: Max Sklar <msklar@plazaequity.com>; Snow, David <dsnow@miamigov.com>; Dabkowski, Adrian <Adrian.Dabkowski@Kimley-horn.com> Subject: RE: Magic City SAP 1 Traffic Study Methodology Carlos, Please review Magic City's traffic Methodology. Thanks Sa.adna ?fanicia Director City of Miami Office of Transportation Management SandraHarris@miamigov.com Ph: (305) 416-1726 Mobile: (786) 385-4560 You are traffic, but you don't have to be From: Dabkowski, Adrian [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Thursday, September 28, 2017 9:39 AM To: Harris, Sandra <SandraHarris@miamigov.com> Cc: Carlos Alba <calba@HNTB.com>; Max Sklar <msklar@plazaequity.com>; Snow, David <dsnow@miamigov.com> Subject: FW: Magic City SAP 1 Traffic Study Methodology Good morning Sandra: See email below from the Planning Department. Please proceed with the review of the attached methodology for the Magic City SAP. Please let me know if you need additional information from us. Thank you Adrian Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 4 From: Trone, Sue [mailto:STrone@miamigov.com] Sent: Tuesday, September 26, 2017 11:58 AM To: Dabkowski, Adrian <Adrian.Dabkowski@Kimley-horn.com> Cc: Snow, David <dsnow@miamigov.com>; Max Sklar <msklar@plazaequity.com> Subject: RE: Magic City SAP I Traffic Study Methodology Dear Mr. Dabkowski, Mr. Sklar, and David, Attached is the receipt for the traffic study (and methodology). You should be able to submit for the methodology review with this receipt with no problems now. Sue E. Sue Trone, AICP Planner II Planning & Zoning Department City of Miami 444 SW 2nd Avenue, 3rd Floor Miami, FL 33130 305-416-1445 STrone@miamigov.com www.miamigov.com/planning From: Dabkowski, Adrian [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Monday, September 25, 2017 4:26 PM To: Trone, Sue <STrone@miamigov.com> Cc: Snow, David <dsnow@miamigov.com>; Max Sklar <msklar@plazaequity.com> Subject: RE: Magic City SAP I Traffic Study Methodology Good afternoon Sue: Below is the address of the company to address the invoice. Payment will be made by check. MCD Miami, LLC Attention: Max Sklar 1 SE 3rd Avenue, Suite 2110 Miami, FL 33131 954-630-8880 Thank you Adrian Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 From: Trone, Sue [mailto:STrone@miamigov.com] Sent: Monday, September 25, 2017 11:08 AM To: Dabkowski, Adrian <Adrian.Dabkowski@Kimley-horn.com> Cc: Snow, David <dsnow@miamigov.com> Subject: RE: Magic City SAP I Traffic Study Methodology 5 Dear Adrian, Hello. I will assist you with having the invoice issued for your TIS. I have the the name of the company as MCD Miami, LLC. Additional info I need includes: 1. Address of the company. 2. Phone number of the company. 3. Form of payment for the TIS. 4. If payment will be by credit card, I need billing address and billing phone number for credit card. When you submit this information to me, I'll have the invoice issued. When the invoice is issued, I'll forward it to you for payment. Upon payment the study can be reviewed for methodology. Please let me or David know if you have questions. Thank you, Sue E. Sue Trone, AICP Planner II Planning & Zoning Department City of Miami 444 SW 2nd Avenue, 3rd Floor Miami, FL 33130 305-416-1445 STrone@miamigov.com www.miamigov.com/planning From: Dabkowski, Adrian [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Monday, September 25, 2017 9:42 AM To: Snow, David <dsnow@miamigov.com> Cc: Max Sklar <msklar@plazaequity.com>; Harris, Sandra <SandraHarris@miamigov.com>; Carlos Alba <calba@HNTB.com>; Trone, Sue <STrone@miamigov.com>; Gonzalez, Luciana L. <Igonzalez@miamigov.com> Subject: RE: Magic City SAP I Traffic Study Methodology Perfect thank you David. Good morning Sue: Can you please provide us with an invoice for the traffic study methodology and traffic study review. The project is Magic City Innovation District SAP and the client is MCD Miami, LLC. Please let me know if you need anything else to provide us with an invoice. Thank you Adrian Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 From: Snow, David [mailto:dsnow@miamigov.com] Sent: Friday, September 22, 2017 5:45 PM To: Dabkowski, Adrian <Adrian.Dabkowski@Kimley-horn.com> 6 Cc: Max Sklar <msklar@plazaequity.com>; Harris, Sandra <SandraHarris@miamigov.com>; Carlos Alba <calba@HNTB.com>; Trone, Sue <STrone@miamigov.com>; Gonzalez, Luciana L. <Igonzalez@miamigov.com> Subject: RE: Magic City SAP I Traffic Study Methodology Adrian, Hope all is well. Planning will invoice you for the full traffic study at a fee of $6000.00, so that Transportation can begin review of the Methodology. Once the Methodology is Ok'd, Transportation will coordinate the full review of the final traffic study. Please contact Sue Trone in Planning to coordinate the invoice process. It should be noted that a full traffic study may only be reviewed at the time that the SAP is found complete by the Planning Department. Hope this is helpful. Thanks, David Snow • Acting Chief of Urban Design CITY OF MIAMI The Department of Planning and Zoning 444 SW 2nd Avenue, 3rd Floor Miami, FL 33130 P: (305) 416.1474 www.miamiqov.com/planning From: Dabkowski, Adrian [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Friday, September 22, 2017 12:26 PM To: Snow, David <dsnow@miamigov.com> Cc: Max Sklar <msklar@plazaequity.com>; Harris, Sandra <SandraHarris@miamigov.com>; Carlos Alba <calba@HNTB.com> Subject: FW: Magic City SAP I Traffic Study Methodology Good afternoon David: I had a call with Sandra Harris from the City's Office of Transportation Management to follow up on the Magic City SAP traffic study methodology. She asked that the methodology be processed through the Planning Department. Please process the attached methodology in order to proceed with the review of the document. Please let me know if you need anything else from us. Thank you Adrian Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 From: Dabkowski, Adrian Sent: Thursday, August 31, 2017 3:26 PM To: Harris, Sandra <SandraHarris@miamigov.com> Cc: Carlos Alba <calba@HNTB.com> Subject: Magic City SAP I Traffic Study Methodology Good afternoon Sandra: Our proposed traffic study methodology for the Magic City SAP is attached. Please let us know if the City has any comments. Thank you Adrian KimleyoHorn Adrian K. Dabkowski, P.E., PTOE Kimley-Horn 1600 North Pine Island Road, Suite 450, Plantation, FL 33324 Direct: 954-535-5144 I Main: 954-535-5100 This e-mail and any files transmitted with it are confidential and are intended solely for the use of the individual or entity to whom they are addressed. If you are NOT the intended recipient and receive this communication, please delete this message and any attachments. Thank you. This e-mail and any files transmitted with it are confidential and are intended solely for the use of the individual or entity to whom they are addressed. If you are NOT the intended recipient and receive this communication, please delete this message and any attachments. Thank you. 8 Kimley>>>Horn Memorandum To: Sandra Harris City of Miami From: Adrian K. Dabkowski, P.E., PTOE Cc: Carlos A. Alba, P.E., HNTB Date: October 18, 2017 Subject: Magic City Special Area Plan Traffic Study Methodology The purpose of this memorandum is to summarize the traffic study methodology for the proposed Magic City Special Area Plan (SAP). The proposed redevelopment is generally bounded by NE 64th Street to the north, NE 60th Street to the South, Florida East Coast (FEC) railway to the east, and NE 2nd Avenue to the west in Miami, Florida. The proposed redevelopment will consist of a mixed -use project that will include residential, retail, and office land uses. The proposed redevelopment consists of, 1,959,800 square feet of general office building, 497,000 square feet of shopping center, 2,490 high-rise apartment units, and a 432-room hotel. The parcels proposed for redevelopment are currently occupied by 135,656 square feet of warehouse space and a 265,784 square -foot mobile home park. A conceptual site plan and project location map for the proposed redevelopment are included in Attachment A. STUDY AREA The following intersections and roadway segments will be examined as part of the study area: • NE 67th Street and NE 2nd Avenue • NE 67th Street and NE 4th Avenue • NW 62nd Street and 1-95 Southbound On/Off-Ramps • NW 62nd Street and 1-95 Northbound On/Off-Ramps • NW 62nd Street and NW 2nd Avenue • NE/NW 62nd Street and N Miami Avenue • NE 61st/62nd Street and NE 2nd Avenue • NE 62nd Street and NE 3rd Avenue • NE 62nd Street and NE 4th Avenue • NE 62nd Street and NE 4th Court • NE 62nd Street and Biscayne Boulevard • NE 61st Street and NE 3rd Avenue • NE 61st Street and NE 4th Avenue • NE 61st Street and NE 4th Court • NE 61st Street and Biscayne Boulevard • NE 60th Street and NE 2nd Avenue • NE 60th Street and NE 4th Avenue • NE 59th Terrace and NE 2nd Avenue • NE 59th Terrace and NE 4th Avenue kimley-horn.com 600 North Pine Island Road, Suite 450, Plantation, FL 33324 954 535 5100 Kimley>>>Horn • NE 59th Street and NE 2nd Avenue • NE 59th Street and NE 4th Avenue The following corridors were identified for analysis: Sandra Harris, October 18, 2017, Page 2 • NE 2nd Avenue between NE 67th Street and NE 62nd Street • NE 2nd Avenue between NE 62nd Street and NE 59th Street • NE 2nd Avenue south of NE 59th Street • NE 61st Street between NE 2nd Avenue and NE 4th Avenue • NE 61st Street between NE 4th Avenue and Biscayne Boulevard • NW/NE 62nd Street between NW 2nd Avenue and NE 2nd Avenue • NE 62nd Street between NE 2nd Avenue and NE 4th Avenue • NE 62nd Street between NE 4th Avenue and Biscayne Boulevard DATA COLLECTION Typical weekday (Tuesday, Wednesday, or Thursday) A.M. (7:00-9:00 A.M.) and P.M. (4:00-6:00 P.M.) peak hour turning movement counts will be conducted at all identified study intersections. Continuous 24-hour machine counts will be conducted on study corridors. All traffic counts will be adjusted to peak season conditions using the appropriate Florida Department of Transportation (FDOT) peak season category factors. Traffic signal timing information will be obtained from Miami -Dade County Department of Transportation and Public Works — Signals and Signs Division. All traffic data collected will be provided in the Appendix of the traffic impact study. TRIP GENERATION Trip generation calculations for the proposed development were performed using Institute of Transportation Engineer's (ITE) Trip Generation Manual, 9th Edition. The trip generation for the proposed land uses was determined using ITE Land Use Codes (LUC) 710 (General Office Building), 820 (Shopping Center), 222 (High Rise Apartment), and 310 (Hotel). For the existing land uses ITE LUC 150 (Warehousing) and 240 (Mobile Home Park) were used. Project trips were estimated for the A.M. and P.M. peak hours. A multimodal (public transit, bicycle, and pedestrian) factor based on US Census Means of Transportation to Work data was reviewed for the census tract in the vicinity of the redevelopment. The US Census data indicated that there is a 36.8 percent (36.8%) multimodal factor within the vicinity of the redevelopment. However, the City of Miami's Development of Regional Impact (DRI) Increment I and II provide multimodal and pedestrian reduction factors to be applied in certain areas of the City. Based on City of Miami input, as the proposed redevelopment is located outside the DRI, a multimodal factor of 10.0 percent (10.0%) and a pedestrian reduction factor of 10.0 percent (10.0%) were applied to the trip generation calculations to account for the urban environment in which the project site is located. It is expected that some residents, patrons, guests, and employees will choose to walk or use public transit to and from the redevelopment. Transit route information will be documented in the report. 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 ITE Trip Generation Handbook, June 2004. The expected internal capture rate is 11.5 percent (11.5%) during the A.M. peak hour and 18.8 percent (18.8%) during the P.M. peak hour. kimley-horn.com 600 North Pine Island Road, Suite 450, Plantation, FL 33324 954 535 5100 Kimley>>>Horn Sandra Harris, October 18, 2017, Page 3 In addition to the internal capture, pass -by capture trips were also determined based on average rates provided in ITE's Trip Generation Handbook, 3rd Edition. The pass -by capture rate for the shopping center was 34.0 percent (34.0%) during the P.M. peak hour. 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 16.0 percent (16.0%) to adjust for these vehicle occupancy assumptions. The project is expected to generate 1,981 net new vehicle trips (2,773 person -trips) during the A.M. peak hour and 2,432 net new vehicle trips (3,404 person -trips) during the P.M. peak hour. Detailed trip generation calculations and US Census Means of Transportation to Work data are included in Attachment B. TRIP DISTRIBUTION The likely distribution of project traffic will be forecasted for the trips expected to be generated by the proposed development. The trip distribution will be based on an interpolated cardinal trip distribution for the project site's traffic analysis zones (TAZs) obtained from the Miami -Dade Metropolitan Planning Organization's 2040 Cost Feasible Plan travel demand model 2010 and 2040 data. The project is located within TAZ 403 and TAZ 404. Therefore, a cardinal distribution was developed based on the average of these TAZs. The detailed cardinal distribution is provided in Attachment C. BACKGROUND GROWTH RATE/MAJOR COMMITTED DEVELOPMENT A background growth rate will be calculated based on historic growth trends at nearby FDOT traffic count stations. Additionally, growth rates based on Miami -Dade Metropolitan Planning Organization's (MPO) projected 2010 and 2040 model network volumes will be examined. The higher of the two (2) growth rates will be used in the analysis. Documentation will be provided in the Appendix of the traffic impact study. Trips attributable to the following approved but not yet constructed developments will be included in the analysis: Miami Jewish Health Systems Eastside Ridge Legion West (to be provided by City) The City will provide the approved traffic studies for these projects. CAPACITY ANALYSIS Capacity analyses will be conducted for the A.M. and P.M. peak hours at the study intersections. Intersection analyses will be performed using Trafficware's Synchro traffic engineering analysis software, which applies the Transportation Research Board's (TRB's) Highway Capacity Manual (HCM), 2000 and 2010 methodologies. Corridor analyses will be conducted using information from the Miami DRI-II/III (i.e. person -trip capacity) and FDOT's Quality/LOS Handbook. If intersection or roadway deficiencies are identified, strategies and improvements may be developed as mitigation measures. kimley-horn.com 600 North Pine Island Road, Suite 450, Plantation, FL 33324 954 535 5100 Kimley>>>Horn Sandra Harris, October 18, 2017, Page 4 Capacity analyses will be conducted for three (3) scenarios: existing, build -out without project, and build -out with project. The build -out year will be specified in the analysis. If intersection deficiencies are identified, strategies and improvements will be developed as mitigation measures. The following graphics will be included for the study intersections: 1. Existing conditions 2. Trip distribution 3. Trip assignment 4. Future background conditions (with growth rate and committed development traffic) 5. Future total traffic conditions (with project) NE 4TH AVENUE TRAFFIC SIGNAL WARRANT ANALYSIS Turning movement counts will be collected during a 12-hour period on a typical weekday (Tuesday, Wednesday, or Thursday) at the following intersections: • NE 4th Avenue and NE 61st Street • NE 4th Avenue and NE 62nd Street The turning movement counts will be collected in 15-minute intervals and will be adjusted for peak season conditions by the appropriate Florida Department of Transportation (FDOT) peak season conversion factor. A traffic signal warrant analyses will be completed at the intersections of NE 4th Avenue at NE 61st Street and NE 4th Avenue at NE 62nd Street. The analyses will be prepared for future total conditions with the Magic City redevelopment in place. The signal warrant analyses will apply the project traffic and hourly distribution. The future total conditions volumes will be compared to the volume traffic signal warrants and all -way stop warrants contained in the most recent versions of the Federal Highway Administration's (FHWA) and Manual on Uniform Traffic Control Devices (MUTCD). NE 2ND AVENUE AND NE 61ST/62ND STREET LEFT -TURN ANALYSIS An analysis will be prepared for the north and southbound approaches at the intersection of NE 2nd Avenue and NE 61 st/62nd Street to determine if permitted/protected left -turn phasing, protected left -turn phasing, or if split phasing can be provided. The north and southbound approaches currently operate under permitted phasing and dedicated north and southbound left -turn lanes are not provided. The analysis will be based on collected traffic data and will be prepared for existing conditions. The left - turn phasing analysis will be based on criteria contained in ITE's Traffic Engineering Handbook, 5th Edition. Crash data obtained from Signal Four Analytics will also be examined. The results of the left -turn analysis will be summarized in a standalone technical letter and will be submitted to Miami -Dade County Department of Transportation and Public Works - Traffic Engineering Division and Signals & Signs Division. THOROUGHFARE AND VEHICLE CIRCULATION DIAGRAMS As part of the Special Area Plan submittal, a roadway thoroughfare diagram will be submitted. The diagram will consist of a vehicle circulation diagram depicting truck and passenger car traffic patterns entering and exiting the site will also be provided as part of the submittal. kimley-horn.com 600 North Pine Island Road, Suite 450, Plantation, FL 33324 954 535 5100 Kimley>>>Horn Sandra Harris, October 18, 2017, Page 5 TRANSPORTATION DEMAND MANAGEMENT STRATEGIES Transportation Demand Management (TDM) strategies will be developed to reduce the impact of project traffic on the surrounding roadway network and promote trip reduction. Typical measures include promoting bicycling and walking, encouraging car/vanpooling, and offering alternatives to the typical workday hours. Specifically providing an on -site bicycle sharing station will be examined. Furthermore, examining a potential on -site bus stop to serve future City of Miami trolley routes proposed in the area will also be examined. DOCUMENTATION The results of the traffic analysis will be summarized in a report. The report will include supporting documents including signal timings, lane geometry, and software output sheets. The report will also include text and graphics necessary to summarize the assumptions and analysis. MANEUVERABILITY AND ENTRY GATE OPERATIONS ANALYSIS Maneuverability analyses and garage entry gate operations analyses will be performed when applications for specific site plans are submitted as part of the entitlement process. Operational analyses of specific driveways and trip generation analyses will also be performed. K:\FTL_TPTO\043908100-Magic City SAP\Correspondence\Memo\10 18 17 Traffic Study Methodology.docx kimley-horn.com 600 North Pine Island Road, Suite 450, Plantation, FL 33324 954 535 5100 Attachment A Conceptual Site Plan NE 60th Street 4. Legend [i[`Project Parcel HIE Horn 02017 NE 67th Street NE 61st Street -, 59th Street NE 58th Street lib 4' R ; Figure 1 Location Map Magic City SAP Miami, Florida NE 62st PAR5Bi.16 BId ^F�vval L: 1 1165.G60 1 Retail i15: 5140 1 .. PARCEL 17 2i4 o; 9E5000l G9ice 117; 7.E50 1 1 Reiail i177 7.£00 1 NE 60st SWi0CEL 14 Bldas: 5FAe6ei L: O—n cee [lap 10,00G Re:a l :14; 10,00G _d GFAevv1S L 9) 15,500 19 8, 18.000 0 5) 16400 1 NE 59th Terrace — — —_ PARco. 16 Bldvs: ^F,, 4yoo, L Hovel (12t 14.406 19 Garaga i12€ 18.000 6 Reail (12A;28700 1 Relail (129) UN 1 PARCEL 16 ^F,, nauoJ L: R sid 115) 10.306 29 G raga I13) 19.906 2 R Iatl f:5) 26665 1 LITTLE HAITI SOCCER PARK ARCEk. 4 ems. 5FAev 1 e(ag 1101 � 1if0 erage 10) 29.80Gt 6 elan [2i 29.W0ji 1 1 PARCL•E 10 B)482) ^F� Anvvl_ L Resd. 110: 01.000 20 Gara a 116: 17A00 5 8004 i101 28000 1 11 PARCEL 1f 13169s; GFAevvl- L Resid (11) 11.006 25 Garaqv (11) 17.000 5 Relatl 111i 20080 1 A110EL 4 Bldvs: 5FAev : L Resd. rSA;11 d00 2 Resd. r49)11d00"� c Garage 14i 27G8y Relail (4; 1400 1 PARCEL 9 Eldvs: 5FAeve1: L: Remo. 161 12.18C 10 ge (8) 18,806 6 Retail (6) 24006 1 MAACEL Blaas: BFTievel: L: Once 111 24780 02 Oare e(1) .706 fi Retail 111 12906 1 ------------- PARRCEL 3 Bldvs: ^F,, 4909J L: Once (2) 23000 17 Gump (2) 29706 fi Retail (2) 11.706 1 LI PARCEL 5 Blaas: 5FAev L: (Ace 1B) 1 . ❑ 76 Garage II Relail21806 1 Retail i567 1.900 1 LE �FAava1 L: 187 1800P 15 187 14.400 B 18) 22100 I PARCEL. 7 13169s; GFAe+m1 L 49ice (7: :8.000 15 Garage 177 14.406 B Relatl IT? 22.100 1 PARCEL. 9 Bleogi"Fa: L: Rona (3; 12.006 Relail (3; 14.006 1 HOTEL RESIDENTIAL OFFICE I RETAIL GARAGE PROPERTY LINE 0' 60' 100'120' 180'200' 5.000° MAGIC CITY SAP - PARCELIZATION PLAN 03 SCALE 1"=100' 0" Attachment B Trip Generation Calculations & Journey to Work Data EXISTING AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIONW VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE ITE Code Scale Units Percent In Out In MR Out Total Percent Trips In MR Out Total Percent Trips In IC Out Total Percent Trips In PB Out Total Percent Trips In Out Total Warehousing 9 150 135.66 ksf 79% 21% 77 21 98 10.0% 10 69 19 88 10.0% 9 62 17 79 0.0% 62 17 79 0.0% 62 17 79 2 Mobile Home Park 9 240 6.10 acre 18% 82% 8 34 42 10.0% 4 7 31 38 10.0% 4 6 28 34 0.0% 6 28 34 0.0% 6 28 34 3 4 5 6 7 8 9 10 12 ITE Code Equation 150 LN(Y) = 0.55*LN(X)+1.88 240 Y=1.94*(X)+30.58 Existing Development 85 55 140 10.0% 14 76 50 126 10.0% 13 68 45 113 0.0% 68 45 113 0.0% 68 45 113 Note: ("Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. PROPOSED AM PEAK HOUR TRIP GENERATION 16% VOF Reduction 11 7 18 Existing Vehicle Trips 57 38 95 Existing Person -Trips (1.4 persons per vehicle) 80 53 133 ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIONW VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out In Out Total Percent MR Trips In Out Total Percent MR Trips In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total General Office Building 9 710 1959.8 ksf 88% 12% 1,820 248 2,068 10.0% 207 1,638 223 1,861 10.0% 186 1,474 201 1,675 8.7% 146 1,384 145 1,529 0.0% 1,384 145 1,529 2 Shopping Center 9 820 497 ksf 62% 38% 257 158 415 10.0% 41 232 142 374 10.0% 37 209 128 337 32.0% 108 141 88 229 0.0% 141 88 229 3 High -Rise Apartment 9 222 2490 du 25% 75% 184 552 736 10.0% 74 165 497 662 10.0% 66 149 447 596 2.7% 16 146 434 580 0.0% 146 434 580 4 Hotel 9 310 432 room 59% 41% 135 94 229 10.0% 23 121 85 206 10.0% 21 109 76 185 28.1% 52 109 24 133 0.0% 109 24 133 5 6 7 8 9 10 12 ITE Code Equation 710 LN(Y) = 0.8*LN(X)+1.57 820 LN(Y) = 0.61*LN(X)+2.24 222 LN(Y) = 0.99*LN(X)+-1.14 310 Y=0.53(X) Proposed Development 2,396 1,052 3,448 10.0% 345 2,156 947 3,103 10.0% 310 1,941 852 2,793 11.5% 322 1,780 691 2,471 0.0% 1,780 691 2,471 Note: ("Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. 16% VOF Reduction 285 110 395 Proposed Vehicle Trips 1,495 581 2,076 Proposed Person -Trips (1.4 persons per vehicle) 2,093 813 2,906 Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) NET NEW PROJECT TRIPS In Out Total 1,438 543 1,981 2,013 760 2,773 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Trip Gen\Trip Gen AM.xlsx: PRINT -PEAK HOUR 10/17/2017,4:47 PM EXISTING PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIONW VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE ITE Code Scale Units Percent In Out In MR Out Total Percent Trips In MR Out Total Percent Trips In IC Out Total Percent Trips In PB Out Total Percent Trips In Out Total Warehousing 9 150 135.66 ksf 25 % 75% 18 54 72 10.0% 7 16 49 65 10.0% 7 14 44 58 0.0% 14 44 58 0.0% 14 44 58 2 Mobile Home Park 9 240 6.10 acre 63% 37% 28 17 45 10.0% 5 25 15 40 10.0% 4 22 14 36 0.0% 22 14 36 0.0% 22 14 36 3 4 5 6 7 8 9 10 12 ITE Code Equation 150 LN(Y) = 0.64*LN(X)+1.14 240 LN(Y) = 0.64*LN(X)+2.64 Existing Development 46 71 117 10.0% 12 41 64 105 10.0% 11 36 58 94 0.0% 36 58 94 0.0% 36 58 94 Note: ("Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. PROPOSED PM PEAK HOUR TRIP GENERATION 16% VOF Reduction 6 9 15 Existing Vehicle Trips 30 49 79 Existing Person -Trips (1.4 persons per vehicle) 42 69 111 ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIONW VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out In Out Total Percent MR Trips In Out Total Percent MR Trips In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total General Office Building 9 710 1959.8 ksf 17% 83% 386 1,887 2,273 10.0% 227 348 1,698 2,046 10.0% 205 313 1,528 1,841 5.2% 95 288 1,458 1,746 0.0% 288 1,458 1,746 2 Shopping Center 9 820 497 ksf 48% 52% 842 912 1,754 10.0% 176 757 821 1,578 10.0% 158 681 739 1,420 24.9% 353 545 522 1,067 34.0% 363 360 344 704 3 High -Rise Apartment 9 222 2490 du 61% 39% 493 316 809 10.0% 81 444 284 728 10.0% 73 399 256 655 43.7% 286 199 170 369 0.0% 199 170 369 4 Hotel 9 310 432 room 51% 49% 132 127 259 10.0% 26 119 114 233 10.0% 23 107 103 210 19.0% 40 81 89 170 0.0% 81 89 170 5 6 7 8 9 10 12 ITE Code Equation 710 Y=1.12*(X)+78.45 820 LN(Y) = 0.67*LN(X)+3.31 222 Y=0.32*(X)+12.3 310 Y=0.6(X) Proposed Development 1,853 3,242 5,095 10.0% 510 1,668 2,917 4,585 10.0% 459 1,500 2,626 4,126 18.8% 774 1,113 2,239 3,352 10.8% 363 928 2,061 2,989 Note: ("Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. 16% VOF Reduction 148 330 478 Proposed Vehicle Trips 780 1,731 2,511 Proposed Person -Trips (1.4 persons per vehicle) 1,092 2,423 3,515 Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) NET NEW PROJECT TRIPS In Out Total 750 1,682 2,432 1,050 2,354 3,404 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Trip Gen\Trip Gen PM.xlsx: PRINT -PEAK HOUR 10/17/2017,4:57 PM Internal Capture Reduction Calculations Methodology for A.M. Peak Hour and P.M. Peak Hour based on the Trip Generation Handbook, 3rd Edition, published by the Institute of Transportation Engineers Methodology for Daily based on the average of the Unconstrained Rates for the A.M. Peak Hour and P.M. Peak Hour SUMMARY (PROPOSED) ZRestaurant — GROSS TRIP GENERATION Land Use A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 1,474 201 313 1,528 Retail 209 128 681 739 Cinema/Entertainment Residential 149 447 399 256 Hotel 109 76 107 103 1,941 852 1,500 2,626 OUTPUT INTERNAL TRIPS Land Use A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 90 56 25 70 Retail 68 40 136 217 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 3 13 200 86 Hotel 0 52 26 14 161 161 387 387 OUTPUT Total % Reduction 11.5% 18.8% Office 8.7% 5.2% Retail 32.0% 24.9% Restaurant Cinema/Entertainment Residential 2.7% 43.7% Hotel 28.1% 19.0% OUTPUT EXTERNAL TRIPS Land Use A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 1,384 145 288 1,458 Retail 141 88 545 522 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 146 434 199 170 Hotel 109 24 81 89 1,780 691 1,113 2,239 [�.S. Census Bureau 4NS Ri+:.'L.'. Fact Finder L B08301 MEANS OF TRANSPORTATION TO WORK Universe: Workers 16 years and over 2011-2015 American Community Survey 5-Year Estimates Supporting documentation on code lists, subject definitions, data accuracy, and statistical testing can be found on the American Community Survey website in the Data and Documentation section. Sample size and data quality measures (including coverage rates, allocation rates, and response rates) can be found on the American Community Survey website in the Methodology section. Tell us what you think. Provide feedback to help make American Community Survey data more useful for you. Although the American Community Survey (ACS) produces population, demographic and housing unit estimates, it is the Census Bureau's Population Estimates Program that produces and disseminates the official estimates of the population for the nation, states, counties, cities and towns and estimates of housing units for states and counties. (379+54+14)/1,215=36.8% Census Tract 20.04, Miami -Dade County, Florida Estimate Margin of Error Total: 1,215 +/-198 Car, truck, or van: 768 +/-126 Drove alone 659 +/-116 Carpooled: 109 +/-77 In 2-person carpool 31 +/-24 In 3-person carpool 53 +/-54 In 4-person carpool 15 +/-22 In 5- or 6-person carpool 0 +/-13 In 7-or-more-person carpool 10 +/-20 Public transportation (excluding taxicab): - 379 +/-141 Bus or trolley bus 379 +/-141 - Streetcar or trolley car (carro publico in Puerto Rico) 0 +/-13 - Subway or elevated 0 +/-13 - Railroad - 0 +/-13 Ferryboat 0 +/-13 Taxicab 0 +/-13 - Motorcycle 0 +/-13 Bicycle 54 +/-77 Walked 14 +/-20 Other means 0 +/-13 Worked at home 0 +/-13 Data are based on a sample and are subject to sampling variability. The degree of uncertainty for an estimate arising from sampling variability is represented through the use of a margin of error. The value shown here is the 90 percent margin of error. The margin of error can be interpreted roughly as providing a 90 percent probability that the interval defined by the estimate minus the margin of error and the estimate plus the margin of error (the lower and upper confidence bounds) contains the true value. In addition to sampling variability, the ACS estimates are subject to nonsampling error (for a discussion of nonsampling variability, see Accuracy of the Data). The effect of nonsampling error is not represented in these tables. Workers include members of the Armed Forces and civilians who were at work last week. 1 of 2 08/29/2017 Attachment C Cardinal Distribution Cardinal Distribution for TAZ 403 & 404 15.5% 15% 13.7% 13% 15.8% 16% Year 2025 Applied Percentages 3.6% 4% 19.1% 19% 19.8% 20% 9.6% 10% Cardinal Trip Distribution 3.2% 3% Percentage of Trips 2025 Interpolated 2025 Rounded Cardinal Direction 2010 2040 North -Northeast 15.9% 15.7% 15.8% 16% East -Northeast 2.4% 4.7% 3.6% 4% East -Southeast 3.3% 3.1% 3.2% 3% South -Southeast 10.3% 8.9% 9.6% 10% South -Southwest 18.0% 21.5% 19.8% 20% West -Southwest 18.5% 19.7% 19.1% 19% West -Northwest 13.7% 13.7% 13.7% 13% North -Northwest 18.0% 13.0% 15.5% 15% Total 100% 100% 100% 100% K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Dist\Cardinal Distrbution.xls Directional Trip Distribution Report MIAMI-DADE LONG RANGE TRANSPORTATION PLAN UPDATE TO THE YEAR 2040 Miami -Dade 2010 Directional Distribution Summary Origin TAZ Cardinal Directions County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW 390 3290 PERCENT 8.8 2.6 5.7 1.7 23.0 20.4 23.3 14.5 391 3291 TRIPS 677 222 201 240 1,028 1,138 622 934 5,062 391 3291 PERCENT 13.4 4.4 4.0 4.7 20.3 22.5 12.3 18.5 392 3292 TRIPS 1,088 324 255 520 840 1,1T 972 969 6,146 392 3292 PERCENT 17.7 5.3 4.2 8.5 13.7 19.2 15.8 15.8 393 3293 TRIPS 330 165 347 315 427 442 393 428 2,847 393 3293 PERCENT 11.6 5.8 12.2 11.1 15.0 15.5 13.8 15.0 394 3294 TRIPS 21 2 2 3 30 11 11 19 99 394 3294 PERCENT 21.2 2.0 2.0 3.0 30.3 11.1 11.1 19.2 395 3295 TRIPS 491 214 305 512 613 598 455 538 3,726 395 3295 PERCENT 13.2 5.7 8.2 13.7 16.5 16.1 12.2 14.4 396 3296 TRIPS 1,919 417 680 804 1,866 1,897 1,453 1,685 10,721 396 3296 PERCENT 17.9 3.9 6.3 7.5 17.4 17.7 13.6 15.7 397 3297 TRIPS 836 307 423 838 911 861 556 944 5,676 397 3297 PERCENT 14.7 5.4 7.5 14.8 16.1 15.2 9.8 16.6 398 3298 TRIPS 139 53 33 65 125 102 113 50 680 398 3298 PERCENT 20.4 7.8 4.9 9.6 18.4 15.0 16.6 7.4 399 3299 TRIPS 154 39 84 105 146 163 117 249 1,057 399 3299 PERCENT 14.6 3.7 8.0 9.9 13.8 15.4 11.1 23.6 400 3300 TRIPS 299 233 124 239 409 393 380 262 2,339 400 3300 PERCENT 12.8 10.0 5.3 10.2 17.5 16.8 16.3 11.2 401 3301 TRIPS 476 127 93 368 379 355 271 362 2,431 401 3301 PERCENT 19.6 5.2 3.8 15.1 15.6 14.6 11.2 14.9 402 3302 TRIPS 468 119 150 578 552 640 390 497 3,394 402 3302 PERCENT 13.8 3.5 4.4 17.0 16.3 18.9 11.5 14.6 403 3303 TRIPS 1,038 218 279 460 1,248 1,175 800 954 6,172 403 3303 PERCENT 16.8 3.5 4.5 7.5 20.2 19.0 13.0 15.5 404 3304 TRIPS 200 17 28 176 212 239 192 275 1,339 404 3304 PERCENT 14.9 1.3 2.1 13.1 15.8 17.9 14.3 20.5 405 3305 TRIPS 705 316 144 264 1,336 800 632 639 4,836 405 3305 PERCENT 14.6 6.5 3.0 5.5 27.6 16.5 13.1 13.2 406 3306 TRIPS 1,090 359 295 768 920 946 907 852 6,137 406 3306 PERCENT 17.8 5.9 4.8 12.5 15.0 15.4 14.8 13.9 407 3307 TRIPS 458 208 244 399 577 468 273 404 3,031 407 3307 PERCENT 15.1 6.9 8.1 13.2 19.0 15.4 9.0 13.3 408 3308 TRIPS 283 106 210 121 482 398 217 212 2,029 408 3308 PERCENT 14.0 5.2 10.4 6.0 23.8 19.6 10.7 10.5 409 3309 TRIPS 1,034 217 402 444 1,318 708 611 845 5,579 409 3309 PERCENT 18.5 3.9 7.2 8.0 23.6 12.7 11.0 15.2 410 3310 TRIPS 188 120 102 231 283 189 265 344 1,722 410 3310 PERCENT 10.9 7.0 5.9 13.4 16.4 11.0 15.4 20.0 EYES ON THE FUTURE 123 Directional Trip Distribution Report MIAMI-DADE LONG RANGE TRANSPORTATION PLAN UPDATE TO THE YEAR 2040 • Miami -Dade 2040 Directional Distribution Summary Origin TAZ Cardinal Directions Total County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW 390 3290 PERCENT 9.3 3.4 3.9 1.3 27.7 20.5 19.6 14.3 391 3291 TRIPS 1,271 264 523 650 2,171 1,736 1,384 1,552 9,551 391 3291 PERCENT 13.3 2.8 5.5 6.8 22.7 18.2 14.5 16.3 392 3292 TRIPS 1,792 481 459 1,584 1,830 1,940 1,559 1,677 11,322 392 3292 PERCENT 15.8 4.3 4.1 14.0 16.2 17.1 13.8 14.8 393 3293 TRIPS 403 192 154 463 435 438 353 381 2,819 393 3293 PERCENT 14.3 6.8 5.5 16.4 15.4 15.5 12.5 13.5 394 3294 TRIPS 140 36 36 68 97 109 88 92 666 394 3294 PERCENT 21.0 5.4 5.4 10.2 14.6 16.4 13.2 13.8 395 3295 TRIPS 612 259 330 727 761 758 667 914 5,028 395 3295 PERCENT 12.2 5.2 6.6 14.5 15.1 15.1 13.3 18.2 396 3296 TRIPS 2,075 419 592 1,283 2,293 2,106 1,714 1,742 12,224 396 3296 PERCENT 17.0 3.4 4.8 10.5 18.8 17.2 14.0 14.3 397 3297 TRIPS 1,240 632 390 1,272 1,164 1,346 1,065 920 8,029 397 3297 PERCENT 15.4 7.9 4.9 15.8 14.5 16.8 13.3 11.5 398 3298 TRIPS 283 169 83 304 330 246 223 215 1,853 398 3298 PERCENT 15.3 9.1 4.5 16.4 17.8 13.3 12.0 11.6 399 3299 TRIPS 395 122 191 342 485 373 315 281 2,504 399 3299 PERCENT 15.8 4.9 7.6 13.7 19.4 14.9 12.6 11.2 400 3300 TRIPS 733 312 261 610 782 589 629 552 4,468 400 3300 PERCENT 16.4 7.0 5.8 13.7 17.5 13.2 14.1 12.4 401 3301 TRIPS 417 268 139 556 524 438 448 528 3,318 401 3301 PERCENT 12.6 8.1 4.2 16.8 15.8 13.2 13.5 15.9 402 3302 TRIPS 530 255 125 531 653 637 437 594 3,762 402 3302 PERCENT 14.1 6.8 3.3 14.1 17.4 16.9 11.6 15.8 403 3303 TRIPS 1,577 416 411 820 2,252 1,844 1,367 1,354 10,041 403 3303 PERCENT 15.7 4.1 4.1 8.2 22.4 18.4 13.6 13.5 404 3304 TRIPS 354 119 45 214 467 473 310 282 2,264 404 3304 PERCENT 15.6 5.3 2.0 9.5 20.6 20.9 13.7 12.5 405 3305 TRIPS 1,429 469 292 267 2,386 1,782 1,319 1,205 9,149 405 3305 PERCENT 15.6 5.1 3.2 2.9 26.1 19.5 14.4 13.2 406 3306 TRIPS 1,472 510 382 1,279 1,439 1,345 1,167 911 8,505 406 3306 PERCENT 17.3 6.0 4.5 15.0 16.9 15.8 13.7 10.7 407 3307 TRIPS 2,172 515 654 1,433 2,335 2,201 1,397 1,433 12,140 407 3307 PERCENT 17.9 4.2 5.4 11.8 19.2 18.1 11.5 11.8 408 3308 TRIPS 726 213 303 220 944 745 567 589 4,307 408 3308 PERCENT 16.9 5.0 7.0 5.1 21.9 17.3 13.2 13.7 409 3309 TRIPS 1,354 295 551 747 2,181 1,249 920 1,224 8,521 409 3309 PERCENT 15.9 3.5 6.5 8.8 25.6 14.7 10.8 14.4 410 3310 TRIPS 358 115 181 259 386 236 286 266 2,087 410 3310 PERCENT 17.2 5.5 8.7 12.4 18.5 11.3 13.7 12.8 EYES ON THE FUTURE 199 Appendix C Turning Movement Counts LOCATION: NE 2nd Ave & NE 67th St PROJECT ID: 17-3432-001 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦1.1 686 280 2 656 28 ♦ 4 ♦ Peak -Hour: 07:30 AM - 08:30 AM 4 Peak 15-Minute: 08:00 AM - 08:15 AM ♦ ♦ 4.5 9 3 0.0 4.6 3.6 4 ♦ 4 17 8 J Peak Hour Factor t 15 31 11.8 12.5 J t26.7 16.1 4 ♦ 0.95 ♦ 1 00 ♦ ♦ o0 22 10 Z r 15 67 11. 4.5 001, (67 1.5 ♦ ir h ♦ I. 14 257 35 681 306 ♦45}I - * ♦ -7 i e C• ♦ h t 1. 14.3 8.2 0.0 4.6 7.5 a 1 ♦ ♦ 3vatisI Data & Surveying Services 0 0 0 4 ♦ 4 4♦ ♦ 1 0 J i 0 1 ♦ / * 2 North 0 -4 r 0 0 I4 4- ♦ 4I 4- am`} +I ♦ 4 T J t 1 J i 4 „__ - - 0 40‘tilb. 4- a 0 Z r 1 1 t !j 1 i ir;QI 4- t 2 21 0 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 67th St Eastbound NE 67th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 4 26 18 0 2 46 11 0 5 76 2 0 7 89 0 0 0 2 3 0 2 1 3 0 1 2 0 0 3 0 0 0 139 164 821 956 07:30 AM 07:45 AM 1 54 10 0 2 55 12 0 3 179 0 0 11 169 0 0 1 1 2 0 3 1 3 0 1 0 2 0 4 0 4 0 254 264 1045 1045 08:00 AM 5 78 5 0 13 156 2 0 1 1 5 0 2 0 6 0 274 1026 08:15 AM 6 70 8 0 1 152 0 0 3 1 0 0 8 1 3 0 253 752 08:30 AM 08:45 AM 6 58 12 0 0 65 13 0 7 161 1 0 6 152 1 0 1 2 2 0 0 1 3 0 2 0 2 0 2 0 2 0 254 245 499 245 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 24 312 48 0 4 28 0 4 0 4 4 52 716 8 0 4 40 0 4 0 0 0 12 4 20 0 4 0 0 12 0 0 0 32 4 24 0 4 0 8 4 0 0 0 1256 92 24 8 LOCATION: NE 2nd Ave & NE 67th St PROJECT ID: 17-3432-001 CITY/STATE: Miami, FL DATE: 10/04/2017 327 738 16 299 12 f Peak -Hour: 04:30 PM - 05:30 PM ♦ Peak 15-Minute: 05:15 PM - 05:30 PM 73 2.6 0.0 7.0 25.0 93 22 J Peak Hour Factor t 17 45 4.3 4.5 J t 0.0 6.7 5 ♦ 0.91 ♦ 9 0.0 ♦ ♦11.1 42 15 , r 19 54 2.4 0.0 Z r 10.5 13.0 Ir 68 699 37 333 804 ♦ ^ �, ♦ 4.4 2.6 10.8 6.9 3.1 1 3 ♦ ♦4.0 National Data & Surveying 5ervioeg 0 6 0 ♦ 4 14 ♦ ♦ 1 1 J t 0 12 f 4, 4 North2 0 ♦ Z ♦ 0 4 0 9 4. 0 4 IF IJ At ♦ ♦ 4 ♦ �+0 ♦ 4I J t J_, t 1 o 4-♦ a ih t iIN i 1.1;) 4- t i ♦ IF r+ 3 18 4 f ♦ 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 67th St Eastbound NE 67th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 11 167 4 0 9 165 10 0 3 54 1 0 3 68 1 0 6 4 5 0 3 0 2 0 5 2 4 0 10 4 7 0 266 282 1112 1164 04:30 PM 04:45 PM 05:00 PM 10 181 11 0 9 142 4 1 23 188 11 0 2 77 3 0 2 73 1 0 0 71 7 0 12 2 3 0 3 0 4 0 2 1 4 0 7 2 8 0 4 1 2 0 5 2 4 0 318 246 318 1218 1160 1183 05:15 PM 25 188 11 0 8 78 5 0 5 2 4 0 3 4 3 0 336 865 05:30 PM 05:45 PM 12 151 7 0 9 165 4 0 1 76 2 0 1 66 3 0 4 0 2 0 6 2 4 0 3 0 2 0 5 3 1 0 260 269 529 269 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 100 752 44 4 4 24 8 24 0 8 4 32 312 28 0 8 28 0 8 0 12 0 48 8 16 0 4 0 0 44 4 0 4 28 16 32 0 4 4 0 12 0 0 0 1420 84 88 32 LOCATION: NE 4th Ave & NE 67th St PROJECT ID: 17-3432-002 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦ 33 52 3 30 0 4 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 07:45 AM - 08:00 AM ♦ ♦ 6.1 7.7 0.0 6.7 0.0 4 ♦ 4 10 38 J Peak Hour Factor i 1 1 10.0 5.3 J t 0.0 0.0 ♦ 0,75 ♦ o 00 ♦ ♦ 00 51 12 Z r 0 1 11. 3.9 0.0 Z r 0.0 0.0 ♦ ♦ h ♦ I. 7 13 0 42 20 ♦45}I - * ♦ —7 i e C• ♦ h t 1 14.3 15.4 0.0 4.8 15.0 0 0 ♦ ♦ dvatisI Data & Surveying Services 0 0 0 4 ♦ 4 o ♦ �,. ♦ 1 0 j t 0 o + \\ + 1 North 0 Z r 0 0 0 0 t 2 1 t o + .- - 0 40‘tilb. 4- 0 0 Z r 0 4\ r ir;QI 4- 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 67th St Eastbound NE 67th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 0 2 0 0 1 2 0 0 1 0 0 0 0 3 2 0 0 1 1 0 0 2 0 0 3 0 5 1 8 0 2 0 6 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 16 15 18 84 87 101 07:45 AM 3 4 0 0 0 5 2 0 14 1 5 0 0 0 1 0 35 105 08:00 AM 08:15 AM 08:30 AM 1 3 0 0 1 4 0 0 2 2 0 0 0 4 0 0 0 10 1 0 0 11 0 0 8 0 3 0 10 0 3 0 6 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 19 29 22 92 73 44 08:45 AM 3 5 0 0 0 3 1 0 6 0 3 1 0 0 0 0 22 22 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 12 16 0 0 4 8 0 0 0 0 0 0 44 8 0 0 4 0 0 0 0 0 56 4 20 0 8 0 0 0 0 0 0 0 0 4 0 0 0 0 4 0 0 0 164 24 4 0 LOCATION: NE 4th Ave & NE 67th St PROJECT ID: 17-3432-002 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 26 54 9 17 0 f Peak -Hour: 04:45 PM - 05:45 PM ♦ Peak 15-Minute: 05:30 PM - 05:45 PM 11.5 13.2 22.2 5.9 0.0 16 40 J Peak Hour Factor t 2 2 21.1 15.0 J t 0.0 0.0 56 14 Z r a 2 12.5 7.1 Z r 0.0 0.0 ♦ ♦ h t i* 9 12 0 31 21 ♦ � ♦ ♦ r �, ♦ h ♦ Ire 22.2 6.3 0.0 6.5 14.3 1 a ♦ ♦ National Data & Surveying Servitaeg 0 1 0 4 ♦ 4 0♦ ♦ 0 1 J t° 1 At -+ At 0 :, 7;- + North ♦ a 4- ° r a 0 0 ♦ �1.1 ♦ 4I 4- �+0 ♦ 4I J t t) J_, t 6 o 0 0 ♦ (mop 4-. 1 Z r a' y 1 ri z 1.1;) 4- r ♦ h t r+ z 1 0 ♦ h t r+ 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 67th St Eastbound NE 67th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 2 2 0 0 4 1 1 0 5 1 0 0 1 5 4 0 0 3 1 0 0 6 1 0 6 0 2 0 5 0 3 0 9 0 4 0 1 0 0 0 0 0 1 0 0 0 1 0 23 19 27 98 94 98 04:45 PM 05:00 PM 05:15 PM 3 4 0 0 1 1 0 0 2 2 0 0 0 5 2 0 0 3 2 0 0 5 2 0 10 0 4 1 8 0 3 0 8 1 3 0 0 0 0 0 0 0 1 0 0 0 0 0 29 19 23 105 105 86 05:30 PM 3 5 0 0 0 4 3 0 13 1 4 0 0 0 1 0 34 63 05:45 PM 1 2 0 0 0 8 3 0 8 1 4 0 0 0 2 0 29 29 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 12 20 0 0 8 4 0 0 0 0 0 0 20 12 0 0 4 4 4 0 4 0 52 4 16 4 16 0 4 4 4 0 0 0 0 4 0 0 0 0 0 0 0 0 144 40 8 8 LOCATION: 1-95 SB Ramp & NE 62nd St PROJECT ID: 17-3432-020 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ ♦1.1 256 0 68 100 90 ♦ 4 ♦ Peak -Hour: 07:00 AM - 08:00 AM 4 Peak 15-Minute: 07:30 AM - 07:45 AM ♦ ♦ 0.6 0.0 1.5 1.0 0.0 4 ♦ 4 490 0 J Peak Hour Factor i 0 764 4.1 0.0 J t 0.0 3.5 549 ♦ 0.98 ♦ 422 7.1 ♦ ♦ 4.5 1176 627 1, r 342 639 5.2 3.5 Z r 2.3 6.1 ♦ a a 1069 0 Ii) * ♦ o0 Lo!! 2.9 0.0 30 18 ♦ ♦ itiatiwarssI Data & Surveying Services 0 0 0 4 ♦ 4 2♦ ♦ 0 0 j t 0 p + • ~",\ / * 0 P _3'7`J0?_ v North !c ) 1♦ 0 Z Aso ♦ 2 r 0 7 3 0 0 0 =' i �0 ♦ 4 4 ♦ ♦ 4I a:71.:÷ c:_...,_—....---- ::G;: ) Z r 15-Min Count Period Beginning At 1-95 SB Ramp Northbound 1-95 SB Ramp Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 0 0 0 0 0 0 0 0 36 29 28 0 26 28 20 0 0 136 148 0 0 144 148 0 69 99 0 0 88 88 0 0 545 542 2198 2167 07:30 AM 0 0 0 0 13 20 11 0 0 139 170 0 84 123 0 0 560 2175 07:45 AM 0 0 0 0 15 23 9 0 0 130 161 0 101 112 0 0 551 2104 08:00 AM 08:15 AM 08:30 AM 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 20 5 0 17 24 9 0 17 17 20 0 19 21 18 0 0 136 153 0 0 141 147 0 0 102 126 0 0 126 151 0 95 95 0 0 97 115 0 0 109 98 0 0 107 101 0 0 514 550 489 543 2096 1582 1032 543 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 0 0 0 0 0 0 32 0 0 0 144 116 112 0 0 4 4 76 0 0 0 0 576 680 0 0 52 40 8 0 4 0 404 492 0 0 12 32 0 0 0 4 0 2524 144 116 8 LOCATION: 1-95 SB Ramp & NE 62nd St PROJECT ID: 17-3432-020 CITY/STATE: Miami, FL DATE: 10/04/2017 759 0 287 245 227 f Peak -Hour: 04:30 PM - 05:30 PM ♦ Peak 15-Minute: 05:00 PM - 05:15 PM 3.8 0.0 5.9 3.3 1.8 1070 0 J Peak Hour Factor t 0 1219 5.8 0.0 J t 0.0 4.7 :::; 0.97 r 436 757 2.6 3.0 Z r 2.8 2.2 ♦ ° ° ° 948 0 ♦ ri ♦ o0 00 00 3.0 0.0 24 21 ♦ ♦ National Data & Surveying Services 0 0 0 4 ♦ 4 0♦ ♦ 0 0 J t° p-l+3a- ° {" North 5 ♦ ♦ 7 4 At �— J t -4.-P c Y— J t 0 0 13 ♦ /\ ♦ 45 8 i r 12i Z .. i .11;) r IF o 0 0 At 15-Min Count Period Beginning At 1-95 SB Ramp Northbound 1-95 SB Ramp Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 0 0 0 0 0 0 0 0 41 66 69 0 48 60 74 0 0 143 74 0 0 116 63 0 123 192 0 0 120 184 0 0 708 665 2749 2754 04:30 PM 04:45 PM 0 0 0 0 0 0 0 0 57 57 76 0 62 57 72 0 0 130 74 0 0 125 69 0 110 191 0 0 130 166 0 0 695 681 2775 2753 05:00 PM 0 0 0 0 53 67 69 0 0 142 63 0 96 223 0 0 713 2747 05:15 PM 0 0 0 0 55 64 70 0 0 133 61 0 100 203 0 0 686 2034 05:30 PM 05:45 PM 0 0 0 0 0 0 0 0 56 74 84 0 75 74 80 0 0 101 55 0 0 111 57 0 94 209 0 0 87 191 0 0 673 675 1348 675 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 0 0 0 0 0 0 8 0 0 0 248 268 304 0 8 12 24 60 0 0 0 0 568 296 0 0 20 16 0 0 12 0 520 892 0 0 24 52 0 4 0 16 0 3096 156 72 28 LOCATION: 1-95 NB Ramp & NE 62nd St PROJECT ID: 17-3432-021 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦ 0 968 0 0 0 *A ♦ 4 * Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 07:45 AM - 08:00 AM ♦ ♦ 0 0 5.6 00 00 00 4.0 ♦ 4 832 293 J Peak Hour Factor t 190 694 4.2 7.8 3.7 4.6 284 ♦ 0.95 ♦ 502 3.5 ♦ ♦ 5.0 577 0 Z r 2 590 5.7 0.0 Z r 0.0 3.5 ♦ 330 485 306 2 1121 ` : * -7 i e C• ♦ 3.0 4.9 3.6 0.0 4.0 12 ,a ♦ ♦ dvatisI Data & Surveying Services o 0 0 4 ♦ 4 0 ♦ ....., ♦ 2 0 J i 0 0♦ * 2 North 2 ♦ 0 Z C L ♦ 2 r 0 .. ` J 23 J L 7 _.-^ ____ _ Oz ra -. z 1;;;i . r 10 24 11 15-Min Count Period Beginning At 1-95 NB Ramp Northbound 1-95 NB Ramp Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 78 78 55 0 78 85 63 0 82 110 64 0 0 0 0 0 0 0 0 0 0 0 0 0 73 107 0 0 83 89 0 0 82 67 0 0 0 94 48 7 0 90 37 0 0 107 49 0 540 525 561 2254 2329 2385 07:45 AM 104 135 71 0 0 0 0 0 78 72 0 0 0 116 51 1 628 2392 08:00 AM 08:15 AM 08:30 AM 75 145 94 0 85 89 64 0 66 116 77 0 0 0 0 0 0 0 0 0 0 0 0 0 75 68 0 0 80 78 0 1 59 66 0 0 0 111 47 0 0 140 44 0 0 135 48 1 615 581 568 2324 1709 1128 08:45 AM 46 77 86 0 0 0 0 0 69 73 0 0 0 166 43 0 560 560 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 416 580 376 0 20 32 16 12 0 0 0 0 0 0 0 0 0 0 40 0 0 0 320 312 0 4 28 16 0 0 0 4 0 0 560 204 4 0 36 12 8 0 4 0 2776 160 60 8 LOCATION: 1-95 NB Ramp & NE 62nd St PROJECT ID: 17-3432-021 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 0 643 0 0 0 f Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:15 PM - 05:30 PM 0 0 2.2 00 00 00 1216 184 J Peak Hour Factor t 162 820 3.7 2.2 J t 1.2 2.7 541 ♦ 0.99 ♦ 656 2.4 ♦ ♦ 3.0 725 0 4-2 944 , 2.3 0.0 .4 r 0.0 1.7 ♦ H297H 2 1260 ♦ r , ♦ 4.5 2.7 0.7 0.0 2.9 21 22 ♦ ♦ National Data & Surveying 5ervioeg 0 0 1 .1 ♦ 4 0 ♦ ♦ 0 1 J t 0 0 ♦ * 3 North 3 ♦eMD 0 Z , ♦ 7 r 1 ♦ ♦ .-_ - f.......... J t = J_, t 4 2 r ih —i `� 0'♦ -. ih i 1.1;) .- t e 25 8 3 ♦ t& 15-Min Count Period Beginning At 1-95 NB Ramp Northbound 1-95 NB Ramp Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 168 90 82 0 150 93 79 0 146 70 96 0 161 64 82 0 145 68 91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53 114 0 0 43 136 0 0 44 146 0 0 52 133 0 0 55 137 0 0 0 135 34 3 0 152 33 0 0 161 43 0 0 139 33 1 0 169 37 0 679 686 706 665 702 2736 2759 2780 2773 2805 05:15 PM 144 76 92 0 0 0 0 0 49 131 0 0 0 166 49 0 707 2103 05:30 PM 05:45 PM 137 73 106 0 134 80 114 0 0 0 0 0 0 0 0 0 36 137 0 0 44 136 0 0 0 171 37 2 0 150 39 0 699 697 1396 697 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 580 320 456 0 32 12 4 8 0 0 0 0 0 0 0 0 0 0 64 4 0 0 220 548 0 0 4 24 0 0 4 16 0 0 684 196 8 0 28 4 8 4 12 0 3012 108 80 40 LOCATION: NW 2nd Ave & NW 62nd St PROJECT ID: 17-3432-003 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦ 395 216 118 236 41 1 ♦ 4 ♦ Peak -Hour: 08:00 AM - 09:00 AM 4 Peak 15-Minute: 08:30 AM - 08:45 AM 4- 4- 3.3 7 4 3.4 3.0 4.9 4 ♦ 4 601 47 J Peak Hour Factor t 14 460 4.7 4.3 J t 0.0 5.0 402 ♦ 0.96 ♦ 391 5.5 ♦ ♦ 5.1 540 91 1, r 55 479 5.6 6.6 i r, 5.5 5.4 ♦ ♦ h ♦ i. 92 155 36 382 283 ♦45`}1 � - ♦ ♦ -7 i � e C• ♦ h ♦ 1 4.3 9.0 5.6 4.2 7.1 s 4 ♦ ♦ dvatisI Data & Surveying Services 0 1 0 4 ♦ 4 0 ♦ ♦ 3 0 J t o 2 4,4, 7 17-SY3-nO3 41 North 0 ♦ 0 z ♦ 1 r 5 1 0 1 1 ♦--- ♦ I. 2 J t o —~W�!-_ J .. t 22 .0. .4. 20 - 1;Q1.-7-' 6 Z r 3 Z r j 4 14 2 15-Min Count Period Beginning At NW 2nd Ave Northbound NW 2nd Ave Southbound NW 62nd St Eastbound NW 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 07:45 AM 19 26 7 0 30 31 9 0 31 29 10 0 26 36 11 0 4 24 25 0 6 39 14 0 12 48 18 0 9 63 17 0 7 81 30 0 12 92 29 0 6 92 29 0 9 98 29 0 13 65 3 0 7 47 0 0 8 73 6 0 9 83 3 0 304 316 362 393 1375 1470 1573 1649 08:00 AM 08:15 AM 27 46 7 0 25 43 11 0 12 62 16 0 11 69 19 0 10 98 23 0 13 97 19 1 10 84 4 0 17 90 4 0 399 419 1678 1279 08:30 AM 23 30 14 0 8 57 39 0 6 95 26 0 20 116 4 0 438 860 08:45 AM 17 36 4 0 10 48 44 0 17 112 23 0 8 101 2 0 422 422 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 108 184 56 0 12 32 8 8 0 4 4 48 276 176 0 8 12 8 24 0 4 0 68 448 104 4 4 28 8 4 0 0 0 80 464 16 0 8 28 0 16 0 4 0 2032 156 52 16 LOCATION: NW 2nd Ave & NW 62nd St PROJECT ID: 17-3432-003 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ ♦1.0 233 522 79 126 28 ♦ 4 f Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:15 PM - 05:30 PM 4- 4- 3.0 33 2.5 4.0 0.0 0 ♦ 4 715 163 J Peak Hour Factor t 38 582 2.9 1.2 J t 10.5 4.1 ::; 0.97 ♦514877 r 30 650 , 1.9 2.8 Z r 6.7 2.0 ♦ 122 321 52 300 495 ♦ ^ �, ♦ 0.8 3.4 3.8 3.7 2.8 8 1 ♦ ♦ National Data & Surveying Services 0 6 2 4 ♦ 4 5 ♦ ♦ 6 0 J t 0 5 ♦ , ♦ 8 17-SY3 0°3 1 North 2 ♦ 2 LLL3TTT` `. V��V::JJ ♦ 5 r a ♦�♦ {)1 ., ♦ r 16 2 0 3 0 4---- 2 5 0 --� ;- 2 .1-t 4 _ J t 11 ♦�: ♦18 �' � 4 1,. r 2 [�� H z r ♦ h ♦ I. 1 11 2 ♦ h t r► 15-Min Count Period Beginning At NW 2nd Ave Northbound NW 2nd Ave Southbound NW 62nd St Eastbound NW 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 26 86 9 0 34 82 12 0 41 75 14 0 23 75 15 0 3 29 22 0 5 30 13 0 6 30 18 0 4 34 11 0 31 130 28 0 25 103 41 0 31 147 38 0 25 136 41 1 4 115 2 0 6 106 2 0 8 112 10 0 10 119 9 0 485 459 530 503 1977 2021 2128 2155 05:00 PM 31 73 12 0 5 32 23 0 31 130 46 0 9 128 8 1 529 2187 05:15 PM 31 84 12 0 9 39 19 0 42 143 35 2 9 134 7 0 566 1658 05:30 PM 05:45 PM 31 85 9 0 29 79 19 0 9 27 25 0 5 28 12 0 44 148 29 0 44 149 34 0 5 131 14 0 6 121 9 0 557 535 1092 535 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 124 340 76 0 4 16 4 28 0 8 0 36 156 100 0 0 8 4 20 4 20 0 176 596 184 8 8 20 8 12 0 8 4 36 536 56 4 4 20 8 24 0 8 0 2428 104 84 52 LOCATION: N Miami Ave & NW/NE 62nd St PROJECT ID: 17-3432-004 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦ 1154 434 52 999 103 1 ♦ 4 ♦ Peak -Hour: 07:30 AM - 08:30 AM 4 Peak 15-Minute: 08:00 AM - 08:15 AM 4— 4— 1.5 3.7 11.5 0.8 2.9 4 ♦ 4 375 64 J Peak Hour Factor i 22 368 6.9 4.7 9.1 5.4 356 ♦ 0.96 ♦ 239 6.2 ♦ ♦ 7.5 479 59 1, r 107 546 5.4 1.7 i r, 0.0 5.1 ♦ ♦ h ♦ I. 84 348 87 1165 519 ♦45}I - * ♦ —7 i e C• ♦ h t 1 2.4 3.2 3.4 0.8 3.1 7 10 ♦ ♦ dvatisI Data & Surveying Services 0 2 0 4 ♦ 4 1♦ ♦ 1 a J L 1 ♦ ♦a 7 9 - 0 2 1 22 18r- .4. i .r0 ljtti_ ji.0. I ih :1;1 r i' ♦ t t r► 15-Min Count Period Beginning At N Miami Ave Northbound N Miami Ave Southbound NW/NE 62nd St Eastbound NW/NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 15 45 12 0 10 39 10 0 16 200 13 0 22 221 14 0 12 60 15 0 15 72 18 0 11 33 2 0 18 46 6 1 434 492 2145 2368 07:30 AM 07:45 AM 15 66 14 0 28 77 27 0 22 278 8 0 23 227 14 0 17 77 16 2 15 86 18 0 19 62 3 0 38 61 4 2 599 620 2520 2433 08:00 AM 16 106 27 0 30 258 18 0 11 98 12 0 24 45 9 3 657 2461 08:15 AM 25 99 19 0 28 236 12 0 19 95 13 0 19 71 6 2 644 1804 08:30 AM 08:45 AM 17 74 7 0 22 74 12 0 21 171 9 0 22 292 12 0 19 88 15 0 15 89 22 1 26 58 4 3 19 61 6 1 512 648 1160 648 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 112 424 108 0 8 16 8 24 0 4 4 120 1112 72 0 4 12 16 28 0 4 0 76 392 72 8 8 28 4 12 0 4 0 152 284 36 12 0 28 8 4 0 0 4 2980 140 68 20 LOCATION: N Miami Ave & NW/NE 62nd St PROJECT ID: 17-3432-004 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 471 1325 49 352 70 ♦ Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:15 PM - 05:30 PM 21 0.5 2.0 2.6 0.0 538 163 J Peak Hour Factor t 41 497 30 00 J t 00 30 381 ♦ 0.98 ♦ 397 3.7 ♦ ♦ 3.8 606 62 4-59 537 , 2.5 1.6 r 0.0 2.9 ♦ ♦ h ♦ lr► 92 1121 86 473 1299 ♦ f ♦ ^ �, 4 h f I+ 0.0 0.6 2.3 2 0.7 10 15 ♦ ♦ National Data & Surveying Services 0 0 0 4.0 ♦ 4 6 ♦ ♦ 2 0 J t 0 8 ♦ J4J..4f, . f 4,1 p-J73.7- o o4 ■ T North 4 .10. 0 ♦ .4.2 r 1 AtEI AIF ........ f ! J t o .ift o • , 14 ♦ ♦ 15 1 1 1 iv 111;) IF 0 7 2 At 15-Min Count Period Beginning At N Miami Ave Northbound N Miami Ave Southbound NW/NE 62nd St Eastbound NW/NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 25 252 17 0 23 272 14 0 23 247 17 0 30 281 23 0 22 306 13 0 16 108 17 0 17 85 14 0 13 99 21 0 16 84 18 0 20 94 11 0 45 73 20 1 28 74 20 2 41 83 14 0 35 71 17 1 37 85 10 0 8 84 7 2 11 75 11 2 11 110 6 1 12 92 10 0 20 95 10 1 675 648 686 690 724 2699 2748 2830 2864 2873 05:15 PM 30 283 25 0 15 77 19 0 32 104 21 0 10 102 12 0 730 2149 05:30 PM 05:45 PM 28 274 25 0 12 258 23 0 18 84 12 0 17 97 7 0 45 99 12 1 47 93 19 1 11 100 8 3 12 100 11 2 720 699 1419 699 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 120 1224 100 0 0 12 4 16 0 0 0 80 388 76 0 0 16 4 44 0 0 0 188 416 84 4 0 32 4 20 0 8 0 80 408 48 12 0 20 0 8 4 8 0 3228 92 88 20 LOCATION: NE 2nd Ave & NE 62nd St/NE 61st St PROJECT ID: 17-3432-005 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦ 636 330 44 529 63 1.1 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM 4- 4- 5.7 8.7 11.4 5.7 1.6 4 ♦ 4 296 119 J Peak Hour Factor i 2 313 5.3 5.0 J t 0.0 4.5 271 0.94 211 6.3 _ 4.7 530 140 r 100 356 4.7 1.4 11 r 4.0 5.1 ♦ ♦ h ♦ I. 41 209 22 769 272 ♦45`I * ♦ _p`i e C• ♦ h t 1 2.4 ,0.5 0.0 4.7 8.5 3 2 ♦ ♦ itiatisI Data & Surveying Services 1 1 0 4 ♦ 4 3 ♦ ♦ 2 0 J i 0 0♦ -♦ 0 1>-3Y.3 �- if ll o it 4. F 0 Z ���T 40 Alm 0 a .1r 5 2 ::::.:.. ... 0_ 2 0 . 5 30 1 f J t 6 J i s — —...._ -----...__(ter,_ 17 .0. .4. 10 2 ..4, r 4 )..._ lj � ` 11 (:tQ r l 22 0 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 62nd St/NE 61st St Eastbound NE 62nd St/NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 10 27 2 0 12 30 2 0 14 26 2 0 2 59 15 0 11 91 12 0 10 109 13 0 19 39 21 0 18 47 22 1 26 72 29 0 5 22 0 0 8 35 1 0 24 59 0 0 221 290 384 1341 1563 1737 07:45 AM 08:00 AM 7 50 3 0 12 45 8 0 22 163 9 0 13 120 18 0 24 71 24 0 26 89 41 2 16 56 1 0 26 43 0 0 446 443 1751 1744 08:15 AM 11 64 8 0 17 132 11 0 27 55 40 3 41 54 1 0 464 1301 08:30 AM 11 50 3 0 11 114 6 0 34 56 35 3 17 58 0 0 398 837 08:45 AM 13 54 4 0 13 140 18 0 22 63 36 0 22 53 1 0 439 439 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 48 256 32 0 4 28 0 20 0 4 0 88 652 72 0 4 44 12 12 0 4 4 136 356 164 12 12 28 8 8 0 4 0 164 232 4 0 12 16 0 4 0 0 0 2216 168 44 16 LOCATION: NE 2nd Ave & NE 62nd St/NE 61st St PROJECT ID: 17-3432-005 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 360 689 101 237 22 ♦ Peak -Hour: 04:30 PM - 05:30 PM ♦ Peak 15-Minute: 04:30 PM - 04:45 PM 6.7 2.9 6.9 6.8 4.5 462 79 J Peak Hour Factor t 3 296 3.9 5.1 J t 0.0 2.4 231 ♦ 0.95 ♦ 254 1.7 ♦ ♦ 2.8 423 113 r 39 306 77 2.6 2.7 Z r 0.0 2.3 ♦ HH 389 767 f ^ . ♦ HH 4.9 2.9 11 3 ♦ ♦ National Data & Surveying Services 0 4 0 .1 ♦ 4 4 ♦ 0 J + 3 t 1 44 * 7 1�-3.3 �- pow 1I North J it (l it .0.IA..4.sth 1 4 I, 1 r 0 h ♦ r► 7 16 1 f J t — J t 4 o ----..—...._ 3 i r 0 611 1# [ Q 1 r l ♦ ♦ 4 h t r+ 4 16 2 ♦ At h t r+ 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 62nd St/NE 61st St Eastbound NE 62nd St/NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 29 140 15 0 22 127 7 0 8 59 20 0 8 61 21 0 17 52 19 1 24 58 27 1 9 46 1 0 10 62 0 0 416 428 1734 1797 04:30 PM 29 151 14 0 5 66 26 0 25 56 39 1 10 59 2 1 484 1846 04:45 PM 05:00 PM 05:15 PM 21 120 13 0 35 173 5 0 22 163 21 0 5 51 21 0 5 62 30 0 7 58 24 0 13 52 25 0 19 65 22 0 21 58 27 0 12 73 0 0 7 55 1 0 9 67 0 0 406 479 477 1797 1844 1365 05:30 PM 05:45 PM 24 131 10 0 19 136 18 0 2 63 17 0 2 59 21 0 26 61 24 0 19 73 31 1 6 68 3 0 12 61 1 0 435 453 888 453 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 140 692 84 0 12 20 8 8 8 8 4 28 264 120 0 4 20 12 20 0 8 0 100 260 156 4 4 8 4 20 0 4 8 48 292 8 4 0 16 0 16 0 4 4 2200 108 64 48 NE 62nd Street & NE 2nd Avenue (Westbound Right -Turn) A.M. Peak Hour PHF 0.92 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 7:00 AM 0 46 0 0 76 0 0 0 0 0 0 13 7:15AM 0 49 0 0 114 0 0 0 0 0 0 5 7:30 AM 0 52 0 0 132 0 0 0 0 0 0 -7 7:45 AM 0 75 0 0 194 0 0 0 0 0 0 10 8:00 AM 0 71 0 0 151 0 0 0 0 0 0 22 8:15 AM 0 92 0 0 160 0 0 0 0 0 0 18 8:30 AM 0 84 0 0 131 0 0 0 0 0 0 22 8:45 AM 0 77 0 0 171 0 0 0 0 0 0 18 Peak Hour 0 322 0 0 636 0 0 0 0 0 0 72 P.M. Peak Hour PHF 0.84 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 4:00 PM 0 158 0 0 87 0 0 0 0 0 0 32 4:15PM 0 151 0 0 90 0 0 0 0 0 0 21 4:30 PM 0 178 0 0 97 0 0 0 0 0 0 26 4:45 PM 0 133 0 0 77 0 0 0 0 0 0 32 5:00 PM 0 193 0 0 97 0 0 0 0 0 0 64 5:15 PM 0 184 0 0 89 0 0 0 0 0 0 24 5:30 PM 0 160 0 0 82 0 0 0 0 0 0 28 5:45 PM 0 156 0 0 82 0 0 0 0 0 0 24 Peak Hour 0 688 0 0 360 0 0 0 0 0 0 146 Note: Intersection turning movement volumes were based on the turning movement counts at the intersections of NE 62nd Street at NE 3rd Avenue and NE 62nd/61st Street and NE 2nd Avenue K:\FTL_TPTO\043908100-Magic City SAP\Data\Traffic Data\TMCs\8_NE 62nd Street and NE 2nd Avenue (WBR).xlsx LOCATION: NE 3rd Ave & NE 62nd St PROJECT ID: 17-3432-006 CITY/STATE: Miami, FL DATE: 10/11/2017 4 ♦ o o 0 0 0 1 ♦ 4 ♦ Peak -Hour: 08:00 AM - 09:00 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM 4— 4— o 0 0 0 00 00 00 4 ♦ 4 399 0 J Peak Hour Factor t 0 421 4.5 0.0 t 0.0 4.3 0 ♦ 0-$6 ♦ 396 ::;;:: 0.0 I'I!DS 0.0 ♦ 3 0 0 25 3 * ♦ 0.0 0.0 0.0 0.0 0.0 0 0 ♦ 4— NationalData& Surveying ii.0 0 0 0 4 ♦ 4 0 ♦ \ ♦ 0 0 J t 0 0+ ` `��, t. ]7-it/7ch ,-0 6 ,1 1 -0,. 0z AD ..4-2 r1 t--- ♦ 4 ♦ 4 4— 1J ♦ 4I a J t 0 . J .- t 0 ♦t 0 p♦ 18 0 Z r 0 15-Min Count Period Beginning At NE 3rd Ave Northbound NE 3rd Ave Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 07:45 AM 1 0 0 0 0 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 0 0 0 0 0 0 0 0 0 2 40 0 0 0 49 0 0 1 76 0 0 3 83 0 0 43 49 78 86 256 308 382 409 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 4 91 0 0 95 424 08:15 AM 2 0 0 0 0 0 0 0 0 0 0 0 7 114 0 0 123 329 08:30 AM 08:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 97 0 0 6 94 0 0 105 101 206 101 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 8 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 0 0 0 4 0 32 456 0 0 0 28 0 0 4 4 0 496 28 8 12 LOCATION: NE 3rd Ave & NE 62nd St PROJECT ID: 17-3432-006 CITY/STATE: Miami, FL DATE: 10/11/2017 ♦ 0 0 0 0 0 At Peak -Hour: 04:45 PM - 05:45 PM ♦ Peak 15-Minute: 05:00 PM - 05:15 PM 00 00 00 00 00 462 0 J Peak Hour Factor t 0 468 45 00 J t 00 49 0 ♦ 0.87 4.449 ::; 0 0r19 0T- 00 r 10.5 00 ♦ ♦ h ♦ r► 13 0 0 19 13 ♦ ♦ '��}j ♦ ♦ h ♦ & 0.0 0.0 0.0 10.5 0.0 ♦ 0 0 ♦ ♦ N3Lll'7t3t Data & 5'.lT`.'C'.-t f]�; 4V1ljL'ti 0 0 0 .1 ♦ 4 14 ♦ 0 0 J t o 1 ♦ . ♦ ♦ 0 p— it/ /1-0'6 4. ]I 0 ♦ 0-4.r j .4. 2 0 ♦ ♦ h ♦ r► ♦ 3 6 ♦ 0 0 0 ♦�0 ♦ 4 ♦ 0 ♦ 4� 0 J t 0 J t 0 -0,.(jimp .4-21 0 Z r 2 , -i. Q1 • 4- r ♦ ♦ h ♦ e 0 0 0 ♦ h t r► 15-Min Count Period Beginning At NE 3rd Ave Northbound NE 3rd Ave Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 1 0 0 0 1 0 0 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 10 88 0 0 6 93 0 0 6 97 0 0 99 100 108 433 473 478 04:45 PM 4 0 0 0 0 0 0 0 0 0 0 0 5 117 0 0 126 481 05:00 PM 5 0 0 0 0 0 0 0 0 0 0 0 7 127 0 0 139 460 05:15 PM 05:30 PM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 100 0 0 4 105 0 0 105 111 321 216 05:45 PM 1 0 0 0 0 0 0 0 0 0 0 0 6 98 0 0 105 105 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 20 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 28 508 0 0 4 28 0 0 0 4 0 556 32 24 4 LOCATION: NE 4th Ave & NE 62nd St PROJECT ID: 17-3432-018 CITY/STATE: Miami, FL DATE: 10/11/2017 4 ♦1.1 32 22 32 0 0 ♦ 4 ♦ Peak -Hour: 08:00 AM - 09:00 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM 4— 4— 6 3 13.6 6.3 0.0 0.0 4 ♦ 4 424 0 J Peak Hour Factor i 22 415 4.5 0.0 t13.6 4.8 :;;: 0 0 0.0 0.0 Z r 0.0 0.0 a a 1 0 * I1tt/ ♦ 0.0 0.0 3 5 ♦ ♦ itiatisI Data & Surveying Services 0 0 0 4 ♦ 4 o ♦�`� ♦ o o f L 1 0 ♦ • ./ ♦ a l- 3y3a-'� j •; ] J Jf ■■ North 1 ♦ 0 . LJ ♦ 3 r 0 ♦ 4-Y 0 3 v .I♦ r► 0 0 0 ♦ 4 ♦ 4 ♦ 01, 4 J t 0 J i 3 .. 0 ♦ I:I) I/ ♦ 17 0 Z r 0 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 1 0 0 0 3 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 35 3 0 0 48 2 0 0 74 6 0 0 80 4 0 45 51 83 89 268 323 400 430 08:00 AM 0 0 0 0 0 0 3 0 0 0 0 0 0 93 4 0 100 447 08:15 AM 0 0 0 0 0 0 10 0 0 0 0 0 0 113 5 0 128 416 08:30 AM 08:45 AM 0 0 0 0 0 0 0 0 0 0 15 0 0 0 4 0 0 0 0 0 0 0 0 0 1 92 5 0 0 94 8 0 113 106 346 303 09:00 AM 09:15 AM 09:30 AM 09:45 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 59 4 0 0 46 6 0 0 59 4 0 0 68 8 0 69 58 70 81 278 209 151 81 Peak 15-Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Total All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 0 0 0 0 0 0 8 0 0 0 0 0 60 0 0 0 8 12 0 0 0 0 0 0 0 0 0 0 0 0 4 0 4 452 32 0 0 24 8 0 0 4 4 548 40 20 12 LOCATION: NE 4th Ave & NE 62nd St PROJECT ID: 17-3432-018 CITY/STATE: Miami, FL DATE: 10/11/2017 ♦ 41 29 40 0 1 f Peak -Hour: 01:00 PM - 02:00 PM ♦ Peak 15-Minute: 01:45 PM - 02:00 PM 9.6 6.7 10.0 0.0 0.0 f 314 0 J Peak Hour Factor t 29 303 5.1 0.0 J t 6.9 4.6 0 ♦ 0.87 ♦ 274 0.0 ♦ '_ ♦ 4.4 0 0 "4,r 0 1 * 0.0 0.0 Z 4-00 00 ♦ a a a 0 0 -'; f ♦ as as as 00 00 f 3 2 ♦ ♦ National Data & Su re;ying Servi 0 0 0 4 ♦ 4 1 ♦ ♦ 0 0 J t 0 o f t o iR_?y3a-r��.; 4-)r ■ North 0 ♦ o Z V' A. 1 r 0 ♦ ♦ 1 1 -0 h t e 0 0 0 4- _4 ♦ 4 4— �.1 ♦ 4 t J t a 2 0 —0. ♦ 12 .. O -4,r a -4,r . [ (;) . L ♦ ♦ h t e o 0 0 ♦ t t e 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 10:00 AM 10:15 AM 10:30 AM 10:45 AM 11:00 AM 11:15 AM 11:30 AM 11:45AM 12:00 PM 12:15 PM 12:30 PM 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 11 0 0 0 11 0 0 0 7 0 0 0 10 0 0 0 9 0 0 0 8 0 0 0 6 0 0 0 13 0 0 0 14 0 0 0 10 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55 2 0 0 53 8 0 0 52 7 0 0 49 7 0 0 44 10 0 0 57 5 0 0 56 7 0 0 56 6 0 0 53 3 0 0 61 7 0 0 52 2 0 0 58 5 0 62 72 70 63 64 71 71 68 69 82 64 70 267 269 268 269 274 279 290 283 285 290 287 314 01:00 PM 01:15 PM 01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 0 0 0 11 1 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56 5 0 0 61 7 0 0 74 7 0 74 79 91 343 269 190 01:45 PM 0 0 0 0 0 0 6 0 0 0 0 0 0 83 10 0 99 99 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 0 0 0 0 0 0 8 0 0 0 0 0 52 4 0 0 8 8 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 332 40 0 0 16 4 0 0 4 0 428 28 20 4 LOCATION: NE 4th Ave & NE 62nd St PROJECT ID: 17-3432-018 CITY/STATE: Miami, FL DATE: 10/11/2017 ♦ 69 24 69 0 0 f Peak -Hour: 04:15 PM - 05:15 PM ♦ Peak 15-Minute: 05:00 PM - 05:15 PM 11.6 0.0 11.6 0.0 0.0 460 0 1 Peak Hour Factor t 24 415 5.9 0.0 J t 0.0 4.6 0 ♦ 0.88 0 aZ ;3:1 0 T- 00 0.0 -4 • r 0.0 00 4 o 0 0 a a �} At 4 00 00 00 00 00 3 6 ♦ ♦ National Data & Surveying r vilcs 0 0 1 4 ♦ 4 o♦ ♦ 0 0 J t 1 o At• * o 4-)4,♦ a V'lJ r a ♦ ♦ 2 4 0 r► 0 0 0 J t J_, t 0 o . 0 i r 0 i i 111;) . 4 o 0 0 At 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 02:00 PM 02:15 PM 02:30 PM 02:45 PM 03:00 PM 03:15 PM 03:30 PM 03:45 PM 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 7 0 0 0 11 1 0 0 9 0 0 0 11 0 0 0 14 1 0 0 13 1 0 0 15 0 0 0 17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 96 6 0 0 72 7 0 0 57 4 0 0 59 9 0 0 77 8 0 0 66 3 0 0 85 7 0 0 81 3 0 0 81 3 0 113 86 73 77 96 84 106 99 101 349 332 330 363 385 390 417 424 447 04:15 PM 04:30 PM 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 0 0 0 17 0 0 0 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87 7 0 0 87 9 0 0 99 5 0 111 113 122 484 480 478 05:00 PM 0 0 0 0 0 0 17 0 0 0 0 0 0 118 3 0 138 462 05:15 PM 05:30 PM 05:45 PM 06:00 PM 06:15 PM 06:30 PM 06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 0 18 0 0 0 14 0 0 0 7 1 0 0 6 0 0 0 4 0 0 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 93 6 0 0 89 4 0 0 90 2 0 0 76 3 0 0 68 3 0 0 53 2 0 0 59 3 0 107 111 106 87 77 59 65 411 381 329 288 201 124 65 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 0 0 0 0 0 0 16 0 0 0 0 0 72 0 0 0 16 20 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 472 36 0 0 24 0 0 0 0 4 580 40 36 8 NE 62nd Street & NE 4th Avenue (East) A.M. Peak Hour PHF 0.82 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 7:00 AM 4 0 0 0 0 0 0 0 0 2 34 0 7:15AM 3 0 0 0 0 0 0 0 0 6 48 0 7:30 AM 6 0 0 0 0 0 0 0 0 10 89 0 7:45 AM 3 0 0 0 0 0 0 0 0 22 80 0 8:00 AM 6 0 0 0 0 0 0 0 0 10 78 0 8:15AM 11 0 0 0 0 0 0 0 0 15 113 0 8:30 AM 9 0 0 0 0 0 0 0 0 19 88 0 8:45 AM 8 0 0 0 0 0 0 0 0 16 85 0 Peak Hour 34 0 0 0 0 0 0 0 0 60 364 0 Peak Season 35 0 0 0 0 0 0 0 0 61 371 0 P.M. Peak Hour PHF 0.96 NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 4:00 PM 10 0 0 0 0 0 0 0 0 4 75 0 4:15PM 11 0 0 0 0 0 0 0 0 6 93 0 4:30 PM 12 0 0 0 0 0 0 0 0 5 68 0 4:45PM 10 0 0 0 0 0 0 0 0 5 91 0 5:00 PM 12 0 0 0 0 0 0 0 0 7 86 0 5:15PM 16 0 0 0 0 0 0 0 0 6 90 0 5:30PM 14 0 0 0 0 0 0 0 0 4 91 0 5:45 PM 13 0 0 0 0 0 0 0 0 5 73 0 Peak Hour 52 0 0 0 0 0 0 0 0 22 358 0 Peak Season 53 0 0 0 0 0 0 0 0 22 365 0 Note: Intersection turning movement volumes were based on the turning movement counts at the intersections of NE 62nd 5 reet at NE 4th Court and NE 61st Street and NE 4th Avenue K:\FTL_TPTO\043908100-Magic City SAP\Data\Traffic Data\TMCs\11_NE 62nd Street and NE 4th Avenue (East).xlsx LOCATION: NE 4th Ct & NE 62nd St PROJECT ID: 17-3432-007 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦ 672 221 179 493 0 1.1 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM 4— 4— 0.9 4.1 2.2 0.4 0.0 4 ♦ 4 425 0 J Peak Hour Factor t 14 261 3.3 0.0 J t 0.0 3.4 :;096;25 0 0 0.0 0.0 i r 0.0 0.0 ♦ 31 207 0- 525 238 r a * ♦ 3.2 4.3 0.0 0.4 4.2 1 7 ♦ ♦ National Data & Surveying Semi 1 4 0 4 ♦ 4 0 ♦ ♦ 3 0 J i 1 1 ♦ * 5 i7_3Y,-a-.. 4i ' v., yy No North 1 ♦ 0 • �VV7"""LLLJJJ ♦ 0 r 0 ♦ ♦ h t r► 1 2 1 1 0 4— 4_________ 4—♦ � 1, I. J, 0 J L 0 . 1;;;i 0 40‘tilb. 4- 9 o -4 r o fi f .4.r 4- ♦ h ►� 9 r ♦ �h ♦ r, � 15-Min Count Period Beginning At NE 4th Ct Northbound NE 4th Ct Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 4 27 0 0 3 33 0 0 13 45 0 0 0 54 14 0 0 78 19 0 0 117 37 0 0 0 0 0 0 0 0 0 0 0 0 0 5 18 1 0 3 32 2 0 9 49 2 0 123 170 272 849 1016 1152 07:45 AM 08:00 AM 6 52 0 0 4 64 0 0 0 116 42 0 0 132 42 0 0 0 0 0 0 0 0 0 12 54 2 0 5 42 1 0 284 290 1171 1125 08:15 AM 14 44 0 0 0 119 54 0 0 0 0 0 10 60 5 0 306 835 08:30 AM 7 47 0 0 0 126 41 0 0 0 0 0 5 59 6 0 291 529 08:45 AM 6 37 0 0 0 87 43 1 0 0 0 0 3 52 9 0 238 238 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 56 256 0 0 4 12 0 4 4 4 0 0 528 216 0 0 4 4 12 0 8 4 0 0 0 0 0 0 0 4 0 4 0 48 240 24 0 0 12 0 12 0 0 4 1368 36 32 28 LOCATION: NE 4th Ct & NE 62nd St PROJECT ID: 17-3432-007 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ ♦ 206 722 78 128 0 0 ♦ 4 f Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:00 PM - 05:15 PM 4- 4- 1.0 0 4 2.6 0.0 0.0 4.0 ♦ 4 362 0 J Peak Hour Factor t 21 258 3.9 0.0 J t 0.0 4.3 0 ♦ 0.96 ♦ 219 ::; 0 0 - 00 ;:: 0.0 701 0 , }ss ; 15 oa oo ♦ 146 766 ♦ ♦ 0.0 0.5 2 a ♦ ♦ National Data & Surveying rvieg 0 0 0 4 ♦ 4 1 ♦ ♦ 3 1 J t 0 o — At 1 4i ' yy North 0 ♦ .1,2 ♦ 1 r 0 ♦♦ v., h ♦ r► ♦ At l -__ _._-...-- J to Jt J. a ,_ __ . 0 Z r 0 fi 11 ♦ 4 h t e 1 3 0 ♦ At h ♦ r► 15-Min Count Period Beginning At NE 4th Ct Northbound NE 4th Ct Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 13 127 0 0 13 130 0 0 13 147 0 0 17 138 0 0 0 34 18 0 0 23 32 0 0 24 10 0 0 30 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 48 8 0 4 54 8 0 2 50 7 0 2 61 7 0 253 264 253 273 1043 1111 1155 1204 05:00 PM 24 174 0 0 0 40 20 0 0 0 0 0 5 49 9 0 321 1230 05:15 PM 05:30 PM 05:45 PM 11 174 0 0 13 177 0 0 17 176 0 0 0 28 24 0 0 22 22 0 0 38 12 0 0 0 0 0 0 0 0 0 0 0 0 0 6 61 4 0 3 60 5 0 4 49 3 0 308 302 299 909 601 299 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 96 708 0 0 4 12 0 4 0 8 0 0 160 96 0 0 0 8 12 0 0 0 0 0 0 0 0 0 0 4 4 0 8 24 244 36 0 0 16 0 8 0 4 0 1364 40 28 24 LOCATION: Biscayne Blvd & NE 62nd St PROJECT ID: 17-3432-008 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦ 1563 971 73 1488 2 1J ♦ 4 ♦ Peak -Hour: 07:30 AM - 08:30 AM 4 Peak 15-Minute: 07:30 AM - 07:45 AM ♦ 4— 1.6 2.8 2.7 1.5 0.0 4 ♦ 4 132 0 J Peak Hour Factor i 4 25 3.8 0.0 J t 0.0 0.0 :;096;:, 1�0 5 0.0 0.0 Z r 0.0 0.0 4 54 967 3 1504 1024 '�- a '7'r * 4 5.6 2.8 0.0 1.5 2.9 3 0 ♦ ♦ National Data& Surveying Semi 0 2 0 4 ♦ 4 3 ♦ ♦ 3 1 J i 0 11 + * 3 a -3u7?- "3, ffff 4'1 j North o ♦ 0 Z Ay v7'�v� ♦ o r 0 1 0 1 1 0 ♦ f — '<Yr— ♦ 4 ♦ 4 ♦ fl ♦ 4I t J0 ° J L ° , 4 I t I I I b. A- ° o .4, r a r.71 1-1• I:i I 1'i 11• 1;;;i r ♦ ♦ h t r► 3 27 0 ♦ i h t r► 15-Min Count Period Beginning At Biscayne Blvd Northbound Biscayne Blvd Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 11 131 1 0 11 180 2 0 0 412 10 0 1 397 13 0 0 0 0 0 0 0 0 0 0 2 1 0 1 1 0 0 568 606 2526 2570 07:30 AM 7 249 0 0 0 402 20 0 0 0 0 0 3 0 1 0 682 2612 07:45 AM 08:00 AM 08:15 AM 12 237 2 1 17 234 0 0 17 247 1 0 1 389 19 0 0 340 18 0 1 357 16 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 2 0 1 1 1 0 5 4 0 0 670 612 648 2579 2563 1951 08:30 AM 08:45 AM 15 256 0 0 13 253 3 1 0 354 18 0 1 360 16 0 0 0 0 0 0 0 0 0 5 1 0 0 2 3 2 0 649 654 1303 654 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 68 996 8 4 8 36 0 4 4 4 0 4 1608 80 0 0 36 4 12 0 4 0 0 0 0 0 0 0 0 20 4 0 0 28 16 8 0 0 0 0 12 0 0 0 2820 84 48 16 LOCATION: Biscayne Blvd & NE 62nd St PROJECT ID: 17-3432-008 CITY/STATE: Miami, FL DATE: 10/04/2017 4- 1126 1457 96 1029 1 4.0 ♦ 4 f Peak -Hour: 04:00 PM - 05:00 PM ♦ Peak 15-Minute: 04:00 PM - 04:15 PM ♦ 4- 2.2 1.9 73 1.7 1000 .0 ♦ 4 232 0 J Peak Hour Factor t 1 11 5.2 0.0 J t 0.0 18.2 0 ♦ 0.96 ♦ 6 ::; _ ♦ 33.30 0 Z4-4 9 - 00 r 0.0 11.1 130 1456 8 1033 1594 } � F{r j ♦ ♦ 2.3 1.9 0.0 1.6 1.9 7 6 ♦ ♦ National Data & Surveying Srrvieg 1 4 0 4 ♦ 4 5 ♦ ♦ 2 0 J t 0 9 ♦ At 2 j P 4 North o ♦ 0 ♦ ° r ° 1 °; i I' IN 0 7 0 4 At w �Yr— J t J t ° ° 0 imp ....: A— 2 1--:'''''. 1-1'.' 4r [ Q 1 4- ♦ ♦ h t e 3 28 0 ♦ i h t& 15-Min Count Period Beginning At Biscayne Blvd Northbound Biscayne Blvd Southbound NE 62nd St Eastbound NE 62nd St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 28 411 1 0 0 253 18 0 0 0 0 0 1 1 0 0 713 2731 04:15 PM 04:30 PM 04:45 PM 39 390 2 0 28 337 3 0 35 318 2 0 0 248 20 0 0 280 25 0 1 248 33 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 1 1 1 0 1 3 0 0 701 676 641 2646 2606 2582 05:00 PM 05:15 PM 05:30 PM 05:45 PM 36 326 1 0 25 348 5 0 23 321 2 0 28 341 1 0 0 240 21 0 2 242 34 0 0 278 23 0 0 226 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 2 2 1 0 1 3 1 0 2 0 1 0 628 661 652 623 2564 1936 1275 623 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 156 1644 12 0 8 56 0 4 0 12 0 4 1120 132 0 4 20 8 16 0 12 4 0 0 0 0 0 0 0 28 0 0 0 4 12 4 0 0 4 0 8 0 0 0 3088 100 56 28 LOCATION: NE 3rd Ave & NE 61st St PROJECT ID: 17-3432-009 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦1.1 13 6 0 0 13 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:00 AM - 08:15 AM 4— 4— 0 0 167 0.0 0.0 0.0 4 ♦ 4 0 6 J Peak Hour Factor t 0 0 00 167 1 t 0.0 00 400 ♦ 0.88 ♦ 0 4.5 ♦ ♦ 00 406 0 r 0 413 4.7 0.0 i r, 0.0 4.4 ♦ a a * e ♦ 0.0 0.0 z 1 ♦ ♦ itiatisI Data & Surveying Services 0 0 1 4 ♦ 4 0♦ ♦ 0 0 J t° 0 4,"\ f : 0 Y3<' P ° ? ■T North o -0. 0 -4 V5J ♦ r 0 ♦ ♦ h t I. 4—I 4 ♦ 4 I 4—— - �+I ♦ 4I 18 ♦40‘tilb.♦ 0 0 z 4-0 4- 15-Min Count Period Beginning At NE 3rd Ave Northbound NE 3rd Ave Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 0 0 1 0 0 0 0 38 0 0 0 69 0 0 2 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41 70 81 308 386 418 07:45 AM 0 0 0 0 1 0 0 0 2 113 0 0 0 0 0 0 116 419 08:00 AM 08:15 AM 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 4 0 0 0 2 0 0 0 3 110 0 0 1 97 0 0 0 80 0 0 0 0 0 0 0 0 0 0 0 0 0 0 119 102 82 400 281 179 08:45 AM Peak 15-Min Flowrates 0 0 0 0 Northbound 6 0 0 0 Southbound 0 91 0 0 Eastbound 0 0 0 0 Westbound 97 Total 97 Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 8 4 0 0 12 452 0 0 4 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 488 28 8 8 LOCATION: NE 3rd Ave & NE 61st St PROJECT ID: 17-3432-009 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ ♦ 22 7 0 0 22 0 ♦ 4 At Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:15 PM - 05:30 PM 4— 4- 0.0 0.0 0.0 0.0 0.0 4.0 ♦ 4 0 7 J Peak Hour Factor t 0 0 0.0 0.0 J t 0.0 0.0 379 ♦ 0.93 ♦ o 0.8 ♦ ♦ o.o 386 a Z r a 401 - 0.8 0.0 Z • r 0.0 0.7 ♦ 4.a h ♦ lr► o 0 0 a ♦ ♦ At!l r 4 h t & 00 00 00 00 00 1 2 ♦ ♦ National Data & Surveying Scr4ics 0 0 0 4 ♦ 4 0 ♦ ,.. ♦ 0 0 .1,t a 0♦ * 0 p ,..791.2 - o.9 North 0 I r a ♦ ♦ h ♦ ro 4-__ ♦ 4 � 4—— — ♦ 4 Ja t __4.0 0 a 3 41., ..,.. 0 0 -4,r 0 i [ :(;) • r ♦ h t e o 0 0 ♦ h t& 15-Min Count Period Beginning At NE 3rd Ave Northbound NE 3rd Ave Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 6 0 0 1 6 0 0 0 4 0 0 0 5 0 0 0 3 85 0 0 6 81 0 0 2 95 0 0 1 75 0 0 2 84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91 94 103 80 91 368 368 384 380 408 05:15 PM 0 0 0 0 10 0 0 0 1 99 0 0 0 0 0 0 110 317 05:30 PM 05:45 PM 0 0 0 0 0 0 0 0 4 0 0 0 3 0 0 0 2 93 0 0 2 103 0 0 0 0 0 0 0 0 0 0 99 108 207 108 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 12 0 0 0 8 412 0 0 0 8 0 0 0 4 0 0 0 0 0 0 0 0 0 0 4 0 460 8 12 8 LOCATION: NE 4th Ave & NE 61st St PROJECT ID: 17-3432-019 CITY/STATE: Miami, FL DATE: 10/11/2017 4 ♦1.1 66 29 0 66 0 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM 4- 4- 1.5 10 3 0.0 1.5 0.0 4 ♦ 4 0 8 J Peak Hour Factor t 0 0 0.0 12.5 1 t 0.0 0.0 395 ♦ 0.95 ♦ 0 2.8 ♦ ♦ o.o 422 19 Z r 0 427 2.8 0.0 Z r 0.0 2.6 4. 0 21 32 85 53 - * -7I e C• ♦ 0.0 9.5 0.0 1.2 3.8 a 1 ♦ ♦ RatiQnsI Data & Surveying Services 0 1 0 4 ♦ 4 2 ♦ \ ♦ 0 0 J t 0 0 ♦ J/ At 1 e -?Y3V—r47 !! i P' Ho rrth o ♦ 0 Z VVV""555JJJ ♦ 0 r 0 ♦ ♦ 0 0 0 4- 4 ♦ 4 ♦ j...—_...__. f i 1J ♦ 4I 1 1 t 0 li .0. Itillo. .4. a 0 4.0 7a ♦ 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 0 3 5 0 0 1 3 1 0 3 13 0 0 2 0 0 0 6 0 0 1 9 0 0 1 42 1 0 2 66 3 0 3 84 4 0 0 0 0 0 0 0 0 0 0 0 0 0 54 82 117 392 476 537 07:45 AM 08:00 AM 0 2 10 0 0 4 9 0 0 22 0 0 0 10 0 0 1 99 5 0 2 108 5 0 0 0 0 0 0 0 0 0 139 138 541 531 08:15 AM 0 7 7 0 0 15 0 0 4 106 4 0 0 0 0 0 143 502 08:30 AM 0 8 6 0 0 19 0 0 1 82 5 0 0 0 0 0 121 460 08:45 AM 09:00 AM 09:15 AM 09:30 AM 09:45 AM 0 4 5 0 0 1 8 0 0 5 4 0 0 4 7 0 0 5 7 0 0 16 0 0 0 14 0 0 0 11 0 0 0 5 0 0 0 7 0 0 4 94 6 0 2 77 7 0 2 76 3 0 1 76 4 0 2 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 129 109 101 97 87 436 394 285 184 87 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 32 40 0 0 8 0 8 0 0 0 0 88 0 0 0 4 0 4 0 4 0 16 432 20 0 4 16 0 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 628 32 20 4 LOCATION: NE 4th Ave & NE 61st St PROJECT ID: 17-3432-019 CITY/STATE: Miami, FL DATE: 10/11/2017 ♦ 4- 25 43 0 24 1 +I ♦ 4 f Peak -Hour: 01:00 PM - 02:00 PM ♦ Peak 15-Minute: 01:45 PM - 02:00 PM ♦ ♦ 40 70 0.0 4.2 0.0 4.1 ♦ 4 f 0 24 J Peak Hour Factor t 0 0 0.0 8.3 J t 0.0 0.0 288 ♦ 0.92 ♦ 0 5.6 ♦ ♦ 0.0 330 18 i _. s 0 325 5.5 0.0 i s, 0.0 5.8 ♦ V:''s' 136 42 55 � iRi t ♦ 0.0 5.3 8.3 2.4 7.3 f a a ♦ 4— National Data & Surr'r}'are Se- vii c o 0 0 4 ♦ 4 2 ♦ ♦ 0 0 J t 0 1 ♦ At 1 e-?Y3V-r19 i 1 i,� North 0 ♦eMD 0 + ♦ 1 s 0 ♦ 4 3 4 4— f � i ♦ 4 i t i J, t 2J 0 0z r0 Hfs -. I. [ (;) . 4' ♦ ♦ h t e 0 1 3 ♦ t h t r0 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 10:00 AM 10:15 AM 10:30 AM 10:45 AM 11:00 AM 11:15 AM 11:30 AM 11:45AM 12:00 PM 12:15 PM 12:30 PM 12:45 PM 0 3 7 0 0 2 6 0 0 3 3 0 0 3 8 0 0 5 6 0 0 6 3 0 0 3 4 0 0 6 8 0 0 7 6 0 0 3 6 0 0 0 7 0 0 3 9 0 1 3 0 0 0 4 0 0 0 2 0 0 0 6 0 0 0 5 0 0 0 1 0 0 0 4 0 0 0 6 0 0 0 5 0 0 0 5 0 0 0 7 0 0 0 5 0 0 2 69 7 0 5 65 4 0 5 67 6 0 4 46 3 0 3 75 5 0 3 61 4 0 3 50 4 0 5 52 0 0 10 59 3 0 3 55 1 0 4 58 4 0 4 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 92 86 86 70 99 78 68 77 90 73 80 88 334 341 333 315 322 313 308 320 331 329 356 386 01:00 PM 01:15 PM 01:30 PM 0 4 8 0 0 3 11 0 0 4 12 0 0 7 0 0 0 4 0 0 1 5 0 0 7 57 5 0 6 73 3 0 8 76 4 0 0 0 0 0 0 0 0 0 0 0 0 0 88 100 110 410 322 222 01:45 PM 0 8 5 0 0 8 0 0 3 82 6 0 0 0 0 0 112 112 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 32 48 0 0 4 8 4 0 0 4 4 32 0 0 0 4 0 0 0 0 0 32 328 24 0 4 28 0 12 0 0 0 0 0 0 0 0 0 0 4 0 4 0 500 48 20 8 LOCATION: NE 4th Ave & NE 61st St PROJECT ID: 17-3432-019 CITY/STATE: Miami, FL DATE: 10/11/2017 18 57 0 17 f Peak -Hour: 05:15 PM - 06:15 PM ♦ Peak 15-Minute: 06:00 PM - 06:15 PM 5.6 0.0 0 0 5.9 0.0 Alk 0 13 J Peak Hour Factor t 0 0 0.0 0.0 J t 0.0 0.0 406♦ 0.96 4.0 2.5♦ ilt 1.o0 432 13 r 0 485 2.3 0.0 .4 r 0.0 2.3 ♦ .1 t &♦ 44 8I-) 30 122 -- f ♦t ♦ &0 00 00 s 3.3 0.8 2 0 ♦ ♦ National I):iti $tSurveying Ser4ii ti 0 0 2 4 ♦ 4 1 ♦ ♦ 0 0 J t o o e- Norrth 0 ♦ ♦ 0 II= i J t i J t a o 10 ♦ (jimp ♦ o 0 i r 0 7a 1.;1- 'V r si ♦ 4 t e o 0 1 ♦ At si t e 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 02:00 PM 02:15 PM 02:30 PM 02:45 PM 03:00 PM 03:15 PM 03:30 PM 03:45 PM 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 0 6 4 0 0 5 7 0 0 0 3 1 0 3 9 0 0 8 14 0 0 1 12 0 0 6 11 0 0 7 10 0 0 7 11 0 0 5 8 0 0 7 11 0 0 6 8 0 0 8 18 0 0 13 0 0 0 4 0 0 0 4 0 0 0 9 0 0 1 6 0 0 0 3 0 0 0 6 0 0 0 4 0 0 0 4 0 0 0 6 0 0 0 5 0 0 0 5 0 0 0 7 0 0 5 73 3 0 3 54 0 0 2 64 4 0 1 69 1 0 0 82 1 0 4 76 8 0 3 73 3 0 4 79 5 0 3 80 5 0 6 84 4 0 5 78 4 0 4 84 3 0 4 100 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 104 73 78 92 112 104 102 109 110 113 110 110 142 347 355 386 410 427 425 434 442 443 475 509 528 565 05:15 PM 05:30 PM 05:45 PM 0 11 23 0 0 9 14 0 0 12 23 0 0 6 0 0 0 4 0 0 1 4 0 0 5 98 4 0 5 95 2 0 1 100 6 0 0 0 0 0 0 0 0 0 0 0 0 0 147 129 147 572 546 535 06:00 PM 0 12 18 0 0 3 0 0 2 113 1 0 0 0 0 0 149 502 06:15 PM 06:30 PM 06:45 PM 0 7 13 0 0 10 8 0 0 1 10 0 0 4 0 0 0 5 0 0 0 8 0 0 4 89 4 0 2 92 1 0 2 92 1 0 0 0 0 0 0 0 0 0 0 0 0 0 121 118 114 353 232 114 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 48 92 0 0 0 4 4 0 4 4 4 24 0 0 0 4 0 8 4 0 0 20 452 24 0 0 12 0 4 0 0 0 0 0 0 0 0 0 0 0 4 0 0 664 20 16 16 LOCATION: NE 4th Ct & NE 61st St PROJECT ID: 17-3432-010 CITY/STATE: Miami, FL DATE: 10/11/2017 4 ♦1.1 515 254 0 493 22 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:00 AM - 08:15 AM ♦ ♦ 0.4 4 3 0.0 0.4 0.0 4 ♦ 4 0 116 J Peak Hour Factor t 0 0 0.0 3.4 J t 0.0 0.0 232 ♦ 0.96 ♦ 0 2.6 ♦ ♦ o.o 428 80 Z r 0 281 2.6 1.3 Z r 0.0 2.1 0 138 27 573 165 IiT4-i/ * 7ir ♦ 0.5 4.2 1 1 ♦ ♦ dvatisI Data & Surveying Services o s o 4 ♦ 4 o♦ ♦ 0 0 J t o o♦ ♦ a North 11, 0 ♦ 0 i ♦ a r 0 ♦ ♦ =- .I♦ r, ♦ 4 ♦ 4 ♦ 4 •- l J t 4 J t a .- - 6 41)11110' a 1 Z r 0 0 7 0 15-Min Count Period Beginning At NE 4th Ct Northbound NE 4th Ct Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 07:45 AM 0 13 4 0 0 16 2 0 0 21 3 0 0 32 12 0 3 61 0 0 1 74 0 0 4 106 0 0 5 130 0 0 16 25 11 0 13 35 12 0 32 53 16 0 35 52 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 133 153 235 288 809 965 1093 1108 08:00 AM 0 40 5 0 5 127 0 0 24 70 18 0 0 0 0 0 289 1049 08:15 AM 08:30 AM 0 31 6 0 0 35 4 0 7 125 0 0 5 111 0 0 31 65 16 0 26 45 24 0 0 0 0 0 0 0 0 0 281 250 760 479 08:45 AM 0 31 2 0 1 103 0 0 20 50 22 0 0 0 0 0 229 229 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 160 48 0 0 16 0 4 0 0 0 28 520 0 0 0 4 0 4 0 8 0 140 280 96 0 8 12 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1272 44 8 8 LOCATION: NE 4th Ct & NE 61st St PROJECT ID: 17-3432-010 CITY/STATE: Miami, FL DATE: 10/11/2017 ♦ 146 754 0 136 10 ♦ Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:45 PM - 06:00 PM 1.4 0.9 0.0 0.7 10.0 0 199 J Peak Hour Factor t 0 0 00 10 J t 0.0 00 224 ♦ 0.95 ♦ o e ♦ Alm 0 454 31 Z r 0 268 1.8 6.5 Z r 0.0 1.9 ♦ ♦ h ♦ i* 0 555 34 167 589 ♦ � ♦ ♦ r �, ♦ h ♦ Ire 0.0 0.9 0.0 1.8 0.8 2 5 ♦ ♦ National Data & Surveying Services 1 3 0 4.0 ♦ 4 2 ♦ ♦ 1 1 J t o 6 ♦ ♦ 2 -'+-5-v32- °i' 1 i North 3 ♦ 0 ♦ 1 r 1 I' ♦�1.1 ♦ 4I At-- ♦ 4 -* r i I+0 ♦ 4I 2 o ..._. J. t .1-t 4 ♦ :::: ♦ 0--- 2 -4, P ♦ iIN 111;) 41r 1 : ♦ 4 ♦ r+ 0 5 0 ♦ At ♦ r+ 15-Min Count Period Beginning At NE 4th Ct Northbound NE 4th Ct Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 0 103 12 0 0 110 6 0 0 121 13 0 0 123 6 0 0 30 0 0 0 26 0 0 3 19 0 0 2 34 0 0 30 51 15 0 28 54 11 0 41 50 11 0 42 49 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 241 235 258 267 1001 1051 1111 1143 05:00 PM 05:15 PM 05:30 PM 0 142 4 0 0 130 9 0 0 138 8 0 2 34 0 0 2 40 0 0 4 30 0 0 48 52 9 0 49 58 7 0 38 62 10 0 0 0 0 0 0 0 0 0 0 0 0 0 291 295 290 1189 898 603 05:45 PM 0 145 13 0 2 32 0 0 64 52 5 0 0 0 0 0 313 313 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 580 52 0 0 8 0 8 0 4 4 16 160 0 0 4 4 0 16 0 8 4 256 248 40 0 8 8 8 12 4 8 0 0 0 0 0 0 0 0 8 4 4 0 1352 40 44 40 LOCATION: Biscayne Blvd & NE 61st St PROJECT ID: 17-3432-011 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦1.1 1458 1083 0 1444 14 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM ♦ ♦ 1.9 2.6 0.0 1.9 0.0 4 ♦ 4 0 179 J Peak Hour Factor t 35 95 0.0 2.8 t 2.9 1.1 22 ♦ 0.95 ♦ 0 0.0 ♦ tfi ♦ 0.0 440 239 1, r 60 47 18 1.3 i r, 0.0 00 4 o ass-r 1743 880 o * 4 o o zs o o 1.8 2.5 2 1 ♦ ♦ NationalData& Surveying Semi 0 4 0 4 ♦ 4 ,♦ ♦ 4 0 J t 0 4 4,�* 5 � �v.3�-�,r W 1,1 North 0 -4r 0 — 4- 4 ♦ 4 4-— 4-4' J t 5 J t 1 0 40‘tilb. 4- 0 1 A -. 11 1;Q1 ♦�h t r►♦ �h ♦ r,� 15-Min Count Period Beginning At Biscayne Blvd Northbound Biscayne Blvd Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 0 113 2 0 0 187 1 0 0 190 4 0 4 414 0 0 6 419 0 1 2 423 0 0 12 0 15 0 23 3 13 0 35 4 29 0 2 0 2 0 9 0 5 0 3 0 5 0 564 667 695 2656 2750 2841 07:45 AM 0 220 2 0 0 369 0 0 37 3 71 0 21 0 7 0 730 2873 08:00 AM 08:15 AM 08:30 AM 0 194 3 0 0 233 1 0 0 222 5 0 3 317 0 1 3 390 0 0 7 368 0 0 43 6 62 0 46 6 57 0 53 7 49 0 18 0 11 0 10 0 12 0 11 0 5 0 658 758 727 2745 2087 1329 08:45 AM 0 198 0 0 3 336 0 0 31 3 19 0 5 0 7 0 602 602 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 932 20 0 0 28 0 24 0 12 0 28 1560 0 4 0 36 0 4 0 4 0 212 28 284 0 8 0 4 12 0 0 0 84 0 48 0 0 0 4 12 0 0 0 3200 80 52 16 LOCATION: Biscayne Blvd & NE 61st St PROJECT ID: 17-3432-011 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 1049 1586 0 1030 19 f Peak -Hour: 04:00 PM - 05:00 PM ♦ Peak 15-Minute: 04:00 PM - 04:15 PM 1.6 2.0 0.0 1.7 0.0 0 167 J Peak Hour Factor t 32 59 0.0 2.4 J t 0.0 0.0 s ♦ 0.90 ♦ o 00 ♦ ♦ 00 304 122 Z r 27 42 2.0 1.6 Z r 0.0 0.0 ♦ 0 1367 8 1179 1395 f ^ , ♦ 0.0 2.0 0.0 1.6 2.0 0 1 ♦ ♦ National Data & Surveying 5ervioeg 0 4 0 1,4 3 ♦ ♦ 1 1 J t 1 1 ♦ * 1 W! 4. North o ♦ o-4. ♦ o r 0 ♦ ♦ �- J t 4 0 2i ra z [ .1.1 r IN ♦ IF h r 6 0 f At � 15-Min Count Period Beginning At Biscayne Blvd Northbound Biscayne Blvd Southbound NE 61st St Eastbound NE 61st St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 0 366 2 0 6 254 0 0 58 4 64 0 6 0 16 0 776 2807 04:15 PM 04:30 PM 04:45 PM 0 375 2 0 0 334 2 0 0 312 2 0 6 248 0 0 3 277 0 0 4 251 0 0 53 4 30 0 31 2 12 0 25 5 16 0 8 0 6 0 6 0 5 0 7 0 5 0 732 672 627 2668 2590 2580 05:00 PM 05:15 PM 05:30 PM 05:45 PM 0 326 3 0 0 338 4 0 0 307 2 0 0 324 1 0 6 239 0 0 4 241 0 0 4 278 0 0 3 210 0 0 30 3 14 0 33 10 9 0 37 5 17 0 28 6 17 0 7 0 9 0 7 0 8 0 8 0 4 0 5 0 6 0 637 654 662 600 2553 1916 1262 600 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 1500 8 0 0 48 0 16 0 12 0 24 1108 0 0 0 20 0 4 0 12 0 232 20 256 0 8 0 4 8 4 0 0 32 0 64 0 0 0 0 4 0 0 4 3244 80 32 32 LOCATION: NE 2nd Ave & NE 60th St PROJECT ID: 17-3432-012 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦1.1 758 259 13 738 7 ♦ 4 ♦ Peak -Hour: 08:00 AM - 09:00 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM 4- 4- 3.2 6.2 0.0 3.3 0.0 4 ♦ 4 22 12 J Peak Hour Factor i 3 5 0.0 0.0 J t0.0 0.0 o ♦ 0.98 ♦ o 00 ♦ ♦ o0 24 12 Z r 2 10 0.0 0.0 Z r 0.0 0.0 ♦ 9 244 3 752 256 - * —7I e C.• ♦ 0.0 6.6 0.0 3.2 6.3 3 1 ♦ ♦ RatiQrtsI Data & Surveying Services 0 0 0 4 ♦ 4 7 ♦ ♦ 5 J i 0 li'v4 30'n2 t :c:, ♦ 0 ♦' ♦ ♦ 2 1 4— h t I. 0 3 0 _,____ + A ♦ 4- 4 ♦ 4 f 4-i i I _0 ♦ 40 s t O s z0 -1. � _ .o. Itlop .4. 0 �z r� ih ;Q1 1 4- I ♦ t ♦ r►t 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 60th St Eastbound NE 60th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 07:45 AM 2 33 1 0 2 39 0 0 0 56 0 0 3 51 0 0 1 70 2 0 0 104 2 0 4 151 1 0 1 180 0 0 0 0 2 0 0 0 2 0 4 0 1 0 4 0 4 0 1 0 2 0 1 0 0 0 0 0 0 0 0 0 2 0 114 150 217 245 726 877 994 1034 08:00 AM 0 63 1 0 1 190 4 0 4 0 1 0 0 0 1 0 265 1043 08:15 AM 2 69 0 0 2 176 7 1 4 0 5 0 1 0 0 0 267 778 08:30 AM 08:45 AM 2 60 1 0 5 52 1 0 0 187 2 0 3 185 0 0 0 0 2 0 4 0 4 0 1 0 2 0 0 0 0 0 257 254 511 254 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 20 276 4 0 0 20 0 8 0 12 0 12 760 28 4 0 32 0 8 0 0 0 16 0 20 0 0 0 0 36 0 0 0 4 0 8 0 0 0 0 24 0 0 0 1152 52 76 12 LOCATION: NE 2nd Ave & NE 60th St PROJECT ID: 17-3432-012 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 389 795 5 378 6 f Peak -Hour: 04:30 PM - 05:30 PM ♦ Peak 15-Minute: 04:30 PM - 04:45 PM 4.9 2.6 00 50 00 22 6 J Peak Hour Factor t 7 14 4.8 0.0 J t 14.3 7.1 1 ♦ 0.92 ♦ 2 00 ♦ 100 22 15 Z r 5 9 0.0 0.0 Z r 0.0 0.0 ♦ ♦ h ♦ i* 15 782 2 398 799 ♦ ♦ ♦ rp ♦ ''i ♦ I+ 6.7 2.6 0.0 4.8 2.6 2 0 ♦ ♦ National Data & Surveying Services. 1 6 1 4.1 ♦ 4 9 ♦ ♦ 6 0 J t 0 2 • ` �• At11 14i'v4'n2 l 4- 0 ♦ 1 �VVT"`.444JJJ .4.0 r 0 - l ♦ ♦ ` , 4- h f r► A ♦ ♦ �.' ♦ 4I At+ 4- i*i i .J ♦ 4I J t J t 0 1 1. 411. 0 Op . r 6 ih 4 1 1i \ Ir. ° iIN i Q___I r ♦ 4 ♦ r+ 1 20 0 ♦ At f i+ 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 60th St Eastbound NE 60th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 5 176 0 0 5 144 0 0 4 82 6 0 1 88 2 0 5 0 4 0 4 0 2 0 0 0 3 0 0 1 1 0 285 248 1137 1156 04:30 PM 1 205 1 0 1 108 2 0 2 1 6 0 2 1 3 0 333 1224 04:45 PM 05:00 PM 05:15 PM 2 164 0 0 7 200 1 0 4 213 0 1 0 92 2 0 3 86 0 0 2 92 1 0 2 0 5 0 1 0 3 0 1 0 1 0 3 0 1 0 0 1 2 0 0 0 1 0 271 304 316 1161 1192 888 05:30 PM 05:45 PM 1 169 1 0 3 189 0 0 1 86 1 0 1 100 3 0 3 0 6 0 1 0 2 0 1 0 1 0 1 0 2 0 270 302 572 302 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 28 852 4 4 4 28 0 12 0 12 0 12 432 8 0 0 24 0 4 4 12 4 8 4 24 0 0 0 0 20 0 0 4 12 4 12 0 0 0 4 24 0 0 0 1404 60 60 36 LOCATION: NE 4th Ave & NE 60th St PROJECT ID: 17-3432-013 CITY/STATE: Miami, FL DATE: 10/11/2017 4 ♦1.1 64 52 5 75 4 ♦ 4 ♦ Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:30 AM - 08:45 AM ♦ ♦ , 2 3.6 20.0 0.0 0.0 4 ♦ 4 10 2 J Peak Hour Factor t 0 0 100 00 t 00 00 :;089;: 6 6 13. 0.0 0.0 Z r o.0 0.0 s so, 78 56 * e ♦ 00 40 00 0.0 3.6 1 a ♦ ♦ dvatittsI Data & Surveying Services , 0 0 4 ♦ 4 , ♦ ♦ 0 0 J t o o♦ -* o 1,4 0 i ���J7T'SSIJJJ r o J. t a J to 1- ♦ Itlop :;: 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 60th St Eastbound NE 60th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 0 7 0 0 1 3 0 0 1 13 0 0 0 1 1 0 0 4 3 0 0 12 6 0 1 0 0 0 2 0 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 14 35 97 118 140 07:45 AM 0 11 1 0 1 21 1 0 1 1 1 0 0 0 0 0 38 146 08:00 AM 08:15 AM 08:30 AM 2 12 0 0 1 13 0 0 2 14 0 0 1 15 1 0 2 15 3 0 0 24 0 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 31 36 41 144 113 77 08:45 AM 2 10 0 0 0 22 0 0 1 0 0 0 0 1 0 0 36 36 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 8 56 4 0 0 8 0 12 0 0 0 8 96 12 0 0 0 4 4 0 0 4 4 4 4 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 196 12 20 4 LOCATION: NE 4th Ave & NE 60th St PROJECT ID: 17-3432-013 CITY/STATE: Miami, FL DATE: 10/11/2017 ♦ 45 105 3 42 0 f Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:15 PM - 05:30 PM 4.4 0.0 0.0 4.8 0.0 4 2 J Peak Hour Factor t 2 3 00 00 J t 0.0 00 0 ♦ 0.91 ♦ 0 0.0 ♦ ♦0.0 7 5 Z r, 0 a. 0.0 Z r 0.0 00 ♦ ♦ h t e , ,o, o 48 102 ♦ ♦ ♦ i 4 h t Ire o0 00 00 4 0.0 0 0 ♦ ♦ National Data & Surveying 5ervioeg 0 1 0 4 ♦ 4 , ♦ ♦ 0 , J t 0 3 ♦ * 0 0 I 0 r 0 4 At f t J t o o .[— 0 4.ip ..... 4— 0 0 Z r 0 -i. Q1 4- r ♦ ♦ 4 h t e 0 0 0 ♦ At h t 1+ 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 60th St Eastbound NE 60th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 2 14 1 0 1 17 0 0 1 25 0 0 0 20 0 0 0 10 1 0 0 8 1 0 0 9 0 0 0 7 2 0 1 0 2 0 3 1 3 0 1 0 1 0 2 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 32 35 37 32 136 145 153 154 05:00 PM 0 27 0 0 0 9 1 0 1 0 1 0 1 0 1 0 41 157 05:15 PM 0 27 0 0 0 13 1 0 0 0 1 0 0 0 1 0 43 116 05:30 PM 05:45 PM 0 26 0 0 0 21 0 1 0 9 0 0 0 11 1 0 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 38 35 73 35 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 108 0 4 0 0 0 12 0 8 0 0 52 4 0 0 4 0 0 0 4 0 4 0 12 0 0 0 0 12 4 0 0 4 0 4 0 0 0 0 0 0 0 0 192 4 24 16 LOCATION: NE 2nd Ave & NE 59th Terrace PROJECT ID: 17-3432-014 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦1.1 746 259 8 726 12 ♦ 4 ♦ Peak -Hour: 08:00 AM - 09:00 AM 4 Peak 15-Minute: 08:00 AM - 08:15 AM ♦ ♦ 3.1 6.2 0.0 3.2 0.0 4 ♦ 4 „ 2 J Peak Hour Factor t, 2 00 00 J t o0 00 o ♦ 1.00 ♦ o 00 ♦ ♦ 00 6 4 Z r 1 15 11. 00 0.0 Z r 0.0 00 ir 3 256 3 731 262 - * -7l e C.• ♦ 0.0 6.3 0.0 3.1 6.1 0 0 ♦ ♦ dvatisI Data & Surveying Services 0 0 0 4 ♦ 4 9♦ ♦ 7 0 J t 0 • _ - - Nth o ♦ Am ♦ ♦ 1 2 - +. I h t r► 0 3 0 4. f J t o J t o .. - o ♦ 4-a of ra si ♦ si t r► 0 16 0 ♦ t e 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 59th Terrace Eastbound NE 59th Terrace Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 07:45 AM 0 37 0 0 0 40 1 0 1 58 0 0 0 55 0 0 0 74 0 0 1 103 1 0 0 151 1 0 2 183 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111 146 211 244 712 856 961 1005 08:00 AM 0 65 0 0 1 187 2 0 0 0 0 0 0 0 0 0 255 1016 08:15 AM 08:30 AM 08:45 AM 1 68 2 0 1 64 1 0 1 59 0 0 1 174 2 0 6 178 2 0 4 187 2 0 2 0 1 0 0 0 1 0 0 0 2 0 0 0 0 0 1 0 1 0 0 0 0 0 251 255 255 761 510 255 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 4 272 8 0 0 20 0 8 0 12 0 24 748 8 0 0 32 0 0 0 0 0 8 0 8 0 0 0 0 32 0 0 0 4 0 4 0 0 0 0 28 0 0 0 1088 52 68 12 LOCATION: NE 2nd Ave & NE 59th Terrace PROJECT ID: 17-3432-014 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 396 794 3 374 19 f Peak -Hour: 04:30 PM - 05:30 PM ♦ Peak 15-Minute: 04:30 PM - 04:45 PM 5.1 2.6 0.0 5.3 0.0 4 3 J Peak Hour Factor t 3 3 0.0 0.0 J t 0.0 0.0 0 ♦ 0.92 ♦ 0 00 ♦ ♦ o0 8 5 Z r 0 37 0.0 0.0 Z r 0.0 2.7 ♦ ♦ h t i* 1 788 18 379 807 ♦ f ♦ ^ �, ♦ ''i t I+ 0.0 2.7 5.6 5.3 2.7 1 1 ♦ ♦ National Data Sc Surveying Services 0 6 0 4.0 ♦ 4 13 ♦ ♦ 3 0 J t 0 __ ;•-rt - �;� North 0 ♦ �VV7 """ 144J�� ♦ 0 0 ~ l 0 6 1 J t J_, t a o . } i .11;) o 21 1 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 59th Terrace Eastbound NE 59th Terrace Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 0 194 3 0 0 146 6 0 4 88 0 0 5 82 1 1 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 291 242 1136 1153 04:30 PM 0 202 6 0 6 108 0 0 1 0 4 0 0 0 2 0 329 1214 04:45 PM 05:00 PM 05:15 PM 0 166 8 0 0 210 4 1 0 210 0 0 9 88 1 0 2 89 1 0 2 89 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 274 308 303 1151 1190 882 05:30 PM 05:45 PM 1 167 5 1 0 193 14 0 5 84 0 0 13 91 0 0 2 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 266 313 579 313 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 840 32 4 0 32 4 4 0 12 4 36 432 4 0 0 24 0 4 0 8 0 4 0 16 0 0 0 0 28 0 0 0 0 0 8 0 0 0 0 20 0 0 0 1376 60 56 24 LOCATION: NE 4th Ave & NE 59th Terrace PROJECT ID: 17-3432-015 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦1.1 72 66 10 62 0 ♦ 4 ♦ Peak -Hour: 08:00 AM - 09:00 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM ♦ ♦ 2.6 4.5 0.0 3.2 0.0 4 ♦ 4 17 6 J Peak Hour Factor t 0 0 0.0 0.0 t 0.0 0.0 1 ♦ 0,84 ♦ 0 0.0 ♦ ♦ 0.0 11 4 Z r 0 2 0.0 0.0 Z r 0.0 0.0 ♦ 7 so, 66 68 * e ♦ oo so 00 3.0 4.4 a a ♦ ♦ RatiQrtsI Data & Surveying Services 0 , 0 4 ♦ 4 , ♦ ♦ 0 0 J t 0 o♦ * 0 r7'i'Y 3--`.12a— 0 0 -4.SVJ r o 4— 4 ♦ 4 4—�J 0 ♦ 4 J t O J t off.,` .. ♦ 41 t I 0 p :';: 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 59th Terrace Eastbound NE 59th Terrace Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 07:45 AM 1 6 0 0 0 5 0 0 1 15 0 0 1 11 0 0 0 2 2 0 0 2 1 0 0 7 0 0 0 19 1 0 0 0 2 0 2 0 1 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 14 11 24 34 83 100 134 146 08:00 AM 2 13 0 0 0 10 4 0 0 0 2 0 0 0 0 0 31 151 08:15 AM 3 18 0 0 0 19 1 0 2 0 2 0 0 0 0 0 45 120 08:30 AM 08:45 AM 1 13 1 0 1 16 0 0 0 18 0 0 0 15 5 0 3 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 36 39 75 39 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 12 72 4 0 0 8 0 4 0 0 0 0 76 20 0 0 4 0 0 0 4 0 12 4 8 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 208 12 8 4 LOCATION: NE 4th Ave & NE 59th Terrace PROJECT ID: 17-3432-015 CITY/STATE: Miami, FL DATE: 10/04/2017 44 93 5 39 0 f Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:15 PM - 05:30 PM o 0 0 0 0.0 0.0 0.0 25 16 J Peak Hour Factor t 1 2 4.2 6.3 J t 0.0 0.0 2 ♦ 0.89 ♦ 0 0.0 ♦ ♦0.0 32 14 11, 4-1 3 , 3.1 0.0 r 0.0 0.0 ♦ 20 76 1 54 97 ♦ r , 4 0.0 0.0 0.0 0.0 0.0 3 9 ♦ ♦4.0 National Data & Surveying 5ervireg 0 0 0 ♦ 4 15 ♦ ♦ 0 0 J t 0 3f 0 r7 - jY 3=1- �aJ Tv" 0 �V3" 4 0 ♦ ♦ 8 5 44.- h ♦ ro 0 0 0 ♦ At f t J t o off.,` 0 op ..... 4- 0 0 Z r 0 -i. Q1 — 4- 4- ♦ -. 4 h t e o 0 0 ♦ At h t 1+ 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 59th Terrace Eastbound NE 59th Terrace Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 0 19 0 1 1 20 0 0 1 17 0 0 6 20 0 0 0 5 1 0 0 8 0 0 0 9 1 0 0 5 0 0 1 0 0 0 4 0 2 0 2 0 3 0 7 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27 35 33 42 137 154 168 170 05:00 PM 8 18 0 1 0 5 2 0 5 0 5 0 0 0 0 0 44 175 05:15 PM 5 21 0 1 0 13 2 0 4 0 3 0 0 0 0 0 49 131 05:30 PM 05:45 PM 2 19 0 0 3 18 1 0 0 8 0 0 0 13 1 0 2 2 1 0 4 0 5 1 0 0 1 0 1 0 0 0 35 47 82 47 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 32 84 4 4 0 0 0 44 0 0 0 0 52 8 0 0 0 0 40 0 0 0 20 8 20 4 0 0 0 40 0 0 0 4 0 4 0 0 0 0 0 0 0 0 244 0 124 0 LOCATION: NE 2nd Ave & NE 59th St PROJECT ID: 17-3432-016 CITY/STATE: Miami, FL DATE: 10/04/2017 4 ♦1.1 708 271 37 644 27 ♦ 4 * Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 08:15 AM - 08:30 AM ♦ ♦ 5.2 8.5 0.0 5.7 0.0 4 ♦ 4 62 12 J Peak Hour Factor t 27 65 3.2 0.0 J t 3.7 6.2 z ♦ 0,87 ♦ 16 oo ♦ All 12 55 31 Z r 22 57 1.8 3.2 Z r 4.5 1.8 ♦ ♦ h * I. 9 232 18 697 259 ♦45`}I - * ♦ -7 i � e C• ♦ h t 1 0.0 9.5 5.6 5.6 8.9 4 1 ♦ ♦ itiatisI Data & Surveying Services o z o 4 ♦ 4 7♦ ♦ 5 0 J t 0 2 ** 9 . 1 1 Nth 0 ♦ 1 i ♦ 1 r, 0 f + ; ... J t 0 J t 1 . . 0 ♦„II:I:lip♦ 2(:II ♦ h * r► o 22 1 ♦ h * r► 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 59th St Eastbound NE 59th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 4 36 1 0 3 39 5 0 6 45 0 0 5 81 2 0 2 95 7 0 1 147 3 0 0 1 2 0 5 2 4 0 2 1 4 0 1 0 4 0 2 1 5 0 3 3 3 0 137 170 218 783 906 1047 07:45 AM 08:00 AM 2 58 3 0 1 55 7 0 4 153 10 0 9 152 7 0 5 2 10 0 4 3 5 0 5 4 2 0 5 7 5 0 258 260 1087 1086 08:15 AM 5 57 6 0 8 189 12 0 2 3 9 0 10 2 8 0 311 826 08:30 AM 1 62 2 0 5 150 8 1 1 4 7 0 2 3 12 0 258 515 08:45 AM 1 56 2 0 9 173 1 1 1 1 4 0 1 1 6 0 257 257 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 20 248 28 0 0 28 4 36 4 8 4 36 756 48 4 0 56 0 16 0 4 0 20 16 40 0 0 0 4 16 0 0 4 40 28 48 0 4 4 4 24 0 4 0 1332 104 92 28 LOCATION: NE 2nd Ave & NE 59th St PROJECT ID: 17-3432-016 CITY/STATE: Miami, FL DATE: 10/04/2017 ♦ 381 797 17 328 36 f Peak -Hour: 04:30 PM - 05:30 PM ♦ Peak 15-Minute: 05:00 PM - 05:15 PM 5.2 2.6 0.0 5.8 2.8 61 29 J Peak Hour Factor t 82 138 1.6 0.0 J t 1.2 0.7 20 ♦ 0.95 ♦ 25 s o ♦ ♦ o 0 74 25 r 31 90 1.4 0.0 .4 r 0.0 3.3 ♦ ♦ h ♦ r► 19 686 34 384 739 ♦ ♦ ♦ ^ , ♦ h f I+ 5.3 2.9 2.9 4.9 3.0 7 s ♦ ♦ National Data & Surveying Services 0 6 o 4.0 ♦ 4 11 ♦ ♦ 6 1 J t 1 6 ♦ .{ ! � ♦ 11 • cIG Nth 1 .0,♦ 1 Z 0 r 0 ♦ ♦ 3 4 -= -� h f r► 1 5 4 ♦ �1J .14I 4— ' _. J 7. _.— fir — �iJ ♦ 4 ... J_, t a .1-t 1 11 ♦Kim ♦ a 0 Z r 0 1 :. L ` i i 1.1;) 4- t ♦ h ♦ r+ 1 20 1 ♦ h f r+ 15-Min Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave Southbound NE 59th St Eastbound NE 59th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 12 153 4 1 5 145 10 0 5 70 9 0 3 70 6 2 7 11 3 0 5 5 13 0 7 4 23 0 3 10 15 0 309 292 1249 1290 04:30 PM 04:45 PM 6 163 8 0 2 154 10 0 11 98 3 0 15 73 4 0 5 7 11 0 5 2 7 0 2 1 24 0 11 9 17 0 339 309 1332 1287 05:00 PM 6 184 4 0 6 80 5 0 8 8 5 0 13 7 24 0 350 1308 05:15 PM 5 185 12 0 4 77 5 0 10 3 2 1 5 8 17 0 334 958 05:30 PM 05:45 PM 6 139 4 0 2 175 6 0 6 72 10 0 7 78 4 0 10 3 8 0 8 7 6 0 9 7 20 0 6 9 22 0 294 330 624 330 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 24 740 48 0 4 28 4 12 4 8 12 60 392 20 0 4 24 0 32 0 8 0 40 32 44 4 0 4 0 24 4 4 4 52 36 96 0 0 0 4 28 0 0 4 1588 72 96 48 LOCATION: NE 4th Ave & NE 59th St PROJECT ID: 17-3432-017 CITY/STATE: Miami, FL DATE: 10/11/2017 4 ♦1.1 77 64 8 64 5 ♦ 4 * Peak -Hour: 07:45 AM - 08:45 AM 4 Peak 15-Minute: 07:45 AM - 08:00 AM 4— 4— 1.3 3.1 0.0 1.6 0.0 4 ♦ 4 65 7 J Peak Hour Factor t 19 125 0.0 0.0 1 t 0.0 0.8 35 ♦ 0,91 ♦ 55 11.4 ♦ ♦ 0.0 48 6 1, r 51 55 8.3 0.0 r 2.0 9.1 ♦ 2 38 15 121 55 - * _wil. —7l e C.• ♦ 0.0 5.3 6.7 1.7 5.5 1 1 ♦ ♦ RatiQrlsI Data & Surveying Services 0 0 0 4 ♦ 4 1 ♦ ♦ 1 o f t o 0 * • -* 1 ,'-i-3 y.7-2- (.i? North 2 ♦ 0 , .SvvJ ♦ 1 r a ♦ 4—h ♦ I. 4 3 I 0 0 0 ♦ ♦ 4— 4 ♦ 4__4— 0 ♦ I. 1 t 0 1 t 0 •+ .. - 4 .II,♦ 0 o, 4. 1 7I -1-11 f rYF K ;Q1 1 ♦�h r►♦ 0 2 h ♦ r, 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 59th St Eastbound NE 59th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 07:00 AM 07:15 AM 07:30 AM 0 9 1 0 1 1 1 0 0 9 2 0 1 0 1 0 0 2 0 0 0 4 4 0 0 2 0 0 1 3 1 0 4 3 0 0 4 3 1 0 1 10 0 0 16 10 1 0 22 21 53 180 236 280 07:45 AM 0 8 6 0 1 21 4 0 2 10 2 0 17 10 3 0 84 305 08:00 AM 08:15 AM 08:30 AM 1 10 5 0 1 14 2 0 0 6 2 0 1 11 3 0 1 11 0 0 2 21 1 0 2 11 2 0 0 7 1 0 3 7 1 0 12 16 4 0 12 11 5 0 10 18 7 0 78 65 78 292 214 149 08:45 AM 0 7 2 0 1 20 1 0 1 2 3 0 16 14 4 0 71 71 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 4 56 24 0 0 8 4 24 0 0 0 8 84 16 0 0 4 0 4 0 0 0 12 44 8 0 0 8 0 4 0 8 0 68 72 28 0 4 0 0 4 0 4 0 424 28 36 12 LOCATION: NE 4th Ave & NE 59th St PROJECT ID: 17-3432-017 CITY/STATE: Miami, FL DATE: 10/11/2017 52 102 9 32 11 f Peak -Hour: 05:00 PM - 06:00 PM ♦ Peak 15-Minute: 05:45 PM - 06:00 PM 1.9 1.0 11.1 0.0 0.0 108 14 J Peak Hour Factor t 28 134 4.6 0.0 J t 3.6 3.0 45 ♦ 0.96 ♦ 93 2.2 ♦ ♦ 3.2 65 6 r 13 79 3.1 16.7 .4 r 0.0 1.3 ♦ 6 60 23 51 89 ♦ +^ �, 4 16.7 0.0 0.0 2.0 1.1 2 0 ♦ ♦ National Data & Surveying 5ervireg 1 1 1 4.1 ♦ 4 2 ♦ 1 2 J t 0 z♦ i/' At 0 -!-3'y.7-2- (.i. ,�y North 2 ♦ 0.4 �VVT'144J�� 1.0 4-0 ♦ ♦ 1 . h ♦ r+ 3 1 I0 0 0 ♦ t ♦ �1.1 ♦ 4 4— +0 ♦ 4I J t1 tT' J t a 1 1,r° 1 , Z i 1.1;) 4- r ♦ h t r+ 1 0 0 ♦ h t r+ 15-Min Count Period Beginning At NE 4th Ave Northbound NE 4th Ave Southbound NE 59th St Eastbound NE 59th St Westbound Total Hourly Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* 04:00 PM 04:15 PM 04:30 PM 04:45 PM 4 9 7 0 1 13 4 0 0 14 5 0 0 14 4 0 2 9 2 0 2 6 2 0 4 5 3 0 1 6 2 0 2 9 1 0 4 9 0 0 3 5 0 0 2 7 1 0 11 13 2 0 6 23 2 0 3 14 8 0 5 25 4 0 71 72 64 71 278 294 302 322 05:00 PM 05:15 PM 05:30 PM 3 20 6 0 2 16 3 0 0 15 7 0 3 6 2 0 4 9 1 0 1 12 0 0 3 12 1 0 2 11 1 0 5 12 1 0 3 21 7 0 4 19 8 0 1 27 3 0 87 80 84 340 253 173 05:45 PM 1 9 7 0 3 5 6 0 4 10 3 0 5 26 10 0 89 89 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* Left Thru Rgt U R* All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 12 80 28 0 4 0 0 8 0 0 0 16 48 24 0 0 0 4 4 4 4 4 20 48 12 0 0 4 4 8 8 4 0 20 108 40 0 0 8 4 4 0 0 0 456 28 24 24 24-Hour Continuous Counts Prepared by NDS/ATD VOLUME NW 62nd St Bet. NW 2nd Ave & NE 2nd Ave Day: Wednesday Date: 10/4/2017 City: Miami Project #: FL17_3433_014 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 00:00 00:15 00:30 00:45 47 57 56 40 200 33 26 20 23 102 80 83 76 63 302 12:00 12:15 12:30 12:45 83 78 120 130 411 87 71 79 87 324 170 149 199 217 735 01:00 01:15 01:30 01:45 33 25 14 14 86 21 33 18 15 87 54 58 32 29 173 13:00 13:15 13:30 13:45 109 108 98 109 424 82 87 85 91 345 191 195 183 200 769 02:00 02:15 02:30 02:45 14 19 11 10 54 21 14 9 5 49 35 33 20 15 103 14:00 14:15 14:30 14:45 97 94 95 94 380 88 88 98 91 365 185 182 193 185 745 03:00 03:15 03:30 03:45 16 10 15 12 53 15 19 23 13 70 31 29 38 25 123 15:00 15:15 15:30 15:45 119 98 89 95 401 99 106 109 89 403 218 204 198 184 804 04:00 04:15 04:30 04:45 11 9 10 24 54 32 13 18 15 78 43 22 28 39 132 16:00 16:15 16:30 16:45 103 100 93 78 124 110 129 120 452 483 227 210 222 198 857 05:00 05:15 05:30 05:45 13 11 26 41 91 18 19 25 17 79 31 30 51 58 170 17:00 17:15 17:30 17:45 109 92 94 105 380 372 373 400 120 117 101 97 479 486 435 229 209 195 202 835 06:00 06:15 06:30 06:45 37 40 52 56 185 36 24 30 37 127 73 64 82 18:00 18:15 18:30 18:45 102 100 93 111 406 106 95 76 80 357 208 195 169 191 763 93 312 07:00 07:15 07:30 07:45 76 98 106 140 420 49 68 84 81 282 125 166 190 221 702 19:00 19:15 19:30 19:45 113 97 81 63 354 76 66 65 68 275 189 163 146 131 629 08:00 08:15 08:30 08:45 143 133 115 115 487 522 531 506 83 92 69 101 316 340 325 345 226 225 184 216 851 20:00 20:15 20:30 20:45 62 55 44 51 212 44 40 43 29 156 106 95 87 80 368 09:00 09:15 09:30 09:45 126 93 122 93 434 89 91 69 67 316 215 184 191 160 750 21:00 21:15 21:30 21:45 38 34 34 34 140 45 30 44 20 139 83 64 78 54 279 10:00 10:15 10:30 10:45 122 89 85 105 401 76 81 61 72 290 198 170 146 177 691 22:00 22:15 22:30 22:45 32 41 24 33 130 32 36 36 28 132 64 77 60 61 262 11:00 11:15 11:30 11:45 114 92 95 107 408 83 74 84 76 317 197 166 179 183 725 23:00 23:15 23:30 23:45 26 22 24 20 92 25 24 40 20 109 51 46 64 40 201 TOTALS 2892 2142 5034 TOTALS 3350 3523 7247 SPLIT % 57.4% 42.6% 41.0% SPLIT % 46.2% 48.6% 59.0% AM Peak Hour AM Pk Volume 07:45 531 08:15 351 07:30 862 PM Peak Hour PM Pk Volume 12:30 467 16:30 486 16:15 859 Pk Hr Factor 0.928 0.869 0.954 Pk Hr Factor 0.898 0.942 0.938 7- 9 Volume 926 627 1553 4- 6 Volume 774 918 1692 7- 9 Peak Hour 07:45 08:00 07:30 4- 6 Peak Hour 17:00 16:30 16:15 7 - 9 Pk Volume 531 345 862 .... o.e 400 486 859 Pk Hr Factor 0.928 0.854 0.954 Pk Hr Factor 0.917 0.942 0.938 Prepared by NDS/ATD VOLUME NE 62nd St Bet. NE 2nd Ave & NE 4th Ave Day: Wednesday Date: 10/11/2017 City: Miami Project #: FL17_3433_015 DAILY TOTALS NB 0 SB 0 EB 0 WB 4,926 Total 4,926 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 0:00 0:15 0:30 0:45 0 0 0 0 20 11 5 11 47 20 11 5 11 47 12:00 12:15 12:30 12:45 0 0 0 0 62 70 70 65 267 62 70 70 65 267 1:00 1:15 1:30 1:45 0 0 0 0 6 11 6 4 27 6 11 6 4 27 13:00 13:15 13:30 13:45 0 0 0 0 58 84 84 80 306 58 84 84 80 306 2:00 2:15 2:30 2:45 0 0 0 0 2 7 9 5 23 2 7 9 5 23 14:00 14:15 14:30 14:45 0 0 0 0 115 68 75 67 325 115 68 75 67 325 3:00 3:15 3:30 3:45 0 0 0 0 3 2 1 7 13 3 2 1 7 13 15:00 15:15 15:30 15:45 0 0 0 0 89 69 100 85 343 89 69 100 85 343 4:00 4:15 4:30 4:45 0 0 0 0 8 3 6 9 26 8 3 6 9 26 16:00 16:15 16:30 16:45 0 0 0 0 102 97 106 102 97 106 112 417 112 417 5:00 5:15 5:30 5:45 0 0 0 0 7 7 13 20 47 7 7 13 20 47 17:00 17:15 17:30 17:45 0 0 0 0 140 92 112 455 450 456 140 92 112 102 446 102 446 6:00 6:15 6:30 6:45 0 0 0 0 13 16 28 27 84 13 16 28 27 84 18:00 18:15 18:30 18:45 0 0 0 0 88 67 64 57 276 88 67 64 57 276 7:00 7:15 7:30 7:45 0 0 0 0 42 49 77 85 253 42 49 77 85 253 19:00 19:15 19:30 19:45 0 0 0 0 82 73 69 67 291 82 73 69 67 291 8:00 8:15 8:30 8:45 0 0 0 0 96 119 108 97 307 377 408 420 96 119 108 97 420 20:00 20:15 20:30 20:45 0 0 0 0 60 52 50 41 203 60 52 50 41 203 9:00 9:15 9:30 9:45 0 0 0 0 69 51 69 66 255 69 51 69 66 255 21:00 21:15 21:30 21:45 0 0 0 0 57 45 25 32 159 57 45 25 32 159 10:00 10:15 10:30 10:45 0 0 0 0 67 65 63 53 248 67 65 63 53 248 22:00 22:15 22:30 22:45 0 0 0 0 25 26 28 25 104 25 26 28 25 104 11:00 11:15 11:30 11:45 0 0 0 0 68 47 70 63 248 68 47 70 63 248 23:00 23:15 23:30 23:45 0 0 0 0 25 31 28 14 98 25 31 28 14 98 TOTALS 1691 1691 TOTALS 3235 3235 SPLIT % 100.0% 34.3% SPLIT % 100.0% 65.7% DAILY TOTALS NB SB 0 0 EB 0 WB 4,926 Total 4,926 AM Peak Hour 8:00 8:00 PM Peak Hour 16:45 16:45 AM Pk Volume 420 420 PM Pk Volume 456 456 Pk Hr Factor 0.882 0.882 Pk Hr Factor 0.814 0.814 7- 9 Volume 673 673 4- 6 Volume 863 863 7- 9 Peak Hour 8:00 8:00 4- 6 Peak Hour 16:45 16:45 7 - 9 Pk Volume 420 420 ,o.e 456 456 Pk Hr Factor 0.882 0.882 Pk Hr Factor 0.814 0.814 Prepared by NDS/ATD VOLUME NE 62nd St Bet. NE 4th Ave & Biscayne Blvd Day: Wednesday Date: 10/4/2017 City: Miami Project #: FL17_3433_016 DAILY TOTALS NB SB 0 0 EB 0 WB 2,331 Total 2,331 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 0:00 0:15 0:30 0:45 0 0 0 0 15 12 6 11 44 15 12 6 11 44 12:00 12:15 12:30 12:45 0 0 0 0 39 32 26 29 126 39 32 26 29 126 1:00 1:15 1:30 1:45 0 0 0 0 5 5 7 4 21 5 5 7 4 21 13:00 13:15 13:30 13:45 0 0 0 0 31 41 42 23 137 31 41 42 23 137 2:00 2:15 2:30 2:45 0 0 0 0 2 3 2 1 8 2 3 2 1 8 14:00 14:15 14:30 14:45 0 0 0 0 40 29 34 42 145 40 29 34 42 145 3:00 3:15 3:30 3:45 0 0 0 0 3 4 4 2 13 3 4 4 2 13 15:00 15:15 15:30 15:45 0 0 0 0 39 57 51 50 197 39 57 51 50 197 4:00 4:15 4:30 4:45 0 0 0 0 1 4 1 2 8 1 4 1 2 8 16:00 16:15 16:30 16:45 0 0 0 0 44 56 51 44 56 51 49 200 49 200 5:00 5:15 5:30 5:45 0 0 0 0 5 2 6 13 26 5 2 6 13 26 17:00 17:15 17:30 17:45 0 0 0 0 54 52 57 210 206 212 54 52 57 46 209 46 209 6:00 6:15 6:30 6:45 0 0 0 0 13 11 17 14 55 13 11 17 14 55 18:00 18:15 18:30 18:45 0 0 0 0 38 35 27 44 144 38 35 27 44 144 7:00 7:15 7:30 7:45 0 0 0 0 26 26 27 30 109 26 26 27 30 109 19:00 19:15 19:30 19:45 0 0 0 0 22 25 29 23 99 22 25 29 23 99 8:00 8:15 8:30 8:45 0 0 0 0 31 21 38 35 114 109 120 125 31 21 38 35 125 20:00 20:15 20:30 20:45 0 0 0 0 26 25 21 12 84 26 25 21 12 84 9:00 9:15 9:30 9:45 0 0 0 0 40 25 32 28 125 40 25 32 28 125 21:00 21:15 21:30 21:45 0 0 0 0 24 17 26 12 79 24 17 26 12 79 10:00 10:15 10:30 10:45 0 0 0 0 44 29 27 31 131 44 29 27 31 131 22:00 22:15 22:30 22:45 0 0 0 0 12 27 10 25 74 12 27 10 25 74 11:00 11:15 11:30 11:45 0 0 0 0 25 23 29 29 106 25 23 29 29 106 23:00 23:15 23:30 23:45 0 0 0 0 17 14 18 17 66 17 14 18 17 66 TOTALS 771 771 TOTALS 1560 1560 SPLIT% 100.0% 33.1% SPLIT% 100.0% 66.9% DAILY TOTALS NB SB 0 0 EB 0 WB 2,331 Total 2,331 AM Peak Hour AM Pk Volume 8:30 138 8:30 138 PM Peak Hour PM Pk Volume 16:45 212 16:45 212 Pk Hr Factor 0.863 0.863 Pk Hr Factor 0.930 0.930 7- 9 Volume 234 234 4- 6 Volume 409 409 7- 9 Peak Hour 8:00 8:00 4- 6 Peak Hour 16:45 16:45 7 - 9 Pk Volume 125 125 ,o.e 212 212 Pk Hr Factor 0.822 0.822 Pk Hr Factor 0.930 0.930 Prepared by NDS/ATD VOLUME NE 61st St Bet. NE 2nd Ct & NE 4th Ct Day: Wednesday Date: 10/11/2017 City: Miami Project #: FL17_3433_012 DAILY TOTALS NB SB 0 0 EB 4,909 WB 0 Total 4,909 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 00:00 00:15 00:30 00:45 23 8 24 12 67 0 0 0 0 23 8 24 12 67 12:00 12:15 12:30 12:45 64 56 56 93 269 0 0 0 0 64 56 56 93 269 01:00 01:15 01:30 01:45 13 9 5 6 33 0 0 0 0 13 9 5 6 33 13:00 13:15 13:30 13:45 84 71 55 70 280 0 0 0 0 84 71 55 70 280 02:00 02:15 02:30 02:45 11 9 5 3 28 0 0 0 0 11 9 5 3 28 14:00 14:15 14:30 14:45 67 48 75 62 252 0 0 0 0 67 48 75 62 252 03:00 03:15 03:30 03:45 6 6 10 5 27 0 0 0 0 6 6 10 5 27 15:00 15:15 15:30 15:45 98 90 73 76 337 0 0 0 0 98 90 73 76 337 04:00 04:15 04:30 04:45 5 2 6 11 24 0 0 0 0 5 2 6 11 24 16:00 16:15 16:30 16:45 82 92 90 85 349 0 0 0 0 82 92 90 85 349 05:00 05:15 05:30 05:45 8 9 11 27 55 0 0 0 0 8 9 11 27 55 17:00 17:15 17:30 17:45 89 97 108 93 356 361 379 387 0 0 0 0 89 97 108 93 387 06:00 06:15 06:30 06:45 18 22 27 30 97 0 0 0 0 18 22 27 30 97 18:00 18:15 18:30 18:45 118 74 100 77 369 0 0 0 0 118 74 100 77 369 07:00 07:15 07:30 07:45 44 73 0 0 0 0 44 73 71 118 306 19:00 19:15 19:30 19:45 60 70 59 43 232 0 0 0 0 60 70 59 43 232 71 118 218 306 08:00 08:15 08:30 08:45 104 108 366 401 0 0 0 0 104 108 70 85 367 20:00 20:15 20:30 20:45 51 36 31 28 146 0 0 0 0 51 36 31 28 146 70 85 367 09:00 09:15 09:30 09:45 76 69 78 75 298 0 0 0 0 76 69 78 75 298 21:00 21:15 21:30 21:45 35 25 42 41 143 0 0 0 0 35 25 42 41 143 10:00 10:15 10:30 10:45 82 66 65 75 288 0 0 0 0 82 66 65 75 288 22:00 22:15 22:30 22:45 51 35 43 31 160 0 0 0 0 51 35 43 31 160 11:00 11:15 11:30 11:45 68 66 60 67 261 0 0 0 0 68 66 60 67 261 23:00 23:15 23:30 23:45 35 23 40 36 134 0 0 0 0 35 23 40 36 134 TOTALS 1851 1851 TOTALS 3058 3058 SPLIT % 100.0% 37.7% SPLIT % 100.0% 62.3% DAILY TOTALS NB SB 0 0 EB 4,909 WB 0 Total 4,909 AM Peak Hour 07:30 07:30 PM Peak Hour 17:15 17:15 AM Pk Volume 401 401 PM Pk Volume 416 416 Pk Hr Factor 0.850 0.850 Pk Hr Factor 0.881 0.881 7- 9 Volume 673 673 4- 6 Volume 736 736 7- 9 Peak Hour 07:30 07:30 4- 6 Peak Hour 17:00 17:00 7 - 9 Pk Volume 401 401 .... o.e 387 387 Pk Hr Factor 0.850 0.850 Pk Hr Factor 0.896 0.896 Prepared by NDS/ATD VOLUME NE 61st St Bet. NE 4th Ct & Biscayne Blvd Day: Wednesday Date: 10/11/2017 City: Miami Project #: FL17_3433_013 DAILY TOTALS NB SB 0 0 EB 3,786 WB 0 Total 3,786 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 00:00 00:15 00:30 00:45 31 11 19 11 72 0 0 0 0 31 11 19 11 72 12:00 12:15 12:30 12:45 45 50 49 63 207 0 0 0 0 45 50 49 63 207 01:00 01:15 01:30 01:45 13 6 12 9 40 0 0 0 0 13 6 12 9 40 13:00 13:15 13:30 13:45 54 53 41 48 196 0 0 0 0 54 53 41 48 196 02:00 02:15 02:30 02:45 12 8 6 4 30 0 0 0 0 12 8 6 4 30 14:00 14:15 14:30 14:45 49 41 59 63 212 0 0 0 0 49 41 59 63 212 03:00 03:15 03:30 03:45 6 6 8 3 23 0 0 0 0 6 6 8 3 23 15:00 15:15 15:30 15:45 63 72 46 93 274 0 0 0 0 63 72 46 93 274 04:00 04:15 04:30 04:45 6 5 6 9 26 0 0 0 0 6 5 6 9 26 16:00 16:15 16:30 16:45 116 93 47 45 327 348 349 301 0 0 0 0 116 93 47 45 301 05:00 05:15 05:30 05:45 7 7 10 10 34 0 0 0 0 7 7 10 10 34 17:00 17:15 17:30 17:45 49 45 60 60 214 0 0 0 0 49 45 60 60 214 06:00 06:15 06:30 06:45 17 20 19 15 71 0 0 0 0 17 20 19 15 71 18:00 18:15 18:30 18:45 66 60 72 57 255 0 0 0 0 66 60 72 57 255 07:00 07:15 07:30 07:45 24 42 65 0 0 0 0 24 42 65 116 247 19:00 19:15 19:30 19:45 48 61 47 36 192 0 0 0 0 48 61 47 36 192 116 247 08:00 08:15 08:30 08:45 98 121 75 321 400 410 0 0 0 0 98 121 75 55 349 20:00 20:15 20:30 20:45 41 33 31 23 128 0 0 0 0 41 33 31 23 128 55 349 09:00 09:15 09:30 09:45 47 36 59 38 180 0 0 0 0 47 36 59 38 180 21:00 21:15 21:30 21:45 27 29 29 33 118 0 0 0 0 27 29 29 33 118 10:00 10:15 10:30 10:45 62 40 45 51 198 0 0 0 0 62 40 45 51 198 22:00 22:15 22:30 22:45 43 35 33 29 140 0 0 0 0 43 35 33 29 140 11:00 11:15 11:30 11:45 37 38 42 43 160 0 0 0 0 37 38 42 43 160 23:00 23:15 23:30 23:45 28 26 32 33 119 0 0 0 0 28 26 32 33 119 TOTALS 1430 1430 TOTALS 2356 2356 SPLIT % 100.0% 37.8% SPLIT % 100.0% 62.2% DAILY TOTALS NB SB 0 0 EB 3,786 WB 0 Total 3,786 AM Peak Hour AM Pk Volume 07:45 410 07:45 410 PM Peak Hour PM Pk Volume 15:45 349 15:45 349 Pk Hr Factor 0.847 0.847 Pk Hr Factor 0.752 0.752 7- 9 Volume 596 596 4- 6 Volume 515 515 7- 9 Peak Hour 07:45 07:45 4- 6 Peak Hour 16:00 16:00 7 - 9 Pk Volume 410 410 .... o.e 301 301 Pk Hr Factor 0.847 0.847 Pk Hr Factor 0.649 0.649 Prepared by NDS/ATD VOLUME NE 2nd Ave Bet. NE 67th St & NE 62nd St Day: Wednesday Date: 10/4/2017 City: Miami Project #: FL17_3433_005 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 0:00 0:15 0:30 0:45 20 17 21 10 68 16 15 11 7 49 36 32 32 17 117 12:00 12:15 12:30 12:45 85 99 91 95 370 77 66 66 66 275 162 165 157 161 645 1:00 1:15 1:30 1:45 11 7 11 8 37 5 4 7 3 19 16 11 18 11 56 13:00 13:15 13:30 13:45 67 94 82 99 342 92 72 71 77 312 159 166 153 176 654 2:00 2:15 2:30 2:45 4 9 7 7 27 2 2 4 5 13 6 11 11 12 40 14:00 14:15 14:30 14:45 96 97 112 120 425 92 72 83 84 331 188 169 195 204 756 3:00 3:15 3:30 3:45 6 4 12 3 25 5 3 6 5 19 11 7 18 8 44 15:00 15:15 15:30 15:45 111 116 154 164 545 68 84 98 93 343 179 200 252 257 888 4:00 4:15 4:30 4:45 4 12 8 15 39 10 3 9 8 30 14 15 17 23 69 16:00 16:15 16:30 16:45 146 162 160 147 615 84 87 80 84 359 362 344 335 230 249 240 231 950 5:00 5:15 5:30 5:45 14 19 20 23 76 13 18 18 15 64 27 37 38 38 140 17:00 17:15 17:30 17:45 201 211 172 156 670 719 731 740 77 70 101 81 329 278 281 273 237 1069 6:00 6:15 6:30 6:45 19 22 21 52 114 24 42 44 69 179 43 64 65 121 293 18:00 18:15 18:30 18:45 208 184 149 125 666 101 77 90 81 349 309 261 239 206 1015 7:00 7:15 7:30 7:45 47 55 64 87 99 144 134 154 208 263 759 19:00 19:15 19:30 19:45 113 93 92 80 378 67 63 76 55 261 180 156 168 135 639 95 261 168 498 8:00 8:15 8:30 8:45 89 83 88 303 331 355 189 179 171 600 680 707 278 262 259 212 1011 20:00 20:15 20:30 20:45 69 74 66 45 254 61 51 50 30 192 130 125 116 75 446 86 346 126 665 9:00 9:15 9:30 9:45 75 68 71 65 279 128 101 97 86 412 203 169 168 151 691 21:00 21:15 21:30 21:45 56 57 50 38 201 38 28 32 21 119 94 85 82 59 320 10:00 10:15 10:30 10:45 86 87 80 97 350 81 71 61 70 283 167 158 141 167 633 22:00 22:15 22:30 22:45 41 36 30 42 149 28 26 26 24 104 69 62 56 66 253 11:00 11:15 11:30 11:45 72 65 79 91 307 77 70 64 75 286 149 135 143 166 593 23:00 23:15 23:30 23:45 39 39 48 28 154 19 18 18 10 65 58 57 66 38 219 TOTALS 1929 2517 4446 TOTALS 4839 3015 7854 SPLIT% 43.4% 56.6% 36.1% SPLIT % 61.6% 38.4% 63.9% DAILY TOTALS NB SB 6 768 5 532 EB 0 WB 0 Total 12 300 AM Peak Hour AM Pk Volume 11:45 366 7:45 707 7:45 1062 PM Peak Hour PM Pk Volume 17:15 747 15:30 362 17:15 1100 Pk Hr Factor 0.924 0.935 0.955 Pk Hr Factor 0.885 0.923 0.890 7- 9 Volume 607 1163 1770 4- 6 Volume 1355 664 2019 7- 9 Peak Hour 7:45 7:45 7:45 4- 6 Peak Hour 17:00 16:00 17:00 7 - 9 Pk Volume 355 707 1062 , oMe 740 335 1069 Pk Hr Factor 0.934 0.935 0.955 Pk Hr Factor 0.877 0.963 0.951 Prepared by NDS/ATD VOLUME NE 2nd Ave Bet. NE 62nd St & NE 59th St Day: Wednesday Date: 10/4/2017 City: Miami Project #: FL17_3433_006 DAILY TOTALS NB 6,666 SB 6,223 EB WB 0 0 Total 12,889 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 00:00 00:15 00:30 00:45 31 37 18 15 101 20 11 10 7 48 51 48 28 22 149 12:00 12:15 12:30 12:45 87 78 101 90 356 82 80 77 95 334 169 158 178 185 690 01:00 01:15 01:30 01:45 13 11 3 7 34 7 6 5 4 22 20 17 8 11 56 13:00 13:15 13:30 13:45 80 111 97 87 375 89 85 83 98 355 169 196 180 185 730 02:00 02:15 02:30 02:45 8 6 6 7 27 3 5 6 5 19 11 11 12 12 46 14:00 14:15 14:30 14:45 100 110 131 131 472 71 110 92 91 364 171 220 223 222 836 03:00 03:15 03:30 03:45 3 3 5 6 17 2 3 5 5 15 5 6 10 11 32 15:00 15:15 15:30 15:45 133 124 145 142 544 105 92 91 92 380 238 216 236 234 924 04:00 04:15 04:30 04:45 8 7 4 5 24 9 2 6 6 23 17 9 10 11 47 16:00 16:15 16:30 16:45 189 157 85 101 274 258 296 278 1106 191 181 679 718 105 97 383 388 05:00 05:15 05:30 05:45 10 17 14 7 48 9 10 19 18 56 19 27 33 25 104 17:00 17:15 17:30 17:45 203 208 732 783 84 103 387 389 287 311 272 269 1139 186 169 766 86 100 373 06:00 06:15 06:30 06:45 19 19 19 21 78 29 39 60 98 226 48 58 79 119 304 18:00 18:15 18:30 18:45 207 187 174 142 710 77 83 77 70 307 284 270 251 212 1017 07:00 07:15 07:30 07:45 34 46 57 63 200 80 102 163 177 522 114 148 220 240 722 19:00 19:15 19:30 19:45 112 103 76 77 368 73 75 66 44 258 185 178 142 121 626 08:00 08:15 08:30 08:45 66 76 59 65 232 262 264 266 199 184 191 178 641 723 751 752 265 260 250 243 1018 20:00 20:15 20:30 20:45 71 65 59 49 244 70 51 39 47 207 141 116 98 96 451 09:00 09:15 09:30 09:45 53 60 59 58 230 112 117 98 118 445 165 177 157 176 675 21:00 21:15 21:30 21:45 64 52 57 24 197 40 32 30 27 129 104 84 87 51 326 10:00 10:15 10:30 10:45 63 61 73 85 282 98 99 124 102 423 161 160 197 187 705 22:00 22:15 22:30 22:45 36 36 42 25 139 26 27 33 33 119 62 63 75 58 258 11:00 11:15 11:30 11:45 80 71 87 80 318 93 85 90 114 382 173 156 177 194 700 23:00 23:15 23:30 23:45 27 38 59 28 152 18 24 20 14 76 45 62 79 42 228 TOTALS 1625 2933 4558 TOTALS 5041 3290 8331 SPLIT% 35.7% 64.3% 35.4% SPLIT% 60.5% 39.5% 64.6% DAILY TOTALS NB SB 6,666 6,223 EB WB 0 0 AM Peak Hour AM Pk Volume 11:45 346 08:00 752 08:00 1018 PM Peak Hour PM Pk Volume 16:30 783 14:15 398 16:30 1172 Pk Hr Factor 0.856 0.945 0.960 Pk Hr Factor 0.941 0.905 0.942 7 - 9 Volume 466 1274 1740 4 - 6 Volume 1484 761 2245 7 - 9 Peak Hour 08:00 08:00 08:00 4 - 6 Peak Hour 16:30 16:30 16:30 7 - 9 Pk Volume 266 752 1018 4 - 6 Pk Volume 783 389 1172 Pk Hr Factor 0.875 0.945 0.960 Pk Hr Factor 0.941 0.926 0.942 Prepared by NDS/ATD VOLUME NE 2nd Ave S/O NE 59th St Day: Wednesday Date: 10/4/2017 City: Miami Project #: FL17_3433_007 DAILY TOTALS NB 6,382 SB 5,817 EB 0 WB 0 Total 12,199 AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 00:00 00:15 00:30 00:45 33 31 19 16 99 19 11 11 11 52 52 42 30 27 151 12:00 12:15 12:30 12:45 78 77 105 92 352 78 76 79 78 311 156 153 184 170 663 01:00 01:15 01:30 01:45 11 8 4 8 31 7 6 5 4 22 18 14 9 12 53 13:00 13:15 13:30 13:45 82 103 92 80 357 94 63 82 95 334 176 166 174 175 691 02:00 02:15 02:30 02:45 7 5 5 5 22 4 5 8 5 22 11 10 13 10 44 14:00 14:15 14:30 14:45 97 112 113 129 451 76 92 89 87 344 173 204 202 216 795 03:00 03:15 03:30 03:45 3 3 4 5 15 1 4 5 4 14 4 7 9 9 29 15:00 15:15 15:30 15:45 125 126 123 140 514 91 91 83 96 361 216 217 206 236 875 04:00 04:15 04:30 04:45 4 6 3 5 18 5 2 3 9 19 9 8 6 14 37 16:00 16:15 16:30 16:45 176 157 76 91 252 248 283 257 1040 179 161 652 673 104 96 367 367 05:00 05:15 05:30 05:45 12 16 11 6 45 7 13 20 16 56 19 29 31 22 101 17:00 17:15 17:30 17:45 200 198 697 738 74 96 365 370 274 294 259 233 1060 179 157 734 80 76 326 06:00 06:15 06:30 06:45 20 18 22 25 85 32 35 58 93 218 52 53 80 118 303 18:00 18:15 18:30 18:45 171 173 143 138 625 77 91 68 73 309 248 264 211 211 934 07:00 07:15 07:30 07:45 37 47 58 56 198 89 101 149 161 500 126 148 207 217 698 19:00 19:15 19:30 19:45 107 102 68 71 348 76 69 57 42 244 183 171 125 113 592 08:00 08:15 08:30 08:45 80 61 77 58 241 255 274 276 168 194 170 156 579 672 693 688 248 255 247 214 964 20:00 20:15 20:30 20:45 74 61 63 51 249 53 41 38 37 169 127 102 101 88 418 09:00 09:15 09:30 09:45 56 57 48 58 219 110 96 97 99 402 166 153 145 157 621 21:00 21:15 21:30 21:45 52 44 48 24 168 35 37 27 24 123 87 81 75 48 291 10:00 10:15 10:30 10:45 56 52 78 82 268 98 97 117 97 409 154 149 195 179 677 22:00 22:15 22:30 22:45 35 36 46 29 146 25 26 34 31 116 60 62 80 60 262 11:00 11:15 11:30 11:45 83 71 90 91 335 88 72 86 95 341 171 143 176 186 676 23:00 23:15 23:30 23:45 32 38 56 28 154 19 22 17 12 70 51 60 73 40 224 TOTALS 1611 2743 4354 TOTALS 4771 3074 7845 SPLIT% 37.0% 63.0% 35.7% SPLIT% 60.8% 39.2% 64.3% DAILY TOTALS NB SB 6,382 5,817 EB 0 WB 0 Total 12,199 AM Peak Hour AM Pk Volume 11:45 351 07:45 693 07:45 967 PM Peak Hour PM Pk Volume 16:30 738 16:30 370 16:30 1108 Pk Hr Factor 0.836 0.893 0.948 Pk Hr Factor 0.923 0.889 0.942 7- 9 Volume 474 1188 1662 4- 6 Volume 1407 693 2100 7- 9 Peak Hour 08:00 07:45 07:45 4- 6 Peak Hour 16:30 16:30 16:30 7 - 9 Pk Volume 276 693 967 .... o.e 738 370 1108 Pk Hr Factor 0.863 0.893 0.948 Pk Hr Factor 0.923 0.889 0.942 Signal Timings Print Date: 4/8/2016 TOD Schedule Report for 6643: NE 2 Av&NE 67 St Print Time: 2:31 AM TOD TOD Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine 6643 NE 2 Av&NE 67 St DOW-6 N/A 0 0 N/A Splits PH 1 PH 2 PH 3 PH PH PH 6 PH 7 PH 8 SBT EBT WBT - NBT 0 0 0 0 0 0 0 0 Active Phase Bank: wm* +11. t 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 12 - 12 - 12 1 - 1 - 1 40 - 40 - 40 0 - 40 - 40 4 2 3 EBT 7 - 7 - 7 9 - 9 - 9 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 25 - 25 - 25 4 2 4 WBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 20 - 20 - 20 4 2 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 40 - 40 - 40 0 - 40 - 40 4 2 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 Cycle 1 2 - SBT 3 EBT Green Time 6 NBT 7 8 - - Rina Offset Offset 4 WBT 5 - TOD Schedule Plan 1 75 0 34 15 8 0 34 0 0 0 52 2 90 0 50 15 7 0 50 0 0 0 0 3 120 0 77 16 9 0 77 0 0 0 3 4 105 0 63 15 9 0 63 0 0 0 5 Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default-234-6-- External Permit 0 External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 1 Su M T W Th F S 0500 2 Su M T W Th F S 0600 3 M T W Th F 1300 2 M T W Th F 1400 4 M T W Th F 1600 3 M T W Th F 1900 2 M T W Th F 2200 1 Su M T W Th F S Page 1 of 2 Print Date: 4/8/2016 TOD Schedule Report for 6643: NE 2 Av&NE 67 St Print Time: 2:31 AM Current Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS SuM T W ThF S Local Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS 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 OPERATING PLAN, Direction ' NB SB WB EB Ped Heads N Timing Phases Head No. 6 2 3#8 8 7,4 4 Pa McwernenNrrt:, iny,'ActuHAts;;n (2+6) Dwell G G R R R R DW 3 Y Y R R RR DW NISEI 1 4 , Y Y R R RR DW I 2 NE2AV 6 (RECALL) n Dwell r I r a •` 3 !Neil R R GIG G R 1 R WIF' � 4 R. R Y Y R R DW. EB , (2+6) R R Y YRR DW • NE 67 ST ± �� 1 3 P8 0 (ACTUATED), i — Dwell ' - - i , s 4 Neil R R R R —‹GIG G DW 0 ,(2+6) R RRR Y Y DW 4 i ! WO J NE 67 ST r (ACTUATED) EMVii -- — v r Flashing Operation FY FY FR FR Page 1 of 1 Miami -Dade County Public Works department DrawnDate WILLIAM RIVERA-PAZ 1117f2008 _ r NE 2 AV & NE 67 ST Checked _8- l 0►.J f27'-- 'bate Placed in SPrvICe ' Phasing No. � — Asset Number t M L, (<9' _Date 5 I S✓0 Y IB>' s. v. 1 6643 Ilzanm 2 Print Date: 6/27/2017 TOD Schedule Report for 4200: I- 95 SB&NW 62 St Print Time: 9:14 AM Asset 4200 Intersection I- 95 SB&NW 62 St Splits TOD TOD Active Active Schedule Op Mode Plan # Cycle Offset Settine PhaseBank Maximum DOW-3 N/A 0 0 N/A 0 Max 0 PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 WBT WBL EBT - SBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 sal* 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 WBT 0- 7- 7 0-12 -12 16- 7- 7 1 -0 - 1 15- 15- 52 0 -30-63 4 2 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- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 5 WBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 12 40 - 12 - 12 4 2 6 EBT 0- 7- 7 0-12 -12 16- 7- 7 1 -1 - 1 15- 15- 52 0 -30-63 4 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 - 7 - 7 0 - 12 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 45 - 30 - 54 55 - 54 - 40 4 2 Last In Service Date: unknown Permitted Phases 12345678 Default-23-56-8 External Permit 0-23--6-8 External Permit 1-23--6-8 External Permit 2-23--6-8 Page 1 of 2 Print Date: 6/27/2017 TOD Schedule Report for 4200: I- 95 SB&NW 62 St Print Time: 9:14 AM Current Cycle 1 2 - WBT Green Time 6 7 8 a Offset 3 4 5 WBL TOD Schedule Plan 1 60 0 32 0 0 4 22 0 16 0 25 2 85 0 42 0 0 7 29 0 31 0 22 3 105 0 66 0 0 11 49 0 27 0 44 4 115 0 67 0 0 9 52 0 36 0 46 5 105 0 60 0 0 7 47 0 33 0 42 8 115 0 70 0 0 9 55 0 33 0 34 9 95 0 65 0 0 4 55 0 18 0 25 10 95 0 60 0 0 7 47 0 23 0 17 11 115 0 70 0 0 9 55 0 33 0 34 12 115 0 67 0 0 9 52 0 36 0 46 13 115 0 67 0 0 9 52 0 36 0 31 16 125 0 66 0 0 11 49 0 47 0 52 18 115 0 70 0 0 9 55 0 33 0 49 25 150 0 99 0 0 14 79 0 39 0 45 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0630 TOD OUTPUTS 0800 TOD OUTPUTS 0900 TOD OUTPUTS 1430 TOD OUTPUTS 1600 TOD OUTPUTS 1800 TOD OUTPUTS Settings * Day of Week - 7----2- SuM T W ThF S M TWThF - 7---3-- M T W ThF - 7---3-- M T W ThF M T ThF - 7--4--- M T ThF - 7--4--- M T W ThF Local TOD Schedule Time 0000 0600 0630 0700 0800 0800 0900 1300 1415 1430 1430 1500 1515 1515 1600 1800 2200 Plan 10 5 3 16 5 Free 5 8 4 18 12 11 13 8 Free 5 9 DOW Su M T W Th M T W Th M T W Th M T W Th Su F S F F F S M T W Th F M T W Th F M T W Th F W MT ThF W W MT ThF W M T W Th F M T W Th F SuMTWThF S Local Time of Day Function Time Function 0000 TOD OUTPUTS 0630 TOD OUTPUTS 0800 TOD OUTPUTS 0900 TOD OUTPUTS 1415 TOD OUTPUTS 1430 TOD OUTPUTS 1500 TOD OUTPUTS 1600 TOD OUTPUTS 1800 TOD OUTPUTS Settings * Day of Week - 7----2- SuM T W ThF S M TWThF - 7---3-- M T W ThF - 7---3-- M T W ThF W M T ThF - 7----2- W - 7--4--- M T ThF - 7--4--- M T W ThF 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 tFZ. SIGNAL. OPERATING PLAN �- , c16/5/1/4: SIGNAL HEAD NUMBER .. PHASE INT 7 ,) C g 1 ?, f i' (__J..) ! <, I ii e,/4`-' \y) o `_, r �_-r-. .-.f..•r i., L. R/W. (:;" .., (k bLi) J)ui _ S ,.._... __ -- r r z� › () PED, CL. _fit i— r: _.7_, j i i• ,: i r ..3 i I.it.AI (... 2,, [.• (} Y i Nn ±:)t/J cr a lii 0 > j ` R/W t", P, 1 •\f V`! Pg �.. I PEG], CL. p R >I4 CLEAR TO [.i1})1. 1 R- 1 J i i j ':.4, E .- v la R/W ( T' P. [:"5 ljwavI._,_....... [ !) V IT 1 4c 1 ,; a c.s s i._ (.. (,',),,,) 1.1) •i. " \i)l?,f I6 `j IF/ W C.s am- �i \ JAil boJ z F CLEAR TO _5 Drown // I-/ f; N ,LLo.) •4J3�gS Date METROPOLITAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION ASSNO. j0uD Check Dote '//3 4( i... cis (e) 4 Nv.1 (oca 1 ...-..... Division Engineer Dole Placed in Service Phasing Number Die: 61 BBy: 514-05a if- 1 SIGNAL OPERATING PLAN 466 z ol z Ca& ve461\17- PeD SIGNAL HEAD NUMBER PHASE IN T 111 H2, 1-jAMI ( ) (.-/ I ) :'7 i' r = 1 1 . . . R/w G ,I, v,) w.../ _ ) FED. CL. ; 6. 4,' F . t,,,v 1,ki , CLEAR TO •-• ''' f l'' ?, i,r) j.fj) .6. Y t) III r., 111111111111111 6 11111111111111EMIIIIIL . .....> -- I '.._ •' ) •:-) i;/ !i. R/w p •,,, R 6, jx,:) ,,,,,) — ji I---- - PED. CL. i., L CLEAR TO ' }2, - c-- . V, Y 1)V'' tAd ill k R P {Y bk1 1,o i 11.111111.= I v A aut.% 'I 'i::' 1R/W . 1 - ._ R p, vi Nv.) FED. CI_ R W 5 td j. MI I i., Ell" - -- 1 11111111•111111111E II= R/w pED. eL iq L __ • .-.- cr ‹ w c) Drown d• FRAva i go Ai Date METROPOLITAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION i4/3/1s- [ASSET '---N Cy5ck Diate NO. 4,/, o o 3/94 I — 9 5 Ls i3) Division Engineer Date Placed in Service Phasing Number Dote : 6 5— By: .51-17,P4. Print Date: 6/27/2017 TOD Schedule Report for 4199: I- 95 NB&NW 62 St Print Time: 9:14 AM Asset 4199 Intersection I- 95 NB&NW 62 St Splits TOD TOD Active Active Schedule Op Mode Plan # Cycle Offset Settine PhaseBank Maximum DOW-3 N/A 0 0 N/A 0 Max 0 PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 EBL WBT NBT - EBT 0 0 0 0 0 0 0 0 s Active Phase Bank: T Phase Bank 1 sal* 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 15- 15 - 15 25 - 25 - 25 4 2 2 WBT 7 - 0 - 7 7 - 0 - 7 7 - 16 - 7 1 - 1 - 1 50 - 50 - 50 0 - 60 - 60 4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 NBT 7 - 0 - 7 17 - 0 - 17 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 30 - 30 70 - 40 - 40 4 2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 EBT 7 - 0 - 7 7 - 0 - 7 7 - 16 - 7 1 - 1 - 1 50 - 50 - 50 0 - 60 - 60 4 2 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 1234-6-- External Permit 0 -234-6-- External Permit 1 -234-6-- External Permit 2 -234-6-- Page 1 of 2 Print Date: 6/27/2017 TOD Schedule Report for 4199: I- 95 NB&NW 62 St Print Time: 9:14 AM Current Cvcle 1 EBL 2 WBT Green Time 7 8 - - Rina Offset Offset 3 4 - NBT 5 6 - EBT TOD Schedule Plan 1 60 0 17 0 31 0 17 0 0 0 18 2 85 0 36 0 37 0 36 0 0 0 22 3 105 6 51 0 30 0 63 0 0 0 39 4 115 0 51 0 52 0 51 0 0 0 47 5 105 14 41 0 32 0 61 0 0 0 29 6 125 14 51 0 42 0 71 0 0 0 52 7 125 9 61 0 37 0 76 0 0 0 106 8 115 9 51 0 37 0 66 0 0 0 23 9 95 6 41 0 30 0 53 0 0 0 4 10 95 6 41 0 30 0 53 0 0 0 4 11 115 6 53 0 38 0 65 0 0 0 45 12 115 6 53 0 38 0 65 0 0 0 49 13 115 6 51 0 40 0 63 0 0 0 23 16 125 9 57 0 41 0 72 0 0 0 58 18 115 9 53 0 35 0 68 0 0 0 49 25 150 9 61 0 62 0 76 0 0 0 106 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0800 TOD OUTPUTS 1430 TOD OUTPUTS 1515 TOD OUTPUTS Settings* Day of Week - 7 SuM T W ThF 1 MTWThF - 7 MTWThF 1 MTWThF - 7 MTWThF Local TOD Schedule Time 0000 0600 0630 0700 0800 0800 0900 1300 1430 1430 1500 1515 1515 1600 1800 2200 Plan 10 5 3 16 5 6 5 8 18 12 11 13 8 7 5 9 DOW Su M T W Th M T W Th M T W Th M T W Th Su F S F F F S MTWThF MTWThF MTWThF MT ThF W W MT ThF W MTWThF MTWThF SuMTWThF S Local Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0800 TOD OUTPUTS 1430 TOD OUTPUTS 1515 TOD OUTPUTS Settings* Day of Week - 7 SuM T W ThF 1 MTWThF - 7 MTWThF 1 MTWThF - 7 MTWThF 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 ..� � v �-► ,. F L F M 1 I I\ %3 i' SIGNAL HEAD NUMBER PHASE IN T 6 EEA Wbob ri RE cp LL ACT:)' R/.W. G 1�w 4w PED. CL. a U Y Y R W 1}w bw tw bw C, L.rst'IE PE 2< x< R/W IcZ PED, CL LJ 0 cb A R G bw pR R Dtv b �l 0 >' R/W PED. CL, R R . RRRR. v) W to Ac-Tv R , t5 !a: Dry {'c Neat GI0Kre: s� cPA R R g bid R R g DLO R/W PED. CL R R bLki 1]at Dfown fe ! !' /4/NIC1lj/r) 1026 Check Date Iva,' Dlvisian Engineer Date -4 METROPOLITAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION ASSET NO. /-7L•/1c1 (NB) J NvU 5cT 41(0. T Placed #n Service Date ; G ]By: Ho R Phasing Number ♦.I 1 _1 1 ht LJ 1 1 1 1 NI L3 1 1— Pv'3 l id 1he7e r U 0 SIGNAL HEAD NUMBER PHASE IN 1. 6 P2 PI. 4 (0 + �/, Rcc,-1 LL RAV G.. G. R G w bW z< R w W 7. cpr3 Y Y R )/ bilk) 11'' ar U -� y T ( 1 + G.,)CI_PED. 3 R/W — R R, G. w btu 1.... CI_ 1_ CLEAR TO q)c_ ` - R R Y bw Dv) 4 = R k G. bwb AL (/ATT1b R i w R ._ R 1iG s�,: y� PED, CI_ (R G- tu} 1— O OA R R ' R 1w kJ 1- IN u., d n � 1$ afER,)7,c,l R/w PE .cL CLEAR TO 111 Y Y � Y ,b0 Drown _ AO/NC/gm) Dote 1f%h METROPOLITAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION A3Ss 7 NO. 414 q CheckDate )` t)-5cT 4 !r 6),2 Pr Division Engineer Date Placed in Service Phasing Number Dale lb- By: -loll. it Print Date: 1/25/2016 TOD Schedule Report for 2080: NW 2 Av&NW 62 St Print Time: 9:12 AM Asset 2080 Intersection NW 2 Av&NW 62 St TOD TOD Active Active Schedule Op Mode Plan # Cycle Offset Settine PhaseBank Maximum DOW-2 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 EBL WBT SBL NBT WBL EBT NBL SBT 0 0 0 0 0 0 0 0 4.11. t wm* Active Phase Bank: Phase Bank 1 Phase Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red 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 15 - 15 - 15 3.7 2 2 WBT 7 - 0 - 7 12 - 0 - 12 7 - 16 - 7 1 - 1 - 1 38 - 46 - 37 0 - 37 - 37 4 2 3 SBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 15 - 15 - 15 3.7 2 4 NBT 7 - 0 - 7 12 - 0 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 36 - 30 38 - 35 - 35 4 2 5 WBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 15 - 15 - 15 3.7 2 6 EBT 7 - 0 - 7 12 - 0 - 12 7 - 16 - 7 1 - 1 - 1 38 - 46 - 37 0 - 37 - 37 4 2 7 NBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 15 - 15 - 15 3.7 2 8 SBT 7 - 0 - 7 12 - 0 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 36 - 30 38 - 35 - 35 4 2 Last In Service Date: unknown Permitted Phases 12345678 Default 12345678 External Permit 0 -234-6-8 External Permit 1 -234-6-8 External Permit 2 -234-6-8 Page 1 of 2 Print Date: 1/25/2016 TOD Schedule Report for 2080: NW 2 Av&NW 62 St Print Time: 9:12 AM Current Cvcle 1 EBL 2 WBT 3 SBL Green Time 6 EBT 7 NBL 8 SBT Ring Offset Offset 4 NBT 5 WBL TOD Schedule Plan 3 160 12 75 12 37 12 75 12 37 0 42 5 120 12 46 12 26 12 46 12 26 0 16 9 130 10 56 15 25 10 56 15 25 0 12 12 150 12 66 12 36 12 66 12 36 0 16 13 110 7 42 7 30 7 42 7 30 0 12 14 90 7 35 5 19 7 35 5 19 0 16 19 90 6 32 6 22 6 32 6 22 0 16 20 110 10 42 10 24 10 42 10 24 0 48 21 120 10 44 10 32 10 44 10 32 0 52 22 100 7 43 7 19 7 43 7 19 0 72 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0645 TOD OUTPUTS 0915 TOD OUTPUTS 1415 TOD OUTPUTS 1615 TOD OUTPUTS Settings* Day of Week - 7 SuM T W ThF S 1 MTWThF - 7 MTWThF 1 MTWThF - 7 MTWThF Local TOD Schedule Time 0000 0600 0600 0645 0915 1000 1000 1200 1300 1415 1615 1800 1900 2200 2200 Plan Free 3 19 Free 3 20 5 9 21 Free 12 22 13 14 Free DOW SuMTWThF S MTWThF Su S MTWThF MTWThF Su S MTWThF MTWThF Su S MTWThF MTWThF Su S MTWThF S MTWThF Su Local Time of Day Function Time Function 0000 TOD OUTPUTS 0645 TOD OUTPUTS 0915 TOD OUTPUTS 1415 TOD OUTPUTS 1615 TOD OUTPUTS Settings* Day of Week - 7 SuM T W ThF S 1 MTWThF - 7 MTWThF 1 MTWThF - 7 MTWThF 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 OPERATING PLAN Direction ER w3 SS -. ?R F-_.. Heads dN _ 5/2 2 318 J 8 7/4 1 A I P6 P2 P8 P4 Drawing Phase Head No. 1,6 1 6 I +11�; - wv' Ci 2—Sr (ACtuatecf) <G/R R R f R R i OW OW DW DW m 1 h6 a ,1R R # f <WR1 R I R 1 R R I R i DW DW DW DW Tr 1f6 5 s, (2+5) -<Y/R R I <G/R R R I R r R J R DW Dw DW DW r (2+6) :<YIR R I <YIR R R i R R I R DVV DVV DW DW R 1 R i R I R ' R! R DW DW DW DW fL (1+6) EL % Es Ac#uatea-..- Dwelt '<GlG G C (2+6) <YFG G R R T R I R R I R OW OW DW DW 1:4"----)11 Ga v3L ,(2r ) ow W f2-2.5-r (Actuated) Dwe#i R 'R 1 <G/G1 G . R R [ R R _ DW DW DW DW ,r <YIGI G R I R R R OW DW OW ❑W c (2+6) R 1 R 1 1 1 I 1 ' (2+6) W T3 E x tk7 fa Z. T (Recall) Dwell G G G GI R_ R; R R _ DW DW DW DW (3+7) Y 1 Y Y, Y 1 ,v R i R r€ R R DW DW DW DW (3+8) Y J Y Y Y R 1 R! R R 1 DW cw DW DW 2'r e (4+7) Y Y 1 YY 1 #1 R 1 R 1 R R OW OW DW DW { J il0 7g ,� f f (4+8) E Y I Y 1 Y I Y F R IR i R I R I DW DW DW DW --.- -y`r (n ! "- Xped Y Y YIYI R 1t R I R Fi. [ DW DW DW DIN Xped (Actuated) Dwell R 1 Ft 1 R I R R R J RR R VV/F ^W/F W/F �4 W/F i — -- 'rZ J C ALL R R R 1 R R R R R .1 DW' DW DW DVV_,ep P+ 1 I I 1 1 1 f e t —y (3+7) h1i r rra t L]wei# R R _ R R <GJR R <3/R R DW DW DW DW ■ (3+8)� R R r R l R <GIR[ R <Y/RF R DW DW DW DW Q Ni Av (Actuated) (Actuated) • (4w7) Nu) Z1V (Actuated) (4+8) rim ) (4+7) (1+6) Dmveii (2+6) R R Dwell R R (1+5) e (2+5) <W R <YFRI r2 <WRN R <YIR R ‹WR R <YIR[ R 1 <YFR1 R <YFR R R . R DW DW DW DW DW DW DVd Dw OW DW DW DW DW DW DW DIN OW DW DW ©W DVV DW DVV ow DW DW DW DVV DW DLV DW DW DW DW Dw DW DW OW DVV DW DVV OW DW <Y/GI G OW DW DW DW Y DW DW DW DW Y DW OW DW DW Y DW DW DW IOW <Y/Yl Y ) DW OW DW DW (2+6) R J R R F R 1 Y f Y T Flashing Operation .awn 3ecked FY F`71 FR FR 1 FR 1 FR Miami -Dade County Public Works Department Date ! ©z N kk) A v t 6 z 5 T Date Placed iri Service Phasing No. By '11.dP Asset Number 2.oEo c C H O • Print Date: 5/22/2016 TOD Schedule Report for 2079: N Miami Av&N 62 St Print Time: 2:02 AM TOD TOD Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine 2079 N Miami Av&N 62 St DOW-1 N/A 0 0 N/A Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 NBL SBT EBL WBT SBL NBT WBL EBT 0 0 0 0 0 0 0 0 41 4." t Active Phase Bank: Phase Bank 1 Phase Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red 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 - 10 - 10 15 - 15 - 15 4.4 2 2 SBT 7 - 0 - 7 16 - 0 - 16 7 - 16 - 7 1 - 1 - 1 35 - 75 - 35 0 - 50 - 50 4.4 2 3 EBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 18 - 12 - 18 30 - 30 - 30 3.7 2 4 WBT 7 - 0 - 7 16 - 0 - 16 7 - 7 - 7 2.5 -2.5 - 2.5 25 - 36 - 25 35 - 35 - 35 4 2 5 SBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 15 - 15 - 15 4.4 2 6 NBT 7 - 0 - 7 16 - 0 - 16 7 - 16 - 7 1 - 1 - 1 35 - 75 - 35 0 - 50 - 50 4.4 2 7 WBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 18 - 12 - 18 30 - 20 - 30 3.7 2 8 EBT 7 - 0 - 7 16 - 0 - 16 7 - 7 - 7 2.5 -2.5 - 2.5 25 - 36 - 25 35 - 35 - 35 4 2 Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default 12345678 External Permit 0 -234-6-8 External Permit 1 -234-6-8 External Permit 2 -234-6-8 Page 1 of 2 Print Date: 5/22/2016 TOD Schedule Report for 2079: N Miami Av&N 62 St Print Time: 2:02 AM Current Cycle 1 NBL 2 SBT 3 EBL Green Time 6 NBT 7 WBL 8 EBT Ring Offset Offset 4 WBT 5 SBL TOD Schedule Plan 3 160 12 80 12 32 12 80 12 32 0 138 5 120 12 45 12 27 12 45 12 27 0 27 9 130 10 55 15 26 10 55 15 26 0 54 12 150 12 60 18 36 12 60 18 36 0 98 13 110 7 45 10 24 7 45 10 24 0 52 14 90 7 29 7 23 7 29 7 23 0 2 19 90 7 29 7 23 7 29 7 23 0 0 20 110 10 40 10 26 10 40 10 26 0 24 21 120 12 42 12 30 12 42 12 30 0 18 22 100 7 39 7 23 7 39 7 23 0 44 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week -7 SuM T W ThF S Local TOD Schedule Time 0000 0600 0600 0645 0915 1000 1000 1200 1300 1415 1615 1800 1900 2200 2200 Plan Free 3 19 Free 3 20 5 9 21 Free 12 22 13 14 Free DOW SuMTWThF S MTWThF Su S MTWThF MTWThF Su S MTWThF MTWThF Su S MTWThF MTWThF Su S MTWThF S MTWThF Su Local Time of Day Function Time Function 0000 TOD OUTPUTS 0645 TOD OUTPUTS 0915 TOD OUTPUTS 1415 TOD OUTPUTS 1615 TOD OUTPUTS Settings * Day of Week - 7 SuM T W ThF S 1 MTWThF - 7 MTWThF 1 MTWThF - 7 MTWThF 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 TRAP'Fle SIGNAL INURVAI. DI SIGNAL HEAD NUMaER RED HA PHASE ENT E 2 3 4 f 5 7 5 9 • 12 R2-11:14! STRIAlti • , fikifiteR sPol. ,•DW C1._ fE I N IMAM/ AV i 10f 46 +- R R R ' Y R I R R • 1 r• DW '.01., ' N-5 LEADS i .:0211...„ Y . R ft R (-- R R R DYi_c94/ 3 • ._.- 1 52.6 ..Y R R It Y'RR R . -I - • - 1 -::-{ -= ,..,=,, I .„,„ jo . .t. ' :4-1 • 1 .* iACTUAT ED) 0144 R/W R R R R • G I•R f/ • • OW- Di. NIALShit AV 02.6Y RR R R G R l Div OW INgfi-TH ENO . • . • .^ .... tACTILIM 02 e.5 fre R G R R R R • • ' • - • ' • • • N ME AM AV 02+6RORRYRRR S0{.}78 BND • (ACTUATED) 162+6 N MIAMI AV 14- 3 I% MEI 1 ir41-0 OW DWIpvcpw, {OM Er • DW 13W OW.PW1 Le- P7T k•[ )1c, ) ... .. ... R OGRROGR R EXC. y yR R yED.R.R.R.ft R R R Ft .5347 FYi itli R ft R R F.• 0348 'Ft 4 • g 04+7 4 g 2 041-8 YR. fi R R Y Y R Ft OW' DW•E Fitik . OW EDW. OW OW DIN ite4,.: ,.-..., ,,,,r....-.......:...., n0 • 1 . F- 7 - 'ff 1W - ' PED. CE - --,•-r---,i,.i,-,..-,--+1,..1-..,-,•-{ 010348 R R RRRRR OW DW fq „, DAV I-DSY ; OWDW ! A 0 3+7 R•R R•Ft RIR,R,R ExcLusnee PEDESTRIAN {AC/MATED) 044-7 R HR•8 R R R .0-44-BRIRR RR.RRR ••;§1-1- 5R R RR 01+6 RR R R RiR•R R Ft R R R ft R R 02*6FIRRRRtRRR DW ow OW OW DW DIV OW 4I 1,--.111 OW DW 1WDW L —vfig DWPW OW ; DW • W DW • -•• • E I1L I [I) Of Olin .4-. z . Apt:14144e DON 3474 ta1ltegioinli1M0 DEPARTMENT OF TRAP F:ItANDrJR 'aititirt A'NS PO RTAT 10 N / tiSSET NO= 3243,7 J cheek eeel-- rio t• 1 JD/ 87# A24,0,21 .41,4` , , ev) it 1.4 a2 .vmEzr oil/Ear i Ar 2 Division ertg lour Dot i Psod In Sarvico 7 • PRottiog *Oar 'It I BY: 6wilR.Aak 4j .°h141:Aga ‘....... TRAFFIC SIGNAL INTERVAL DIAGRAMS R RY R 4f6' R R Y R RR Y R 02r5 R_ R ;. Y RRR Y R ilE2+B R ERY R ' Y f R =MY fir' ;V 1 'Ia' Maga NI MINNIXINNIMODEOCCIO 11111011111111111161.141.11111111111101120561'.1.,,9.- METROPOLIT-IN ADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION Division Enp'insir Print Date: 5/15/2016 TOD Schedule Report for 2110: NE 2 Av&NE 61 St&NE 62 St Print Time: 2:01 AM TOD TOD Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine 2110 NE 2 Av&NE 61 St&NE 62 St DOW-1 N/A 0 0 N/A Splits PH 1 PH PH PH 4 PH PH 6 PH 7 PH 8 SBT EBL WBT - NBT WBL EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 t wm* 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 28 - 28 - 28 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 44 - 44 4 2 3 EBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 12 - 12 - 12 20 - 20 - 20 3.7 2 4 WBT 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 2.5 - 2.5 - 2.5 20 - 20 - 20 40 - 30 - 30 4 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 28 - 28 - 28 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 44 - 44 4 2 7 WBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 12 - 12 - 12 20 - 20 - 20 3.7 2 8 EBT 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 40 - 30 - 30 4 2 Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default-234-678 External Permit 0 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Page 1 of 2 Print Date: 5/15/2016 TOD Schedule Report for 2110: NE 2 Av&NE 61 St&NE 62 St Print Time: 2:01 AM Current Cycle 1 2 - SBT 3 EBL Green Time 6 NBT 7 WBL 8 EBT Ring Offset Offset 4 WBT 5 - TOD Schedule Plan 2 90 0 44 9 19 0 44 9 19 0 50 3 120 0 54 14 34 0 54 14 34 0 27 4 100 0 51 9 22 0 51 9 22 0 30 6 110 0 59 10 23 0 59 0 39 0 6 8 120 0 59 14 29 0 59 14 29 0 87 11 120 0 59 14 29 0 59 14 29 0 87 13 100 0 44 14 24 0 44 14 24 0 85 14 100 0 44 14 24 0 44 14 24 0 85 19 100 0 49 14 19 0 49 14 19 0 57 20 90 0 44 9 19 0 44 9 19 0 79 21 110 0 59 14 19 0 59 14 19 0 91 22 90 0 44 9 19 0 44 9 19 0 13 24 100 0 51 9 22 0 51 9 22 0 30 25 105 0 44 15 28 0 44 15 28 0 42 26 90 0 39 14 19 0 39 14 19 0 44 27 105 0 53 9 25 0 53 9 25 0 38 28 105 0 53 9 25 0 53 9 25 0 42 29 120 0 53 16 33 0 53 16 33 0 0 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings* Day of Week SuMTWThFS Local TOD Schedule Time Plan DOW 0000 Free M T W Th F 0000 Free Su S 0600 2 M T W Th F 0700 3 M T W Th F 0700 19 Su S 0900 24 M T W Th F 1100 20 Su S 1400 21 Su S 1400 11 M T W Th F 1900 14 M T W Th F 1900 22 Su S 2300 Free Su S 2300 Free 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 Page 2 of 2 SIGNAL OPERATING PLAN Direction • SB NB EB WB Red Heads ,riling Phases Head No. (2 + 6) NE 2 AVE NB & SB (RECALL) Dwell 2 6 3/8 8 417 R R 4 P2 P6 P4 R W/F W/F DW P8 Mcvements/Display/Actuata0E1 DW A P2 a a a (3+7) DW DW ❑W DW (3 + 8) Y (4 + 7) Y (4 + 8) DW DW ❑W DW DW DW DW OW DW (3 + 7) NE62 ST EBL & WBL (ACTUATED) (3+8) NE 62 ST EEL & EBT (ACTUATED) Dwel (3+8) R1<G Fi1<G R R1<G R RJ<Y R DW DW OW DW DWI DW DW DW DW DW DW 2 (4 + 7) RJczY R RI<G (4 + 8) R (2 + 6) R RJ¢Y RJ<Y RJ<Y R RkY DW DW DW DW DW OW DW OW OW DW DW DW Dwell GkG DW DW DW WI a (4 + 8) (2+6) GI<Y YI.Y R DW ❑W OW DW DW DW ©W DW (4 + 7) NE 62 ST WEL& WBT (ACTUATED) (4 + 8) NE 62 ST WBT & EBT (ACTUATED). Dwell R GkG G DW DW W/F DW (48) (2 + 6) a R R R G1¢Y R R Y1<Y G DW DW DW Y DW DW DW DW OW 3/8 6 P6 r—C1 714 318 P4 -44 P8 4 7/4 Dwell a (2 + 6) G DW DW WIF'WI Y DW DW DW DW P4 44- ❑ 3/8* j❑'� r^ ( 3 7/4 P8 Owe Flasi•+irlg operation Drawn RAUL CAIRAZA Decked FY T FY FR FR FR FR Page 1 Miami -Dade County Public Works Department Dale 1 01221201 0 NE2AVE&NE62ST Date Placed in Service - Phasing No. LIV1/iI Date li/i/i! IBy 5 Asset Number 2110 Blank12 Print Date: 5/15/2016 TOD Schedule Report for 4778: NE 4 Ct&NE 62 St Print Time: 2:06 AM TOD TOD Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine 4778 NE 4 Ct&NE 62 St DOW-1 N/A 0 0 N/A Splits PH 1 PH 2 PH 3 PH PH PH 6 PH 7 PH WBT - NBT - - - SBT 0 0 0 0 0 0 0 0 Active Phase Bank: T 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 WBT 0 - 7 - 7 0 - 8 - 8 16 - 7 - 7 1 - 1 - 1 20 - 20 - 40 0 - 45 - 45 4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 NBT 0 - 7 - 7 0 - 8 - 8 10 - 10 - 10 2.5 -2.5 - 2.5 16 - 38 - 16 65 - 65 - 65 4 2.3 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 0 - 7 - 7 0 - 8 - 8 10 - 10 - 10 2.5 -2.5 - 2.5 16 - 38 - 16 65 - 65 - 65 4 2.3 Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default-234---8 External Permit 0 External Permit 1 External Permit 2 Page 1 of 2 Print Date: 5/15/2016 TOD Schedule Report for 4778: NE 4 Ct&NE 62 St Print Time: 2:06 AM Current Cycle 1 2 - WBT Green Time 6 7 8 SBT Rina Offset Offset 3 4 - NBT 5 - TOD Schedule Plan 1 105 0 45 0 48 0 0 0 48 0 50 2 90 0 30 0 48 0 0 0 48 0 48 3 60 0 24 0 24 0 0 0 24 0 36 5 80 0 20 0 48 0 0 0 48 0 51 6 80 0 24 0 44 0 0 0 44 0 50 7 80 0 24 0 44 0 0 0 44 0 54 8 90 0 35 0 43 0 0 0 43 0 54 10 105 0 40 0 53 0 0 0 53 0 51 16 105 0 39 0 54 0 0 0 54 0 50 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS Settings * Day of Week - 7---3-- SuM T W ThF S - 7 1 Su S Local TOD Schedule Time 0000 0000 0600 0700 0700 0900 1330 1530 1630 1900 2300 2300 Plan Free Free 3 6 5 3 8 3 7 3 Free Free DOW MTWThF Su MTWThF MTWThF Su Su MTWThF MTWThF MTWThF MTWThF MTWThF MTWThF Local Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0700 TOD OUTPUTS 0900 TOD OUTPUTS 1330 TOD OUTPUTS 1500 VEH RECALL 1530 TOD OUTPUTS 1900 VEH RECALL 2300 TOD OUTPUTS Settings * Day of Week - 7---3-- SuM T W ThF S M TWThF - 7 1 Su S - 7 1 MTWThF M TWThF 8---4--- M T W ThF - 7 1 MTWThF M TWThF - 7---3-- M T W ThF 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 OPERATING PLAN D i r e c t o n ws NB SB Ped Heads U N Timing Phases Head No. 1 2 . , 8 4 , P6 P2 — P4 P8 MovementsfOispIaylActuatfort __... [ Dwell , . . . C _ n• . 1 ! 1 e r . c ' (2) WB & PE. RECOVERY NW 12 AV (RECALL) Dwelt .., 1 G R R DVV DW DW DW 2 c .., XPED Y R R DVV DW DW DW N. -,..N. ,,...'N „IN \:-.. 1 I 4+8 1 Y R R DVV DW DW DW, a P4 thlikti 1 Y R R DW DW DW DW ' . , . - X-PED (ACTUATED) Dwell 1 R - R R W/F W/F W/F W/F P2 C) P8 P4 0 P6 c 4+8 R R R DW DW DW DW 2+6 R R R DW DW DW DW a PE DWELL R R R DW DW DW DW Owell I ; c [ . : e a , i r . t c , , .. (4+8) N/SB & P.E. DWELL NE 4 CT (ACTUATED) Ow er[ R ! G G DW DW DW DW ri 1. 8 . L...) L....i 2+6 R Y : Y DW DW DW DW t PF. Ri;COV R. ' Y Y DW DW DW DW e a i . 1 ' .• . . . . ! ; Dwell .. . c PEDS HAVE A DUAL MODE OPERART1ON; CONCURRENT OR EXCLUSIVE, SEE TIMING. SHOWN HERE IS THE EXCLUSIVE ONLY i Flashing Operation FY 1 FR F1R Page 1 of 1 Miami -Dade County Public Works Department Designed by: Ra 1 ey- ri a yl de- 7,3/4/i -Date - o -, NE 4 CT & NE 62 ST Checked by: _Date I Pl_aced in SeNiCe . Phasing No. Asset Number Date 40/ ID IBY 1—.6 2 4778 Biank12 Print Date: 9/1/2017 TOD Schedule Report for 4777: US 1 &NE 62 St Print Time: 2:03 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine PhaseBank Maximum 4777 US 1&NE 62 St DOW-6 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 NBL SBT WBT - NBT - 0 0 0 0 0 0 0 0 by Active Phase Bank: Phase Bank 1 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 NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 15 - 15 - 15 4 2 2 SBT 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 1 - 1 - 1 50 - 50 - 50 0 - 50 - 50 4 2.5 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 12 - 12 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 18 - 7 - 7 42 - 30 - 30 4 2.4 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 12 - 12 - 12 7 - 7 - 7 1 - 1 - 1 50 - 50 - 50 0 - 50 - 50 4 2.5 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 12-4-6-- External Permit 0 External Permit 1-2-4-6-- External Permit 2-2-4-6-- Page 1 of 3 Print Date: 9/1/2017 TOD Schedule Report for 4777: US 1 &NE 62 St Print Time: 2:03 AM Current Cvcle 1 NBL 2 SBT Green Time 6 NBT 7 8 - - Rina Offset Offset 3 4 - WBT 5 - TOD Schedule Plan 1 110 9 56 0 27 0 71 0 0 0 36 2 120 13 59 0 30 0 78 0 0 0 10 3 100 9 46 0 27 0 61 0 0 0 22 4 120 9 66 0 27 0 81 0 0 0 46 5 130 12 70 0 30 0 88 0 0 0 6 6 120 6 69 0 27 0 81 0 0 0 118 7 105 6 54 0 27 0 66 0 0 0 2 8 140 6 89 0 27 0 101 0 0 0 88 9 120 12 60 0 30 0 78 0 0 0 32 10 90 8 37 0 27 0 51 0 0 0 88 11 125 8 71 0 28 0 85 0 0 0 26 12 105 6 54 0 27 0 66 0 0 0 8 13 125 8 71 0 28 0 85 0 0 0 38 14 130 6 79 0 27 0 91 0 0 0 90 15 140 8 81 0 33 0 95 0 0 0 8 16 105 6 54 0 27 0 66 0 0 0 98 17 130 9 64 0 39 0 79 0 0 0 78 18 130 6 79 0 27 0 91 0 0 0 90 19 150 8 97 0 27 0 111 0 0 0 90 20 160 9 94 0 39 0 109 0 0 0 108 21 120 8 69 0 24 0 83 0 0 0 8 22 75 0 69 0 0 0 69 0 0 0 0 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings* Day of Week SuMTWThFS Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0600 10 Su S 0600 2 M T W Th F 0800 1 Su S 1000 1 M T W Th F 1130 4 M T W Th F 1330 9 M T W Th F 1500 5 M T W Th F 1900 3 M T W Th F 2200 10 Su M T W Th F S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings* Day of Week SuMTWThFS * 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 3 TOD Schedule Report Print Date: for 4777: US 1 &NE 62 St Print Time: 9/1/2017 2:03 AM No Calendar Defined/Enabled Page 3 of 3 { SIGNAL OPERATING PLAN Signal Head Number ati Phase as NBLT t6 AcluA Sy Li. a+c, OS± N34s13 RECALL ClearTa J t� ' P2 P14. P6 R ow bw • bw R/W R R &� _R G- Aw Dw bv) . Dw R!W G r 0.4 Y.Y Y ► r R ,G R Y, R Doi ow €}w bw bw bw ,nw DW, tw bw DW Dv+, AAA ExC.usiVE fl. Ae:TUATE D Pz) ftg,, Ps rw RA el. R R R R R YY YY DIY w FAN FIONA FLM1Lbw •R R R R R R R R R,P. bW,Dw b'J bV bw1)Whw b j J bw, Drawing R/W R R R Y R Y R� tW bw tiva bto h ,b bu) R/W ti Flashing Operation Drawn FI • 1~RANc1 J10.) Check -4.NE ...6,-Jpt;i, FY FY. FikFY Miami -Dade County Public Works Department Date 2 iii)lao o to 21140 o Us �. � NE Placed in Service Date Z4z)00 By SHo' ,i1 Phasing Number z ih !eh 5'4it-ze Sheet 4, of '1 Asset Number 4.777 Print Date: 5/15/2016 TOD Schedule Report for 2111: NE 4 Ct&NE 61 St Print Time: 2:01 AM TOD TOD Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine 2111 NE 4 Ct&NE 61 St DOW-1 N/A 0 0 N/A Splits PH 1 PH 2 PH 3 PH PH PH 6 PH 7 PH NBT - EBT - SBT 0 0 0 0 0 0 0 0 Active Phase Bank: T Phase Bank 1 sal* 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- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 NBT 0 - 7 - 7 0 - 8 - 8 10 - 10 - 10 3 - 3 - 3 12 - 12 - 12 55 - 55 - 55 4 2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 EBT 0 - 7 - 7 0 - 8 - 8 16 - 7 - 7 1 - 1 - 1 22 - 22 - 22 0 - 32 - 30 4 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 - 7 - 7 0 - 8 - 8 10 - 10 - 10 3 - 3 - 3 12 - 12 - 12 55 - 55 - 55 4 2 Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default--34-6-8 External Permit 0 External Permit 1 External Permit 2 Page 1 of 2 Print Date: 5/15/2016 TOD Schedule Report for 2111: NE 4 Ct&NE 61 St Print Time: 2:01 AM Current Cycle 1 2 Green Time 7 8 - SBT Ring Offset Offset 3 4 - NBT 5 6 - EBT TOD Schedule Plan 1 105 0 0 0 49 0 44 0 49 0 54 2 90 0 0 0 49 0 29 0 49 0 47 3 60 0 0 0 24 0 24 0 24 0 41 5 80 0 0 0 49 0 19 0 49 0 50 6 80 0 0 0 44 0 24 0 44 0 55 7 80 0 0 0 44 0 24 0 44 0 59 8 90 0 0 0 44 0 34 0 44 0 53 10 105 0 0 0 55 0 38 0 55 0 56 16 105 0 0 0 57 0 36 0 57 0 57 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS Settings* Day of Week - 7---3-- SuM T W ThF S - 7 1 Su S Local TOD Schedule Time 0000 0000 0600 0700 0700 0900 1330 1530 1630 1900 2300 2300 Plan Free Free 3 6 5 3 8 3 7 3 Free Free DOW MTWThF Su MTWThF MTWThF Su Su MTWThF MTWThF MTWThF MTWThF MTWThF MTWThF Local Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0700 TOD OUTPUTS 0900 TOD OUTPUTS 1330 TOD OUTPUTS 1530 TOD OUTPUTS 1600 VEH RECALL 1900 VEH RECALL 2300 TOD OUTPUTS Settings* Day of Week - 7---3-- SuM T W ThF S M TWThF - 7 1 Su S - 7 1 MTWThF M TWThF - 7 1 MTWThF 8---4--- M T W ThF M TWThF - 7---3-- M T W ThF 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 TRAFFIC SIGNAL INTERVAL DIAGRAMS PHASE TNT SIGNAL HEAD NUMBER 1 2 6 N£ Err ST E END. R/W lr It r� 64'8 { 1{ ]( I•Fr) I !I.Y'( !(R)i '{ 7— 3 4 6 6 7 8 9 10 11 12 i )( RAW EXCr,.t1514£ PEo:CL PEDESTRIAN 4F8 reaturtainl 4-r8 NE 4 CT N-& ' SACTUAYED1 06 )(G )CRC. )(10 I• G R G! IRi Y RE : RIAN Rg4.: METER P2 P4 356 'A8 • - 1 ; • I Pd� . MODE. ix- P6p 1 OIN) • 1_ ASE EwT r 2 3 4 6 6 7 8 8 NE 8I ST E END- • Rl1Y ( I�'(R)()(Gdd R' i { r 41 _41. —}(� • }s t�4f 04[9 R l )1Y l ]tR t 9 10 ii r12 P2 1( )0(—),(16, l It }l{ }� ')(1) ,1 , yIT()c ' P4 PS • tma • CP6 #76 filvo NE 4 CT 106 N-S IACTuArED] G R € G OW i1Al'rDW: or" Y z. X, R Y DW `IW14pw,A '] I k1 1 1l )k I i 1 , .. 1( i ](-.) palt.4,0.04 (E..c. 0 '( _. \�.. ii' r a Drown Check ate /46 Division Engineer Dot• � y 1 1 I.. r I^ lq r l METHOPOUTAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION ASSET NO$ a2/// P2� 13)Gt [7. aC§i PE! —71 ft VE cr c/ sr/may' PA 44 I off- 2 PI Deli to Ssrvlee Dais: 36 06 lay: Cost RGTd Phas€4 Nwnber REVtSfr" I TRAFFIC SIGNAL. INTERVAL DIAGRAMS 61E130 RAILROAD PRK-CliiiMilit I'. CLEAR T4 JRAII PASSA TRAIN PASSAGE (DWELL) 06 111 -1 Co atC 'ei ' •4...L.' ,A. .- ''.,M "VIA ..—.� ,...a ..� - .► 4 • • RID "Til Drawn e.. G .ReepaE ate Chick Date 3 !+w DIMi Cali Englmiiir Da to METROPOLITAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION ASSET NO= 32//f NE ¢ cT. ' 4"I 9z'rrer P.46,02op- 2 Placid In Service Date: 3f4' 'By: eseMinES44700,e Phostni Number 4- Print Date: 9/1/2017 TOD Schedule Report for 2109: US 1 &NE 61 St Print Time: 2:00 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine PhaseBank Maximum 2109 US 1&NE 61 St DOW-6 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBT - SBL NBT WBT EBT 0 0 0 0 0 0 0 0 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 7 - 0 - 7 10 - 0 - 10 7 - 18 - 7 1 - 1 - 1 46 - 50 - 40 0 - 50 - 40 4 2 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- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 5 SBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 15 - 7 15 - 15 - 15 4 2 6 NBT 7 - 0 - 7 10 - 0 - 10 7 - 18 - 7 1 - 1 - 1 46 - 50 - 40 0 - 50 - 40 4 2 7 WBT 7 - 0 - 7 12 - 0 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 7 - 18 - 7 35 - 33 - 35 4 2.5 8 EBT 7 - 0 - 7 12 - 0 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 25 - 20 - 7 35 - 35 - 35 4 2.5 Last In Service Date: unknown Permitted Phases 12345678 Default-23-5678 External Permit 0 External Permit 1 -23--678 External Permit 2 -23--678 Page 1 of 2 Print Date: 9/1/2017 TOD Schedule Report for 2109: US 1 &NE 61 St Print Time: 2:00 AM Current Cycle 1 2 - SBT Green Time 6 NBT 7 WBT 8 EBT Ring Offset Offset 3 4 5 - SBL TOD Schedule Plan 1 110 0 52 0 0 9 37 20 20 0 28 2 120 0 59 0 0 8 45 17 26 0 16 3 100 0 46 0 0 9 31 18 18 0 12 4 120 0 62 0 0 9 47 20 20 0 36 5 130 0 75 0 0 7 62 16 21 0 2 8 140 0 87 0 0 6 75 15 20 0 10 9 145 0 60 0 0 8 46 11 56 0 16 10 90 0 41 0 0 9 26 16 15 0 82 13 125 0 72 0 0 6 60 15 20 0 104 14 130 0 73 0 0 6 61 15 24 0 82 15 140 0 91 0 0 6 79 15 16 0 78 16 105 0 56 0 0 6 44 15 16 0 48 17 130 0 68 0 0 9 53 12 32 0 74 18 130 0 69 0 0 6 57 10 33 0 78 19 150 0 101 0 0 6 89 15 16 0 6 20 160 0 98 0 0 9 83 13 31 0 104 21 120 0 71 0 0 6 59 10 21 0 6 22 145 0 60 0 0 8 46 11 56 0 16 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0900 TOD OUTPUTS 1300 TOD OUTPUTS 1500 TOD OUTPUTS Settings* Day of Week - 7 SuM T W ThF S 2- MTWThF - 7 MTWThF 2- MTWThF - 7 MTWThF Local TOD Schedule Time 0000 0600 0600 0700 0800 0900 1000 1130 1300 1500 1900 2200 Plan Free 10 2 22 1 2 1 4 9 5 3 10 DOW SuMTWThF S Su S MTWThF MTWThF Su S MTWThF MTWThF MTWThF MTWThF MTWThF MTWThF SuMTWThF S Local Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0900 TOD OUTPUTS 1300 TOD OUTPUTS 1500 TOD OUTPUTS Settings* Day of Week - 7 SuM T W ThF S 2- MTWThF - 7 MTWThF 2- MTWThF - 7 MTWThF 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 OPERATING PLAN Direction SN ... NB EB WE Ped Heads • Li N Timing Phases Head No. = 5/2 2 6 8L 8 4L I 4R P2 P4 P6 P8 MOveMents/Display/Actuation (245) SBLT US 1 (ACTUATED) Dwell <G/G G I R R :: R R I RiG> DW DW DW DW 2 L__ 4_..R.---0 I.- 5/2 c (2+6) . <Y/G G I R R HR R i R/Y> DW DW DW DW e 1 ; a r i i • I . . 1 1 . , (2+6) N1SB (RECALL) Dwell G G ! G R R R I R DW DeDW DW v . - —4- 2 5/2 6 c XPED Y , I Y 1G RIR R R DWOWDWDW i 8 Y Y 1 G R I R R I R DW DW DW DW a 7 Y Y G R R R 1 R DW DW DW DW . . , , i I I I . . . ... X-PED — Dwell R R . R i R I R R I R VW: WiF WIF W/F r "C) : P4 6 P2 P6 0 : P8 L 0 c 8 RIR RRIR R I R DW DW DW DW 7 R IR R R R I R OW DW DW DIN 0 . 2+5 R 1 R R R R R R DW DW DW OW r 2+6 R R R R I R R 1 R DW DW DW DW i c . • , . t . ' , 8 EB NE 61 ST (ACTUATED) Dwell R i R R <GIG I G R 1 R DW DW DW DW 8L c 7 • R R R Y Y R 1 R DW DW DW DW 2+5 R ! R ' R Y • Y R R DW DW DW DW . 2+6 R 1 R : R Y Y R R DW DW DW DW r , . 8 0 . . , . 7 WB NE 61 ST (ACTUATED) DweiE iR1R I R R 1 R <G/G 1 G -DW—DW DW DW 4R i., c 2+5 [ R I R I R R I R YIY DW DW DW DW (-------0 4L 4 i 2+6 R I R R R R Y 1 Y DW DW DW DW a : . , o • . ! ' . • . . Dwell A. 0 i - —PEDS HAVE A DUAL CONCURRENT OR SHOWN HERE IS MODE OPERARTION! EXCLUSiVE, SEE TIMING. THE EXCLUSIVE ONLY e a t a Flashing Operation FY I FY I 1 FY I FR 1 FR I FR I FR I _Page 1 of 1 Miami -Dade County Public Works Department Designed by: WILLIAM RIVERA PAZ Date 10/5/2010 US 1 & NE 61 ST Checked by: Datq koto I Placed in Service Phasing No, Asset Number Date oil abi /I IBy SHOP 7 21 Ci9 Slank12 Print Date: 5/15/2016 TOD Schedule Report for 2108: NE 2 Av&NE 59 St Print Time: 2:01 AM TOD TOD Asset Intersection Schedule Op Mode Plan # Cycle Offset Settine 2108 NE 2 Av&NE 59 St DOW-1 N/A 0 0 N/A Splits PH 1 PH 2 PH 3 PH PH PH 6 PH 7 PH 8 SBT - WBT - NBT - EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 T sal* 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 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 40 - 40 - 40 0 - 40 - 40 4 2 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 15 - 15 - 15 65 - 30 - 30 4 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 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 40 - 40 - 40 0 - 40 - 40 4 2 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 15- 15- 15 65-30-30 4 2 Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default-2-4-6-8 External Permit 0 External Permit 1 External Permit 2 Page 1 of 2 Print Date: 5/15/2016 TOD Schedule Report for 2108: NE 2 Av&NE 59 St Print Time: 2:01 AM Current Cvcle 1 2 SBT Green Time 6 NBT 7 8 - EBT Ring Offset Offset 3 4 - WBT 5 - TOD Schedule Plan 2 90 0 39 0 39 0 39 0 39 0 74 3 120 0 54 0 54 0 54 0 54 0 63 4 100 0 44 0 44 0 44 0 44 0 19 6 110 0 56 0 42 0 56 0 42 0 6 8 120 0 54 0 54 0 54 0 54 0 73 11 120 0 54 0 54 0 54 0 54 0 73 13 100 0 44 0 44 0 44 0 44 0 0 14 100 0 44 0 44 0 44 0 44 0 0 19 100 0 44 0 44 0 44 0 44 0 0 20 90 0 39 0 39 0 39 0 39 0 44 21 110 0 49 0 49 0 49 0 49 0 11 22 90 0 39 0 39 0 39 0 39 0 0 24 100 0 44 0 44 0 44 0 44 0 19 25 105 0 70 0 23 0 70 0 23 0 68 26 90 0 55 0 23 0 55 0 23 0 58 27 105 0 70 0 23 0 70 0 23 0 52 28 60 0 25 0 23 0 25 0 23 0 0 29 105 0 70 0 23 0 70 0 23 0 68 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings* Day of Week SuMTWThFS Local TOD Schedule Time Plan DOW 0000 Free M T W Th F 0000 Free Su S 0600 2 M T W Th F 0700 3 M T W Th F 0700 19 Su S 0900 24 M T W Th F 1100 20 Su S 1400 21 Su S 1400 11 M T W Th F 1900 14 M T W Th F 1900 22 Su S 2300 Free Su S 2300 Free 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 Page 2 of 2 SIGNAL OPERATING PLAN ff Direction NB SB WB BB Ped Heads - N ,ring Phases Head No. 6 2 , 8 P2 P4 P6 P8 Movements/Display/Actuation (2+6) Dwell G G R R W/F DW W/F DW tkP2 A c 4+8 Y Y R R DW DW DW DW 6 N/SB a i i NE2AV a 2 (RECALL) e V v [ Dwell P6F c E B fl t ID 2 vo (4+8) Dwell R R — G G DW W/F DW W/F � '� :• IN R R Y Y DW�OW�OW OW P __ 4 C (2+6) r> ❑[ �hA f EI VV B E E , 4, r a E NE59ST r Ei- -: t 41 P8 (ACTUATED) 4 r 1 P6 �P Dwell c e a € r • t E O Dwell [ C € 0 a r [ i [ a f E E Dwell - _ 1 T i ^ E i e a r • s O Flashing Operation FY FY FR FR Page 1 of 1 Miami -Dade County public Works Department Drawn R. Caraza Date 12/4/2010 NE 2 AV & NE 59 ST Checked 8, /- 11 P Dat -.' i 12-11 / 1 Placed in Service Phasing No. Asset Number Date /9h3 %/ 1By 4 2108 Peak Season Conversion Factor 2016 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8700 MIAMI-DADE NORTH WEEK DATES SF MOCF: 0.98 PSCF 1 01/01/2016 2 01/03/2016 3 01/10/2016 4 01/17/2016 5 01/24/2016 6 01/31/2016 7 02/07/2016 * 8 02/14/2016 02/21/2016 *10 02/28/2016 *11 03/06/2016 *12 03/13/2016 *13 03/20/2016 *14 03/27/2016 *15 04/03/2016 *16 04/10/2016 *17 04/17/2016 *18 04/24/2016 *19 05/01/2016 *20 05/08/2016 21 05/15/2016 22 05/22/2016 23 05/29/2016 24 06/05/2016 25 06/12/2016 26 06/19/2016 27 06/26/2016 28 07/03/2016 29 07/10/2016 30 07/17/2016 31 07/24/2016 32 07/31/2016 33 08/07/2016 34 08/14/2016 35 08/21/2016 36 08/28/2016 37 09/04/2016 38 09/11/2016 39 09/18/2016 4n nn/9/9n1ti 141 42 10/02/2016 10/09/2016 43 10/16/2016 44 10/23/2016 45 10/30/2016 46 11/06/2016 47 11/13/2016 48 11/20/2016 49 11/27/2016 50 12/04/2016 51 12/11/2016 52 12/18/2016 53 12/25/2016 * 9 * PEAK SEASON - 01/02/2016 - 01/09/2016 - 01/16/2016 - 01/23/2016 - 01/30/2016 - 02/06/2016 - 02/13/2016 - 02/20/2016 - 02/27/2016 - 03/05/2016 - 03/12/2016 - 03/19/2016 - 03/26/2016 - 04/02/2016 - 04/09/2016 - 04/16/2016 - 04/23/2016 - 04/30/2016 - 05/07/2016 - 05/14/2016 - 05/21/2016 - 05/28/2016 - 06/04/2016 - 06/11/2016 - 06/18/2016 - 06/25/2016 - 07/02/2016 - 07/09/2016 - 07/16/2016 - 07/23/2016 - 07/30/2016 - 08/06/2016 - 08/13/2016 - 08/20/2016 - 08/27/2016 - 09/03/2016 - 09/10/2016 - 09/17/2016 - 09/24/2016 - 1n/n1/7nfti - 10/08/2016 - 10/15/2016 - 10/22/2016 - 10/29/2016 - 11/05/2016 - 11/12/2016 - 11/19/2016 - 11/26/2016 - 12/03/2016 - 12/10/2016 - 12/17/2016 - 12/24/2016 - 12/31/2016 1.02 1.03 1.04 1.03 1.02 1.00 0.99 0.97 0.97 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.99 0.99 0.99 1.00 1.00 1.01 1.02 1.02 1.03 1.03 1.03 1.03 1.02 1.02 1.02 1.02 1.02 1.02 1.01 1.01 1 nn 1.00 0.99 1.00 1.00 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.03 1.04 1.04 1.05 1.06 1.05 1.04 1.02 1.01 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.02 1.02 1.03 1.04 1.04 1.05 1.05 1.05 1.05 1.04 1.04 1.04 1.04 1.04 1.04 1.03 1.03 1 n7 1.02 1.01 1.02 1.02 1.03 1.03 1.04 1.04 1.04 1.04 1.04 1.05 1.06 21-FEB-2017 10:54:35 830UPD 6 8700 PKSEASON.TXT Appendix D Miami -Dade Transit uata Route Pat ROUTEOOUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LF 2 2 2 1 NORTHBOUND 625 AM Peak 26 4.8 11.90 2 2 2 1 NORTHBOUND 645 AM Peak 26 8.7 21.60 2 2 2 1 NORTHBOUND 705 AM Peak 26 4.5 11.4% 2 2 2 1 NORTHBOUND 725 AM Peak 26 2.6 6.50 2 2 2 1 NORTHBOUND 745 AM Peak 26 2.4 5.90 2 2 2 1 NORTHBOUND 805 AM Peak 26 11.6 29.10 2 2 2 1 NORTHBOUND 825 AM Peak 26 5.6 14.0% 2 2 2 1 NORTHBOUND 845 AM Peak 26 6.3 15.9% 2 2 2 1 NORTHBOUND 1505 PM Peak 26 11.2 28.00 2 2 2 1 NORTHBOUND 1525 PM Peak 26 8.3 20.9% 2 2 2 1 NORTHBOUND 1545 PM Peak 26 8.5 21.10 2 2 2 1 NORTHBOUND 1605 PM Peak 26 11.7 29.20 2 2 2 1 NORTHBOUND 1625 PM Peak 26 6.0 15.0% 2 2 2 1 NORTHBOUND 1645 PM Peak 26 7.3 18.4% 2 2 2 1 NORTHBOUND 1705 PM Peak 26 17.5 43.8% 2 2 2 1 NORTHBOUND 1725 PM Peak 26 7.0 17.48 2 2 2 1 NORTHBOUND 1745 PM Peak 26 4.6 11.48 2 2 2 0 SOUTHBOUND 612 AM Peak 19 11.0 27.60 2 2 2 0 SOUTHBOUND 621 AM Peak 19 13.3 33.30 2 2 2 0 SOUTHBOUND 631 AM Peak 19 11.6 29.0% 2 2 2 0 SOUTHBOUND 703 AM Peak 19 10.8 27.00 2 2 2 0 SOUTHBOUND 713 AM Peak 19 10.8 27.1% 2 2 2 0 SOUTHBOUND 723 AM Peak 19 12.1 30.30 2 2 2 0 SOUTHBOUND 803 AM Peak 19 10.9 27.3% 2 2 2 0 SOUTHBOUND 812 AM Peak 19 16.0 40.10 2 2 2 0 SOUTHBOUND 822 AM Peak 19 10.2 25.48 2 2 2 0 SOUTHBOUND 1521 PM Peak 19 8.2 20.5% 2 2 2 0 SOUTHBOUND 1532 PM Peak 19 12.5 31.2% 2 2 2 0 SOUTHBOUND 1541 PM Peak 19 7.0 17.5% 2 2 2 0 SOUTHBOUND 1621 PM Peak 19 11.4 28.60 2 2 2 0 SOUTHBOUND 1637 PM Peak 19 8.3 20.80 2 2 2 0 SOUTHBOUND 1643 PM Peak 19 7.9 19.7% 2 2 2 0 SOUTHBOUND 1726 PM Peak 19 6.1 15.48 2 2 2 0 SOUTHBOUND 1734 PM Peak 19 11.7 29.3% 2 2 2 0 SOUTHBOUND 1746 PM Peak 19 4.8 12.00 3 3 3 1 NORTHBOUND 616 AM Peak 44 16.4 41.00 3 3 3 1 NORTHBOUND 636 AM Peak 44 4.2 10.6% 3 3 3 1 NORTHBOUND 656 AM Peak 44 26.6 66.48 3 3 3 1 NORTHBOUND 714 AM Peak 44 32.5 81.30 3 3 3 1 NORTHBOUND 732 AM Peak 44 29.8 74.6% 3 3 3 1 NORTHBOUND 750 AM Peak 44 23.1 57.8% 3 3 3 1 NORTHBOUND 808 AM Peak 44 23.2 58.00 3 3 3 1 NORTHBOUND 826 AM Peak 44 18.6 46.48 3 3 3 1 NORTHBOUND 844 AM Peak 44 24.8 62.1% 3 3 3 1 NORTHBOUND 1502 PM Peak 44 33.2 83.10 3 3 3 1 NORTHBOUND 1520 PM Peak 44 18.2 45.49 3 3 3 1 NORTHBOUND 1538 PM Peak 44 34.7 86.80 3 3 3 1 NORTHBOUND 1556 PM Peak 44 19.4 48.4% 3 3 3 1 NORTHBOUND 1614 PM Peak 44 21.8 54.48 3 3 3 1 NORTHBOUND 1632 PM Peak 44 27.3 68.10 3 3 3 1 NORTHBOUND 1650 PM Peak 44 23.6 59.1% 3 3 3 1 NORTHBOUND 1708 PM Peak 44 23.6 59.10 3 3 3 1 NORTHBOUND 1726 PM Peak 44 28.7 71.7% 3 3 3 1 NORTHBOUND 1744 PM Peak 44 23.3 58.3% 3 3 3 0 SOUTHBOUND 607 AM Peak 37 17.3 43.3% 3 3 3 0 SOUTHBOUND 623 AM Peak 37 21.6 54.00 3 3 3 0 SOUTHBOUND 639 AM Peak 37 26.3 65.80 3 3 3 0 SOUTHBOUND 650 AM Peak 37 23.1 57.80 3 3 3 0 SOUTHBOUND 708 AM Peak 37 24.5 61.4% 3 3 3 0 SOUTHBOUND 725 AM Peak 37 21.4 53.6% 3 3 3 0 SOUTHBOUND 743 AM Peak 37 20.5 51.30 3 3 3 0 SOUTHBOUND 802 AM Peak 37 24.1 60.10 3 3 3 0 SOUTHBOUND 820 AM Peak 37 21.0 52.50 3 3 3 0 SOUTHBOUND 837 AM Peak 37 3.3 8.20 3 3 3 0 SOUTHBOUND 855 AM Peak 37 22.7 56.70 3 3 3 0 SOUTHBOUND 1512 PM Peak 37 24.0 60.00 3 3 3 0 SOUTHBOUND 1530 PM Peak 37 22.3 55.8% 3 3 3 0 SOUTHBOUND 1548 PM Peak 37 22.5 56.30 3 3 3 0 SOUTHBOUND 1606 PM Peak 37 19.2 47.90 3 3 3 0 SOUTHBOUND 1624 PM Peak 37 25.4 63.50 3 3 3 0 SOUTHBOUND 1643 PM Peak 37 21.0 52.60 3 3 3 0 SOUTHBOUND 1703 PM Peak 37 21.7 54.30 3 3 3 0 SOUTHBOUND 1721 PM Peak 37 20.1 50.30 3 3 3 0 SOUTHBOUND 1741 PM Peak 37 17.1 42.9% 9 9 9 1 NORTHBOUND 610 AM Peak 92 8.3 20.80 9 9 9 1 NORTHBOUND 630 AM Peak 92 6.9 17.30 Route Pat ROUTE2OUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LF 9 9 9 1 NORTHBOUND 642 AM Peak 92 14.8 37.00 9 9 9 1 NORTHBOUND 654 AM Peak 92 12.8 32.00 9 9 9 1 NORTHBOUND 708 AM Peak 92 14.8 37.1% 9 9 9 1 NORTHBOUND 720 AM Peak 92 16.9 42.10 9 9 9 1 NORTHBOUND 732 AM Peak 92 11.8 29.4% 9 9 9 1 NORTHBOUND 744 AM Peak 92 15.0 37.5% 9 9 9 1 NORTHBOUND 756 AM Peak 92 7.1 17.8% 9 9 9 1 NORTHBOUND 808 AM Peak 92 18.0 45.0% 9 9 9 1 NORTHBOUND 820 AM Peak 92 10.3 25.80 9 9 9 1 NORTHBOUND 832 AM Peak 92 10.4 25.9% 9 9 9 1 NORTHBOUND 844 AM Peak 92 18.2 45.50 9 9 9 1 NORTHBOUND 856 AM Peak 92 10.4 26.00 9 9 9 1 NORTHBOUND 1512 PM Peak 92 32.6 81.49 9 9 9 1 NORTHBOUND 1536 PM Peak 92 30.6 76.4% 9 9 9 1 NORTHBOUND 1548 PM Peak 92 16.5 41.20 9 9 9 1 NORTHBOUND 1600 PM Peak 92 20.7 51.80 9 9 9 1 NORTHBOUND 1612 PM Peak 92 23.1 57.7% 9 9 9 1 NORTHBOUND 1626 PM Peak 92 14.5 36.30 9 9 9 1 NORTHBOUND 1636 PM Peak 92 20.3 50.6% 9 9 9 1 NORTHBOUND 1648 PM Peak 92 29.0 72.6% 9 9 9 1 NORTHBOUND 1700 PM Peak 92 15.2 38.1% 9 9 9 1 NORTHBOUND 1712 PM Peak 92 20.2 50.5% 9 9 9 1 NORTHBOUND 1724 PM Peak 92 23.9 59.90 9 9 9 1 NORTHBOUND 1736 PM Peak 92 16.2 40.5% 9 9 9 1 NORTHBOUND 1748 PM Peak 92 21.1 52.9% 9 9 9 0 SOUTHBOUND 604 AM Peak 89 25.9 64.6% 9 9 9 0 SOUTHBOUND 610 AM Peak 89 13.9 34.8% 9 9 9 0 SOUTHBOUND 620 AM Peak 89 13.2 33.1% 9 9 9 0 SOUTHBOUND 626 AM Peak 89 30.8 77.1% 9 9 9 0 SOUTHBOUND 639 AM Peak 89 15.3 38.30 9 9 0 SOUTHBOUND 646 AM Peak 89 15.2 38.0% 9 9 9 0 SOUTHBOUND 703 AM Peak 89 13.8 34.4% 9 9 0 SOUTHBOUND 722 AM Peak 89 20.6 51.49 9 9 9 0 SOUTHBOUND 727 AM Peak 89 23.0 57.5% 9 9 9 0 SOUTHBOUND 739 AM Peak 89 22.5 56.1% 9 9 9 0 SOUTHBOUND 753 AM Peak 89 42.0 105.00 9 9 9 0 SOUTHBOUND 820 AM Peak 89 10.6 26.5% 9 9 9 0 SOUTHBOUND 850 AM Peak 89 12.3 30.70 9 9 9 0 SOUTHBOUND 1507 PM Peak 89 9.8 24.50 9 9 9 0 SOUTHBOUND 1508 PM Peak 89 13.6 33.9% 9 9 9 0 SOUTHBOUND 1529 PM Peak 89 20.9 52.2% 9 9 9 0 SOUTHBOUND 1532 PM Peak 89 23.0 57.5% 9 9 9 0 SOUTHBOUND 1544 PM Peak 89 14.7 36.70 9 9 9 0 SOUTHBOUND 1553 PM Peak 89 14.6 36.4% 9 9 9 0 SOUTHBOUND 1608 PM Peak 89 22.9 57.30 9 9 9 0 SOUTHBOUND 1629 PM Peak 89 21.7 54.2% 9 9 9 0 SOUTHBOUND 1641 PM Peak 89 13.5 33.80 9 9 9 0 SOUTHBOUND 1723 PM Peak 89 24.4 60.9% 10 10 10 1 NORTHBOUND 625 AM Peak 92 8.3 20.9% 10 10 10 1 NORTHBOUND 656 AM Peak 92 6.5 16.30 10 10 10 1 NORTHBOUND 728 AM Peak 92 13.1 32.70 10 10 10 1 NORTHBOUND 758 AM Peak 92 10.8 26.9% 10 10 10 1 NORTHBOUND 828 AM Peak 92 12.4 31.0% 10 10 10 1 NORTHBOUND 858 AM Peak 92 11.8 29.4% 10 10 10 1 NORTHBOUND 1529 PM Peak 92 18.0 44.9% 10 10 10 1 NORTHBOUND 1559 PM Peak 92 13.5 33.70 10 10 10 1 NORTHBOUND 1629 PM Peak 92 22.9 57.49 10 10 10 1 NORTHBOUND 1700 PM Peak 92 18.4 46.10 10 10 10 1 NORTHBOUND 1730 PM Peak 92 16.6 41.5% 10 10 10 0 SOUTHBOUND 603 AM Peak 89 24.3 60.6% 10 10 10 0 SOUTHBOUND 626 AM Peak 89 17.0 42.50 10 10 10 0 SOUTHBOUND 653 AM Peak 89 23.2 58.00 10 10 10 0 SOUTHBOUND 723 AM Peak 89 17.3 43.30 10 10 10 0 SOUTHBOUND 753 AM Peak 89 27.8 69.60 10 10 10 0 SOUTHBOUND 825 AM Peak 89 20.4 50.90 10 10 10 0 SOUTHBOUND 857 AM Peak 89 19.8 49.60 10 10 10 0 SOUTHBOUND 1524 PM Peak 89 11.7 29.4% 10 10 10 0 SOUTHBOUND 1554 PM Peak 89 14.1 35.49 10 10 10 0 SOUTHBOUND 1624 PM Peak 89 11.0 27.50 10 10 10 0 SOUTHBOUND 1657 PM Peak 89 18.0 45.00 10 10 10 0 SOUTHBOUND 1732 PM Peak 89 12.4 31.00 16 16 16 1 NORTHBOUND 613 AM Peak 44 7.5 18.8% 16 16 16 1 NORTHBOUND 637 AM Peak 44 5.1 12.80 16 16 16 1 NORTHBOUND 701 AM Peak 44 10.0 24.9% 16 16 16 1 NORTHBOUND 719 AM Peak 44 11.6 28.90 16 16 16 1 NORTHBOUND 737 AM Peak 44 17.6 44.10 Route Pat ROUTE2OUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LE 16 16 16 1 NORTHBOUND 755 AM Peak 44 13.5 33.8% 16 16 16 1 NORTHBOUND 813 AM Peak 44 9.4 23.6% 16 16 16 1 NORTHBOUND 831 AM Peak 44 12.1 30.30 16 16 16 1 NORTHBOUND 849 AM Peak 44 9.2 23.00 16 16 16 1 NORTHBOUND 1501 PM Peak 44 15.7 39.2% 16 16 16 1 NORTHBOUND 1531 PM Peak 44 24.0 59.9% 16 16 16 1 NORTHBOUND 1601 PM Peak 44 24.2 60.5% 16 16 16 1 NORTHBOUND 1629 PM Peak 44 11.6 28.9% 16 16 16 1 NORTHBOUND 1649 PM Peak 44 14.8 36.90 16 16 16 1 NORTHBOUND 1707 PM Peak 44 18.6 46.5% 16 16 16 1 NORTHBOUND 1725 PM Peak 44 19.2 47.9% 16 16 16 1 NORTHBOUND 1743 PM Peak 44 17.8 44.50 16 16 16 0 SOUTHBOUND 605 AM Peak 37 18.9 47.30 16 16 16 0 SOUTHBOUND 618 AM Peak 37 9.5 23.8% 16 16 16 0 SOUTHBOUND 635 AM Peak 37 16.3 40.7% 16 16 16 0 SOUTHBOUND 649 AM Peak 37 19.8 49.50 16 16 16 0 SOUTHBOUND 707 AM Peak 37 14.2 35.50 16 16 16 0 SOUTHBOUND 725 AM Peak 37 19.8 49.50 16 16 16 0 SOUTHBOUND 743 AM Peak 37 13.9 34.8% 16 16 16 0 SOUTHBOUND 801 AM Peak 37 7.0 17.5% 16 16 16 0 SOUTHBOUND 820 AM Peak 37 16.3 40.8% 16 16 16 0 SOUTHBOUND 838 AM Peak 37 9.2 23.1% 16 16 16 0 SOUTHBOUND 856 AM Peak 37 14.1 35.45 16 16 16 0 SOUTHBOUND 1524 PM Peak 37 8.9 22.2% 16 16 16 0 SOUTHBOUND 1544 PM Peak 37 9.4 23.60 16 16 16 0 SOUTHBOUND 1602 PM Peak 37 12.4 31.0% 16 16 16 0 SOUTHBOUND 1620 PM Peak 37 9.1 22.8% 16 16 16 0 SOUTHBOUND 1638 PM Peak 37 13.7 34.20 16 16 16 0 SOUTHBOUND 1656 PM Peak 37 14.0 35.1% 16 16 16 0 SOUTHBOUND 1734 PM Peak 37 14.3 35.90 16 16 16 0 SOUTHBOUND 1752 PM Peak 37 5.3 13.2% 62 62 62 0 EASTBOUND 628 AM Peak 426 9.7 24.3% 62 62 62 0 EASTBOUND 631 AM Peak 426 2.0 5.0% 62 62 62 0 EASTBOUND 631 AM Peak 426 .3 0.8% 62 62 62 0 EASTBOUND 655 AM Peak 426 .3 0.80 62 62 62 0 EASTBOUND 704 AM Peak 426 13.9 34.7% 62 62 62 0 EASTBOUND 707 AM Peak 426 .1 0.20 62 62 62 0 EASTBOUND 731 AM Peak 426 .0 0.0% 62 62 62 0 EASTBOUND 731 AM Peak 426 .0 0.00 62 62 62 0 EASTBOUND 740 AM Peak 426 .3 0.8% 62 62 62 0 EASTBOUND 743 AM Peak 426 .5 1.30 62 62 62 0 EASTBOUND 807 AM Peak 426 .0 0.00 62 62 62 0 EASTBOUND 816 AM Peak 426 4.5 11.30 62 62 62 0 EASTBOUND 819 AM Peak 426 .1 0.20 62 62 62 0 EASTBOUND 843 AM Peak 426 .0 0.0% 62 62 62 0 EASTBOUND 843 AM Peak 426 .5 1.30 62 62 62 0 EASTBOUND 852 AM Peak 426 2.4 5.9% 62 62 62 0 EASTBOUND 855 AM Peak 426 .0 0.00 62 62 62 0 EASTBOUND 855 AM Peak 426 .8 2.00 62 62 62 0 EASTBOUND 1520 PM Peak 426 .6 1.50 62 62 62 0 EASTBOUND 1528 PM Peak 426 7.5 18.80 62 62 62 0 EASTBOUND 1532 PM Peak 426 6.2 15.5% 62 62 62 0 EASTBOUND 1555 PM Peak 426 2.0 5.00 62 62 62 0 EASTBOUND 1555 PM Peak 426 .1 0.30 62 62 62 0 EASTBOUND 1603 PM Peak 426 1.8 4.50 62 62 62 0 EASTBOUND 1607 PM Peak 426 4.6 11.50 62 62 62 0 EASTBOUND 1631 PM Peak 426 .1 0.30 62 62 62 0 EASTBOUND 1639 PM Peak 426 6.4 15.90 62 62 62 0 EASTBOUND 1643 PM Peak 426 5.9 14.7% 62 62 62 0 EASTBOUND 1707 PM Peak 426 1.3 3.3% 62 62 62 0 EASTBOUND 1715 PM Peak 426 5.8 14.60 62 62 62 0 EASTBOUND 1719 PM Peak 426 7.0 17.45 62 62 62 0 EASTBOUND 1743 PM Peak 426 .3 0.70 62 62 62 0 EASTBOUND 1751 PM Peak 426 .9 1.00 62 62 62 0 EASTBOUND 1755 PM Peak 426 .7 1.80 62 62 62 1 WESTBOUND 609 AM Peak 7637 .1 0.30 62 62 62 1 WESTBOUND 627 AM Peak 7637 2.6 6.4% 62 62 62 1 WESTBOUND 628 AM Peak 7637 11.9 29.70 62 62 62 1 WESTBOUND 658 AM Peak 7637 5.3 13.30 62 62 62 1 WESTBOUND 703 AM Peak 7637 3.5 8.80 62 62 62 1 WESTBOUND 727 AM Peak 7637 3.7 9.20 62 62 62 1 WESTBOUND 739 AM Peak 7637 18.6 46.50 62 62 62 1 WESTBOUND 739 AM Peak 7637 2.5 6.30 62 62 62 1 WESTBOUND 803 AM Peak 7637 3.3 8.1% 62 62 62 1 WESTBOUND 810 AM Peak 7637 5.5 13.80 62 62 62 1 WESTBOUND 815 AM Peak 7637 3.2 7.90 Route Pat ROUTEOOUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LF 62 62 62 1 WESTBOUND 839 AM Peak 7637 3.6 8.9% 62 62 62 1 WESTBOUND 851 AM Peak 7637 4.8 11.9% 62 62 62 1 WESTBOUND 1503 PM Peak 7637 14.3 35.7% 62 62 62 1 WESTBOUND 1521 PM Peak 7637 5.5 13.80 62 62 62 1 WESTBOUND 1539 PM Peak 7637 2.6 6.50 62 62 62 1 WESTBOUND 1551 PM Peak 7637 5.4 13.6% 62 62 62 1 WESTBOUND 1603 PM Peak 7637 3.3 8.2% 62 62 62 1 WESTBOUND 1615 PM Peak 7637 3.1 7.6% 62 62 62 1 WESTBOUND 1620 PM Peak 7637 7.0 17.60 62 62 62 1 WESTBOUND 1627 PM Peak 7637 4.2 10.6% 62 62 62 1 WESTBOUND 1651 PM Peak 7637 11.6 29.00 62 62 62 1 WESTBOUND 1656 PM Peak 7637 8.3 20.70 62 62 62 1 WESTBOUND 1703 PM Peak 7637 4.5 11.20 62 62 62 1 WESTBOUND 1727 PM Peak 7637 1.8 4.5% 62 62 62 1 WESTBOUND 1732 PM Peak 7637 7.9 19.60 62 62 62 1 WESTBOUND 1739 PM Peak 7637 5.0 12.60 93 93 93 1 NORTHBOUND 603 AM Peak 44 31.1 77.80 93 93 93 1 NORTHBOUND 621 AM Peak 44 20.1 50.49 93 93 93 1 NORTHBOUND 639 AM Peak 44 23.1 57.8% 93 93 93 1 NORTHBOUND 657 AM Peak 44 25.3 63.3% 93 93 93 1 NORTHBOUND 715 AM Peak 44 22.9 57.3% 93 93 93 1 NORTHBOUND 733 AM Peak 44 13.0 32.45 93 93 93 1 NORTHBOUND 751 AM Peak 44 21.2 52.90 93 93 93 1 NORTHBOUND 809 AM Peak 44 38.9 97.2% 93 93 93 1 NORTHBOUND 827 AM Peak 44 16.7 41.70 93 93 93 1 NORTHBOUND 845 AM Peak 44 21.8 54.49 93 93 93 1 NORTHBOUND 1502 PM Peak 44 23.8 59.5% 93 93 93 1 NORTHBOUND 1520 PM Peak 44 22.2 55.6% 93 93 93 1 NORTHBOUND 1538 PM Peak 44 25.5 63.8% 93 93 93 1 NORTHBOUND 1558 PM Peak 44 13.7 34.30 93 93 93 1 NORTHBOUND 1617 PM Peak 44 26.0 65.1% 93 93 93 1 NORTHBOUND 1636 PM Peak 44 29.0 72.4% 93 93 93 1 NORTHBOUND 1654 PM Peak 44 20.7 51.6% 93 93 93 1 NORTHBOUND 1712 PM Peak 44 17.1 42.7% 93 93 93 1 NORTHBOUND 1730 PM Peak 44 25.5 63.8% 93 93 93 1 NORTHBOUND 1748 PM Peak 44 13.4 33.6% 93 93 93 0 SOUTHBOUND 602 AM Peak 37 26.9 67.20 93 93 93 0 SOUTHBOUND 620 AM Peak 37 11.5 28.70 93 93 93 0 SOUTHBOUND 635 AM Peak 37 13.7 34.20 93 93 93 0 SOUTHBOUND 649 AM Peak 37 20.9 52.2% 93 93 93 0 SOUTHBOUND 707 AM Peak 37 33.2 83.10 93 93 93 0 SOUTHBOUND 725 AM Peak 37 24.4 61.10 93 93 93 0 SOUTHBOUND 743 AM Peak 37 31.3 78.20 93 93 93 0 SOUTHBOUND 800 AM Peak 37 15.1 37.80 93 93 93 0 SOUTHBOUND 818 AM Peak 37 25.4 63.5% 93 93 93 0 SOUTHBOUND 836 AM Peak 37 16.0 40.00 93 93 93 0 SOUTHBOUND 854 AM Peak 37 15.7 39.2% 93 93 93 0 SOUTHBOUND 1510 PM Peak 37 26.3 65.80 93 93 93 0 SOUTHBOUND 1529 PM Peak 37 24.3 60.80 93 93 93 0 SOUTHBOUND 1546 PM Peak 37 21.2 52.90 93 93 93 0 SOUTHBOUND 1604 PM Peak 37 20.7 51.80 93 93 93 0 SOUTHBOUND 1622 PM Peak 37 27.1 67.8% 93 93 93 0 SOUTHBOUND 1640 PM Peak 37 18.1 45.20 93 93 93 0 SOUTHBOUND 1658 PM Peak 37 25.5 63.80 93 93 93 0 SOUTHBOUND 1716 PM Peak 37 20.5 51.20 93 93 93 0 SOUTHBOUND 1735 PM Peak 37 18.2 45.50 93 93 93 0 SOUTHBOUND 1754 PM Peak 37 25.9 64.70 202 202 202 1 NORTHBOUND 830 AM Peak 1229 4.0 10.00 202 202 202 1 NORTHBOUND 1540 PM Peak 1229 2.4 6.10 202 202 202 1 NORTHBOUND 1645 PM Peak 1229 1.4 3.6% 202 202 202 1 NORTHBOUND 1746 PM Peak 1229 2.0 5.10 Route Pat ROUTEOOUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LF 2 2 2 1 NORTHBOUND 625 AM Peak 26 4.8 11.90 2 2 2 1 NORTHBOUND 645 AM Peak 26 8.7 21.60 2 2 2 1 NORTHBOUND 705 AM Peak 26 4.5 11.4% 2 2 2 1 NORTHBOUND 725 AM Peak 26 2.6 6.50 2 2 2 1 NORTHBOUND 745 AM Peak 26 2.4 5.90 2 2 2 1 NORTHBOUND 805 AM Peak 26 11.6 29.10 2 2 2 1 NORTHBOUND 825 AM Peak 26 5.6 14.0% 2 2 2 1 NORTHBOUND 845 AM Peak 26 6.3 15.9% 2 2 2 1 NORTHBOUND 1505 PM Peak 26 11.2 28.00 2 2 2 1 NORTHBOUND 1525 PM Peak 26 8.3 20.9% 2 2 2 1 NORTHBOUND 1545 PM Peak 26 8.5 21.10 2 2 2 1 NORTHBOUND 1605 PM Peak 26 11.7 29.20 2 2 2 1 NORTHBOUND 1625 PM Peak 26 6.0 15.0% 2 2 2 1 NORTHBOUND 1645 PM Peak 26 7.3 18.4% 2 2 2 1 NORTHBOUND 1705 PM Peak 26 17.5 43.8% 2 2 2 1 NORTHBOUND 1725 PM Peak 26 7.0 17.48 2 2 2 1 NORTHBOUND 1745 PM Peak 26 4.6 11.48 2 2 2 0 SOUTHBOUND 612 AM Peak 19 11.0 27.60 2 2 2 0 SOUTHBOUND 621 AM Peak 19 13.3 33.30 2 2 2 0 SOUTHBOUND 631 AM Peak 19 11.6 29.0% 2 2 2 0 SOUTHBOUND 703 AM Peak 19 10.8 27.00 2 2 2 0 SOUTHBOUND 713 AM Peak 19 10.8 27.1% 2 2 2 0 SOUTHBOUND 723 AM Peak 19 12.1 30.30 2 2 2 0 SOUTHBOUND 803 AM Peak 19 10.9 27.3% 2 2 2 0 SOUTHBOUND 812 AM Peak 19 16.0 40.10 2 2 2 0 SOUTHBOUND 822 AM Peak 19 10.2 25.48 2 2 2 0 SOUTHBOUND 1521 PM Peak 19 8.2 20.5% 2 2 2 0 SOUTHBOUND 1532 PM Peak 19 12.5 31.2% 2 2 2 0 SOUTHBOUND 1541 PM Peak 19 7.0 17.5% 2 2 2 0 SOUTHBOUND 1621 PM Peak 19 11.4 28.60 2 2 2 0 SOUTHBOUND 1637 PM Peak 19 8.3 20.80 2 2 2 0 SOUTHBOUND 1643 PM Peak 19 7.9 19.7% 2 2 2 0 SOUTHBOUND 1726 PM Peak 19 6.1 15.48 2 2 2 0 SOUTHBOUND 1734 PM Peak 19 11.7 29.3% 2 2 2 0 SOUTHBOUND 1746 PM Peak 19 4.8 12.00 3 3 3 1 NORTHBOUND 616 AM Peak 44 16.4 41.00 3 3 3 1 NORTHBOUND 636 AM Peak 44 4.2 10.6% 3 3 3 1 NORTHBOUND 656 AM Peak 44 26.6 66.48 3 3 3 1 NORTHBOUND 714 AM Peak 44 32.5 81.30 3 3 3 1 NORTHBOUND 732 AM Peak 44 29.8 74.6% 3 3 3 1 NORTHBOUND 750 AM Peak 44 23.1 57.8% 3 3 3 1 NORTHBOUND 808 AM Peak 44 23.2 58.00 3 3 3 1 NORTHBOUND 826 AM Peak 44 18.6 46.48 3 3 3 1 NORTHBOUND 844 AM Peak 44 24.8 62.1% 3 3 3 1 NORTHBOUND 1502 PM Peak 44 33.2 83.10 3 3 3 1 NORTHBOUND 1520 PM Peak 44 18.2 45.49 3 3 3 1 NORTHBOUND 1538 PM Peak 44 34.7 86.80 3 3 3 1 NORTHBOUND 1556 PM Peak 44 19.4 48.4% 3 3 3 1 NORTHBOUND 1614 PM Peak 44 21.8 54.48 3 3 3 1 NORTHBOUND 1632 PM Peak 44 27.3 68.10 3 3 3 1 NORTHBOUND 1650 PM Peak 44 23.6 59.1% 3 3 3 1 NORTHBOUND 1708 PM Peak 44 23.6 59.10 3 3 3 1 NORTHBOUND 1726 PM Peak 44 28.7 71.7% 3 3 3 1 NORTHBOUND 1744 PM Peak 44 23.3 58.3% 3 3 3 0 SOUTHBOUND 607 AM Peak 37 17.3 43.3% 3 3 3 0 SOUTHBOUND 623 AM Peak 37 21.6 54.00 3 3 3 0 SOUTHBOUND 639 AM Peak 37 26.3 65.80 3 3 3 0 SOUTHBOUND 650 AM Peak 37 23.1 57.80 3 3 3 0 SOUTHBOUND 708 AM Peak 37 24.5 61.4% 3 3 3 0 SOUTHBOUND 725 AM Peak 37 21.4 53.6% 3 3 3 0 SOUTHBOUND 743 AM Peak 37 20.5 51.30 3 3 3 0 SOUTHBOUND 802 AM Peak 37 24.1 60.10 3 3 3 0 SOUTHBOUND 820 AM Peak 37 21.0 52.50 3 3 3 0 SOUTHBOUND 837 AM Peak 37 3.3 8.20 3 3 3 0 SOUTHBOUND 855 AM Peak 37 22.7 56.70 3 3 3 0 SOUTHBOUND 1512 PM Peak 37 24.0 60.00 3 3 3 0 SOUTHBOUND 1530 PM Peak 37 22.3 55.8% 3 3 3 0 SOUTHBOUND 1548 PM Peak 37 22.5 56.30 3 3 3 0 SOUTHBOUND 1606 PM Peak 37 19.2 47.90 3 3 3 0 SOUTHBOUND 1624 PM Peak 37 25.4 63.50 3 3 3 0 SOUTHBOUND 1643 PM Peak 37 21.0 52.60 3 3 3 0 SOUTHBOUND 1703 PM Peak 37 21.7 54.30 3 3 3 0 SOUTHBOUND 1721 PM Peak 37 20.1 50.30 3 3 3 0 SOUTHBOUND 1741 PM Peak 37 17.1 42.9% 9 9 9 1 NORTHBOUND 610 AM Peak 92 8.3 20.80 9 9 9 1 NORTHBOUND 630 AM Peak 92 6.9 17.30 Route Pat ROUTE2OUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LF 9 9 9 1 NORTHBOUND 642 AM Peak 92 14.8 37.00 9 9 9 1 NORTHBOUND 654 AM Peak 92 12.8 32.00 9 9 9 1 NORTHBOUND 708 AM Peak 92 14.8 37.1% 9 9 9 1 NORTHBOUND 720 AM Peak 92 16.9 42.10 9 9 9 1 NORTHBOUND 732 AM Peak 92 11.8 29.4% 9 9 9 1 NORTHBOUND 744 AM Peak 92 15.0 37.5% 9 9 9 1 NORTHBOUND 756 AM Peak 92 7.1 17.8% 9 9 9 1 NORTHBOUND 808 AM Peak 92 18.0 45.0% 9 9 9 1 NORTHBOUND 820 AM Peak 92 10.3 25.80 9 9 9 1 NORTHBOUND 832 AM Peak 92 10.4 25.9% 9 9 9 1 NORTHBOUND 844 AM Peak 92 18.2 45.50 9 9 9 1 NORTHBOUND 856 AM Peak 92 10.4 26.00 9 9 9 1 NORTHBOUND 1512 PM Peak 92 32.6 81.49 9 9 9 1 NORTHBOUND 1536 PM Peak 92 30.6 76.4% 9 9 9 1 NORTHBOUND 1548 PM Peak 92 16.5 41.20 9 9 9 1 NORTHBOUND 1600 PM Peak 92 20.7 51.80 9 9 9 1 NORTHBOUND 1612 PM Peak 92 23.1 57.7% 9 9 9 1 NORTHBOUND 1626 PM Peak 92 14.5 36.30 9 9 9 1 NORTHBOUND 1636 PM Peak 92 20.3 50.6% 9 9 9 1 NORTHBOUND 1648 PM Peak 92 29.0 72.6% 9 9 9 1 NORTHBOUND 1700 PM Peak 92 15.2 38.1% 9 9 9 1 NORTHBOUND 1712 PM Peak 92 20.2 50.5% 9 9 9 1 NORTHBOUND 1724 PM Peak 92 23.9 59.90 9 9 9 1 NORTHBOUND 1736 PM Peak 92 16.2 40.5% 9 9 9 1 NORTHBOUND 1748 PM Peak 92 21.1 52.9% 9 9 9 0 SOUTHBOUND 604 AM Peak 89 25.9 64.6% 9 9 9 0 SOUTHBOUND 610 AM Peak 89 13.9 34.8% 9 9 9 0 SOUTHBOUND 620 AM Peak 89 13.2 33.1% 9 9 9 0 SOUTHBOUND 626 AM Peak 89 30.8 77.1% 9 9 9 0 SOUTHBOUND 639 AM Peak 89 15.3 38.30 9 9 0 SOUTHBOUND 646 AM Peak 89 15.2 38.0% 9 9 9 0 SOUTHBOUND 703 AM Peak 89 13.8 34.4% 9 9 0 SOUTHBOUND 722 AM Peak 89 20.6 51.49 9 9 9 0 SOUTHBOUND 727 AM Peak 89 23.0 57.5% 9 9 9 0 SOUTHBOUND 739 AM Peak 89 22.5 56.1% 9 9 9 0 SOUTHBOUND 753 AM Peak 89 42.0 105.00 9 9 9 0 SOUTHBOUND 820 AM Peak 89 10.6 26.5% 9 9 9 0 SOUTHBOUND 850 AM Peak 89 12.3 30.70 9 9 9 0 SOUTHBOUND 1507 PM Peak 89 9.8 24.50 9 9 9 0 SOUTHBOUND 1508 PM Peak 89 13.6 33.9% 9 9 9 0 SOUTHBOUND 1529 PM Peak 89 20.9 52.2% 9 9 9 0 SOUTHBOUND 1532 PM Peak 89 23.0 57.5% 9 9 9 0 SOUTHBOUND 1544 PM Peak 89 14.7 36.70 9 9 9 0 SOUTHBOUND 1553 PM Peak 89 14.6 36.4% 9 9 9 0 SOUTHBOUND 1608 PM Peak 89 22.9 57.30 9 9 9 0 SOUTHBOUND 1629 PM Peak 89 21.7 54.2% 9 9 9 0 SOUTHBOUND 1641 PM Peak 89 13.5 33.80 9 9 9 0 SOUTHBOUND 1723 PM Peak 89 24.4 60.9% 10 10 10 1 NORTHBOUND 625 AM Peak 92 8.3 20.9% 10 10 10 1 NORTHBOUND 656 AM Peak 92 6.5 16.30 10 10 10 1 NORTHBOUND 728 AM Peak 92 13.1 32.70 10 10 10 1 NORTHBOUND 758 AM Peak 92 10.8 26.9% 10 10 10 1 NORTHBOUND 828 AM Peak 92 12.4 31.0% 10 10 10 1 NORTHBOUND 858 AM Peak 92 11.8 29.4% 10 10 10 1 NORTHBOUND 1529 PM Peak 92 18.0 44.9% 10 10 10 1 NORTHBOUND 1559 PM Peak 92 13.5 33.70 10 10 10 1 NORTHBOUND 1629 PM Peak 92 22.9 57.49 10 10 10 1 NORTHBOUND 1700 PM Peak 92 18.4 46.10 10 10 10 1 NORTHBOUND 1730 PM Peak 92 16.6 41.5% 10 10 10 0 SOUTHBOUND 603 AM Peak 89 24.3 60.6% 10 10 10 0 SOUTHBOUND 626 AM Peak 89 17.0 42.50 10 10 10 0 SOUTHBOUND 653 AM Peak 89 23.2 58.00 10 10 10 0 SOUTHBOUND 723 AM Peak 89 17.3 43.30 10 10 10 0 SOUTHBOUND 753 AM Peak 89 27.8 69.60 10 10 10 0 SOUTHBOUND 825 AM Peak 89 20.4 50.90 10 10 10 0 SOUTHBOUND 857 AM Peak 89 19.8 49.60 10 10 10 0 SOUTHBOUND 1524 PM Peak 89 11.7 29.4% 10 10 10 0 SOUTHBOUND 1554 PM Peak 89 14.1 35.49 10 10 10 0 SOUTHBOUND 1624 PM Peak 89 11.0 27.50 10 10 10 0 SOUTHBOUND 1657 PM Peak 89 18.0 45.00 10 10 10 0 SOUTHBOUND 1732 PM Peak 89 12.4 31.00 16 16 16 1 NORTHBOUND 613 AM Peak 44 7.5 18.8% 16 16 16 1 NORTHBOUND 637 AM Peak 44 5.1 12.80 16 16 16 1 NORTHBOUND 701 AM Peak 44 10.0 24.9% 16 16 16 1 NORTHBOUND 719 AM Peak 44 11.6 28.90 16 16 16 1 NORTHBOUND 737 AM Peak 44 17.6 44.10 Route Pat ROUTE2OUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LE 16 16 16 1 NORTHBOUND 755 AM Peak 44 13.5 33.8% 16 16 16 1 NORTHBOUND 813 AM Peak 44 9.4 23.6% 16 16 16 1 NORTHBOUND 831 AM Peak 44 12.1 30.30 16 16 16 1 NORTHBOUND 849 AM Peak 44 9.2 23.00 16 16 16 1 NORTHBOUND 1501 PM Peak 44 15.7 39.2% 16 16 16 1 NORTHBOUND 1531 PM Peak 44 24.0 59.9% 16 16 16 1 NORTHBOUND 1601 PM Peak 44 24.2 60.5% 16 16 16 1 NORTHBOUND 1629 PM Peak 44 11.6 28.9% 16 16 16 1 NORTHBOUND 1649 PM Peak 44 14.8 36.90 16 16 16 1 NORTHBOUND 1707 PM Peak 44 18.6 46.5% 16 16 16 1 NORTHBOUND 1725 PM Peak 44 19.2 47.9% 16 16 16 1 NORTHBOUND 1743 PM Peak 44 17.8 44.50 16 16 16 0 SOUTHBOUND 605 AM Peak 37 18.9 47.30 16 16 16 0 SOUTHBOUND 618 AM Peak 37 9.5 23.8% 16 16 16 0 SOUTHBOUND 635 AM Peak 37 16.3 40.7% 16 16 16 0 SOUTHBOUND 649 AM Peak 37 19.8 49.50 16 16 16 0 SOUTHBOUND 707 AM Peak 37 14.2 35.50 16 16 16 0 SOUTHBOUND 725 AM Peak 37 19.8 49.50 16 16 16 0 SOUTHBOUND 743 AM Peak 37 13.9 34.8% 16 16 16 0 SOUTHBOUND 801 AM Peak 37 7.0 17.5% 16 16 16 0 SOUTHBOUND 820 AM Peak 37 16.3 40.8% 16 16 16 0 SOUTHBOUND 838 AM Peak 37 9.2 23.1% 16 16 16 0 SOUTHBOUND 856 AM Peak 37 14.1 35.45 16 16 16 0 SOUTHBOUND 1524 PM Peak 37 8.9 22.2% 16 16 16 0 SOUTHBOUND 1544 PM Peak 37 9.4 23.60 16 16 16 0 SOUTHBOUND 1602 PM Peak 37 12.4 31.0% 16 16 16 0 SOUTHBOUND 1620 PM Peak 37 9.1 22.8% 16 16 16 0 SOUTHBOUND 1638 PM Peak 37 13.7 34.20 16 16 16 0 SOUTHBOUND 1656 PM Peak 37 14.0 35.1% 16 16 16 0 SOUTHBOUND 1734 PM Peak 37 14.3 35.90 16 16 16 0 SOUTHBOUND 1752 PM Peak 37 5.3 13.2% 62 62 62 0 EASTBOUND 628 AM Peak 426 9.7 24.3% 62 62 62 0 EASTBOUND 631 AM Peak 426 2.0 5.0% 62 62 62 0 EASTBOUND 631 AM Peak 426 .3 0.8% 62 62 62 0 EASTBOUND 655 AM Peak 426 .3 0.80 62 62 62 0 EASTBOUND 704 AM Peak 426 13.9 34.7% 62 62 62 0 EASTBOUND 707 AM Peak 426 .1 0.20 62 62 62 0 EASTBOUND 731 AM Peak 426 .0 0.0% 62 62 62 0 EASTBOUND 731 AM Peak 426 .0 0.00 62 62 62 0 EASTBOUND 740 AM Peak 426 .3 0.8% 62 62 62 0 EASTBOUND 743 AM Peak 426 .5 1.30 62 62 62 0 EASTBOUND 807 AM Peak 426 .0 0.00 62 62 62 0 EASTBOUND 816 AM Peak 426 4.5 11.30 62 62 62 0 EASTBOUND 819 AM Peak 426 .1 0.20 62 62 62 0 EASTBOUND 843 AM Peak 426 .0 0.0% 62 62 62 0 EASTBOUND 843 AM Peak 426 .5 1.30 62 62 62 0 EASTBOUND 852 AM Peak 426 2.4 5.9% 62 62 62 0 EASTBOUND 855 AM Peak 426 .0 0.00 62 62 62 0 EASTBOUND 855 AM Peak 426 .8 2.00 62 62 62 0 EASTBOUND 1520 PM Peak 426 .6 1.50 62 62 62 0 EASTBOUND 1528 PM Peak 426 7.5 18.80 62 62 62 0 EASTBOUND 1532 PM Peak 426 6.2 15.5% 62 62 62 0 EASTBOUND 1555 PM Peak 426 2.0 5.00 62 62 62 0 EASTBOUND 1555 PM Peak 426 .1 0.30 62 62 62 0 EASTBOUND 1603 PM Peak 426 1.8 4.50 62 62 62 0 EASTBOUND 1607 PM Peak 426 4.6 11.50 62 62 62 0 EASTBOUND 1631 PM Peak 426 .1 0.30 62 62 62 0 EASTBOUND 1639 PM Peak 426 6.4 15.90 62 62 62 0 EASTBOUND 1643 PM Peak 426 5.9 14.7% 62 62 62 0 EASTBOUND 1707 PM Peak 426 1.3 3.3% 62 62 62 0 EASTBOUND 1715 PM Peak 426 5.8 14.60 62 62 62 0 EASTBOUND 1719 PM Peak 426 7.0 17.45 62 62 62 0 EASTBOUND 1743 PM Peak 426 .3 0.70 62 62 62 0 EASTBOUND 1751 PM Peak 426 .9 1.00 62 62 62 0 EASTBOUND 1755 PM Peak 426 .7 1.80 62 62 62 1 WESTBOUND 609 AM Peak 7637 .1 0.30 62 62 62 1 WESTBOUND 627 AM Peak 7637 2.6 6.4% 62 62 62 1 WESTBOUND 628 AM Peak 7637 11.9 29.70 62 62 62 1 WESTBOUND 658 AM Peak 7637 5.3 13.30 62 62 62 1 WESTBOUND 703 AM Peak 7637 3.5 8.80 62 62 62 1 WESTBOUND 727 AM Peak 7637 3.7 9.20 62 62 62 1 WESTBOUND 739 AM Peak 7637 18.6 46.50 62 62 62 1 WESTBOUND 739 AM Peak 7637 2.5 6.30 62 62 62 1 WESTBOUND 803 AM Peak 7637 3.3 8.1% 62 62 62 1 WESTBOUND 810 AM Peak 7637 5.5 13.80 62 62 62 1 WESTBOUND 815 AM Peak 7637 3.2 7.90 Route Pat ROUTEOOUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD AQSTOP ALOAD A LF 62 62 62 1 WESTBOUND 839 AM Peak 7637 3.6 8.9% 62 62 62 1 WESTBOUND 851 AM Peak 7637 4.8 11.9% 62 62 62 1 WESTBOUND 1503 PM Peak 7637 14.3 35.7% 62 62 62 1 WESTBOUND 1521 PM Peak 7637 5.5 13.80 62 62 62 1 WESTBOUND 1539 PM Peak 7637 2.6 6.50 62 62 62 1 WESTBOUND 1551 PM Peak 7637 5.4 13.6% 62 62 62 1 WESTBOUND 1603 PM Peak 7637 3.3 8.2% 62 62 62 1 WESTBOUND 1615 PM Peak 7637 3.1 7.6% 62 62 62 1 WESTBOUND 1620 PM Peak 7637 7.0 17.60 62 62 62 1 WESTBOUND 1627 PM Peak 7637 4.2 10.6% 62 62 62 1 WESTBOUND 1651 PM Peak 7637 11.6 29.00 62 62 62 1 WESTBOUND 1656 PM Peak 7637 8.3 20.70 62 62 62 1 WESTBOUND 1703 PM Peak 7637 4.5 11.20 62 62 62 1 WESTBOUND 1727 PM Peak 7637 1.8 4.5% 62 62 62 1 WESTBOUND 1732 PM Peak 7637 7.9 19.60 62 62 62 1 WESTBOUND 1739 PM Peak 7637 5.0 12.60 93 93 93 1 NORTHBOUND 603 AM Peak 44 31.1 77.80 93 93 93 1 NORTHBOUND 621 AM Peak 44 20.1 50.49 93 93 93 1 NORTHBOUND 639 AM Peak 44 23.1 57.8% 93 93 93 1 NORTHBOUND 657 AM Peak 44 25.3 63.3% 93 93 93 1 NORTHBOUND 715 AM Peak 44 22.9 57.3% 93 93 93 1 NORTHBOUND 733 AM Peak 44 13.0 32.45 93 93 93 1 NORTHBOUND 751 AM Peak 44 21.2 52.90 93 93 93 1 NORTHBOUND 809 AM Peak 44 38.9 97.2% 93 93 93 1 NORTHBOUND 827 AM Peak 44 16.7 41.70 93 93 93 1 NORTHBOUND 845 AM Peak 44 21.8 54.49 93 93 93 1 NORTHBOUND 1502 PM Peak 44 23.8 59.5% 93 93 93 1 NORTHBOUND 1520 PM Peak 44 22.2 55.6% 93 93 93 1 NORTHBOUND 1538 PM Peak 44 25.5 63.8% 93 93 93 1 NORTHBOUND 1558 PM Peak 44 13.7 34.30 93 93 93 1 NORTHBOUND 1617 PM Peak 44 26.0 65.1% 93 93 93 1 NORTHBOUND 1636 PM Peak 44 29.0 72.4% 93 93 93 1 NORTHBOUND 1654 PM Peak 44 20.7 51.6% 93 93 93 1 NORTHBOUND 1712 PM Peak 44 17.1 42.7% 93 93 93 1 NORTHBOUND 1730 PM Peak 44 25.5 63.8% 93 93 93 1 NORTHBOUND 1748 PM Peak 44 13.4 33.6% 93 93 93 0 SOUTHBOUND 602 AM Peak 37 26.9 67.20 93 93 93 0 SOUTHBOUND 620 AM Peak 37 11.5 28.70 93 93 93 0 SOUTHBOUND 635 AM Peak 37 13.7 34.20 93 93 93 0 SOUTHBOUND 649 AM Peak 37 20.9 52.2% 93 93 93 0 SOUTHBOUND 707 AM Peak 37 33.2 83.10 93 93 93 0 SOUTHBOUND 725 AM Peak 37 24.4 61.10 93 93 93 0 SOUTHBOUND 743 AM Peak 37 31.3 78.20 93 93 93 0 SOUTHBOUND 800 AM Peak 37 15.1 37.80 93 93 93 0 SOUTHBOUND 818 AM Peak 37 25.4 63.5% 93 93 93 0 SOUTHBOUND 836 AM Peak 37 16.0 40.00 93 93 93 0 SOUTHBOUND 854 AM Peak 37 15.7 39.2% 93 93 93 0 SOUTHBOUND 1510 PM Peak 37 26.3 65.80 93 93 93 0 SOUTHBOUND 1529 PM Peak 37 24.3 60.80 93 93 93 0 SOUTHBOUND 1546 PM Peak 37 21.2 52.90 93 93 93 0 SOUTHBOUND 1604 PM Peak 37 20.7 51.80 93 93 93 0 SOUTHBOUND 1622 PM Peak 37 27.1 67.8% 93 93 93 0 SOUTHBOUND 1640 PM Peak 37 18.1 45.20 93 93 93 0 SOUTHBOUND 1658 PM Peak 37 25.5 63.80 93 93 93 0 SOUTHBOUND 1716 PM Peak 37 20.5 51.20 93 93 93 0 SOUTHBOUND 1735 PM Peak 37 18.2 45.50 93 93 93 0 SOUTHBOUND 1754 PM Peak 37 25.9 64.70 202 202 202 1 NORTHBOUND 830 AM Peak 1229 4.0 10.00 202 202 202 1 NORTHBOUND 1540 PM Peak 1229 2.4 6.10 202 202 202 1 NORTHBOUND 1645 PM Peak 1229 1.4 3.6% 202 202 202 1 NORTHBOUND 1746 PM Peak 1229 2.0 5.10 Aventura Blvd / NE 199 St NORTH MIAMI BEACH CU 167 St r 163ST MALL MIAMI SHORES UPPER EAST SIDE GVT CTR ratil Aor DOWNTOWN BUS TERMINAL U 5 NE3Sti � > N NW/NE 1 St Q Jw Flagler St z SW/SE 1 St Biscayne Blvd 171 / 172 St 163 St I C.)V) CO THE BUS TERMINAL AT AVENTURA MALL ARSHT CTR &OMNI BUS TERMINAL 17 Ter figt5 0 CO NORTH BOUND T / 14 St I 1� 13 St J ♦ SOUTH BOUND WWW.miamidade.gov/transit Q 311 (305.468.5900) TDD: 305.468.5402 0 MiamiDadeTransit © @IRideMDT O @IRideMDT cein MDT TRACKER / MDT TRANSIT WATCH DEPARTMENT OF TRANSPORTATION AND PUBLIC WORKS NORDSTROM 4 NORTH 06/2016 M IAM I•Dt= COUNTY 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidade iGOVt 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS 3 (Northbound) WEEKDAY DOWNTOWN OMNI TERMINAL / BISCAYNE BISCAYNE BISCAYNE NE 163 ST NE 167 Bus Terminal METROBUS ARSHT BLVD & NE 36 BLVD & NE 79 BLVD & NE & NE 23 ST & 15 at Aventura TERMINAL METROMOVER ST ST 123 ST AV AVE Mall 05:15AM 05:24AM 05:30AM 05:39AM 05:49AM 05:58AM 06:08AM 06:25AM 05:35AM 05:44AM 05:50AM 05:59AM 06:11AM 06:21AM 06:31AM 06:48AM 05:55AM 06:06AM 06:14AM 06:24AM 06:36AM 06:46AM 06:56AM 07:16AM 06:15AM 06:26AM 06:34AM 06:44AM 06:56AM 07:08AM 07:20AM 07:40AM 06:35AM 06:46AM 06:54AM 07:05AM 07:18AM 07:30AM 07:42AM 08:04AM 06:55AM 07:08AM 07:16AM 07:27AM 07:40AM 07:52AM 08:04AM 08:26AM 07:14AM 07:27AM 07:35AM 07:46AM 07:59AM 08:11AM 08:23AM 08:45AM 07:32AM 07:45AM 07:53AM 08:05AM 08:19AM 08:31 AM 08:43AM 09:05AM 07:50AM 08:03AM 08:12AM 08:24AM 08:38AM 08:50AM 09:02AM 09:23AM 08:08AM 08:21 AM 08:30AM 08:42AM 08:56AM 09:09AM 09:21 AM 09:42AM 08:26AM 08:39AM 08:48AM 09:OOAM 09:14AM 09:27AM 09:39AM 10:OOAM 08:44AM 08:57AM 09:06AM 09:18AM 09:32AM 09:45AM 09:57AM 10:18AM 09:02AM 09:15AM 09:23AM 09:35AM 09:49AM 10:02AM 10:14AM 10:35AM 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http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=3&rtName=3 2/3 10/11/2017 Routes Schedule - Miami -Dade County 12:15AM 12:26AM 12:33AM 12:43AM 12:53AM 01:02AM 01:09AM 01:25AM 12:40AM 12:51 AM 12:58AM 01:O8AM 01:18AM 01:27AM 01:34AM 01:50AM 01:10AM 01:21AM 01:28AM 01:38AM 01:48AM 01:57AM 02:04AM 02:20AM 02:10AM 02:21 AM 02:28AM 02:38AM 02:48AM 02:57AM 03:04AM 03:17AM 03:10AM 03:19AM 03:25AM 03:34AM 03:44AM 03:53AM 04:OOAM 04:13AM 04:10AM 04:19AM 04:25AM 04:34AM 04:44AM 04:53AM 05:OOAM 05:13AM Back to previous page (lavascript.: historv.qo(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAMF�D€ http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=3&rtName=3 3/3 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 3 (Southbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS Bus Terminal NE 15 BISCAYNE BISCAYNE BISCAYNE BISCAYNE OMNI TERMINAL / DOWNTOWN at Aventura AVE & BLVD & NE BLVD & NE BLVD & NE BLVD & NE ARSHT METROBUS Mall 165 ST 163 ST 123 ST 79 ST 36 ST METROMOVER TERMINAL 04:25AM 04:39AM 04:45AM 04:52AM 05:03AM 05:11 AM 05:16AM 05:24AM 04:57AM 05:11AM 05:17AM 05:24AM 05:35AM 05:43AM 05:48AM 05:56AM 05:13AM 05:27AM 05:33AM 05:40AM 05:51 AM 06:03AM 06:10AM 06:21 AM 05:33AM 05:47AM 05:53AM 06:02AM 06:15AM 06:27AM 06:34AM 06:45AM 05:48AM 06:04AM 06:11 AM 06:20AM 06:33AM 06:45AM 06:52AM 07:04AM 06:03AM 06:19AM 06:26AM 06:35AM 06:48AM 07:01 AM 07:10AM 07:22AM 06:18AM 06:34AM 06:41AM 06:50AM 07:06AM 07:19AM 07:28AM 07:40AM 06:35AM 06:51 AM 06:58AM 07:O8AM 07:24AM 07:37AM 07:46AM 07:58AM 06:48AM 07:07AM 07:16AM 07:26AM 07:42AM 07:55AM 08:04AM 08:16AM 07:04AM 07:23AM 07:32AM 07:42AM 07:58AM 08:13AM 08:22AM 08:34AM 07:21 AM 07:40AM 07:49AM 08:OOAM 08:16AM 08:31 AM 08:40AM 08:52AM 07:38AM 07:57AM 08:07AM 08:18AM 08:34AM 08:49AM 08:58AM 09:10AM 07:55AM 08:15AM 08:25AM 08:36AM 08:52AM 09:07AM 09:16AM 09:28AM 08:14AM 08:34AM 08:44AM 08:55AM 09:11AM 09:25AM 09:34AM 09:46AM 08:31 AM 08:51 AM 09:02AM 09:13AM 09:29AM 09:43AM 09:52AM 10:04AM 08:49AM 09:09AM 09:20AM 09:31 AM 09:47AM 10:01 AM 10:10AM 10:22AM 09:08AM 09:28AM 09:39AM 09:50AM 10:06AM 10:19AM 10:28AM 10:40AM 09:26AM 09:46AM 09:57AM 10:O8AM 10:24AM 10:37AM 10:46AM 10:58AM 09:44AM 10:04AM 10:15AM 10:26AM 10:42AM 10:55AM 11:04AM 11:16AM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=3&rtName=3 1/3 10/11/2017 Routes Schedule - Miami -Dade County 10:02AM 10:22AM 10:33AM 10:44AM 11:00AM 11:13AM 11:22AM 11:34AM 10:19AM 10:39AM 10:50AM 11:02AM 11:18AM 11:31 AM 11:40AM 11:52AM 10:37AM 10:57AM 11:O8AM 11:20AM 11:36AM 11:49AM 11:58AM 12:10PM 10:55AM 11:15AM 11:26AM 11:38AM 11:54AM 12:07PM 12:16PM 12:28PM 11:13AM 11:33AM 11:44AM 11:56AM 12:12PM 12:25PM 12:34PM 12:46PM 11:31AM 11:51AM 12:02PM 12:14PM 12:30PM 12:43PM 12:52PM 01:04PM 11:50AM 12:10PM 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http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=3&rtName=3 2/3 10/11/2017 Routes Schedule - Miami -Dade County 11:23PM 11:38PM 11:44PM 11:52PM 12:03AM 12:11AM 12:17AM 12:25AM 11:53PM 12:O8AM 12:14AM 12:22AM 12:33AM 12:41 AM 12:47AM 12:55AM 12:23AM 12:38AM 12:44AM 12:52AM 01:03AM 01:11AM 01:17AM 01:25AM 12:53AM 01:O8AM 01:14AM 01:22AM 01:33AM 01:41 AM 01:47AM 01:55AM 01:53AM 02:08AM 02:14AM 02:22AM 02:33AM 02:41AM 02:47AM 02:55AM 02:55AM 03:10AM 03:16AM 03:23AM 03:34AM 03:42AM 03:47AM 03:55AM 03:56AM 04:10AM 04:16AM 04:23AM 04:34AM 04:42AM 04:47AM 04:55AM Back to previous page Qavascriot: history.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=3&rtName=3 3/3 Route 9 - - - BEFORE 6 A.M. Miami Gardens Dr short turn NORTH MIAMI MIAMI SHORES LITTLE HAITI DOWNTOWN hie Q NW/NE 1 St 1 z z cc) SW/SE 1 St GOVERNMENT CENTER Q Q ✓ CV w z ,J w a) X_ a 206 St a AVENTURA m Q m Ives Dairy Rd / co ▪ t l�I w • 203 St .` z i / / �► 202 St 11 • stI • ���g��Jd >, P`'�' _ °) LAKE CV CITIBANKK X Q`a l� � AVENTURA MALL Q GARAGE THE BUS TERMINAL AT AVENTURA MALL 4 0 0 0 0 Board at Bay 09 167 ST TERMINAL 167 St r a) O NORTHBOUND SOUTHBOUND 167 St L163 ST MALL i 163 St Ln (-SHORT TURN 167St a) LC) • 163 St 0 NORTH 03/2016 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS 9 (Northbound) WEEKDAY NW 1 AV & FLAGLER NE 2 AVE & 37 NE 2 AVE & 79 NE 6 AVE & 125 NE 167 ST & 15 Bus Terminal at Aventura ST ST ST ST AVE Mall 04:58AM 05:11 AM 05:21 AM 05:32AM 05:48AM 06:16AM 05:35AM 05:48AM 05:58AM 06:12AM 06:31 AM 06:59AM 05:48AM 06:02AM 06:14AM 06:28AM 06:47AM 07:19AM 06:10AM 06:24AM 06:36AM 06:50AM 07:13AM 07:45AM 06:30AM 06:44AM 06:56AM 07:12AM 07:35AM 08:07AM 06:42AM 06:56AM 07:09AM 07:26AM 07:50AM 06:54AM 07:10AM 07:23AM 07:39AM 08:02AM 08:34AM 07:08AM 07:24AM 07:37AM 07:54AM 08:18AM 07:20AM 07:36AM 07:49AM 08:05AM 08:28AM 09:01 AM 07:32AM 07:48AM 08:01AM 08:18AM 08:42AM 07:44AM 08:OOAM 08:13AM 08:29AM 08:52AM 09:25AM 07:56AM 08:12AM 08:25AM 08:42AM 09:06AM 08:08AM 08:24AM 08:37AM 08:53AM 09:17AM 09:50AM 08:20AM 08:36AM 08:49AM 09:05AM 09:29AM 10:02AM 08:32AM 08:48AM 09:01AM 09:17AM 09:41AM 08:44AM 09:02AM 09:16AM 09:32AM 09:56AM 10:29AM 08:56AM 09:13AM 09:26AM 09:42AM 10:06AM 09:08AM 09:26AM 09:40AM 09:56AM 10:20AM 10:53AM 09:37AM 09:55AM 10:09AM 10:25AM 10:49AM 11:22AM 10:07AM 10:25AM 10:39AM 10:55AM 11:19AM 11:52AM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=9&rtName=9 1 /3 10/11/2017 Routes Schedule - Miami -Dade County 10:37AM 10:55AM 11:09AM 11:25AM 11:49AM 12:22PM 11:07AM 11:25AM 11:39AM 11:55AM 12:19PM 12:52PM 11:37AM 11:55AM 12:09PM 12:25PM 12:49PM 01:22PM 12:07PM 12:25PM 12:39PM 12:55PM 01:21 PM 01:54PM 12:37PM 12:55PM 01:09PM 01:27PM 01:53PM 02:26PM 01:07PM 01:27PM 01:41 PM 01:59PM 02:25PM 02:58PM 01:15PM 01:32PM 01:46PM 02:06PM 02:30PM 01:37PM 01:57PM 02:11PM 02:29PM 02:55PM 03:28PM 01:50PM 02:07PM 02:21 PM 02:41 PM 03:06PM 02:07PM 02:27PM 02:41PM 02:59PM 03:25PM 03:58PM 02:20PM 02:37PM 02:51 PM 03:11 PM 03:36PM 02:37PM 02:57PM 03:11 PM 03:29PM 03:54PM 04:27PM 02:50PM 03:09PM 03:23PM 03:43PM 04:08PM 02:58PM 03:20PM 03:34PM 03:52PM 04:17PM 04:50PM 03:12PM 03:34PM 03:48PM 04:06PM 04:31PM 05:04PM 03:24PM 03:43PM 03:57PM 04:17PM 04:42PM 03:36PM 03:58PM 04:12PM 04:30PM 04:55PM 05:28PM 03:48PM 04:07PM 04:21PM 04:41PM 05:07PM 04:OOPM 04:22PM 04:36PM 04:54PM 05:19PM 05:52PM 04:12PM 04:31PM 04:45PM 05:05PM 05:31PM 04:26PM 04:48PM 05:02PM 05:20PM 05:45PM 06:18PM 04:36PM 04:55PM 05:09PM 05:28PM 05:54PM 04:48PM 05:11 PM 05:25PM 05:43PM 06:08PM 06:38PM 05:OOPM 05:20PM 05:34PM 05:53PM 06:19PM 05:12PM 05:35PM 05:49PM 06:07PM 06:28PM 06:58PM 05:24PM 05:44PM 05:58PM 06:17PM 06:39PM 05:36PM 05:59PM 06:13PM 06:28PM 06:49PM 07:19PM 05:48PM 06:08PM 06:21 PM 06:36PM 06:58PM 06:OOPM 06:17PM 06:29PM 06:44PM 07:05PM 07:35PM 06:20PM 06:37PM 06:50PM 07:05PM 07:27PM 06:40PM 06:57PM 07:09PM 07:24PM 07:45PM 08:15PM 07:06PM 07:23PM 07:36PM 07:51PM 08:13PM 07:36PM 07:53PM 08:05PM 08:20PM 08:41 PM 09:11 PM 08:06PM 08:23PM 08:36PM 08:51 PM 09:13PM 08:36PM 08:53PM 09:05PM 09:16PM 09:34PM 09:58PM 09:06PM 09:18PM 09:28PM 09:40PM 09:57PM 09:35PM 09:47PM 09:57PM 10:09PM 10:26PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=9&rtName=9 2/3 10/11/2017 Routes Schedule - Miami -Dade County 10:43PM 10:55PM 11:05PM 11:17PM 11:34PM 11:27PM 11:39PM 11:49PM 12:01AM 12:18AM Back to previous page (iavascript: historv.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAMF[]i1[)E http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=9&rtName=9 3/3 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidade iGOVt 9 (Southbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS Bus Terminal at Aventura NE 167 ST & 15 NE 6 AVE & 124 NE 2 AVE & 79 NE 2 AVE & 37 NW 1 AV & FLAGLER Mall AVE ST ST ST ST 04:42AM 04:58AM 05:09AM 05:18AM 05:33AM 05:14AM 05:30AM 05:41 AM 05:50AM 06:O8AM 05:23AM 05:42AM 05:58AM 06:11AM 06:22AM 06:40AM 05:32AM 05:48AM 05:59AM 06:10AM 06:28AM 05:39AM 05:58AM 06:18AM 06:31AM 06:42AM 07:06AM 05:50AM 06:10AM 06:23AM 06:34AM 06:52AM 06:03AM 06:28AM 06:48AM 07:04AM 07:17AM 07:42AM 06:10AM 06:30AM 06:43AM 06:54AM 07:18AM 06:20AM 06:40AM 06:53AM 07:06AM 07:30AM 06:25AM 06:50AM 07:12AM 07:28AM 07:41AM 08:06AM 06:39AM 07:01 AM 07:17AM 07:30AM 07:54AM 06:45AM 07:14AM 07:36AM 07:52AM 08:05AM 08:30AM 07:03AM 07:25AM 07:41AM 07:54AM 08:18AM 07:21 AM 07:50AM 08:12AM 08:28AM 08:41 AM 09:06AM 07:27AM 07:49AM 08:05AM 08:18AM 08:42AM 07:39AM 08:01 AM 08:17AM 08:30AM 08:54AM 07:52AM 08:21AM 08:43AM 08:59AM 09:13AM 09:35AM 08:18AM 08:47AM 09:13AM 09:29AM 09:43AM 10:05AM 08:48AM 09:17AM 09:43AM 09:59AM 10:13AM 10:35AM 09:OOAM 09:25AM 09:41AM 09:54AM 10:16AM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=9&rtName=9 1/3 10/11/2017 Routes Schedule - Miami -Dade County 09:18AM 09:47AM 10:13AM 10:29AM 10:43AM 11:05AM 09:48AM 10:17AM 10:43AM 10:59AM 11:13AM 11:35AM 10:18AM 10:47AM 11:13AM 11:29AM 11:43AM 12:05PM 10:48AM 11:17AM 11:43AM 11:59AM 12:13PM 12:35PM 11:18AM 11:47AM 12:13PM 12:29PM 12:43PM 01:05PM 11:48AM 12:17PM 12:43PM 01:OOPM 01:13PM 01:35PM 12:17PM 12:46PM 01:13PM 01:30PM 01:43PM 02:05PM 12:44PM 01:16PM 01:43PM 02:OOPM 02:13PM 02:35PM 01:05PM 01:37PM 02:04PM 02:21 PM 02:34PM 02:56PM 01:16PM 01:48PM 02:15PM 02:32PM 02:45PM 03:10PM 01:40PM 02:12PM 02:39PM 02:56PM 03:09PM 03:34PM 02:03PM 02:29PM 02:46PM 02:59PM 03:22PM 02:17PM 02:49PM 03:17PM 03:33PM 03:45PM 04:10PM 02:27PM 02:53PM 03:10PM 03:23PM 03:46PM 02:38PM 03:13PM 03:41PM 03:57PM 04:09PM 04:34PM 02:39PM 03:05PM 03:22PM 03:35PM 03:58PM 03:02PM 03:37PM 04:05PM 04:21PM 04:33PM 04:58PM 03:07PM 03:31PM 03:48PM 04:01PM 04:24PM 03:26PM 04:01 PM 04:29PM 04:45PM 04:57PM 05:22PM 03:29PM 03:53PM 04:10PM 04:23PM 04:46PM 03:38PM 04:13PM 04:41 PM 04:57PM 05:09PM 05:34PM 03:53PM 04:17PM 04:34PM 04:47PM 05:10PM 04:03PM 04:38PM 05:06PM 05:21 PM 05:33PM 05:58PM 04:23PM 04:58PM 05:26PM 05:41 PM 05:53PM 06:18PM 04:29PM 04:53PM 05:10PM 05:23PM 05:46PM 04:48PM 05:24PM 05:52PM 06:07PM 06:18PM 06:38PM 05:15PM 05:51PM 06:19PM 06:33PM 06:44PM 07:04PM 05:51 PM 06:27PM 06:49PM 07:03PM 07:14PM 07:34PM 06:27PM 06:57PM 07:19PM 07:33PM 07:44PM 08:04PM 06:57PM 07:27PM 07:49PM 08:03PM 08:14PM 08:34PM 07:27PM 07:57PM 08:19PM 08:33PM 08:44PM 09:04PM 08:01PM 08:31PM 08:53PM 09:07PM 09:16PM 09:33PM 09:23PM 09:46PM 10:04PM 10:15PM 10:24PM 10:41 PM 10:07PM 10:30PM 10:48PM 10:59PM 11:O8PM 11:25PM Back to previous page Qavascriot: history.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=9&rtName=9 2/3 Miami Gardens Dr. a) Route 10 •E czL a) ID W z Metrobus Terminal 167 St _} imom Home Depot NORTH } MIAMI BEACH NORTH MIAMI a) NE 125 St — WaI-Mart NE 119 St MIAMI SHORES EL PORTAL WYNWOOD LITTLE HAITI a) W z MIAMI a) N W z NE 17 St The Mall at 163rd Street F NE 163 St NORTH MAP NOT TO SCALE 11/2014 NE 15 St Adrienne Arsht Center NE 14 St Metromover Station p & Omni Metrobus Terminal a) 0 CD 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidade iGOVt 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS 10 (Northbound) WEEKDAY NE15ST& NE2AVE& NE2AVE& NE125ST& NEI2AVE& NE167ST& NEI5AVE& NE19AV&NE BISCAYNE BD 37 ST 79 ST 6 AVE 135 ST 15 AVE 165 ST 185 ST 05:43AM 05:51 AM 06:03AM 06:17AM 06:22AM 06:33AM 06:40AM 06:25AM 06:34AM 06:46AM 07:05AM 07:11 AM 07:23AM 07:31 AM 06:56AM 07:06AM 07:19AM 07:38AM 07:44AM 07:56AM 08:04AM 07:28AM 07:38AM 07:51 AM 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 08:51 AM 09:11 AM 09:17AM 09:29AM 09:37AM 08:58AM 09:09AM 09:22AM 09:42AM 09:48AM 10:OOAM 10:O8AM 09:28AM 09:39AM 09:52AM 10:12AM 10:18AM 10:30AM 10:38AM 09:58AM 10:09AM 10:22AM 10:42AM 10:48AM 11:OOAM 11:O8AM 10:28AM 10:39AM 10:52AM 11:12AM 11:18AM 11:30AM 11:38AM 10:58AM 11:09AM 11:22AM 11:42AM 11:48AM 12:OOPM 12:O8PM 11:28AM 11:39AM 11:52AM 12:12PM 12:18PM 12:30PM 12:38PM 11:58AM 12:09PM 12:22PM 12:42PM 12:48PM 01:OOPM 01:O8PM 12:28PM 12:39PM 12:52PM 01:12PM 01:18PM 01:30PM 01:38PM 12:58PM 01:09PM 01:22PM 01:42PM 01:48PM 02:OOPM 02:08PM 01:28PM 01:39PM 01:52PM 02:12PM 02:18PM 02:30PM 02:38PM 01:58PM 02:09PM 02:22PM 02:42PM 02:48PM 03:OOPM 03:08PM 02:28PM 02:39PM 02:52PM 03:13PM 03:20PM 03:32PM 03:40PM 02:59PM 03:12PM 03:26PM 03:47PM 03:54PM 04:06PM 04:14PM 03:29PM 03:42PM 03:56PM 04:17PM 04:24PM 04:36PM 04:44PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=10&rtName=10 1 /2 10/11/2017 Routes Schedule - Miami -Dade County 03:59PM 04:12PM 04:26PM 04:47PM 04:54PM 05:07PM 05:15PM 04:29PM 04:42PM 04:56PM 05:17PM 05:24PM 05:37PM 05:45PM 05:00PM 05:13PM 05:27PM 05:48PM 05:55PM 06:O8PM 06:15PM 05:30PM 05:43PM 05:57PM 06:18PM 06:24PM 06:34PM 06:41 PM 06:02PM 06:13PM 06:25PM 06:42PM 06:48PM 06:58PM 07:05PM 06:29PM 06:40PM 06:52PM 07:09PM 07:15PM 07:25PM 07:32PM 06:59PM 07:10PM 07:22PM 07:39PM 07:45PM 07:55PM 08:02PM 07:29PM 07:40PM 07:52PM 08:09PM 08:15PM 08:25PM 08:32PM 07:59PM 08:10PM 08:22PM 08:39PM 08:45PM 08:55PM 09:02PM 08:29PM 08:40PM 08:52PM 09:09PM 09:13PM 09:22PM 09:28PM 09:01 PM 09:10PM 09:20PM 09:33PM 09:37PM 09:46PM 09:52PM 09:26PM 09:35PM 09:45PM 09:58PM 10:02PM 10:11 PM 10:17PM 10:16PM 10:25PM 10:35PM 10:48PM 10:52PM 11:01PM 11:07PM 11:46PM 11:55PM 12:05AM 12:18AM 12:22AM 12:31AM 12:37AM Back to previous page (lavascript: historv.cro(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIIAMIFLIADE COUNTY http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=10&rtName=10 2/2 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS 10 (Southbound) WEEKDAY NE19AV&NE NEI5AVE&165 NEI2AVE&135 NE125ST&6 NE2AVE&79 NE2AVE&37 NE15ST& 185 ST ST ST AVE ST ST BISCAYNE BD 04:51 AM 04:56AM 05:06AM 05:11 AM 05:24AM 05:33AM 05:41 AM 05:28AM 05:33AM 05:43AM 05:48AM 06:03AM 06:14AM 06:23AM 06:06AM 06:12AM 06:23AM 06:29AM 06:44AM 06:55AM 07:07AM 06:29AM 06:35AM 06:46AM 06:52AM 07:12AM 07:25AM 07:37AM 06:55AM 07:02AM 07:14AM 07:22AM 07:42AM 07:55AM 08:07AM 07:25AM 07:32AM 07:44AM 07:52AM 08:12AM 08:25AM 08:37AM 07:55AM 08:02AM 08:14AM 08:22AM 08:42AM 08:55AM 09:07AM 08:28AM 08:35AM 08:47AM 08:55AM 09:15AM 09:28AM 09:39AM 08:58AM 09:05AM 09:17AM 09:26AM 09:45AM 09:58AM 10:09AM 09:29AM 09:35AM 09:47AM 09:56AM 10:15AM 10:28AM 10:39AM 09:59AM 10:05AM 10:17AM 10:26AM 10:45AM 10:58AM 11:09AM 10:29AM 10:35AM 10:47AM 10:56AM 11:15AM 11:28AM 11:39AM 10:59AM 11:05AM 11:17AM 11:26AM 11:45AM 11:58AM 12:09PM 11:29AM 11:35AM 11:47AM 11:56AM 12:15PM 12:28PM 12:39PM 11:59AM 12:05PM 12:17PM 12:26PM 12:45PM 12:58PM 01:09PM 12:29PM 12:35PM 12:47PM 12:56PM 01:15PM 01:28PM 01:39PM 12:59PM 01:05PM 01:17PM 01:26PM 01:45PM 01:58PM 02:09PM 01:29PM 01:35PM 01:47PM 01:56PM 02:15PM 02:28PM 02:39PM 01:57PM 02:03PM 02:15PM 02:24PM 02:43PM 02:56PM 03:08PM 02:27PM 02:33PM 02:45PM 02:54PM 03:13PM 03:26PM 03:38PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=10&rtName=10 1 /2 10/11/2017 Routes Schedule - Miami -Dade County 02:54PM 03:01 PM 03:14PM 03:24PM 03:43PM 03:56PM 04:O8PM 03:24PM 03:31 PM 03:44PM 03:54PM 04:13PM 04:26PM 04:38PM 03:53PM 04:OOPM 04:13PM 04:23PM 04:42PM 04:55PM 05:08PM 04:23PM 04:30PM 04:43PM 04:53PM 05:12PM 05:25PM 05:38PM 04:56PM 05:03PM 05:16PM 05:25PM 05:43PM 05:56PM 06:09PM 05:32PM 05:39PM 05:52PM 06:01 PM 06:17PM 06:28PM 06:39PM 06:06PM 06:12PM 06:24PM 06:31 PM 06:47PM 06:58PM 07:09PM 06:36PM 06:42PM 06:54PM 07:01PM 07:17PM 07:28PM 07:39PM 07:06PM 07:12PM 07:24PM 07:31 PM 07:47PM 07:58PM 08:09PM 07:36PM 07:42PM 07:54PM 08:01 PM 08:17PM 08:28PM 08:39PM 08:09PM 08:15PM 08:27PM 08:34PM 08:50PM 09:01 PM 09:11 PM 09:09PM 09:14PM 09:25PM 09:30PM 09:43PM 09:52PM 10:02PM 10:33PM 10:38PM 10:49PM 10:54PM 11:07PM 11:16PM 11:26PM Back to previous pace (iavascript: historv.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAM1DADE ji http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=10&rtName=10 2/2 Route 16 NORTH MIAMI MIAMI SHORES EL PORTAL Arsht Performing Arts Metromover Station/ BusTerminal a) Q co w z a> Q N r w Z NE 125 St Bus Terminal il;;1 NE 167 St NOL Home Depot Wal-Mart H 163 St Mall NE 163 St NE 123 St a> Q LO z NE 159 St a> Q CO r w z BISCAYNE PARK N Bayshore Dr 0 NORTH MAP NOT TO SCALE 12/2009 NORTH MIAMI BEACH 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidade iGOVt OMNI TERMINAL / ARSHT METROMOVER 16 (Northbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS BISCAYNE BLVD & NE 36 BISCAYNE BLVD & NE 79 NE 6 AVE & 125 NE 167 ST & 15 ST ST ST AVE 05:22AM 05:28AM 05:37AM 05:47AM 06:07AM 05:50AM 05:56AM 06:06AM 06:18AM 06:38AM 06:18AM 06:26AM 06:36AM 06:48AM 07:10AM 06:46AM 06:54AM 07:05AM 07:18AM 07:40AM 07:14AM 07:22AM 07:33AM 07:46AM 08:08AM 07:42AM 07:50AM 08:02AM 08:16AM 08:38AM 08:10AM 08:19AM 08:31 AM 08:45AM 09:07AM 08:38AM 08:47AM 08:59AM 09:13AM 09:33AM 09:06AM 09:14AM 09:26AM 09:40AM 10:OOAM 09:34AM 09:42AM 09:54AM 10:08AM 10:28AM 10:02AM 10:10AM 10:22AM 10:36AM 10:56AM 10:32AM 10:40AM 10:52AM 11:06AM 11:28AM 11:02AM 11:10AM 11:22AM 11:36AM 11:58AM 11:32AM 11:40AM 11:52AM 12:06PM 12:28PM 12:02PM 12:11PM 12:23PM 12:37PM 12:59PM 12:32PM 12:41 PM 12:53PM 01:07PM 01:30PM 01:02PM 01:11PM 01:23PM 01:37PM 02:01PM 01:32PM 01:41 PM 01:53PM 02:07PM 02:31 PM 02:02PM 02:12PM 02:24PM 02:38PM 03:02PM 02:32PM 02:42PM 02:54PM 03:09PM 03:33PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=16&rtName=16 1 /2 10/11/2017 Routes Schedule - Miami -Dade County 03:02PM 03:14PM 03:27PM 03:42PM 04:07PM 03:32PM 03:44PM 03:57PM 04:12PM 04:37PM 04:OOPM 04:12PM 04:26PM 04:41PM 05:06PM 04:28PM 04:40PM 04:54PM 05:09PM 05:34PM 04:56PM 05:08PM 05:22PM 05:37PM 06:02PM 05:24PM 05:36PM 05:50PM 06:05PM 06:28PM 05:52PM 06:04PM 06:17PM 06:32PM 06:55PM 06:20PM 06:31PM 06:44PM 06:59PM 07:22PM 06:48PM 06:59PM 07:12PM 07:25PM 07:45PM 07:18PM 07:26PM 07:38PM 07:51PM 08:11PM 07:48PM 07:56PM 08:08PM 08:19PM 08:35PM 08:18PM 08:26PM 08:36PM 08:47PM 09:03PM 08:50PM 08:58PM 09:08PM 09:19PM 09:35PM 09:25PM 09:33PM 09:43PM 09:54PM 10:10PM 10:01PM 10:09PM 10:19PM 10:30PM 10:46PM Back to previous jape (iavascript: historv.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAMFC]�[]E http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=16&rtName=16 2/2 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 16 (Southbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS NE 167 ST & 15 NE 6 AVE & 124 BISCAYNE BLVD & NE 79 BISCAYNE BLVD & NE 36 OMNI TERMINAL / ARSHT AVE ST ST ST METROMOVER 04:41 AM 04:55AM 05:07AM 05:15AM 05:20AM 05:09AM 05:23AM 05:35AM 05:43AM 05:48AM 05:31AM 05:45AM 05:57AM 06:09AM 06:16AM 05:50AM 06:09AM 06:25AM 06:37AM 06:44AM 06:15AM 06:34AM 06:50AM 07:03AM 07:12AM 06:38AM 07:01 AM 07:18AM 07:31 AM 07:40AM 07:06AM 07:29AM 07:46AM 07:59AM 08:O8AM 07:32AM 07:55AM 08:12AM 08:27AM 08:36AM 08:OOAM 08:23AM 08:40AM 08:55AM 09:04AM 08:29AM 08:52AM 09:09AM 09:23AM 09:32AM 08:57AM 09:20AM 09:37AM 09:51 AM 10:OOAM 09:30AM 09:51AM 10:08AM 10:21AM 10:30AM 10:00AM 10:21AM 10:38AM 10:51AM 11:OOAM 10:30AM 10:51 AM 11:08AM 11:21 AM 11:30AM 11:OOAM 11:21AM 11:38AM 11:51AM 12:OOPM 11:30AM 11:51AM 12:O8PM 12:21PM 12:30PM 12:OOPM 12:21PM 12:38PM 12:51PM 01:OOPM 12:30PM 12:51 PM 01:O8PM 01:21 PM 01:30PM 12:59PM 01:21 PM 01:38PM 01:51 PM 02:OOPM 01:29PM 01:51PM 02:08PM 02:21PM 02:30PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=16&rtName=16 1 /2 10/11/2017 Routes Schedule - Miami -Dade County 01:57PM 02:21 PM 02:38PM 02:51 PM 03:OOPM 02:27PM 02:51 PM 03:O8PM 03:21 PM 03:30PM 02:55PM 03:19PM 03:36PM 03:49PM 03:58PM 03:24PM 03:48PM 04:05PM 04:17PM 04:26PM 03:52PM 04:16PM 04:33PM 04:45PM 04:54PM 04:20PM 04:44PM 05:01 PM 05:13PM 05:22PM 04:48PM 05:12PM 05:29PM 05:41 PM 05:50PM 05:16PM 05:40PM 05:57PM 06:09PM 06:18PM 05:44PM 06:08PM 06:25PM 06:37PM 06:46PM 06:18PM 06:39PM 06:56PM 07:08PM 07:16PM 06:52PM 07:13PM 07:28PM 07:38PM 07:46PM 07:28PM 07:45PM 08:OOPM 08:09PM 08:16PM 08:03PM 08:18PM 08:32PM 08:41PM 08:48PM 08:38PM 08:53PM 09:07PM 09:16PM 09:23PM 09:14PM 09:29PM 09:43PM 09:52PM 09:59PM Back to previous jape (iavascript: historv.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAMFC]�[]E http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=16&rtName=16 2/2 62 HIALEAH a> <a> short turn EQ r-►E13St a T 1—W E9St a_ < < oo o W r TRIANGLE PARK w 4 NORTH 08/2017 DR. MARTIN LIBERTY LUTHER KING, JR. CITY STATI O N NW 27 Ave ■■I NW/NE62St ■■I NW 7 Ave d AUDREY M. EDMONSON TRANSIT VILLAGE www.miamidade.gov/transit DEPARTMENT OF TRANSPORTATION AND PUBLIC WORKS INFORMATION : INFORMACION : ENFOMASYON MIAMMADE 0 ©© ©GoMiamiDade MDT TRACKER I EASY PAY MIAMI I MDT TRANSIT WATCH e 311 OR 305.468.5900 (TDD: 305.468.5402) APPSt COUNTY 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 62 (Eastbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS W 3 ST & PALM AVE E 9 ST & 8 AVE NW 62 ST & NW DR MARTIN LUTHER KING NW 7 AVE TRANSIT NE 61 ST & HIALEAH HIALEAH 32 AVE JR STATION VILLAGE BISCAYNE BLVD 05:05AM 05:10AM 05:13AM 05:16AM 05:25AM 05:35AM 05:34AM 05:39AM 05:42AM 05:45AM 05:54AM 06:05AM 05:54AM 06:03AM 06:07AM 06:11AM 06:24AM 06:35AM 06:24AM 06:33AM 06:37AM 06:41 AM 06:54AM 07:05AM 06:54AM 07:03AM 07:07AM 07:11AM 07:24AM 07:35AM 07:24AM 07:33AM 07:37AM 07:41 AM 07:54AM 08:05AM 07:54AM 08:03AM 08:07AM 08:11 AM 08:24AM 08:35AM 08:24AM 08:33AM 08:37AM 08:41AM 08:54AM 09:05AM 08:52AM 09:01 AM 09:06AM 09:11 AM 09:24AM 09:35AM 09:22AM 09:31AM 09:36AM 09:41AM 09:54AM 10:05AM 09:52AM 10:01 AM 10:06AM 10:11 AM 10:24AM 10:35AM 10:22AM 10:31AM 10:36AM 10:41AM 10:54AM 11:05AM 10:52AM 11:01AM 11:06AM 11:11AM 11:24AM 11:35AM 11:22AM 11:31AM 11:36AM 11:41AM 11:54AM 12:05PM 11:52AM 12:01PM 12:06PM 12:11PM 12:24PM 12:35PM 12:22PM 12:31 PM 12:36PM 12:41 PM 12:54PM 01:05PM 12:52PM 01:01 PM 01:06PM 01:11 PM 01:24PM 01:35PM 01:22PM 01:31 PM 01:36PM 01:41 PM 01:54PM 02:05PM 01:52PM 02:01 PM 02:06PM 02:11 PM 02:24PM 02:35PM 02:22PM 02:31PM 02:36PM 02:41PM 02:54PM 03:05PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Eastbound&rt=62&rtName=62 1/2 10/11/2017 Routes Schedule - Miami -Dade County 02:52PM 03:01 PM 03:06PM 03:11 PM 03:24PM 03:35PM 03:22PM 03:31 PM 03:36PM 03:41 PM 03:54PM 04:05PM 03:51PM 04:OOPM 04:05PM 04:10PM 04:24PM 04:35PM 04:21 PM 04:30PM 04:35PM 04:40PM 04:54PM 05:05PM 04:51PM 05:OOPM 05:05PM 05:10PM 05:24PM 05:35PM 05:21 PM 05:30PM 05:35PM 05:40PM 05:54PM 06:05PM 05:51 PM 06:OOPM 06:05PM 06:10PM 06:24PM 06:35PM 06:21PM 06:30PM 06:35PM 06:40PM 06:54PM 07:05PM 07:27PM 07:34PM 07:38PM 07:42PM 07:55PM 08:05PM 08:32PM 08:38PM 08:43PM 08:46PM 08:56PM 09:05PM 09:32PM 09:38PM 09:43PM 09:46PM 09:56PM 10:05PM 10:32PM 10:38PM 10:43PM 10:46PM 10:56PM 11:05PM 11:32PM 11:38PM 11:43PM 11:46PM 11:56PM 12:05AM Back to previous pace (iavascript: historv.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAM1DADE ji http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Eastbound&rt=62&rtName=62 2/2 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS 62 (Westbound) WEEKDAY NE 62 ST & NW 7 AVE TRANSIT DR MARTIN LUTHER KING NW 62 ST & E 9 ST & 8 CT W 3 ST & PALM AVE BISCAYNE BLVD VILLAGE JR STATION 32 AVE HIALEAH HIALEAH 05:45AM 05:56AM 06:09AM 06:14AM 06:19AM 06:27AM 06:15AM 06:28AM 06:41 AM 06:46AM 06:51 AM 06:59AM 06:45AM 06:58AM 07:11AM 07:16AM 07:21AM 07:29AM 07:15AM 07:28AM 07:41 AM 07:46AM 07:51 AM 07:59AM 07:45AM 07:58AM 08:11AM 08:16AM 08:21AM 08:29AM 08:15AM 08:28AM 08:41 AM 08:46AM 08:51 AM 08:59AM 08:45AM 08:58AM 09:12AM 09:19AM 09:24AM 09:32AM 09:15AM 09:28AM 09:42AM 09:49AM 09:54AM 10:02AM 09:45AM 09:58AM 10:12AM 10:19AM 10:24AM 10:32AM 10:15AM 10:28AM 10:42AM 10:49AM 10:54AM 11:02AM 10:45AM 10:58AM 11:12AM 11:19AM 11:24AM 11:32AM 11:15AM 11:28AM 11:42AM 11:49AM 11:54AM 12:02PM 11:45AM 11:58AM 12:12PM 12:19PM 12:24PM 12:32PM 12:15PM 12:28PM 12:42PM 12:49PM 12:54PM 01:02PM 12:45PM 12:58PM 01:12PM 01:19PM 01:24PM 01:32PM 01:15PM 01:28PM 01:42PM 01:49PM 01:54PM 02:02PM 01:45PM 01:58PM 02:12PM 02:19PM 02:24PM 02:32PM 02:15PM 02:28PM 02:42PM 02:49PM 02:54PM 03:02PM 02:45PM 02:58PM 03:12PM 03:19PM 03:24PM 03:32PM 03:15PM 03:28PM 03:42PM 03:49PM 03:54PM 04:03PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Westbound&rt=62&rtName=62 1/2 10/11/2017 Routes Schedule - Miami -Dade County 03:45PM 03:58PM 04:12PM 04:16PM 04:21 PM 04:30PM 04:15PM 04:29PM 04:43PM 04:47PM 04:52PM 05:01 PM 04:45PM 04:59PM 05:13PM 05:17PM 05:22PM 05:31PM 05:15PM 05:29PM 05:43PM 05:47PM 05:52PM 06:01 PM 05:45PM 05:59PM 06:13PM 06:17PM 06:22PM 06:31PM 06:15PM 06:29PM 06:43PM 06:47PM 06:52PM 07:01 PM 06:45PM 06:59PM 07:13PM 07:17PM 07:20PM 07:27PM 07:15PM 07:27PM 07:40PM 07:44PM 07:47PM 07:54PM 08:15PM 08:27PM 08:40PM 08:44PM 08:47PM 08:54PM 09:15PM 09:25PM 09:36PM 09:40PM 09:43PM 09:49PM 10:15PM 10:25PM 10:36PM 10:40PM 10:43PM 10:49PM 11:15PM 11:25PM 11:36PM 11:40PM 11:43PM 11:49PM Back to previous page (lavascript: historv.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAMI[!A�`JE caviar http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Westbound&rt=62&rtName=62 2/2 93 BISCAYNE MAX 0 LIMITED STOPS 19 St to 163 St GVT CTR FRI i4l Aventura Blvd / NE 199 St MAKES ALL LOCAL STOPS NORTH OF 163 ST NORTH MIAMI MIAMI SHORES UPPER EAST SIDE DOWNTOWN BUS TERMINAL NE3Str � NW/NE1 St < CV z w Flagler St z SW/SE1 St 163 ST v CO 151 ST 146 ST 135 ST 123 ST SANS SOUCI BLVD 107 ST 96 ST 91 ST 79 ST 70 ST (NORTHBOUND) 71 ST (SOUTHBOUND) 62 ST 54 ST - •36ST co • 29ST a) • 19 ST U EDGEWATER MAKES ALL LOCAL STOPS SOUTH OF 19 ST www.miamidade.gov/transit Q 311 (305.468.5900) TDD: 305.468.5402 0 MiamiDadeTransit © @IRideMDT O @IRideMDT cein MDT TRACKER / MDT TRANSIT WATCH DEPARTMENT OF TRANSPORTATION AND PUBLIC WORKS 4 NORTH 06/2016 M IAM I•DALaL COUNTY 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 93 (Northbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS DOWNTOWN BISCAYNE BD BISCAYNE BLVD BISCAYNE BLVD BISCAYNE BLVD BISCAYNE BD Bus Terminal at METROBUS & NE 15 ST & NE 36 ST & NE 79 ST & NE 123 ST & NE 163 ST Aventura Mall TERMINAL 05:24AM 05:32AM 05:37AM 05:45AM 05:53AM 06:02AM 06:14AM 05:44AM 05:52AM 05:57AM 06:05AM 06:14AM 06:23AM 06:35AM 06:OOAM 06:10AM 06:16AM 06:23AM 06:32AM 06:41 AM 06:53AM 06:15AM 06:25AM 06:31AM 06:38AM 06:47AM 06:56AM 07:09AM 06:30AM 06:40AM 06:46AM 06:53AM 07:03AM 07:12AM 07:25AM 06:45AM 06:55AM 07:02AM 07:11 AM 07:21 AM 07:30AM 07:43AM 07:OOAM 07:12AM 07:19AM 07:28AM 07:38AM 07:47AM 08:OOAM 07:15AM 07:27AM 07:34AM 07:43AM 07:53AM 08:02AM 08:15AM 07:30AM 07:42AM 07:49AM 07:58AM 08:08AM 08:17AM 08:30AM 07:45AM 07:57AM 08:05AM 08:14AM 08:24AM 08:33AM 08:46AM 08:OOAM 08:12AM 08:20AM 08:29AM 08:39AM 08:48AM 09:01 AM 08:18AM 08:30AM 08:38AM 08:47AM 08:57AM 09:06AM 09:19AM 08:36AM 08:48AM 08:56AM 09:05AM 09:15AM 09:24AM 09:37AM 08:54AM 09:07AM 09:14AM 09:22AM 09:32AM 09:41AM 09:54AM 09:12AM 09:25AM 09:32AM 09:40AM 09:50AM 09:59AM 10:12AM 09:30AM 09:43AM 09:50AM 09:58AM 10:08AM 10:17AM 10:30AM 09:48AM 10:01 AM 10:O8AM 10:16AM 10:26AM 10:35AM 10:48AM 10:06AM 10:19AM 10:26AM 10:34AM 10:44AM 10:53AM 11:07AM 10:30AM 10:43AM 10:50AM 10:58AM 11:09AM 11:19AM 11:33AM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=93&rtName=93%20Biscayne%20MAX 1/2 10/11/2017 Routes Schedule - Miami -Dade County 11:00AM 11:13AM 11:20AM 11:28AM 11:39AM 11:49AM 12:04PM 11:30AM 11:43AM 11:50AM 11:58AM 12:09PM 12:20PM 12:35PM 12:OOPM 12:13PM 12:20PM 12:29PM 12:40PM 12:51PM 01:07PM 12:30PM 12:43PM 12:50PM 12:59PM 01:10PM 01:21 PM 01:37PM 01:OOPM 01:13PM 01:21PM 01:30PM 01:41PM 01:52PM 02:08PM 01:30PM 01:43PM 01:51 PM 02:00PM 02:12PM 02:23PM 02:39PM 02:OOPM 02:14PM 02:22PM 02:31 PM 02:43PM 02:54PM 03:11 PM 02:15PM 02:29PM 02:37PM 02:46PM 02:58PM 03:09PM 03:26PM 02:30PM 02:44PM 02:52PM 03:01 PM 03:12PM 03:22PM 03:39PM 02:45PM 02:59PM 03:09PM 03:18PM 03:29PM 03:39PM 03:56PM 03:OOPM 03:14PM 03:24PM 03:33PM 03:44PM 03:54PM 04:11 PM 03:15PM 03:29PM 03:39PM 03:48PM 03:59PM 04:09PM 04:25PM 03:30PM 03:44PM 03:54PM 04:05PM 04:17PM 04:27PM 04:43PM 03:45PM 03:59PM 04:09PM 04:20PM 04:32PM 04:42PM 04:58PM 04:OOPM 04:15PM 04:25PM 04:36PM 04:48PM 04:58PM 05:14PM 04:15PM 04:30PM 04:40PM 04:51 PM 05:03PM 05:13PM 05:29PM 04:30PM 04:45PM 04:55PM 05:06PM 05:18PM 05:28PM 05:44PM 04:45PM 05:00PM 05:10PM 05:21PM 05:33PM 05:43PM 05:59PM 05:OOPM 05:15PM 05:25PM 05:36PM 05:48PM 05:58PM 06:14PM 05:15PM 05:30PM 05:40PM 05:51PM 06:03PM 06:12PM 06:25PM 05:30PM 05:45PM 05:55PM 06:06PM 06:17PM 06:26PM 06:39PM 05:45PM 06:OOPM 06:08PM 06:18PM 06:29PM 06:38PM 06:51PM 06:OOPM 06:14PM 06:22PM 06:32PM 06:43PM 06:52PM 07:05PM 06:15PM 06:29PM 06:37PM 06:47PM 06:58PM 07:07PM 07:19PM 06:30PM 06:44PM 06:52PM 07:02PM 07:12PM 07:20PM 07:32PM 06:45PM 06:59PM 07:07PM 07:16PM 07:26PM 07:34PM 07:46PM 07:05PM 07:17PM 07:24PM 07:33PM 07:43PM 07:51PM 08:03PM 07:25PM 07:37PM 07:44PM 07:53PM 08:03PM 08:11 PM 08:22PM Back to previous page (iavascript: historv.00(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM M I AM F�7ti1DIE: COUNTY http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=93&rtName=93%20Biscayne%20MAX 2/2 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 93 (South bound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS Bus Terminal at BISCAYNE BLVD BISCAYNE BLVD BISCAYNE BISCAYNE BISCAYNE DOWNTOWN Aventura Mall & NE 163 ST & NE 123 ST BLVD & NE 79 BLVD & NE 36 BLVD & NE 15 METROBUS ST ST ST TERMINAL 05:45AM 05:55AM 06:02AM 06:12AM 06:21 AM 06:26AM 06:37AM 05:55AM 06:08AM 06:15AM 06:25AM 06:34AM 06:39AM 06:50AM 06:09AM 06:22AM 06:29AM 06:39AM 06:48AM 06:53AM 07:05AM 06:22AM 06:35AM 06:42AM 06:52AM 07:03AM 07:08AM 07:20AM 06:35AM 06:48AM 06:55AM 07:07AM 07:18AM 07:23AM 07:35AM 06:48AM 07:02AM 07:10AM 07:22AM 07:33AM 07:38AM 07:50AM 07:06AM 07:20AM 07:28AM 07:40AM 07:51AM 07:56AM 08:08AM 07:23AM 07:37AM 07:45AM 07:57AM 08:O8AM 08:14AM 08:26AM 07:41AM 07:55AM 08:03AM 08:15AM 08:26AM 08:32AM 08:44AM 07:59AM 08:13AM 08:21 AM 08:33AM 08:44AM 08:50AM 09:02AM 08:18AM 08:32AM 08:40AM 08:52AM 09:03AM 09:O8AM 09:20AM 08:38AM 08:52AM 09:00AM 09:11AM 09:21AM 09:26AM 09:38AM 08:56AM 09:10AM 09:18AM 09:29AM 09:39AM 09:44AM 09:56AM 09:20AM 09:34AM 09:42AM 09:53AM 10:03AM 10:08AM 10:20AM 09:49AM 10:03AM 10:12AM 10:24AM 10:33AM 10:38AM 10:50AM 10:20AM 10:34AM 10:43AM 10:55AM 11:04AM 11:09AM 11:20AM 10:49AM 11:04AM 11:13AM 11:25AM 11:34AM 11:39AM 11:50AM 11:18AM 11:33AM 11:42AM 11:54AM 12:03PM 12:09PM 12:20PM 11:47AM 12:02PM 12:12PM 12:24PM 12:33PM 12:39PM 12:50PM http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=93&rtName=93%20Biscayne%20MAX 1/2 10/11/2017 Routes Schedule - Miami -Dade County 12:16PM 12:31 PM 12:41 PM 12:53PM 01:03PM 01:09PM 01:20PM 12:46PM 01:01 PM 01:11 PM 01:23PM 01:33PM 01:39PM 01:50PM 01:00PM 01:15PM 01:25PM 01:37PM 01:47PM 01:53PM 02:05PM 01:15PM 01:30PM 01:40PM 01:52PM 02:02PM 02:O8PM 02:20PM 01:30PM 01:45PM 01:55PM 02:07PM 02:17PM 02:23PM 02:35PM 01:43PM 01:58PM 02:10PM 02:22PM 02:32PM 02:38PM 02:50PM 01:56PM 02:12PM 02:24PM 02:36PM 02:46PM 02:52PM 03:05PM 02:11PM 02:27PM 02:39PM 02:51PM 03:01PM 03:07PM 03:20PM 02:27PM 02:43PM 02:55PM 03:07PM 03:16PM 03:22PM 03:35PM 02:42PM 02:58PM 03:10PM 03:22PM 03:31PM 03:37PM 03:50PM 02:57PM 03:14PM 03:25PM 03:37PM 03:46PM 03:52PM 04:05PM 03:12PM 03:29PM 03:40PM 03:52PM 04:01 PM 04:07PM 04:20PM 03:27PM 03:44PM 03:55PM 04:07PM 04:16PM 04:22PM 04:35PM 03:42PM 03:59PM 04:10PM 04:22PM 04:31 PM 04:37PM 04:50PM 03:57PM 04:14PM 04:25PM 04:37PM 04:46PM 04:52PM 05:05PM 04:12PM 04:29PM 04:40PM 04:52PM 05:01 PM 05:07PM 05:20PM 04:27PM 04:44PM 04:55PM 05:07PM 05:16PM 05:22PM 05:35PM 04:42PM 04:59PM 05:10PM 05:22PM 05:31PM 05:37PM 05:50PM 05:OOPM 05:17PM 05:28PM 05:40PM 05:49PM 05:55PM 06:08PM 05:16PM 05:33PM 05:44PM 05:56PM 06:05PM 06:10PM 06:20PM 05:32PM 05:49PM 06:OOPM 06:11 PM 06:20PM 06:25PM 06:35PM 05:53PM 06:10PM 06:20PM 06:31 PM 06:40PM 06:45PM 06:55PM 06:15PM 06:30PM 06:40PM 06:51 PM 07:00PM 07:05PM 07:15PM Back to previous pane (iavascript: historv.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAMMADE http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=93&rtName=93%20Biscayne%20MAX 2/2 Route 202 Little Haiti Connection NW81St I U zl NE 79 St �l fll .� �e meNW St �I •►1 o L.r)1 I< zl I"' 1 I z 1 IL NW 83 St co WEEKDAY MIDDAY TO BISCAYNE PLAZA NW 83 St WEEKDAY MIDDAY TO NE 36 ST NW 79 St NW t S 83 m m � 83 St m Biscayne Q — >I Shopping _ -NE81 - E1 Plaza > 1 m z 1 j I a) Village z Carver NW/NE 71 St NW/NE 62 St Edison Middle School NW/NE 54 St Douglas ■ Gardens Post Office NE 39 St .6 ' E Miami Design Center z NE 36 St 4J N N W Z 1 • WEEKDAY MIDDAY ONLY Saba! Palm 0 NORTH MAP NOT TO SCALE 01.2011 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidade iGOVt 202 (Northbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS NMIAMIAVE&NE NE54ST&NE2AV NE2AVE&62 NW71ST&2 NW85STRD&5 NW83ST&5 NE5AVE&81 38 ST (W/F) ST AVE AVE AVE ST 08:30AM 08:34AM 08:42AM 08:49AM 08:56AM 08:57AM 09:05AM 09:30AM 09:34AM 09:42AM 09:48AM 09:55AM 09:56AM 10:04AM 10:15AM 10:19AM 10:27AM 10:33AM 10:40AM 10:41AM 10:49AM 11:OOAM 11:04AM 11:12AM 11:18AM 11:25AM 11:26AM 11:34AM 11:45AM 11:49AM 11:57AM 12:03PM 12:10PM 12:11PM 12:19PM 12:30PM 12:34PM 12:42PM 12:48PM 12:55PM 12:56PM 01:04PM 01:15PM 01:19PM 01:27PM 01:33PM 01:40PM 01:41 PM 01:49PM 02:OOPM 02:04PM 02:12PM 02:18PM 02:25PM 02:26PM 02:34PM 02:45PM 02:49PM 02:57PM 03:04PM 03:11 PM 03:40PM 03:44PM 03:52PM 03:59PM 04:06PM 04:45PM 04:49PM 04:57PM 05:04PM 05:11 PM 05:46PM 05:50PM 05:58PM 06:05PM 06:12PM Back to previous page Qavascriot: history.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MIAM 1I DE1.7717710 http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Northbound&rt=202&rtName=202%20Little%20Haiti%20Connection 1/2 10/11/2017 Routes Schedule - Miami -Dade County Miami -Dade County Transportation and Public Works Routes Schedule miamidadeGOVt 202 (Southbound) WEEKDAY 0 (httas://facebook.com/GoMiamiDade/ 4 (https://twitter.com/gomiamidade ) (httas://www.instaaram.com/qomiamic 1 METROBUS NE5AVE&81 NW83ST&5 NW85STRD&5 NW2AVE&71 NE2AVE&63 NE54ST&NE2 NMIAMIAVE&NE ST AVE AVE ST TERR AV 38 ST 07:56AM 08:05AM 08:11 AM 08:19AM 08:24AM 08:56AM 09:05AM 09:11 AM 09:18AM 09:23AM 09:30AM 09:40AM 09:42AM 09:50AM 09:56AM 10:03AM 10:O8AM 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 12:11 PM 12:18PM 12:23PM 12:30PM 12:40PM 12:42PM 12:50PM 12:56PM 01:03PM 01:O8PM 01:15PM 01:25PM 01:27PM 01:35PM 01:41PM 01:48PM 01:53PM 02:OOPM 02:10PM 02:12PM 02:20PM 02:26PM 02:33PM 02:38PM 02:50PM 03:01PM 03:03PM 03:12PM 03:19PM 03:26PM 03:31PM 04:06PM 04:15PM 04:22PM 04:29PM 04:34PM 05:11PM 05:20PM 05:27PM 05:34PM 05:39PM Back to previous page Qavascriot: history.go(-1) ) Page Last Edited: Mon Jan 30, 2017 2:39:07 PM MI AMFDADE http://www.miamidade.gov/transit/routes_schedule.asp?srv=WEEKDAY&dir=Southbound&rt=202&rtName=202%20Little%20Haiti%20Connection 1/2 Appendix E Existing Conditions Analysis A.M. Peak Hour Timings 1: NE 2nd Avenue & NE 67th Street Existing A.M. Peak Hour Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 4 1 14 262 29 669 Future Volume (vph) 4 1 14 262 29 669 Turn Type NA NA Perm NA Perm NA Protected Phases 3 4 6 2 Permitted Phases 6 2 Detector Phase 3 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 22.0 13.0 24.0 24.0 24.0 24.0 Total Split (s) 22.0 15.0 83.0 83.0 83.0 83.0 Total Split (%) 18.3% 12.5% 69.2% 69.2% 69.2% 69.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NE 2nd Avenue & NE 67th Street 7 02 (R) 04 3 83s 2 s 15s At 06 (R) 83s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM Signalized Intersection Capacity Analysis 1: NE 2nd Avenue & NE 67th Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 4 10 15 1 15 14 262 36 29 669 2 Future Volume (vph) 8 4 10 15 1 15 14 262 36 29 669 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.94 0.93 0.98 1.00 Fit Protected 0.98 0.98 1.00 1.00 Satd. Flow (prot) 1701 1684 3461 3530 Flt Permitted 0.98 0.98 0.91 0.93 Satd. Flow (perm) 1701 1684 3164 3274 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 4 11 16 1 16 15 276 38 31 704 2 RTOR Reduction (vph) 0 11 0 0 15 0 0 5 0 0 0 0 Lane Group Flow (vph) 0 12 0 0 18 0 0 324 0 0 737 0 Confl. Peds. (#/hr) 1 1 1 1 5 3 3 5 Confl. Bikes (#/hr) 1 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 3 3 4 4 6 2 Permitted Phases 6 2 Actuated Green, G (s) 4.4 4.7 92.9 92.9 Effective Green, g (s) 4.4 4.7 92.9 92.9 Actuated g/C Ratio 0.04 0.04 0.77 0.77 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 62 65 2449 2534 v/s Ratio Prot c0.01 c0.01 v/s Ratio Perm 0.10 c0.23 v/c Ratio 0.20 0.27 0.13 0.29 Uniform Delay, d1 56.1 56.0 3.4 3.9 Progression Factor 1.00 1.00 1.12 1.00 Incremental Delay, d2 1.2 1.6 0.1 0.3 Delay (s) 57.3 57.6 3.9 4.2 Level of Service E E A A Approach Delay (s) 57.3 57.6 3.9 4.2 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 6.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 2: NE 4th Avenue (West)/NE 4th Avenue & NE 67th Street Existing A.M. Peak Hour Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 1 12 0 0 1 7 13 0 0 31 3 Future Vol, veh/h 39 1 12 0 0 1 7 13 0 0 31 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 2 2 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - - None Storage Length - - - - - - - - Veh in Median Storage, # 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 52 1 16 0 0 1 9 17 0 0 41 4 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 79 80 43 89 82 19 45 0 0 19 0 0 Stage 1 43 43 - 37 37 - - - - Stage 2 36 37 - 52 45 - - - - Critical Hdwy 5 5 5 5 5 5 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Follow-up Hdwy 3 3 3 3 3 3 2.218 2.218 - - Pot Cap-1 Maneuver 1111 1110 1151 1100 1108 1178 1563 1597 - - Stage 1 1136 1144 - 1144 1151 - - - - Stage 2 1146 1151 - 1122 1141 - - - - Platoon blocked, % Mov Cap-1 Maneuver 1104 1101 1151 1077 1099 1176 1563 1594 Mov Cap-2 Maneuver 1104 1101 - 1077 1099 - Stage 1 1129 1144 - 1135 1142 - Stage 2 1138 1142 - 1105 1141 - Approach HCM Control Delay, s HCM LOS EB 8.4 A WB 8.1 A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR NB 2.6 SB 0 Capacity (veh/h) 1563 - - 1114 1176 1594 HCM Lane V/C Ratio 0.006 - - 0.062 0.001 - HCM Control Delay (s) 7.3 0 - 8.4 8.1 0 HCM Lane LOS A A - A A A HCM 95th %tile Q(veh) 0 - - 0.2 0 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 3: NW 62nd Street & 1-95 SB Off -Ramp Existing A.M. Peak Hour Lane Group EBT WBL WBT SBL SBT Lane Configurations Traffic Volume (vph) 560 349 430 92 102 Future Volume (vph) 560 349 430 92 102 Turn Type NA pm+pt NA Split NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum Initial (s) 16.0 5.0 16.0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25.0 Total Split (s) 55.0 17.0 72.0 53.0 53.0 Total Split (%) 44.0% 13.6% 57.6% 42.4% 42.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 62nd Street & 1-95 SB Off -Ramp 1.411P08 1- 02 (R) 72s 53s 05 J55"436 (R) 17 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 3: NW 62nd Street & 1-95 SB Off -Ramp Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 560 640 349 430 0 0 0 0 92 102 69 Future Volume (veh/h) 0 560 640 349 430 0 0 0 0 92 102 69 Number 1 6 16 5 2 12 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1863 1900 1863 1863 0 1863 1863 1900 Adj Flow Rate, veh/h 0 571 653 356 439 0 94 104 70 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap,veh/h 0 1152 1013 442 2767 0 217 127 85 Arrive On Green 0.00 0.87 0.87 0.11 1.00 0.00 0.12 0.12 0.12 Sat Flow, veh/h 0 1863 1557 1774 3632 0 1774 1037 698 Grp Volume(v), veh/h 0 571 653 356 439 0 94 0 174 Grp Sat Flow(s),veh/h/In 0 1770 1557 1774 1770 0 1774 0 1735 Q Serve(g_s), s 0.0 9.5 15.9 8.3 0.0 0.0 6.1 0.0 12.2 Cycle Q Clear(g_c), s 0.0 9.5 15.9 8.3 0.0 0.0 6.1 0.0 12.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.40 Lane Grp Cap(c), veh/h 0 1152 1013 442 2767 0 217 0 212 V/C Ratio(X) 0.00 0.50 0.64 0.81 0.16 0.00 0.43 0.00 0.82 Avail Cap(c_a), veh/h 0 1152 1013 451 2767 0 667 0 653 HCM Platoon Ratio 1.00 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.74 0.74 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 3.6 4.0 10.0 0.0 0.0 50.9 0.0 53.5 Incr Delay (d2), s/veh 0.0 1.5 3.2 7.1 0.1 0.0 1.0 0.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 4.9 7.4 7.8 0.0 0.0 3.1 0.0 6.2 LnGrp Delay(d),s/veh 0.0 5.1 7.2 17.1 0.1 0.0 51.9 0.0 59.3 LnGrp LOS A A B A D E Approach Vol, veh/h 1224 795 268 Approach Delay, s/veh 6.2 7.7 56.7 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 103.7 16.4 87.4 21.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 66.0 11.0 49.0 47.0 Max Q Clear Time (g_c+I1), s 2.0 10.3 17.9 14.2 Green Ext Time (p_c), s 1.2 0.1 3.6 1.1 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 4: 1-95 NB Off -Ramp & NW 62nd Street Existing A.M. Peak Hour Lane Group EBL EBT WBT NBT Lane Configurations Traffic Volume (vph) 299 290 514 495 Future Volume (vph) 299 290 514 495 Turn Type pm+pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detector Phase 1 6 2 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 Minimum Split (s) 11.0 22.0 22.0 30.0 Total Split (s) 20.0 77.0 57.0 48.0 Total Split (%) 16.0% 61.6% 45.6% 38.4% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2:WBT and 6:EBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 4: 1-95 NB Off -Ramp & NW 62nd Street 01 04 1- 07 (R) 57s zOs 48s 77 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 4: 1-95 NB Off -Ramp & NW 62nd Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 299 290 0 0 514 194 337 495 312 0 0 0 Future Volume (veh/h) 299 290 0 0 514 194 337 495 312 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 315 305 0 0 541 204 355 521 328 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap,veh/h 563 2010 0 0 596 224 332 507 336 Arrive On Green 0.37 0.76 0.00 0.00 0.32 0.32 0.34 0.34 0.34 Sat Flow, veh/h 1774 3632 0 0 2573 931 988 1509 999 Grp Volume(v), veh/h 315 305 0 0 385 360 652 0 552 Grp Sat Flow(s),veh/h/In 1774 1770 0 0 1770 1640 1813 0 1682 Q Serve(g_s), s 12.0 3.0 0.0 0.0 26.1 26.3 42.0 0.0 40.6 Cycle Q Clear(g_c), s 12.0 3.0 0.0 0.0 26.1 26.3 42.0 0.0 40.6 Prop In Lane 1.00 0.00 0.00 0.57 0.54 0.59 Lane Grp Cap(c), veh/h 563 2010 0 0 426 395 609 0 565 V/C Ratio(X) 0.56 0.15 0.00 0.00 0.91 0.91 1.07 0.00 0.98 Avail Cap(c_a), veh/h 563 2010 0 0 722 669 609 0 565 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.50 0.50 0.00 0.00 0.94 0.94 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.8 7.0 0.0 0.0 41.1 41.2 41.5 0.0 41.0 Incr Delay (d2), s/veh 0.4 0.1 0.0 0.0 24.3 26.5 56.5 0.0 31.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 8.2 1.4 0.0 0.0 15.5 14.7 30.5 0.0 23.9 LnGrp Delay(d),s/veh 31.1 7.0 0.0 0.0 65.4 67.7 98.0 0.0 72.9 LnGrp LOS C A E E F E Approach Vol, veh/h 620 745 1204 Approach Delay, s/veh 19.3 66.5 86.5 Approach LOS B E F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 40.9 36.1 48.0 77.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 51.0 42.0 71.0 Max Q Clear Time (g_c+I1), s 14.0 28.3 44.0 5.0 Green Ext Time (p_c), s 0.0 1.8 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 64.5 HCM 2010 LOS E K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 5: NW 2nd Avenue & NW 62nd Street Existing A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 48 410 56 399 94 158 37 42 241 120 Future Volume (vph) 48 410 56 399 94 158 37 42 241 120 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 8 Switch Phase Minimum Initial (s) 5.0 16.0 5.0 16.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 16.0 52.0 16.0 52.0 16.0 41.0 41.0 16.0 41.0 41.0 Total Split (%) 12.8% 41.6% 12.8% 41.6% 12.8% 32.8% 32.8% 12.8% 32.8% 32.8% Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3.7 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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) 5.7 6.0 5.7 6.0 5.7 6.0 6.0 5.7 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None None None None None None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 62.3 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Splits and Phases: 5: NW 2nd Avenue & NW 62nd Street 01 02 16s 52s 18s 41s 05 107 •I08 06 16s 52s 16s 41s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 5: NW 2nd Avenue & NW 62nd Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 410 93 56 399 14 94 158 37 42 241 120 Future Volume (veh/h) 48 410 93 56 399 14 94 158 37 42 241 120 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.96 0.99 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 50 427 97 58 416 15 98 165 39 44 251 125 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 396 803 181 361 991 36 310 397 328 363 350 289 Arrive On Green 0.06 0.37 0.37 0.07 0.38 0.38 0.07 0.21 0.21 0.04 0.19 0.19 Sat Flow, veh/h 1774 2863 645 1774 3478 125 1774 1863 1541 1774 1863 1538 Grp Volume(v), veh/h 50 262 262 58 211 220 98 165 39 44 251 125 Grp Sat Flow(s),veh/h/In 1774 1770 1738 1774 1770 1834 1774 1863 1541 1774 1863 1538 Q Serve(g_s), s 1.1 6.6 6.7 1.3 5.0 5.1 2.5 4.4 1.2 1.1 7.2 4.1 Cycle Q Clear(g_c), s 1.1 6.6 6.7 1.3 5.0 5.1 2.5 4.4 1.2 1.1 7.2 4.1 Prop In Lane 1.00 0.37 1.00 0.07 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 496 487 361 504 523 310 397 328 363 350 289 V/C Ratio(X) 0.13 0.53 0.54 0.16 0.42 0.42 0.32 0.42 0.12 0.12 0.72 0.43 Avail Cap(c_a), veh/h 631 1426 1401 587 1426 1478 508 1142 945 605 1142 943 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.2 15.0 15.0 13.3 14.2 14.2 17.2 19.4 18.1 17.3 21.7 20.5 Incr Delay (d2), s/veh 0.1 0.3 0.3 0.1 0.2 0.2 0.2 0.5 0.1 0.1 2.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 3.2 3.2 0.6 2.4 2.5 1.2 2.3 0.5 0.5 3.9 1.8 LnGrp Delay(d),s/veh 13.3 15.3 15.3 13.4 14.4 14.4 17.4 19.9 18.2 17.4 23.8 21.2 LnGrp LOS B B B B B B B B B B C C Approach Vol, veh/h 574 489 302 420 Approach Delay, s/veh 15.1 14.3 18.9 22.4 Approach LOS B B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.4 22.3 8.2 18.2 8.7 22.0 9.6 16.7 Change Period (Y+Rc), s * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 Max Green Setting (Gmax), s * 10 46.0 * 10 35.0 * 10 46.0 * 10 35.0 Max Q Clear Time (g_c+I1), s 3.1 7.1 3.1 6.4 3.3 8.7 4.5 9.2 Green Ext Time (p_c), s 0.0 0.9 0.0 0.8 0.0 1.2 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 17.2 HCM 2010 LOS B Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Existing A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 65 363 109 244 86 355 105 1019 Future Volume (vph) 65 363 109 244 86 355 105 1019 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 16.0 5.0 16.0 Minimum Split (s) 10.7 24.0 10.7 24.0 11.4 24.4 11.4 24.4 Total Split (s) 18.0 42.0 18.0 42.0 16.0 81.0 16.0 81.0 Total Split (%) 11.5% 26.8% 11.5% 26.8% 10.2% 51.6% 10.2% 51.6% Yellow Time (s) 3.7 4.0 3.7 4.0 4.4 4.4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5.7 6.0 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Cycle Length: 157 Actuated Cycle Length: 97.5 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Splits and Phases: 6: N Miami Avenue & NW 62nd Street/NE 62nd Street #� l01 3 04 16s 181s 118s 142..s 0 5 t 06 O 7 '08 16s 181s I 118s I 1142.s , K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 363 60 109 244 22 86 355 89 105 1019 53 Future Volume (veh/h) 65 363 60 109 244 22 86 355 89 105 1019 53 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.96 0.99 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 68 378 62 114 254 23 90 370 93 109 1061 55 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 333 538 87 284 648 58 238 968 240 449 1195 62 Arrive On Green 0.05 0.18 0.18 0.07 0.20 0.20 0.08 0.46 0.46 0.08 0.46 0.46 Sat Flow, veh/h 1774 3029 492 1774 3277 294 1774 2800 695 1774 3420 177 Grp Volume(v), veh/h 68 219 221 114 136 141 90 232 231 109 549 567 Grp Sat Flow(s),veh/h/In 1774 1770 1751 1774 1770 1802 1774 1770 1725 1774 1770 1828 Q Serve(g_s), s 2.2 8.3 8.5 3.7 4.8 4.9 2.3 6.1 6.3 2.8 20.2 20.2 Cycle Q Clear(g_c), s 2.2 8.3 8.5 3.7 4.8 4.9 2.3 6.1 6.3 2.8 20.2 20.2 Prop In Lane 1.00 0.28 1.00 0.16 1.00 0.40 1.00 0.10 Lane Grp Cap(c), veh/h 333 314 311 284 350 356 238 612 597 449 618 639 V/C Ratio(X) 0.20 0.70 0.71 0.40 0.39 0.40 0.38 0.38 0.39 0.24 0.89 0.89 Avail Cap(c_a), veh/h 546 891 882 461 891 907 372 1846 1799 577 1846 1907 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.2 27.6 27.7 22.1 24.9 25.0 16.4 14.3 14.3 13.4 17.9 17.9 Incr Delay (d2), s/veh 0.1 2.1 2.2 0.3 0.5 0.5 0.4 0.1 0.2 0.1 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.1 4.3 4.3 1.8 2.4 2.5 1.1 3.0 2.9 1.3 10.1 10.4 LnGrp Delay(d),s/veh 22.3 29.7 29.9 22.4 25.4 25.5 16.8 14.4 14.5 13.5 19.6 19.6 LnGrp LOS C C C C C C B B B B B B Approach Vol, veh/h 508 391 553 1225 Approach Delay, s/veh 28.8 24.6 14.8 19.1 Approach LOS C C B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.6 31.4 9.4 20.1 10.8 31.1 10.9 18.7 Change Period (Y+Rc), s 6.4 6.4 * 5.7 6.0 6.4 6.4 * 5.7 6.0 Max Green Setting (Gmax), s 9.6 74.6 * 12 36.0 9.6 74.6 * 12 36.0 Max Q Clear Time (g_c+I1), s 4.3 22.2 4.2 6.9 4.8 8.3 5.7 10.5 Green Ext Time (p_c), s 0.0 2.8 0.0 1.3 0.0 1.0 0.1 2.2 Intersection Summary HCM 2010 Ctrl Delay 20.8 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Existing A.M. Peak Hour Lane Group EBU EBL EBR EBR2 WBL WBT NBL NBT SBL SBT Lane Configurations rr r Traffic Volume (vph) 8 113 276 143 102 215 42 213 64 540 Future Volume (vph) 8 113 276 143 102 215 42 213 64 540 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Detector Phase 3 3 8 8 7 4 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 10.7 10.7 25.0 25.0 10.7 25.0 41.0 41.0 41.0 41.0 Total Split (s) 20.0 20.0 40.0 40.0 20.0 40.0 60.0 60.0 60.0 60.0 Total Split (%) 16.7% 16.7% 33.3% 33.3% 16.7% 33.3% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 3.7 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 27 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street 7 02 (R) iiii 3 04 60s 20s 40s At06 (R) 07 08 60s 20s 4Os K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM Signalized Intersection Capacity Analysis Existing 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street A.M. Peak Hour f r* L Movement EBU EBL EBR EBR2 WBL WBT WBR NBL NBT NBR2 SBL SBT Lane Configurations rr r 1 4"ri Traffic Volume (vph) 8 113 276 143 102 215 2 42 213 22 64 540 Future Volume (vph) 8 113 276 143 102 215 2 42 213 22 64 540 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lane Util. Factor 1.00 0.88 1.00 1.00 0.95 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Frt 1.00 0.85 0.85 1.00 1.00 0.99 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.99 1.00 Satd. Flow (prot) 1764 2787 1539 1747 3534 3467 3481 Flt Permitted 0.53 1.00 1.00 0.95 1.00 0.78 0.87 Satd. Flow (perm) 989 2787 1539 1747 3534 2736 3057 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 120 294 152 109 229 2 45 227 23 68 574 RTOR Reduction (vph) 0 0 0 130 0 1 0 0 30 0 0 3 Lane Group Flow (vph) 0 129 294 22 109 230 0 0 265 0 0 687 Confl. Peds. (#/hr) 5 7 7 5 3 2 2 Confl. Bikes (#/hr) 2 2 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Actuated Green, G (s) 28.6 17.6 17.6 27.2 16.9 74.4 74.4 Effective Green, g (s) 28.6 17.6 17.6 27.2 16.9 74.4 74.4 Actuated g/C Ratio 0.24 0.15 0.15 0.23 0.14 0.62 0.62 Clearance Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 1.0 Lane Grp Cap (vph) 306 408 225 395 497 1696 1895 v/s Ratio Prot c0.04 c0.11 0.02 0.07 v/s Ratio Perm 0.06 0.01 0.04 0.10 c0.22 v/c Ratio 0.42 0.72 0.10 0.28 0.46 0.16 0.36 Uniform Delay, d1 37.6 48.9 44.3 38.3 47.4 9.6 11.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.40 Incremental Delay, d2 0.3 5.8 0.1 0.1 0.5 0.2 0.5 Delay (s) 37.9 54.6 44.5 38.4 47.9 8.6 16.2 Level of Service D D D D D A B Approach Delay (s) 44.8 8.6 16.2 Approach LOS D A B Intersection Summary HCM 2000 Control Delay 29.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 94.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM Signalized Intersection Capacity Analysis 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Existing A.M. Peak Hour 4/ Movement SBR Latonfigurations Traffic Volume (vph) 45 Future Volume (vph) 45 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.94 Adj. Flow (vph) 48 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 3 Confl. Bikes (#/hr) 1 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 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 8: NE 2nd Avenue & NE 62nd Street Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 73 328 0 0 649 Future Vol, veh/h 0 73 328 0 0 649 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 79 357 0 0 705 Major/Minor Minorl Majorl Major2 Conflicting Flow All 179 0 - Stage 1 - - - Stage 2 - - - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.32 - - Pot Cap-1 Maneuver 0 833 - 0 0 Stage 1 0 - - 0 0 Stage 2 0 - - 0 0 Platoon blocked, % - Mov Cap-1 Maneuver 833 - - Mov Cap-2 Maneuver - - - Stage 1 - - - Stage 2 - - - Approach WB NB SB HCM Control Delay, s 9.8 0 0 HCM LOS A Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 833 HCM Lane V/C Ratio - 0.095 HCM Control Delay (s) - 9.8 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 9: NE 3rd Avenue & NE 62nd Street Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 25 400 3 0 Future Vol, veh/h 0 0 25 400 3 0 Conflicting Peds, #/hr 0 3 3 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 29 465 3 0 Major/Minor Major2 Minor1 Conflicting Flow All 3 0 294 Stage 1 - - 3 Stage 2 - - 291 Critical Hdwy 4.14 - 6.84 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3.52 Pot Cap-1 Maneuver 1618 - 673 0 Stage 1 - - 0 Stage 2 - - 733 0 Platoon blocked, % - Mov Cap-1 Maneuver 1613 - 655 Mov Cap-2 Maneuver - - 655 Stage 1 - - Stage 2 - - 733 Approach WB NB HCM Control Delay, s 0.5 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 655 1613 - 0.005 0.018 - 10.5 7.3 0.1 B A A 0 0.1 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 10: NE 62nd Street & NE 4th Avenue (West) Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 396 22 0 32 Future Vol, veh/h 0 0 396 22 0 32 Conflicting Peds, #/hr 8 0 0 8 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # - 0 - 0 Grade, % - 0 0 - 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 455 25 0 37 Major/Minor Major2 Minor2 Conflicting Flow All - 0 248 Stage 1 - - Stage 2 - - Critical Hdwy - - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy - - 3 Pot Cap-1 Maneuver - - 0 941 Stage 1 - - 0 Stage 2 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - 934 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach WB SB HCM Control Delay, s 0 9 HCM LOS A Minor Lane/Major Mvmt WBT WBR SBLn1 Capacity (veh/h) - 934 HCM Lane V/C Ratio - 0.039 HCM Control Delay (s) - 9 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 11: NE 4th Avenue & NE 62nd Street Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 61 371 35 0 Future Vol, veh/h 0 0 61 371 35 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 74 452 43 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 374 Stage 1 - - 0 Stage 2 - - 374 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver - - 831 0 Stage 1 - - 0 Stage 2 - - 761 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 831 Mov Cap-2 Maneuver - - 831 Stage 1 - - Stage 2 - - 761 Approach WB NB HCM Control Delay, s 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 831 - HCM Lane V/C Ratio 0.051 HCM Control Delay (s) 9.6 HCM Lane LOS A HCM 95th %tile Q(veh) 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 12: NE 4th Court & NE 62nd Street Existing A.M. Peak Hour Lane Group WBT WBR NBL NBT SBT Lane Configurations Traffic Volume (vph) 219 14 32 211 503 Future Volume (vph) 219 14 32 211 503 Turn Type NA Perm Perm NA NA Protected Phases 2 4 8 Permitted Phases 2 4 Detector Phase 2 2 4 4 8 Switch Phase Minimum Initial (s) 16.0 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.3 24.3 24.3 Total Split (s) 30.0 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.3 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 50 (63%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 12: NE 4th Court & NE 62nd Street if, :1'04 1- 0 2 (R) 30s • 08 50 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 12: NE 4th Court & NE 62nd Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 33 219 14 32 211 0 0 503 183 Future Volume (veh/h) 0 0 0 33 219 14 32 211 0 0 503 183 Number 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1863 1863 1863 0 0 1863 1900 Adj Flow Rate, veh/h 34 228 15 33 220 0 0 524 191 Adj No. of Lanes 0 2 1 1 1 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2 Cap, veh/h 177 1256 622 146 837 0 0 583 213 Arrive On Green 0.40 0.53 0.53 0.90 0.90 0.00 0.00 0.45 0.45 Sat Flow, veh/h 447 3163 1567 733 1863 0 0 1298 473 Grp Volume(v), veh/h 140 122 15 33 220 0 0 0 715 Grp Sat Flow(s),veh/h/In 1840 1770 1567 733 1863 0 0 0 1771 Q Serve(g_s), s 3.4 2.9 0.4 3.4 1.3 0.0 0.0 0.0 29.8 Cycle Q Clear(g_c), s 3.4 2.9 0.4 33.2 1.3 0.0 0.0 0.0 29.8 Prop In Lane 0.24 1.00 1.00 0.00 0.00 0.27 Lane Grp Cap(c), veh/h 731 703 622 146 837 0 0 0 796 V/C Ratio(X) 0.19 0.17 0.02 0.23 0.26 0.00 0.00 0.00 0.90 Avail Cap(c_a), veh/h 731 703 622 217 1018 0 0 0 967 HCM Platoon Ratio 1.00 1.33 1.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.98 0.98 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 13.0 12.1 11.5 17.8 2.3 0.0 0.0 0.0 20.4 Incr Delay (d2), s/veh 0.6 0.5 0.1 0.6 0.1 0.0 0.0 0.0 9.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.8 1.5 0.2 0.7 0.6 0.0 0.0 0.0 16.6 LnGrp Delay(d),s/veh 13.6 12.6 11.5 18.4 2.4 0.0 0.0 0.0 29.7 LnGrp LOS B B B B A C Approach Vol, veh/h 277 253 715 Approach Delay, s/veh 13.0 4.5 29.7 Approach LOS B A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 37.8 42.2 42.2 Change Period (Y+Rc), s 6.0 * 6.3 * 6.3 Max Green Setting (Gmax), s 24.0 * 44 * 44 Max Q Clear Time (g_c+I1), s 5.4 35.2 31.8 Green Ext Time (p_c), s 0.5 0.7 3.4 Intersection Summary HCM 2010 Ctrl Delay 20.9 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 13: Biscayne Boulevard & NE 62nd Street Existing A.M. Peak Hour Lane Group WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 5 55 986 2 1518 Future Volume (vph) 5 55 986 2 1518 Turn Type NA pm+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.4 11.0 25.5 25.5 25.5 Total Split (s) 36.0 19.0 84.0 65.0 65.0 Total Split (%) 30.0% 15.8% 70.0% 54.2% 54.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.4 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 13: Biscayne Boulevard & NE 62nd Street 01 T 02. (R) 04 19s 65s 36s At06 (R) 84s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 13: Biscayne Boulevard & NE 62nd Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 16 5 4 55 986 3 2 1518 74 Future Volume (veh/h) 0 0 0 16 5 4 55 986 3 2 1518 74 Number 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 17 5 4 57 1027 3 2 1581 77 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap,veh/h 71 38 30 352 3086 9 477 2633 128 Arrive On Green 0.04 0.04 0.04 0.05 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1774 952 762 1774 3620 11 544 3433 166 Grp Volume(v), veh/h 17 0 9 57 502 528 2 811 847 Grp Sat Flow(s),veh/h/In 1774 0 1714 1774 1770 1861 544 1770 1830 Q Serve(g_s), s 1.1 0.0 0.6 0.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.1 0.0 0.6 0.7 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.44 1.00 0.01 1.00 0.09 Lane Grp Cap(c), veh/h 71 0 69 352 1509 1586 477 1357 1404 V/C Ratio(X) 0.24 0.00 0.13 0.16 0.33 0.33 0.00 0.60 0.60 Avail Cap(c_a), veh/h 438 0 423 482 1509 1586 477 1357 1404 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.87 0.87 0.87 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 0.0 55.6 2.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.6 0.1 0.5 0.5 0.0 2.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 0.3 0.3 0.2 0.2 0.0 0.7 0.8 LnGrp Delay(d),s/veh 57.1 0.0 56.2 2.1 0.5 0.5 0.0 2.0 1.9 LnGrp LOS E E A A A A A A Approach Vol, veh/h 26 1087 1660 Approach Delay, s/veh 56.8 0.6 1.9 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 10.3 98.5 11.2 108.8 Change Period (Y+Rc), s 6.0 6.5 6.4 6.5 Max Green Setting (Gmax), s 13.0 58.5 29.6 77.5 Max Q Clear Time (g_c+I1), s 2.7 2.0 3.1 2.0 Green Ext Time (p_c), s 0.0 5.2 0.1 2.5 Intersection Summary HCM 2010 Ctrl Delay 1.9 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 14: NE 61st Street & NE 3rd Avenue Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 408 0 0 13 0 Future Vol, veh/h 6 408 0 0 13 0 Conflicting Peds, #/hr 3 0 0 3 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # 0 - - 0 Grade, % - 0 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 464 0 0 15 0 Major/Minor Majorl Minor2 Conflicting Flow All 3 0 249 Stage 1 - 3 Stage 2 - 246 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver 1618 - 940 0 Stage 1 - 0 Stage 2 - 890 0 Platoon blocked, % - Mov Cap-1 Maneuver 1613 - 929 Mov Cap-2 Maneuver - 929 Stage 1 - Stage 2 - 887 Approach EB SB HCM Control Delay, s 0.1 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1613 - 929 HCM Lane V/C Ratio 0.004 - 0.016 HCM Control Delay (s) 7.2 0 8.9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 15: NE 4th Avenue & NE 61st Street Existing A.M. Peak Hour Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 399 19 0 0 0 0 21 32 0 67 0 Future Vol, veh/h 8 399 19 0 0 0 0 21 32 0 67 0 Conflicting Peds, #/hr 1 0 4 4 0 1 2 0 1 1 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - None - - None Storage Length - - - - - Veh in Median Storage, # 0 - - - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 420 20 0 0 0 0 22 34 0 71 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 1 0 0 - 451 225 239 461 Stage 1 - - - 450 1 1 Stage 2 - - - 1 238 460 Critical Hdwy 4.14 - - - 5 5 5 5 Critical Hdwy Stg 1 - - - 5.54 - Critical Hdwy Stg 2 - - 6.54 5.54 - Follow-up Hdwy 2.22 - - - 3 3 3 3 - Pot Cap-1 Maneuver 1620 - - 0 769 963 950 762 0 Stage 1 - - 0 720 - - 0 Stage 2 - - 0 859 712 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1618 - - - 760 959 891 753 Mov Cap-2 Maneuver - - - 760 891 753 Stage 1 - - - 712 - Stage 2 - - 797 704 Approach EB NB SB HCM Control Delay, s 0.1 9.4 10.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 869 1618 - - 753 HCM Lane V/C Ratio 0.064 0.005 - - 0.094 HCM Control Delay (s) 9.4 7.2 0 - 10.3 HCM Lane LOS A A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 16: NE 4th Court & NE 61st Street Existing A.M. Peak Hour Lane Group EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 234 139 22 498 Future Volume (vph) 234 139 22 498 Turn Type NA NA Perm NA Protected Phases 6 4 8 Permitted Phases 8 Detector Phase 6 4 8 8 Switch Phase Minimum Initial (s) 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 55 (69%), Referenced to phase 6:EBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 4th Court & NE 61st Street j tO4 517 •I08 06 (R) 30s 7 50s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 16: NE 4th Court & NE 61st Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 234 81 0 0 0 0 139 27 22 498 0 Future Volume (veh/h) 117 234 81 0 0 0 0 139 27 22 498 0 Number 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 122 244 84 0 145 28 23 519 0 Adj No. of Lanes 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 0 2 2 2 2 0 Cap,veh/h 185 387 138 0 469 91 375 576 0 Arrive On Green 0.27 0.27 0.27 0.00 0.31 0.31 0.62 0.62 0.00 Sat Flow, veh/h 926 1935 692 0 1518 293 1207 1863 0 Grp Volume(v), veh/h 239 0 211 0 0 173 23 519 0 Grp Sat Flow(s),veh/h/In 1816 0 1737 0 0 1811 1207 1863 0 Q Serve(g_s), s 9.4 0.0 8.5 0.0 0.0 5.8 0.8 19.2 0.0 Cycle Q Clear(g_c), s 9.4 0.0 8.5 0.0 0.0 5.8 6.7 19.2 0.0 Prop In Lane 0.51 0.40 0.00 0.16 1.00 0.00 Lane Grp Cap(c), veh/h 363 0 347 0 0 560 375 576 0 V/C Ratio(X) 0.66 0.00 0.61 0.00 0.00 0.31 0.06 0.90 0.00 Avail Cap(c_a), veh/h 545 0 521 0 0 996 666 1025 0 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.43 0.43 0.00 Uniform Delay (d), s/veh 26.9 0.0 26.6 0.0 0.0 21.1 13.4 14.2 0.0 Incr Delay (d2), s/veh 9.0 0.0 7.7 0.0 0.0 0.3 0.0 2.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 5.6 0.0 4.8 0.0 0.0 3.0 0.3 9.9 0.0 LnGrp Delay(d),s/veh 36.0 0.0 34.3 0.0 0.0 21.4 13.4 16.8 0.0 LnGrp LOS D C C B B Approach Vol, veh/h 450 173 542 Approach Delay, s/veh 35.2 21.4 16.7 Approach LOS D C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 30.7 22.0 30.7 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 24.0 44.0 Max Q Clear Time (g_c+I1), s 7.8 11.4 21.2 Green Ext Time (p_c), s 1.0 0.9 3.5 Intersection Summary HCM 2010 Ctrl Delay 24.5 HCM 2010 LOS C K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 17: Biscayne Boulevard & NE 61st Street Existing A.M. Peak Hour Lane Group EBL EBT WBL WBR NBT SBL SBT Lane Configurations Traffic Volume (vph) 183 22 61 36 886 14 1473 Future Volume (vph) 183 22 61 36 886 14 1473 Turn Type Split NA Prot pm+ov NA pm+pt NA Protected Phases 8 8 7 5 6 5 2 Permitted Phases 7 2 Detector Phase 8 8 7 5 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 18.0 5.0 18.0 Minimum Split (s) 13.5 13.5 13.5 11.0 24.0 11.0 24.0 Total Split (s) 62.0 62.0 17.0 14.0 52.0 14.0 66.0 Total Split (%) 42.8% 42.8% 11.7% 9.7% 35.9% 9.7% 45.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None C-Min Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Offset: 16 (11%), Referenced to phase 2:SBTL and 6:NBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 17: Biscayne Boulevard & NE 61st Street 7 07 (R) if 07 8 66s 62s 17s J 106 (R) 141 5205 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 17: Biscayne Boulevard & NE 61st Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 183 22 244 61 0 36 0 886 11 14 1473 0 Future Volume (veh/h) 183 22 244 61 0 36 0 886 11 14 1473 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 0 1863 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 193 23 257 64 0 38 0 933 12 15 1551 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 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 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, veh/h 358 26 289 0 0 0 0 2343 30 433 2520 0 Arrive On Green 0.20 0.20 0.20 0.00 0.00 0.00 0.00 0.87 0.87 0.02 0.95 0.00 Sat Flow, veh/h 1774 128 1435 0 0 3670 46 1774 3632 0 Grp Volume(v), veh/h 193 0 280 0.0 0 462 483 15 1551 0 Grp Sat Flow(s),veh/h/In 1774 0 1563 0 1770 1853 1774 1770 0 Q Serve(g_s), s 14.1 0.0 25.3 0.0 7.5 7.5 0.4 8.1 0.0 Cycle Q Clear(g_c), s 14.1 0.0 25.3 0.0 7.5 7.5 0.4 8.1 0.0 Prop In Lane 1.00 0.92 0.00 0.02 1.00 0.00 Lane Grp Cap(c), veh/h 358 0 315 0 1159 1214 433 2520 0 V/C Ratio(X) 0.54 0.00 0.89 0.00 0.40 0.40 0.03 0.62 0.00 Avail Cap(c_a), veh/h 679 0 598 0 1159 1214 504 2520 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 0.97 0.00 0.97 0.00 1.00 1.00 0.79 0.79 0.00 Uniform Delay (d), s/veh 51.8 0.0 56.3 0.0 3.7 3.7 7.6 1.3 0.0 Incr Delay (d2), s/veh 0.9 0.0 6.3 0.0 1.0 1.0 0.0 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.0 0.0 11.4 0.0 3.9 4.1 0.2 3.7 0.0 LnGrp Delay(d),s/veh 52.8 0.0 62.6 0.0 4.7 4.7 7.6 2.2 0.0 LnGrp LOS D E A A A A Approach Vol, veh/h 473 945 1566 Approach Delay, s/veh 58.6 4.7 2.3 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 109.3 8.3 101.0 35.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.5 Max Green Setting (Gmax), s 60.0 8.0 46.0 55.5 Max Q Clear Time (g_c+I1), s 10.1 2.4 9.5 27.3 Green Ext Time (p_c), s 5.9 0.0 2.2 2.0 Intersection Summary HCM 2010 Ctrl Delay 12.0 HCM 2010 LOS B K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 18: NE 2nd Avenue & NE 60th Street (North) Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 3 261 3 7 753 Future Vol, veh/h 2 3 261 3 7 753 Conflicting Peds, #/hr 3 4 0 14 14 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 3 266 3 7 768 Major/Minor Minorl Majorl Major2 Conflicting Flow All 683 153 0 0 283 0 Stage 1 282 - - - Stage 2 401 - - - Critical Hdwy 5 5 - - 4.14 Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3 3 - - 2.22 Pot Cap-1 Maneuver 609 1033 - - 1276 Stage 1 852 - - - Stage 2 737 - - - Platoon blocked, % - - Mov Cap-1 Maneuver 593 1015 - - 1259 Mov Cap-2 Maneuver 593 - - - Stage 1 832 - - - Stage 2 735 - - - Approach HCM Control Delay, s HCM LOS WB 9.6 A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT NB 0 SB 0.1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 790 1259 - 0.006 0.006 - 9.6 7.9 0 A A A 0 0 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 19: NE 2nd Avenue & NE 60th Street (South) Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 12 9 249 755 13 Future Vol, veh/h 12 12 9 249 755 13 Conflicting Peds, #/hr 4 3 17 0 0 17 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 12 9 254 770 13 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 943 412 800 0 0 Stage 1 794 - - - Stage 2 149 - - - Critical Hdwy 6.84 6.94 4.14 - Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3.52 3.32 2.22 - Pot Cap-1 Maneuver 261 589 819 - Stage 1 406 - - - Stage 2 863 - - - Platoon blocked, % - Mov Cap-1 Maneuver 250 578 806 - Mov Cap-2 Maneuver 250 - - - Stage 1 394 - - - Stage 2 849 - - - Approach EB HCM Control Delay, s 16.1 HCM LOS C NB 0.4 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 806 - 349 HCM Lane V/C Ratio 0.011 - 0.07 HCM Control Delay (s) 9.5 0.1 16.1 HCM Lane LOS A A C HCM 95th %tile Q(veh) 0 - 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 20: NE 4th Avenue & NE 60th Street Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 5 51 76 5 Future Vol, veh/h 2 3 5 51 76 5 Conflicting Peds, #/hr 1 8 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 3 6 57 85 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 159 97 92 0 0 Stage 1 89 - - - Stage 2 70 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 1027 1092 1503 - Stage 1 1089 - - - Stage 2 1112 - - - Platoon blocked, % - Mov Cap-1 Maneuver 1021 1083 1502 - Mov Cap-2 Maneuver 1021 - - - Stage 1 1084 - - - Stage 2 1111 - - - Approach EB HCM Control Delay, s 8.4 HCM LOS A NB 0.7 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1502 - 1057 HCM Lane V/C Ratio 0.004 - 0.005 HCM Control Delay (s) 7.4 0 8.4 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 22: NE 4th Avenue & NE 59th Terrace Existing A.M. Peak Hour Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 4 7 61 63 10 Future Vol, veh/h 6 4 7 61 63 10 Conflicting Peds, #/hr 0 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 5 8 73 75 12 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 171 83 88 0 0 Stage 1 82 - - - Stage 2 89 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 1015 1107 1508 - Stage 1 1097 - - - Stage 2 1089 - - - Platoon blocked, % - Mov Cap-1 Maneuver 1007 1105 1507 - Mov Cap-2 Maneuver 1007 - - - Stage 1 1089 - - - Stage 2 1088 - - - Approach EB HCM Control Delay, s 8.5 HCM LOS A NB 0.8 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1507 - 1044 HCM Lane V/C Ratio 0.006 - 0.011 HCM Control Delay (s) 7.4 0 8.5 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn Timings 23: NE 2nd Avenue & NE 59th Street Existing A.M. Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 12 12 32 22 16 9 237 28 657 Future Volume (vph) 12 12 32 22 16 9 237 28 657 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 28.0 28.0 28.0 27.0 27.0 27.0 27.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 63 (53%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 23: NE 2nd Avenue & NE 59th Street 7 02 (R) 04 60s 60s t06 (R) 438 60 s 60 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 Signalized Intersection Summary 23: NE 2nd Avenue & NE 59th Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 12 32 22 16 28 9 237 18 28 657 38 Future Volume (veh/h) 12 12 32 22 16 28 9 237 18 28 657 38 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.96 0.94 0.95 0.93 1.00 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 14 14 37 25 18 32 10 272 21 32 755 44 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 230 241 193 88 65 84 89 2363 182 107 2442 141 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 1.00 1.00 1.00 1.00 1.00 1.00 SatFlow,veh/h 1291 1863 1495 370 503 650 74 3066 237 96 3169 183 Grp Volume(v), veh/h 14 14 37 75 0 0 157 0 146 432 0 399 Grp Sat Flow(s),veh/h/In 1291 1863 1495 1524 0 0 1732 0 1645 1792 0 1656 Q Serve(g_s), s 0.0 0.8 2.7 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.1 0.8 2.7 5.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.33 0.43 0.06 0.14 0.07 0.11 Lane Grp Cap(c), veh/h 230 241 193 237 0 0 1367 0 1268 1413 0 1276 V/C Ratio(X) 0.06 0.06 0.19 0.32 0.00 0.00 0.11 0.00 0.12 0.31 0.00 0.31 Avail Cap(c_a), veh/h 644 838 673 710 0 0 1367 0 1268 1413 0 1276 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.9 45.8 46.6 47.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.4 0.6 0.0 0.0 0.2 0.0 0.2 0.6 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.4 1.1 2.3 0.0 0.0 0.1 0.0 0.1 0.2 0.0 0.2 LnGrp Delay(d),s/veh 46.0 45.9 47.0 48.2 0.0 0.0 0.2 0.0 0.2 0.6 0.0 0.6 LnGrp LOS D D D D A A A A Approach Vol, veh/h 65 75 303 831 Approach Delay, s/veh 46.5 48.2 0.2 0.6 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 98.5 21.5 98.5 21.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Max Q Clear Time (g_c+I1), s 2.0 7.1 2.0 4.7 Green Ext Time (p_c), s 1.9 0.4 0.7 0.2 Intersection Summary HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn HCM 2010 AWSC 24: NE 59th Street & NE 4th Avenue Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 7 35 6 0 52 56 19 0 2 38 15 0 5 65 8 Future Vol, veh/h 0 7 35 6 0 52 56 19 0 2 38 15 0 5 65 8 Peak Hour Factor 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 8 38 7 0 57 62 21 0 2 42 16 0 5 71 9 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 8.2 7.7 7.9 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 4% 15% 41% 6% Vol Thru, % 69% 73% 44% 83% Vol Right, % 27% 12% 15% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 55 48 127 78 LT Vol 2 7 52 5 Through Vol 38 35 56 65 RT Vol 15 6 19 8 Lane Flow Rate 60 53 140 86 Geometry Grp 1 1 1 1 Degree of Util (X) 0.072 0.064 0.168 0.104 Departure Headway (Hd) 4.309 4.37 4.325 4.387 Convergence, Y/N Yes Yes Yes Yes Cap 834 822 835 819 Service Time 2.322 2.382 2.325 2.4 HCM Lane V/C Ratio 0.072 0.064 0.168 0.105 HCM Control Delay 7.7 7.7 8.2 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0.2 0.6 0.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing AM.syn P.M. Peak Hour Timings 1: NE 2nd Avenue & NE 67th Street Existing P.M. Peak Hour 1- 4 fl I Lane Group EBT WBT NBU NBL NBT SBL SBT Lane Configurations , Traffic Volume (vph) 5 9 1 68 713 12 305 Future Volume (vph) 5 9 1 68 713 12 305 Turn Type NA NA Perm Perm NA Perm NA Protected Phases 3 4 6 2 Permitted Phases 6 6 2 Detector Phase 3 4 6 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 22.0 13.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 22.0 15.0 83.0 83.0 83.0 83.0 83.0 Total Split (%) 18.3% 12.5% 69.2% 69.2% 69.2% 69.2% 69.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NE 2nd Avenue & NE 67th Street 7 02 (R) 04 3 83s 2 s 15s At 06 (R) 83s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM Signalized Intersection Capacity Analysis Existing 1: NE 2nd Avenue & NE 67th Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations 4, 4, 41, 4i, Traffic Volume (vph) 22 5 15 19 9 17 1 68 713 38 12 305 Future Volume (vph) 22 5 15 19 9 17 1 68 713 38 12 305 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.95 0.95 0.99 0.99 Fit Protected 0.97 0.98 1.00 1.00 Satd. Flow (prot) 1535 1539 3143 3150 Flt Permitted 0.97 0.98 0.87 0.91 Satd. Flow (perm) 1535 1539 2745 2886 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 24 5 16 21 10 19 1 75 784 42 13 335 RTOR Reduction (vph) 0 15 0 0 18 0 0 0 2 0 0 2 Lane Group Flow (vph) 0 30 0 0 32 0 0 0 900 0 0 364 Confl. Peds. (#/hr) 4 11 11 4 26 5 5 Confl. Bikes (#/hr) 4 Turn Type Split NA Split NA Perm Perm NA Perm NA Protected Phases 3 3 4 4 6 2 Permitted Phases 6 6 2 Actuated Green, G (s) 7.8 6.9 87.3 87.3 Effective Green, g (s) 7.8 6.9 87.3 87.3 Actuated g/C Ratio 0.06 0.06 0.73 0.73 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 99 88 1996 2099 v/s Ratio Prot c0.02 c0.02 v/s Ratio Perm c0.33 0.13 v/c Ratio 0.30 0.36 0.45 0.17 Uniform Delay, d1 53.5 54.4 6.6 5.1 Progression Factor 1.00 1.00 0.64 1.00 Incremental Delay, d2 1.3 1.9 0.7 0.2 Delay (s) 54.8 56.3 5.0 5.3 Level of Service D E A A Approach Delay (s) 54.8 56.3 5.0 5.3 Approach LOS D E A A Intersection Summary HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM Signalized Intersection Capacity Analysis 1: NE 2nd Avenue & NE 67th Street 4, Movement SBR Existing P.M. Peak Hour Latonfigurations Traffic Volume (vph) 16 Future Volume (vph) 16 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.91 Adj. Flow (vph) 18 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 26 Confl. Bikes (#/hr) 6 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 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 2: NE 4th Avenue (West)/NE 4th Avenue & NE 67th Street Existing P.M. Peak Hour Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 2 14 0 0 2 9 12 0 0 17 9 Future Vol, veh/h 41 2 14 0 0 2 9 12 0 0 17 9 Conflicting Peds, #/hr 1 0 0 0 0 1 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - - None Storage Length Veh in Median Storage, # 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 53 3 18 0 0 3 12 16 0 0 22 12 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 72 69 29 79 75 17 35 0 0 16 0 0 Stage 1 29 29 - 40 40 - - - - Stage 2 43 40 - 39 35 - - - - Critical Hdwy 5 5 5 5 5 5 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Follow-up Hdwy 3 3 3 3 3 3 2.218 2.218 - - Pot Cap-1 Maneuver 1119 1122 1167 1111 1115 1180 1576 1602 - - Stage 1 1156 1162 - 1140 1148 - - - - Stage 2 1136 1148 - 1141 1154 - - - - Platoon blocked, % Mov Cap-1 Maneuver 1108 1112 1166 1085 1105 1179 1574 1602 Mov Cap-2 Maneuver 1108 1112 - 1085 1105 - Stage 1 1146 1161 - 1131 1139 - Stage 2 1123 1139 - 1121 1153 - Approach HCM Control Delay, s HCM LOS EB 8.4 A WB 8.1 A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR NB 3.1 SB 0 Capacity (veh/h) 1574 - - 1122 1179 1602 HCM Lane V/C Ratio 0.007 - - 0.066 0.002 - HCM Control Delay (s) 7.3 0 - 8.4 8.1 0 HCM Lane LOS A A - A A A HCM 95th %tile Q(veh) 0 - - 0.2 0 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 3: NW 62nd Street & 1-95 SB Off -Ramp Existing P.M. Peak Hour Lane Group EBT WBL WBT SBL SBT Lane Configurations Traffic Volume (vph) 541 445 799 232 250 Future Volume (vph) 541 445 799 232 250 Turn Type NA pm+pt NA Split NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25.0 Total Split (s) 69.0 18.0 87.0 46.0 46.0 Total Split (%) 51.9% 13.5% 65.4% 34.6% 34.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Intersection Summary Cycle Length: 133 Actuated Cycle Length: 96.3 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Splits and Phases: 3: NW 62nd Street & 1-95 SB Off -Ramp 38 8 7 s 96 s 0502 -0'06 18s 69s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 3: NW 62nd Street & 1-95 SB Off -Ramp Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 541 272 445 799 0 0 0 0 232 250 293 Future Volume (veh/h) 0 541 272 445 799 0 0 0 0 232 250 293 Number 1 6 16 5 2 12 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1863 1900 1863 1863 0 1863 1863 1900 Adj Flow Rate, veh/h 0 558 280 459 824 0 239 258 302 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap,veh/h 0 632 317 366 1734 0 655 289 338 Arrive On Green 0.00 0.37 0.37 0.19 0.65 0.00 0.37 0.37 0.37 Sat Flow, veh/h 0 2361 1136 1774 3632 0 1774 783 917 Grp Volume(v), veh/h 0 435 403 459 824 0 239 0 560 Grp Sat Flow(s),veh/h/In 0 1770 1635 1774 1770 0 1774 0 1700 Q Serve(g_s), s 0.0 19.6 19.6 12.0 10.0 0.0 8.4 0.0 26.4 Cycle Q Clear(g_c), s 0.0 19.6 19.6 12.0 10.0 0.0 8.4 0.0 26.4 Prop In Lane 0.00 0.69 1.00 0.00 1.00 0.54 Lane Grp Cap(c), veh/h 0 493 456 366 1734 0 655 0 627 V/C Ratio(X) 0.00 0.88 0.88 1.25 0.48 0.00 0.37 0.00 0.89 Avail Cap(c_a), veh/h 0 1309 1209 366 3366 0 833 0 799 HCM Platoon Ratio 1.00 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 25.5 25.5 20.1 9.3 0.0 19.6 0.0 25.3 Incr Delay (d2), s/veh 0.0 2.1 2.3 135.1 0.1 0.0 0.3 0.0 9.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 9.7 9.1 16.4 4.9 0.0 4.2 0.0 14.0 LnGrp Delay(d),s/veh 0.0 27.6 27.8 155.2 9.4 0.0 19.8 0.0 35.2 LnGrp LOS C C F A B D Approach Vol, veh/h 838 1283 799 Approach Delay, s/veh 27.7 61.6 30.6 Approach LOS C E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 47.7 18.0 29.7 37.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 81.0 12.0 63.0 40.0 Max Q Clear Time (g_c+I1), s 12.0 14.0 21.6 28.4 Green Ext Time (p_c), s 2.4 0.0 2.1 3.0 Intersection Summary HCM 2010 Ctrl Delay 43.4 HCM 2010 LOS D K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 4: 1-95 NB Off -Ramp & NW 62nd Street Existing P.M. Peak Hour Lane Group EBL EBT WBT NBT Lane Configurations Traffic Volume (vph) 188 552 671 303 Future Volume (vph) 188 552 671 303 Turn Type pm+pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detector Phase 1 6 2 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 Minimum Split (s) 11.0 22.0 22.0 30.0 Total Split (s) 15.0 82.0 67.0 43.0 Total Split (%) 12.0% 65.6% 53.6% 34.4% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 106 (85%), Referenced to phase 2:WBT and 6:EBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 4: 1-95 NB Off -Ramp & NW 62nd Street 01 5t04 1- 02 (R) 67s 15s 43s 82s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 4: 1-95 NB Off -Ramp & NW 62nd Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 188 552 0 0 671 165 571 303 411 0 0 0 Future Volume (veh/h) 188 552 0 0 671 165 571 303 411 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.94 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 190 558 0 0 678 167 577 306 415 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap, veh/h 589 2152 0 0 739 182 435 243 341 Arrive On Green 0.39 0.81 0.00 0.00 0.35 0.35 0.30 0.30 0.30 Sat Flow, veh/h 1774 3632 0 0 2867 683 1470 821 1153 Grp Volume(v), veh/h 190 558 0 0 432 413 702 0 596 Grp Sat Flow(s),veh/h/In 1774 1770 0 0 1770 1687 1789 0 1655 Q Serve(g_s), s 3.9 4.8 0.0 0.0 29.2 29.3 37.0 0.0 37.0 Cycle Q Clear(g_c), s 3.9 4.8 0.0 0.0 29.2 29.3 37.0 0.0 37.0 Prop In Lane 1.00 0.00 0.00 0.40 0.82 0.70 Lane Grp Cap(c), veh/h 589 2152 0 0 472 450 530 0 490 V/C Ratio(X) 0.32 0.26 0.00 0.00 0.92 0.92 1.33 0.00 1.22 Avail Cap(c_a), veh/h 589 2152 0 0 864 823 530 0 490 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.58 0.58 0.00 0.00 0.96 0.96 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.4 5.1 0.0 0.0 39.0 39.0 44.0 0.0 44.0 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.0 24.3 25.4 159.3 0.0 114.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.3 2.3 0.0 0.0 17.4 16.7 41.7 0.0 32.5 LnGrp Delay(d),s/veh 27.4 5.3 0.0 0.0 63.3 64.4 203.3 0.0 158.8 LnGrp LOS C A E E F F Approach Vol, veh/h 748 845 1298 Approach Delay, s/veh 10.9 63.9 182.9 Approach LOS B E F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 42.7 39.3 43.0 82.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 61.0 37.0 76.0 Max Q Clear Time (g_c+I1), s 5.9 31.3 39.0 6.8 Green Ext Time (p_c), s 0.1 2.0 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 103.6 HCM 2010 LOS F K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 5: NW 2nd Avenue & NW 62nd Street Existing P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 166 581 31 524 124 327 53 29 129 81 Future Volume (vph) 166 581 31 524 124 327 53 29 129 81 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 8 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 18.0 72.0 18.0 72.0 18.0 42.0 42.0 18.0 42.0 42.0 Total Split (%) 12.0% 48.0% 12.0% 48.0% 12.0% 28.0% 28.0% 12.0% 28.0% 28.0% Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3.7 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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) 5.7 6.0 5.7 6.0 5.7 6.0 6.0 5.7 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 2nd Avenue & NW 62nd Street 01 1'411.03 t04 02 (R) 18 s 72s ir 18s 42 s 05 1 07 • 08 6 (R) 18s 72s ir 18s 42s , K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 5: NW 2nd Avenue & NW 62nd Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 166 581 147 31 524 39 124 327 53 29 129 81 Future Volume (veh/h) 166 581 147 31 524 39 124 327 53 29 129 81 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 0.99 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 171 599 152 32 540 40 128 337 55 30 133 84 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 573 1665 421 471 1893 140 273 368 302 110 277 224 Arrive On Green 0.07 0.80 0.80 0.03 0.76 0.76 0.07 0.20 0.20 0.02 0.15 0.15 Sat Flow, veh/h 1774 2785 705 1774 3331 246 1774 1863 1526 1774 1863 1507 Grp Volume(v), veh/h 171 380 371 32 286 294 128 337 55 30 133 84 Grp Sat Flow(s),veh/h/In 1774 1770 1720 1774 1770 1808 1774 1863 1526 1774 1863 1507 Q Serve(g_s), s 6.1 9.2 9.3 1.1 7.6 7.6 8.9 26.6 4.5 2.1 9.8 7.5 Cycle Q Clear(g_c), s 6.1 9.2 9.3 1.1 7.6 7.6 8.9 26.6 4.5 2.1 9.8 7.5 Prop In Lane 1.00 0.41 1.00 0.14 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 573 1058 1029 471 1006 1027 273 368 302 110 277 224 V/C Ratio(X) 0.30 0.36 0.36 0.07 0.28 0.29 0.47 0.92 0.18 0.27 0.48 0.37 Avail Cap(c_a), veh/h 622 1058 1029 572 1006 1027 289 447 366 214 447 362 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.6 7.1 7.1 12.6 8.8 8.8 47.8 58.9 50.1 53.5 58.5 57.5 Incr Delay (d2), s/veh 0.1 0.9 0.9 0.0 0.5 0.5 0.5 20.2 0.2 0.5 1.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.9 4.7 4.6 0.5 3.8 3.9 4.4 15.7 1.9 1.1 5.1 3.2 LnGrp Delay(d),s/veh 11.7 8.0 8.0 12.7 9.3 9.3 48.3 79.1 50.3 54.0 59.5 58.3 LnGrp LOS B A A B A A D E D D E E Approach Vol, veh/h 922 612 520 247 Approach Delay, s/veh 8.7 9.5 68.5 58.4 Approach LOS A A E E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.8 91.2 9.3 35.7 9.4 95.7 16.6 28.3 Change Period (Y+Rc), s * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 Max Green Setting (Gmax), s * 12 66.0 * 12 36.0 * 12 66.0 * 12 36.0 Max Q Clear Time (g_c+I1), s 8.1 9.6 4.1 28.6 3.1 11.3 10.9 11.8 Green Ext Time (p_c), s 0.1 1.3 0.0 1.1 0.0 1.8 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 27.8 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Existing P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 166 389 60 405 94 1143 71 359 Future Volume (vph) 166 389 60 405 94 1143 71 359 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 10.7 29.0 10.7 29.0 11.4 29.4 11.4 29.4 Total Split (s) 24.0 42.0 24.0 42.0 18.0 66.0 18.0 66.0 Total Split (%) 16.0% 28.0% 16.0% 28.0% 12.0% 44.0% 12.0% 44.0% Yellow Time (s) 3.7 4.0 3.7 4.0 4.4 4.4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5.7 6.0 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 98 (65%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 85 Control Type: Actuated -Coordinated Splits and Phases: 6: N Miami Avenue & NW 62nd Street/NE 62nd Street 11 T02 (R) 03 411- 18s 66s Z4s42. s 05 106 (R) 7 43U 18s 66s �s 42s li K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 166 389 63 60 405 42 94 1143 88 71 359 50 Future Volume (veh/h) 166 389 63 60 405 42 94 1143 88 71 359 50 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.95 0.98 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 169 397 64 61 413 43 96 1166 90 72 366 51 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 237 625 100 208 492 51 612 1863 144 277 1732 239 Arrive On Green 0.18 0.41 0.41 0.04 0.15 0.15 0.05 0.74 0.74 0.04 0.74 0.74 Sat Flow, veh/h 1774 3032 484 1774 3215 332 1774 3328 257 1774 3121 431 Grp Volume(v), veh/h 169 230 231 61 226 230 96 619 637 72 206 211 Grp Sat Flow(s),veh/h/In 1774 1770 1746 1774 1770 1778 1774 1770 1815 1774 1770 1783 Q Serve(g_s), s 11.8 15.5 15.9 4.3 18.6 18.9 3.5 25.1 25.2 2.6 5.4 5.5 Cycle Q Clear(g_c), s 11.8 15.5 15.9 4.3 18.6 18.9 3.5 25.1 25.2 2.6 5.4 5.5 Prop In Lane 1.00 0.28 1.00 0.19 1.00 0.14 1.00 0.24 Lane Grp Cap(c), veh/h 237 365 360 208 271 272 612 991 1016 277 982 989 V/C Ratio(X) 0.71 0.63 0.64 0.29 0.83 0.85 0.16 0.63 0.63 0.26 0.21 0.21 Avail Cap(c_a), veh/h 290 425 419 356 425 427 684 991 1016 358 982 989 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 0.95 0.95 0.95 0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 39.5 39.6 50.9 61.7 61.8 13.2 11.6 11.7 15.6 9.5 9.5 Incr Delay (d2), s/veh 4.1 1.8 2.1 0.2 4.8 5.4 0.0 3.0 2.9 0.2 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 5.9 7.7 7.8 2.1 9.5 9.7 1.7 12.9 13.2 1.3 2.8 2.8 LnGrp Delay(d),s/veh 46.6 41.3 41.7 51.1 66.5 67.2 13.2 14.6 14.6 15.8 9.9 10.0 LnGrp LOS D D D D E E B B B B A A Approach Vol, veh/h 630 517 1352 489 Approach Delay, s/veh 42.9 65.0 14.5 10.8 Approach LOS D E B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.9 89.6 19.5 28.9 11.2 90.4 11.6 36.9 Change Period (Y+Rc), s 6.4 6.4 * 5.7 6.0 6.4 6.4 * 5.7 6.0 Max Green Setting (Gmax), s 11.6 59.6 * 18 36.0 11.6 59.6 * 18 36.0 Max Q Clear Time (g_c+I1), s 5.5 7.5 13.8 20.9 4.6 27.2 6.3 17.9 Green Ext Time (p_c), s 0.0 0.9 0.1 2.0 0.0 3.3 0.0 2.1 Intersection Summary HCM 2010 Ctrl Delay 28.6 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Existing P.M. Peak Hour Lane Group EBU EBL EBR EBR2 WBL WBT NBL NBT SBL SBT Lane Configurations rr r Traffic Volume (vph) 1 80 236 115 39 259 109 619 22 242 Future Volume (vph) 1 80 236 115 39 259 109 619 22 242 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Detector Phase 3 3 8 8 7 4 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 10.7 10.7 25.0 25.0 10.7 25.0 41.0 41.0 41.0 41.0 Total Split (s) 20.0 20.0 35.0 35.0 20.0 35.0 65.0 65.0 65.0 65.0 Total Split (%) 16.7% 16.7% 29.2% 29.2% 16.7% 29.2% 54.2% 54.2% 54.2% 54.2% Yellow Time (s) 3.7 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street 7 02 (R) 3 04 65s zo 35s At 06 (R) (07 08 65s 7 213s I 35s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM Signalized Intersection Capacity Analysis 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Existing P.M. Peak Hour l 411- I141l Movement EBU EBL EBR EBR2 WBL2 WBL WBT WBR NBL NBT NBR2 SBL Lane Configurations rr r 144 41, Traffic Volume (vph) 1 80 236 115 1 39 259 3 109 619 54 22 Future Volume (vph) 1 80 236 115 1 39 259 3 109 619 54 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 6.0 6.0 5.7 6.0 6.0 Lane Util. Factor 1.00 0.88 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 1.00 0.99 1.00 1.00 Frt 1.00 0.85 0.85 1.00 1.00 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1759 2787 1544 1751 3532 3470 Flt Permitted 0.40 1.00 1.00 0.95 1.00 0.81 Satd. Flow (perm) 746 2787 1544 1751 3532 2821 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) 1 84 248 121 1 41 273 3 115 652 57 23 RTOR Reduction (vph) 0 0 0 104 0 0 1 0 0 26 0 0 Lane Group Flow (vph) 0 85 248 17 0 42 275 0 0 798 0 0 Confl. Peds. (#/hr) 14 6 6 14 8 10 10 Confl. Bikes (#/hr) 1 1 4 Turn Type pm+pt pm+pt Prot Perm pm+pt pm+pt NA Perm NA Perm Protected Phases 3 3 8 7 7 4 6 Permitted Phases 8 8 8 4 4 6 2 Actuated Green, G (s) 24.0 16.4 16.4 20.4 14.6 80.1 Effective Green, g (s) 24.0 16.4 16.4 20.4 14.6 80.1 Actuated g/C Ratio 0.20 0.14 0.14 0.17 0.12 0.67 Clearance Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 Lane Grp Cap (vph) 213 380 211 297 429 1883 v/s Ratio Prot c0.03 c0.09 0.01 0.08 v/s Ratio Perm 0.05 0.01 0.02 c0.28 v/c Ratio 0.40 0.65 0.08 0.14 0.64 0.42 Uniform Delay, d1 40.5 49.1 45.2 42.4 50.2 9.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.93 Incremental Delay, d2 0.4 3.6 0.1 0.1 2.9 0.7 Delay (s) 40.9 52.7 45.3 42.4 53.1 9.3 Level of Service D D D D D A Approach Delay (s) 51.7 9.3 Approach LOS D A Intersection Summary HCM 2000 Control Delay 24.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM Signalized Intersection Capacity Analysis 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Existing P.M. Peak Hour Movement SBT SBR Lane Configurations 41, Traffic Volume (vph) 242 103 Future Volume (vph) 242 103 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.0 Lane Util. Factor 0.95 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.96 Flt Protected 1.00 Satd. Flow (prot) 3360 Flt Permitted 0.88 Satd. Flow (perm) 2960 Peak -hour factor, PHF 0.95 0.95 Adj. Flow (vph) 255 108 RTOR Reduction (vph) 22 0 Lane Group Flow (vph) 364 0 Confl. Peds. (#/hr) 8 Confl. Bikes (#/hr) 4 Turn Type NA Protected Phases 2 Permitted Phases Actuated Green, G (s) 80.1 Effective Green, g (s) 80.1 Actuated g/C Ratio 0.67 Clearance Time (s) 6.0 Vehicle Extension (s) 1.0 Lane Grp Cap (vph) 1975 v/s Ratio Prot v/s Ratio Perm 0.12 v/c Ratio 0.18 Uniform Delay, d1 7.6 Progression Factor 0.92 Incremental Delay, d2 0.2 Delay (s) 7.2 Level of Service A Approach Delay (s) 7.2 Approach LOS A Intersection Summary K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 8: NE 2nd Avenue & NE 62nd Street Existing P.M. Peak Hour Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 149 702 0 0 367 Future Vol, veh/h 0 149 702 0 0 367 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 177 836 0 0 437 Major/Minor Minorl Majorl Major2 Conflicting Flow All 418 0 - Stage 1 - - - Stage 2 - - - Critical Hdwy 5 - - Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3 - - Pot Cap-1 Maneuver 0 795 - 0 0 Stage 1 0 - - 0 0 Stage 2 0 - - 0 0 Platoon blocked, % - Mov Cap-1 Maneuver 795 - - Mov Cap-2 Maneuver - - - Stage 1 - - - Stage 2 - - - Approach WB NB SB HCM Control Delay, s 10.8 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 795 HCM Lane V/C Ratio - 0.223 HCM Control Delay (s) - 10.8 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0.9 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 9: NE 3rd Avenue & NE 62nd Street Existing P.M. Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 19 453 13 0 Future Vol, veh/h 0 0 19 453 13 0 Conflicting Peds, #/hr 0 9 9 0 2 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 22 521 15 0 Major/Minor Major2 Minor1 Conflicting Flow All 9 0 316 Stage 1 - - 9 Stage 2 - - 307 Critical Hdwy 4.14 - 6.84 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3.52 Pot Cap-1 Maneuver 1609 - 652 0 Stage 1 - - 0 Stage 2 - - 719 0 Platoon blocked, % - Mov Cap-1 Maneuver 1595 - 634 Mov Cap-2 Maneuver - - 634 Stage 1 - - Stage 2 - - 719 Approach WB NB HCM Control Delay, s 0.4 10.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 634 1595 - HCM Lane V/C Ratio 0.024 0.014 - HCM Control Delay (s) 10.8 7.3 0.1 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.1 0 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 10: NE 62nd Street & NE 4th Avenue (West) Existing P.M. Peak Hour Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 395 24 0 70 Future Vol, veh/h 0 0 395 24 0 70 Conflicting Peds, #/hr 9 0 0 9 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # - 0 - 0 Grade, % - 0 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 449 27 0 80 Major/Minor Major2 Minor2 Conflicting Flow All - 0 247 Stage 1 - - Stage 2 - - Critical Hdwy - - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy - - 3 Pot Cap-1 Maneuver - - 0 942 Stage 1 - - 0 Stage 2 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - 934 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach WB SB HCM Control Delay, s 0 9.2 HCM LOS A Minor Lane/Major Mvmt WBT WBR SBLn1 Capacity (veh/h) - 934 HCM Lane V/C Ratio - 0.085 HCM Control Delay (s) - 9.2 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 11: NE 4th Avenue (East) & NE 62nd Street Existing P.M. Peak Hour Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 22 365 53 0 Future Vol, veh/h 0 0 22 365 53 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 24 397 58 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 247 Stage 1 - - 0 Stage 2 - - 247 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver - - 942 0 Stage 1 - - 0 Stage 2 - - 889 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 942 Mov Cap-2 Maneuver - - 942 Stage 1 - - Stage 2 - - 889 Approach WB NB HCM Control Delay, s 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 942 - HCM Lane V/C Ratio 0.061 HCM Control Delay (s) 9.1 HCM Lane LOS A HCM 95th %tile Q(veh) 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 12: NE 4th Court & NE 62nd Street Existing P.M. Peak Hour Lane Group WBT WBR NBL NBT SBT Lane Configurations Traffic Volume (vph) 223 21 66 715 131 Future Volume (vph) 223 21 66 715 131 Turn Type NA Perm Perm NA NA Protected Phases 2 4 8 Permitted Phases 2 4 Detector Phase 2 2 4 4 8 Switch Phase Minimum Initial (s) 16.0 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.3 24.3 24.3 Total Split (s) 30.0 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.3 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 54 (68%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 12: NE 4th Court & NE 62nd Street if, :1'04 1- 0 2 (R) 30s • 08 50 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 12: NE 4th Court & NE 62nd Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 18 223 21 66 715 0 0 131 80 Future Volume (veh/h) 0 0 0 18 223 21 66 715 0 0 131 80 Number 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1863 1863 1863 0 0 1863 1900 Adj Flow Rate, veh/h 19 232 22 69 745 0 0 136 83 Adj No. of Lanes 0 2 1 1 1 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2 Cap,veh/h 119 1525 699 464 730 0 0 425 259 Arrive On Green 0.45 0.60 0.60 0.78 0.78 0.00 0.00 0.39 0.39 Sat Flow, veh/h 261 3358 1540 1157 1863 0 0 1084 662 Grp Volume(v), veh/h 134 117 22 69 745 0 0 0 219 Grp Sat Flow(s),veh/h/In 1850 1770 1540 1157 1863 0 0 0 1745 Q Serve(g_s), s 2.7 2.3 0.5 1.9 31.4 0.0 0.0 0.0 7.0 Cycle Q Clear(g_c), s 2.7 2.3 0.5 7.4 31.4 0.0 0.0 0.0 7.0 Prop In Lane 0.14 1.00 1.00 0.00 0.00 0.38 Lane Grp Cap(c), veh/h 840 804 699 464 730 0 0 0 684 V/C Ratio(X) 0.16 0.15 0.03 0.15 1.02 0.00 0.00 0.00 0.32 Avail Cap(c_a), veh/h 840 804 699 642 1018 0 0 0 953 HCM Platoon Ratio 1.00 1.33 1.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.53 0.53 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 9.7 9.1 8.7 7.2 8.6 0.0 0.0 0.0 16.9 Incr Delay (d2), s/veh 0.4 0.4 0.1 0.1 23.2 0.0 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 1.2 0.2 0.6 19.3 0.0 0.0 0.0 3.4 LnGrp Delay(d),s/veh 10.1 9.5 8.8 7.2 31.9 0.0 0.0 0.0 17.1 LnGrp LOS B A A A F B Approach Vol, veh/h 273 814 219 Approach Delay, s/veh 9.7 29.8 17.1 Approach LOS A C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 39.6 40.4 40.4 Change Period (Y+Rc), s 6.0 * 6.3 * 6.3 Max Green Setting (Gmax), s 24.0 * 44 * 44 Max Q Clear Time (g_c+I1), s 4.7 33.4 9.0 Green Ext Time (p_c), s 0.5 3.4 1.1 Intersection Summary HCM 2010 Ctrl Delay 23.4 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 13: Biscayne Boulevard & NE 62nd Street Existing P.M. Peak Hour Lane Group WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 6 133 1485 1 1050 Future Volume (vph) 6 133 1485 1 1050 Turn Type NA pm+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.4 11.0 25.5 25.5 25.5 Total Split (s) 36.0 18.0 94.0 76.0 76.0 Total Split (%) 27.7% 13.8% 72.3% 58.5% 58.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.4 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 6 (5%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 13: Biscayne Boulevard & NE 62nd Street l01 J T 02OR) if4 1- 18s l6s 36s At 06 (R) if 94 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 13: Biscayne Boulevard & NE 62nd Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 4 6 1 133 1485 8 1 1050 98 Future Volume (veh/h) 0 0 0 4 6 1 133 1485 8 1 1050 98 Number 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 4 6 1 139 1547 8 1 1094 102 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap,veh/h 56 89 15 482 3089 16 310 2521 235 Arrive On Green 0.05 0.05 0.05 0.05 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1250 1984 338 1774 3610 19 330 3268 304 Grp Volume(v), veh/h 6 0 5 139 758 797 1 592 604 Grp Sat Flow(s),veh/h/In 1800 0 1772 1774 1770 1859 330 1770 1802 Q Serve(g_s), s 0.4 0.0 0.4 2.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 0.4 2.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.69 0.19 1.00 0.01 1.00 0.17 Lane Grp Cap(c), veh/h 81 0 80 482 1514 1591 310 1365 1390 V/C Ratio(X) 0.07 0.00 0.07 0.29 0.50 0.50 0.00 0.43 0.43 Avail Cap(c_a), veh/h 410 0 403 578 1514 1591 310 1365 1390 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.5 0.0 59.5 2.2 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.1 0.8 0.7 0.0 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.2 0.9 0.3 0.3 0.0 0.4 0.4 LnGrp Delay(d),s/veh 59.7 0.0 59.7 2.2 0.8 0.7 0.0 1.0 1.0 LnGrp LOS E E A A A A A A Approach Vol, veh/h 11 1694 1197 Approach Delay, s/veh 59.7 0.9 1.0 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.0 106.8 12.3 117.7 Change Period (Y+Rc), s 6.0 6.5 6.4 6.5 Max Green Setting (Gmax), s 12.0 69.5 29.6 87.5 Max Q Clear Time (g_c+I1), s 4.0 2.0 2.4 2.0 Green Ext Time (p_c), s 0.1 3.1 0.0 4.5 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 1.1 A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 14: NE 61st Street & NE 3rd Avenue Existing P.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 387 0 0 22 0 Future Vol, veh/h 7 387 0 0 22 0 Conflicting Peds, #/hr 3 0 0 3 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # 0 - - 0 Grade, % - 0 0 - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 416 0 0 24 0 Major/Minor Majorl Minor2 Conflicting Flow All 3 0 227 Stage 1 - 3 Stage 2 - 224 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver 1618 - 961 0 Stage 1 - 0 Stage 2 - 915 0 Platoon blocked, % - Mov Cap-1 Maneuver 1613 - 949 Mov Cap-2 Maneuver - 949 Stage 1 - Stage 2 - 912 Approach EB SB HCM Control Delay, s 0.1 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1613 - 949 HCM Lane V/C Ratio 0.005 - 0.025 HCM Control Delay (s) 7.2 0 8.9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 15: NE 4th Avenue/NE 4th Avenue (East) & NE 61st Street Existing P.M. Peak Hour Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 410 13 0 0 0 0 44 79 1 17 0 Future Vol, veh/h 13 410 13 0 0 0 0 44 79 1 17 0 Conflicting Peds, #/hr 2 0 2 2 0 2 2 0 0 0 0 2 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - None - - None Storage Length Veh in Median Storage, # 0 - - - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 427 14 0 0 0 0 46 82 1 18 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 2 0 0 - 466 223 267 473 Stage 1 - - - 464 2 2 Stage 2 - - - 2 265 471 Critical Hdwy 4.14 - - - 5 5 5 5 Critical Hdwy Stg 1 - - - 5.54 - Critical Hdwy Stg 2 - - 6.54 5.54 Follow-up Hdwy 2.22 - - - 3 3 3 3 Pot Cap-1 Maneuver 1619 - - 0 758 965 924 753 0 Stage 1 - - 0 708 - - 0 Stage 2 - - 0 826 703 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1616 - - - 747 963 797 742 Mov Cap-2 Maneuver - - - 747 797 742 Stage 1 - - - 699 - Stage 2 - - 698 694 Approach EB NB SB HCM Control Delay, s 0.2 9.8 10 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 873 1616 - - 745 HCM Lane V/C Ratio 0.147 0.008 - - 0.025 HCM Control Delay (s) 9.8 7.2 0 - 10 HCM Lane LOS A A A - B HCM 95th %tile Q(veh) 0.5 0 - - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 16: NE 4th Court & NE 61st Street Existing P.M. Peak Hour Lane Group EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 226 561 10 137 Future Volume (vph) 226 561 10 137 Turn Type NA NA Perm NA Protected Phases 6 4 8 Permitted Phases 8 Detector Phase 6 4 8 8 Switch Phase Minimum Initial (s) 7.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 59 (74%), Referenced to phase 6:EBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 4th Court & NE 61st Street j tO4 517 •I08 06 (R) 30s 7 50s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 16: NE 4th Court & NE 61st Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 201 226 31 0 0 0 0 561 34 10 137 0 Future Volume (veh/h) 201 226 31 0 0 0 0 561 34 10 137 0 Number 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 212 238 33 0 591 36 11 144 0 Adj No. of Lanes 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 2 2 2 2 0 Cap,veh/h 258 313 44 0 677 41 150 726 0 Arrive On Green 0.23 0.23 0.23 0.00 0.39 0.39 0.78 0.78 0.00 Sat Flow, veh/h 1503 1829 258 0 1736 106 795 1863 0 Grp Volume(v), veh/h 252 0 231 0 0 627 11 144 0 Grp Sat Flow(s),veh/h/In 1788 0 1803 0 0 1842 795 1863 0 Q Serve(g_s), s 10.7 0.0 9.5 0.0 0.0 25.2 1.0 1.6 0.0 Cycle Q Clear(g_c), s 10.7 0.0 9.5 0.0 0.0 25.2 26.2 1.6 0.0 Prop In Lane 0.84 0.14 0.00 0.06 1.00 0.00 Lane Grp Cap(c), veh/h 306 0 309 0 0 718 150 726 0 V/C Ratio(X) 0.82 0.00 0.75 0.00 0.00 0.87 0.07 0.20 0.00 Avail Cap(c_a), veh/h 536 0 541 0 0 1013 277 1025 0 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 29.7 0.0 29.3 0.0 0.0 22.6 19.3 5.6 0.0 Incr Delay (d2), s/veh 21.5 0.0 15.2 0.0 0.0 6.3 0.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.1 0.0 6.0 0.0 0.0 14.0 0.2 0.8 0.0 LnGrp Delay(d),s/veh 51.3 0.0 44.5 0.0 0.0 28.8 19.5 5.7 0.0 LnGrp LOS D D C B A Approach Vol, veh/h 483 627 155 Approach Delay, s/veh 48.0 28.8 6.7 Approach LOS D C A Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 37.2 19.7 37.2 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 24.0 44.0 Max Q Clear Time (g_c+I1), s 27.2 12.7 28.2 Green Ext Time (p_c), s 4.0 0.9 0.7 Intersection Summary HCM 2010 Ctrl Delay 33.4 HCM 2010 LOS C K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 17: Biscayne Boulevard & NE 61st Street Existing P.M. Peak Hour Lane Group EBL EBT WBL WBR NBT SBL SBT Lane Configurations Traffic Volume (vph) Future Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary 170 15 28 33 1415 170 15 28 33 1415 Split NA Prot pm+ov NA 8 8 7 5 6 7 8 8 7 5 6 7.0 25.5 27.0 20.8% 4.0 2.5 0.0 6.5 Lead Yes None 7.0 25.5 27.0 20.8% 4.0 2.5 0.0 6.5 Lead Yes None 7.0 22.0 22.0 16.9% 4.0 2.5 0.0 6.5 Lag Yes None 5.0 11.0 13.0 10.0% 4.0 2.0 0.0 6.0 Lead Yes None 7.0 23.0 68.0 52.3% 4.0 2.0 0.0 6.0 Lag Yes C-Min 19 1051 19 1051 pm+pt NA 5 2 2 5 2 5.0 7.0 11.0 23.0 13.0 81.0 10.0% 62.3% 4.0 4.0 2.0 2.0 0.0 0.0 6.0 6.0 Lead Yes None C-Min Cycle Length: 130 Actuated Cycle Length: 130 Offset: 2 (2%), Referenced to phase 2:SBTL and 6:NBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated -Coordinated Splits and Phases: 17: Biscayne Boulevard & NE 61st Street 7 02 (R) 07 8 81s 27s 22s J63 t06 (R) 13s05 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 17: Biscayne Boulevard & NE 61st Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 15 124 28 0 33 0 1415 8 19 1051 0 Future Volume (veh/h) 170 15 124 28 0 33 0 1415 8 19 1051 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 0 1863 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 189 17 138 31 0 37 0 1572 9 21 1168 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, veh/h 224 22 179 0 0 0 0 2564 15 302 2751 0 Arrive On Green 0.13 0.13 0.13 0.00 0.00 0.00 0.00 0.95 0.95 0.03 1.00 0.00 Sat Flow, veh/h 1774 174 1412 0 0 3701 21 1774 3632 0 Grp Volume(v), veh/h 189 0 155 0.0 0 771 810 21 1168 0 Grp Sat Flow(s),veh/h/In 1774 0 1586 0 1770 1859 1774 1770 0 Q Serve(g_s), s 13.5 0.0 12.3 0.0 7.4 7.4 0.4 0.0 0.0 Cycle Q Clear(g_c), s 13.5 0.0 12.3 0.0 7.4 7.4 0.4 0.0 0.0 Prop In Lane 1.00 0.89 0.00 0.01 1.00 0.00 Lane Grp Cap(c), veh/h 224 0 201 0 1258 1321 302 2751 0 V/C Ratio(X) 0.84 0.00 0.77 0.00 0.61 0.61 0.07 0.42 0.00 Avail Cap(c_a), veh/h 280 0 250 0 1258 1321 362 2751 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 0.95 0.00 0.95 0.00 1.00 1.00 0.90 0.90 0.00 Uniform Delay (d), s/veh 55.5 0.0 55.0 0.0 1.2 1.2 4.6 0.0 0.0 Incr Delay (d2), s/veh 15.3 0.0 9.6 0.0 2.2 2.1 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.6 0.0 5.9 0.0 3.8 4.0 0.2 0.2 0.0 LnGrp Delay(d),s/veh 70.8 0.0 64.6 0.0 3.5 3.4 4.6 0.4 0.0 LnGrp LOS E E A A A A Approach Vol, veh/h 344 1581 1189 Approach Delay, s/veh 68.0 3.4 0.5 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 107.1 8.7 98.4 22.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.5 Max Green Setting (Gmax), s 75.0 7.0 62.0 20.5 Max Q Clear Time (g_c+I1), s 2.0 2.4 9.4 15.5 Green Ext Time (p_c), s 3.8 0.0 4.7 0.6 Intersection Summary HCM 2010 Ctrl Delay 9.4 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 18: NE 2nd Avenue & NE 60th Street (North) Existing P.M. Peak Hour Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 7 804 2 6 386 Future Vol, veh/h 5 7 804 2 6 386 Conflicting Peds, #/hr 8 2 0 17 17 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 8 874 2 7 420 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1124 457 0 0 893 0 Stage 1 892 - - - Stage 2 232 - - - Critical Hdwy 5 5 - - 4.14 Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3 3 - - 2.22 Pot Cap-1 Maneuver 388 765 - - 755 Stage 1 400 - - - Stage 2 906 - - - Platoon blocked, % - - Mov Cap-1 Maneuver 374 751 - - 743 Mov Cap-2 Maneuver 374 - - - Stage 1 389 - - - Stage 2 899 - - - Approach WB NB SB HCM Control Delay, s 12 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT 0.2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 529 743 - 0.025 0.009 - 12 9.9 0.1 - B A A - 0.1 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 19: NE 2nd Avenue & NE 60th Street (South) Existing P.M. Peak Hour Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 15 9 798 391 5 Future Vol, veh/h 6 15 9 798 391 5 Conflicting Peds, #/hr 2 8 11 0 0 11 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 16 10 867 425 5 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 895 234 441 0 0 Stage 1 439 - - - Stage 2 456 - - - Critical Hdwy 5 5 4.14 - Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3 3 2.22 - Pot Cap-1 Maneuver 491 954 1115 - Stage 1 703 - - - Stage 2 688 - - - Platoon blocked, % - Mov Cap-1 Maneuver 473 937 1103 - Mov Cap-2 Maneuver 473 - - - Stage 1 684 - - - Stage 2 681 - - - Approach EB HCM Control Delay, s 10.1 HCM LOS B NB 0.2 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1103 - 732 HCM Lane V/C Ratio 0.009 - 0.031 HCM Control Delay (s) 8.3 0.1 10.1 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 20: NE 4th Avenue & NE 60th Street Existing P.M. Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 5 1 102 42 3 Future Vol, veh/h 2 5 1 102 42 3 Conflicting Peds, #/hr 0 4 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 5 1 112 46 3 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 166 56 53 0 0 Stage 1 52 - - - Stage 2 114 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 1020 1136 1553 - Stage 1 1134 - - - Stage 2 1060 - - - Platoon blocked, % - Mov Cap-1 Maneuver 1011 1127 1547 - Mov Cap-2 Maneuver 1011 - - - Stage 1 1128 - - - Stage 2 1056 - - - Approach EB HCM Control Delay, s 8.3 HCM LOS A NB 0.1 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1547 - 1091 HCM Lane V/C Ratio 0.001 - 0.007 HCM Control Delay (s) 7.3 0 8.3 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 22: NE 4th Avenue & NE 59th Terrace Existing P.M. Peak Hour Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 14 20 78 40 5 Future Vol, veh/h 16 14 20 78 40 5 Conflicting Peds, #/hr 12 13 18 0 0 18 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 16 22 88 45 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 210 79 69 0 0 Stage 1 66 - - - Stage 2 144 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 977 1111 1532 - Stage 1 1117 - - - Stage 2 1025 - - - Platoon blocked, % - Mov Cap-1 Maneuver 930 1078 1506 - Mov Cap-2 Maneuver 930 - - - Stage 1 1081 - - - Stage 2 1008 - - - Approach EB HCM Control Delay, s 8.7 HCM LOS A NB 1.5 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1506 - 994 HCM Lane V/C Ratio 0.015 - 0.034 HCM Control Delay (s) 7.4 0 8.7 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Timings 23: NE 2nd Avenue & NE 59th Street Existing P.M. Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 30 20 26 32 26 19 700 37 335 Future Volume (vph) 30 20 26 32 26 19 700 37 335 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 28.0 28.0 28.0 27.0 27.0 27.0 27.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 23: NE 2nd Avenue & NE 59th Street 7 02 (R) 04 60s 60s t06 (R) 438 60 s 60 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 Signalized Intersection Summary 23: NE 2nd Avenue & NE 59th Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 20 26 32 26 84 19 700 35 37 335 17 Future Volume (veh/h) 30 20 26 32 26 84 19 700 35 37 335 17 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.96 0.98 0.97 0.99 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 32 21 19 34 27 80 20 737 37 39 353 18 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 190 247 202 73 54 118 72 2503 124 228 2079 108 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 1.00 1.00 1.00 1.00 1.00 1.00 SatFlow,veh/h 1261 1863 1520 270 408 890 53 3262 162 251 2710 141 Grp Volume(v), veh/h 32 21 19 141 0 0 415 0 379 198 0 212 Grp Sat Flow(s),veh/h/In 1261 1863 1520 1568 0 0 1817 0 1660 1438 0 1664 Q Serve(g_s), s 0.0 1.2 1.3 5.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.2 1.2 1.3 10.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.24 0.57 0.05 0.10 0.20 0.08 Lane Grp Cap(c), veh/h 190 247 202 245 0 0 1426 0 1274 1139 0 1277 V/C Ratio(X) 0.17 0.08 0.09 0.57 0.00 0.00 0.29 0.00 0.30 0.17 0.00 0.17 Avail Cap(c_a), veh/h 590 838 684 731 0 0 1426 0 1274 1139 0 1277 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.0 45.6 45.7 49.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.1 0.1 1.6 0.0 0.0 0.5 0.0 0.6 0.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.0 0.6 0.6 4.6 0.0 0.0 0.2 0.0 0.2 0.1 0.0 0.1 LnGrp Delay(d),s/veh 47.3 45.7 45.8 51.0 0.0 0.0 0.5 0.0 0.6 0.3 0.0 0.3 LnGrp LOS D D D D A A A A Approach Vol, veh/h 72 141 794 410 Approach Delay, s/veh 46.4 51.0 0.6 0.3 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 98.1 21.9 98.1 21.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Max Q Clear Time (g_c+I1), s 2.0 12.1 2.0 6.2 Green Ext Time (p_c), s 1.0 0.8 1.8 0.2 Intersection Summary HCM 2010 Ctrl Delay 7.8 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn HCM 2010 AWSC 24: NE 59th Street & NE 4th Avenue Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 14 45 6 0 13 94 28 0 6 61 23 0 11 32 9 Future Vol, veh/h 0 14 45 6 0 13 94 28 0 6 61 23 0 11 32 9 Peak Hour Factor 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 15 47 6 0 14 98 29 0 6 64 24 0 11 33 9 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.8 8.1 7.9 7.8 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 7% 22% 10% 21% Vol Thru, % 68% 69% 70% 62% Vol Right, % 26% 9% 21% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 90 65 135 52 LT Vol 6 14 13 11 Through Vol 61 45 94 32 RT Vol 23 6 28 9 Lane Flow Rate 94 68 141 54 Geometry Grp 1 1 1 1 Degree of Util (X) 0.113 0.083 0.166 0.067 Departure Headway (Hd) 4.323 4.406 4.239 4.443 Convergence, Y/N Yes Yes Yes Yes Cap 832 815 849 808 Service Time 2.336 2.422 2.252 2.459 HCM Lane V/C Ratio 0.113 0.083 0.166 0.067 HCM Control Delay 7.9 7.8 8.1 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.3 0.6 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Existing PM.syn Appendix F Growth Rate Calculations FDOT Historic Growth Trends FDOT Growth Rate Summary Station Number Location Historic Growth -Linear Historic Growth -Exponential Historic Growth -Decaying Exponential 5-year R-squared 10-year R-squared 5-year R-squared 10-year R-squared 5-year R-squared 10-year R-squared 5060 SR 5/US-1 -- 200 feet south of NE 53rd Street -0.80 % 15.52% -1.46% 28.58% -0.81 % 15.28% -1.47% 24.42% -1.14% 27.96% -1.89% 40.80% 5065 SR 5/US-1 -- 200 feet north of NE 71st Street -2.12% 88.04% 0.23% 2.00% -2.19% 88.73% 0.20% 2.15% -2.24% 96.58% 0.08% 0.40% 5355 SR 944/NW 54th Street -- 200 feet west of SR 5/US-1 4.20% 59.17% 0.99% 17.30% 3.96% 58.29% 0.87% 16.86% 3.07% 36.57% 0.96% 13.31 % 8436 NE 4th Court -- 200 feet south of NE 67th Street 2.40% 63.06% N/A N/A 2.32% 63.55% N/A N/A 2.32% 68.79% N/A N/A 8437 NW 62nd Street/Dr MLK Jr Boulevard -- 200 feet west of NE 1st Avenue -1.10% 89.89% N/A N/A -1.12% 89.69% N/A N/A -1.12% 72.34% N/A N/A Total 0.52% 63.14% -0.08% 15.96% 0.43% 63.11% -0.13% 14.48% 0.18% 60.45% -0.28% 18.17% K \FTL TPTO\043908100-Magic City SAP \Celcs\Growth \Growth Rate Summary_FDOT and SERPM.xIs FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2016 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 5060 - SR 5/US-1, 200' S NE 53 ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2016 37500 C N 18500 S 19000 9.00 54.50 5.10 2015 35500 C N 16500 S 19000 9.00 54.70 4.20 2014 35500 C N 16500 S 19000 9.00 54.50 5.10 2013 37500 C N 17500 S 20000 9.00 52.40 5.20 2012 38000 C N 18000 S 20000 9.00 55.70 5.80 2011 30500 C N 15000 S 15500 9.00 55.10 4.50 2010 37500 C N 18500 S 19000 8.98 54.08 4.40 2009 40500 C N 20500 S 20000 8.99 53.24 3.40 2008 41000 C N 19500 S 21500 9.09 55.75 3.70 2007 42000 C N 20000 S 22000 8.01 54.34 3.10 2006 40500 C N 18500 S 22000 7.97 54.22 4.90 2005 39000 C N 18000 S 21000 8.80 53.80 1.80 2004 40500 C N 21000 S 19500 9.00 53.30 6.20 2003 39000 C N 18000 S 21000 8.80 53.40 4.80 2002 40500 C N 18500 S 22000 9.80 52.30 3.40 2001 40500 C N 18500 S 22000 8.20 53.50 5.30 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES Traffic Trends SR 5/US-1 -- 200 feet south of NE 53rd Street County: Station #: Highway: Miami (87) 5060 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 40000 — 35000 30000 25000 20000 15000 10000 5000 7 Observed Count Fitted Curve 0 + IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 15.52% Trend Annual Historic Growth Rate: -0.80% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 38000 37400 2013 37500 37100 2014 35500 36800 2015 35500 36500 2016 37500 36200 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet south of NE 53rd Street County: Station #: Highway: Miami (87) 5060 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 45000 40000 — 35000 30000 25000 20000 15000 10000 5000 =Observed Count Fitted Curve 0 I 2007 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 28.58% Trend Annual Historic Growth Rate: -1.46% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 42000 40200 2008 41000 39600 2009 40500 39000 2010 37500 38400 2011 30500 37800 2012 38000 37300 2013 37500 36700 2014 35500 36100 2015 35500 35500 2016 37500 34900 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet south of NE 53rd Street County: Station #: Highway: Miami (87) 5060 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 40000 — 35000 30000 25000 20000 15000 10000 5000 7 Observed Count Fitted Curve 0 + IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 15.28% Compounded Annual Historic Growth Rate: -0.81 Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 38000 37400 2013 37500 37100 2014 35500 36800 2015 35500 36500 2016 37500 36200 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet south of NE 53rd Street County: Station #: Highway: Miami (87) 5060 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 45000 40000 — 35000 30000 25000 20000 15000 10000 5000 =Observed Count Fitted Curve 0 I 2007 2012 I d I i— Ill 2017 2022 2027 2032 2037 Year Trend R-squared: 24.42% Compounded Annual Historic Growth Rate: -1.47% Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 42000 40000 2008 41000 39400 2009 40500 38800 2010 37500 38300 2011 30500 37700 2012 38000 37100 2013 37500 36600 2014 35500 36000 2015 35500 35500 2016 37500 35000 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet south of NE 53rd Street County: Station #: Highway: Miami (87) 5060 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 40000 — 35000 30000 25000 20000 15000 10000 5000 =Observed Count Fitted Curve 0 + IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 27.96% -1.14% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 38000 37800 2013 37500 37100 2014 35500 36700 2015 35500 36400 2016 37500 36100 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet south of NE 53rd Street County: Station #: Highway: Miami (87) 5060 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 45000 40000 35000 30000 25000 20000 15000 10000 5000 oObserved Count Fitted Curve 0 I 2007 2012 I I I d 2017 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 40.80% -1.89% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 42000 41900 2008 41000 39900 2009 40500 38700 2010 37500 37900 2011 30500 37300 2012 38000 36700 2013 37500 36300 2014 35500 35900 2015 35500 35600 2016 37500 35300 *Axle -Adjusted FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2016 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 5065 - SR 5/US-1, 200' N NE 71 ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2016 39000 C N 16500 S 22500 9.00 54.50 4.70 2015 40000 C N 18500 S 21500 9.00 54.70 6.50 2014 40000 C N 19000 S 21000 9.00 54.50 12.20 2013 41000 C N 20000 S 21000 9.00 52.40 6.10 2012 43000 C N 20500 S 22500 9.00 55.70 4.60 2011 37500 C N 17500 S 20000 9.00 55.10 2.80 2010 39000 C N 18500 S 20500 8.98 54.08 2.80 2009 37500 C N 18000 S 19500 8.99 53.24 5.30 2008 39000 C N 17500 S 21500 9.09 55.75 5.70 2007 41000 F N 19000 S 22000 8.01 54.34 12.90 2006 41000 C N 19000 S 22000 7.97 54.22 12.90 2005 40000 C N 18500 S 21500 8.80 53.80 2.30 2004 45000 C N 23000 S 22000 9.00 53.30 2.30 2003 43500 C N 19500 S 24000 8.80 53.40 5.00 2002 39500 C N 19500 S 20000 9.80 52.30 2.60 2001 41000 C N 18000 S 23000 8.20 53.50 7.10 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES Traffic Trends SR 5/US-1 -- 200 feet north of NE 71st Street County: Station #: Highway: Miami (87) 5065 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 50000 45000 40000 35000 30000 25000 20000 15000 10000 5000 0 i =Observed Count Fitted Curve IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 88.04% Trend Annual Historic Growth Rate: -2.12% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 43000 42400 2013 41000 41500 2014 40000 40600 2015 40000 39700 2016 39000 38800 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet north of NE 71st Street County: Station #: Highway: Miami (87) 5065 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 50000 45000 — 40000 35000 30000 25000 20000 15000 10000 5000 0 =Observed Count Fitted Curve ..` 2007 2012 2017 I 11 d 1 F 1 i i i i 1 I 2022 2027 2032 2037 Year Trend R-squared: 2.00% Trend Annual Historic Growth Rate: 0.23% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 41000 39300 2008 39000 39400 2009 37500 39500 2010 39000 39600 2011 37500 39700 2012 43000 39700 2013 41000 39800 2014 40000 39900 2015 40000 40000 2016 39000 40100 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet north of NE 71st Street County: Station #: Highway: Miami (87) 5065 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 50000 45000 40000 35000 30000 25000 20000 15000 10000 5000 =Observed Count Fitted Curve 0 1 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 88.73% Compounded Annual Historic Growth Rate: -2.19% Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 43000 42400 2013 41000 41500 2014 40000 40600 2015 40000 39700 2016 39000 38800 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet north of NE 71st Street County: Station #: Highway: Miami (87) 5065 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 50000 45000 — 40000 35000 30000 25000 20000 15000 10000 5000 0 =Observed Count Fitted Curve ..` 2007 2012 2017 I I I I I 1 1 I I I I I I 2022 2027 2032 2037 Year Trend R-squared: 2.15% Compounded Annual Historic Growth Rate: 0.20% Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 41000 39300 2008 39000 39400 2009 37500 39500 2010 39000 39500 2011 37500 39600 2012 43000 39700 2013 41000 39800 2014 40000 39900 2015 40000 40000 2016 39000 40000 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet north of NE 71st Street County: Station #: Highway: Miami (87) 5065 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 50000 45000 40000 35000 30000 25000 20000 15000 10000 5000 =Observed Count Fitted Curve 0 i IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 96.58% -2.24% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 43000 42800 2013 41000 41200 2014 40000 40300 2015 40000 39600 2016 39000 39100 *Axle -Adjusted Traffic Trends SR 5/US-1 -- 200 feet north of NE 71st Street County: Station #: Highway: Miami (87) 5065 SR 5/US-1 Average Daily Traffic (Vehicles/Day) 50000 45000 — 40000 35000 30000 25000 20000 15000 10000 5000 0 =Observed Count Fitted Curve 2007 2012 2017 11111 I d I I I I 1 1 1 1 I I 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 0.40% 0.08% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 41000 39500 2008 39000 39600 2009 37500 39600 2010 39000 39700 2011 37500 39700 2012 43000 39700 2013 41000 39800 2014 40000 39800 2015 40000 39800 2016 39000 39800 *Axle -Adjusted FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2016 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 5355 - SR 944/NW 54 ST, 200' W SR 5/US-1 YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2016 16000 C E 8200 W 7800 9.00 54.50 2.70 2015 14600 C E 7300 W 7300 9.00 54.70 2.40 2014 13300 C E 6600 W 6700 9.00 54.50 2.70 2013 13200 C E 6600 W 6600 9.00 52.40 2.60 2012 13900 C E 6800 W 7100 9.00 55.70 2.90 2011 13500 C E 7000 W 6500 9.00 55.10 1.80 2010 15400 C E 7400 W 8000 8.98 54.08 1.80 2009 14000 C E 7100 W 6900 8.99 53.24 2.00 2008 13300 C E 6800 W 6500 9.09 55.75 1.10 2007 13500 C E 6600 W 6900 8.01 54.34 0.20 2006 12900 C E 6200 W 6700 7.97 54.22 2.80 2005 11800 C E 5700 W 6100 8.80 53.80 2.40 2004 11900 F E 5800 W 6100 9.00 53.30 6.60 2003 11900 C E 5800 W 6100 8.80 53.40 5.20 2002 10200 C E 5100 W 5100 9.80 52.30 4.30 2001 9900 C E 4900 W 5000 8.20 53.50 7.10 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES Traffic Trends SR 944/NW 54th Street -- 200 feet west of SR 5/US-1 County: Station #: Highway: Miami (87) 5355 SR 944/NW 54th Street Average Daily Traffic (Vehicles/Day) 30000 25000 20000 15000 10000 5000 =Observed Count Fitted Curve 0 i 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 59.17% Trend Annual Historic Growth Rate: 4.20% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 13900 13100 2013 13200 13600 2014 13300 14200 2015 14600 14800 2016 16000 15300 *Axle -Adjusted Traffic Trends SR 944/NW 54th Street -- 200 feet west of SR 5/US-1 County: Station #: Highway: Miami (87) 5355 SR 944/NW 54th Street Average Daily Traffic (Vehicles/Day) 20000 18000 - 16000 14000 12000 10000 8000 6000 4000 - 2000 - 0 ' 1 =Observed Count Fitted Curve 2007 2012 l l l l d i i 2017 2022 Year 2027 2032 2037 Trend R-squared: 17.30% Trend Annual Historic Growth Rate: 0.99% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 13500 13500 2008 13300 13600 2009 14000 13700 2010 15400 13900 2011 13500 14000 2012 13900 14100 2013 13200 14300 2014 13300 14400 2015 14600 14500 2016 16000 14700 *Axle -Adjusted Traffic Trends SR 944/NW 54th Street -- 200 feet west of SR 5/US-1 County: Station #: Highway: Miami (87) 5355 SR 944/NW 54th Street Average Daily Traffic (Vehicles/Day) 40000 35000 30000 25000 20000 15000 10000 5000 =Observed Count Fitted Curve 0 + + 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 58.29% Compounded Annual Historic Growth Rate: 3.96% Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 13900 13100 2013 13200 13600 2014 13300 14200 2015 14600 14700 2016 16000 15300 *Axle -Adjusted Traffic Trends SR 944/NW 54th Street -- 200 feet west of SR 5/US-1 County: Station #: Highway: Miami (87) 5355 SR 944/NW 54th Street Average Daily Traffic (Vehicles/Day) 20000 18000 - 16000 14000 12000 10000 8000 6000 4000 - 2000 - 0 ' 1 =Observed Count Fitted Curve 2007 2012 1 1 a a i i i i i 4 2017 2022 2027 Year 2032 2037 Trend R-squared: 16.86% Compounded Annual Historic Growth Rate: 0.87% Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 13500 13500 2008 13300 13600 2009 14000 13700 2010 15400 13900 2011 13500 14000 2012 13900 14100 2013 13200 14200 2014 13300 14400 2015 14600 14500 2016 16000 14600 *Axle -Adjusted Traffic Trends SR 944/NW 54th Street -- 200 feet west of SR 5/US-1 County: Station #: Highway: Miami (87) 5355 SR 944/NW 54th Street Average Daily Traffic (Vehicles/Day) 18000 16000 14000 12000 10000 8000 6000 4000 2000 ©Observed Count Fitted Curve -/' 0 i 2012 2017 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 36.57% 3.07% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 13900 13200 2013 13200 13900 2014 13300 14400 2015 14600 14700 2016 16000 14900 *Axle -Adjusted Traffic Trends SR 944/NW 54th Street -- 200 feet west of SR 5/US-1 County: Station #: Highway: Miami (87) 5355 SR 944/NW 54th Street Average Daily Traffic (Vehicles/Day) 18000 16000 14000 12000 10000 8000 6000 4000 2000 0 Observed Count Fitted Curve 0 + + + + + 2007 2012 + l l l l d i i l l i l i l l i i l i a 2017 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 13.31% 0.96% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 13500 13300 2008 13300 13700 2009 14000 13900 2010 15400 14000 2011 13500 14100 2012 13900 14200 2013 13200 14300 2014 13300 14300 2015 14600 14400 2016 16000 14500 *Axle -Adjusted FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2016 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 8436 - NE 4 CT, 200 FT S OF NE 67 ST (2011 OFF SYSTEM CYCLE) YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2016 5600 S N 2500 S 3100 9.00 56.10 5.20 2015 5700 F N 2500 S 3200 9.00 57.40 5.00 2014 5700 C N 2500 S 3200 9.00 59.30 10.70 2013 5200 F 0 0 9.00 58.90 16.20 2012 5200 C N 0 S 0 9.00 59.70 16.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES Traffic Trends NE 4th Court -- 200 feet south of NE 67th Street County: Station #: Highway: Miami (87) 8436 NE 4th Court Average Daily Traffic (Vehicles/Day) 10000 9000 8000 7000 6000 5000 4000 3000 2000 1000 =Observed Count Fitted Curve 0 i 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 63.06% Trend Annual Historic Growth Rate: 2.40% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 5200 5200 2013 5200 5400 2014 5700 5500 2015 5700 5600 2016 5600 5700 *Axle -Adjusted Traffic Trends NE 4th Court -- 200 feet south of NE 67th Street County: Station #: Highway: Miami (87) 8436 NE 4th Court Average Daily Traffic (Vehicles/Day) 12000 10000 8000 6000 4000 2000 =Observed Count Fitted Curve 0 1 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 63.55% Compounded Annual Historic Growth Rate: 2.32% Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 5200 5200 2013 5200 5300 2014 5700 5500 2015 5700 5600 2016 5600 5700 *Axle -Adjusted Traffic Trends NE 4th Court -- 200 feet south of NE 67th Street County: Station #: Highway: Miami (87) 8436 NE 4th Court Average Daily Traffic (Vehicles/Day) 7000 6000 5000 4000 3000 2000 1000 =Observed Count Fitted Curve 0 i 2012 2017 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 68.79% 2.32% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 5200 5200 2013 5200 5400 2014 5700 5500 2015 5700 5600 2016 5600 5700 *Axle -Adjusted COUNTY: 87 - MIAMI-DADE SITE: 8437 YEAR 2016 2015 2014 2013 2012 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2016 HISTORICAL AADT REPORT - NW 62 ST/DR MLK JR BLVD, AADT 10800 S 11000 F 11200 C 11300 F 11300 C DIRECTION 1 200 FT W OF NE 1 AVE (2011 OFF SYSTEM CYCLE) DIRECTION 2 E 5800 W E 5900 W E 6000 W E 6100 W E 6100 W 5000 5100 5200 5200 5200 *K FACTOR D FACTOR T FACTOR 9.00 9.00 9.00 9.00 9.00 56.10 5.20 57.40 5.00 59.30 10.70 58.90 16.20 59.70 16.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES Traffic Trends NW 62nd Street/Dr MLK JR Boulevard -- 200 feet west of NE 1st Avenue County: Station #: Highway: Miami (87) 8437 NW 62nd Street/Dr MLK JR Boulevard Average Daily Traffic (Vehicles/Day) 12000 10000 8000 6000 4000 2000 =Observed Count Fitted Curve 0 + IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 89.89% Trend Annual Historic Growth Rate: -1.10% Printed: 9-Oct-17 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 11300 11400 2013 11300 11300 2014 11200 11100 2015 11000 11000 2016 10800 10900 *Axle -Adjusted Traffic Trends NW 62nd Street/Dr MLK JR Boulevard -- 200 feet west of NE 1st Avenue County: Station #: Highway: Miami (87) 8437 NW 62nd Street/Dr MLK JR Boulevard Average Daily Traffic (Vehicles/Day) 12000 10000 8000 6000 4000 2000 =Observed Count Fitted Curve 0 + IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: 89.69% Compounded Annual Historic Growth Rate: -1.12% Printed: 9-Oct-17 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 11300 11400 2013 11300 11200 2014 11200 11100 2015 11000 11000 2016 10800 10900 *Axle -Adjusted Traffic Trends NW 62nd Street/Dr MLK JR Boulevard -- 200 feet west of NE 1st Avenue County: Station #: Highway: Miami (87) 8437 NW 62nd Street/Dr MLK JR Boulevard Average Daily Traffic (Vehicles/Day) 12000 10000 8000 6000 4000 2000 =Observed Count Fitted Curve 0 + IIIIIIIIIIIIIIIIIIIIIIf 2012 2017 2022 2027 2032 2037 Year Trend R-squared: Compounded Annual Historic Growth Rate: Printed: 72.34% -1.12% 9-Oct-17 Decaying Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2012 11300 11400 2013 11300 11200 2014 11200 11100 2015 11000 11000 2016 10800 10900 *Axle -Adjusted SERPM Analysis SERPM Growth Rate Summary Street Name 2010 2040 Difference Growth Rate Annual Growth Rate NE/NW 62nd Street 32,450 38,938 6,488 19.99% 0.67% 28,977 35,741 6,764 23.34% 0.78% 21,675 30,333 8,658 39.94% 1.33% 18,129 26,076 7,947 43.84% 1.46% 15,683 23,332 7,649 48.77% 1.63% 5,945 8,088 2,143 36.05% 1.20% 6,813 8,910 2,097 30.78% 1.03% NE/NW 61st Street 2,945 5,323 2,378 80.75% 2.69% 3,745 5,942 2,197 58.66% 1.96% 2,966 4,543 1,577 53.17% 1.77% NW 2nd Avenue 10,461 10,926 465 4.45% 0.15% 14,872 16,074 1,202 8.08% 0.27% 13,965 15,306 1,341 9.60% 0.32% 15,837 17,354 1,517 9.58% 0.32% 12,022 13,452 1,430 11.89% 0.40% North Miami Avenue 14,672 21,482 6,810 46.41% 1.55% 13,128 19,314 6,186 47.12% 1.57% 9,822 17,085 7,263 73.95% 2.46% 9,822 17,085 7,263 73.95% 2.46% NE 2nd Avenue 8,953 15,943 6,990 78.07% 2.60% 9,894 16,564 6,670 67.41 % 2.25% 13,833 19,158 5,325 38.49% 1.28% 13,638 18,262 4,624 33.91 % 1.13% Biscayne Boulevard 22,482 29,541 7,059 31.40% 1.05% 26,078 34,502 8,424 32.30% 1.08% 18,482 24,373 5,891 31.87% 1.06% 18,539 24,822 6,283 33.89% 1.13% 20,890 26,962 6,072 29.07% 0.97% Total 406,718 545,431 138,713 34.11% 1.14% K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Growth\Growth Rate Summary_FDOT and SERPM.xls Magic City SAP 2010 Volumes SERPM 7.062 36710 32791 32791 26667 22817 0124355 8 3 .• fo 14U`si 14963 717 311 2685 1105 26697 7141 23407 23313 608311 14352 14352 9138 8791 9576 8968 3186 2161 p2162 23311 23306 t 15151 1730 31827 15072 • 13818 25947 1336 35739 9097 1372 17594 12660 27532 an 1023 $ 68142 6306166' m 104 " 818 516442 14978 1287 14982 037 w ;FA 14909 13885 15630 m 1716 1530 15502 m 26152 to 8147 w32450 28905 26337 •' o 4456 28875 0 28875 28977 5 21675 18129 17955 28383 19007 - 1704 ‘o 21330 17462 9238 27676 23056 22108 6704 6842 4443 15683 17838 116396 r G 66 r N 0 O 332621485373_ s�ao' y�14130 pas 11723 16448 16734 fD �ry 3810 6433 2428 5799 m LC III '" 11952 2080 5 QD1D o iN09 i45 ▪ N 20596 20968 11683 11314 .14983 14513 9253 114 16514 2295 14833 10403 11633 0 3574 `O eP � .4327 0 32015 60331 15787 3745 2966 ;.1604 VA 9127 662 00 598 vi 745 2097 eo 23 19894 8 • r 24853 0738 NE 71st Street NE 62nd Street NE 61st Street 4s�s NE 54th Street 10651; 62716 NE 79th Street 21523 67784 130500 9352 �19JL4J� (Licensed to Kimley Horn and Associates Inc) Magic City SAP 2040 Volumes SERPM 7.062 6 599 88 2820 20353 34632 .. 27332 3467 23726 5827 36654 4 28104 1389 w 11517 10758 4812 673820997 4,6-iZ897 6079 372 577 6400, 40839 24194 1261 2009 949 s'19428 �'S40 �1933 020159 {19734 722738 m a `, 1109 O1 1581 1894 40496 4537 1124 33600 33883 10778 33600 33705 35741 31761 . ,0`23068 31 F91 20435 2302 22302 25914 6023 394 20506 23823 23920 m 10746 30333 34152 t 35430 35418 10278 34135 10825 23332 S323 cig 27149 21925 8976 5709 7040 11005 21237 3227 18160 3481 18967 62251 2510 24275 752 38403 8175 14088 10881 32756 35530 7770 5942 4543 Nry 4887 NE 54th Street 1997 27114 8 25476 7359 15304 NE 71st Street NE 62nd Street NE 61st Street 02 3114C NE 79th Street 34439 163.27, 7 71169 11115 10964 27319 '26689 76564 �19JL4J� (Licensed to Kimley Horn and Associates Inc) Appendix G Committed Development Trip Information • Traffic Impact Analysis for Submittal to the City of Miami Eastside Ridge City of Miami, Florida Kimley>» Horn ::2016 Kimley-Horn and Associates, Inc. Updated June 2016 March 2016 043752000 N NOT TO SCALE NW 62nd Street NW 5th Court NW 2nd Avenue North Miami Avenue NE 2nd Avenue r NW 54th Street 4m 10 r 2a Z L r 4 htr 2s ✓ 14 NE 62nd Street Legend — Study Roadway 0 Study Intersection XX A.M. Peak Hour Net New Project Trips (XX) A.M. Peak Hour Pass -by Trips to NE 61st Street r NE 59th Street NE 54th Street 4 tf NW 6th Court Klmley) Horn © 2016 NW 6th Avenue r NW 46th Street NE 51st Street H r 20 tr ht K2 4 r Q r)riveway r NE 39th Street hr 14 L NE 50th Terrace Figure 7 A.M. Peak Hour Project Trip Assignment Green Acres SAP City of Miami, Florida) N NOT TO SCALE NW 62nd Street 14 20 r 19 NW 5th Court 20 39 NW 2nd Avenue y 46 North Miami Avenue NE 2nd Avenue 4 20 1 4-11 NW 54th Street y 15 33 13 r 20 L 20 y 33 38 11 ' ht L 26 y 53 4 r6 16 y 22 I, ht L 53 85 r 33 16 1 t L 33 1 4 y 138 Legend — Study Roadway Study Intersection XX P.M. Peak Hour Net New Project Trips (XX) P.M. Peak Hour Pass -by Trips NE 62nd Street of 1 NE 61 st Street 1 0 e 90 m t a v 0 m° r 6 NE 59th Street (-55) r 209 (55) y 159 NE 54th Street 13 4 11 y 27 y NW 6th Court Kimley>»>Horn © 2016 NW 6th Av 44 y r NW 46th Street ]1 y ✓ NE 51 st Street y 26 115 y 1 t 7 L 65 (53) y 33 r 105 (29) Driveway 28y J1 r26 J1 11_1, t r 44 , t 22 y (-46) 22 y (46) 115 00 m NE 39th Street hr 59 190 33 y 209 r 2] 105 85 S 14 it t 11 NE 50th Terrace Figure 9 P.M. Peak Hour Project Trip Assignment Green Acres SAP City of Miami, Florida 44111 MIAMI JEWISH HEALTH SYSTEMS Traffic Study Traffic Study •Ir cl a NW 54th Street a v L n z �85 !— 496 148 0 4 ! 4C L NE 2nd Av nue 107 !— 504 75 208 443 —1 49 NE 53rd Street NE 52nd Street NE 50th Terrace n z MJHS Driveway 102 466 —> 41 —1 !L J! 67� 52� 28 29 cs LIE 7 Project Location Exhibit 7 Future Without Project PM Peak Hour Traffic Volumes 54th Street N: 51St Street NORTH MAP NOT TO SCALE DAVID PLUMMER & ASSOCIATES I Project No. 15195 I November 2015 NW 54th Street 208 448 -1 51 NE 53rd Stree NE 52rid Street NE 50th Terrace North Miami Avenue �85 !- 499 ,f"'148 i 1 r North Miami Avenue MJHS Driveway Project Location Exhibit 13 Future With Project PM Peak Hour Traffic Volumes NE 2nd Avenue NE 2nd Avenue NE 54th Street NE 51st Street NORTH MAP NOT TO SCALE DAVID PLUMMER & ASSOCIATES I Project No. 15195 I November 2015 Appendix H i rip Generation EXISTING AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIOle VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent MR Trips In Out Total Percent MR Trips In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total In Out 1 Warehousing 9 150 135.66 ksf 79% 21% 77 21 98 10.0% 10 69 19 88 10.0% 9 62 17 79 0.0% 0 62 17 79 0.0% 0 62 17 79 2 3 4 5 6 7 8 9 10 11 12 Existing Development Note: ("Based on City of and a 10.0% Pedestrian 77 21 98 10.0% 10 69 19 88 10.0% 9 62 17 79 0.0% 0 62 17 79 0.0% 0 62 17 79 ITE Code Equation Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor factor were used. 16% VOF Reduction 10 3 13 150 LN(Y) = 0.55*LN(X)+1.88 Existing Vehicle Trips 52 14 66 Existing Vehicle T ips + Transit Trips 60 16 76 Existing Person -Trips (1.4 persons per vehicle) 84 22 106 PROPOSED AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIONh) VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE ITE Code Scale Units Percent In Out In MR Out Total Percent Trips In MR Out Total Percent Trips In IC Out Total Percent Trips In PB Out Total Percent Trips In Out Total General Office Building 9 710 2208.5 ksf 88% 12% 2,003 273 2,276 10.0% 227 1,803 246 2,049 10.0% 205 1,623 221 1,844 7.9% 146 1,533 165 1,698 0.0% 1,533 165 1,698 2 Shopping Center 9 820 344.55 ksf 62% 38% 206 126 332 10.0% 33 186 113 299 10.0% 30 167 102 269 36.4% 98 102 69 171 0.0% 102 69 171 3 High -Rise Apartment 9 222 2630 du 25% 75% 194 583 777 10.0% 78 174 525 699 10.0% 70 157 472 629 2.7% 17 154 458 612 0.0% 154 458 612 4 Hotel 9 310 432 room 59% 41% 135 94 229 10.0% 23 121 85 206 10.0% 21 109 76 185 30.3% 56 109 20 129 0.0% 109 20 129 5 Mini -Warehouse 9 151 119.61 ksf 55% 45% 9 8 17 10.0% 2 8 7 15 10.0% 7 7 14 36.4% 5 4 5 9 0.0% 4 5 9 6 7 8 9 10 12 ITE Code Equation 710 LN(Y) = 0.8*LN(X)+1.57 820 LN(Y) = 0.61*LN(X)+2.24 222 LN(Y) = 0.99*LN(X)+-1.14 310 Y=0.53(X) 151 Y=0.14(X) Proposed Development 2,547 1,084 3,631 10.0% 363 2,292 976 3,268 10.0% 327 2,063 878 2,941 10.9% 322 1,902 717 2,619 0.0% 1,902 717 2,619 Note: ("Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. 16% VOF Reduction 304 115 419 Proposed Vehicle Trips 1,598 602 2,200 Proposed Vehicle T ins +Transit Trips 1,853 710 2,563 Proposed Person -Trips (1.4 persons per vehicle) 2,594 994 3,588 Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) NET NEW PROJECT TRIPS In Out Total 1,546 588 2,134 2,510 972 3,482 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Trip Gen\Trip Gen AM 06 18 18.xlsx: PRINT -PEAK HOUR 6/18/2018,10:28 AM EXISTING PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIONW VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent MR Trips In Out Total Percent MR Trips In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total In Out 1 Warehousing 9 150 135.66 ksf 25 % 75% 18 54 72 10.0% 7 16 49 65 10.0% 7 14 44 58 0.0% 0 14 44 58 0.0% 0 14 44 58 2 3 4 5 6 7 8 9 10 11 12 Existing Development Note: ("Based on City of and a 10.0% Pedestrian 18 54 72 10.0% 7 16 49 66 10.0% 7 14 44 58 0.0% 0 14 44 58 0.0% 0 14 44 58 ITE Code Equation Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor factor were used. 16% VOF Reduction 2 7 9 150 LN(Y) = 0.64*LN(X)+1.14 Existing Vehicle Trips 12 37 49 Existing Vehicle T ips + Transit Trips 14 42 56 Existing Person -Trips (1.4 persons per vehicle) 19 59 78 PROPOSED PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS MULTIMODAL REDUCTIONW VOLUMES PEDESTRIAN REDUCTIONW VOLUMES INTERNAL CAPTURE VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use ITE Edition ITE ITE Code Scale Units Percent In Out In MR Out Total Percent Trips In MR Out Total Percent Trips In IC Out Total Percent Trips In PB Out Total Percent Trips In Out Total General Office Building 9 710 2208.5 ksf 17% 83% 434 2,118 2,552 10.0% 255 391 1,906 2,297 10.0% 230 352 1,715 2,067 4.1% 84 329 1,654 1,983 0.0% 329 1,654 1,983 2 Shopping Center 9 820 344.55 ksf 48% 52% 659 713 1,372 10.0% 137 593 642 1,235 10.0% 123 534 578 1,112 25.8% 287 427 398 825 34.0% 281 282 262 544 3 High -Rise Apartment 9 222 2630 du 61% 39% 521 333 854 10.0% 86 468 300 768 10.0% 77 421 270 691 35.5% 245 250 196 446 0.0% 250 196 446 4 Hotel 9 310 432 room 51% 49% 132 127 259 10.0% 26 119 114 233 10.0% 23 107 103 210 17.6% 37 81 92 173 0.0% 81 92 173 5 Mini -Warehouse 9 151 119.61 ksf 50% 50% 16 16 32 10.0% 15 14 29 10.0% 13 13 26 25.8% 7 10 9 19 0.0% 10 9 19 6 7 8 9 10 12 ITE Code Equation 710 Y=1.12*(X)+78.45 820 LN(Y) = 0.67*LN(X)+3.31 222 Y=0.32*(X)+12.3 310 Y=0.6(X) 151 Y=0.26(X) Proposed Development 1,762 3,307 5,069 10.0% 507 1,586 2,976 4,562 10.0% 456 1,427 2,679 4,106 16.1% 660 1,097 2,349 3,446 8.2% 281 952 2,213 3,165 Note: ("Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. 16% VOF Reduction 152 354 506 Proposed Vehicle Trips 800 1,859 2,659 Proposed Vehicle T ins +Transit Trips 976 2,190 3,166 Proposed Person -Trips (1.4 persons per vehicle) 1,366 3,066 4,432 Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) NET NEW PROJECT TRIPS In Out Total 788 1,822 2,610 1,347 3,007 4,354 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Trip Gen\Trip Gen PM 06 18 18.xlsx: PRINT -PEAK HOUR 6/18/2018,10:53 AM Internal Capture Reduction Calculations Methodology for A.M. Peak Hour and P.M. Peak Hour based on the Trip Generation Handbook, 3rd Edition, published by the Institute of Transportation Engineers Methodology for Daily based on the average of the Unconstrained Rates for the A.M. Peak Hour and P.M. Peak Hour SUMMARY (PROPOSED) d Z GROSS TRIP GENERATION Land Use A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 1,623 221 352 1,715 Retail 174 109 547 591 Restaurant Cinema/Entertainment Residential 157 472 421 270 Hotel 109 76 107 103 2,063 878 1,427 2,679 OUTPUT INTERNAL TRIPS Land Use A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 90 56 23 61 Retail 68 35 110 184 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 3 14 171 74 Hotel 0 56 26 11 161 161 330 330 OUTPUT Total % Reduction 10.9% 16.1% Office 7.9% 4.1% Retail 36.4% 25.8% Restaurant Cinema/Entertainment Residential 2.7% 35.5% Hotel 30.3% 17.6% OUTPUT EXTERNAL TRIPS Land Use A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 1,533 165 329 1,654 Retail 106 74 437 407 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 154 458 250 196 Hotel 109 20 81 92 1,902 717 1,097 2,349 Appendix I Cardinal Trip Distribution Cardinal Distribution for TAZ 403 & 404 15.5% 15% 13.7% 13% 15.8% 16% Year 2025 Applied Percentages 3.6% 4% 19.1% 19% 19.8% 20% 9.6% 10% Cardinal Trip Distribution 3.2% 3% Percentage of Trips 2025 Interpolated 2025 Rounded Cardinal Direction 2010 2040 North -Northeast 15.9% 15.7% 15.8% 16% East -Northeast 2.4% 4.7% 3.6% 4% East -Southeast 3.3% 3.1% 3.2% 3% South -Southeast 10.3% 8.9% 9.6% 10% South -Southwest 18.0% 21.5% 19.8% 20% West -Southwest 18.5% 19.7% 19.1% 19% West -Northwest 13.7% 13.7% 13.7% 13% North -Northwest 18.0% 13.0% 15.5% 15% Total 100% 100% 100% 100% K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Dist\Cardinal Distrbution.xls Directional Trip Distribution Report MIAMI-DADE LONG RANGE TRANSPORTATION PLAN UPDATE TO THE YEAR 2040 Miami -Dade 2010 Directional Distribution Summary Origin TAZ Cardinal Directions County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW 390 3290 PERCENT 8.8 2.6 5.7 1.7 23.0 20.4 23.3 14.5 391 3291 TRIPS 677 222 201 240 1,028 1,138 622 934 5,062 391 3291 PERCENT 13.4 4.4 4.0 4.7 20.3 22.5 12.3 18.5 392 3292 TRIPS 1,088 324 255 520 840 1,1T 972 969 6,146 392 3292 PERCENT 17.7 5.3 4.2 8.5 13.7 19.2 15.8 15.8 393 3293 TRIPS 330 165 347 315 427 442 393 428 2,847 393 3293 PERCENT 11.6 5.8 12.2 11.1 15.0 15.5 13.8 15.0 394 3294 TRIPS 21 2 2 3 30 11 11 19 99 394 3294 PERCENT 21.2 2.0 2.0 3.0 30.3 11.1 11.1 19.2 395 3295 TRIPS 491 214 305 512 613 598 455 538 3,726 395 3295 PERCENT 13.2 5.7 8.2 13.7 16.5 16.1 12.2 14.4 396 3296 TRIPS 1,919 417 680 804 1,866 1,897 1,453 1,685 10,721 396 3296 PERCENT 17.9 3.9 6.3 7.5 17.4 17.7 13.6 15.7 397 3297 TRIPS 836 307 423 838 911 861 556 944 5,676 397 3297 PERCENT 14.7 5.4 7.5 14.8 16.1 15.2 9.8 16.6 398 3298 TRIPS 139 53 33 65 125 102 113 50 680 398 3298 PERCENT 20.4 7.8 4.9 9.6 18.4 15.0 16.6 7.4 399 3299 TRIPS 154 39 84 105 146 163 117 249 1,057 399 3299 PERCENT 14.6 3.7 8.0 9.9 13.8 15.4 11.1 23.6 400 3300 TRIPS 299 233 124 239 409 393 380 262 2,339 400 3300 PERCENT 12.8 10.0 5.3 10.2 17.5 16.8 16.3 11.2 401 3301 TRIPS 476 127 93 368 379 355 271 362 2,431 401 3301 PERCENT 19.6 5.2 3.8 15.1 15.6 14.6 11.2 14.9 402 3302 TRIPS 468 119 150 578 552 640 390 497 3,394 402 3302 PERCENT 13.8 3.5 4.4 17.0 16.3 18.9 11.5 14.6 403 3303 TRIPS 1,038 218 279 460 1,248 1,175 800 954 6,172 403 3303 PERCENT 16.8 3.5 4.5 7.5 20.2 19.0 13.0 15.5 404 3304 TRIPS 200 17 28 176 212 239 192 275 1,339 404 3304 PERCENT 14.9 1.3 2.1 13.1 15.8 17.9 14.3 20.5 405 3305 TRIPS 705 316 144 264 1,336 800 632 639 4,836 405 3305 PERCENT 14.6 6.5 3.0 5.5 27.6 16.5 13.1 13.2 406 3306 TRIPS 1,090 359 295 768 920 946 907 852 6,137 406 3306 PERCENT 17.8 5.9 4.8 12.5 15.0 15.4 14.8 13.9 407 3307 TRIPS 458 208 244 399 577 468 273 404 3,031 407 3307 PERCENT 15.1 6.9 8.1 13.2 19.0 15.4 9.0 13.3 408 3308 TRIPS 283 106 210 121 482 398 217 212 2,029 408 3308 PERCENT 14.0 5.2 10.4 6.0 23.8 19.6 10.7 10.5 409 3309 TRIPS 1,034 217 402 444 1,318 708 611 845 5,579 409 3309 PERCENT 18.5 3.9 7.2 8.0 23.6 12.7 11.0 15.2 410 3310 TRIPS 188 120 102 231 283 189 265 344 1,722 410 3310 PERCENT 10.9 7.0 5.9 13.4 16.4 11.0 15.4 20.0 EYES ON THE FUTURE 123 Directional Trip Distribution Report MIAMI-DADE LONG RANGE TRANSPORTATION PLAN UPDATE TO THE YEAR 2040 • Miami -Dade 2040 Directional Distribution Summary Origin TAZ Cardinal Directions Total County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW 390 3290 PERCENT 9.3 3.4 3.9 1.3 27.7 20.5 19.6 14.3 391 3291 TRIPS 1,271 264 523 650 2,171 1,736 1,384 1,552 9,551 391 3291 PERCENT 13.3 2.8 5.5 6.8 22.7 18.2 14.5 16.3 392 3292 TRIPS 1,792 481 459 1,584 1,830 1,940 1,559 1,677 11,322 392 3292 PERCENT 15.8 4.3 4.1 14.0 16.2 17.1 13.8 14.8 393 3293 TRIPS 403 192 154 463 435 438 353 381 2,819 393 3293 PERCENT 14.3 6.8 5.5 16.4 15.4 15.5 12.5 13.5 394 3294 TRIPS 140 36 36 68 97 109 88 92 666 394 3294 PERCENT 21.0 5.4 5.4 10.2 14.6 16.4 13.2 13.8 395 3295 TRIPS 612 259 330 727 761 758 667 914 5,028 395 3295 PERCENT 12.2 5.2 6.6 14.5 15.1 15.1 13.3 18.2 396 3296 TRIPS 2,075 419 592 1,283 2,293 2,106 1,714 1,742 12,224 396 3296 PERCENT 17.0 3.4 4.8 10.5 18.8 17.2 14.0 14.3 397 3297 TRIPS 1,240 632 390 1,272 1,164 1,346 1,065 920 8,029 397 3297 PERCENT 15.4 7.9 4.9 15.8 14.5 16.8 13.3 11.5 398 3298 TRIPS 283 169 83 304 330 246 223 215 1,853 398 3298 PERCENT 15.3 9.1 4.5 16.4 17.8 13.3 12.0 11.6 399 3299 TRIPS 395 122 191 342 485 373 315 281 2,504 399 3299 PERCENT 15.8 4.9 7.6 13.7 19.4 14.9 12.6 11.2 400 3300 TRIPS 733 312 261 610 782 589 629 552 4,468 400 3300 PERCENT 16.4 7.0 5.8 13.7 17.5 13.2 14.1 12.4 401 3301 TRIPS 417 268 139 556 524 438 448 528 3,318 401 3301 PERCENT 12.6 8.1 4.2 16.8 15.8 13.2 13.5 15.9 402 3302 TRIPS 530 255 125 531 653 637 437 594 3,762 402 3302 PERCENT 14.1 6.8 3.3 14.1 17.4 16.9 11.6 15.8 403 3303 TRIPS 1,577 416 411 820 2,252 1,844 1,367 1,354 10,041 403 3303 PERCENT 15.7 4.1 4.1 8.2 22.4 18.4 13.6 13.5 404 3304 TRIPS 354 119 45 214 467 473 310 282 2,264 404 3304 PERCENT 15.6 5.3 2.0 9.5 20.6 20.9 13.7 12.5 405 3305 TRIPS 1,429 469 292 267 2,386 1,782 1,319 1,205 9,149 405 3305 PERCENT 15.6 5.1 3.2 2.9 26.1 19.5 14.4 13.2 406 3306 TRIPS 1,472 510 382 1,279 1,439 1,345 1,167 911 8,505 406 3306 PERCENT 17.3 6.0 4.5 15.0 16.9 15.8 13.7 10.7 407 3307 TRIPS 2,172 515 654 1,433 2,335 2,201 1,397 1,433 12,140 407 3307 PERCENT 17.9 4.2 5.4 11.8 19.2 18.1 11.5 11.8 408 3308 TRIPS 726 213 303 220 944 745 567 589 4,307 408 3308 PERCENT 16.9 5.0 7.0 5.1 21.9 17.3 13.2 13.7 409 3309 TRIPS 1,354 295 551 747 2,181 1,249 920 1,224 8,521 409 3309 PERCENT 15.9 3.5 6.5 8.8 25.6 14.7 10.8 14.4 410 3310 TRIPS 358 115 181 259 386 236 286 266 2,087 410 3310 PERCENT 17.2 5.5 8.7 12.4 18.5 11.3 13.7 12.8 EYES ON THE FUTURE 199 Trip Distribution Calculations A.M. Peak Hour Driveway Parcel Office Retail Residential Hotel Total Scale %of total # trips Scale %of total #trips Scale %of total #trips Scale %of total #trips # of trips %Distribution Parking %Distribution Avg. Distribution 1 1 457.9 23% 356 34.97 8% 14 0 0% 0 0 0% 0 370 15% 822 14% 14% 2 2 437 2116 340 34.255 716 14 0 016 0 0 016 0 354 1416 822 14% 14% 3 48 2% 37 10.5 2% 4 0 0% 0 0 0% 0 42 2% 0% 1% 3 4 0 0% 0 35.1 8% 14 541 21% 126 0 0% 0 140 6% 505 9% 6% 4 & 5 5 329,8 16% 256 27,71 6% 11 0 0% 0 0 0% 0 268 1116 585 10% 10% 6 6 216 11% 168 12.155 3% 5 0 0% 0 0 0% 0 173 7% 386 7% 7% 7 7 216 11% 168 12.155 3% 5 0 0% 0 0 0% 0 173 7% 386 7% 7% 8 8 0 016 0 7.2 2% 3 268 10% 62 0 0% 0 65 3% 200 3% 3% 9 9 0 0% 0 19.24 4% 8 237 9% 55 0 0% 0 63 3% 228 4% 3% 10 10 0 0% 0 24.05 5% 10 586 22% 136 0 0% 0 146 6% 304 5% 5% 11 11 0 0% 0 18.2 4% 7 304 12% 71 0 0% 0 78 3% 304 5% 4% 12 12 0 0% 0 32.48 7% 13 286 11% 67 432 100% 132 212 8% 435 7% 8% 14 10 0% 8 8 2% 3 0 0% 0 0 0% 0 11 0% 0% 0% 16 5 0% 4 4 1% 2 0 0% 0 0 0% 0 6 0% 0% 0% 13 13 0 0% 0 16.055 4% 7 269 10% 63 0 0% 0 69 3% 268 5% 4% 14 15 232.5 11% 181 23.01 5% 9 0 0% 0 0 0% 0 190 8% 415 7% 7% 17 7.6 0% 6 6.08 1% 2 0 0% 0 0 0% 0 8 0% 0% 0% 15 18 72.843 4% 57 132.452 29% 54 140 5% 33 0 0% 0 143 6% 260 4% 5% Total - 2,032.6 100% 1,580 457.6 100% 187 2,630.0 100% 612 432.0 100% 132 2,368 94% 5,920 100% 97% P.M. Peak Hour Driveway Parcel Office Retail Residential Hotel Total Scale %of total # trips Scale %of total #trips Scale %of total #trips Scale %of total #trips # of trips %Distribution Parking % Distribution Avg. Distribution 1 1 457.9 23% 410 34.97 8% 45 0 0% 0 0 0% 0 455 15% 822 14% 14% 2 2 437 2116 391 34.255 716 44 0 016 0 0 016 0 436 14% 822 14% 16% 3 48 2% 43 10.5 2% 13 0 0% 0 0 0% 0 56 2% 0% 1% 3 4 0 0% 0 35.1 8% 45 541 21% 90 0 0% 0 135 4% 505 9% 7% 4 & 5 5 329.8 16% 295 27.71 6% 36 0 0% 0 0 0% 0 331 11% 585 10% 10% 6 6 216 11% 194 12.155 3% 16 0 0% 0 0 0% 0 209 7% 386 7% 7% 7 7 216 11% 194 12.155 3% 16 0 0% 0 0 0% 0 209 7% 386 7% 7% 8 8 0 0% 0 7.2 2% 9 268 10% 45 0 0% 0 54 2% 200 3% 3% 9 9 0 0% 0 19.24 4% 25 237 9% 39 0 0% 0 64 2% 228 4% 3% 10 10 0 0% 0 24.05 5% 31 586 22% 98 0 0% 0 128 4% 304 5% 5% 11 11 0 0% 0 18.2 4% 23 304 12% 51 0 0% 0 74 2% 304 5% 4% 12 12 0 0% 0 32.48 7% 42 286 11% 48 432 100% 173 262 9% 435 7% 8% 14 10 0% 9 8 2% 10 0 0% 0 0 0% 0 19 116 0% 0% 16 5 0% 4 4 1% 5 0 0% 0 0 0% 0 10 0% 0% 0% 13 13 0 0% 0 16.055 4% 21 269 10% 45 0 0% 0 65 2% 268 5% 3% 14 15 232.5 11% 208 23.01 5% 30 0 0% 0 0 0% 0 238 8% 415 7% 7% 17 7.6 0% 7 6.08 1% 8 0 0% 0 0 0% 0 15 0% 0% 0% 15 18 72.843 4% 65 132.452 29% 170 140 5% 23 0 0% 0 259 9% 260 4% 6% Total - 2,032.6 100% 1,821 457.6 100% 588 2,630.0 100% 438 432.0 100% 173 2,761 91% 5,920 100% 96% K:\FTL_TPTO\043908100-Magic City SAP \Calcs\Distribution \Dlstri bution_06 11 18.xlsx Proposed Trip Generation A.M. Peak Hour Land Use Trips Generated Office 1,580 Retail 187 Residential 612 Hotel 132 Total 2,511 P.M. eak Hour Land Use Trips Generated Office 1,821 Retail 588 Residential 438 Hotel 173 Total 3,020 Driveway Avg. Distribution 14% 2 15% 1% 3 7% 4&5 10% 6 7% 7 7% 8 3% 9 3% 10 5% 4% 12 8% 0% 0% 3 3% 14 7% 0% 5 6% Total 100% Pass -By Trip Distribution Calculations P.M. Peak Hour Driveway Parcel Retail Scale %oftotal #trips % Distribution Parking % Distribution Avg. Distribution 1 1 34.97 8% 23 8% 822 14% 11% 2 2 34.255 7% 21 7% 822 14% 10% 3 10.5 2% 6 2% 0% 1% 3 4 35.1 8% 23 8% 505 9% 8% 4 & 5 5 27.71 6% 18 6% 585 10% 8% 6 6 12.155 3% 9 3% 386 7% 5% 7 7 12.155 3% 9 3% 386 7% 5% 8 8 7.2 2% 6 2% 200 3% 3% 9 9 19.24 4% 12 4% 228 4% 4% 10 10 24.05 5% 15 5% 304 5% 5% 11 11 18.2 4% 12 4% 304 5% 5% 12 12 32.48 7% 20 7% 435 7% 7% 14 8 2% 6 2% 0% 1% 16 4 1% 3 1% 0% 1% 13 13 16.055 4% 12 4% 268 5% 4% 14 15 23.01 5% 15 5% 415 7% 6% 17 6.08 1% 3 1% 0% 0% 15 13 132.452 28% 83 28% 260 4% 16% Total - 457.6 100% 296 100% 5,920 100% 100% K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Distribution\Pass-by Distribution_06 11 18.xlsx Proposed Trip Generation P.M. Peak Hour Land Use Trips Generated Retail 296 Total 296 Driveway Avg. Distribution 1 11% 2 10% 1% 3 8% 4&5 8% 6 5% 7 5% 8 3% 9 4% 10 5% 11 5% 12 7% 1% 1% 13 4% 14 6% 0% 15 16% Total 100% Appendix J Volume Development Worksheets Existing and Future Background TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 67th Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.91 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 8 4 10 15 1 15 14 257 35 28 656 2 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I 18 I 4 110 I 1 15 15 14 I 262 I 36 29 I 669 I 2 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 22 5 15 19 9 17 68 699 37 12 299 16 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I 22 5 I 15 I 19 9 17 I 69 I 713 I 38 I 12 I 305 I 16 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 25 25 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 25 0 0 25 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% 1.1% t1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 0 1 1 0 1 1 25 3 3 64 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 33 27 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 33 0 0 27 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 2 0 1 2 1 2 7 68 4 1 29 2 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 67th Street and NE 4th Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.75 PM PEAK HOUR FACTOR: 0.77 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 38 1 12 0 0 1 7 13 0 0 30 3 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I 39 I 1 I 12 I I0I1I I 7 I 13 I 0 0 31 3 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 40 2 14 0 0 2 9 12 0 0 17 9 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I 41 2 I 14 I I I 2 I 9 I 12 I 0 0 17 9 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 4 0 1 0 0 0 1 1 0 0 3 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 4 0 1 0 0 0 1 1 0 0 2 1 PM NON -PROJECT TRAFFIC 45 2 15 0 2 10 13 0 0 19 10 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 62nd Street and 1-95 Southbound On/Off-Ramp COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.98 PM PEAK HOUR FACTOR: 0.97 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 549 627 342 422 0 0 0 0 90 100 68 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 0 I 560 I 640 I I 349 I 430 I 0 10 I 0 I 0 92 I 102 I 69 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 530 267 436 783 0 0 0 0 227 245 287 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 0 I 541 I 272 I I 445 I 799 I 0 10 I 0 I I 232 I 250 I 293 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 15 15 15 15 TOTAL "VESTED" TRAFFIC 0 15 0 15 15 0 0 0 0 15 15 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% t1% 1.1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 0 53 61 33 41 0 0 0 0 9 10 7 AM NON -PROJECT TRAFFIC 0 628 701 397 486 0 0 0 0 116 127 76 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 19 20 16 16 TOTAL "VESTED" TRAFFIC 0 15 0 19 20 0 0 0 0 16 16 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 0 51 26 42 76 0 0 0 0 22 24 28 PM NON -PROJECT TRAFFIC 0 607 298 506 895 0 0 0 0 270 290 321 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 62nd Street and 1-95 Northbound On/Off-Ramp COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.99 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 293 284 0 0 504 190 330 485 306 0 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I 299 I 290 I 0 0 I 514 I 194 I 337 I 495 I 312 I 0 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 184 541 0 0 658 162 560 297 403 0 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 188 I 552 I 0 0 I 671 I 165 I I 571 I 303 I 411 I 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 30 30 TOTAL "VESTED" TRAFFIC 0 30 0 0 30 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1 i 1.1% t1% t1% t1% 1.1% t1% t1% 1.1% 1.1 i 1.1% t1% t1% t1% t1% t1% AM BACKGROUND TRAFFIC GROWTH 28 28 0 0 49 18 32 47 30 0 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 31 39 TOTAL "VESTED" TRAFFIC 0 31 0 0 39 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 18 52 0 0 64 16 54 29 39 0 0 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 62nd Street and NW 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.97 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 47 402 91 55 391 14 92 155 36 41 236 118 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I 48 I 410 I 93 56 I 399 I 14 I I 94 I 158 I 37 42 I 241 I 120 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 163 570 144 30 514 38 122 321 52 28 126 79 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 166 I 581 I 147 I 31 I 524 I 39 I 124 I 327 I 53 29 I 129 I 81 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 35 10 34 10 10 10 TOTAL "VESTED" TRAFFIC 0 35 10 0 34 0 10 10 0 0 10 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 5 39 9 5 38 1 9 15 4 4 23 11 AM NON -PROJECT TRAFFIC 53 484 112 61 471 15 113 183 41 46 274 131 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 38 11 46 13 13 1 TOTAL "VESTED" TRAFFIC 0 38 11 0 46 0 13 13 0 0 11 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 16 55 14 3 50 4 12 31 5 3 12 8 PM NON -PROJECT TRAFFIC 182 674 172 34 620 43 149 371 58 32 152 89 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE/NW 62nd Street and N Miami Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.98 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 64 356 59 107 239 22 84 348 87 103 999 52 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I 65 I 363 I 60 109 I 244 I 22 I 86 I 355 I 89 I 105 11,019 I 53 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 163 381 62 59 397 41 92 1,121 86 70 352 49 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 166 I 389 I 63 I I 60 I 405 I 42 I 94 11,143 I 88 71 I 359 I 50 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 20 14 20 19 20 TOTAL "VESTED" TRAFFIC 0 15 20 0 14 0 20 19 0 0 20 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% t1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 6 34 6 10 23 2 8 34 8 10 97 5 AM NON -PROJECT TRAFFIC 71 412 86 119 281 24 114 408 97 115 1,136 58 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 4 Eastside Ridge 16 22 20 26 27 22 TOTAL "VESTED" TRAFFIC 0 16 22 0 20 0 26 29 0 0 26 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 16 37 6 6 38 4 9 108 8 7 34 5 PM NON -PROJECT TRAFFIC 182 442 91 66 463 46 129 1,280 96 78 419 55 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street/NE 61st Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.94 PM PEAK HOUR FACTOR: 0.95 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 119 271 140 100 211 2 41 209 22 63 529 44 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 121 I 276 I 143 I I 102 I 215 I 2 I 42 I 213 I 22 64 I 540 I 45 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 79 231 113 1 38 254 3 107 607 53 22 237 101 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I 81 I 236 I 115 I 1 I 39 I 259 I 3 I 109 I 619 I 54 22 I 242 I 103 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 10 14 25 10 25 TOTAL "VESTED" TRAFFIC o 0 15 10 0 0 14 25 10 0 25 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% t1% 1.1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 11 26 14 10 20 0 4 20 2 6 51 4 AM NON -PROJECT TRAFFIC 132 302 172 122 235 2 60 258 34 70 616 49 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 16 11 20 33 13 27 TOTAL "VESTED" TRAFFIC o 0 16 11 0 0 20 35 13 0 29 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 8 22 11 0 4 25 0 10 59 5 2 23 10 PM NON -PROJECT TRAFFIC 89 258 142 1 54 284 3 139 713 72 24 294 113 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.84 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 72 322 636 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I I I I I I I 73 328 I I I 649 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 146 688 360 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I I I I I 1149 I I 702 I I I 1367 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 25 25 TOTAL "VESTED" TRAFFIC 0 25 25 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% 1.1% 1.1% t1% t1% 1.1% AM BACKGROUND TRAFFIC GROWTH 7 31 62 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 33 27 TOTAL "VESTED" TRAFFIC 0 35 29 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 14 67 35 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 3rd Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.86 PM PEAK HOUR FACTOR: 0.87 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements o 0 0 25 396 0 3 0 0 0 0 0 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS I I0I0I 25 I 400 I 0 13 I 0 I 0 0 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements o 0 0 19 449 0 13 0 0 0 0 0 Peak Season Correction Factor 1.010 1.010 1.010 1.o10 1.010 1.o10 1.o10 1.010 1.010 1.o10 1.o10 1.010 1.o10 1.o10 1.010 1.o10 PM EXISTING CONDITIONS I I0I0I I 19 I 453 I 0 I I 13 I 0 I 0 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 TOTAL "VESTED" TRAFFIC o 0 0 0 10 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 2 38 0 0 0 0 0 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 11 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 0 2 43 0 1 0 0 0 0 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 4th Avenue (West) COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.87 PM PEAK HOUR FACTOR: 0.88 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements o 0 0 1 392 22 0 0 0 0 0 32 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS I I0I0I 1 I 396 I 22 10 I 0 I 0 0 32 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements o 0 0 0 391 24 0 0 0 0 0 69 Peak Season Correction Factor 1.010 1.010 1.010 1.o10 1.010 1.o10 1.o10 1.010 1.010 1.o10 1.o10 1.010 1.o10 1.o10 1.010 1.o10 PM EXISTING CONDITIONS 10 I 0 I 0 I 395 I 24 10 I 0 I 0 70 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 TOTAL "VESTED" TRAFFIC o 0 0 0 10 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate t1% 1.1% t1% t1% t1% 1.1% t1% t1% 1.1% t1% t1% t1% t1% t1% t1% t1% AM BACKGROUND TRAFFIC GROWTH o 0 0 0 38 2 0 0 0 0 0 3 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 11 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 37 2 0 0 0 0 0 7 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 4th Avenue (East) COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.82 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements o 0 0 60 364 0 34 0 0 0 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I0I0I 61 I 371 I 0 I 35 I 0 I 0 0 I 0 I 0 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements o 0 0 22 358 0 52 0 0 0 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I0I0I 22 I 365 I 0 I 53 I 0 I 0 0 I 0 I 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 TOTAL "VESTED" TRAFFIC o 0 0 0 10 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% 1.1% t1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 6 35 0 3 0 0 0 0 0 AM NON -PROJECT TRAFFIC 0 0 67 416 0 38 0 0 0 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 11 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 0 2 35 0 5 0 0 0 0 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 4th Court COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements o 0 0 32 215 14 31 207 0 0 493 179 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I0I0I 33 I 219 I 14 I 32 I 211 I 0 0 I 503 I 183 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements o 0 0 18 219 21 65 701 0 0 128 78 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I0I0I I 18 I 223 I 21 I 66 I 715 I 0 0 I 131 I 80 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 TOTAL "VESTED" TRAFFIC o 0 0 0 10 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 3 21 1 3 20 0 0 48 17 AM NON -PROJECT TRAFFIC 0 0 0 36 250 15 35 231 0 0 551 200 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 11 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 0 2 21 2 6 68 0 0 12 8 PM NON -PROJECT TRAFFIC 0 0 0 20 255 23 72 783 0 0 143 88 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and Biscayne Boulevard COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements o 0 0 16 5 4 54 967 3 2 1,488 73 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I0I0I 16 5 4 55 I 986 I 3 I 2 I 1,518 I 74 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements o 0 0 4 6 1 130 1,456 8 1 1,029 96 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I0I0I 4 16 I 1 I I 133 11,485 I 8 1 I 1,050 I 98 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 84 76 10 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 84 0 0 76 10 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 2 0 0 5 94 0 0 144 7 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 112 82 11 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 112 0 0 82 11 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 1 0 13 141 1 0 100 9 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and NE 3rd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.88 PM PEAK HOUR FACTOR: 0.93 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 6 400 0 0 0 0 0 0 0 13 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 6 1408 I 0 0 0 I 0 1 0 13 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 7 379 0 0 0 0 0 0 0 22 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 7 I387I o 0 0 I 0 I 22 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 TOTAL "VESTED" TRAFFIC o 10 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1 i 1.1 i t1% t1% t1% t1% t1% t1% 1.1 i 1.1 i t1% t1% t1% t1% t1% t1% AM BACKGROUND TRAFFIC GROWTH 1 39 0 0 0 0 0 0 0 1 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 TOTAL "VESTED" TRAFFIC 0 13 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 1 37 0 0 0 0 0 0 0 2 0 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and NE 4th Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 8 395 19 0 0 0 0 21 32 0 66 0 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 8 I 399 I 19 I I 0 I 0 I 21 I 32 0 67 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 13 406 13 0 0 0 0 44 78 1 17 0 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.o10 1.o10 PM EXISTING CONDITIONS I I 13 I 410 I 13 I I I 0 I 0 I 44 I 79 I I 17 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 TOTAL "VESTED" TRAFFIC o 10 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 38 2 0 0 0 0 2 3 0 6 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 TOTAL "VESTED" TRAFFIC 0 13 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 1 39 1 0 0 0 0 4 7 0 2 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and NE 4th Court COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.95 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 116 232 80 0 0 0 0 138 27 22 493 0 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 117 I 234 I 81 I I 0 I 0 I 139 I 27 I 22 I 498 I 0 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 199 224 31 0 0 0 0 555 34 10 136 0 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.o10 1.o10 PM EXISTING CONDITIONS I 201 I 226 I 31 I I I 0 I 0 I 561 I 34 10 I 137 I 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 TOTAL "VESTED" TRAFFIC o 10 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 11 22 8 0 0 0 0 13 3 2 47 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 TOTAL "VESTED" TRAFFIC 0 13 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 19 21 3 0 0 0 0 53 3 1 13 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and Biscayne Boulevard COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.9 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 179 22 239 60 0 35 0 869 11 14 1,444 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 183 I 22 I 244 61 36 I 0 I 886 I 11 14 I 1,473 I 0 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 167 15 122 27 0 32 0 1,387 8 19 1,030 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 170 I 15 I 124 I 28 33 0 I 1,415 I 8 19 I 1,051 I 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 5 74 5 76 TOTAL "VESTED" TRAFFIC 10 0 0 5 0 0 0 74 5 0 76 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 17 2 23 6 0 3 0 84 1 1 140 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 6 99 5 82 TOTAL "VESTED" TRAFFIC 13 0 0 6 0 0 0 99 5 0 82 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 16 1 12 3 0 3 0 134 1 2 100 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and NE 2nd Avenue (North) COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.98 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 2 3 256 3 7 738 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 2 3 261 I 3 7 I 753 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 5 2 7 788 2 6 378 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 5 2 7 I 804 I 2 6 I 386 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 TOTAL "VESTED" TRAFFIC 0 49 0 50 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% it% 1.1% t1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% it% 1.1% t1% t1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 25 0 1 71 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 66 54 TOTAL "VESTED" TRAFFIC o 0 0 68 0 0 56 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 1 76 0 1 37 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and NE 2nd Avenue (South) COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.98 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 2 0 2 9 244 740 3 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I 12 0 I 12 I I I I I I 9 I 249 I 755 I 13 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 6 9 782 383 5 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 16 I 1 I 15 I I I I I 19 1798 I I I 1391 15 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 TOTAL "VESTED" TRAFFIC 0 0 49 50 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate t1% 1.1% t1% t1% t1% 1.1% t1% 1.1% 1.1% t1% t1% t1% 1.1% t1% t1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 0 1 1 24 72 1 AM NON -PROJECT TRAFFIC 13 0 13 10 322 877 14 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 66 54 TOTAL "VESTED" TRAFFIC o 0 0 0 68 56 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 1 0 1 1 76 37 0 PM NON -PROJECT TRAFFIC 7 1 16 10 942 484 5 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and NE 4th Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.89 PM PEAK HOUR FACTOR: 0.91 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 2 1 3 0 0 0 5 50 1 4 75 5 Peak Season Correction Factor i.oio 1.010 1.010 1.010 1.010 1.010 1.010 1.o10 1.010 1.o10 1.010 1.010 i.oio 1.o10 1.o10 1.010 AM EXISTING CONDITIONS I 12 1 1 3 I I I 0 1 5 1 51 1 1 1 I 4 76 5 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 2 0 5 1 0 2 1 101 0 0 42 3 Peak Season Correction Factor i.oio i.oio i.oio i.oio i.oio 1.oio 1.010 i.oio i.oio i.oio i.oio i.oio i.oio i.oio i.oio 1.010 PM EXISTING CONDITIONS 12 I 0 I 5 I 2 1 I 102 I 0 0 42 3 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 0 5 0 0 7 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 0 10 0 0 4 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Terrace and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 1 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements o 0 0 0 0 0 3 256 3 12 726 8 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I0I0I I I 0 3 I 261 I 3 12 I 741 I 8 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements o 0 0 0 0 0 1 788 18 19 374 3 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I0I0I I I 0 1 I 804 I 18 19 I 381 I 3 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 49 0 0 50 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 0 25 0 1 70 1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 66 54 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 68 0 0 56 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 0 76 2 2 36 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Terrace and NE 4th Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.84 PM PEAK HOUR FACTOR: 0.89 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 6 1 4 0 0 0 7 60 1 0 62 10 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I 0 17 I 61 1 I I 0 63 10 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 16 2 14 1 0 1 20 76 1 0 39 5 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I 16 2 I 14 20 78 I 1 I 0 40 5 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% 1.1% 1.1% t1% t1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 0 0 0 0 0 1 6 0 0 6 1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 2 0 1 0 0 0 2 7 0 0 4 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.87 PM PEAK HOUR FACTOR: 0.95 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 12 12 31 22 16 27 9 232 18 27 644 37 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I 12 I 12 I 32 22 16 28 I 9 I 237 I 18 I 28 I 657 I 38 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 29 20 25 31 25 82 19 686 34 36 328 17 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I I 30 20 26 32 26 84 I 19 I 700 I 35 37 I 335 I 17 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 49 0 0 50 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% 1.1% 1.1% t1% 1.1% 1.1% 1.1% t1% t1% t1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 1 3 2 2 3 1 22 2 3 62 4 AM NON -PROJECT TRAFFIC 13 13 35 24 18 31 10 308 20 31 769 42 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 66 54 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 68 0 0 56 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 3 2 2 3 2 8 2 66 3 4 32 2 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Street and NE 4th Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.91 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 7 35 6 51 55 19 2 38 15 5 64 8 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 7 I 35 6 52 56 I 19 I I 2 I 38 I 15 I 5 65 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 14 45 6 13 93 28 6 60 23 11 32 9 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 PM EXISTING CONDITIONS I I 14 45 6 13 94 28 I 6 I 61 I 23 I 11 32 9 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% t1% t1% t1% 1.1% t1% t1% 1.1% t.1% 1.1% t1% 1.1% t1% t1% t1% AM BACKGROUND TRAFFIC GROWTH 1 3 1 5 5 2 0 4 1 0 6 1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 1 4 1 1 9 3 1 6 2 1 3 1 Future Total 1 N NOT TO SCALE NW 62nd Street NE 67th Street North Miami Avenue NE 2nd Avenue NE 60th Street Kimley>»Horn ® 2016 JJ Driveway 2 H 08 MIN E 4th Court Biscayne Boulevard Leaend — Study Roadway Proposed Roadway ® Study Intersection XX A.M. Peak Hour Traffic Diversions (XX) P.M. Peak Hour Traffic Diversions II Site (60) s Jr (60)s (-60) 61 r Driveway 12 Driveway 13 (60) 51 Driveway 9 I NE 59th Terrace hJ Pro eat Driveway 8 Pr •ect Driveway d NE 59th Street E 60th Street NE 62nd Street NE 61st Street Peak Hour Traffic Diversions Magicam City SAP i TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 67th Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.91 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 6 4 10 15 1 15 14 257 35 28 656 2 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 18 I 4 I 10 I I 15 11 I 15 I 14 I 262 I 36 29 I 669 I 2 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 22 5 15 19 9 17 1 67 699 37 12 299 16 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 22 I 5 I 15 I I 19 I 9 I 17 I 1 I 68 I 713 I 38 I I 12 I 305 I 16 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 25 25 Diversions TOTAL "VESTED.' TRAFFIC o 0 0 0 0 0 0 25 0 0 25 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 6 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 0 1 1 0 1 1 25 3 3 64 0 AM NON -PROJECT TRAFFIC 9 4 11 16 1 16 15 312 39 32 758 2 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 33 27 Diversions TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 33 0 0 27 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 2 0 1 2 1 2 0 6 68 4 1 29 2 PM NON -PROJECT TRAFFIC 24 5 16 21 10 19 1 74 814 42 13 361 18 "AM 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 8.0% 12.0% Exiting 7.0% 13.0% "PM 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 -16.0% Exiting 16.0% Net New Distribution Entering 8.0% 12.0% Exiting 7 0% 13.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 41 76 124 186 AM TOTAL PROJECT TRAFFIC 0 0 0 0 0 41 0 76 0 124 186 0 AM TOTAL TRAFFIC 9 4 11 16 1 57 15 388 39 156 944 2 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -1 Trips Net New 128 237 63 94 PM TOTAL PROJECT TRAFFIC 128 236 63 94 PM TOTAL TRAFFIC 24 5 16 21 10 147 1 74 1,050 42 76 455 18 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 67th Street and NE 4th Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.75 PM PEAK HOUR FACTOR: 0.77 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 38 12 7 13 30 3 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 39 I 1 I 12 10 I 0 I 1 I 17 I 13 10 O I 31 1 3 1 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 40 2 14 2 9 12 17 9 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 41 12 I 14 I 10 I 0 I 2 I 19 I 12 10 O I 17 I 9 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED.' TRAFFIC Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 4 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 3 1.1 AM NON -PROJECT TRAFFIC 43 1 13 O 0 1 8 14 0 0 34 3 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 4 2 PM NON -PROJECT TRAFFIC 45 2 15 O 0 2 10 13 0 0 19 10 "AM 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 8o% 3.0% Exiting 7.0% 3.0% "PM 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 8.0% 3.0% Exiting 7.0% 3.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 124 41 18 45 AM TOTAL PROJECT TRAFFIC 124 41 18 45 AM TOTAL TRAFFIC 43 1 137 O 0 1 49 32 0 0 79 3 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 63 128 54 24 PM TOTAL PROJECT TRAFFIC 63 128 54 24 PM TOTAL TRAFFIC 45 2 78 O 0 2 138 67 0 0 43 10 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 62nd Street and 1-95 Southbound On/Off-Ramp COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.98 PM PEAK HOUR FACTOR: 0.97 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 549 627 342 422 0 0 0 0 90 100 66 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 0 I 560 I 640 I I 349 I 430 I 0 I 92 I 102 I 69 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 530 267 436 763 0 0 0 0 227 245 267 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 0 I 541 I 272 I I 445 I 799 I I 232 I 250 I 293 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 15 15 15 15 Diversions TOTAL "VESTED.' TRAFFIC 0 15 0 15 15 0 0 0 0 15 15 0 Years To Buildout 8 8 8 8 6 6 6 8 6 6 6 8 6 6 6 6 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 0 53 61 33 41 0 0 0 0 9 10 7 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 19 20 16 16 Diversions TOTAL "VESTED" TRAFFIC 0 15 0 19 20 0 0 0 0 16 16 0 Years To Buildout 8 8 8 8 8 6 8 8 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 0 51 26 42 76 0 0 0 0 22 24 26 "AM 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 4.0% 6.0% Exiting 6.0% 4.0% "PM 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 -44.0i Exiting 44.0% Net New Distribution Entering 4.0% 6.0% Exiting 6.0% 4.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 62 35 24 93 AM TOTAL PROJECT TRAFFIC 0 62 0 35 24 0 0 0 0 93 0 0 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -4 Trips Net New 32 109 73 47 PM TOTAL PROJECT TRAFFIC 32 109 69 47 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 62nd Street and 1-95 Northbound On/Off-Ramp COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.99 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 293 284 0 0 504 190 330 485 306 0 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 299 I 290 I 0 I 0 I 514 I 194 I I 337 I 495 I 312 I I 10 I 0 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 164 541 0 0 656 162 560 297 403 0 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1188 1552 I 0 I I 0 I 671 I 165 I I 571 I 303 I 411 I I 10 I 0 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 30 30 Diversions TOTAL "VESTED.' TRAFFIC 0 30 0 0 30 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 28 28 0 0 49 18 32 47 30 0 0 0 AM NON -PROJECT TRAFFIC 327 348 0 O 593 212 369 542 342 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 31 39 Diversions TOTAL "VESTED" TRAFFIC 0 31 0 0 39 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 6 8 8 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 16 52 0 0 64 16 54 29 39 0 0 0 PM NON -PROJECT TRAFFIC 206 635 0 O 774 181 625 332 450 0 0 "AM 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 10.0% 6.0% Exiting 10.0% 6.0% "PM 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 -44.0i Exiting 44.0% Net New Distribution Entering 10.0% 6.0% Exiting 10.0% 6.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 155 59 35 93 AM TOTAL PROJECT TRAFFIC 0 155 0 0 59 35 0 0 93 0 0 0 AM TOTAL TRAFFIC 327 503 0 O 652 247 369 542 435 0 0 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -4 Trips Net New 79 182 110 47 PM TOTAL PROJECT TRAFFIC 79 178 110 47 PM TOTAL TRAFFIC 206 714 0 O 952 291 625 332 497 0 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 62nd Street and NW 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.97 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 47 402 91 55 391 14 92 155 36 41 236 118 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 48 I 410 I 93 I I 56 I 399 I 14 I I 94 I 158 I 37 I 42 I 241 I 120 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 163 570 144 30 514 38 122 321 52 28 126 79 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 166 I 581 I 147 I I 31 I 524 I 39 I I 124 I 327 I 53 I 29 I 129 I 81 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 35 10 34 10 10 10 Diversions TOTAL "VESTED.' TRAFFIC 0 35 10 0 34 0 10 10 0 0 10 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 5 39 9 5 36 1 9 15 4 4 23 11 AM NON -PROJECT TRAFFIC 53 484 112 61 471 15 113 183 41 46 274 131 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 38 11 46 13 13 11 Diversions TOTAL "VESTED" TRAFFIC 0 38 11 0 46 0 13 13 0 0 11 0 Years To Buildout 8 8 8 8 8 6 8 6 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 16 55 14 3 50 4 12 31 5 3 12 6 PM NON -PROJECT TRAFFIC 182 674 172 34 620 43 149 371 58 32 152 89 "AM 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 16.0% 5.0% 5.0% Exiting 5.0% 16.0% 5.0% "PM 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 -44.0i Exiting 44.0% Net New Distribution Entering 16.0% 5.0% 5.0% Exiting 5.0% 16.0% 5.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 248 29 94 30 77 77 AM TOTAL PROJECT TRAFFIC 0 248 0 29 94 30 0 0 77 77 0 0 AM TOTAL TRAFFIC 53 732 112 90 565 45 113 183 118 123 274 131 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -4 Trips Net New 126 91 292 91 40 39 PM TOTAL PROJECT TRAFFIC 126 91 288 91 40 39 PM TOTAL TRAFFIC 182 800 172 125 908 134 149 371 98 71 152 89 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE/NW 62nd Street and N Miami Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.98 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 64 356 59 107 239 22 84 348 87 103 999 52 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 65 I 363 I 60 I 109 I 244 I 22 I I 86 I 355 I 89 I I 105 11,019 I 53 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 163 381 62 59 397 41 92 1,121 86 70 352 49 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 166 I 389 I 63 I I 60 I 405 I 42 I I 94 11,143 I 88 I 71 I 359 I 50 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 20 14 20 19 20 Diversions TOTAL "VESTED.' TRAFFIC 0 15 20 0 14 0 20 19 0 0 20 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 6 34 6 10 23 2 8 34 8 10 97 5 AM NON -PROJECT TRAFFIC 71 412 86 119 281 24 114 408 97 115 1,136 58 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 4 Eastside Ridge 16 22 20 26 27 22 Diversions TOTAL "VESTED" TRAFFIC 0 16 22 0 20 0 26 29 0 0 26 0 Years To Buildout 8 8 8 8 8 6 8 8 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 16 37 6 6 38 4 9 106 6 7 34 5 PM NON -PROJECT TRAFFIC 182 442 91 66 463 46 129 1,280 96 78 419 55 "AM 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 26.0% 5.0% 5.0% Exiting 5.0% 26.0% 5.0% "PM 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 -44.0i Exiting 44.0% Net New Distribution Entering 26.0% 5.0% 5.0% Exiting 5.0% 26.0% 5.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 402 29 153 29 77 77 AM TOTAL PROJECT TRAFFIC 0 402 0 29 153 29 0 0 77 77 0 0 AM TOTAL TRAFFIC 71 814 86 148 434 53 114 408 174 192 1,136 58 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -4 Trips Net New 205 91 474 91 40 39 PM TOTAL PROJECT TRAFFIC 205 91 470 91 40 39 PM TOTAL TRAFFIC 182 647 91 157 933 137 129 1,280 136 117 419 55 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street/NE 61st Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.94 PM PEAK HOUR FACTOR: 0.95 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 6 111 271 140 100 211 2 41 209 22 63 529 44 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 8 I 113 I 276 I 143 I I 102 I 215 I 2 I I 42 I 213 I 22 I 64 1540 145 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 1 78 231 113 1 38 254 3 107 607 53 22 237 101 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 I 80 I 236 I 115 I 1 I 39 I 259 I 3 I 109 I 619 I 54 I I 22 I 242 I 103 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 15 10 14 25 10 25 Diversions -12 TOTAL "VESTED.' TRAFFIC o 0 0 15 -2 0 0 14 25 10 0 25 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 6 8 6 6 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 11 26 14 10 20 0 4 20 2 6 51 4 AM NON -PROJECT TRAFFIC 9 124 302 172 110 235 2 60 258 34 70 616 49 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 16 11 20 33 13 27 Diversions -12 TOTAL "VESTED" TRAFFIC o 0 0 16 -1 0 0 20 35 13 0 29 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH o 8 22 11 0 4 25 0 10 59 5 2 23 10 PM NON -PROJECT TRAFFIC 1 88 258 142 1 42 284 3 139 713 72 24 294 113 "AM 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 26.0% 10.0% 2.0% 6.0% 6.0% Exiting 4.0% 28.0% 8.0% 5.0% "PM 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 -41.0% -3.0% -16.0% Exiting 41.0% 3.0% 16.0% Net New Distribution Entering 26.0% 10.0% 2.0% 6.0% 6.0% Exiting 4.0% 28.0% 8.0% 5.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 402 154 24 164 47 29 31 93 93 AM TOTAL PROJECT TRAFFIC 0 0 402 154 24 164 0 47 29 31 93 93 0 AM TOTAL TRAFFIC 9 124 704 326 134 399 2 107 287 65 163 709 49 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -3 -1 -1 Trips Net New 205 79 73 510 146 91 16 47 47 PM TOTAL PROJECT TRAFFIC 205 79 73 507 145 90 16 47 47 PM TOTAL TRAFFIC 1 88 463 221 1 115 791 3 284 803 88 71 341 113 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.84 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 72 322 636 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I I I I I I I 173 I I 1328 I I I I 649 I I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 146 688 360 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 149 I 702 1367 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 25 25 Diversions TOTAL "VESTED.' TRAFFIC 25 25 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 1.1 7 1.1 1.1 1.1 31 1.1 1.1 1.1 1.1 62 1.1 AM NON -PROJECT TRAFFIC 80 384 736 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge Diversions 33 27 TOTAL "VESTED" TRAFFIC 35 29 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 14 67 35 PM NON -PROJECT TRAFFIC 163 804 431 "AM 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 12.0% Exiting 8.0% 5.0% "PM 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 -16.0% Exiting 16.0% Net New Distribution Entering 12.0% Exiting 8.O 5.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 47 29 186 AM TOTAL PROJECT TRAFFIC 47 29 186 AM TOTAL TRAFFIC 127 413 922 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 146 91 94 PM TOTAL PROJECT TRAFFIC 146 90 94 PM TOTAL TRAFFIC 309 894 525 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 3rd Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.86 PM PEAK HOUR FACTOR: 0.87 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 0 0 25 396 0 3 0 0 0 0 0 Peak Season Correction Factor 1. 010 1.010 1. 010 1.010 1.010 1.010 1. 010 1.010 1.010 1.010 1. 010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 0 I 0 I 0 I I 25 I 400 10 I 1 3 1 1 1 1 0 1 0 1 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 0 0 19 449 0 13 0 0 0 0 0 Peak Season Correction Factor 1. 010 1.010 1. 010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1. 010 1.010 PM EXISTING CONDITIONS 0 I 0 I 0 I I 19 1453 10 I I 13 10 I I I 10 I 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions 6 -12 TOTAL "VESTED.' TRAFFIC 0 0 0 6 -2 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 6 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 0 0 0 2 38 0 0 0 0 0 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 11 Diversions 6 -12 TOTAL "VESTED" TRAFFIC 0 0 0 6 -1 0 0 0 0 0 0 0 Years To Buildout 8 8 8 8 8 6 8 6 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 0 0 0 2 43 0 1 0 0 0 0 0 "AM 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 4.0% Exiting 30.0% 10.0% "PM 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 2.0% -41.0% Exiting 39.0% 2.0% Net New Distribution Entering 4.0% Exiting 30.0% 10.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 62 176 59 AM TOTAL PROJECT TRAFFIC 0 0 0 62 176 0 59 0 0 0 0 0 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By 3 -6 3 Trips Net New 32 547 182 PM TOTAL PROJECT TRAFFIC 35 541 185 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 4th Avenue (West) COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.87 PM PEAK HOUR FACTOR: 0.88 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 0 0 0 393 22 0 0 0 0 0 32 Peak Season Correction Factor 1. 010 1.010 1. 010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1. 010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 10 I 0 I 0 I I o 1397 122 I I I I I I I O I 32 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 0 0 0 391 24 0 0 0 0 0 69 Peak Season Correction Factor 1. 010 1.010 1. 010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 PM EXISTING CONDITIONS I 10 I 0 I 0 I I 0 I 395 I 24 I O I 70 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions 67 -36 -2 36 2 6 -6 TOTAL "VESTED.' TRAFFIC 0 0 0 67 -26 -2 36 2 0 0 6 -6 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 38 2 0 0 0 0 0 3 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 11 Diversions 24 -55 -3 55 3 6 -6 TOTAL "VESTED" TRAFFIC 0 0 0 24 -44 -3 55 3 0 0 6 -6 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 37 2 0 0 0 0 0 7 "AM 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 7.0% 3.0% 9.0% 15.0% 1.0% Exiting 13.0% 4.0% 11.0% 13.0% "PM 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 -39.0% 34.0% Exiting 5.0% 34.0% Net New Distribution Entering 7.0% 3.0% 9.0% 15.0% 1.0% Exiting 13.0% 4.0% 11.0% 13.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 108 122 140 24 232 65 92 AM TOTAL PROJECT TRAFFIC o 0 0 108 122 140 24 232 0 0 65 92 AM TOTAL TRAFFIC O 0 0 175 531 162 60 234 0 0 71 121 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -49 49 46 Trips Net New 55 261 71 73 118 200 245 PM TOTAL PROJECT TRAFFIC 55 212 120 73 118 200 291 PM TOTAL TRAFFIC O 0 0 79 600 143 128 121 0 0 206 362 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and NE 4th Court COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 32 215 14 31 207 493 179 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I 10 I 0 I 0 I 33 I 219 I 14 I I 32 I 211 I 0 I 0 I 503 I 183 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 18 219 21 65 701 128 78 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 10 I 0 I 0 I I 18 I 223 I 21 I I 66 I 715 I 0 I 0 I 131 I 80 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions TOTAL "VESTED.' TRAFFIC 10 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 3 1.1 21 1.1 1.1 1.1 3 1.1 20 1.1 1.1 1.1 1.1 48 17 AM NON -PROJECT TRAFFIC O 0 0 36 250 15 35 231 0 O 551 200 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 11 Diversions TOTAL "VESTED" TRAFFIC o 0 0 0 11 0 0 0 0 0 0 0 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 2 21 2 6 68 12 PM NON -PROJECT TRAFFIC O 0 0 20 255 23 72 783 0 O 143 88 "AM 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 19.0% 2.0% 2.0% Exiting 6.0% 2.0% "PM 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 19.0% 2.0% 2.0% Exiting 6.0% 2.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 294 66 12 31 AM TOTAL PROJECT TRAFFIC 294 66 12 31 AM TOTAL TRAFFIC O 0 0 36 544 15 101 243 0 O 551 231 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 150 125 37 15 PM TOTAL PROJECT TRAFFIC 150 125 37 15 PM TOTAL TRAFFIC O 0 0 20 405 23 197 820 0 O 143 103 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and Biscayne Boulevard COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 0 0 16 5 4 54 967 3 2 1,488 73 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 0 1 0 1 0 1 1 16 1 5 1 4 1 1 55 1 986 1 3 1 2 11,518 1 74 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 0 0 4 6 1 130 1,456 8 1 1,029 96 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 0 1 0 1 0 1 1 4 1 6 1 1 1 1 133 1 1,485 1 8 1 1 1 1 1,050 1 98 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 84 76 10 Diversions TOTAL "VESTED.' TRAFFIC 0 0 0 0 0 0 0 84 0 0 76 10 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 6 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 0 0 0 2 0 0 5 94 0 0 144 7 AM NON -PROJECT TRAFFIC O 0 0 18 5 4 60 1,164 3 2 1,738 91 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 112 82 11 Diversions TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 112 0 0 82 11 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 1 0 13 141 1 0 100 9 PM NON -PROJECT TRAFFIC O 0 0 4 7 1 146 1,738 9 1 1,232 118 "AM 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 8.0% 11.0% Exiting 11.0% "PM 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 -16.0% Exiting 16.0% Net New Distribution Entering 8.0% 11.0% Exiting 11.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 124 65 170 AM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 124 65 0 0 0 170 AM TOTAL TRAFFIC O 0 0 18 5 4 184 1,229 3 2 1,738 261 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -1 Trips Net New 63 200 87 PM TOTAL PROJECT TRAFFIC 63 199 87 PM TOTAL TRAFFIC O 0 0 4 7 1 209 1,937 9 1 1,232 205 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and NE 3rd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.88 PM PEAK HOUR FACTOR: 0.93 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 6 400 0 0 0 0 0 0 0 13 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 6 1 408 1 0 1 10 I 0 I 0 I 1 1 1 1 1 13 1 0 1 0 1 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 7 379 0 0 0 0 0 0 0 22 0 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 7 1 387 1 0 1 10 I 0 I 0 I 1 1 1 1 1 22 1 0 1 0 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions -1 -64 14 1 50 6 TOTAL "VESTED.' TRAFFIC -1 -54 14 0 0 0 0 1 50 0 6 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 6 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 39 0 0 0 0 0 0 0 1 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 Diversions -1 -68 9 1 59 6 TOTAL "VESTED" TRAFFIC -1 -55 9 0 0 0 0 1 59 0 6 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 1 37 0 0 0 0 0 0 0 2 0 0 "AM 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 1.0% 22.0% 2.0% 1.0% 8.0% 3.0% Exiting 6.0% 2.0% 1.0% 3.0% 1.0% 1.0% "PM 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 2.0% -13.0% Exiting 11.0% 2.0% Net New Distribution Entering 1.0% 22.0% 2.0% 1.0% 8.0% 3.0% Exiting 6.0% 2.0% 1.0% 3.0% 1.0% 1.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 51 352 37 33 124 52 6 AM TOTAL PROJECT TRAFFIC 51 352 37 0 0 0 0 33 124 52 6 0 AM TOTAL TRAFFIC 57 745 51 O 0 0 0 34 174 66 12 0 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By 3 -4 3 Trips Net New 117 210 34 63 63 42 18 PM TOTAL PROJECT TRAFFIC 120 206 34 63 63 45 18 PM TOTAL TRAFFIC 127 575 43 O 0 0 0 64 122 69 24 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and NE 4th Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 6 395 19 0 0 0 0 21 32 0 66 0 Peak Season Correction Factor 1. o10 1.010 1.010 1.o10 1.010 1. o10 1.010 1.010 1. o10 1.010 1.010 1.o10 tow 1.010 1. 010 1. ow AM EXISTING CONDITIONS 1 18 1399 I 19 I 10 I 0 I 0 I 1 0 I 21 I 32 10 I 67 10 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 13 406 13 0 0 0 0 44 78 1 17 0 Peak Season Correction Factor 1. o10 1.010 1. 010 1.o10 1.010 1. ow 1.o10 1.010 1.010 1.010 1. 010 1.o10 1.010 1. o10 1.010 1.010 PM EXISTING CONDITIONS I 13 I 410 I 13 I 10 I 0 I 0 I 10 144 179 I 1 1 17 I 0 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions -14 6 TOTAL "VESTED.' TRAFFIC 0 10 -14 0 0 0 0 0 0 0 6 0 Years To Buidout 8 8 8 8 8 8 8 8 8 8 8 8 6 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 38 2 0 0 0 0 2 3 0 6 0 AM NON -PROJECT TRAFFIC 9 447 7 O 0 0 0 23 35 0 79 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 Diversions -9 6 TOTAL "VESTED" TRAFFIC 0 13 -9 0 0 0 0 0 0 0 6 0 Years To Buildout 8 8 8 8 8 6 8 8 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 1 39 1 0 0 0 0 4 7 0 2 0 PM NON -PROJECT TRAFFIC 14 462 5 O 0 0 0 48 86 1 25 0 "AM 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 13.0% 14.0% 2.0% 3.0% 7.0% Exiting 4.0% 4.0% 1.0% 6.0% 7.0% 4.0% "PM 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 -20.0% Exiting 20.0% Net New Distribution Entering 13.0% 14.0% 2.0% 3.0% 7.0% Exiting 4.0% 4.0% 1.0% 6.0% 7.0% 4.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 225 240 5 31 61 41 132 AM TOTAL PROJECT TRAFFIC 225 240 5 0 0 0 0 31 81 41 132 0 AM TOTAL TRAFFIC 234 687 12 O 0 0 0 54 116 41 211 0 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -1 Trips Net New 175 163 18 16 133 127 128 PM TOTAL PROJECT TRAFFIC 175 182 18 16 133 127 128 PM TOTAL TRAFFIC 189 644 23 O 0 0 0 64 219 128 153 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and NE 4th Court COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.95 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 116 232 80 138 27 22 493 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 117 I 234 I 81 10 I 0 I 0 I I O I 139 I 27 I 122 I498I 0 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 199 224 31 555 34 10 136 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 PM EXISTING CONDITIONS I 201 I 226 I 31 I 16 I 6 I 6 I I O I 561 I 34 I 10 I 137 I 0 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions TOTAL "VESTED.' TRAFFIC 10 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 11 1.1 22 1.1 1.1 1.1 1.1 1.1 1.1 1.1 13 1.1 3 1.1 1.1 2 1.1 47 AM NON -PROJECT TRAFFIC 128 266 89 O 0 0 0 152 30 24 545 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 Diversions TOTAL "VESTED" TRAFFIC 0 13 0 0 0 0 0 0 0 0 0 0 Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1% 1.1 1.1 1.1 1.1 1.1 1.1 1.1% 1.1 1.1 1.1 19 21 3 53 3 13 PM NON -PROJECT TRAFFIC 220 260 34 O 0 0 0 614 37 11 150 0 "AM 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% Exiting 8.0 19.0% 4.0% "PM 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 -30.0i Exiting 30.0% Net New Distribution Entering 2.0% Exiting 8.0% 19.0% 4.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 47 112 23 31 AM TOTAL PROJECT TRAFFIC 47 112 23 31 AM TOTAL TRAFFIC 175 378 112 O 0 0 0 183 30 24 545 0 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 146 347 73 16 PM TOTAL PROJECT TRAFFIC 146 344 73 16 PM TOTAL TRAFFIC 366 604 107 O 0 0 0 630 37 11 150 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and Biscayne Boulevard COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.9 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 179 22 239 so 0 35 0 869 11 14 1,444 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 183 I 22 I 244 I 61 10 I 36 I I O I 886 I 11 I I 14 11,473 I 0 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 167 15 122 27 0 32 0 1,387 8 19 1,030 0 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 170 I 15 I 124 I I 28 I 0 I 33 I I 0 11,415 I 8 I 19 I 1,051 I 0 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 5 74 5 76 Diversions TOTAL "VESTED.' TRAFFIC 10 0 0 5 0 0 0 74 5 0 76 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 6 8 6 6 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 17 2 23 6 0 3 0 84 1 1 140 0 AM NON -PROJECT TRAFFIC 210 24 267 72 0 39 O 1,044 17 15 1,689 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 13 6 99 5 82 Diversions TOTAL "VESTED" TRAFFIC 13 0 0 6 0 0 0 99 5 0 82 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 16 1 12 3 0 3 0 134 1 2 100 0 PM NON -PROJECT TRAFFIC 199 16 136 37 0 36 O 1,648 14 21 1,233 0 "AM 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 8.0% Exiting 11.0% 8.0% "PM 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 -16.0% -2.0% -12.0% Exiting 16.0% 2.0% 12.0% Net New Distribution Entering 8.0% Exiting 11.0% 8.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 65 47 124 AM TOTAL PROJECT TRAFFIC 65 0 47 0 0 0 0 124 0 0 0 0 AM TOTAL TRAFFIC 275 24 314 72 0 39 O 1,168 17 15 1,689 0 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -1 0 -2 Trips Net New 200 147 63 PM TOTAL PROJECT TRAFFIC 199 145 63 PM TOTAL TRAFFIC 398 16 281 37 0 36 O 1,711 14 21 1,233 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and NE 2nd Avenue (North) COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.98 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 2 0 3 256 3 7 738 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I 1 1 1 1 12 10 13 I I 261 I 3 17 I753I I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 5 2 7 788 2 6 378 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 1 1 1 1 1 5 1 2 1 7 I I I 804 I 2 I I 6 1386 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 Diversions -51 51 -12 TOTAL "VESTED.' TRAFFIC -2 51 38 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 6 8 6 6 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 0 0 0 25 0 1 71 AM NON -PROJECT TRAFFIC 2 0 3 284 54 8 862 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 66 54 Diversions -60 60 -12 TOTAL "VESTED" TRAFFIC 0 0 0 8 60 0 44 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 0 0 1 76 0 1 37 PM NON -PROJECT TRAFFIC 5 2 8 888 62 7 467 "AM 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% 10.0% 16.0% Exiting 6.0% 13.0% 4.0% "PM 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 -19.0% 19.0% 10.0% -10.0% Exiting 10.0% 19.0% Net New Distribution Entering 2.0% 10.0% 16.0% Exiting 6.0% 13.0% 4.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 35 76 31 155 247 24 AM TOTAL PROJECT TRAFFIC 35 0 76 31 155 247 24 AM TOTAL TRAFFIC 37 0 79 315 209 255 886 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By 14 25 -27 27 15 -15 Trips Net New 109 237 16 79 126 73 PM TOTAL PROJECT TRAFFIC 123 262 -11 106 141 58 PM TOTAL TRAFFIC 128 2 270 877 168 148 525 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and NE 2nd Avenue (South) COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.98 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 12 12 9 244 740 13 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS I 12 10 I 12 I I I I I I 9 I 249 1755 I 13 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 6 15 9 782 383 5 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 16 I 1 I 15 I I I I I 19 1798 I I I 1391 15 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 Diversions -12 TOTAL "VESTED.' TRAFFIC 49 38 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 24 72 AM NON -PROJECT TRAFFIC 13 0 13 10 322 865 14 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge Diversions 66 54 -12 TOTAL "VESTED" TRAFFIC 68 44 Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 76 37 PM NON -PROJECT TRAFFIC 7 1 16 10 942 472 5 "AM 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 12.0% Exiting 10.0% "PM 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 -10.0% Exiting 10.0% Net New Distribution Entering 12.0% Exiting 10.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 186 59 AM TOTAL PROJECT TRAFFIC 186 59 AM TOTAL TRAFFIC 13 0 13 10 508 924 14 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 95 182 PM TOTAL PROJECT TRAFFIC 95 181 PM TOTAL TRAFFIC 7 1 16 10 1,037 653 5 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and NE 4th Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.89 PM PEAK HOUR FACTOR: 0.91 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 2 3 5 50 4 75 5 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 1 12 11 3 1 I 0 I 0 I 0 I 1 5 1 51 11 1 4 1 76 15 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 2 5 2 101 42 3 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 PM EXISTING CONDITIONS 1 12 10 15 I 11 I 0 1 2 I 1 1 I 102 I 0 I 0 142 13 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED.' TRAFFIC 6 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 5 1.1 1.1 1.1 1.1 7 1.1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 6 0 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 10 4 PM NON -PROJECT TRAFFIC 2 0 5 1 0 2 1 112 0 0 52 3 "AM 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 1.0% 5.0% 7.0% Exiting 6.0% 1.0% 5.0% "PM 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 1.0% 5.0% 7.0% Exiting 6.0% 1.0% 5.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 35 16 77 29 106 AM TOTAL PROJECT TRAFFIC 35 6 16 77 29 108 AM TOTAL TRAFFIC 37 1 9 0 0 0 21 133 1 4 118 113 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 110 18 39 91 55 PM TOTAL PROJECT TRAFFIC 110 18 8 39 91 55 PM TOTAL TRAFFIC 112 0 23 1 0 2 9 151 0 0 143 58 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Terrace and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 1 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 2 0 4 0 0 0 3 256 3 12 726 8 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 2 I 0 I 4 I I 0 I 0 I 0 3 I 261 I 3 I 12 I 741 I 8 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 3 0 5 0 0 0 1 788 18 19 374 3 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 13 10 15 I 10 I 0 I 0 I I 1 I 804 I 18 I I 19 I 381 I 3 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 Diversions -12 TOTAL "VESTED.' TRAFFIC o 0 0 0 0 0 0 49 0 0 38 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 6 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 0 25 0 1 70 1 AM NON -PROJECT TRAFFIC 2 0 4 O 0 0 335 3 13 849 9 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 66 54 Diversions -12 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 68 0 0 44 0 Years To Buildout 8 8 8 8 8 6 8 8 8 8 8 8 8 6 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 0 0 76 2 2 36 0 PM NON -PROJECT TRAFFIC 3 0 5 O 0 0 1 948 20 21 461 3 "AM 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 12.0% Exiting 10.0% "PM 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 -10.0% Exiting 10.0% Net New Distribution Entering 12.0% Exiting 10.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 166 59 AM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 186 0 0 59 0 AM TOTAL TRAFFIC 2 0 4 O 0 0 3 521 3 13 908 9 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -1 Trips Net New 95 182 PM TOTAL PROJECT TRAFFIC 95 181 PM TOTAL TRAFFIC 3 0 5 O 0 0 1 1,043 20 21 642 3 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Terrace and NE 4th Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.84 PM PEAK HOUR FACTOR: 0.89 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 6 4 7 60 62 10 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 16 1 41 I 0 I 0 I 0 I 1 7 1 61 11 1 O I 63 I 10 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 16 2 14 20 76 39 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 16 I 2 I 14 I 11 I 0 I 1 I I 20 I 78 I 1 I 0 140 15 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED.' TRAFFIC 6 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 6 1.1 1.1 1.1 1.1 6 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 6 0 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 2 2 7 4 "AM 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 6.0% Exiting 6.0% "PM 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 6.0% Exiting 6.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 93 35 AM TOTAL PROJECT TRAFFIC 93 35 AM TOTAL TRAFFIC 7 1 4 0 0 0 8 160 1 O 110 11 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 47 109 PM TOTAL PROJECT TRAFFIC 47 109 PM TOTAL TRAFFIC 18 2 15 1 0 1 22 132 1 O 159 5 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Street and NE 2nd Avenue COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.87 PM PEAK HOUR FACTOR: 0.95 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 12 12 31 22 16 27 9 232 18 27 644 37 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 12 I 12 I 32 I I 22 I 16 I 28 9 I 237 I 18 I I 28 I 657 I 38 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 29 20 25 31 25 82 19 686 34 36 328 17 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS I 30 I 20 I 26 I I 32 I 26 I 84 I I 19 I 700 I 35 I 37 I 335 I 17 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 49 50 Diversions -12 TOTAL "VESTED.' TRAFFIC 0 0 0 0 0 0 0 49 0 0 38 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% AM BACKGROUND TRAFFIC GROWTH 1 1 3 2 2 3 1 22 2 3 62 4 AM NON -PROJECT TRAFFIC 13 13 35 24 18 31 10 308 20 31 757 42 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems 2 2 Eastside Ridge 66 54 Diversions -12 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 68 0 0 44 0 Years To Buildout 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 Yearly Growth Rate 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% 1.1% PM BACKGROUND TRAFFIC GROWTH 3 2 2 3 2 8 2 66 3 4 32 2 PM NON -PROJECT TRAFFIC 33 22 28 35 28 92 21 834 38 41 411 19 "AM 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 12.0% Exiting 2.0% 10.0% "PM 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 -10.0% Exiting 10.0% Net New Distribution Entering 12.0% Exiting 2.0% 10.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 12 186 59 AM TOTAL PROJECT TRAFFIC 0 0 0 12 0 0 0 186 0 0 59 0 AM TOTAL TRAFFIC 13 13 35 36 18 31 10 494 20 31 816 42 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By -1 Trips Net New 36 95 182 PM TOTAL PROJECT TRAFFIC 36 95 181 PM TOTAL TRAFFIC 33 22 28 71 28 92 21 929 38 41 592 19 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 59th Street and NE 4th Avenue COUNT DATE: October 11, 2017 AM PEAK HOUR FACTOR: 0.91 PM PEAK HOUR FACTOR: 0.96 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 7 35 6 51 55 19 2 38 15 5 64 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 AM EXISTING CONDITIONS 7 I 35 I 6 I I 52 I 56 I 19 I I 2 I 39 I 15 I 15 165 16 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 14 45 6 13 93 28 6 60 23 11 32 9 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 PM EXISTING CONDITIONS I 1 14 145 16 I 1 13 1 94 1 28 1 6 I 61 1 23 1 1 11 1 32 1 9 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED.' TRAFFIC 6 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 3 1.1 1.1 1.1 1.1 1.1 2 1.1 1.1 1.1 4 1.1 1.1 1.1 1.1 6 1.1 AM NON -PROJECT TRAFFIC 8 38 7 57 61 21 2 42 16 5 77 9 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 6 0 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1% 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 4 9 3 6 2 3 PM NON -PROJECT TRAFFIC 15 49 7 14 103 31 7 67 25 12 41 10 "AM 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 6.0% Exiting 1.0% 1.0% 5.0% 1.0% "PM 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 6.0% Exiting 1.0% 1.0% 5.0% 1.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 6 6 93 29 6 AM TOTAL PROJECT TRAFFIC 6 6 93 29 6 AM TOTAL TRAFFIC 8 38 7 63 67 21 2 135 16 5 106 15 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 18 18 47 91 18 PM TOTAL PROJECT TRAFFIC 18 18 47 91 18 PM TOTAL TRAFFIC 15 49 7 32 121 31 7 114 25 12 132 28 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 4th Avenue and Project Driveway 1 and 3 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 21 37 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 1 1 1 1 1 1 1 1 21 1 1 1 1 38 1 1 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 23 50 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 1 1 1 1 1 1 1 1 23 1 1 1 1 51 1 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED.' TRAFFIC Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 2 1.1 1.1 1.1 1.1 4 1.1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 2 5 "AM 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% 9.0% 4.0% 5.0% 2.0% Exiting 2.0% 3.0% 9.0% 4.0% 4.0% "PM 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 9.0% 11.0% Exiting 9.0% 11.0% Net New Distribution Entering 3.0% 9.0% 4.0% 5.0% 2.0% Exiting 2.0% 3.0% 9.0% 4.0% 4.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 12 18 53 23 46 24 140 62 77 30 AM TOTAL PROJECT TRAFFIC 12 18 53 23 46 24 140 62 77 30 AM TOTAL TRAFFIC 12 18 53 23 46 47 140 62 119 30 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 36 12 55 15 164 73 13 24 73 16 71 32 39 16 PM TOTAL PROJECT TRAFFIC 36 67 179 73 37 73 87 32 39 16 PM TOTAL TRAFFIC 36 67 179 73 37 98 87 32 95 16 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 4th Avenue and Project Driveway 2 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 21 37 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 1 1 1 1 1 1 1 1 21 1 1 1 1 38 1 1 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 23 50 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 1 1 1 1 1 1 1 1 23 1 1 1 1 51 1 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED.' TRAFFIC Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 2 4 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 2 5 "AM 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 12.0% 12.0% 4.0% 1.0% Exiting 12.0% 4.0% 12.0% "PM 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 20.0% 14.0% Exiting 14.0% 20.0% Net New Distribution Entering 12.0% 12.0% 4.0% 1.0% Exiting 12.0% 4.0% 12.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 71 24 186 186 62 86 AM TOTAL PROJECT TRAFFIC 71 24 186 186 62 86 AM TOTAL TRAFFIC 71 24 209 186 62 128 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 19 219 73 29 95 20 94 32 27 226 PM TOTAL PROJECT TRAFFIC 238 73 124 114 32 253 PM TOTAL TRAFFIC 238 73 149 114 32 309 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62nd Street and Project Driveway 4 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 425 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 1 1 1 1 1 434 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 371 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 1 1 1 1 1 378 1 1 1 1 1 1 1 1 1 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions TOTAL "VESTED.' TRAFFIC 10 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 41 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 11 TOTAL "VESTED" TRAFFIC 11 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 36 "AM 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 4.0% 19.0% Exiting 6.0% 7.0% "PM 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 5.0% -5.0% Exiting 5.0% Net New Distribution Entering 4.0% 19.0% Exiting 6.0% 7.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 62 329 41 AM TOTAL PROJECT TRAFFIC 62 329 41 AM TOTAL TRAFFIC 62 814 41 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 7 32 -7 258 7 129 PM TOTAL PROJECT TRAFFIC 39 251 136 PM TOTAL TRAFFIC 39 676 136 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and Project Driveway 5 and 6 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 418 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 1 426 1 1 1 1 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 417 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 1 425 1 1 1 1 1 1 1 1 1 1 1 1 1 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions TOTAL "VESTED.' TRAFFIC 10 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 40 AM NON -PROJECT TRAFFIC 476 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 13 TOTAL "VESTED" TRAFFIC 13 Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 40 PM NON -PROJECT TRAFFIC 478 "AM 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 6.0% 9.0% Exiting 17.0% 9.0% 5.0% "PM 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 4.0% -30.0% 6.0% Exiting 20.0% 6.0% 4.0% Net New Distribution Entering 8.0% 9.0% Exiting 17.0% 9.0% 5.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 124 100 136 53 29 AM TOTAL PROJECT TRAFFIC 124 100 138 53 29 AM TOTAL TRAFFIC 124 576 138 53 29 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 6 63 -16 310 70 165 91 PM TOTAL PROJECT TRAFFIC 69 294 79 173 96 PM TOTAL TRAFFIC 69 772 79 173 96 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and Project Driveway 7 and 8 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 18 1 1 1 18 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 9 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 11181111gIIIIIIIIII "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED.' TRAFFIC Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH "AM 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 6.0% 1.0% 1.0% 1.0% 4.0% 3.0% Exiting 3.0% 1.0% 1.0% 1.0% 3.0% 6.0% "PM 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 6.0% 2.0% 3.0% Exiting 2.0% 3.0% 6.0% Net New Distribution Entering 6.0% 1.0% 1.0% 1.0% 4.0% 3.0% Exiting 3.0% 1.0% 1.0% 1.0% 3.0% 6.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 94 33 15 15 66 47 17 35 AM TOTAL PROJECT TRAFFIC 94 33 15 15 68 47 6 6 17 35 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 47 3 63 4 7 3 50 23 4 16 18 55 109 PM TOTAL PROJECT TRAFFIC 56 66 11 8 53 23 22 18 55 117 PM TOTAL TRAFFIC 56 75 11 8 63 23 22 18 55 117 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 3rd Avenue and Project Driveway 9 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 5 19 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 5 I 1 1 19 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 10 21 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 1 1 1 1 1 1 1 1 1 10 1 1 1 1 21 1 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED.' TRAFFIC 6 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 2 1.1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 6 TOTAL "VESTED" TRAFFIC 6 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 2 "AM 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% 1.0% 3.0% Exiting 2.0% 1.0% 9.0% "PM 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 2.0% 2.0% Exiting 2.0% 2.0% Net New Distribution Entering 2.0% 1.0% 3.0% Exiting 2.0% 1.0% 9.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 12 6 53 31 16 46 AM TOTAL PROJECT TRAFFIC 12 6 53 31 16 46 AM TOTAL TRAFFIC 12 6 58 31 16 73 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 3 36 3 18 164 3 16 3 24 PM TOTAL PROJECT TRAFFIC 39 21 164 19 11 24 PM TOTAL TRAFFIC 39 21 175 19 11 53 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and Project Driveway 10 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 418 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 1 426 1 1 1 1 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 417 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 1 425 1 1 1 1 1 1 1 1 1 1 1 1 1 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions -14 TOTAL "VESTED.' TRAFFIC -4 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 40 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 AM NON -PROJECT TRAFFIC 462 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 13 -9 TOTAL "VESTED" TRAFFIC 4 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 40 PM NON -PROJECT TRAFFIC 469 "AM 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 27.0% 6.0% Exiting 3.0% 6.0% "PM 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 -20.0% 7.0% Exiting 13.0% 7.0% Net New Distribution Entering 27.0% 6.0% Exiting 3.0% 6.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 435 93 35 AM TOTAL PROJECT TRAFFIC 435 93 35 AM TOTAL TRAFFIC 897 93 35 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New -11 268 10 47 10 108 PM TOTAL PROJECT TRAFFIC 257 57 118 PM TOTAL TRAFFIC 726 57 118 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and Project Driveway 11 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 18 1 1 1 18 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 9 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 11181111gIIIIIIIIII "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED.' TRAFFIC Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH "AM 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% 8.0% 3.0% 1.0% Exiting 2.0% 8.0% 1.0% 3.0% "PM 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 5.0% 11.0% Exiting 11.0% 5.0% Net New Distribution Entering 3.0% 8.0% 3.0% 1.0% Exiting 2.0% 8.0% 1.0% 3.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 46 136 93 16 6 18 AM TOTAL PROJECT TRAFFIC 46 136 93 16 6 18 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 7 24 16 99 15 170 7 18 7 55 PM TOTAL PROJECT TRAFFIC 31 115 185 7 18 62 PM TOTAL TRAFFIC 31 124 195 7 18 62 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and Project Driveway 12 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 381 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 1 389 1 1 1 1 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 346 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 353 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge 10 Diversions -51 TOTAL "VESTED.' TRAFFIC Al Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 37 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 AM NON -PROJECT TRAFFIC 385 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 13 -60 TOTAL "VESTED" TRAFFIC -47 Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH 34 PM NON -PROJECT TRAFFIC 340 "AM 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 25.0% 9.0% Exiting 9.0% "PM 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 -11.0% 11.0% Exiting 11.0% Net New Distribution Entering 25.0% 9.0% Exiting 9.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 387 139 53 AM TOTAL PROJECT TRAFFIC 387 139 53 AM TOTAL TRAFFIC 772 139 53 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New -16 197 16 71 15 164 PM TOTAL PROJECT TRAFFIC 181 87 179 PM TOTAL TRAFFIC 521 87 179 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and Project Driveway 13 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 18 1 1 1 18 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 9 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 18 1 1 1 19 I 1 1 1 1 1 1 1 1 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 51 TOTAL "VESTED.' TRAFFIC 51 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 60 TOTAL "VESTED" TRAFFIC so Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH "AM 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 1.0% 19.0% 2.0% 2.0% Exiting 2.0% 12.0% 2.0% 1.0% "PM 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 4.0% 16.0% Exiting 16.0% 4.0% Net New Distribution Entering 1.0% 19.0% 2.0% 2.0% Exiting 2.0% 12.0% 2.0% 1.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 14 306 101 31 12 6 AM TOTAL PROJECT TRAFFIC 14 306 101 31 12 6 AM TOTAL TRAFFIC 14 366 110 31 12 6 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 6 9 23 186 22 235 16 36 5 18 PM TOTAL PROJECT TRAFFIC 15 209 257 16 36 23 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 60th Street and Project Driveway 14 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 18 1 1 1 18 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 9 Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 11181111gIIIIIIIIII "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 51 TOTAL "VESTED.' TRAFFIC 51 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions 60 TOTAL "VESTED" TRAFFIC so Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH "AM 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 6.0% 20.0% 2 0% Exiting 13.0% 2.0% 6.0% "PM 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 9.0% 20.0% Exiting 20.0% 9.0% Net New Distribution Entering 6.0% 20.0% 2.0% Exiting 13.0% 2.0% 6.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 93 309 76 31 11 35 AM TOTAL PROJECT TRAFFIC 93 309 76 31 11 35 AM TOTAL TRAFFIC 93 369 85 31 11 35 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 13 47 29 158 27 237 16 37 12 109 PM TOTAL PROJECT TRAFFIC 60 187 264 16 37 121 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 61st Street and Project Driveway 15 COUNT DATE: October 4, 2017 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 AM EXISTING CONDITIONS 1 1 18 1 1 1 18 1 1 1 1 1 1 1 1 1 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements s Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 1.020 PM EXISTING CONDITIONS 1 1 18 1 1 1 19 I 1 1 1 1 1 1 1 1 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED.' TRAFFIC Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Miami Jewish Health Systems Eastside Ridge Diversions TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rate 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 PM BACKGROUND TRAFFIC GROWTH "AM 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 1.0% 8.0% Exiting 7.0% 1.0% "PM 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 2.0% Exiting 2.0% Net New Distribution Entering 1.0% 8.0% Exiting 7.0% 1.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 41 15 124 AM TOTAL PROJECT TRAFFIC 41 15 124 6 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 128 3 63 3 18 PM TOTAL PROJECT TRAFFIC 128 11 63 21 PM TOTAL TRAFFIC 137 11 73 21 Appendix K Future Background Conditions Hnaiysis A.M. Peak Hour Timings Future Background 1: NE 2nd Avenue & NE 67th Street A.M. Peak Hour Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 4 1 15 312 32 758 Future Volume (vph) 4 1 15 312 32 758 Turn Type NA NA Perm NA Perm NA Protected Phases 3 4 6 2 Permitted Phases 6 2 Detector Phase 3 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 22.0 13.0 24.0 24.0 24.0 24.0 Total Split (s) 22.0 15.0 83.0 83.0 83.0 83.0 Total Split (%) 18.3% 12.5% 69.2% 69.2% 69.2% 69.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NE 2nd Avenue & NE 67th Street 7 02 (R) 04 3 83s 2 s 15s At 06 (R) 83s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM Signalized Intersection Capacity Analysis Future Background 1: NE 2nd Avenue & NE 67th Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 4 11 16 1 16 15 312 39 32 758 2 Future Volume (vph) 9 4 11 16 1 16 15 312 39 32 758 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.94 0.93 0.98 1.00 Fit Protected 0.98 0.98 1.00 1.00 Satd. Flow (prot) 1700 1683 3467 3530 Flt Permitted 0.98 0.98 0.91 0.92 Satd. Flow (perm) 1700 1683 3155 3259 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) 9 4 12 17 1 17 16 328 41 34 798 2 RTOR Reduction (vph) 0 12 0 0 16 0 0 5 0 0 0 0 Lane Group Flow (vph) 0 13 0 0 19 0 0 380 0 0 834 0 Confl. Peds. (#/hr) 1 1 1 1 5 3 3 5 Confl. Bikes (#/hr) 1 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 3 3 4 4 6 2 Permitted Phases 6 2 Actuated Green, G (s) 4.5 4.7 92.8 92.8 Effective Green, g (s) 4.5 4.7 92.8 92.8 Actuated g/C Ratio 0.04 0.04 0.77 0.77 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 63 65 2439 2520 v/s Ratio Prot c0.01 c0.01 v/s Ratio Perm 0.12 c0.26 v/c Ratio 0.21 0.29 0.16 0.33 Uniform Delay, d1 56.0 56.0 3.5 4.1 Progression Factor 1.00 1.00 1.13 1.00 Incremental Delay, d2 1.2 1.8 0.1 0.4 Delay (s) 57.3 57.8 4.1 4.5 Level of Service E E A A Approach Delay (s) 57.3 57.8 4.1 4.5 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 2: NE 4th Avenue (West)/NE 4th Avenue & NE 67th Street A.M. Peak Hour Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 1 13 0 0 1 8 14 0 0 34 3 Future Vol, veh/h 43 1 13 0 0 1 8 14 0 0 34 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 2 2 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - - None Storage Length - - - - - - - - Veh in Median Storage, # 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 57 1 17 0 0 1 11 19 0 0 45 4 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 89 90 47 99 92 21 49 0 0 21 0 0 Stage 1 47 47 - 43 43 - - - - Stage 2 42 43 - 56 49 - - - - Critical Hdwy 5 5 5 5 5 5 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Follow-up Hdwy 3 3 3 3 3 3 2.218 2.218 - - Pot Cap-1 Maneuver 1100 1099 1146 1090 1097 1176 1558 1595 - - Stage 1 1130 1139 - 1136 1144 - - - - Stage 2 1137 1144 - 1117 1136 - - - - Platoon blocked, % Mov Cap-1 Maneuver 1093 1089 1146 1065 1087 1174 1558 1592 Mov Cap-2 Maneuver 1093 1089 - 1065 1087 - Stage 1 1122 1139 - 1126 1134 - Stage 2 1128 1134 - 1099 1136 - Approach HCM Control Delay, s HCM LOS EB 8.5 A WB 8.1 A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR NB 2.7 SB 0 Capacity (veh/h) 1558 - - 1105 1174 1592 HCM Lane V/C Ratio 0.007 - - 0.069 0.001 - HCM Control Delay (s) 7.3 0 - 8.5 8.1 0 HCM Lane LOS A A - A A A HCM 95th %tile Q(veh) 0 - - 0.2 0 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 3: NW 62nd Street & 1-95 SB Off -Ramp A.M. Peak Hour Lane Group EBT WBL WBT SBL SBT Lane Configurations Traffic Volume (vph) 628 397 486 116 127 Future Volume (vph) 628 397 486 116 127 Turn Type NA pm+pt NA Split NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum Initial (s) 16.0 5.0 16.0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25.0 Total Split (s) 55.0 17.0 72.0 53.0 53.0 Total Split (%) 44.0% 13.6% 57.6% 42.4% 42.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 62nd Street & 1-95 SB Off -Ramp 1.411P08 1- 02 (R) 72s 53s 05 J55"436 (R) 17 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 3: NW 62nd Street & 1-95 SB Off -Ramp A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 628 701 397 486 0 0 0 0 116 127 76 Future Volume (veh/h) 0 628 701 397 486 0 0 0 0 116 127 76 Number 1 6 16 5 2 12 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1863 1900 1863 1863 0 1863 1863 1900 Adj Flow Rate, veh/h 0 641 715 405 496 0 118 130 78 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap,veh/h 0 1107 974 385 2696 0 253 155 93 Arrive On Green 0.00 0.83 0.83 0.12 1.00 0.00 0.14 0.14 0.14 Sat Flow, veh/h 0 1863 1556 1774 3632 0 1774 1090 654 Grp Volume(v), veh/h 0 641 715 405 496 0 118 0 208 Grp Sat Flow(s),veh/h/In 0 1770 1556 1774 1770 0 1774 0 1744 Q Serve(g_s), s 0.0 14.7 24.8 11.0 0.0 0.0 7.6 0.0 14.5 Cycle Q Clear(g_c), s 0.0 14.7 24.8 11.0 0.0 0.0 7.6 0.0 14.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.38 Lane Grp Cap(c), veh/h 0 1107 974 385 2696 0 253 0 248 V/C Ratio(X) 0.00 0.58 0.73 1.05 0.18 0.00 0.47 0.00 0.84 Avail Cap(c_a), veh/h 0 1107 974 385 2696 0 667 0 656 HCM Platoon Ratio 1.00 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.40 0.40 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.2 6.0 20.0 0.0 0.0 49.2 0.0 52.2 Incr Delay (d2), s/veh 0.0 2.2 4.9 43.9 0.1 0.0 1.0 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 7.5 11.6 17.9 0.0 0.0 3.8 0.0 7.4 LnGrp Delay(d),s/veh 0.0 7.4 10.9 63.9 0.1 0.0 50.2 0.0 57.8 LnGrp LOS A B F A D E Approach Vol, veh/h 1356 901 326 Approach Delay, s/veh 9.2 28.8 55.0 Approach LOS A C E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 101.2 17.0 84.2 23.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 66.0 11.0 49.0 47.0 Max Q Clear Time (g_c+I1), s 2.0 13.0 26.8 16.5 Green Ext Time (p_c), s 1.3 0.0 4.1 1.3 Intersection Summary HCM 2010 Ctrl Delay 21.8 HCM 2010 LOS C K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 4: 1-95 NB Off -Ramp & NW 62nd Street A.M. Peak Hour Lane Group EBL EBT WBT NBT Lane Configurations Traffic Volume (vph) 327 348 593 542 Future Volume (vph) 327 348 593 542 Turn Type pm+pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detector Phase 1 6 2 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 Minimum Split (s) 11.0 22.0 22.0 30.0 Total Split (s) 20.0 77.0 57.0 48.0 Total Split (%) 16.0% 61.6% 45.6% 38.4% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2:WBT and 6:EBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 4: 1-95 NB Off -Ramp & NW 62nd Street 01 04 1- 07 (R) 57s zOs 48s 77 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 4: 1-95 NB Off -Ramp & NW 62nd Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 327 348 0 0 593 212 369 542 342 0 0 0 Future Volume (veh/h) 327 348 0 0 593 212 369 542 342 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 344 366 0 0 624 223 388 571 360 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap,veh/h 513 2010 0 0 679 242 332 507 335 Arrive On Green 0.33 0.76 0.00 0.00 0.36 0.36 0.34 0.34 0.34 Sat Flow, veh/h 1774 3632 0 0 2615 900 988 1510 998 Grp Volume(v), veh/h 344 366 0 0 438 409 712 0 607 Grp Sat Flow(s),veh/h/In 1774 1770 0 0 1770 1652 1813 0 1682 Q Serve(g_s), s 15.3 3.7 0.0 0.0 29.6 29.6 42.0 0.0 42.0 Cycle Q Clear(g_c), s 15.3 3.7 0.0 0.0 29.6 29.6 42.0 0.0 42.0 Prop In Lane 1.00 0.00 0.00 0.54 0.54 0.59 Lane Grp Cap(c), veh/h 513 2010 0 0 476 445 609 0 565 V/C Ratio(X) 0.67 0.18 0.00 0.00 0.92 0.92 1.17 0.00 1.07 Avail Cap(c_a), veh/h 513 2010 0 0 722 674 609 0 565 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.26 0.26 0.00 0.00 0.93 0.93 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.8 7.1 0.0 0.0 38.8 38.8 41.5 0.0 41.5 Incr Delay (d2), s/veh 0.7 0.1 0.0 0.0 23.9 25.3 92.8 0.0 59.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 9.9 1.8 0.0 0.0 17.5 16.6 36.7 0.0 28.7 LnGrp Delay(d),s/veh 35.5 7.1 0.0 0.0 62.7 64.1 134.3 0.0 100.6 LnGrp LOS D A E E F F Approach Vol, veh/h 710 847 1319 Approach Delay, s/veh 20.9 63.4 118.8 Approach LOS C E F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 37.3 39.7 48.0 77.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 51.0 42.0 71.0 Max Q Clear Time (g_c+I1), s 17.3 31.6 44.0 5.7 Green Ext Time (p_c), s 0.0 2.0 0.0 1.0 Intersection Summary HCM 2010 Ctrl Delay 78.3 HCM 2010 LOS E K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 5: NW 2nd Avenue & NW 62nd Street A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53 484 61 471 113 183 41 46 274 131 Future Volume (vph) 53 484 61 471 113 183 41 46 274 131 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 8 Switch Phase Minimum Initial (s) 5.0 16.0 5.0 16.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 16.0 52.0 16.0 52.0 16.0 41.0 41.0 16.0 41.0 41.0 Total Split (%) 12.8% 41.6% 12.8% 41.6% 12.8% 32.8% 32.8% 12.8% 32.8% 32.8% Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3.7 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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) 5.7 6.0 5.7 6.0 5.7 6.0 6.0 5.7 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None None None None None None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 70 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Splits and Phases: 5: NW 2nd Avenue & NW 62nd Street 01 02 16s 52s 18s 41s 05 107 •I08 06 16s 52s 16s 41s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 5: NW 2nd Avenue & NW 62nd Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 484 112 61 471 15 113 183 41 46 274 131 Future Volume (veh/h) 53 484 112 61 471 15 113 183 41 46 274 131 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.96 0.99 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 55 504 117 64 491 16 118 191 43 48 285 136 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 356 769 178 315 960 31 312 436 361 369 384 318 Arrive On Green 0.07 0.36 0.36 0.07 0.37 0.37 0.07 0.23 0.23 0.05 0.21 0.21 SatFlow,veh/h 1774 2848 657 1774 3492 114 1774 1863 1543 1774 1863 1540 Grp Volume(v), veh/h 55 312 309 64 248 259 118 191 43 48 285 136 Grp Sat Flow(s),veh/h/In 1774 1770 1735 1774 1770 1836 1774 1863 1543 1774 1863 1540 Q Serve(g_s), s 1.3 8.7 8.9 1.5 6.5 6.5 3.0 5.2 1.3 1.2 8.5 4.6 Cycle Q Clear(g_c), s 1.3 8.7 8.9 1.5 6.5 6.5 3.0 5.2 1.3 1.2 8.5 4.6 Prop In Lane 1.00 0.38 1.00 0.06 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 356 478 469 315 486 505 312 436 361 369 384 318 V/C Ratio(X) 0.15 0.65 0.66 0.20 0.51 0.51 0.38 0.44 0.12 0.13 0.74 0.43 Avail Cap(c_a), veh/h 575 1374 1348 526 1374 1426 490 1101 912 596 1101 910 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 16.7 16.7 14.4 15.7 15.7 17.1 19.4 17.9 17.1 22.0 20.5 Incr Delay (d2), s/veh 0.1 0.6 0.6 0.1 0.3 0.3 0.3 0.5 0.1 0.1 2.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 4.3 4.2 0.7 3.2 3.3 1.5 2.7 0.6 0.6 4.6 2.0 LnGrp Delay(d),s/veh 14.3 17.2 17.3 14.5 16.0 16.0 17.4 19.9 18.0 17.2 24.2 21.1 LnGrp LOS B B B B B B B B B B C C Approach Vol, veh/h 676 571 352 469 Approach Delay, s/veh 17.0 15.8 18.8 22.6 Approach LOS B B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 22.3 8.4 19.9 9.0 22.0 10.1 18.2 Change Period (Y+Rc), s * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 Max Green Setting (Gmax), s * 10 46.0 * 10 35.0 * 10 46.0 * 10 35.0 Max Q Clear Time (g_c+I1), s 3.3 8.5 3.2 7.2 3.5 10.9 5.0 10.5 Green Ext Time (p_c), s 0.0 1.1 0.0 1.0 0.0 1.4 0.1 1.7 Intersection Summary HCM 2010 Ctrl Delay 18.3 HCM 2010 LOS B Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 6: N Miami Avenue & NW 62nd Street/NE 62nd Street A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 71 412 119 281 114 408 115 1136 Future Volume (vph) 71 412 119 281 114 408 115 1136 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 16.0 5.0 16.0 Minimum Split (s) 10.7 24.0 10.7 24.0 11.4 24.4 11.4 24.4 Total Split (s) 18.0 42.0 18.0 42.0 16.0 81.0 16.0 81.0 Total Split (%) 11.5% 26.8% 11.5% 26.8% 10.2% 51.6% 10.2% 51.6% Yellow Time (s) 3.7 4.0 3.7 4.0 4.4 4.4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5.7 6.0 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Cycle Length: 157 Actuated Cycle Length: 113.1 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 6: N Miami Avenue & NW 62nd Street/NE 62nd Street #� l01 3 04 16s 181s 118s 142..s 0 5 t 06 O 7 '08 16s 181s I 118s I 1142.s , K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 6: N Miami Avenue & NW 62nd Street/NE 62nd Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 412 86 119 281 24 114 408 97 115 1136 58 Future Volume (veh/h) 71 412 86 119 281 24 114 408 97 115 1136 58 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 74 429 90 124 293 25 119 425 101 120 1183 60 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 323 567 118 265 732 62 220 1073 253 441 1298 66 Arrive On Green 0.05 0.20 0.20 0.07 0.22 0.22 0.08 0.50 0.50 0.08 0.50 0.50 Sat Flow, veh/h 1774 2896 602 1774 3296 279 1774 2833 667 1774 3424 174 Grp Volume(v), veh/h 74 261 258 124 156 162 119 264 262 120 611 632 Grp Sat Flow(s),veh/h/In 1774 1770 1728 1774 1770 1806 1774 1770 1731 1774 1770 1828 Q Serve(g_s), s 2.8 11.8 12.0 4.6 6.4 6.5 3.4 7.8 8.0 3.4 26.8 26.9 Cycle Q Clear(g_c), s 2.8 11.8 12.0 4.6 6.4 6.5 3.4 7.8 8.0 3.4 26.8 26.9 Prop In Lane 1.00 0.35 1.00 0.15 1.00 0.39 1.00 0.09 Lane Grp Cap(c), veh/h 323 347 338 265 393 401 220 670 655 441 671 693 V/C Ratio(X) 0.23 0.75 0.76 0.47 0.40 0.40 0.54 0.39 0.40 0.27 0.91 0.91 Avail Cap(c_a), veh/h 495 753 735 390 753 768 314 1560 1525 534 1560 1611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.3 32.1 32.2 25.2 28.1 28.1 19.3 15.0 15.0 14.4 19.7 19.7 Incr Delay (d2), s/veh 0.1 2.5 2.7 0.5 0.5 0.5 0.8 0.1 0.1 0.1 2.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 6.0 5.9 2.3 3.2 3.3 1.7 3.8 3.8 1.6 13.2 13.7 LnGrp Delay(d),s/veh 25.5 34.6 34.9 25.7 28.6 28.6 20.1 15.1 15.2 14.5 21.8 21.7 LnGrp LOS C C C C C C C B B B C C Approach Vol, veh/h 593 442 645 1363 Approach Delay, s/veh 33.6 27.8 16.1 21.1 Approach LOS C C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.5 38.5 9.8 24.8 11.6 38.5 12.0 22.6 Change Period (Y+Rc), s 6.4 6.4 * 5.7 6.0 6.4 6.4 * 5.7 6.0 Max Green Setting (Gmax), s 9.6 74.6 * 12 36.0 9.6 74.6 * 12 36.0 Max Q Clear Time (g_c+I1), s 5.4 28.9 4.8 8.5 5.4 10.0 6.6 14.0 Green Ext Time (p_c), s 0.1 3.2 0.0 1.5 0.1 1.2 0.1 2.6 Intersection Summary HCM 2010 Ctrl Delay 23.4 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street A.M. Peak Hour t Lane Group EBU EBL EBR EBR2 WBL WBT NBL NBT SBL SBT Lane Configurations rr r 4"+ Traffic Volume (vph) 9 124 302 172 122 235 60 258 70 616 Future Volume (vph) 9 124 302 172 122 235 60 258 70 616 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Detector Phase 3 3 8 8 7 4 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 10.7 10.7 25.0 25.0 10.7 25.0 41.0 41.0 41.0 41.0 Total Split (s) 20.0 20.0 40.0 40.0 20.0 40.0 60.0 60.0 60.0 60.0 Total Split (%) 16.7% 16.7% 33.3% 33.3% 16.7% 33.3% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 3.7 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 27 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street 7 02 (R) iiii 3 04 60s 20s 40s At06 (R) 07 08 60s 20s 4Os K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM Signalized Intersection Capacity Analysis Future Background 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street A.M. Peak Hour f r* L Movement EBU EBL EBR EBR2 WBL WBT WBR NBL NBT NBR2 SBL SBT Lane Configurations rr r vi 1 4"ri Traffic Volume (vph) 9 124 302 172 122 235 2 60 258 34 70 616 Future Volume (vph) 9 124 302 172 122 235 2 60 258 34 70 616 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lane Util. Factor 1.00 0.88 1.00 1.00 0.95 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Frt 1.00 0.85 0.85 1.00 1.00 0.99 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.99 1.00 Satd. Flow (prot) 1764 2787 1539 1747 3534 3453 3483 Flt Permitted 0.53 1.00 1.00 0.95 1.00 0.72 0.86 Satd. Flow (perm) 984 2787 1539 1747 3534 2521 3007 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 10 132 321 183 130 250 2 64 274 36 74 655 RTOR Reduction (vph) 0 0 0 154 0 1 0 0 32 0 0 3 Lane Group Flow (vph) 0 142 321 29 130 251 0 0 342 0 0 778 Confl. Peds. (#/hr) 5 7 7 5 3 2 2 Confl. Bikes (#/hr) 2 2 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Actuated Green, G (s) 30.2 18.7 18.7 30.2 18.7 72.1 72.1 Effective Green, g (s) 30.2 18.7 18.7 30.2 18.7 72.1 72.1 Actuated g/C Ratio 0.25 0.16 0.16 0.25 0.16 0.60 0.60 Clearance Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 1.0 Lane Grp Cap (vph) 322 434 239 522 550 1514 1806 v/s Ratio Prot c0.04 c0.12 0.02 0.07 v/s Ratio Perm 0.07 0.02 0.05 0.14 c0.26 v/c Ratio 0.44 0.74 0.12 0.25 0.46 0.23 0.43 Uniform Delay, d1 36.6 48.3 43.6 36.3 46.0 11.1 12.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.89 1.43 Incremental Delay, d2 0.4 6.1 0.2 0.1 0.4 0.3 0.7 Delay (s) 36.9 54.5 43.7 36.4 46.5 10.2 19.2 Level of Service D D D D D B B Approach Delay (s) 43.0 10.2 19.2 Approach LOS D B B Intersection Summary HCM 2000 Control Delay 30.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM Signalized Intersection Capacity Analysis Future Background 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street A.M. Peak Hour 4/ Movement SBR Latonfigurations Traffic Volume (vph) 49 Future Volume (vph) 49 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.94 Adj. Flow (vph) 52 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 3 Confl. Bikes (#/hr) 1 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 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 8: NE 2nd Avenue & NE 62nd Street A.M. Peak Hour Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 80 384 0 0 736 Future Vol, veh/h 0 80 384 0 0 736 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 87 417 0 0 800 Major/Minor Minorl Majorl Major2 Conflicting Flow All 209 0 - Stage 1 - - - Stage 2 - - - Critical Hdwy 6.94 - - Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.32 - - Pot Cap-1 Maneuver 0 797 - 0 0 Stage 1 0 - - 0 0 Stage 2 0 - - 0 0 Platoon blocked, % - Mov Cap-1 Maneuver 797 - - Mov Cap-2 Maneuver - - - Stage 1 - - - Stage 2 - - - Approach WB NB SB HCM Control Delay, s 10.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 797 HCM Lane V/C Ratio - 0.109 HCM Control Delay (s) - 10.1 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0.4 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 9: NE 3rd Avenue & NE 62nd Street A.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 27 448 3 0 Future Vol, veh/h 0 0 27 448 3 0 Conflicting Peds, #/hr 0 3 3 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 31 521 3 0 Major/Minor Major2 Minor1 Conflicting Flow All 3 0 326 Stage 1 - - 3 Stage 2 - - 323 Critical Hdwy 4.14 - 6.84 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3.52 Pot Cap-1 Maneuver 1618 - 643 0 Stage 1 - - 0 Stage 2 - - 706 0 Platoon blocked, % - Mov Cap-1 Maneuver 1613 - 624 Mov Cap-2 Maneuver - - 624 Stage 1 - - Stage 2 - - 706 Approach WB NB HCM Control Delay, s 0.5 10.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 624 1613 - 0.006 0.019 - 10.8 7.3 0.1 B A A 0 0.1 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 10: NE 62nd Street & NE 4th Avenue (West) A.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 444 24 0 35 Future Vol, veh/h 0 0 444 24 0 35 Conflicting Peds, #/hr 8 0 0 8 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # - 0 - 0 Grade, % - 0 0 - 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 510 28 0 40 Major/Minor Major2 Minor2 Conflicting Flow All - 0 277 Stage 1 - - Stage 2 - - Critical Hdwy - - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy - - 3 Pot Cap-1 Maneuver - - 0 915 Stage 1 - - 0 Stage 2 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - 908 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach WB SB HCM Control Delay, s 0 9.1 HCM LOS A Minor Lane/Major Mvmt WBT WBR SBLn1 Capacity (veh/h) - 908 HCM Lane V/C Ratio - 0.044 HCM Control Delay (s) - 9.1 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 11: NE 4th Avenue & NE 62nd Street A.M. Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 67 416 38 0 Future Vol, veh/h 0 0 67 416 38 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 82 507 46 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 418 Stage 1 - - 0 Stage 2 - - 418 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver - - 795 0 Stage 1 - - 0 Stage 2 - - 721 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 795 Mov Cap-2 Maneuver - - 795 Stage 1 - - Stage 2 - - 721 Approach WB NB HCM Control Delay, s 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 795 - HCM Lane V/C Ratio 0.058 HCM Control Delay (s) 9.8 HCM Lane LOS A HCM 95th %tile Q(veh) 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 12: NE 4th Court & NE 62nd Street A.M. Peak Hour Lane Group WBT WBR NBL NBT SBT Lane Configurations Traffic Volume (vph) 250 15 35 231 551 Future Volume (vph) 250 15 35 231 551 Turn Type NA Perm Perm NA NA Protected Phases 2 4 8 Permitted Phases 2 4 Detector Phase 2 2 4 4 8 Switch Phase Minimum Initial (s) 16.0 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.3 24.3 24.3 Total Split (s) 30.0 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.3 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 50 (63%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 12: NE 4th Court & NE 62nd Street if, :1'04 1- 0 2 (R) 30s • 08 50 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 12: NE 4th Court & NE 62nd Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 36 250 15 35 231 0 0 551 200 Future Volume (veh/h) 0 0 0 36 250 15 35 231 0 0 551 200 Number 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1863 1863 1863 0 0 1863 1900 Adj Flow Rate, veh/h 38 260 16 36 241 0 0 574 208 Adj No. of Lanes 0 2 1 1 1 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2 Cap,veh/h 158 1139 562 146 907 0 0 633 229 Arrive On Green 0.36 0.48 0.48 0.97 0.97 0.00 0.00 0.49 0.49 Sat Flow, veh/h 439 3171 1566 688 1863 0 0 1300 471 Grp Volume(v), veh/h 159 139 16 36 241 0 0 0 782 Grp Sat Flow(s),veh/h/In 1841 1770 1566 688 1863 0 0 0 1771 Q Serve(g_s), s 4.3 3.7 0.4 3.9 0.4 0.0 0.0 0.0 32.4 Cycle Q Clear(g_c), s 4.3 3.7 0.4 36.3 0.4 0.0 0.0 0.0 32.4 Prop In Lane 0.24 1.00 1.00 0.00 0.00 0.27 Lane Grp Cap(c), veh/h 661 636 562 146 907 0 0 0 863 V/C Ratio(X) 0.24 0.22 0.03 0.25 0.27 0.00 0.00 0.00 0.91 Avail Cap(c_a), veh/h 661 636 562 187 1018 0 0 0 968 HCM Platoon Ratio 1.00 1.33 1.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 0.98 0.98 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 15.3 14.3 13.5 16.2 0.5 0.0 0.0 0.0 18.8 Incr Delay (d2), s/veh 0.8 0.8 0.1 0.6 0.1 0.0 0.0 0.0 10.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.3 1.9 0.2 0.8 0.2 0.0 0.0 0.0 18.2 LnGrp Delay(d),s/veh 16.1 15.1 13.6 16.8 0.7 0.0 0.0 0.0 29.7 LnGrp LOS B B B B A C Approach Vol, veh/h 314 277 782 Approach Delay, s/veh 15.5 2.7 29.7 Approach LOS B A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 34.7 45.3 45.3 Change Period (Y+Rc), s 6.0 * 6.3 * 6.3 Max Green Setting (Gmax), s 24.0 * 44 * 44 Max Q Clear Time (g_c+I1), s 6.3 38.3 34.4 Green Ext Time (p_c), s 0.6 0.6 3.3 Intersection Summary HCM 2010 Ctrl Delay 21.0 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 13: Biscayne Boulevard & NE 62nd Street A.M. Peak Hour Lane Group WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 5 60 1164 2 1738 Future Volume (vph) 5 60 1164 2 1738 Turn Type NA pm+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.4 11.0 25.5 25.5 25.5 Total Split (s) 36.0 19.0 84.0 65.0 65.0 Total Split (%) 30.0% 15.8% 70.0% 54.2% 54.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.4 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 13: Biscayne Boulevard & NE 62nd Street 01 T 02. (R) 04 19s 65s 36s At06 (R) 84s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 13: Biscayne Boulevard & NE 62nd Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 18 5 4 60 1164 3 2 1738 91 Future Volume (veh/h) 0 0 0 18 5 4 60 1164 3 2 1738 91 Number 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 19 5 4 62 1212 3 2 1810 95 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap, veh/h 74 40 32 304 3082 8 409 2614 136 Arrive On Green 0.04 0.04 0.04 0.05 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1774 952 762 1774 3621 9 457 3419 178 Grp Volume(v), veh/h 19 0 9 62 592 623 2 929 976 Grp Sat Flow(s),veh/h/In 1774 0 1714 1774 1770 1861 457 1770 1828 Q Serve(g_s), s 1.2 0.0 0.6 0.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.0 0.6 0.8 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.44 1.00 0.00 1.00 0.10 Lane Grp Cap(c), veh/h 74 0 71 304 1506 1584 409 1353 1397 V/C Ratio(X) 0.26 0.00 0.13 0.20 0.39 0.39 0.00 0.69 0.70 Avail Cap(c_a), veh/h 438 0 423 432 1506 1584 409 1353 1397 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.77 0.77 0.77 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.7 0.0 55.4 2.1 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.6 0.1 0.6 0.6 0.0 2.9 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 0.3 0.4 0.2 0.2 0.0 1.1 1.1 LnGrp Delay(d),s/veh 57.1 0.0 56.0 2.2 0.6 0.6 0.0 2.9 2.9 LnGrp LOS E E A A A A A A Approach Vol, veh/h 28 1277 1907 Approach Delay, s/veh 56.7 0.7 2.9 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 10.4 98.3 11.4 108.6 Change Period (Y+Rc), s 6.0 6.5 6.4 6.5 Max Green Setting (Gmax), s 13.0 58.5 29.6 77.5 Max Q Clear Time (g_c+I1), s 2.8 2.0 3.2 2.0 Green Ext Time (p_c), s 0.0 6.9 0.1 3.1 Intersection Summary HCM 2010 Ctrl Delay 2.5 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 14: NE 61st Street & NE 3rd Avenue A.M. Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 457 0 0 14 0 Future Vol, veh/h 7 457 0 0 14 0 Conflicting Peds, #/hr 3 0 0 3 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # 0 - - 0 Grade, % - 0 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 519 0 0 16 0 Major/Minor Majorl Minor2 Conflicting Flow All 3 0 279 Stage 1 - 3 Stage 2 - 276 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver 1618 - 913 0 Stage 1 - 0 Stage 2 - 858 0 Platoon blocked, % - Mov Cap-1 Maneuver 1613 - 901 Mov Cap-2 Maneuver - 901 Stage 1 - Stage 2 - 855 Approach EB SB HCM Control Delay, s 0.1 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1613 - 901 HCM Lane V/C Ratio 0.005 - 0.018 HCM Control Delay (s) 7.2 0 9.1 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 15: NE 4th Avenue & NE 61st Street A.M. Peak Hour Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 447 21 0 0 0 0 23 35 0 73 0 Future Vol, veh/h 9 447 21 0 0 0 0 23 35 0 73 0 Conflicting Peds, #/hr 1 0 4 4 0 1 2 0 1 1 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - None - - None Storage Length - - - - - Veh in Median Storage, # 0 - - - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 471 22 0 0 0 0 24 37 0 77 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 1 0 0 - 505 252 268 516 Stage 1 - - - 504 1 1 Stage 2 - - - 1 267 515 Critical Hdwy 4.14 - - - 5 5 5 5 Critical Hdwy Stg 1 - - - 5.54 - Critical Hdwy Stg 2 - - 6.54 5.54 - Follow-up Hdwy 2.22 - - - 3 3 3 3 - Pot Cap-1 Maneuver 1620 - - 0 729 938 923 721 0 Stage 1 - - 0 677 - - 0 Stage 2 - - 0 824 668 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1618 - - - 720 934 857 712 Mov Cap-2 Maneuver - - - 720 857 712 Stage 1 - - - 669 - Stage 2 - - 757 660 Approach EB NB SB HCM Control Delay, s 0.1 9.6 10.7 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 836 1618 - - 712 HCM Lane V/C Ratio 0.073 0.006 - - 0.108 HCM Control Delay (s) 9.6 7.2 0 - 10.7 HCM Lane LOS A A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.4 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 16: NE 4th Court & NE 61st Street A.M. Peak Hour Lane Group EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 266 152 24 545 Future Volume (vph) 266 152 24 545 Turn Type NA NA Perm NA Protected Phases 6 4 8 Permitted Phases 8 Detector Phase 6 4 8 8 Switch Phase Minimum Initial (s) 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 55 (69%), Referenced to phase 6:EBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 4th Court & NE 61st Street j tO4 517 •I08 06 (R) 30s 7 50s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 16: NE 4th Court & NE 61st Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 128 266 89 0 0 0 0 152 30 24 545 0 Future Volume (veh/h) 128 266 89 0 0 0 0 152 30 24 545 0 Number 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 133 277 93 0 158 31 25 568 0 Adj No. of Lanes 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 0 2 2 2 2 0 Cap,veh/h 181 393 137 0 505 99 395 622 0 Arrive On Green 0.27 0.27 0.27 0.00 0.33 0.33 0.67 0.67 0.00 Sat Flow, veh/h 903 1965 687 0 1513 297 1189 1863 0 Grp Volume(v), veh/h 268 0 235 0 0 189 25 568 0 Grp Sat Flow(s),veh/h/In 1818 0 1737 0 0 1810 1189 1863 0 Q Serve(g_s), s 10.8 0.0 9.7 0.0 0.0 6.2 0.9 20.8 0.0 Cycle Q Clear(g_c), s 10.8 0.0 9.7 0.0 0.0 6.2 7.1 20.8 0.0 Prop In Lane 0.50 0.40 0.00 0.16 1.00 0.00 Lane Grp Cap(c), veh/h 364 0 347 0 0 604 395 622 0 V/C Ratio(X) 0.74 0.00 0.68 0.00 0.00 0.31 0.06 0.91 0.00 Avail Cap(c_a), veh/h 545 0 521 0 0 996 652 1025 0 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.42 0.42 0.00 Uniform Delay (d), s/veh 27.4 0.0 27.0 0.0 0.0 19.8 11.6 12.3 0.0 Incr Delay (d2), s/veh 12.5 0.0 10.2 0.0 0.0 0.3 0.0 3.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.6 0.0 5.6 0.0 0.0 3.1 0.3 10.7 0.0 LnGrp Delay(d),s/veh 40.0 0.0 37.2 0.0 0.0 20.1 11.7 15.9 0.0 LnGrp LOS D D C B B Approach Vol, veh/h 503 189 593 Approach Delay, s/veh 38.7 20.1 15.7 Approach LOS D C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 32.7 22.0 32.7 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 24.0 44.0 Max Q Clear Time (g_c+I1), s 8.2 12.8 22.8 Green Ext Time (p_c), s 1.2 0.9 3.9 Intersection Summary HCM 2010 Ctrl Delay 25.3 HCM 2010 LOS C K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 17: Biscayne Boulevard & NE 61st Street A.M. Peak Hour Lane Group EBL EBT WBL WBR NBT SBL SBT Lane Configurations Traffic Volume (vph) 210 24 72 39 1044 15 1689 Future Volume (vph) 210 24 72 39 1044 15 1689 Turn Type Split NA Prot pm+ov NA pm+pt NA Protected Phases 8 8 7 5 6 5 2 Permitted Phases 7 2 Detector Phase 8 8 7 5 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 18.0 5.0 18.0 Minimum Split (s) 13.5 13.5 13.5 11.0 24.0 11.0 24.0 Total Split (s) 62.0 62.0 17.0 14.0 52.0 14.0 66.0 Total Split (%) 42.8% 42.8% 11.7% 9.7% 35.9% 9.7% 45.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None C-Min Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Offset: 16 (11%), Referenced to phase 2:SBTL and 6:NBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 17: Biscayne Boulevard & NE 61st Street 7 07 (R) if 07 8 66s 62s 17s J 106 (R) 141 5205 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 17: Biscayne Boulevard & NE 61st Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 210 24 267 72 0 39 0 1044 17 15 1689 0 Future Volume (veh/h) 210 24 267 72 0 39 0 1044 17 15 1689 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 0 1863 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 221 25 281 76 0 41 0 1099 18 16 1778 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 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 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap,veh/h 388 28 315 0 0 0 0 2270 37 358 2460 0 Arrive On Green 0.22 0.22 0.22 0.00 0.00 0.00 0.00 0.85 0.85 0.02 0.92 0.00 Sat Flow, veh/h 1774 128 1438 0 0 3655 58 1774 3632 0 Grp Volume(v), veh/h 221 0 306 0.0 0 546 571 16 1778 0 Grp Sat Flow(s),veh/h/In 1774 0 1566 0 1770 1850 1774 1770 0 Q Serve(g_s), s 16.1 0.0 27.5 0.0 11.6 11.6 0.4 16.6 0.0 Cycle Q Clear(g_c), s 16.1 0.0 27.5 0.0 11.6 11.6 0.4 16.6 0.0 Prop In Lane 1.00 0.92 0.00 0.03 1.00 0.00 Lane Grp Cap(c), veh/h 388 0 343 0 1128 1179 358 2460 0 V/C Ratio(X) 0.57 0.00 0.89 0.00 0.48 0.48 0.04 0.72 0.00 Avail Cap(c_a), veh/h 679 0 599 0 1128 1179 427 2460 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 0.96 0.00 0.96 0.00 1.00 1.00 0.69 0.69 0.00 Uniform Delay (d), s/veh 50.6 0.0 55.0 0.0 4.9 4.9 8.7 2.3 0.0 Incr Delay (d2), s/veh 0.9 0.0 6.6 0.0 1.5 1.4 0.0 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 8.0 0.0 12.5 0.0 5.9 6.2 0.2 7.7 0.0 LnGrp Delay(d),s/veh 51.5 0.0 61.6 0.0 6.4 6.3 8.7 3.6 0.0 LnGrp LOS D E A A A A Approach Vol, veh/h 527 1117 1794 Approach Delay, s/veh 57.4 6.3 3.6 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 106.8 8.4 98.4 38.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.5 Max Green Setting (Gmax), s 60.0 8.0 46.0 55.5 Max Q Clear Time (g_c+I1), s 18.6 2.4 13.6 29.5 Green Ext Time (p_c), s 7.4 0.0 2.7 2.2 Intersection Summary HCM 2010 Ctrl Delay 12.8 HCM 2010 LOS B K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 18: NE 2nd Avenue & NE 60th Street (North) A.M. Peak Hour Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 3 335 3 8 874 Future Vol, veh/h 2 3 335 3 8 874 Conflicting Peds, #/hr 3 4 0 14 14 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 3 342 3 8 892 Major/Minor Minorl Majorl Major2 Conflicting Flow All 823 191 0 0 359 0 Stage 1 358 - - - Stage 2 465 - - - Critical Hdwy 5 5 - - 4.14 Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3 3 - - 2.22 Pot Cap-1 Maneuver 529 996 - - 1196 Stage 1 776 - - - Stage 2 681 - - - Platoon blocked, % - - Mov Cap-1 Maneuver 514 979 - - 1180 Mov Cap-2 Maneuver 514 - - - Stage 1 756 - - - Stage 2 679 - - - Approach WB NB SB HCM Control Delay, s 10 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT 0.2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 719 1180 - 0.007 0.007 - 10 8.1 0.1 B A A 0 0 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 19: NE 2nd Avenue & NE 60th Street (South) A.M. Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 13 13 10 322 877 14 Future Vol, veh/h 13 13 10 322 877 14 Conflicting Peds, #/hr 4 3 17 0 0 17 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 13 10 329 895 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1108 475 926 0 0 Stage 1 919 - - - Stage 2 189 - - - Critical Hdwy 6.84 6.94 4.14 - Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3.52 3.32 2.22 - Pot Cap-1 Maneuver 204 536 734 - Stage 1 349 - - - Stage 2 824 - - - Platoon blocked, % - Mov Cap-1 Maneuver 194 526 722 - Mov Cap-2 Maneuver 194 - - - Stage 1 337 - - - Stage 2 811 - - - Approach EB HCM Control Delay, s 19 HCM LOS C NB 0.4 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 722 - 283 HCM Lane V/C Ratio 0.014 - 0.094 HCM Control Delay (s) 10.1 0.1 19 HCM Lane LOS B A C HCM 95th %tile Q(veh) 0 - 0.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 20: NE 4th Avenue & NE 60th Street A.M. Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 5 56 83 5 Future Vol, veh/h 2 3 5 56 83 5 Conflicting Peds, #/hr 1 8 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 3 6 63 93 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 173 105 100 0 0 Stage 1 97 - - - Stage 2 76 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 1013 1083 1493 - Stage 1 1079 - - - Stage 2 1105 - - - Platoon blocked, % - Mov Cap-1 Maneuver 1007 1074 1492 - Mov Cap-2 Maneuver 1007 - - - Stage 1 1074 - - - Stage 2 1104 - - - Approach EB HCM Control Delay, s 8.5 HCM LOS A NB 0.6 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1492 - 1046 HCM Lane V/C Ratio 0.004 - 0.005 HCM Control Delay (s) 7.4 0 8.5 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 22: NE 4th Avenue & NE 59th Terrace A.M. Peak Hour Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 4 8 67 69 11 Future Vol, veh/h 7 4 8 67 69 11 Conflicting Peds, #/hr 0 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 5 10 80 82 13 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 190 91 96 0 0 Stage 1 90 - - - Stage 2 100 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 997 1098 1498 - Stage 1 1088 - - - Stage 2 1076 - - - Platoon blocked, % - Mov Cap-1 Maneuver 988 1096 1497 - Mov Cap-2 Maneuver 988 - - - Stage 1 1079 - - - Stage 2 1075 - - - Approach EB HCM Control Delay, s 8.6 HCM LOS A NB 0.8 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1497 - 1025 HCM Lane V/C Ratio 0.006 - 0.013 HCM Control Delay (s) 7.4 0 8.6 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn Timings Future Background 23: NE 2nd Avenue & NE 59th Street A.M. Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 13 13 35 24 18 10 308 31 769 Future Volume (vph) 13 13 35 24 18 10 308 31 769 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 28.0 28.0 28.0 27.0 27.0 27.0 27.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 63 (53%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 23: NE 2nd Avenue & NE 59th Street 7 02 (R) 04 60s 60s t06 (R) 438 60 s 60 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 23: NE 2nd Avenue & NE 59th Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 13 35 24 18 31 10 308 20 31 769 42 Future Volume (veh/h) 13 13 35 24 18 31 10 308 20 31 769 42 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.97 0.99 0.92 1.00 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 15 15 40 28 21 36 11 354 23 36 884 48 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 202 212 175 80 61 74 79 2456 159 105 2499 134 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 1.00 1.00 1.00 1.00 1.00 1.00 SatFlow,veh/h 1280 1863 1541 354 534 653 61 3123 202 92 3178 171 Grp Volume(v), veh/h 15 15 40 85 0 0 200 0 188 502 0 466 Grp Sat Flow(s),veh/h/In 1280 1863 1541 1542 0 0 1734 0 1652 1782 0 1659 Q Serve(g_s), s 0.0 0.9 2.8 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.3 0.9 2.8 5.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.33 0.42 0.05 0.12 0.07 0.10 Lane Grp Cap(c), veh/h 202 212 175 215 0 0 1395 0 1299 1434 0 1304 V/C Ratio(X) 0.07 0.07 0.23 0.39 0.00 0.00 0.14 0.00 0.14 0.35 0.00 0.36 Avail Cap(c_a), veh/h 632 838 693 717 0 0 1395 0 1299 1434 0 1304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.7 47.5 48.4 49.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.5 0.9 0.0 0.0 0.2 0.0 0.2 0.7 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.5 1.2 2.7 0.0 0.0 0.1 0.0 0.1 0.3 0.0 0.3 LnGrp Delay(d),s/veh 47.8 47.6 48.9 50.6 0.0 0.0 0.2 0.0 0.2 0.7 0.0 0.8 LnGrp LOS D D D D A A A A Approach Vol, veh/h 70 85 388 968 Approach Delay, s/veh 48.4 50.6 0.2 0.7 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 100.4 19.6 100.4 19.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Max Q Clear Time (g_c+I1), s 2.0 7.9 2.0 4.8 Green Ext Time (p_c), s 2.4 0.4 0.9 0.2 Intersection Summary HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 AWSC Future Background 24: NE 4th Avenue & NE 59th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 38 7 0 57 61 21 0 2 42 16 0 5 71 9 Future Vol, veh/h 0 8 38 7 0 57 61 21 0 2 42 16 0 5 71 9 Peak Hour Factor 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 9 42 8 0 63 67 23 0 2 46 18 0 5 78 10 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.8 8.4 7.8 8 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 3% 15% 41% 6% Vol Thru, % 70% 72% 44% 84% Vol Right, % 27% 13% 15% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 60 53 139 85 LT Vol 2 8 57 5 Through Vol 42 38 61 71 RT Vol 16 7 21 9 Lane Flow Rate 66 58 153 93 Geometry Grp 1 1 1 1 Degree of Util (X) 0.08 0.071 0.185 0.115 Departure Headway (Hd) 4.366 4.416 4.354 4.435 Convergence, Y/N Yes Yes Yes Yes Cap 822 813 826 810 Service Time 2.383 2.432 2.367 2.451 HCM Lane V/C Ratio 0.08 0.071 0.185 0.115 HCM Control Delay 7.8 7.8 8.4 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.2 0.7 0.4 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background AM.syn P.M. Peak Hour Timings Future Background 1: NE 2nd Avenue & NE 67th Street P.M. Peak Hour 1- f4\At Lane Group EBT WBT NBU NBL NBT SBL SBT Lane Configurations , Traffic Volume (vph) 5 10 1 74 814 13 361 Future Volume (vph) 5 10 1 74 814 13 361 Turn Type NA NA Perm Perm NA Perm NA Protected Phases 3 4 6 2 Permitted Phases 6 6 2 Detector Phase 3 4 6 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 22.0 13.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 22.0 15.0 83.0 83.0 83.0 83.0 83.0 Total Split (%) 18.3% 12.5% 69.2% 69.2% 69.2% 69.2% 69.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 1: NE 2nd Avenue & NE 67th Street 7 02 (R) 04 3 83s 2 s 15s At 06 (R) 83s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM Signalized Intersection Capacity Analysis Future Background 1: NE 2nd Avenue & NE 67th Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations 4, 4, 41, 4i, Traffic Volume (vph) 24 5 16 21 10 19 1 74 814 42 13 361 Future Volume (vph) 24 5 16 21 10 19 1 74 814 42 13 361 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.95 0.95 0.99 0.99 Fit Protected 0.97 0.98 1.00 1.00 Satd. Flow (prot) 1531 1539 3145 3152 Flt Permitted 0.97 0.98 0.86 0.91 Satd. Flow (perm) 1531 1539 2713 2872 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 26 5 18 23 11 21 1 81 895 46 14 397 RTOR Reduction (vph) 0 17 0 0 19 0 0 0 2 0 0 2 Lane Group Flow (vph) 0 32 0 0 36 0 0 0 1021 0 0 429 Confl. Peds. (#/hr) 4 11 11 4 26 5 5 Confl. Bikes (#/hr) 4 Turn Type Split NA Split NA Perm Perm NA Perm NA Protected Phases 3 3 4 4 6 2 Permitted Phases 6 6 2 Actuated Green, G (s) 7.9 7.1 87.0 87.0 Effective Green, g (s) 7.9 7.1 87.0 87.0 Actuated g/C Ratio 0.07 0.06 0.72 0.72 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 100 91 1966 2082 v/s Ratio Prot c0.02 c0.02 v/s Ratio Perm c0.38 0.15 v/c Ratio 0.32 0.40 0.52 0.21 Uniform Delay, d1 53.5 54.4 7.3 5.3 Progression Factor 1.00 1.00 0.59 1.00 Incremental Delay, d2 1.4 2.1 0.9 0.2 Delay (s) 54.9 56.5 5.2 5.6 Level of Service D E A A Approach Delay (s) 54.9 56.5 5.2 5.6 Approach LOS D E A A Intersection Summary HCM 2000 Control Delay 8.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM Signalized Intersection Capacity Analysis Future Background 1: NE 2nd Avenue & NE 67th Street P.M. Peak Hour 4/ Movement SBR Latonfigurations Traffic Volume (vph) 18 Future Volume (vph) 18 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.91 Adj. Flow (vph) 20 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 26 Confl. Bikes (#/hr) 6 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 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 2: NE 4th Avenue (West)/NE 4th Avenue & NE 67th Street P.M. Peak Hour Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 2 15 0 0 2 10 13 0 0 19 10 Future Vol, veh/h 45 2 15 0 0 2 10 13 0 0 19 10 Conflicting Peds, #/hr 1 0 0 0 0 1 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - - None Storage Length - - - - - Veh in Median Storage, # 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 58 3 19 0 0 3 13 17 0 0 25 13 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 79 76 33 86 82 18 39 0 0 17 0 0 Stage 1 33 33 - 43 43 - - - - Stage 2 46 43 - 43 39 - - - - Critical Hdwy 5 5 5 5 5 5 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Follow-up Hdwy 3 3 3 3 3 3 2.218 2.218 - - Pot Cap-1 Maneuver 1111 1114 1162 1104 1108 1179 1571 1600 - - Stage 1 1150 1157 - 1136 1144 - - - - Stage 2 1131 1144 - 1136 1149 - - Platoon blocked, % Mov Cap-1 Maneuver 1100 1104 1161 1076 1098 1178 1570 1600 Mov Cap-2 Maneuver 1100 1104 - 1076 1098 - - Stage 1 1140 1156 - 1127 1135 - - Stage 2 1118 1135 - 1114 1148 - - Approach EB WB HCM Control Delay, s 8.5 8.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR NB 3.2 SB 0 Capacity (veh/h) 1570 - - 1114 1178 1600 HCM Lane V/C Ratio 0.008 - - 0.072 0.002 - HCM Control Delay (s) 7.3 0 - 8.5 8.1 0 HCM Lane LOS A A - A A A HCM 95th %tile Q(veh) 0 - - 0.2 0 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 3: NW 62nd Street & 1-95 SB Off -Ramp P.M. Peak Hour Lane Group EBT WBL WBT SBL SBT Lane Configurations Traffic Volume (vph) 607 506 895 270 290 Future Volume (vph) 607 506 895 270 290 Turn Type NA pm+pt NA Split NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25.0 Total Split (s) 69.0 18.0 87.0 46.0 46.0 Total Split (%) 51.9% 13.5% 65.4% 34.6% 34.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Intersection Summary Cycle Length: 133 Actuated Cycle Length: 100.3 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 3: NW 62nd Street & 1-95 SB Off -Ramp 38 8 7 s 96 s 0502 -0'06 18s 69s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 3: NW 62nd Street & 1-95 SB Off -Ramp P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 607 298 506 895 0 0 0 0 270 290 321 Future Volume (veh/h) 0 607 298 506 895 0 0 0 0 270 290 321 Number 1 6 16 5 2 12 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1863 1900 1863 1863 0 1863 1863 1900 Adj Flow Rate, veh/h 0 626 307 522 923 0 278 299 331 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap,veh/h 0 691 339 318 1720 0 694 317 350 Arrive On Green 0.00 0.40 0.40 0.16 0.65 0.00 0.39 0.39 0.39 Sat Flow, veh/h 0 2380 1121 1774 3632 0 1774 809 895 Grp Volume(v), veh/h 0 484 449 522 923 0 278 0 630 Grp Sat Flow(s),veh/h/In 0 1770 1639 1774 1770 0 1774 0 1704 Q Serve(g_s), s 0.0 25.2 25.2 12.0 13.8 0.0 11.1 0.0 35.0 Cycle Q Clear(g_c), s 0.0 25.2 25.2 12.0 13.8 0.0 11.1 0.0 35.0 Prop In Lane 0.00 0.68 1.00 0.00 1.00 0.53 Lane Grp Cap(c), veh/h 0 535 495 318 1720 0 694 0 667 V/C Ratio(X) 0.00 0.91 0.91 1.64 0.54 0.00 0.40 0.00 0.94 Avail Cap(c_a), veh/h 0 1139 1054 318 2928 0 725 0 696 HCM Platoon Ratio 1.00 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 28.0 28.0 22.5 11.3 0.0 21.5 0.0 28.8 Incr Delay (d2), s/veh 0.0 2.4 2.6 303.3 0.1 0.0 0.3 0.0 21.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 12.7 11.7 32.6 6.6 0.0 5.5 0.0 20.2 LnGrp Delay(d),s/veh 0.0 30.4 30.6 325.8 11.4 0.0 21.8 0.0 49.8 LnGrp LOS C C F B C D Approach Vol, veh/h 933 1445 908 Approach Delay, s/veh 30.5 125.0 41.2 Approach LOS C F D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 53.6 18.0 35.6 44.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 81.0 12.0 63.0 40.0 Max Q Clear Time (g_c+I1), s 15.8 14.0 27.2 37.0 Green Ext Time (p_c), s 2.8 0.0 2.4 1.4 Intersection Summary HCM 2010 Ctrl Delay 75.0 HCM 2010 LOS E K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 4: 1-95 NB Off -Ramp & NW 62nd Street P.M. Peak Hour Lane Group EBL EBT WBT NBT Lane Configurations Traffic Volume (vph) 206 635 774 332 Future Volume (vph) 206 635 774 332 Turn Type pm+pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detector Phase 1 6 2 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 Minimum Split (s) 11.0 22.0 22.0 30.0 Total Split (s) 15.0 82.0 67.0 43.0 Total Split (%) 12.0% 65.6% 53.6% 34.4% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 106 (85%), Referenced to phase 2:WBT and 6:EBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 4: 1-95 NB Off -Ramp & NW 62nd Street 01 5t04 1- 02 (R) 67s 15s 43s 82s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 4: 1-95 NB Off -Ramp & NW 62nd Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 206 635 0 0 774 181 625 332 450 0 0 0 Future Volume (veh/h) 206 635 0 0 774 181 625 332 450 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.94 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 208 641 0 0 782 183 631 335 455 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap, veh/h 528 2152 0 0 848 198 436 243 340 Arrive On Green 0.34 0.81 0.00 0.00 0.40 0.40 0.30 0.30 0.30 Sat Flow, veh/h 1774 3632 0 0 2904 658 1474 821 1150 Grp Volume(v), veh/h 208 641 0 0 492 473 766 0 655 Grp Sat Flow(s),veh/h/In 1774 1770 0 0 1770 1698 1789 0 1656 Q Serve(g_s), s 5.6 5.7 0.0 0.0 33.1 33.1 37.0 0.0 37.0 Cycle Q Clear(g_c), s 5.6 5.7 0.0 0.0 33.1 33.1 37.0 0.0 37.0 Prop In Lane 1.00 0.00 0.00 0.39 0.82 0.69 Lane Grp Cap(c), veh/h 528 2152 0 0 534 512 530 0 490 V/C Ratio(X) 0.39 0.30 0.00 0.00 0.92 0.92 1.45 0.00 1.34 Avail Cap(c_a), veh/h 528 2152 0 0 864 829 530 0 490 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.55 0.55 0.00 0.00 0.93 0.93 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.2 5.2 0.0 0.0 36.0 36.0 44.0 0.0 44.0 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.0 22.5 23.2 211.3 0.0 164.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 5.2 2.8 0.0 0.0 19.3 18.7 49.3 0.0 39.3 LnGrp Delay(d),s/veh 31.3 5.4 0.0 0.0 58.6 59.2 255.3 0.0 208.9 LnGrp LOS C A E E F F Approach Vol, veh/h 849 965 1421 Approach Delay, s/veh 11.8 58.9 233.9 Approach LOS B E F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 38.3 43.7 43.0 82.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 61.0 37.0 76.0 Max Q Clear Time (g_c+I1), s 7.6 35.1 39.0 7.7 Green Ext Time (p_c), s 0.0 2.7 0.0 1.8 Intersection Summary HCM 2010 Ctrl Delay 123.4 HCM 2010 LOS F K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 5: NW 2nd Avenue & NW 62nd Street P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 182 674 34 620 149 371 58 32 152 89 Future Volume (vph) 182 674 34 620 149 371 58 32 152 89 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 8 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 18.0 72.0 18.0 72.0 18.0 42.0 42.0 18.0 42.0 42.0 Total Split (%) 12.0% 48.0% 12.0% 48.0% 12.0% 28.0% 28.0% 12.0% 28.0% 28.0% Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3.7 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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) 5.7 6.0 5.7 6.0 5.7 6.0 6.0 5.7 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 2nd Avenue & NW 62nd Street 01 1'411.03 t04 02 (R) 18 s 72s ir 18s 42 s 05 1 07 • 08 6 (R) 18s 72s ir 18s 42s , K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 5: NW 2nd Avenue & NW 62nd Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 674 172 34 620 43 149 371 58 32 152 89 Future Volume (veh/h) 182 674 172 34 620 43 149 371 58 32 152 89 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 0.99 0.97 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 188 695 177 35 639 44 154 382 60 33 157 92 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 507 1596 406 400 1804 124 289 409 336 110 303 246 Arrive On Green 0.08 0.76 0.76 0.03 0.72 0.72 0.08 0.22 0.22 0.02 0.16 0.16 Sat Flow, veh/h 1774 2781 708 1774 3350 230 1774 1863 1530 1774 1863 1512 Grp Volume(v), veh/h 188 442 430 35 337 346 154 382 60 33 157 92 Grp Sat Flow(s),veh/h/In 1774 1770 1719 1774 1770 1811 1774 1863 1530 1774 1863 1512 Q Serve(g_s), s 7.1 13.3 13.3 1.3 10.9 10.9 10.6 30.2 4.8 2.3 11.6 8.1 Cycle Q Clear(g_c), s 7.1 13.3 13.3 1.3 10.9 10.9 10.6 30.2 4.8 2.3 11.6 8.1 Prop In Lane 1.00 0.41 1.00 0.13 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 507 1015 986 400 953 975 289 409 336 110 303 246 V/C Ratio(X) 0.37 0.44 0.44 0.09 0.35 0.35 0.53 0.93 0.18 0.30 0.52 0.37 Avail Cap(c_a), veh/h 544 1015 986 500 953 975 289 447 367 211 447 363 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.65 0.65 0.65 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.2 9.1 9.2 14.6 11.4 11.4 45.9 57.4 47.5 52.1 57.4 56.0 Incr Delay (d2), s/veh 0.2 1.2 1.3 0.0 0.7 0.7 1.0 25.2 0.2 0.6 1.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.4 6.7 6.5 0.6 5.4 5.5 5.3 18.5 2.0 1.1 6.1 3.5 LnGrp Delay(d),s/veh 13.3 10.4 10.4 14.7 12.0 12.0 46.9 82.7 47.7 52.6 58.4 56.7 LnGrp LOS B B B B B B D F D D E E Approach Vol, veh/h 1060 718 596 282 Approach Delay, s/veh 10.9 12.2 69.9 57.2 Approach LOS B B E E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.8 86.8 9.4 39.0 9.5 92.1 18.0 30.4 Change Period (Y+Rc), s * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 Max Green Setting (Gmax), s * 12 66.0 * 12 36.0 * 12 66.0 * 12 36.0 Max Q Clear Time (g_c+I1), s 9.1 12.9 4.3 32.2 3.3 15.3 12.6 13.6 Green Ext Time (p_c), s 0.1 1.5 0.0 0.8 0.0 2.1 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 29.4 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 6: N Miami Avenue & NW 62nd Street/NE 62nd Street P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 182 442 66 463 129 1280 78 419 Future Volume (vph) 182 442 66 463 129 1280 78 419 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 10.7 29.0 10.7 29.0 11.4 29.4 11.4 29.4 Total Split (s) 24.0 42.0 24.0 42.0 18.0 66.0 18.0 66.0 Total Split (%) 16.0% 28.0% 16.0% 28.0% 12.0% 44.0% 12.0% 44.0% Yellow Time (s) 3.7 4.0 3.7 4.0 4.4 4.4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5.7 6.0 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 98 (65%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated -Coordinated Splits and Phases: 6: N Miami Avenue & NW 62nd Street/NE 62nd Street l01 T 02(R)304 if 411- 18s 66s 4ss 42. 05 I06(R)if 7 48 18s 66s �s 42s , K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 6: N Miami Avenue & NW 62nd Street/NE 62nd Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 442 91 66 463 46 129 1280 96 78 419 55 Future Volume (veh/h) 182 442 91 66 463 46 129 1280 96 78 419 55 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 0.99 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 186 451 93 67 472 47 132 1306 98 80 428 56 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 247 658 135 209 550 54 558 1782 133 221 1634 213 Arrive On Green 0.20 0.45 0.45 0.04 0.17 0.17 0.06 0.71 0.71 0.04 0.69 0.69 Sat Flow, veh/h 1774 2900 593 1774 3233 320 1774 3336 250 1774 3147 409 Grp Volume(v), veh/h 186 274 270 67 257 262 132 691 713 80 240 244 Grp Sat Flow(s),veh/h/In 1774 1770 1723 1774 1770 1783 1774 1770 1816 1774 1770 1787 Q Serve(g_s), s 12.7 18.3 18.7 4.6 21.2 21.4 5.3 35.3 35.6 3.2 7.7 7.8 Cycle Q Clear(g_c), s 12.7 18.3 18.7 4.6 21.2 21.4 5.3 35.3 35.6 3.2 7.7 7.8 Prop In Lane 1.00 0.34 1.00 0.18 1.00 0.14 1.00 0.23 Lane Grp Cap(c), veh/h 247 402 391 209 301 303 558 945 970 221 919 928 V/C Ratio(X) 0.75 0.68 0.69 0.32 0.85 0.86 0.24 0.73 0.73 0.36 0.26 0.26 Avail Cap(c_a), veh/h 289 425 414 351 425 428 608 945 970 299 919 928 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 0.90 0.90 0.90 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.5 36.7 36.8 48.8 60.4 60.5 15.1 15.2 15.3 20.2 12.3 12.4 Incr Delay (d2), s/veh 6.5 3.4 3.8 0.2 7.3 7.8 0.1 5.0 4.9 0.4 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.6 9.2 9.3 2.3 11.0 11.2 2.6 18.4 18.9 1.6 3.9 3.9 LnGrp Delay(d),s/veh 47.0 40.1 40.6 49.0 67.7 68.3 15.2 20.2 20.2 20.5 13.0 13.1 LnGrp LOS D D D D E E BCCC B B Approach Vol, veh/h 730 586 1536 564 Approach Delay, s/veh 42.0 65.8 19.8 14.1 Approach LOS D E B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.7 84.3 20.5 31.5 11.4 86.5 12.0 40.1 Change Period (Y+Rc), s 6.4 6.4 * 5.7 6.0 6.4 6.4 * 5.7 6.0 Max Green Setting (Gmax), s 11.6 59.6 * 18 36.0 11.6 59.6 * 18 36.0 Max Q Clear Time (g_c+I1), s 7.3 9.8 14.7 23.4 5.2 37.6 6.6 20.7 Green Ext Time (p_c), s 0.1 1.0 0.1 2.1 0.0 3.7 0.0 2.5 Intersection Summary HCM 2010 Ctrl Delay 31.5 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street P.M. Peak Hour t Lane Group EBU EBL EBR EBR2 WBL WBT NBL NBT SBL SBT Lane Configurations rr r 4"+ Traffic Volume (vph) 1 88 258 142 54 284 139 713 24 294 Future Volume (vph) 1 88 258 142 54 284 139 713 24 294 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Detector Phase 3 3 8 8 7 4 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 10.7 10.7 25.0 25.0 10.7 25.0 41.0 41.0 41.0 41.0 Total Split (s) 20.0 20.0 35.0 35.0 20.0 35.0 65.0 65.0 65.0 65.0 Total Split (%) 16.7% 16.7% 29.2% 29.2% 16.7% 29.2% 54.2% 54.2% 54.2% 54.2% Yellow Time (s) 3.7 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street 7 02 (R) 3 04 65s zo 35s At 06 (R) (07 08 65s 7 213s I 35s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM Signalized Intersection Capacity Analysis Future Background 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street P.M. Peak Hour L Movement EBU EBL EBR EBR2 WBL2 WBL WBT WBR NBL NBT NBR2 SBL Lane Configurations rr r Traffic Volume (vph) 1 88 258 142 1 54 284 3 139 713 72 24 Future Volume (vph) 1 88 258 142 1 54 284 3 139 713 72 24 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 6.0 6.0 5.7 6.0 6.0 Lane Util. Factor 1.00 0.88 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 0.85 0.85 1.00 1.00 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1761 2787 1544 1751 3533 3463 Flt Permitted 0.37 1.00 1.00 0.95 1.00 0.77 Satd. Flow (perm) 690 2787 1544 1751 3533 2695 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) 1 93 272 149 1 57 299 3 146 751 76 25 RTOR Reduction (vph) 0 0 0 126 0 0 1 0 0 28 0 0 Lane Group Flow (vph) 0 94 272 23 0 58 301 0 0 945 0 0 Confl. Peds. (#/hr) 14 6 6 14 8 10 10 Confl. Bikes (#/hr) 1 1 4 Turn Type pm+pt pm+pt Prot Perm pm+pt pm+pt NA Perm NA Perm Protected Phases 3 3 8 7 7 4 6 Permitted Phases 8 8 8 4 4 6 2 Actuated Green, G (s) 27.6 18.7 18.7 22.8 16.3 77.1 Effective Green, g (s) 27.6 18.7 18.7 22.8 16.3 77.1 Actuated g/C Ratio 0.23 0.16 0.16 0.19 0.14 0.64 Clearance Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 Lane Grp Cap (vph) 238 434 240 332 479 1731 v/s Ratio Prot c0.03 c0.10 0.01 0.09 v/s Ratio Perm 0.06 0.02 0.02 c0.35 v/c Ratio 0.39 0.63 0.10 0.17 0.63 0.55 Uniform Delay, d1 37.8 47.4 43.4 40.7 49.0 11.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 2.4 0.1 0.1 2.2 1.2 Delay (s) 38.2 49.8 43.5 40.8 51.2 13.0 Level of Service D D D D D B Approach Delay (s) 49.5 13.0 Approach LOS D B Intersection Summary HCM 2000 Control Delay 25.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 93.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM Signalized Intersection Capacity Analysis Future Background 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street P.M. Peak Hour Movement SBT SBR Lane Configurations 41, Traffic Volume (vph) 294 113 Future Volume (vph) 294 113 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.0 Lane Util. Factor 0.95 Frpb, ped/bikes 0.99 Flpb, ped/bikes 1.00 Frt 0.96 Flt Protected 1.00 Satd. Flow (prot) 3371 Flt Permitted 0.86 Satd. Flow (perm) 2922 Peak -hour factor, PHF 0.95 0.95 Adj. Flow (vph) 309 119 RTOR Reduction (vph) 21 0 Lane Group Flow (vph) 432 0 Confl. Peds. (#/hr) 8 Confl. Bikes (#/hr) 4 Turn Type NA Protected Phases 2 Permitted Phases Actuated Green, G (s) 77.1 Effective Green, g (s) 77.1 Actuated g/C Ratio 0.64 Clearance Time (s) 6.0 Vehicle Extension (s) 1.0 Lane Grp Cap (vph) 1877 v/s Ratio Prot v/s Ratio Perm 0.15 v/c Ratio 0.23 Uniform Delay, d1 9.0 Progression Factor 0.93 Incremental Delay, d2 0.3 Delay (s) 8.6 Level of Service A Approach Delay (s) 8.6 Approach LOS A Intersection Summary K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 8: NE 2nd Avenue & NE 62nd Street P.M. Peak Hour Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 804 0 0 431 Future Vol, veh/h 0 163 804 0 0 431 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 194 957 0 0 513 Major/Minor Minorl Majorl Major2 Conflicting Flow All 479 0 - Stage 1 - - - Stage 2 - - - Critical Hdwy 5 - - Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3 - - Pot Cap-1 Maneuver 0 748 - 0 0 Stage 1 0 - - 0 0 Stage 2 0 - - 0 0 Platoon blocked, % - Mov Cap-1 Maneuver 748 - - Mov Cap-2 Maneuver - - - Stage 1 - - - Stage 2 - - - Approach WB NB SB HCM Control Delay, s 11.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 748 HCM Lane V/C Ratio - 0.259 HCM Control Delay (s) - 11.5 HCM Lane LOS B HCM 95th %tile Q(veh) 1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 9: NE 3rd Avenue & NE 62nd Street P.M. Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 21 507 14 0 Future Vol, veh/h 0 0 21 507 14 0 Conflicting Peds, #/hr 0 9 9 0 2 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 24 583 16 0 Major/Minor Major2 Minor1 Conflicting Flow All 9 0 351 Stage 1 - - 9 Stage 2 - - 342 Critical Hdwy 4.14 - 6.84 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3.52 Pot Cap-1 Maneuver 1609 - 620 0 Stage 1 - - 0 Stage 2 - - 691 0 Platoon blocked, % - Mov Cap-1 Maneuver 1595 - 601 Mov Cap-2 Maneuver - - 601 Stage 1 - - Stage 2 - - 691 Approach WB NB HCM Control Delay, s 0.4 11.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 601 1595 - HCM Lane V/C Ratio 0.027 0.015 - HCM Control Delay (s) 11.2 7.3 0.1 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.1 0 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 10: NE 62nd Street & NE 4th Avenue (West) P.M. Peak Hour Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 443 26 0 77 Future Vol, veh/h 0 0 443 26 0 77 Conflicting Peds, #/hr 9 0 0 9 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # - 0 - 0 Grade, % - 0 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 503 30 0 88 Major/Minor Major2 Minor2 Conflicting Flow All - 0 276 Stage 1 - - Stage 2 - - Critical Hdwy - - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy - - 3 Pot Cap-1 Maneuver - - 0 916 Stage 1 - - 0 Stage 2 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - 908 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach WB SB HCM Control Delay, s 0 9.4 HCM LOS A Minor Lane/Major Mvmt WBT WBR SBLn1 Capacity (veh/h) - 908 HCM Lane V/C Ratio - 0.096 HCM Control Delay (s) - 9.4 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 11: NE 4th Avenue (East) & NE 62nd Street P.M. Peak Hour Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 24 411 58 0 Future Vol, veh/h 0 0 24 411 58 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - - 0 Veh in Median Storage, # - - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 26 447 63 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 276 Stage 1 - - 0 Stage 2 - - 276 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver - - 916 0 Stage 1 - - 0 Stage 2 - - 858 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 916 Mov Cap-2 Maneuver - - 916 Stage 1 - - Stage 2 - - 858 Approach WB NB HCM Control Delay, s 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 916 - HCM Lane V/C Ratio 0.069 HCM Control Delay (s) 9.2 HCM Lane LOS A HCM 95th %tile Q(veh) 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 12: NE 4th Court & NE 62nd Street P.M. Peak Hour Lane Group WBT WBR NBL NBT SBT Lane Configurations Traffic Volume (vph) 255 23 72 783 143 Future Volume (vph) 255 23 72 783 143 Turn Type NA Perm Perm NA NA Protected Phases 2 4 8 Permitted Phases 2 4 Detector Phase 2 2 4 4 8 Switch Phase Minimum Initial (s) 16.0 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.3 24.3 24.3 Total Split (s) 30.0 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.3 2.3 2.3 Lost Time Adjust (s) 2.0 2.0 2.0 2.0 2.0 Total Lost Time (s) 8.0 8.0 8.3 8.3 8.3 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 54 (68%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 12: NE 4th Court & NE 62nd Street if, :1'04 1- 0 2 (R) 30s • 08 50 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 12: NE 4th Court & NE 62nd Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 20 255 23 72 783 0 0 143 88 Future Volume (veh/h) 0 0 0 20 255 23 72 783 0 0 143 88 Number 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1863 1863 1863 0 0 1863 1900 Adj Flow Rate, veh/h 21 266 24 75 816 0 0 149 92 Adj No. of Lanes 0 2 1 1 1 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2 Cap,veh/h 85 1128 515 516 859 0 0 497 307 Arrive On Green 0.48 0.45 0.45 0.46 0.46 0.00 0.00 0.46 0.49 Sat Flow, veh/h 253 3367 1536 1134 1863 0 0 1079 666 Grp Volume(v), veh/h 154 133 24 75 816 0 0 0 241 Grp Sat Flow(s),veh/h/In 1850 1770 1536 1134 1863 0 0 0 1745 Q Serve(g_s), s 4.1 3.7 0.7 3.5 33.6 0.0 0.0 0.0 6.8 Cycle Q Clear(g_c), s 4.1 3.7 0.7 10.3 33.6 0.0 0.0 0.0 6.8 Prop In Lane 0.14 1.00 1.00 0.00 0.00 0.38 Lane Grp Cap(c), veh/h 620 593 515 516 859 0 0 0 805 V/C Ratio(X) 0.25 0.22 0.05 0.15 0.95 0.00 0.00 0.00 0.30 Avail Cap(c_a), veh/h 620 593 515 585 971 0 0 0 909 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.49 0.49 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 15.8 15.8 14.9 16.7 20.7 0.0 0.0 0.0 13.2 Incr Delay (d2), s/veh 0.9 0.8 0.2 0.0 10.0 0.0 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 1.9 0.3 1.1 19.6 0.0 0.0 0.0 3.3 LnGrp Delay(d),s/veh 16.6 16.6 15.1 16.7 30.6 0.0 0.0 0.0 13.4 LnGrp LOS B B B B C B Approach Vol, veh/h 311 891 241 Approach Delay, s/veh 16.5 29.5 13.4 Approach LOS B C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 34.8 45.2 45.2 Change Period (Y+Rc), s 6.0 * 6.3 * 6.3 Max Green Setting (Gmax), s 24.0 * 44 * 44 Max Q Clear Time (g_c+I1), s 6.1 35.6 8.8 Green Ext Time (p_c), s 0.5 3.3 1.3 Intersection Summary HCM 2010 Ctrl Delay 24.0 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 13: Biscayne Boulevard & NE 62nd Street P.M. Peak Hour Lane Group WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 7 146 1738 1 1232 Future Volume (vph) 7 146 1738 1 1232 Turn Type NA pm+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.4 11.0 25.5 25.5 25.5 Total Split (s) 36.0 18.0 94.0 76.0 76.0 Total Split (%) 27.7% 13.8% 72.3% 58.5% 58.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.4 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 6 (5%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 13: Biscayne Boulevard & NE 62nd Street 01 J T 02 OR) 04 18s l6 s 36s At06 (R) 94 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 13: Biscayne Boulevard & NE 62nd Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 4 7 1 146 1738 9 1 1232 118 Future Volume (veh/h) 0 0 0 4 7 1 146 1738 9 1 1232 118 Number 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1863 1937 1900 1863 1937 1900 Adj Flow Rate, veh/h 4 7 1 152 1810 9 1 1283 123 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap,veh/h 53 98 14 417 3210 16 252 2611 249 Arrive On Green 0.05 0.05 0.05 0.05 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1149 2124 311 1774 3755 19 256 3390 324 Grp Volume(v), veh/h 6 0 6 152 886 933 1 695 711 Grp Sat Flow(s),veh/h/In 1805 0 1779 1774 1840 1933 256 1840 1873 Q Serve(g_s), s 0.4 0.0 0.4 2.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 0.4 2.2 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.64 0.17 1.00 0.01 1.00 0.17 Lane Grp Cap(c), veh/h 83 0 82 417 1573 1652 252 1418 1443 V/C Ratio(X) 0.08 0.00 0.07 0.36 0.56 0.56 0.00 0.49 0.49 Avail Cap(c_a), veh/h 411 0 405 513 1573 1652 252 1418 1443 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.38 0.38 0.38 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.4 0.0 59.3 2.2 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.1 0.6 0.5 0.0 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.2 1.0 0.2 0.2 0.0 0.5 0.5 LnGrp Delay(d),s/veh 59.6 0.0 59.6 2.3 0.6 0.5 0.0 1.2 1.2 LnGrp LOS E E A A A A A A Approach Vol, veh/h 12 1971 1407 Approach Delay, s/veh 59.6 0.7 1.2 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.0 106.6 12.4 117.6 Change Period (Y+Rc), s 6.0 6.5 6.4 6.5 Max Green Setting (Gmax), s 12.0 69.5 29.6 87.5 Max Q Clear Time (g_c+I1), s 4.2 2.0 2.4 2.0 Green Ext Time (p_c), s 0.1 4.0 0.0 6.1 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 1.1 A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 14: NE 61st Street & NE 3rd Avenue P.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 437 0 0 24 0 Future Vol, veh/h 8 437 0 0 24 0 Conflicting Peds, #/hr 3 0 0 3 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 Veh in Median Storage, # 0 - - 0 Grade, % - 0 0 - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 470 0 0 26 0 Major/Minor Majorl Minor2 Conflicting Flow All 3 0 256 Stage 1 - 3 Stage 2 - 253 Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - 5.84 Follow-up Hdwy 2.22 - 3 Pot Cap-1 Maneuver 1618 - 934 0 Stage 1 - 0 Stage 2 - 883 0 Platoon blocked, % - Mov Cap-1 Maneuver 1613 - 921 Mov Cap-2 Maneuver - 921 Stage 1 - Stage 2 - 880 Approach EB SB HCM Control Delay, s 0.1 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) 1613 - 921 HCM Lane V/C Ratio 0.005 - 0.028 HCM Control Delay (s) 7.2 0 9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 15: NE 4th Avenue/NE 4th Avenue (East) & NE 61st Street P.M. Peak Hour Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 462 14 0 0 0 0 48 86 1 19 0 Future Vol, veh/h 14 462 14 0 0 0 0 48 86 1 19 0 Conflicting Peds, #/hr 2 0 2 2 0 2 2 0 0 0 0 2 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - None - - None Storage Length Veh in Median Storage, # 0 - - - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 481 15 0 0 0 0 50 90 1 20 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 2 0 0 - 523 250 298 530 Stage 1 - - - 521 2 2 Stage 2 - - - 2 296 528 Critical Hdwy 4.14 - - - 5 5 5 5 Critical Hdwy Stg 1 - - - 5.54 - Critical Hdwy Stg 2 - - 6.54 5.54 Follow-up Hdwy 2.22 - - - 3 3 3 3 Pot Cap-1 Maneuver 1619 - - 0 716 939 896 711 0 Stage 1 - - 0 664 - - 0 Stage 2 - - 0 791 658 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1616 - - - 704 937 757 699 Mov Cap-2 Maneuver - - - 704 757 699 Stage 1 - - - 654 - Stage 2 - - 652 648 Approach EB NB SB HCM Control Delay, s 0.2 10.2 10.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 838 1616 - - 702 HCM Lane V/C Ratio 0.167 0.009 - - 0.03 HCM Control Delay (s) 10.2 7.2 0 - 10.3 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.6 0 - - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 16: NE 4th Court & NE 61st Street P.M. Peak Hour Lane Group EBT NBT SBL SBT Lane Configurations Traffic Volume (vph) 260 614 11 150 Future Volume (vph) 260 614 11 150 Turn Type NA NA Perm NA Protected Phases 6 4 8 Permitted Phases 8 Detector Phase 6 4 8 8 Switch Phase Minimum Initial (s) 7.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 59 (74%), Referenced to phase 6:EBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 4th Court & NE 61st Street j tO4 517 •I08 06 (R) 30s 7 50s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 16: NE 4th Court & NE 61st Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 260 34 0 0 0 0 614 37 11 150 0 Future Volume (veh/h) 220 260 34 0 0 0 0 614 37 11 150 0 Number 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 232 274 36 0 646 39 12 158 0 Adj No. of Lanes 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 2 2 2 2 0 Cap, veh/h 274 350 47 0 731 44 148 783 0 Arrive On Green 0.25 0.25 0.25 0.00 0.42 0.42 0.42 0.42 0.00 Sat Flow, veh/h 1468 1876 251 0 1737 105 754 1863 0 Grp Volume(v), veh/h 283 0 259 0 0 685 12 158 0 Grp Sat Flow(s),veh/h/In 1789 0 1805 0 0 1842 754 1863 0 Q Serve(g_s), s 12.0 0.0 10.7 0.0 0.0 27.4 1.2 4.3 0.0 Cycle Q Clear(g_c), s 12.0 0.0 10.7 0.0 0.0 27.4 28.6 4.3 0.0 Prop In Lane 0.82 0.14 0.00 0.06 1.00 0.00 Lane Grp Cap(c), veh/h 334 0 337 0 0 775 148 783 0 V/C Ratio(X) 0.85 0.00 0.77 0.00 0.00 0.88 0.08 0.20 0.00 Avail Cap(c_a), veh/h 537 0 541 0 0 1013 246 1025 0 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 29.0 0.0 28.5 0.0 0.0 21.4 34.6 14.7 0.0 Incr Delay (d2), s/veh 22.5 0.0 15.5 0.0 0.0 7.6 0.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 8.0 0.0 6.7 0.0 0.0 15.5 0.3 2.2 0.0 LnGrp Delay(d),s/veh 51.5 0.0 44.0 0.0 0.0 29.0 34.8 14.8 0.0 LnGrp LOS D D C C B Approach Vol, veh/h 542 685 170 Approach Delay, s/veh 47.9 29.0 16.2 Approach LOS D C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 39.6 20.9 39.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 24.0 44.0 Max Q Clear Time (g_c+I1), s 29.4 14.0 30.6 Green Ext Time (p_c), s 4.2 0.9 0.7 Intersection Summary HCM 2010 Ctrl Delay 34.8 HCM 2010 LOS C K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 17: Biscayne Boulevard & NE 61st Street P.M. Peak Hour Lane Group EBL EBT WBL WBR NBT SBL SBT Lane Configurations Traffic Volume (vph) 199 16 37 36 1648 21 1233 Future Volume (vph) 199 16 37 36 1648 21 1233 Turn Type Split NA Prot pm+ov NA pm+pt NA Protected Phases 8 8 7 5 6 5 2 Permitted Phases 7 2 Detector Phase 8 8 7 5 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 25.5 25.5 22.0 11.0 23.0 11.0 23.0 Total Split (s) 27.0 27.0 22.0 13.0 68.0 13.0 81.0 Total Split (%) 20.8% 20.8% 16.9% 10.0% 52.3% 10.0% 62.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 2 (2%), Referenced to phase 2:SBTL and 6:NBT, Start of Yellow Natural Cycle: 135 Control Type: Actuated -Coordinated Splits and Phases: 17: Biscayne Boulevard & NE 61st Street 7 02 (R) 07 8 81s 27s 22s J63 t06 (R) 13s05 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 17: Biscayne Boulevard & NE 61st Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 199 16 136 37 0 36 0 1648 14 21 1233 0 Future Volume (veh/h) 199 16 136 37 0 36 0 1648 14 21 1233 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 0 1863 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 221 18 151 41 0 40 0 1831 16 23 1370 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, veh/h 251 24 200 0 0 0 0 2497 22 237 2699 0 Arrive On Green 0.14 0.14 0.14 0.00 0.00 0.00 0.00 0.92 0.92 0.03 1.00 0.00 Sat Flow, veh/h 1774 169 1418 0 0 3688 31 1774 3632 0 Grp Volume(v), veh/h 221 0 169 0.0 0 900 947 23 1370 0 Grp Sat Flow(s),veh/h/In 1774 0 1587 0 1770 1856 1774 1770 0 Q Serve(g_s), s 15.9 0.0 13.3 0.0 15.5 15.7 0.5 0.0 0.0 Cycle Q Clear(g_c), s 15.9 0.0 13.3 0.0 15.5 15.7 0.5 0.0 0.0 Prop In Lane 1.00 0.89 0.00 0.02 1.00 0.00 Lane Grp Cap(c), veh/h 251 0 224 0 1229 1290 237 2699 0 V/C Ratio(X) 0.88 0.00 0.75 0.00 0.73 0.73 0.10 0.51 0.00 Avail Cap(c_a), veh/h 280 0 250 0 1229 1290 294 2699 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 0.92 0.00 0.92 0.00 1.00 1.00 0.84 0.84 0.00 Uniform Delay (d), s/veh 54.8 0.0 53.6 0.0 2.1 2.1 6.0 0.0 0.0 Incr Delay (d2), s/veh 22.5 0.0 9.5 0.0 3.9 3.7 0.1 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 9.4 0.0 6.4 0.0 8.2 8.6 0.2 0.2 0.0 LnGrp Delay(d),s/veh 77.3 0.0 63.1 0.0 6.0 5.8 6.1 0.6 0.0 LnGrp LOS E E A A A A Approach Vol, veh/h 390 1847 1393 Approach Delay, s/veh 71.1 5.9 0.7 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 105.1 8.8 96.3 24.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.5 Max Green Setting (Gmax), s 75.0 7.0 62.0 20.5 Max Q Clear Time (g_c+I1), s 2.0 2.5 17.7 17.9 Green Ext Time (p_c), s 4.8 0.0 6.3 0.4 Intersection Summary HCM 2010 Ctrl Delay 10.9 HCM 2010 LOS B K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 18: NE 2nd Avenue & NE 60th Street (North) P.M. Peak Hour Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 8 948 2 7 479 Future Vol, veh/h 5 8 948 2 7 479 Conflicting Peds, #/hr 8 2 0 17 17 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 9 1030 2 8 521 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1333 535 0 0 1049 0 Stage 1 1048 - - - Stage 2 285 - - - Critical Hdwy 5 5 - - 4.14 Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3 3 - - 2.22 Pot Cap-1 Maneuver 312 707 - - 659 Stage 1 329 - - - Stage 2 849 - - - Platoon blocked, % - - Mov Cap-1 Maneuver 300 694 - - 648 Mov Cap-2 Maneuver 300 - - - Stage 1 318 - - - Stage 2 842 - - - Approach HCM Control Delay, s HCM LOS WB 13.1 B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT NB 0 SB 0.3 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 461 648 - 0.031 0.012 - 13.1 10.6 0.1 - B B A - 0.1 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 19: NE 2nd Avenue & NE 60th Street (South) P.M. Peak Hour Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 16 10 942 484 5 Future Vol, veh/h 7 16 10 942 484 5 Conflicting Peds, #/hr 2 8 11 0 0 11 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 17 11 1024 526 5 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1076 285 542 0 0 Stage 1 540 - - - Stage 2 536 - - - Critical Hdwy 5 5 4.14 - Critical Hdwy Stg 1 5.84 - - - Critical Hdwy Stg 2 5.84 - - - Follow-up Hdwy 3 3 2.22 - Pot Cap-1 Maneuver 408 907 1023 - Stage 1 621 - - - Stage 2 624 - - - Platoon blocked, % - Mov Cap-1 Maneuver 390 891 1012 - Mov Cap-2 Maneuver 390 - - - Stage 1 599 - - - Stage 2 618 - - - Approach EB HCM Control Delay, s 10.8 HCM LOS B NB 0.2 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1012 - 641 HCM Lane V/C Ratio 0.011 - 0.039 HCM Control Delay (s) 8.6 0.1 10.8 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 20: NE 4th Avenue & NE 60th Street P.M. Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 5 1 112 46 3 Future Vol, veh/h 2 5 1 112 46 3 Conflicting Peds, #/hr 0 4 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 5 1 123 51 3 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 182 61 58 0 0 Stage 1 57 - - - Stage 2 125 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 1004 1131 1546 - Stage 1 1128 - - - Stage 2 1047 - - - Platoon blocked, % - Mov Cap-1 Maneuver 995 1122 1540 - Mov Cap-2 Maneuver 995 - - - Stage 1 1122 - - - Stage 2 1043 - - - Approach EB HCM Control Delay, s 8.3 HCM LOS A NB 0.1 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1540 - 1083 HCM Lane V/C Ratio 0.001 - 0.007 HCM Control Delay (s) 7.3 0 8.3 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 22: NE 4th Avenue & NE 59th Terrace P.M. Peak Hour Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 18 15 22 85 44 5 Future Vol, veh/h 18 15 22 85 44 5 Conflicting Peds, #/hr 12 13 18 0 0 18 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - - - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 17 25 96 49 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 228 83 73 0 0 Stage 1 70 - - - Stage 2 158 - - - Critical Hdwy 5 5 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3 3 2.218 - Pot Cap-1 Maneuver 960 1107 1527 - Stage 1 1112 - - - Stage 2 1010 - - - Platoon blocked, % - Mov Cap-1 Maneuver 911 1075 1501 - Mov Cap-2 Maneuver 911 - - - Stage 1 1073 - - - Stage 2 993 - - - Approach HCM Control Delay, s HCM LOS EB 8.8 A NB 1.5 Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR SB 0 Capacity (veh/h) 1501 - 979 HCM Lane V/C Ratio 0.016 - 0.038 HCM Control Delay (s) 7.4 0 8.8 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 23: NE 2nd Avenue & NE 59th Street P.M. Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 33 22 28 35 28 21 834 41 423 Future Volume (vph) 33 22 28 35 28 21 834 41 423 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 28.0 28.0 28.0 27.0 27.0 27.0 27.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 23: NE 2nd Avenue & NE 59th Street 7 02 (R) 04 60s 60s t06 (R) 438 60 s 60 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 23: NE 2nd Avenue & NE 59th Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 22 28 35 28 92 21 834 38 41 423 19 Future Volume (veh/h) 33 22 28 35 28 92 21 834 38 41 423 19 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.96 0.98 0.97 0.99 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 35 23 29 37 29 97 22 878 40 43 445 20 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 187 266 218 74 54 133 67 2485 112 201 2068 94 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 1.00 1.00 1.00 1.00 1.00 1.00 SatFlow,veh/h 1242 1863 1523 258 375 930 47 3282 148 219 2732 124 Grp Volume(v), veh/h 35 23 29 163 0 0 491 0 449 240 0 268 Grp Sat Flow(s),veh/h/In 1242 1863 1523 1563 0 0 1814 0 1663 1407 0 1668 Q Serve(g_s), s 0.0 1.3 2.0 7.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.2 1.3 2.0 11.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.23 0.60 0.04 0.09 0.18 0.07 Lane Grp Cap(c), veh/h 187 266 218 260 0 0 1405 0 1259 1101 0 1263 V/C Ratio(X) 0.19 0.09 0.13 0.63 0.00 0.00 0.35 0.00 0.36 0.22 0.00 0.21 Avail Cap(c_a), veh/h 568 838 685 730 0 0 1405 0 1259 1101 0 1263 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.3 44.6 44.9 49.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.1 0.2 1.8 0.0 0.0 0.7 0.0 0.8 0.5 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.1 0.7 0.9 5.3 0.0 0.0 0.3 0.0 0.3 0.1 0.0 0.1 LnGrp Delay(d),s/veh 46.6 44.7 45.1 50.9 0.0 0.0 0.7 0.0 0.8 0.5 0.0 0.4 LnGrp LOS D D D D A A A A Approach Vol, veh/h 87 163 940 508 Approach Delay, s/veh 45.6 50.9 0.7 0.4 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 96.8 23.2 96.8 23.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Max Q Clear Time (g_c+I1), s 2.0 13.8 2.0 7.2 Green Ext Time (p_c), s 1.3 0.9 2.3 0.3 Intersection Summary HCM 2010 Ctrl Delay 7.8 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 AWSC Future Background 24: NE 59th Street & NE 4th Avenue P.M. Peak Hour Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 49 7 0 14 103 31 0 7 67 25 0 12 35 10 Future Vol, veh/h 0 15 49 7 0 14 103 31 0 7 67 25 0 12 35 10 Peak Hour Factor 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 16 51 7 0 15 107 32 0 7 70 26 0 13 36 10 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.9 8.3 8 7.9 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 7% 21% 9% 21% Vol Thru, % 68% 69% 70% 61% Vol Right, % 25% 10% 21% 18% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 99 71 148 57 LT Vol 7 15 14 12 Through Vol 67 49 103 35 RT Vol 25 7 31 10 Lane Flow Rate 103 74 154 59 Geometry Grp 1 1 1 1 Degree of Util (X) 0.125 0.092 0.183 0.074 Departure Headway (Hd) 4.378 4.454 4.282 4.5 Convergence, Y/N Yes Yes Yes Yes Cap 821 806 840 797 Service Time 2.395 2.471 2.296 2.519 HCM Lane V/C Ratio 0.125 0.092 0.183 0.074 HCM Control Delay 8 7.9 8.3 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.3 0.7 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\Future Background PM.syn Appendix L Future Total Conditions Analysis A.M. Peak Hour Timings 1: NE 2nd Avenue & NE 67th Street Future Total A.M. Peak Hour 1- I Lane Group EBT WBT NBL NBT SBL SBT Lane Configurations i, 41, Traffic Volume (vph) 4 1 15 388 156 944 Future Volume (vph) 4 1 15 388 156 944 Turn Type NA NA Perm NA Perm NA Protected Phases 3 4 6 2 Permitted Phases 6 2 Detector Phase 3 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0 12.0 Minimum Split (s) 22.0 13.0 24.0 24.0 24.0 24.0 Total Split (s) 22.0 15.0 83.0 83.0 83.0 83.0 Total Split (%) 18.3% 12.5% 69.2% 69.2% 69.2% 69.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 1: NE 2nd Avenue & NE 67th Street 7 02 (R) 04 3 83s 2 s 15s At 06 (R) 83s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM Signalized Intersection Capacity Analysis Future Total 1: NE 2nd Avenue & NE 67th Street A.M. Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 41, 41, Traffic Volume (vph) 9 4 11 16 1 57 15 388 39 156 944 2 Future Volume (vph) 9 4 11 16 1 57 15 388 39 156 944 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.94 0.90 0.99 1.00 Fit Protected 0.98 0.99 1.00 0.99 Satd. Flow (prot) 1700 1629 3479 3513 Flt Permitted 0.98 0.99 0.90 0.78 Satd. Flow (perm) 1700 1629 3123 2750 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) 9 4 12 17 1 60 16 408 41 164 994 2 RTOR Reduction (vph) 0 12 0 0 57 0 0 4 0 0 0 0 Lane Group Flow (vph) 0 13 0 0 21 0 0 461 0 0 1160 0 Confl. Peds. (#/hr) 1 1 1 1 5 3 3 5 Confl. Bikes (#/hr) 1 Turn Type Split NA Split NA Perm NA Perm NA Protected Phases 3 3 4 4 6 2 Permitted Phases 6 2 Actuated Green, G (s) 4.5 6.6 90.9 90.9 Effective Green, g (s) 4.5 6.6 90.9 90.9 Actuated g/C Ratio 0.04 0.05 0.76 0.76 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 63 89 2365 2083 v/s Ratio Prot c0.01 c0.01 v/s Ratio Perm 0.15 c0.42 v/c Ratio 0.21 0.24 0.19 0.56 Uniform Delay, d1 56.0 54.3 4.1 6.1 Progression Factor 1.00 1.00 0.56 1.00 Incremental Delay, d2 1.2 1.0 0.2 1.1 Delay (s) 57.3 55.3 2.5 7.2 Level of Service E E A A Approach Delay (s) 57.3 55.3 2.5 7.2 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 8.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC 2: NE 4th Avenue (West)/NE 4th Avenue & NE 67th Street Future Total A.M. Peak Hour Intersection Int Delay, s/veh 6.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 1 137 0 0 1 49 32 0 0 79 3 Future Vol, veh/h 43 1 137 0 0 1 49 32 0 0 79 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 2 2 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 57 1 183 0 0 1 65 43 0 0 105 4 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 281 282 107 374 284 45 109 0 0 45 0 0 Stage 1 107 107 - 175 175 - - - Stage 2 174 175 - 199 109 - - - Critical Hdwy 5 5 5 5 5 5 4.12 - - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - Follow-up Hdwy 3 3 3 3 3 3 2.218 - - 2.218 Pot Cap-1 Maneuver 911 910 1081 831 908 1149 1481 - - 1563 Stage 1 1046 1065 - 958 986 - - - Stage 2 959 986 - 928 1062 - - - Platoon blocked, % - Mov Cap-1 Maneuver 879 867 1081 665 865 1147 1481 - - 1563 Mov Cap-2 Maneuver 879 867 - 665 865 - - - Stage1 999 1065 - 913 940 - - - Stage 2 915 940 - 770 1062 - - - Approach EB WB HCM Control Delay, s 9.6 8.1 HCM LOS A A NB 4.6 Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR SB 0 Capacity (veh/h) 1481 - - 1024 1147 1563 HCM Lane V/C Ratio 0.044 - - 0.236 0.001 - HCM Control Delay (s) 7.5 0 - 9.6 8.1 0 HCM Lane LOS A A - A A A HCM 95th %tile Q(veh) 0.1 - - 0.9 0 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 3: NW 62nd Street & 1-95 SB Off -Ramp Future Total A.M. Peak Hour Lane Group EBT WBL WBT SBL SBT Lane Configurations +" 19 14 111 Traffic Volume (vph) 690 432 510 209 127 Future Volume (vph) 690 432 510 209 127 Turn Type NA pm+pt NA Split NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum Initial (s) 16.0 5.0 16.0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25.0 Total Split (s) 55.0 17.0 72.0 53.0 53.0 Total Split (%) 44.0% 13.6% 57.6% 42.4% 42.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2:WBTL and 6:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 62nd Street & 1-95 SB Off -Ramp 1.411P08 1- 02 (R) 72s 53s 05 J55"436 (R) 17 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 3: NW 62nd Street & 1-95 SB Off -Ramp Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +"ri 111 ++ 'Pi Traffic Volume (veh/h) 0 690 701 432 510 0 0 0 0 209 127 76 Future Volume (veh/h) 0 690 701 432 510 0 0 0 0 209 127 76 Number 1 6 16 5 2 12 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1863 1900 1863 1863 0 1863 1863 1900 Adj Flow Rate, veh/h 0 704 715 441 520 0 213 130 78 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap,veh/h 0 1103 970 372 2688 0 257 158 95 Arrive On Green 0.00 0.83 0.83 0.12 1.00 0.00 0.14 0.14 0.14 Sat Flow, veh/h 0 1863 1556 1774 3632 0 1774 1090 654 Grp Volume(v), veh/h 0 704 715 441 520 0 213 0 208 Grp Sat Flow(s),veh/h/In 0 1770 1556 1774 1770 0 1774 0 1744 Q Serve(g_s), s 0.0 18.0 25.2 11.0 0.0 0.0 14.6 0.0 14.5 Cycle Q Clear(g_c), s 0.0 18.0 25.2 11.0 0.0 0.0 14.6 0.0 14.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.38 Lane Grp Cap(c), veh/h 0 1103 970 372 2688 0 257 0 252 V/C Ratio(X) 0.00 0.64 0.74 1.18 0.19 0.00 0.83 0.00 0.82 Avail Cap(c_a), veh/h 0 1103 970 372 2688 0 667 0 656 HCM Platoon Ratio 1.00 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.37 0.37 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.6 6.2 21.0 0.0 0.0 52.0 0.0 51.9 Incr Delay (d2), s/veh 0.0 2.8 5.0 93.2 0.1 0.0 5.2 0.0 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 9.4 11.6 22.4 0.0 0.0 7.5 0.0 7.3 LnGrp Delay(d),s/veh 0.0 8.4 11.2 114.2 0.1 0.0 57.1 0.0 57.0 LnGrp LOS A B F A E E Approach Vol, veh/h 1419 961 421 Approach Delay, s/veh 9.8 52.4 57.0 Approach LOS A D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 100.9 17.0 83.9 24.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 66.0 11.0 49.0 47.0 Max Q Clear Time (g_c+I1), s 2.0 13.0 27.2 16.6 Green Ext Time (p_c), s 6.8 0.0 6.2 1.5 Intersection Summary HCM 2010 Ctrl Delay 31.5 HCM 2010 LOS C K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 4: I-95 NB Off -Ramp & NW 62nd Street Future Total A.M. Peak Hour Lane Group EBL EBT WBT NBT Lane Configurations 4' Traffic Volume (vph) 327 503 652 542 Future Volume (vph) 327 503 652 542 Turn Type pm+pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detector Phase 1 6 2 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 Minimum Split (s) 11.0 22.0 22.0 30.0 Total Split (s) 20.0 77.0 57.0 48.0 Total Split (%) 16.0% 61.6% 45.6% 38.4% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2:WBT and 6:EBTL, Start of Yellow Natural Cycle: 100 Control Type: Actuated -Coordinated Splits and Phases: 4: 1-95 NB Off -Ramp & NW 62nd Street 01 04 1- 07 (R) 57s zOs 48s 77 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 4: 1-95 NB Off -Ramp & NW 62nd Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 14, 4114 Traffic Volume (veh/h) 327 503 0 0 652 247 369 542 435 0 0 0 Future Volume (veh/h) 327 503 0 0 652 247 369 542 435 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 344 529 0 0 686 260 388 571 458 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap,veh/h 462 2010 0 0 739 280 308 465 392 Arrive On Green 0.29 0.76 0.00 0.00 0.40 0.40 0.34 0.34 0.34 Sat Flow, veh/h 1774 3632 0 0 2571 939 917 1385 1167 Grp Volume(v), veh/h 344 529 0 0 490 456 769 0 648 Grp Sat Flow(s),veh/h/In 1774 1770 0 0 1770 1647 1817 0 1652 Q Serve(g_s), s 16.6 5.7 0.0 0.0 33.0 33.0 42.0 0.0 42.0 Cycle Q Clear(g_c), s 16.6 5.7 0.0 0.0 33.0 33.0 42.0 0.0 42.0 Prop In Lane 1.00 0.00 0.00 0.57 0.50 0.71 Lane Grp Cap(c), veh/h 462 2010 0 0 528 491 610 0 555 V/C Ratio(X) 0.75 0.26 0.00 0.00 0.93 0.93 1.26 0.00 1.17 Avail Cap(c_a), veh/h 462 2010 0 0 722 672 610 0 555 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.17 0.17 0.00 0.00 0.87 0.87 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.5 7.3 0.0 0.0 36.4 36.4 41.5 0.0 41.5 Incr Delay (d2), s/veh 1.0 0.1 0.0 0.0 22.7 23.9 129.6 0.0 93.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 10.5 2.7 0.0 0.0 19.4 18.2 43.0 0.0 33.6 LnGrp Delay(d),s/veh 39.5 7.4 0.0 0.0 59.1 60.3 171.1 0.0 135.2 LnGrp LOS D A E E F F Approach Vol, veh/h 873 946 1417 Approach Delay, s/veh 20.0 59.7 154.7 Approach LOS C E F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 33.7 43.3 48.0 77.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 51.0 42.0 71.0 Max Q Clear Time (g_c+I1), s 18.6 35.0 44.0 7.7 Green Ext Time (p_c), s 0.0 2.2 0.0 2.0 Intersection Summary HCM 2010 Ctrl Delay 90.6 HCM 2010 LOS F K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 5: NW 2nd Avenue & NW 62nd Street Future Total A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 144 ' + r 19 + r Traffic Volume (vph) 53 732 90 565 113 183 118 123 274 131 Future Volume (vph) 53 732 90 565 113 183 118 123 274 131 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 8 Switch Phase Minimum Initial (s) 5.0 16.0 5.0 16.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 16.0 52.0 16.0 52.0 16.0 41.0 41.0 16.0 41.0 41.0 Total Split (%) 12.8% 41.6% 12.8% 41.6% 12.8% 32.8% 32.8% 12.8% 32.8% 32.8% Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3.7 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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) 5.7 6.0 5.7 6.0 5.7 6.0 6.0 5.7 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None None None None None None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 84.2 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Splits and Phases: 5: NW 2nd Avenue & NW 62nd Street 01 02 16s 52s 16s 41s 05 107 •I08 -0t36 16s 52s 16s 41s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 5: NW 2nd Avenue & NW 62nd Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 4" 19 + r 11 1 ri Traffic Volume (veh/h) 53 732 112 90 565 45 113 183 118 123 274 131 Future Volume (veh/h) 53 732 112 90 565 45 113 183 118 123 274 131 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.96 0.99 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 55 762 117 94 589 47 118 191 123 128 285 136 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 335 937 144 268 1054 84 306 392 324 371 402 333 Arrive On Green 0.06 0.41 0.41 0.08 0.42 0.42 0.07 0.21 0.21 0.08 0.22 0.22 Sat Flow, veh/h 1774 3071 471 1774 3309 264 1774 1863 1541 1774 1863 1541 Grp Volume(v), veh/h 55 439 440 94 314 322 118 191 123 128 285 136 Grp Sat Flow(s),veh/h/In 1774 1770 1772 1774 1770 1803 1774 1863 1541 1774 1863 1541 Q Serve(g_s), s 1.4 14.9 14.9 2.4 9.1 9.1 3.5 6.1 4.6 3.7 9.6 5.1 Cycle Q Clear(g_c), s 1.4 14.9 14.9 2.4 9.1 9.1 3.5 6.1 4.6 3.7 9.6 5.1 Prop In Lane 1.00 0.27 1.00 0.15 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 335 540 541 268 564 574 306 392 324 371 402 333 V/C Ratio(X) 0.16 0.81 0.81 0.35 0.56 0.56 0.39 0.49 0.38 0.34 0.71 0.41 Avail Cap(c_a), veh/h 520 1201 1203 429 1201 1224 447 962 796 503 962 796 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.9 18.4 18.4 15.9 15.9 15.9 19.4 23.5 23.0 18.8 24.6 22.8 Incr Delay (d2), s/veh 0.1 1.1 1.1 0.3 0.3 0.3 0.3 0.7 0.5 0.2 1.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 7.3 7.4 1.2 4.4 4.6 1.7 3.2 2.0 1.8 5.1 2.2 LnGrp Delay(d),s/veh 15.0 19.6 19.6 16.2 16.2 16.3 19.7 24.2 23.5 19.0 26.3 23.4 LnGrp LOS B B B B B B B C C B C C Approach Vol, veh/h 934 730 432 549 Approach Delay, s/veh 19.3 16.2 22.8 23.9 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.9 27.6 11.0 20.3 9.8 26.7 10.6 20.6 Change Period (Y+Rc), s * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 Max Green Setting (Gmax), s * 10 46.0 * 10 35.0 * 10 46.0 * 10 35.0 Max Q Clear Time (g_c+I1), s 3.4 11.1 5.7 8.1 4.4 16.9 5.5 11.6 Green Ext Time (p_c), s 0.0 3.8 0.1 3.1 0.0 3.7 0.1 3.0 Intersection Summary HCM 2010 Ctrl Delay 20.0 HCM 2010 LOS B Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Future Total A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations ' t"ri 19 1'Pi 4" 19 4 Traffic Volume (vph) 71 814 148 434 114 408 192 1136 Future Volume (vph) 71 814 148 434 114 408 192 1136 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 16.0 5.0 16.0 Minimum Split (s) 10.7 24.0 10.7 24.0 11.4 24.4 11.4 24.4 Total Split (s) 18.0 42.0 18.0 42.0 16.0 81.0 16.0 81.0 Total Split (%) 11.5% 26.8% 11.5% 26.8% 10.2% 51.6% 10.2% 51.6% Yellow Time (s) 3.7 4.0 3.7 4.0 4.4 4.4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5.7 6.0 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Cycle Length: 157 Actuated Cycle Length: 132.8 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 6: N Miami Avenue & NW 62nd Street/NE 62nd Street #� l01 3 04 16s 181s 118s 142..s 0 5 t 06 O 7 '08 16s 181s l 118s l 1142.s , K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 4" 19 4 'Pi 4" Traffic Volume (veh/h) 71 814 86 148 434 53 114 408 174 192 1136 58 Future Volume (veh/h) 71 814 86 148 434 53 114 408 174 192 1136 58 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 74 848 90 154 452 55 119 425 181 200 1183 60 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 316 915 97 213 1012 122 189 860 362 390 1294 66 Arrive On Green 0.04 0.28 0.28 0.08 0.32 0.32 0.08 0.47 0.47 0.11 0.50 0.50 Sat Flow, veh/h 1774 3218 342 1774 3173 384 1774 2414 1017 1774 3424 174 Grp Volume(v), veh/h 74 466 472 154 251 256 119 310 296 200 611 632 Grp Sat Flow(s),veh/h/In 1774 1770 1790 1774 1770 1788 1774 1770 1661 1774 1770 1828 Q Serve(g_s), s 3.5 30.9 30.9 7.3 13.6 13.7 5.1 14.5 14.8 8.8 38.3 38.4 Cycle Q Clear(g_c), s 3.5 30.9 30.9 7.3 13.6 13.7 5.1 14.5 14.8 8.8 38.3 38.4 Prop In Lane 1.00 0.19 1.00 0.21 1.00 0.61 1.00 0.09 Lane Grp Cap(c), veh/h 316 503 509 213 564 570 189 630 592 390 669 691 V/C Ratio(X) 0.23 0.93 0.93 0.72 0.44 0.45 0.63 0.49 0.50 0.51 0.91 0.92 Avail Cap(c_a), veh/h 421 528 534 257 564 570 227 1094 1027 390 1094 1130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 42.0 42.0 31.5 32.6 32.7 28.4 24.3 24.3 22.2 28.2 28.2 Incr Delay (d2), s/veh 0.1 21.9 21.8 5.5 0.4 0.4 2.0 0.2 0.2 0.5 4.8 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.7 18.1 18.3 3.9 6.7 6.8 2.6 7.0 6.8 4.3 19.4 20.1 LnGrp Delay(d),s/veh 29.1 63.9 63.7 37.0 33.0 33.1 30.4 24.5 24.6 22.7 33.0 33.0 LnGrp LOS C E EDCCCCCCCC Approach Vol, veh/h 1012 661 725 1443 Approach Delay, s/veh 61.3 34.0 25.5 31.6 Approach LOS E C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.4 52.0 10.8 44.5 16.0 49.4 15.0 40.3 Change Period (Y+Rc), s 6.4 6.4 * 5.7 6.0 6.4 6.4 * 5.7 6.0 Max Green Setting (Gmax), s 9.6 74.6 * 12 36.0 9.6 74.6 * 12 36.0 Max Q Clear Time (g_c+I1), s 7.1 40.4 5.5 15.7 10.8 16.8 9.3 32.9 Green Ext Time (p_c), s 0.0 5.2 0.0 8.0 0.0 5.2 0.1 1.4 Intersection Summary HCM 2010 Ctrl Delay 38.7 HCM 2010 LOS D Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Future Total A.M. Peak Hour 1- Lane Group EBU EBL EBR EBR2 WBL WBT NBL NBT SBL SBT Lane Configurations rr r Traffic Volume (vph) 9 124 704 326 134 399 107 287 163 709 Future Volume (vph) 9 124 704 326 134 399 107 287 163 709 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Detector Phase 3 3 8 8 7 4 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 10.7 10.7 25.0 25.0 10.7 25.0 41.0 41.0 41.0 41.0 Total Split (s) 20.0 20.0 40.0 40.0 20.0 40.0 60.0 60.0 60.0 60.0 Total Split (%) 16.7% 16.7% 33.3% 33.3% 16.7% 33.3% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 3.7 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 27 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street 7 02 (R) iiii 3 04 60s 20s 40s At06 (R) 07 08 60s 20s 4Os K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM Signalized Intersection Capacity Analysis Future Total 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street A.M. Peak Hour f r* L Movement EBU EBL EBR EBR2 WBL WBT WBR NBL NBT NBR2 SBL SBT Lane Configurations rr r vi 1 4"ri Traffic Volume (vph) 9 124 704 326 134 399 2 107 287 65 163 709 Future Volume (vph) 9 124 704 326 134 399 2 107 287 65 163 709 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lane Util. Factor 1.00 0.88 1.00 1.00 0.95 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Frt 1.00 0.85 0.85 1.00 1.00 0.98 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.99 0.99 Satd. Flow (prot) 1766 2787 1541 1747 3536 3416 3477 Flt Permitted 0.44 1.00 1.00 0.95 1.00 0.53 0.72 Satd. Flow (perm) 817 2787 1541 1747 3536 1825 2520 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 10 132 749 347 143 424 2 114 305 69 173 754 RTOR Reduction (vph) 0 0 0 168 0 0 0 0 42 0 0 3 Lane Group Flow (vph) 0 142 749 179 143 426 0 0 446 0 0 976 Confl. Peds. (#/hr) 5 7 7 5 3 2 2 Confl. Bikes (#/hr) 2 2 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Actuated Green, G (s) 45.4 35.1 35.1 48.2 36.5 55.5 55.5 Effective Green, g (s) 45.4 35.1 35.1 48.2 36.5 55.5 55.5 Actuated g/C Ratio 0.38 0.29 0.29 0.40 0.30 0.46 0.46 Clearance Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 1.0 Lane Grp Cap (vph) 390 815 450 701 1075 844 1165 v/s Ratio Prot c0.03 c0.27 0.02 0.12 v/s Ratio Perm 0.11 0.12 0.06 0.24 c0.39 v/c Ratio 0.36 0.92 0.40 0.20 0.40 0.53 0.84 Uniform Delay, d1 25.3 41.1 34.0 23.4 33.0 22.9 28.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.89 1.37 Incremental Delay, d2 0.2 15.2 0.4 0.1 0.2 2.3 6.3 Delay (s) 25.5 56.2 34.4 23.4 33.2 22.8 45.1 Level of Service CECCC C D Approach Delay (s) 30.8 22.8 45.1 Approach LOS C C D Intersection Summary HCM 2000 Control Delay 39.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 110.1% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM Signalized Intersection Capacity Analysis 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Future Total A.M. Peak Hour 4/ Movement SBR Latonfigurations Traffic Volume (vph) 49 Future Volume (vph) 49 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.94 Adj. Flow (vph) 52 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 3 Confl. Bikes (#/hr) 1 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 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC 8: NE 2nd Avenue & NE 62nd Street Future Total A.M. Peak Hour Intersection Int Delay, s/veh Movement 0.9 WBL WBR NBT NBR SBL SBT Lane Configurations 44 +1' Traffic Vol, veh/h 0 127 413 0 0 922 Future Vol, veh/h 0 127 413 0 0 922 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 138 449 0 0 1002 Major/Minor Minorl Majorl Major2 Conflicting Flow All - 224 0 - Stage 1 - - Stage 2 - - Critical Hdwy - 6.94 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 779 - 0 0 Stage 1 0 - 0 0 Stage 2 0 - 0 0 Platoon blocked, % Mov Cap-1 Maneuver - 779 - - Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach WB NB SB HCM Control Delay, s 10.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 779 HCM Lane V/C Ratio - 0.177 HCM Control Delay (s) - 10.6 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0.6 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC 9: NE 3rd Avenue & NE 62nd Street Future Total A.M. Peak Hour Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4+ 19 Traffic Vol, veh/h 0 0 95 612 62 0 Future Vol, veh/h 0 0 95 612 62 0 Conflicting Peds, #/hr 0 3 3 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # - - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 110 712 72 0 Major/Minor Major2 Minor1 Conflicting Flow All 3 0 580 Stage 1 - - 3 - Stage 2 - - 577 - Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3 - Pot Cap-1 Maneuver 1618 - 676 0 Stage 1 - - - 0 Stage 2 - - 593 0 Platoon blocked, % - Mov Cap-1 Maneuver 1618 - 599 Mov Cap-2 Maneuver - - 599 - Stage 1 - - - - Stage 2 - - 527 - Approach WB NB HCM Control Delay, s HCM LOS 1.3 11.8 B Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 599 1618 - 0.12 0.068 - 11.8 7.4 0.3 B A A 0.4 0.2 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC Future Total with Improvements 10: NE 4th Avenue & NE 62nd Street A.M. Peak Hour Intersection Int Delay, s/veh 9.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations itt4 19 4 1 r Traffic Vol, veh/h 0 0 0 175 531 162 60 234 0 0 71 121 Future Vol, veh/h 0 0 0 175 531 162 60 234 0 0 71 121 Conflicting Peds, #/hr 8 0 0 0 0 8 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - 50 - 100 Veh in Median Storage, # - - - 0 - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 201 610 186 69 269 0 0 82 139 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 748 1207 - 1114 406 Stage 1 - - - 0 0 - 1114 Stage 2 - - - 748 1207 - 0 Critical Hdwy 4.14 - - 5 5 - 5 5 Critical Hdwy Stg 1 - - - - - - 5.54 Critical Hdwy Stg 2 - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 - 3 3 Pot Cap-1 Maneuver - - - 571 356 0 0 392 805 Stage 1 - - - - - 0 0 332 Stage 2 - - - 414 297 0 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - - 395 353 - 389 799 Mov Cap-2 Maneuver - - - 395 353 - 389 Stage 1 - - - - - - 329 Stage 2 - - - 257 295 Approach WB NB SB HCM Control Delay, s 36.2 12.8 HCM LOS E B Minor Lane/Major Mvmt NBLn1 NBLn2 WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 395 353 - - - 389 799 HCM Lane V/C Ratio 0.175 0.762 - - - 0.21 0.174 HCM Control Delay (s) 16 41.4 - - - 16.7 10.5 HCM Lane LOS C E - - - C B HCM 95th %tile Q(veh) 0.6 6.1 - - - 0.8 0.6 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM_withimprovements 06 19 18.syn HCM 2010 TWSC 10: NE 62nd Street & NE 4th Avenue (West) Future Total A.M. Peak Hour Intersection Int Delay, s/veh 16.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Traffic Vol, veh/h 0 0 0 175 531 162 60 234 0 0 71 121 Future Vol, veh/h 0 0 0 175 531 162 60 234 0 0 71 121 Conflicting Peds, #/hr 8 0 0 0 0 8 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - - - 0 - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 201 610 186 69 269 0 0 82 139 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 748 1207 - 1114 406 Stage 1 - - - 0 0 - 1114 Stage 2 - - - 748 1207 - 0 Critical Hdwy 4.14 - - 5 5 - 5 5 Critical Hdwy Stg 1 - - - - - - 5.54 Critical Hdwy Stg 2 - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 - 3 3 Pot Cap-1 Maneuver - - - 571 356 0 0 392 805 Stage 1 - - - - - 0 0 332 Stage 2 - - - 414 297 0 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - - 395 353 - 389 799 Mov Cap-2 Maneuver - - - 395 353 - 389 Stage 1 - - - - - - 329 Stage 2 - - - 257 295 Approach WB NB SB HCM Control Delay, s 67 15.1 HCM LOS F C Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1 Capacity (veh/h) 361 - - - 575 HCM Lane V/C Ratio 0.936 - - - 0.384 HCM Control Delay (s) 67 - - - 15.1 HCM Lane LOS F - - - C HCM 95th %tile Q(veh) 9.9 - - - 1.8 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 12: NE 4th Court & NE 62nd Street Future Total A.M. Peak Hour 1- I Lane Group WBT WBR NBL NBT SBT Lane Configurations r 19 4 "F Traffic Volume (vph) 544 15 101 243 551 Future Volume (vph) 544 15 101 243 551 Turn Type NA Perm Perm NA NA Protected Phases 2 4 8 Permitted Phases 2 4 Detector Phase 2 2 4 4 8 Switch Phase Minimum Initial (s) 16.0 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.3 24.3 24.3 Total Split (s) 30.0 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.3 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 50 (63%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 12: NE 4th Court & NE 62nd Street if, :1'04 1- 0 2 (R) 30s • 08 50 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 12: NE 4th Court & NE 62nd Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44' ft 19 4 Traffic Volume (veh/h) 0 0 0 36 544 15 101 243 0 0 551 231 Future Volume (veh/h) 0 0 0 36 544 15 101 243 0 0 551 231 Number 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1863 1863 1863 0 0 1863 1900 Adj Flow Rate, veh/h 38 567 16 105 253 0 0 574 241 Adj No. of Lanes 0 2 1 1 1 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2 Cap, veh/h 65 1021 469 194 1018 0 0 678 285 Arrive On Green 0.40 0.40 0.40 0.55 0.55 0.00 0.00 0.55 0.55 Sat Flow, veh/h 217 3404 1562 667 1863 0 0 1241 521 Grp Volume(v), veh/h 324 281 16 105 253 0 0 0 815 Grp Sat Flow(s),veh/h/In 1852 1770 1562 667 1863 0 0 0 1762 Q Serve(g_s), s 11.0 9.7 0.5 12.5 5.7 0.0 0.0 0.0 31.2 Cycle Q Clear(g_c), s 11.0 9.7 0.5 43.7 5.7 0.0 0.0 0.0 31.2 Prop In Lane 0.12 1.00 1.00 0.00 0.00 0.30 Lane Grp Cap(c), veh/h 556 531 469 194 1018 0 0 0 962 V/C Ratio(X) 0.58 0.53 0.03 0.54 0.25 0.00 0.00 0.00 0.85 Avail Cap(c_a), veh/h 556 531 469 194 1018 0 0 0 962 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.66 0.96 0.96 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 20.1 19.7 17.0 33.8 9.5 0.0 0.0 0.0 15.3 Incr Delay (d2), s/veh 2.9 2.5 0.1 2.4 0.1 0.0 0.0 0.0 7.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.0 5.1 0.2 2.4 2.9 0.0 0.0 0.0 16.8 LnGrp Delay(d),s/veh 23.1 22.2 17.1 36.2 9.6 0.0 0.0 0.0 22.3 LnGrp LOS C C B D A C Approach Vol, veh/h 621 358 815 Approach Delay, s/veh 22.5 17.4 22.3 Approach LOS C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 30.0 50.0 50.0 Change Period (Y+Rc), s 6.0 * 6.3 * 6.3 Max Green Setting (Gmax), s 24.0 * 44 * 44 Max Q Clear Time (g_c+I1), s 13.0 45.7 33.2 Green Ext Time (p_c), s 1.1 0.0 5.2 Intersection Summary HCM 2010 Ctrl Delay 21.4 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 13: Biscayne Boulevard & NE 62nd Street Future Total A.M. Peak Hour Lane Group WBT NBL NBT SBL SBT Lane Configurations 4" 19 t"r4 19 4 Traffic Volume (vph) 5 184 1229 2 1738 Future Volume (vph) 5 184 1229 2 1738 Turn Type NA pm+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.4 11.0 25.5 25.5 25.5 Total Split (s) 36.0 19.0 84.0 65.0 65.0 Total Split (%) 30.0% 15.8% 70.0% 54.2% 54.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.4 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 110 Control Type: Actuated -Coordinated Splits and Phases: 13: Biscayne Boulevard & NE 62nd Street l01 T 02.(R) 1- 4 19s 65s 36s At06 (R) 84 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 13: Biscayne Boulevard & NE 62nd Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4" 19 t"r4 11 4 Traffic Volume (veh/h) 0 0 0 18 5 4 184 1229 3 2 1738 261 Future Volume (veh/h) 0 0 0 18 5 4 184 1229 3 2 1738 261 Number 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 19 5 4 192 1280 3 2 1810 272 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap, veh/h 74 40 32 284 3082 7 385 2347 343 Arrive On Green 0.04 0.04 0.04 0.06 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1774 952 762 1774 3622 8 428 3091 452 Grp Volume(v), veh/h 19 0 9 192 625 658 2 1014 1068 Grp Sat Flow(s),veh/h/In 1774 0 1714 1774 1770 1861 428 1770 1773 Q Serve(g_s), s 1.2 0.0 0.6 2.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.0 0.6 2.7 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.44 1.00 0.00 1.00 0.25 Lane Grp Cap(c), veh/h 74 0 71 284 1506 1584 385 1344 1347 V/C Ratio(X) 0.26 0.00 0.13 0.68 0.42 0.42 0.01 0.75 0.79 Avail Cap(c_a), veh/h 438 0 423 402 1506 1584 385 1344 1347 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.7 0.0 55.4 2.6 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.6 0.7 0.5 0.5 0.0 4.0 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 0.3 1.4 0.2 0.2 0.0 1.5 1.8 LnGrp Delay(d),s/veh 57.1 0.0 56.0 3.3 0.5 0.5 0.0 4.0 4.9 LnGrp LOS E E A A A A A A Approach Vol, veh/h 28 1475 2084 Approach Delay, s/veh 56.7 0.9 4.4 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.0 97.6 11.4 108.6 Change Period (Y+Rc), s 6.0 6.5 6.4 6.5 Max Green Setting (Gmax), s 13.0 58.5 29.6 77.5 Max Q Clear Time (g_c+I1), s 4.7 2.0 3.2 2.0 Green Ext Time (p_c), s 0.2 17.7 0.1 18.4 Intersection Summary HCM 2010 Ctrl Delay 3.4 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC 14: NE 61st Street & NE 3rd Avenue Future Total A.M. Peak Hour Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Traffic Vol, veh/h 57 745 51 0 0 0 0 34 174 66 12 0 Future Vol, veh/h 57 745 51 0 0 0 0 34 174 66 12 0 Conflicting Peds, #/hr 3 0 0 0 0 3 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - 0 - - - - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 65 847 58 0 0 0 0 39 198 75 14 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 3 0 0 - 1008 452 575 1037 Stage 1 - - 1005 3 3 Stage 2 - - 3 - 572 1034 Critical Hdwy 4.14 - - 5 5 5 5 Critical Hdwy Stg 1 - - 5.54 Critical Hdwy Stg 2 - - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 3 3 Pot Cap-1 Maneuver 1618 - 0 437 769 680 425 0 Stage 1 - 0 377 0 Stage 2 - 0 - - 534 365 0 Platoon blocked, % - Mov Cap-1 Maneuver 1618 - - 400 769 438 389 Mov Cap-2 Maneuver - - - 400 - 438 389 Stage 1 - - 346 Stage 2 - - - - 324 335 Approach EB NB SB HCM Control Delay, s 0.8 13.3 15.5 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 668 1618 - - 430 HCM Lane V/C Ratio 0.354 0.04 - - 0.206 HCM Control Delay (s) 13.3 7.3 0.3 - 15.5 HCM Lane LOS B A A - C HCM 95th %tile Q(veh) 1.6 0.1 - - 0.8 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC Future Total with Improvements 15: NE 4th Avenue & NE 61st Street A.M. Peak Hour Intersection Int Delay, s/veh 15.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 T4 19 14 Traffic Vol, veh/h 234 687 12 0 0 0 0 54 116 41 211 0 Future Vol, veh/h 234 687 12 0 0 0 0 54 116 41 211 0 Conflicting Peds, #/hr 1 0 4 4 0 1 2 0 1 1 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - - 50 Veh in Median Storage, # - 0 - - - - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 246 723 13 0 0 0 0 57 122 43 222 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 1 0 0 - 1227 373 885 1233 Stage 1 - - 1226 1 1 Stage 2 - - 1 - 884 1232 Critical Hdwy 4.14 - - 5 5 5 5 Critical Hdwy Stg 1 - - 5.54 Critical Hdwy Stg 2 - - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 3 3 Pot Cap-1 Maneuver 1620 - 0 349 832 496 346 0 Stage 1 - 0 290 0 Stage 2 - 0 - - 340 288 0 Platoon blocked, % - Mov Cap-1 Maneuver 1620 - - 258 829 284 256 Mov Cap-2 Maneuver - - - 258 - 284 256 Stage 1 - - 215 Stage 2 - - - - 158 - 213 Approach EB NB SB HCM Control Delay, s 2.4 16.6 61.1 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 SBLn2 Capacity (veh/h) 487 1620 - - 284 256 HCM Lane V/C Ratio 0.367 0.152 - - 0.152 0.868 HCM Control Delay (s) 16.6 7.6 0.6 - 19.9 69.1 HCM Lane LOS C A A - C F HCM 95th %tile Q(veh) 1.7 0.5 - - 0.5 7.3 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM_withimprovements 06 19 18.syn HCM 2010 TWSC 15: NE 4th Avenue & NE 61st Street Future Total A.M. Peak Hour Intersection Int Delay, s/veh 22.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Traffic Vol, veh/h 234 687 12 0 0 0 0 54 116 41 211 0 Future Vol, veh/h 234 687 12 0 0 0 0 54 116 41 211 0 Conflicting Peds, #/hr 1 0 4 4 0 1 2 0 1 1 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - 0 - - - - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 246 723 13 0 0 0 0 57 122 43 222 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 1 0 0 - 1227 373 885 1233 Stage 1 - - 1226 1 1 Stage 2 - - 1 - 884 1232 Critical Hdwy 4.14 - - 5 5 5 5 Critical Hdwy Stg 1 - - 5.54 Critical Hdwy Stg 2 - - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 3 3 Pot Cap-1 Maneuver 1620 - 0 349 832 496 346 0 Stage 1 - 0 290 0 Stage 2 - 0 - - 340 288 0 Platoon blocked, % - Mov Cap-1 Maneuver 1620 - - 258 829 284 256 Mov Cap-2 Maneuver - - - 258 - 284 256 Stage 1 - - 215 Stage 2 - - - - 158 - 213 Approach EB NB SB HCM Control Delay, s 2.4 16.6 103.3 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 487 1620 - - 260 HCM Lane V/C Ratio 0.367 0.152 - - 1.02 HCM Control Delay (s) 16.6 7.6 0.6 - 103.3 HCM Lane LOS C A A - F HCM 95th %tile Q(veh) 1.7 0.5 - - 10.3 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 16: NE 4th Court & NE 61st Street Future Total A.M. Peak Hour I Lane Group EBT NBT SBL SBT Lane Configurations 4 1 + Traffic Volume (vph) 378 183 24 545 Future Volume (vph) 378 183 24 545 Turn Type NA NA Perm NA Protected Phases 6 4 8 Permitted Phases 8 Detector Phase 6 4 8 8 Switch Phase Minimum Initial (s) 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 55 (69%), Referenced to phase 6:EBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 4th Court & NE 61st Street j tO4 517 •I08 06 (R) 30s 7 50s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 16: NE 4th Court & NE 61st Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti. 11 4' Traffic Volume (veh/h) 175 378 112 0 0 0 0 183 30 24 545 0 Future Volume (veh/h) 175 378 112 0 0 0 0 183 30 24 545 0 Number 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 182 394 117 0 191 31 25 568 0 Adj No. of Lanes 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 0 2 2 2 2 0 Cap,veh/h 207 471 146 0 575 93 413 685 0 Arrive On Green 0.31 0.31 0.31 0.00 0.37 0.37 0.37 0.37 0.00 Sat Flow, veh/h 897 2038 631 0 1564 254 1154 1863 0 Grp Volume(v), veh/h 369 0 324 0 0 222 25 568 0 Grp Sat Flow(s),veh/h/In 1818 0 1748 0 0 1818 1154 1863 0 Q Serve(g_s), s 15.4 0.0 13.6 0.0 0.0 7.0 1.3 22.2 0.0 Cycle Q Clear(g_c), s 15.4 0.0 13.6 0.0 0.0 7.0 8.3 22.2 0.0 Prop In Lane 0.49 0.36 0.00 0.14 1.00 0.00 Lane Grp Cap(c), veh/h 420 0 404 0 0 669 413 685 0 V/C Ratio(X) 0.88 0.00 0.80 0.00 0.00 0.33 0.06 0.83 0.00 Avail Cap(c_a), veh/h 545 0 524 0 0 1000 623 1025 0 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.36 0.36 0.00 Uniform Delay (d), s/veh 26.6 0.0 26.0 0.0 0.0 18.2 21.2 23.0 0.0 Incr Delay (d2), s/veh 22.1 0.0 15.4 0.0 0.0 0.3 0.0 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 10.2 0.0 8.2 0.0 0.0 3.6 0.4 11.6 0.0 LnGrp Delay(d),s/veh 48.8 0.0 41.4 0.0 0.0 18.5 21.2 24.3 0.0 LnGrp LOS D D B C C Approach Vol, veh/h 693 222 593 Approach Delay, s/veh 45.3 18.5 24.2 Approach LOS D B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 35.4 24.5 35.4 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 24.0 44.0 Max Q Clear Time (g_c+I1), s 9.0 17.4 24.2 Green Ext Time (p_c), s 6.1 1.1 5.2 Intersection Summary HCM 2010 Ctrl Delay 33.1 HCM 2010 LOS C K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 17: Biscayne Boulevard & NE 61st Street Future Total A.M. Peak Hour Lane Group EBL EBT WBL WBR NBT SBL SBT Lane Configurations 1 r t Traffic Volume (vph) 275 24 72 39 1168 15 1689 Future Volume (vph) 275 24 72 39 1168 15 1689 Turn Type Split NA Prot pm+ov NA pm+pt NA Protected Phases 8 8 7 5 6 5 2 Permitted Phases 7 2 Detector Phase 8 8 7 5 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 18.0 5.0 18.0 Minimum Split (s) 13.5 13.5 13.5 11.0 24.0 11.0 24.0 Total Split (s) 62.0 62.0 17.0 14.0 52.0 14.0 66.0 Total Split (%) 42.8% 42.8% 11.7% 9.7% 35.9% 9.7% 45.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None C-Min Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Offset: 16 (11%), Referenced to phase 2:SBTL and 6:NBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 17: Biscayne Boulevard & NE 61st Street 7 32 (R) i 07 8 66s 62s 17s 'o5 } I06(R) 14s 52s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 17: Biscayne Boulevard & NE 61st Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' "ri 1 fir + 'Pi ++ Traffic Volume (veh/h) 275 24 314 72 0 39 0 1168 17 15 1689 0 Future Volume (veh/h) 275 24 314 72 0 39 0 1168 17 15 1689 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 0 1863 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 289 25 331 76 0 41 0 1229 18 16 1778 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 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 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, veh/h 447 28 367 0 0 0 0 2157 32 291 2343 0 Arrive On Green 0.25 0.25 0.25 0.00 0.00 0.00 0.00 0.80 0.80 0.02 0.88 0.00 Sat Flow, veh/h 1774 110 1458 0 0 3662 52 1774 3632 0 Grp Volume(v), veh/h 289 0 356 0.0 0 609 638 16 1778 0 Grp Sat Flow(s),veh/h/In 1774 0 1568 0 1770 1852 1774 1770 0 Q Serve(g_s), s 21.1 0.0 31.9 0.0 18.1 18.1 0.5 26.2 0.0 Cycle Q Clear(g_c), s 21.1 0.0 31.9 0.0 18.1 18.1 0.5 26.2 0.0 Prop In Lane 1.00 0.93 0.00 0.03 1.00 0.00 Lane Grp Cap(c), veh/h 447 0 395 0 1069 1119 291 2343 0 V/C Ratio(X) 0.65 0.00 0.90 0.00 0.57 0.57 0.05 0.76 0.00 Avail Cap(c_a), veh/h 679 0 600 0 1069 1119 360 2343 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 0.90 0.00 0.90 0.00 1.00 1.00 0.44 0.44 0.00 Uniform Delay (d), s/veh 48.5 0.0 52.5 0.0 7.4 7.4 11.2 4.5 0.0 Incr Delay (d2), s/veh 1.1 0.0 9.8 0.0 2.2 2.1 0.0 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 10.5 0.0 14.9 0.0 9.2 9.6 0.2 12.5 0.0 LnGrp Delay(d),s/veh 49.6 0.0 62.3 0.0 9.6 9.5 11.2 5.6 0.0 LnGrp LOS D E A A B A Approach Vol, veh/h 645 1247 1794 Approach Delay, s/veh 56.6 9.6 5.6 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 102.0 8.4 93.6 43.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.5 Max Green Setting (Gmax), s 60.0 8.0 46.0 55.5 Max Q Clear Time (g_c+I1), s 28.2 2.5 20.1 33.9 Green Ext Time (p_c), s 13.2 0.0 12.2 2.6 Intersection Summary HCM 2010 Ctrl Delay 15.9 HCM 2010 LOS B K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC Future Total with Improvements 18: NE 2nd Avenue & NE 60th Street (North) A.M. Peak Hour Intersection Int Delay, s/veh Movement 3.5 WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Vol, veh/h 37 79 315 209 255 886 Future Vol, veh/h 37 79 315 209 255 886 Conflicting Peds, #/hr 3 4 0 14 14 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - - - - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 38 81 321 213 260 904 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1417 285 0 0 549 0 Stage 1 442 - - - - Stage 2 975 - - - - Critical Hdwy 5 5 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - Critical Hdwy Stg 2 5.84 - - - - Follow-up Hdwy 3 3 - - 2.22 - Pot Cap-1 Maneuver 286 907 - - 1017 - Stage 1 700 - - - - Stage 2 360 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 136 891 - - 1013 - Mov Cap-2 Maneuver 136 - - - - Stage 1 691 - - - - Stage 2 174 - - - - Approach WB NB SB HCM Control Delay, s 19.6 0 3.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 136 891 1013 - 0.278 0.09 0.257 - 41.3 9.4 9.8 1.6 - E A A A - 1.1 0.3 1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM_withimprovements 06 19 18.syn HCM 2010 TWSC 18: NE 2nd Avenue & NE 60th Street (North) Future Total A.M. Peak Hour Intersection Int Delay, s/veh 3.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 37 79 315 209 255 886 Future Vol, veh/h 37 79 315 209 255 886 Conflicting Peds, #/hr 3 4 0 14 14 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 38 81 321 213 260 904 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1417 285 0 0 549 0 Stage 1 442 - - - - Stage 2 975 - - - - Critical Hdwy 5 5 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - Critical Hdwy Stg 2 5.84 - - - - Follow-up Hdwy 3 3 - - 2.22 - Pot Cap-1 Maneuver 286 907 - - 1017 - Stage 1 700 - - - - Stage 2 360 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 136 891 - - 1013 - Mov Cap-2 Maneuver 136 - - - - Stage 1 691 - - - - Stage 2 174 - - - - Approach WB NB SB HCM Control Delay, s 22.5 0 3.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 322 1013 - 0.368 0.257 - 22.5 9.8 1.6 - C A A - 1.6 1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC 19: NE 2nd Avenue & NE 60th Street (South) Future Total A.M. Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vir 4+ 414 Traffic Vol, veh/h 13 13 10 508 924 14 Future Vol, veh/h 13 13 10 508 924 14 Conflicting Peds, #/hr 4 3 17 0 0 17 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 13 10 518 943 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1251 499 974 0 - 0 Stage 1 967 - - - - Stage 2 284 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 165 517 704 - - - Stage 1 329 - - - - Stage 2 739 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 157 507 702 - - - Mov Cap-2 Maneuver 157 - - - - Stage 1 324 - - - - Stage 2 712 - - - - Approach EB NB SB HCM Control Delay, s 21.9 0.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 702 - 240 HCM Lane V/C Ratio 0.015 - 0.111 HCM Control Delay (s) 10.2 0.1 21.9 HCM Lane LOS B A C HCM 95th %tile Q(veh) 0 - 0.4 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC 20: NE 4th Avenue & NE 60th Street Future Total A.M. Peak Hour Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 37 9 21 133 118 113 Future Vol, veh/h 37 9 21 133 118 113 Conflicting Peds, #/hr 1 8 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 42 10 24 149 133 127 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 395 205 261 0 - 0 Stage 1 197 - - - - Stage 2 198 - - - - Critical Hdwy 5 5 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - Critical Hdwy Stg 2 5.42 - - - - Follow-up Hdwy 3 3 2.218 - - - Pot Cap-1 Maneuver 814 982 1303 - - - Stage 1 967 - - - - Stage 2 966 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 796 974 1293 - - - Mov Cap-2 Maneuver 796 - - - - Stage 1 966 - - - - Stage 2 946 - - - - Approach EB NB SB HCM Control Delay, s 9.6 1.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1293 - 826 HCM Lane V/C Ratio 0.018 - 0.063 HCM Control Delay (s) 7.8 0 9.6 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.2 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 TWSC 22: NE 4th Avenue & NE 59th Terrace Future Total A.M. Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 4 8 160 110 11 Future Vol, veh/h 7 4 8 160 110 11 Conflicting Peds, #/hr 0 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 5 10 190 131 13 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 349 140 145 0 - 0 Stage 1 139 - - - - Stage 2 210 - - - - Critical Hdwy 5 5 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - Critical Hdwy Stg 2 5.42 - - - - Follow-up Hdwy 3 3 2.218 - - - Pot Cap-1 Maneuver 852 1047 1437 - - - Stage 1 1031 - - - - - Stage 2 953 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 844 1045 1436 - - - Mov Cap-2 Maneuver 844 - - - - - Stage 1 1030 - - - - Stage 2 944 - - - - Approach EB NB SB HCM Control Delay, s 9 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1436 - 907 HCM Lane V/C Ratio 0.007 - 0.014 HCM Control Delay (s) 7.5 0 9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn Timings 23: NE 2nd Avenue & NE 59th Street Future Total A.M. Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations 4 r 4, 4i, 41, Traffic Volume (vph) 13 13 35 36 18 10 494 31 816 Future Volume (vph) 13 13 35 36 18 10 494 31 816 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 28.0 28.0 28.0 27.0 27.0 27.0 27.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 63 (53%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 23: NE 2nd Avenue & NE 59th Street 7 02 (R) 04 60s 60s t06 (R) 438 60 s 60 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 Signalized Intersection Summary 23: NE 2nd Avenue & NE 59th Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4, 4t+ 41, Traffic Volume (veh/h) 13 13 35 36 18 31 10 494 20 31 816 42 Future Volume (veh/h) 13 13 35 36 18 31 10 494 20 31 816 42 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.76 0.67 0.71 0.67 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 15 15 40 41 21 36 11 568 23 36 938 48 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 233 341 195 117 59 78 53 2363 95 91 2277 115 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.95 0.95 0.95 0.95 0.95 0.95 SatFlow,veh/h 1019 1863 1064 406 324 424 30 3298 132 82 3177 161 Grp Volume(v), veh/h 15 15 40 98 0 0 313 0 289 526 0 496 Grp Sat Flow(s),veh/h/In 1019 1863 1064 1154 0 0 1794 0 1667 1758 0 1661 Q Serve(g_s), s 0.0 0.8 3.8 5.8 0.0 0.0 0.0 0.0 1.3 0.0 0.0 2.8 Cycle Q Clear(g_c), s 1.8 0.8 3.8 8.5 0.0 0.0 1.2 0.0 1.3 2.5 0.0 2.8 Prop In Lane 1.00 1.00 0.42 0.37 0.04 0.08 0.07 0.10 Lane Grp Cap(c), veh/h 233 341 195 254 0 0 1317 0 1195 1292 0 1190 V/C Ratio(X) 0.06 0.04 0.21 0.39 0.00 0.00 0.24 0.00 0.24 0.41 0.00 0.42 Avail Cap(c_a), veh/h 505 838 479 550 0 0 1317 0 1195 1292 0 1190 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.8 40.3 41.6 43.3 0.0 0.0 0.8 0.0 0.8 0.9 0.0 0.9 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.7 0.0 0.0 0.4 0.0 0.5 1.0 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.4 1.1 2.9 0.0 0.0 0.6 0.0 0.6 1.4 0.0 1.5 LnGrp Delay(d),s/veh 40.9 40.4 42.0 44.0 0.0 0.0 1.2 0.0 1.3 1.8 0.0 1.9 LnGrp LOS D D D D A A A A Approach Vol, veh/h 70 98 602 1022 Approach Delay, s/veh 41.4 44.0 1.3 1.9 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 92.0 28.0 92.0 28.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Max Q Clear Time (g_c+I1), s 4.8 10.5 3.3 5.8 Green Ext Time (p_c), s 4.4 1.0 4.4 1.0 Intersection Summary HCM 2010 Ctrl Delay 5.5 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn HCM 2010 AWSC 24: NE 59th Street & NE 4th Avenue Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 38 7 63 67 21 2 135 16 5 106 15 Future Vol, veh/h 8 38 7 63 67 21 2 135 16 5 106 15 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 42 8 69 74 23 2 148 18 5 116 16 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.3 9.1 8.9 8.6 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 1% 15% 42% 4% Vol Thru, % 88% 72% 44% 84% Vol Right, % 10% 13% 14% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 153 53 151 126 LT Vol 2 8 63 5 Through Vol 135 38 67 106 RT Vol 16 7 21 15 Lane Flow Rate 168 58 166 138 Geometry Grp 1 1 1 1 Degree of Util (X) 0.214 0.078 0.217 0.177 Departure Headway (Hd) 4.58 4.806 4.718 4.61 Convergence, Y/N Yes Yes Yes Yes Cap 783 743 760 777 Service Time 2.613 2.851 2.756 2.646 HCM Lane V/C Ratio 0.215 0.078 0.218 0.178 HCM Control Delay 8.9 8.3 9.1 8.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.8 0.3 0.8 0.6 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total AM 06 19 18.syn P.M. Peak Hour Timings 1: NE 2nd Avenue & NE 67th Street Future Total P.M. Peak Hour 1- 4 fl I Lane Group EBT WBT NBU NBL NBT SBL SBT Lane Configurations , Traffic Volume (vph) 5 10 1 74 1050 76 455 Future Volume (vph) 5 10 1 74 1050 76 455 Turn Type NA NA Perm Perm NA Perm NA Protected Phases 3 4 6 2 Permitted Phases 6 6 2 Detector Phase 3 4 6 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 22.0 13.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 22.0 15.0 83.0 83.0 83.0 83.0 83.0 Total Split (%) 18.3% 12.5% 69.2% 69.2% 69.2% 69.2% 69.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 1: NE 2nd Avenue & NE 67th Street 7 02 (R) 04 3 83s 2 s 15s At 06 (R) 83s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM Signalized Intersection Capacity Analysis Future Total 1: NE 2nd Avenue & NE 67th Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations 4, 4, 41, 4i, Traffic Volume (vph) 24 5 16 21 10 147 1 74 1050 42 76 455 Future Volume (vph) 24 5 16 21 10 147 1 74 1050 42 76 455 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 0.99 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.95 0.89 0.99 1.00 Fit Protected 0.97 0.99 1.00 0.99 Satd. Flow (prot) 1702 1610 3504 3492 Flt Permitted 0.97 0.99 0.85 0.61 Satd. Flow (perm) 1702 1610 2972 2154 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 26 5 18 23 11 162 1 81 1154 46 84 500 RTOR Reduction (vph) 0 17 0 0 142 0 0 0 2 0 0 2 Lane Group Flow (vph) 0 32 0 0 54 0 0 0 1280 0 0 602 Confl. Peds. (#/hr) 4 11 11 4 26 5 5 Confl. Bikes (#/hr) 4 Turn Type Split NA Split NA Perm Perm NA Perm NA Protected Phases 3 3 4 4 6 2 Permitted Phases 6 6 2 Actuated Green, G (s) 7.7 10.2 84.1 84.1 Effective Green, g (s) 7.7 10.2 84.1 84.1 Actuated g/C Ratio 0.06 0.08 0.70 0.70 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 109 136 2082 1509 v/s Ratio Prot c0.02 c0.03 v/s Ratio Perm c0.43 0.28 v/c Ratio 0.29 0.40 0.61 0.40 Uniform Delay, d1 53.6 52.0 9.4 7.5 Progression Factor 1.00 1.00 1.17 1.00 Incremental Delay, d2 1.1 1.4 1.1 0.8 Delay (s) 54.7 53.4 12.1 8.2 Level of Service D D B A Approach Delay (s) 54.7 53.4 12.1 8.2 Approach LOS D D B A Intersection Summary HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM Signalized Intersection Capacity Analysis 1: NE 2nd Avenue & NE 67th Street 4, Movement SBR Future Total P.M. Peak Hour Latonfigurations Traffic Volume (vph) 18 Future Volume (vph) 18 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.91 Adj. Flow (vph) 20 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) 26 Confl. Bikes (#/hr) 6 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 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC 2: NE 4th Avenue (West)/NE 4th Avenue & NE 67th Street Future Total P.M. Peak Hour Intersection Int Delay, s/veh 6.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 2 78 0 0 2 138 67 0 0 43 10 Future Vol, veh/h 45 2 78 0 0 2 138 67 0 0 43 10 Conflicting Peds, #/hr 1 0 0 0 0 1 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 58 3 101 0 0 3 179 87 0 0 56 13 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 511 508 63 559 515 88 70 0 0 87 0 0 Stage 1 63 63 - 445 445 - - - Stage 2 448 445 - 114 70 - - - Critical Hdwy 5 5 5 5 5 5 4.12 - - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - Follow-up Hdwy 3 3 3 3 3 3 2.218 - - 2.218 Pot Cap-1 Maneuver 725 727 1129 691 722 1101 1531 - - 1509 Stage1 1107 1118 - 674 726 - - - Stage 2 671 726 - 1036 1110 - - - Platoon blocked, % - Mov Cap-1 Maneuver 654 637 1128 568 633 1100 1531 - - 1508 Mov Cap-2 Maneuver 654 637 - 568 633 - - - Stage1 970 1117 - 591 637 - - - Stage 2 587 637 - 941 1109 - - - Approach EB WB HCM Control Delay, s 10 8.3 HCM LOS B A NB 5.2 Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR SB 0 Capacity (veh/h) 1531 - - 886 1100 1508 HCM Lane V/C Ratio 0.117 - - 0.183 0.002 - HCM Control Delay (s) 7.7 0 - 10 8.3 0 HCM Lane LOS A A - B A A HCM 95th %tile Q(veh) 0.4 - - 0.7 0 0 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 3: NW 62nd Street & 1-95 SB Off -Ramp Future Total P.M. Peak Hour Lane Group EBT WBL WBT SBL SBT Lane Configurations +" 19 14 111 Traffic Volume (vph) 639 615 964 317 290 Future Volume (vph) 639 615 964 317 290 Turn Type NA pm+pt NA Split NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25.0 Total Split (s) 69.0 18.0 87.0 46.0 46.0 Total Split (%) 51.9% 13.5% 65.4% 34.6% 34.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Intersection Summary Cycle Length: 133 Actuated Cycle Length: 102.2 Natural Cycle: 110 Control Type: Actuated -Uncoordinated Splits and Phases: 3: NW 62nd Street & 1-95 SB Off -Ramp 38 8 7 s 96 s 0502 06 18s 69s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 3: NW 62nd Street & 1-95 SB Off -Ramp Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +"ri 111 ++ 'Pi Traffic Volume (veh/h) 0 639 298 615 964 0 0 0 0 317 290 321 Future Volume (veh/h) 0 639 298 615 964 0 0 0 0 317 290 321 Number 1 6 16 5 2 12 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1863 1900 1863 1863 0 1863 1863 1900 Adj Flow Rate, veh/h 0 659 307 634 994 0 327 299 331 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap,veh/h 0 776 361 318 1785 0 676 308 341 Arrive On Green 0.00 0.44 0.44 0.15 0.67 0.00 0.38 0.38 0.38 Sat Flow, veh/h 0 2424 1086 1774 3632 0 1774 809 895 Grp Volume(v), veh/h 0 500 466 634 994 0 327 0 630 Grp Sat Flow(s),veh/h/In 0 1770 1647 1774 1770 0 1774 0 1704 Q Serve(g_s), s 0.0 26.5 26.5 12.0 15.5 0.0 14.7 0.0 38.1 Cycle Q Clear(g_c), s 0.0 26.5 26.5 12.0 15.5 0.0 14.7 0.0 38.1 Prop In Lane 0.00 0.66 1.00 0.00 1.00 0.53 Lane Grp Cap(c), veh/h 0 589 548 318 1785 0 676 0 650 V/C Ratio(X) 0.00 0.85 0.85 1.99 0.56 0.00 0.48 0.00 0.97 Avail Cap(c_a), veh/h 0 1063 989 318 2732 0 676 0 650 HCM Platoon Ratio 1.00 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 26.9 26.9 24.1 11.1 0.0 24.6 0.0 31.9 Incr Delay (d2), s/veh 0.0 1.4 1.5 458.2 0.1 0.0 0.4 0.0 27.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 13.0 12.1 49.9 7.4 0.0 7.3 0.0 22.9 LnGrp Delay(d),s/veh 0.0 28.2 28.3 482.3 11.2 0.0 25.0 0.0 59.6 LnGrp LOS C C F B C E Approach Vol, veh/h 966 1628 957 Approach Delay, s/veh 28.3 194.7 47.8 Approach LOS C F D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 58.9 18.0 40.9 46.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 81.0 12.0 63.0 40.0 Max Q Clear Time (g_c+I1), s 17.5 14.0 28.5 40.1 Green Ext Time (p_c), s 6.6 0.0 6.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 109.8 HCM 2010 LOS F K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 4: I-95 NB Off -Ramp & NW 62nd Street Future Total P.M. Peak Hour Lane Group EBL EBT WBT NBT Lane Configurations 4' Traffic Volume (vph) 206 714 952 332 Future Volume (vph) 206 714 952 332 Turn Type pm+pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detector Phase 1 6 2 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 Minimum Split (s) 11.0 22.0 22.0 30.0 Total Split (s) 15.0 82.0 67.0 43.0 Total Split (%) 12.0% 65.6% 53.6% 34.4% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 106 (85%), Referenced to phase 2:WBT and 6:EBTL, Start of Yellow Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 4: 1-95 NB Off -Ramp & NW 62nd Street 01 5t04 1- 02 (R) 67s 15s 43s 46 (R) 82s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 4: 1-95 NB Off -Ramp & NW 62nd Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 14, 4114 Traffic Volume (veh/h) 206 714 0 0 952 291 625 332 497 0 0 0 Future Volume (veh/h) 206 714 0 0 952 291 625 332 497 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 208 721 0 0 962 294 631 335 502 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap, veh/h 378 2152 0 0 1012 307 422 233 361 Arrive On Green 0.24 0.81 0.00 0.00 0.51 0.51 0.30 0.30 0.30 Sat Flow, veh/h 1774 3632 0 0 2733 802 1426 787 1221 Grp Volume(v), veh/h 208 721 0 0 643 613 793 0 675 Grp Sat Flow(s),veh/h/In 1774 1770 0 0 1770 1673 1791 0 1643 Q Serve(g_s), s 7.9 6.7 0.0 0.0 43.1 43.8 37.0 0.0 37.0 Cycle Q Clear(g_c), s 7.9 6.7 0.0 0.0 43.1 43.8 37.0 0.0 37.0 Prop In Lane 1.00 0.00 0.00 0.48 0.80 0.74 Lane Grp Cap(c), veh/h 378 2152 0 0 678 641 530 0 486 V/C Ratio(X) 0.55 0.34 0.00 0.00 0.95 0.96 1.49 0.00 1.39 Avail Cap(c_a), veh/h 378 2152 0 0 864 816 530 0 486 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.00 0.00 0.75 0.75 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.1 5.3 0.0 0.0 29.5 29.6 44.0 0.0 44.0 Incr Delay (d2), s/veh 0.5 0.2 0.0 0.0 19.7 21.8 232.4 0.0 187.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.1 3.3 0.0 0.0 24.6 23.8 52.5 0.0 42.1 LnGrp Delay(d),s/veh 41.6 5.6 0.0 0.0 49.2 51.5 276.4 0.0 231.4 LnGrp LOS D A D D F F Approach Vol, veh/h 929 1256 1468 Approach Delay, s/veh 13.6 50.3 255.7 Approach LOS B D F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 28.1 53.9 43.0 82.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 61.0 37.0 76.0 Max Q Clear Time (g_c+I1), s 9.9 45.8 39.0 8.7 Green Ext Time (p_c), s 0.0 2.1 0.0 1.7 Intersection Summary HCM 2010 Ctrl Delay 123.5 HCM 2010 LOS F K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 5: NW 2nd Avenue & NW 62nd Street Future Total P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 144 ' + r 19 + r Traffic Volume (vph) 182 800 125 908 149 371 98 71 152 89 Future Volume (vph) 182 800 125 908 149 371 98 71 152 89 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 8 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 18.0 72.0 18.0 72.0 19.0 41.0 41.0 19.0 41.0 41.0 Total Split (%) 12.0% 48.0% 12.0% 48.0% 12.7% 27.3% 27.3% 12.7% 27.3% 27.3% Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3.7 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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) 5.7 6.0 5.7 6.0 5.7 6.0 6.0 5.7 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:WBTL and 6:EBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 2nd Avenue & NW 62nd Street 0 1 ir At 02 (Rl34 18 s 7Z s 19#�s 41 5 1 7 Is 7 08 4?a6 (R) 18s 7 s 19s 41s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 5: NW 2nd Avenue & NW 62nd Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 4" 19 + r 11 1 ri Traffic Volume (veh/h) 182 800 172 125 908 134 149 371 98 71 152 89 Future Volume (veh/h) 182 800 172 125 908 134 149 371 98 71 152 89 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 0.99 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 188 825 177 129 936 138 154 382 101 73 157 92 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 347 1533 329 355 1583 233 314 411 337 144 341 278 Arrive On Green 0.09 0.71 0.71 0.06 0.68 0.68 0.08 0.22 0.22 0.04 0.18 0.18 Sat Flow, veh/h 1774 2887 619 1774 3076 453 1774 1863 1530 1774 1863 1518 Grp Volume(v), veh/h 188 506 496 129 538 536 154 382 101 73 157 92 Grp Sat Flow(s),veh/h/In 1774 1770 1736 1774 1770 1760 1774 1863 1530 1774 1863 1518 Q Serve(g_s), s 7.6 20.3 20.3 5.2 24.2 24.2 10.3 30.2 8.3 5.0 11.3 7.9 Cycle Q Clear(g_c), s 7.6 20.3 20.3 5.2 24.2 24.2 10.3 30.2 8.3 5.0 11.3 7.9 Prop In Lane 1.00 0.36 1.00 0.26 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 347 940 922 355 911 906 314 411 337 144 341 278 V/C Ratio(X) 0.54 0.54 0.54 0.36 0.59 0.59 0.49 0.93 0.30 0.51 0.46 0.33 Avail Cap(c_a), veh/h 378 940 922 415 911 906 326 435 357 223 435 354 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.5 13.3 13.3 16.6 15.3 15.3 43.5 57.3 48.8 48.9 54.7 53.3 Incr Delay (d2), s/veh 0.5 2.1 2.1 0.0 0.3 0.3 0.4 25.6 0.4 1.0 0.7 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.7 10.4 10.2 2.5 11.7 11.7 5.0 18.4 3.5 2.5 5.9 3.4 LnGrp Delay(d),s/veh 18.0 15.4 15.4 16.6 15.6 15.6 44.0 83.0 49.2 49.9 55.4 53.8 LnGrp LOS B B B B B B D F D D E D Approach Vol, veh/h 1190 1203 637 322 Approach Delay, s/veh 15.8 15.7 68.2 53.7 Approach LOS B B E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.4 83.2 12.4 39.1 12.9 85.6 18.0 33.4 Change Period (Y+Rc), s * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 * 5.7 6.0 Max Green Setting (Gmax), s * 12 66.0 * 13 35.0 * 12 66.0 * 13 35.0 Max Q Clear Time (g_c+I1), s 9.6 26.2 7.0 32.2 7.2 22.3 12.3 13.3 Green Ext Time (p_c), s 0.1 4.4 0.0 0.9 0.1 4.4 0.0 2.8 Intersection Summary HCM 2010 Ctrl Delay 29.4 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Future Total P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations ' t"ri 19 1'Pi 4" 19 4 Traffic Volume (vph) 182 647 157 933 129 1280 117 419 Future Volume (vph) 182 647 157 933 129 1280 117 419 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 10.7 29.0 10.7 29.0 11.4 29.4 11.4 29.4 Total Split (s) 24.0 42.0 24.0 42.0 18.0 66.0 18.0 66.0 Total Split (%) 16.0% 28.0% 16.0% 28.0% 12.0% 44.0% 12.0% 44.0% Yellow Time (s) 3.7 4.0 3.7 4.0 4.4 4.4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5.7 6.0 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 98 (65%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 145 Control Type: Actuated -Coordinated Splits and Phases: 6: N Miami Avenue & NW 62nd Street/NE 62nd Street 11 T02 (R) 03 411- 18s 66s} Z4s42. s 05 106 (R) 7 43U 18s l 66s �s 42s ` K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 6: N Miami Avenue & NW 62nd Street/NE 62nd Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 4" 19 4 'Pi 4" Traffic Volume (veh/h) 182 647 91 157 933 137 129 1280 136 117 419 55 Future Volume (veh/h) 182 647 91 157 933 137 129 1280 136 117 419 55 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 186 660 93 160 952 140 132 1306 139 119 428 56 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 214 780 110 240 738 109 490 1464 155 174 1415 184 Arrive On Green 0.19 0.50 0.50 0.08 0.24 0.24 0.07 0.60 0.60 0.07 0.60 0.60 Sat Flow, veh/h 1774 3096 436 1774 3076 452 1774 3226 342 1774 3146 409 Grp Volume(v), veh/h 186 377 376 160 548 544 132 714 731 119 240 244 Grp Sat Flow(s),veh/h/In 1774 1770 1762 1774 1770 1758 1774 1770 1799 1774 1770 1786 Q Serve(g_s), s 11.9 27.6 27.7 10.1 36.0 36.0 6.0 51.7 52.7 5.4 10.0 10.1 Cycle Q Clear(g_c), s 11.9 27.6 27.7 10.1 36.0 36.0 6.0 51.7 52.7 5.4 10.0 10.1 Prop In Lane 1.00 0.25 1.00 0.26 1.00 0.19 1.00 0.23 Lane Grp Cap(c), veh/h 214 446 444 240 425 422 490 803 816 174 796 803 V/C Ratio(X) 0.87 0.84 0.85 0.67 1.29 1.29 0.27 0.89 0.90 0.69 0.30 0.30 Avail Cap(c_a), veh/h 264 446 444 312 425 422 531 803 816 223 796 803 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 0.81 0.81 0.81 0.41 0.41 0.41 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 34.6 34.7 40.9 57.0 57.0 20.0 26.5 26.7 32.3 18.6 18.6 Incr Delay (d2), s/veh 16.3 11.3 11.6 0.6 137.4 138.0 0.1 14.0 14.5 3.1 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.7 14.8 14.8 4.9 33.8 33.6 2.9 28.1 29.2 2.8 5.1 5.2 LnGrp Delay(d),s/veh 53.7 45.9 46.2 41.5 194.4 195.0 20.1 40.5 41.2 35.4 19.6 19.6 LnGrp LOS D D D D F F C D D D B B Approach Vol, veh/h 939 1252 1577 603 Approach Delay, s/veh 47.6 175.1 39.1 22.7 Approach LOS D F D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.5 73.8 19.7 42.0 13.8 74.5 17.9 43.8 Change Period (Y+Rc), s 6.4 6.4 * 5.7 6.0 6.4 6.4 * 5.7 6.0 Max Green Setting (Gmax), s 11.6 59.6 * 18 36.0 11.6 59.6 * 18 36.0 Max Q Clear Time (g_c+I1), s 8.0 12.1 13.9 38.0 7.4 54.7 12.1 29.7 Green Ext Time (p_c), s 0.1 5.7 0.1 0.0 0.1 2.6 0.1 4.6 Intersection Summary HCM 2010 Ctrl Delay 77.6 HCM 2010 LOS E Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Future Total P.M. Peak Hour 1- Lane Group EBU EBL EBR EBR2 WBL WBT NBL NBT SBL SBT Lane Configurations rr r Traffic Volume (vph) 1 88 463 221 115 791 284 803 71 341 Future Volume (vph) 1 88 463 221 115 791 284 803 71 341 Turn Type pm+pt pm+pt Prot Perm pm+pt NA Perm NA Perm NA Protected Phases 3 3 8 7 4 6 2 Permitted Phases 8 8 8 4 6 2 Detector Phase 3 3 8 8 7 4 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 10.7 10.7 25.0 25.0 10.7 25.0 41.0 41.0 41.0 41.0 Total Split (s) 20.0 20.0 35.0 35.0 20.0 35.0 65.0 65.0 65.0 65.0 Total Split (%) 16.7% 16.7% 29.2% 29.2% 16.7% 29.2% 54.2% 54.2% 54.2% 54.2% Yellow Time (s) 3.7 3.7 4.0 4.0 3.7 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street 7 02 (R) 3 04 65s zo 35s At 06 (R) (07 08 65s 7 21:Is l 35s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM Signalized Intersection Capacity Analysis 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Future Total P.M. Peak Hour 141l Movement EBU EBL EBR EBR2 WBU WBL WBT WBR NBL NBT NBR2 SBL Lane Configurations rr r Traffic Volume (vph) 1 88 463 221 1 115 791 3 284 803 88 71 Future Volume (vph) 1 88 463 221 1 115 791 3 284 803 88 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 6.0 6.0 5.7 6.0 6.0 Lane Util. Factor 1.00 0.88 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 0.85 0.85 1.00 1.00 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1770 2787 1545 1751 3537 3448 Flt Permitted 0.12 1.00 1.00 0.95 1.00 0.66 Satd. Flow (perm) 233 2787 1545 1751 3537 2312 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 1 93 487 233 1 121 833 3 299 845 93 75 RTOR Reduction (vph) 0 0 0 171 0 0 0 0 0 39 0 0 Lane Group Flow (vph) 0 94 487 62 0 122 836 0 0 1198 0 0 Confl. Peds. (#/hr) 14 6 6 14 8 10 10 Confl. Bikes (#/hr) 1 1 4 Turn Type pm+pt pm+pt Prot Perm custom pm+pt NA Perm NA Perm Protected Phases 3 3 8 7 4 6 Permitted Phases 8 8 8 7 4 6 2 Actuated Green, G (s) 40.5 32.0 32.0 43.1 33.3 60.5 Effective Green, g (s) 40.5 32.0 32.0 43.1 33.3 60.5 Actuated g/C Ratio 0.34 0.27 0.27 0.36 0.28 0.50 Clearance Time (s) 5.7 6.0 6.0 5.7 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 Lane Grp Cap (vph) 187 743 412 628 981 1165 v/s Ratio Prot c0.04 0.17 0.02 c0.24 v/s Ratio Perm 0.13 0.04 0.05 c0.52 v/c Ratio 0.50 0.66 0.15 0.19 0.85 1.03 Uniform Delay, d1 29.9 39.1 33.6 26.5 41.0 29.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.21 Incremental Delay, d2 0.8 1.9 0.1 0.1 7.2 33.4 Delay (s) 30.7 41.0 33.7 26.5 48.2 69.4 Level of Service C D C C D E Approach Delay (s) 45.4 69.4 Approach LOS D E Intersection Summary HCM 2000 Control Delay 48.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 109.1% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM Signalized Intersection Capacity Analysis 7: NE 2nd Avenue & NE 61st Street & NE 62nd Street Future Total P.M. Peak Hour Movement SBT SBR Lane Configurations 41, Traffic Volume (vph) 341 113 Future Volume (vph) 341 113 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.0 Lane Util. Factor 0.95 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.97 Fit Protected 0.99 Satd. Flow (prot) 3385 Flt Permitted 0.57 Satd. Flow (perm) 1950 Peak -hour factor, PHF 0.95 0.95 Adj. Flow (vph) 359 119 RTOR Reduction (vph) 20 0 Lane Group Flow (vph) 533 0 Confl. Peds. (#/hr) 8 Confl. Bikes (#/hr) 4 Turn Type NA Protected Phases 2 Permitted Phases Actuated Green, G (s) 60.5 Effective Green, g (s) 60.5 Actuated g/C Ratio 0.50 Clearance Time (s) 6.0 Vehicle Extension (s) 1.0 Lane Grp Cap (vph) 983 v/s Ratio Prot v/s Ratio Perm 0.27 v/c Ratio 0.54 Uniform Delay, d1 20.3 Progression Factor 0.93 Incremental Delay, d2 2.1 Delay (s) 20.9 Level of Service C Approach Delay (s) 20.9 Approach LOS C Intersection Summary K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC 8: NE 2nd Avenue & NE 62nd Street Future Total P.M. Peak Hour Intersection Int Delay, s/veh Movement 5.5 WBL WBR NBT NBR SBL SBT Lane Configurations 44 +1' Traffic Vol, veh/h 0 309 894 0 0 525 Future Vol, veh/h 0 309 894 0 0 525 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 368 1064 0 0 625 Major/Minor Minorl Majorl Major2 Conflicting Flow All - 532 0 - Stage 1 - - Stage 2 - - Critical Hdwy - 6.94 - - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 492 - 0 0 Stage 1 0 - 0 0 Stage 2 0 - 0 0 Platoon blocked, % Mov Cap-1 Maneuver - 492 - - Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - - Approach WB NB SB HCM Control Delay, s 30.9 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 492 HCM Lane V/C Ratio - 0.748 HCM Control Delay (s) - 30.9 HCM Lane LOS - D HCM 95th %tile Q(veh) - 6.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC 9: NE 3rd Avenue & NE 62nd Street Future Total P.M. Peak Hour Intersection Int Delay, s/veh Movement 3.5 EBT EBR WBL WBT NBL NBR Lane Configurations 4+ 19 Traffic Vol, veh/h 0 0 62 1036 199 0 Future Vol, veh/h 0 0 62 1036 199 0 Conflicting Peds, #/hr 0 9 9 0 2 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - Veh in Median Storage, # - - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 71 1191 229 0 Major/Minor Major2 Minor1 Conflicting Flow All 9 0 749 Stage 1 - - 9 - Stage 2 - - 740 - Critical Hdwy 4.14 - 5 Critical Hdwy Stg 1 Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3 - Pot Cap-1 Maneuver 1609 - 570 0 Stage 1 - - - 0 Stage 2 - - 484 0 Platoon blocked, % - Mov Cap-1 Maneuver 1609 - 492 Mov Cap-2 Maneuver - - 492 - Stage 1 - - - - Stage 2 - - 421 - Approach WB NB HCM Control Delay, s HCM LOS 0.8 18.5 C Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 492 1609 - 0.465 0.044 - 18.5 7.3 0.4 C A A 2.4 0.1 - K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC Future Total with Improvements 10: NE 4th Avenue & NE 62nd Street P.M. Peak Hour Intersection Int Delay, s/veh 13.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations itt4 19 4 1 r Traffic Vol, veh/h 0 0 0 79 600 143 128 121 0 0 206 362 Future Vol, veh/h 0 0 0 79 600 143 128 121 0 0 206 362 Conflicting Peds, #/hr 9 0 0 0 0 9 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - 50 - 100 Veh in Median Storage, # - - - 0 - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 90 682 163 145 138 0 0 234 411 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 638 1033 - 952 431 Stage 1 - - - 0 0 - 952 Stage 2 - - - 638 1033 - 0 Critical Hdwy 4.14 - - 5 5 - 5 5 Critical Hdwy Stg 1 - - - - - - 5.54 Critical Hdwy Stg 2 - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 - 3 3 Pot Cap-1 Maneuver - - - 638 426 0 0 463 785 Stage 1 - - - - - 0 0 402 Stage 2 - - - 485 365 0 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - - 180 422 - 459 778 Mov Cap-2 Maneuver - - - 180 422 - 459 Stage 1 - - - - - - 399 Stage 2 - - - — 94 362 Approach WB NB SB HCM Control Delay, s 48.3 16.9 HCM LOS E C Minor Lane/Major Mvmt NBLn1 NBLn2 WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 180 422 - - - 459 778 HCM Lane V/C Ratio 0.808 0.326 - - - 0.51 0.529 HCM Control Delay (s) 77.4 17.6 - - - 20.7 14.7 HCM Lane LOS F C - - - C B HCM 95th %tile Q(veh) 5.5 1.4 - - - 2.8 3.1 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM_withimprovements 06 19 18.syn HCM 2010 TWSC 10: NE 62nd Street & NE 4th Avenue (West) Future Total P.M. Peak Hour Intersection Int Delay, s/veh 46.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Traffic Vol, veh/h 0 0 0 79 600 143 128 121 0 0 206 362 Future Vol, veh/h 0 0 0 79 600 143 128 121 0 0 206 362 Conflicting Peds, #/hr 9 0 0 0 0 9 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - - - 0 - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 90 682 163 145 138 0 0 234 411 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 638 1033 - 952 431 Stage 1 - - - 0 0 - 952 Stage 2 - - - 638 1033 - 0 Critical Hdwy 4.14 - - 5 5 - 5 5 Critical Hdwy Stg 1 - - - - - - 5.54 Critical Hdwy Stg 2 - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 - 3 3 Pot Cap-1 Maneuver - - - 638 426 0 0 463 785 Stage 1 - - - - - 0 0 402 Stage 2 - - - 485 365 0 0 Platoon blocked, % - - Mov Cap-1 Maneuver - - - 180 422 - 459 778 Mov Cap-2 Maneuver - - - 180 422 - 459 Stage 1 - - - - - - 399 Stage 2 - - - — 94 362 Approach WB NB SB HCM Control Delay, s 139.7 72.5 HCM LOS F F Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1 Capacity (veh/h) 250 - - - 621 HCM Lane V/C Ratio 1.132 - - - 1.039 HCM Control Delay (s) 139.7 - - - 72.5 HCM Lane LOS F - - - F HCM 95th %tile Q(veh) 12.6 - - - 17.2 Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 12: NE 4th Court & NE 62nd Street Future Total P.M. Peak Hour 1- I Lane Group WBT WBR NBL NBT SBT Lane Configurations r 19 4 "F Traffic Volume (vph) 405 23 197 820 143 Future Volume (vph) 405 23 197 820 143 Turn Type NA Perm Perm NA NA Protected Phases 2 4 8 Permitted Phases 2 4 Detector Phase 2 2 4 4 8 Switch Phase Minimum Initial (s) 16.0 16.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.3 24.3 24.3 Total Split (s) 30.0 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.3 2.3 2.3 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 7.0 7.0 7.3 7.3 7.3 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 54 (68%), Referenced to phase 2:WBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 12: NE 4th Court & NE 62nd Street if, :1'04 1- 0 2 (R) 30s • 08 50 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 12: NE 4th Court & NE 62nd Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44' ft 19 4 Traffic Volume (veh/h) 0 0 0 20 405 23 197 820 0 0 143 103 Future Volume (veh/h) 0 0 0 20 405 23 197 820 0 0 143 103 Number 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1863 1863 1863 0 0 1863 1900 Adj Flow Rate, veh/h 21 422 24 205 854 0 0 149 107 Adj No. of Lanes 0 2 1 1 1 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2 Cap, veh/h 57 1207 536 517 880 0 0 477 343 Arrive On Green 0.48 0.46 0.46 0.47 0.47 0.00 0.00 0.47 0.49 Sat Flow, veh/h 164 3460 1537 1119 1863 0 0 1009 725 Grp Volume(v), veh/h 237 206 24 205 854 0 0 0 256 Grp Sat Flow(s),veh/h/In 1855 1770 1537 1119 1863 0 0 0 1734 Q Serve(g_s), s 6.6 5.9 0.7 11.1 35.7 0.0 0.0 0.0 7.2 Cycle Q Clear(g_c), s 6.6 5.9 0.7 18.3 35.7 0.0 0.0 0.0 7.2 Prop In Lane 0.09 1.00 1.00 0.00 0.00 0.42 Lane Grp Cap(c), veh/h 647 617 536 517 880 0 0 0 819 V/C Ratio(X) 0.37 0.33 0.04 0.40 0.97 0.00 0.00 0.00 0.31 Avail Cap(c_a), veh/h 647 617 536 586 994 0 0 0 926 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.48 0.48 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 15.7 15.6 14.2 18.7 20.6 0.0 0.0 0.0 12.9 Incr Delay (d2), s/veh 1.4 1.2 0.1 0.1 12.4 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.6 3.0 0.3 3.4 21.3 0.0 0.0 0.0 3.5 LnGrp Delay(d),s/veh 17.1 16.8 14.3 18.8 33.0 0.0 0.0 0.0 13.0 LnGrp LOS B B B B C B Approach Vol, veh/h 467 1059 256 Approach Delay, s/veh 16.8 30.2 13.0 Approach LOS B C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 34.9 45.1 45.1 Change Period (Y+Rc), s 6.0 * 6.3 * 6.3 Max Green Setting (Gmax), s 24.0 * 44 * 44 Max Q Clear Time (g_c+I1), s 8.6 37.7 9.2 Green Ext Time (p_c), s 0.4 1.1 1.4 Intersection Summary HCM 2010 Ctrl Delay 24.2 HCM 2010 LOS C Notes K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 13: Biscayne Boulevard & NE 62nd Street Future Total P.M. Peak Hour Lane Group WBT NBL NBT SBL SBT Lane Configurations 4" 19 t"r4 19 4 Traffic Volume (vph) 7 209 1937 1 1232 Future Volume (vph) 7 209 1937 1 1232 Turn Type NA pm+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0 Minimum Split (s) 25.4 11.0 25.5 25.5 25.5 Total Split (s) 36.0 18.0 94.0 76.0 76.0 Total Split (%) 27.7% 13.8% 72.3% 58.5% 58.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.4 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 6 (5%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 13: Biscayne Boulevard & NE 62nd Street #� 01 I T 02 OR) 1- o- 18sl 76s 36{ At06 (R) if 94 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 13: Biscayne Boulevard & NE 62nd Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4" 19 t"r4 11 4 Traffic Volume (veh/h) 0 0 0 4 7 1 209 1937 9 1 1232 205 Future Volume (veh/h) 0 0 0 4 7 1 209 1937 9 1 1232 205 Number 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 4 7 1 218 2018 9 1 1283 214 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap, veh/h 53 98 14 398 3088 14 215 2323 384 Arrive On Green 0.05 0.05 0.05 0.06 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1149 2124 311 1774 3613 16 209 3032 501 Grp Volume(v), veh/h 6 0 6 218 988 1039 1 744 753 Grp Sat Flow(s),veh/h/In 1805 0 1779 1774 1770 1859 209 1770 1763 Q Serve(g_s), s 0.4 0.0 0.4 3.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 0.4 3.3 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.64 0.17 1.00 0.01 1.00 0.28 Lane Grp Cap(c), veh/h 83 0 82 398 1513 1589 215 1356 1351 V/C Ratio(X) 0.08 0.00 0.07 0.55 0.65 0.65 0.00 0.55 0.56 Avail Cap(c_a), veh/h 411 0 405 487 1513 1589 215 1356 1351 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.4 0.0 59.3 2.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.0 0.2 0.2 0.0 1.6 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.2 1.5 0.1 0.1 0.0 0.6 0.6 LnGrp Delay(d),s/veh 59.6 0.0 59.6 2.4 0.2 0.2 0.0 1.6 1.7 LnGrp LOS E E A A A A A A Approach Vol, veh/h 12 2245 1498 Approach Delay, s/veh 59.6 0.4 1.6 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.5 106.1 12.4 117.6 Change Period (Y+Rc), s 6.0 6.5 6.4 6.5 Max Green Setting (Gmax), s 12.0 69.5 29.6 87.5 Max Q Clear Time (g_c+I1), s 5.3 2.0 2.4 2.0 Green Ext Time (p_c), s 0.2 19.8 0.0 20.3 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 1.1 A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC 14: NE 61st Street & NE 3rd Avenue Future Total P.M. Peak Hour Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Traffic Vol, veh/h 127 575 43 0 0 0 0 64 122 69 24 0 Future Vol, veh/h 127 575 43 0 0 0 0 64 122 69 24 0 Conflicting Peds, #/hr 3 0 0 0 0 3 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - 0 - - - - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 137 618 46 0 0 0 0 69 131 74 26 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 3 0 0 - 918 332 620 941 Stage 1 - - 915 3 3 Stage 2 - - 3 - 617 938 Critical Hdwy 4.14 - - 5 5 5 5 Critical Hdwy Stg 1 - - 5.54 Critical Hdwy Stg 2 - - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 3 3 Pot Cap-1 Maneuver 1618 - 0 480 866 649 469 0 Stage 1 - 0 420 0 Stage 2 - 0 - - 500 408 0 Platoon blocked, % - Mov Cap-1 Maneuver 1618 - - 414 866 431 405 Mov Cap-2 Maneuver - - - 414 - 431 405 Stage 1 - - 363 Stage 2 - - - - 297 353 Approach EB NB SB HCM Control Delay, s 1.5 13.3 16.1 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 630 1618 - - 424 HCM Lane V/C Ratio 0.317 0.084 - - 0.236 HCM Control Delay (s) 13.3 7.4 0.3 - 16.1 HCM Lane LOS B A A - C HCM 95th %tile Q(veh) 1.4 0.3 - - 0.9 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC Future Total with Improvements 15: NE 4th Avenue & NE 61st Street P.M. Peak Hour Intersection Int Delay, s/veh 9.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 T4 19 14 Traffic Vol, veh/h 189 644 23 0 0 0 0 64 219 128 153 0 Future Vol, veh/h 189 644 23 0 0 0 0 64 219 128 153 0 Conflicting Peds, #/hr 2 0 2 2 0 2 2 0 0 0 0 2 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - - 50 Veh in Median Storage, # - 0 - - - - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 197 671 24 0 0 0 0 67 228 133 159 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 2 0 0 - 1081 349 765 1093 Stage 1 - - 1079 2 2 Stage 2 - - 2 - 763 1091 Critical Hdwy 4.14 - - 5 5 5 5 Critical Hdwy Stg 1 - - 5.54 Critical Hdwy Stg 2 - - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 3 3 Pot Cap-1 Maneuver 1619 - 0 406 852 561 401 0 Stage 1 - 0 346 0 Stage 2 - 0 - - 405 341 0 Platoon blocked, % - Mov Cap-1 Maneuver 1619 - - 324 850 294 320 Mov Cap-2 Maneuver - - - 324 - 294 320 Stage 1 - - 277 Stage 2 - - - - 180 273 Approach EB NB SB HCM Control Delay, s 2 15.9 26.9 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 SBLn2 Capacity (veh/h) 622 1619 - - 294 320 HCM Lane V/C Ratio 0.474 0.122 - - 0.454 0.498 HCM Control Delay (s) 15.9 7.5 0.5 - 27 26.9 HCM Lane LOS C A A - D D HCM 95th %tile Q(veh) 2.5 0.4 - - 2.2 2.6 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM_withimprovements 06 19 18.syn HCM 2010 TWSC 15: NE 4th Avenue & NE 61st Street Future Total P.M. Peak Hour Intersection Int Delay, s/veh 19.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Traffic Vol, veh/h 189 644 23 0 0 0 0 64 219 128 153 0 Future Vol, veh/h 189 644 23 0 0 0 0 64 219 128 153 0 Conflicting Peds, #/hr 2 0 2 2 0 2 2 0 0 0 0 2 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - - - - - - Veh in Median Storage, # - 0 - - - - - 0 0 Grade, % - 0 - - 0 - - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 197 671 24 0 0 0 0 67 228 133 159 0 Major/Minor Majorl Minorl Minor2 Conflicting Flow All 2 0 0 - 1081 349 765 1093 Stage 1 - - 1079 2 2 Stage 2 - - 2 - 763 1091 Critical Hdwy 4.14 - - 5 5 5 5 Critical Hdwy Stg 1 - - 5.54 Critical Hdwy Stg 2 - - - - 6.54 5.54 Follow-up Hdwy 2.22 - - 3 3 3 3 Pot Cap-1 Maneuver 1619 - 0 406 852 561 401 0 Stage 1 - 0 346 0 Stage 2 - 0 - - 405 341 0 Platoon blocked, % - Mov Cap-1 Maneuver 1619 - - 324 850 294 320 Mov Cap-2 Maneuver - - - 324 - 294 320 Stage 1 - - 277 Stage 2 - - - - 180 273 Approach EB NB SB HCM Control Delay, s 2 15.9 77.1 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h) 622 1619 - - 308 HCM Lane V/C Ratio 0.474 0.122 - - 0.95 HCM Control Delay (s) 15.9 7.5 0.5 - 77.1 HCM Lane LOS C A A - F HCM 95th %tile Q(veh) 2.5 0.4 - - 9.6 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 16: NE 4th Court & NE 61st Street Future Total P.M. Peak Hour I Lane Group EBT NBT SBL SBT Lane Configurations 4 1 + Traffic Volume (vph) 604 630 11 150 Future Volume (vph) 604 630 11 150 Turn Type NA NA Perm NA Protected Phases 6 4 8 Permitted Phases 8 Detector Phase 6 4 8 8 Switch Phase Minimum Initial (s) 7.0 10.0 10.0 10.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 30.0 50.0 50.0 50.0 Total Split (%) 37.5% 62.5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 59 (74%), Referenced to phase 6:EBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 4th Court & NE 61st Street j tO4 517 •I08 06 (R) 30s 7 50s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 16: NE 4th Court & NE 61st Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti. 11 4' Traffic Volume (veh/h) 366 604 107 0 0 0 0 630 37 11 150 0 Future Volume (veh/h) 366 604 107 0 0 0 0 630 37 11 150 0 Number 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 385 636 113 0 663 39 12 158 0 Adj No. of Lanes 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 2 2 2 2 0 Cap,veh/h 349 614 112 0 772 45 165 826 0 Arrive On Green 0.40 0.40 0.40 0.00 0.44 0.44 0.89 0.89 0.00 Sat Flow, veh/h 1163 2047 375 0 1740 102 742 1863 0 Grp Volume(v), veh/h 597 0 537 0 0 702 12 158 0 Grp Sat Flow(s),veh/h/In 1805 0 1781 0 0 1843 742 1863 0 Q Serve(g_s), s 24.0 0.0 24.0 0.0 0.0 27.4 1.1 0.9 0.0 Cycle Q Clear(g_c), s 24.0 0.0 24.0 0.0 0.0 27.4 28.5 0.9 0.0 Prop In Lane 0.64 0.21 0.00 0.06 1.00 0.00 Lane Grp Cap(c), veh/h 541 0 534 0 0 818 165 826 0 V/C Ratio(X) 1.10 0.00 1.00 0.00 0.00 0.86 0.07 0.19 0.00 Avail Cap(c_a), veh/h 541 0 534 0 0 1014 244 1025 0 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 24.0 0.0 24.0 0.0 0.0 20.0 15.4 2.6 0.0 Incr Delay (d2), s/veh 70.1 0.0 40.1 0.0 0.0 6.3 0.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 22.4 0.0 17.6 0.0 0.0 15.3 0.2 0.5 0.0 LnGrp Delay(d),s/veh 94.2 0.0 64.1 0.0 0.0 26.3 15.6 2.7 0.0 LnGrp LOS F F C B A Approach Vol, veh/h 1134 702 170 Approach Delay, s/veh 79.9 26.3 3.6 Approach LOS E C A Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 41.5 30.0 41.5 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 24.0 44.0 Max Q Clear Time (g_c+I1), s 29.4 26.0 30.5 Green Ext Time (p_c), s 5.2 0.0 5.0 Intersection Summary HCM 2010 Ctrl Delay 54.7 HCM 2010 LOS D K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 17: Biscayne Boulevard & NE 61st Street Future Total P.M. Peak Hour Lane Group EBL EBT WBL WBR NBT SBL SBT Lane Configurations 1 r t Traffic Volume (vph) 398 16 37 36 1711 21 1233 Future Volume (vph) 398 16 37 36 1711 21 1233 Turn Type Split NA Prot pm+ov NA pm+pt NA Protected Phases 8 8 7 5 6 5 2 Permitted Phases 7 2 Detector Phase 8 8 7 5 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 25.5 25.5 22.0 11.0 23.0 11.0 23.0 Total Split (s) 27.0 27.0 22.0 13.0 68.0 13.0 81.0 Total Split (%) 20.8% 20.8% 16.9% 10.0% 52.3% 10.0% 62.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 2 (2%), Referenced to phase 2:SBTL and 6:NBT, Start of Yellow Natural Cycle: 145 Control Type: Actuated -Coordinated Splits and Phases: 17: Biscayne Boulevard & NE 61st Street 7 02(R) �- 8 81s 27s 22s w ' 05 t06 (R)if 13s I 68s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 17: Biscayne Boulevard & NE 61st Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' "ri 1 fir + 'Pi ++ Traffic Volume (veh/h) 398 16 281 37 0 36 0 1711 14 21 1233 0 Future Volume (veh/h) 398 16 281 37 0 36 0 1711 14 21 1233 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 0 1863 0 1863 1900 1863 1863 0 Adj Flow Rate, veh/h 442 18 312 41 0 40 0 1901 16 23 1370 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap,veh/h 280 14 235 0 0 0 0 2439 20 211 2641 0 Arrive On Green 0.16 0.16 0.16 0.00 0.00 0.00 0.00 0.90 0.90 0.03 0.99 0.00 Sat Flow, veh/h 1774 86 1490 0 0 3689 30 1774 3632 0 Grp Volume(v), veh/h 442 0 330 0.0 0 934 983 23 1370 0 Grp Sat Flow(s),veh/h/In 1774 0 1576 0 1770 1857 1774 1770 0 Q Serve(g_s), s 20.5 0.0 20.5 0.0 22.5 22.8 0.5 0.8 0.0 Cycle Q Clear(g_c), s 20.5 0.0 20.5 0.0 22.5 22.8 0.5 0.8 0.0 Prop In Lane 1.00 0.95 0.00 0.02 1.00 0.00 Lane Grp Cap(c), veh/h 280 0 249 0 1200 1259 211 2641 0 V/C Ratio(X) 1.58 0.00 1.33 0.00 0.78 0.78 0.11 0.52 0.00 Avail Cap(c_a), veh/h 280 0 249 0 1200 1259 268 2641 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 0.39 0.00 0.39 0.00 1.00 1.00 0.75 0.75 0.00 Uniform Delay (d), s/veh 54.7 0.0 54.8 0.0 3.1 3.2 7.9 0.1 0.0 Incr Delay (d2), s/veh 267.6 0.0 158.2 0.0 5.0 4.8 0.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 30.8 0.0 19.8 0.0 11.9 12.5 0.2 0.4 0.0 LnGrp Delay(d),s/veh 322.4 0.0 212.9 0.0 8.2 8.0 8.0 0.7 0.0 LnGrp LOS F F A A A A Approach Vol, veh/h 772 1917 1393 Approach Delay, s/veh 275.6 8.1 0.8 Approach LOS F A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 103.0 8.8 94.2 27.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.5 Max Green Setting (Gmax), s 75.0 7.0 62.0 20.5 Max Q Clear Time (g_c+I1), s 2.8 2.5 24.8 22.5 Green Ext Time (p_c), s 18.5 0.0 15.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 56.2 HCM 2010 LOS E K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC Future Total with Improvements 18: NE 2nd Avenue & NE 60th Street (North) P.M. Peak Hour Intersection Int Delay, s/veh 13.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Vol, veh/h 128 270 877 168 148 525 Future Vol, veh/h 128 270 877 168 148 525 Conflicting Peds, #/hr 8 2 0 17 17 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - - - - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 139 293 953 183 161 571 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1677 587 0 0 1153 0 Stage 1 1062 - - - - Stage 2 615 - - - - Critical Hdwy 5 5 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - Critical Hdwy Stg 2 5.84 - - - - Follow-up Hdwy 3 3 - - 2.22 - Pot Cap-1 Maneuver 217 671 - - 602 - Stage 1 323 - - - - Stage 2 566 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver — 129 659 - - 601 - Mov Cap-2 Maneuver — 129 - - - - Stage 1 318 - - - - Stage 2 342 - - - - Approach WB NB SB HCM Control Delay, s 64.2 0 4.2 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes - 129 659 601 - 1.079 0.445 0.268 - 168.3 14.8 13.2 1.7 - F BB A - 7.9 2.3 1.1 - —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM_withimprovements 06 19 18.syn HCM 2010 TWSC 18: NE 2nd Avenue & NE 60th Street (North) Future Total P.M. Peak Hour Intersection Int Delay, s/veh Movement 55.1 WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 128 270 877 168 148 525 Future Vol, veh/h 128 270 877 168 148 525 Conflicting Peds, #/hr 8 2 0 17 17 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 139 293 953 183 161 571 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1677 587 0 0 1153 0 Stage 1 1062 - - - - Stage 2 615 - - - - Critical Hdwy 5 5 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - Critical Hdwy Stg 2 5.84 - - - - Follow-up Hdwy 3 3 - - 2.22 - Pot Cap-1 Maneuver 217 671 - - 602 - Stage 1 323 - - - - Stage 2 566 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver — 129 659 - - 601 - Mov Cap-2 Maneuver — 129 - - - - Stage 1 318 - - - - Stage 2 342 - - - - Approach WB NB SB HCM Control Delay, s 285.6 0 4.2 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes - 284 601 - 1.523 0.268 - 285.6 13.2 1.7 - F B A - 25.1 1.1 —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC 19: NE 2nd Avenue & NE 60th Street (South) Future Total P.M. Peak Hour Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations vir 4+ 414 Traffic Vol, veh/h 7 16 10 1037 653 5 Future Vol, veh/h 7 16 10 1037 653 5 Conflicting Peds, #/hr 2 8 11 0 0 11 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 17 11 1127 710 5 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1311 377 726 0 - 0 Stage 1 724 - - - - Stage 2 587 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 150 621 873 - - - Stage 1 441 - - - - Stage 2 519 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 142 610 866 - - - Mov Cap-2 Maneuver 142 - - - - Stage 1 436 - - - - Stage 2 496 - - - - Approach EB NB SB HCM Control Delay, s 17.9 0.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 866 - 305 HCM Lane V/C Ratio 0.013 - 0.082 HCM Control Delay (s) 9.2 0.2 17.9 HCM Lane LOS A A C HCM 95th %tile Q(veh) 0 - 0.3 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC 20: NE 4th Avenue & NE 60th Street Future Total P.M. Peak Hour Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 112 23 9 151 143 58 Future Vol, veh/h 112 23 9 151 143 58 Conflicting Peds, #/hr 0 4 4 0 0 4 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 123 25 10 166 157 64 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 379 197 225 0 - 0 Stage 1 193 - - - - Stage 2 186 - - - - Critical Hdwy 5 5 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - Critical Hdwy Stg 2 5.42 - - - - Follow-up Hdwy 3 3 2.218 - - - Pot Cap-1 Maneuver 827 990 1344 - - - Stage 1 972 - - - - Stage 2 979 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 814 982 1339 - - - Mov Cap-2 Maneuver 814 - - - - Stage 1 968 - - - - Stage 2 967 - - - - Approach EB NB SB HCM Control Delay, s 10.2 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1339 - 838 HCM Lane V/C Ratio 0.007 - 0.177 HCM Control Delay (s) 7.7 0 10.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.6 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 TWSC 22: NE 4th Avenue & NE 59th Terrace Future Total P.M. Peak Hour Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 18 15 22 132 159 5 Future Vol, veh/h 18 15 22 132 159 5 Conflicting Peds, #/hr 12 13 18 0 0 18 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 17 25 148 179 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 409 212 202 0 - 0 Stage 1 199 - - - - Stage 2 210 - - - - Critical Hdwy 5 5 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - Critical Hdwy Stg 2 5.42 - - - - Follow-up Hdwy 3 3 2.218 - - - Pot Cap-1 Maneuver 802 975 1370 - - - Stage 1 965 - - - - Stage 2 953 - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 759 946 1353 - - - Mov Cap-2 Maneuver 759 - - - - Stage 1 948 - - - - Stage 2 918 - - - - Approach EB NB SB HCM Control Delay, s 9.5 1.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1353 - 834 HCM Lane V/C Ratio 0.018 - 0.044 HCM Control Delay (s) 7.7 0 9.5 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Timings 23: NE 2nd Avenue & NE 59th Street Future Total P.M. Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations 4 r 4, 4i, 41, Traffic Volume (vph) 33 22 28 71 28 21 929 41 592 Future Volume (vph) 33 22 28 71 28 21 929 41 592 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 28.0 28.0 28.0 27.0 27.0 27.0 27.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 23: NE 2nd Avenue & NE 59th Street 7 02 (R) 04 60s 60s t06 (R) 438 60 s 60 s K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 Signalized Intersection Summary 23: NE 2nd Avenue & NE 59th Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4, 4t+ 41, Traffic Volume (veh/h) 33 22 28 71 28 92 21 929 38 41 592 19 Future Volume (veh/h) 33 22 28 71 28 92 21 929 38 41 592 19 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.98 0.98 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 35 23 29 75 29 97 22 978 40 43 623 20 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 208 307 252 122 48 120 60 2427 98 151 2136 68 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.98 0.98 0.98 0.98 0.98 0.98 SatFlow,veh/h 1245 1863 1528 492 291 730 39 3301 134 159 2905 93 Grp Volume(v), veh/h 35 23 29 201 0 0 542 0 498 326 0 360 Grp Sat Flow(s),veh/h/In 1245 1863 1528 1513 0 0 1808 0 1666 1483 0 1675 Q Serve(g_s), s 0.0 1.3 1.9 13.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.8 Cycle Q Clear(g_c), s 4.6 1.3 1.9 15.3 0.0 0.0 1.3 0.0 1.3 0.6 0.0 0.8 Prop In Lane 1.00 1.00 0.37 0.48 0.04 0.08 0.13 0.06 Lane Grp Cap(c), veh/h 208 307 252 290 0 0 1361 0 1225 1124 0 1231 V/C Ratio(X) 0.17 0.07 0.12 0.69 0.00 0.00 0.40 0.00 0.41 0.29 0.00 0.29 Avail Cap(c_a), veh/h 563 838 688 715 0 0 1361 0 1225 1124 0 1231 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.8 42.4 42.7 48.1 0.0 0.0 0.4 0.0 0.4 0.4 0.0 0.4 Incr Delay (d2), s/veh 0.3 0.1 0.1 2.2 0.0 0.0 0.9 0.0 1.0 0.7 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.0 0.7 0.8 6.6 0.0 0.0 0.8 0.0 0.7 0.5 0.0 0.5 LnGrp Delay(d),s/veh 44.1 42.5 42.8 50.3 0.0 0.0 1.2 0.0 1.4 1.0 0.0 1.0 LnGrp LOS D D D D A A A A Approach Vol, veh/h 87 201 1040 686 Approach Delay, s/veh 43.2 50.3 1.3 1.0 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 94.2 25.8 94.2 25.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Max Q Clear Time (g_c+I1), s 2.8 17.3 3.3 6.6 Green Ext Time (p_c), s 5.0 1.4 5.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 7.9 HCM 2010 LOS A K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn HCM 2010 AWSC 24: NE 59th Street & NE 4th Avenue Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 49 7 32 121 31 7 114 25 12 132 28 Future Vol, veh/h 15 49 7 32 121 31 7 114 25 12 132 28 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 51 7 33 126 32 7 119 26 13 138 29 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.6 9.4 8.9 9.2 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 5% 21% 17% 7% Vol Thru, % 78% 69% 66% 77% Vol Right, % 17% 10% 17% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 146 71 184 172 LT Vol 7 15 32 12 Through Vol 114 49 121 132 RT Vol 25 7 31 28 Lane Flow Rate 152 74 192 179 Geometry Grp 1 1 1 1 Degree of Util (X) 0.199 0.102 0.252 0.233 Departure Headway (Hd) 4.7 4.941 4.74 4.677 Convergence, Y/N Yes Yes Yes Yes Cap 760 721 755 765 Service Time 2.752 3.001 2.791 2.727 HCM Lane V/C Ratio 0.2 0.103 0.254 0.234 HCM Control Delay 8.9 8.6 9.4 9.2 HCM Lane LOS A A A A HCM 95th-tile Q 0.7 0.3 1 0.9 K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Synchro\06 19 18 Syncro 9\Future Total PM 06 19 18.syn Appendix M Signal Warrant Analysis NE 62nd Street and NE 4th Avenue TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS INTERSECTION NAME: NE 62nd Street and NE 4th Avenue SCENARIO: NE 62nd Street: Future (2025) Traffic with Project (VVB) NE 4th Avenue: Future (2025) Traffic with Project (N/S) MAJOR STREET: NE 62nd Street MINOR STREET: NE 4th Avenue ISOLATED COMMUNITY WITH POPULATION LESS THAN 10,000 (Y OR N): 85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N): N N # OF APPROACH LANES: 2 # OF APPROACH LANES: MAJOR ST EASTBOUND/ WESTBOUND MINOR ST NORTHBOUND/ SOUTHBOUND VVARRANT 1-A VVARRANT 1-B COMBINATION OF VVARRANT 1-A &1-B WARRANT 2 WARRANT 3 MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET WARRANT 1-A WARRANT 1-B MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET 600 150 900 75 480 120 720 60 IP THRESHOLD VALUES 07:00 AM TO 08:00 AM 325 21 08:00 AM TO 09:00 AM 805 294 Y Y Y Y Y Y Y Y Y Y Y 09:00 AM TO 10:00 AM 398 79 Y Y 10:00 AM TO 11:00 AM 424 105 Y Y 11:00 AM TO 12:00 PM 477 139 Y Y Y 12:00 PM TO 01:00 PM 517 182 Y Y Y Y Y Y 01:00 PM TO 02:00 PM 571 185 Y Y Y Y Y Y 02:00 PM TO 03:00 PM 574 188 Y Y Y Y Y Y 03:00 PM TO 04:00 PM 597 198 Y Y Y Y Y Y 04:00 PM TO 05:00 PM 762 427 Y Y Y Y Y Y Y Y Y Y Y Y 05:00 PM TO 06:00 PM 694 207 Y Y Y Y Y Y Y Y 06:00 PM TO 07:00 PM 514 148 Y Y Y Y Y 6,658 2,173 3 0 8 2 2 1 8 HOURS NEEDED NOT SATISFIED 8 HOURS NEEDED NOT SATISFIED 8 HOURS OF BOTH VVARR #1-A AND VVARR #1-B NEEDED NOT SATISFIED 4 HRS NEEDED NOT SATISFIED 1 HR NEEDED SATISFIED WARRANT 1 -- Eight Hour Vehicular Volume WARRANT 2 -- Four Hour Vehicular Volume WARRANT 3 -- Peak Hour K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Signal Warrant Analysis\NE 62nd Street and NE 4th Avenue\Warrant_06 18 18.xls Daily Trips Generated 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 7:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 7:00 AM 8:00 AM 8:00 AM' 9:00 AM 9:00 AM 10:00 AM 11:00 AM 10:00 AM 11:00 AM 12:00 PM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 4:00 PM 5:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM Notes: Total Peak Total (5) Non Peak Total (6) Peak Difference (7) 20,20 Total Net New Traffic Hourly Distribution NE 62nd Street and NE 4th Avenue 6 In: 10,103 Out: 10,103 Hourly Distribution (1) Ins Outs 0.21% 0.21% 0.21% 0.21% 0.21% 0.21% 0.80% 2.00% 0.35% 0.35% 0.35% 0.35% 0.35% 0.35% 0.30% 0.90% 3.10% 1.20% 5.50% 7.00% 8.40% 2.00% 4.30% 6.20% 9.40% 8.20% 7.70% 7.80% 8.30% 8.60% 8.90% 8.80% 8.00% 8.90% 8.40% 8.00% 7.90% 4.30% 1.80% 0.21% 0.21% 9.20% 7.50% 7.20% 7.70% 7.20% 0.35% 0.35% 100.00% 11.10% 88.90% 100.00% 10.10% 89.90% Adjusted Hourly Dist. (4) Ins Outs 0.18% 0.18% 0.18% 0.18% 0.18% 0.18% 0.69% 1.73% 0.30% 0.30% 0.30% 0.30% 0.30% 0.30% 0.25% 0.76% 15.30% 5.82% 4.76% 6.05% 7.27% 1.69% 3.64% 5.25% 8.13% 7.09% 6.66% 6.75% 7.03% 7.28% 7.54% 7.45% 7.80% 18.03% 7.27% 6.92% 6.83% 3.72% 1.56% 0.18% 0.18% 7.79% 6.35% 6.10% 6.52% 6.10% 0.30% 0.30% 100.00% 23.10% 76.90% 12.00% 100.00% 23.85% 76.15% 13.75% Total Project Trips (8) Ins Outs Total 19 19 19 19 19 19 70 175 30 30 30 30 30 30 26 77 49 49 49 49 49 49 96 252 1,546 588 2,134 481 612 734 171 368 531 652 980 1,265 821 717 673 682 710 736 762 753 1,532 1,453 1,435 1,435 788 1,822 2,610 734 699 690 376 157 19 19 787 642 616 659 616 30 30 1,521 1,341 1,307 1,035 773 49 49 (1) Hourly distribution obtained from ITE Trip Generation 9th Edition - Land Use 820 (2) Peak Hour volumes obtained from Trip Generation Calculations (3) Adjusted Hourly Distribution for peak hours calculated using peak and daily trip generation (4) Adjusted Hourly Distribution for non peak hours calculated by proportionally distributing the peak difference (5) PM Peak Hour percentage (6) Summation of all non peak hours (7) Difference of PM peaks of ITE Hourly Distribution and the the peaks calculated using trip generation volumes (8) Adjusted trips calculated with adjusted hourly distribution and daily trips K:\FTL_TPTO\043908100-Magic City SAP \Calcs\Signal Warrant Analysis \NE 62nd Street and NE 4th Avenue\Net New Trip Gen Distribution_06 18 18.x)s (2)(3) (2)(3) Approach Net New Project Traffic Volumes NE 62nd Street and NE 4th Avenue Time Interval Adjusted Hourly Dist. Adjusted Hourly Dist Net New Project Trips Outs Ins Ins Outs Ins Outs WBTiZI NBLiZI SBTiZI SBRiZI WBLi31 WBTi31 WBRi31 NBTi31 SBRi31 13.0% 4.0% 11.0% 13.0% 7.0% 3.0% 9.0% 15.0% 1.0% 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 7:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 7:00 AM 8:00 AM 0.21% 0.21% 0.21% 0.21% 0.21% 0.21% 0.80% 2.00% 0.35% 0.35% 0.35% 0.35% 0.35% 0.35% 0.30% 0.90% 0.18% 0.18% 0.18% 0.18% 0.18% 0.18% 0.69% 1.73% 0.30% 0.30% 0.30% 0.30% 0.30% 0.30% 0.25% 0.76% 4 4 4 4 4 4 3 10 1 1 1 1 1 1 1 3 3 3 3 3 3 3 3 9 4 4 4 4 4 4 3 10 1 1 1 1 1 1 5 12 1 1 1 1 1 1 2 5 2 2 2 2 2 2 6 16 3 3 3 3 3 3 10 26 0 0 0 0 0 0 1 2 8:00 AM 9:00 AM 3.10% 1.20% 5.82% 76 24 I 65 76 108 NM 46 140 r 232 I 16 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5.50% 7.00% 8.40% 9.40% 8.20% 7.70% 7.80% 2.00% 4.30% 6.20% 8.30% 8.60% 8.90% 8.80% 4.76% 6.05% 7.27% 8.13% 7.09% 6.66% 6.75% 1.69% 3.64% 5.25% 7.03% 7.28% 7.54% 7.45% 22 48 69 92 96 99 98 7 15 22 28 29 31 30 19 41 59 78 81 84 83 22 48 69 92 96 99 98 34 43 51 57 50 47 48 14 18 22 25 22 20 21 44 55 66 74 65 61 61 72 92 110 123 107 101 102 5 6 8 8 7 7 7 1 0% 18.03% _ 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM 8.40% 8.00% 7.90% 4.30% 1.80% 0.21% 0.21% 9.20% 7.50% 7.20% 7.70% 7.20% 0.35% 0.35% 7.27% 6.92% 6.83% 3.72% 1.56% 0.18% 0.18% 7.79% 6.35% 6.10% 6.52% 6.10% 0.30% 0.30% 102 83 80 86 80 4 4 32 26 25 26 25 1 1 86 70 68 72 68 3 3 102 83 80 86 80 4 4 51 49 48 26 11 1 1 22 21 21 11 5 1 1 66 63 62 34 14 2 2 110 105 103 56 24 3 3 7 7 7 4 2 0 0 Notes: (') Peak Hour volumes obtained from Trip Generation Calculations Izl Trips calculated with Outs hourly distribution (3) Trips calculated with Ins hourly distribution K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Signal Warrant Analysis\NE 62nd Street and NE 4th Avenue\Net New Trip Gen Distribution_06 18 18.xls NE 62nd Street and NE 4th Avenue Hour Raw Existing TMCs Eastbound Westbound Northbound Southbound Major Street Highest Minor Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 0 0 0 237 15 0 0 0 0 0 16 252 16 8:OO AM - 9:00 AM 0 0 0 0 392 22 0 0 0 0 0 32 414 32 9:00 AM - 10:00 AM 0 0 0 0 232 22 0 0 0 0 0 23 254 23 10:00 AM - 11:00 AM 0 0 0 0 209 24 0 0 0 0 0 34 233 34 11:00 AM - 12:00 PM 0 0 0 0 213 28 0 0 0 0 0 33 241 33 12:00 PM - 1:00 PM 0 0 0 0 224 17 0 0 0 0 0 44 241 44 1:00 PM - 2:00 PM 0 0 0 0 274 29 0 0 0 0 0 40 303 40 2:00 PM - 3:00 PM 0 0 0 0 284 26 0 0 0 0 0 38 310 38 3:00 PM - 4:00 PM 0 0 0 0 309 21 0 0 0 0 0 53 330 53 4:00 PM - 5:00 PM 0 0 0 0 354 24 0 0 0 0 0 69 378 69 5:00 PM - 6:00 PM 0 0 0 0 390 15 0 0 0 0 0 57 405 57 6:00 PM - 7:00 PM 0 0 0 0 256 11 0 0 0 0 0 20 267 20 Hour Future 2025 Committed Developments Eastbound Westbound Noethbound Southbound Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:OO AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:OO AM - 9:00 AM 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 9:OO AM - 10:OO AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:OO AM - 11:OO AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM - 12:OO PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM - 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM - 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM - 5:00 PM 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 5:00 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM - 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Future 2025 Background TMCs PSF = 1.02 Growth Rate = 1.14% Eastbound Westbound Noethbound Southbound Major Street Highest Minor Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:OO AM 0 0 0 0 0 0 265 17 0 0 0 0 0 0 0 18 281 18 8:OO AM - 9:OO AM 0 0 0 0 0 0 448 25 0 0 0 0 0 0 0 36 472 36 9:OO AM - 10:OO AM 0 0 0 0 0 0 259 25 0 0 0 0 0 0 0 26 284 26 10:00 AM - 11:00 AM 0 0 0 0 0 0 233 27 0 0 0 0 0 0 0 38 260 38 11:00 AM - 12:00 PM 0 0 0 0 0 0 238 31 0 0 0 0 0 0 0 37 269 37 12:00 PM - 1:00 PM 0 0 0 0 0 0 250 19 0 0 0 0 0 0 0 49 269 49 1:00 PM - 2:00 PM 0 0 0 0 0 0 306 32 0 0 0 0 0 0 0 45 338 45 2:00 PM - 3:00 PM 0 0 0 0 0 0 317 29 0 0 0 0 0 0 0 42 346 42 3:00 PM - 4:00 PM 0 0 0 0 0 0 345 23 0 0 0 0 0 0 0 59 369 59 4:00 PM - 5:00 PM 0 0 0 0 0 0 406 27 0 0 0 0 0 0 0 77 433 77 5:00 PM - 6:00 PM 0 0 0 0 0 0 436 17 0 0 0 0 0 0 0 64 452 64 6:00 PM - 7:00 PM 0 0 0 0 0 0 286 12 0 0 0 0 0 0 0 22 298 22 Hour Future Diversions Eastbound Westbound Noethbound Southbound Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:OO AM - 9:00 AM 0 0 0 0 0 0 -36 -2 0 36 2 0 0 0 6 -6 9:OO AM - 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM - 11:OO AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM - 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM - 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM - 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM - 5:00 PM 0 0 0 0 0 0 -55 -3 0 55 3 0 0 0 6 -6 5:00 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM - 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Projec hips Eastbound Westbound Northbound Southbound Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 0 0 0 0 12 15 16 0 3 26 0 0 0 9 12 8:OO AM - 9:OO AM 0 0 0 0 0 108 122 140 0 24 232 0 0 0 65 92 9:00 AM - 10:00 AM 0 0 0 0 0 34 36 44 0 7 72 0 0 0 19 27 10:OO AM - 11:00 AM 0 0 0 0 0 43 66 55 0 15 92 0 0 0 41 54 11:00 AM - 12:00 PM 0 0 0 0 0 51 91 66 0 22 110 0 0 0 59 77 12:00 PM - 1:00 PM 0 0 0 0 0 57 117 74 0 28 123 0 0 0 78 100 1:00 PM - 2:00 PM 0 0 0 0 0 50 118 65 0 29 107 0 0 0 81 103 2:00 PM - 3:00 PM 0 0 0 0 0 47 119 61 0 31 101 0 0 0 84 106 3:00 PM - 4:00 PM 0 0 0 0 0 48 119 61 0 30 102 0 0 0 83 105 4:00 PM - 5:00 PM 0 0 0 0 0 55 261 71 0 73 118 0 0 0 200 245 5:00 PM - 6:00 PM 0 0 0 0 0 51 124 66 0 32 110 0 0 0 86 109 6:00 PM - 7:00 PM 0 0 0 0 0 49 104 63 0 26 105 0 0 0 70 90 Hour Future 2025 Total Eastbound Westbound Noethbound Southbound Pagone's Reduction Major Street Highest Minor Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:OO AM - 8:OO AM 0 0 0 0 0 12 280 33 0 3 26 0 0 0 9 30 60% 325 21 8:00 AM - 9:OO AM 0 0 0 0 0 108 534 163 0 60 234 0 0 0 71 122 055 805 294 9:OO AM - 10:OO AM 0 0 0 0 0 34 295 69 0 7 72 0 0 0 19 53 096 398 79 10:00 AM - 11:00 AM 0 0 0 0 0 43 299 82 0 15 92 0 0 0 41 92 30% 424 105 11:00 AM - 12:00 PM 0 0 0 0 0 51 329 97 0 22 110 0 0 0 59 114 30% 477 139 12:00 PM - 1:00 PM 0 0 0 0 0 57 367 93 0 28 123 0 0 0 78 149 30% 517 182 1:00 PM - 2:00 PM 0 0 0 0 0 50 424 97 0 29 107 0 0 0 81 148 30% 571 185 2:00 PM - 3:00 PM 0 0 0 0 0 47 437 90 0 31 101 0 0 0 84 148 30% 574 188 3:00 PM - 4:00 PM 0 0 0 0 0 48 464 85 0 30 102 0 0 0 83 164 30% 597 198 4:00 PM - 5:00 PM 0 0 0 0 0 55 612 95 0 128 121 0 0 0 206 316 30% 762 427 5:00 PM - 6:00 PM 0 0 0 0 0 51 560 83 0 32 110 0 0 0 86 173 30% 694 207 6:00 PM - 7:00 PM 0 0 0 0 0 49 390 75 0 26 105 0 0 0 70 112 30% 514 148 K:\FTL_TPTO\043908100-Magic City SAP \Caks\Signal Waran Analysis\ NE 62nd Street and NE 4 h Avenue\]Warrant_061818.xls]Warrants 1-3 K:\rn Tyro\04390sr00-Magic City SAP \raks\Signal Warrant analysiANE 62nd sneer and NE am avenue \foam 0618 18... NE 61st Street and NE 4th Avenue TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS INTERSECTION NAME: NE 61st Street and NE 4th Avenue SCENARIO: NE 61st Street: Future (2025) Traffic with Project (E) NE 4th Avenue: Future (2025) Traffic with Project (N/S) MAJOR STREET: NE 61st Street MINOR STREET: NE 4th Avenue ISOLATED COMMUNITY WITH POPULATION LESS THAN 10,000 (Y OR N): 85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N): N N # OF APPROACH LANES: 2 # OF APPROACH LANES: MAJOR ST EASTBOUND/ WESTBOUND MINOR ST NORTHBOUND/ SOUTHBOUND VVARRANT 1-A VVARRANT 1-B COMBINATION OF VVARRANT 1-A &1-B WARRANT 2 WARRANT 3 MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET WARRANT 1-A WARRANT 1-B MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET 600 150 900 75 480 120 720 60 IP THRESHOLD VALUES 07:00 AM TO 08:00 AM 403 65 Y 08:00 AM TO 09:00 AM 936 246 Y Y Y Y Y Y Y Y Y Y Y Y Y 09:00 AM TO 10:00 AM 498 94 Y Y Y 10:00 AM TO 11:00 AM 515 102 Y Y Y 11:00 AM TO 12:00 PM 545 129 Y Y Y Y Y 12:00 PM TO 01:00 PM 586 162 Y Y Y Y Y Y 01:00 PM TO 02:00 PM 629 159 Y Y Y Y Y Y Y Y 02:00 PM TO 03:00 PM 562 165 Y Y Y Y Y Y 03:00 PM TO 04:00 PM 629 153 Y Y Y Y Y Y Y Y 04:00 PM TO 05:00 PM 661 155 Y Y Y Y Y Y Y Y 05:00 PM TO 06:00 PM 855 285 Y Y Y Y Y Y Y Y Y Y Y 06:00 PM TO 07:00 PM 697 94 Y Y Y Y 7,516 1,809 5 1 8 2 2 0 8 HOURS NEEDED NOT SATISFIED 8 HOURS NEEDED NOT SATISFIED 8 HOURS OF BOTH VVARR #1-A AND VVARR #1-B NEEDED NOT SATISFIED 4 HRS NEEDED NOT SATISFIED 1 HR NEEDED NOT SATISFIED WARRANT 1 -- Eight Hour Vehicular Volume WARRANT 2 -- Four Hour Vehicular Volume WARRANT 3 -- Peak Hour K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Signal Warrant Analysis\NE 61st Street and NE 4th Avenue\Warrant_06 18 18.xls Daily Trips Generated 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 7:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 7:00 AM 8:00 AM 8:00 AM 9:00 AM 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 5:00 PM 6:0(:1 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM Notes: Total Peak Total (5) Non Peak Total (6) Peak Difference (') (1) (2) (3) (4) (5) (6) Total Net New Traffic Hourly Distribution NE 61st Street and NE 4th Avenue 20,206 In: 10,103 Out: 10,103 Hourly Distribution (1) Ins Outs 0.21% 0.21% 0.21% 0.21% 0.21% 0.21% 0.80% 2.00% 0.35% 0.35% 0.35% 0.35% 0.35% 0.35% 0.30% 0.90% 3.10% 1.20% 5.50% 7.00% 8.40% 9.40% 8.20% 7.70% 7.80% 8.00% 2.00% 4.30% 6.20% 8.30% 8.60% 8.90% 8.80% 8.90% 8.40% 9.20% 8.00% 7.90% 4.30% 1.80% 0.21% 0.21% 7.50% 7.20% 7.70% 7.20% 0.35% 0.35% 100.00% 11.50% 88.50% 100.00% 10.40% 89.60% Adjusted Hourly Dist. (4) Ins Outs 0.18% 0.18% 0.18% 0.18% 0.18% 0.18% 0.70% 1.74% 0.30% 0.30% 0.30% 0.30% 0.30% 0.30% 0.25% 0.76% 15.30% 5.82% 4.78% 6.08% 7.30% 8.17% 7.13% 6.69% 6.78% 6.95% 1.70% 3.65% 5.27% 7.05% 7.31% 7.56% 7.48% 7.56% 7.80% 18.03% 6.95% 6.86% 3.74% 1.56% 0.18% 0.18% 6.37% 6.12% 6.54% 6.12% 0.30% 0.30% 100.00% 23.10% 76.90% 11.60% 100.00% 23.85% 76.15% 13.45% Total Project Trips (8) Ins Outs Total 19 19 19 19 19 19 70 176 30 30 30 30 30 30 26 77 49 49 49 49 49 49 96 253 1,546 588 2,134 483 614 737 825 720 676 685 702 172 369 532 713 738 764 756 764 655 984 1,270 1,538 1,458 1,440 1,440 1,466 788 1,822 2,610 702 694 377 158 19 19 644 618 661 618 30 30 1,346 1,312 1,039 776 49 49 Hourly distribution obtained from ITE Trip Generation 9th Edition - Land Use 820 Peak Hour volumes obtained from Trip Generation Calculations Adjusted Hourly Distribution for peak hours calculated using peak and daily trip generation Adjusted Hourly Distribution for non peak hours calculated by proportionally distributing the peak difference PM Peak Hour percentage Summation of all non peak hours (7) Difference of PM peaks of ITE Hourly Distribution and the the peaks calculated using trip generation volumes (8) Adjusted trips calculated with adjusted hourly distribution and daily trips K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Signal Warrant Analysis\NE 61st Street and NE 4th Avenue\Net New Trip Gen Distribution_06 18 18.x(s (2)(3) Approach Net New Project Traffic Volumes NE 61st Street and NE 4th Avenue Time Interval Adjusted Hourly Dist. Adjusted Hourly Dist Net New Project Trips Outs Ins Ins Outs Ins Outs EBLI2I EBTI2I EBRI2I NBRI2I SBLI2I SBTI2I EBLI31 EBTI31 NBTI31 NBRI31 SBTI31 4.0% 4.0% 1.0% 6.0% 7.0% 4.0% 13.0% 14.0% 2.0% 3.0% 7.0% 12:00 AM 1:00 AM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 1:00 AM 2:00 AM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 2:00 AM 3:00 AM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 3:00 AM 4:00 AM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 4:00 AM 5:00 AM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 5:00 AM 6:00 AM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 6:00 AM 7:00 AM 0.80% 0.30% 0.70% 0.25% 1 1 0 2 2 1 9 10 1 2 5 7:00 AM 8:00 AM 2.00% 0.90% 1.74% 0.76% 3 3 1 5 5 3 23 25 4 5 12 8:00 AM 9:00 AM 3.10% 1.20% 15.30% 5.82% Er 24 r 24 5 35 . 41 . 24 I. 201 ' 216 1 31 ! 1 46 ' 108 9:00 AM 10:00 AM 5.50% 2.00% 4.78% 1.70% 7 7 1 10 12 7 63 67 10 14 34 10:00 AM 11:00 AM 7.00% 4.30% 6.08% 3.65% 15 15 3 22 26 15 80 86 12 18 43 11:00 AM 12:00 PM 8.40% 6.20% 7.30% 5.27% 22 22 5 32 37 22 96 103 15 22 52 12:00 PM 1:00 PM 9.40% 8.30% 8.17% 7.05% 29 29 7 43 50 29 107 115 17 25 58 1:00 PM 2:00 PM 8.20% 8.60% 7.13% 7.31% 30 30 7 44 51 30 93 100 15 22 50 2:00 PM 3:00 PM 7.70% 8.90% 6.69% 7.56% 31 31 8 46 53 31 87 94 14 21 47 3:00 PM 4:00 PM 7.80% 8.80% 6.78% 7.48% 30 30 7 45 53 30 89 96 14 21 48 4:00 PM 5:00 PM 8.00% 8.90% 6.95% 7.56% 31 31 8 46 53 31 91 98 14 21 49 5: - ',Iv:a,uu ew 8.40% 9.20% 7.8070 12i 3 %+ F3 _ 73 18 109 6:00 PM 7:00 PM 8.00% 7.50% 6.95% 6.37% 26 26 6 39 45 26 91 98 14 21 49 7:00 PM 8:00 PM 7.90% 7.20% 6.86% 6.12% 25 25 6 37 43 25 90 97 14 21 48 8:00 PM 9:00 PM 4.30% 7.70% 3.74% 6.54% 26 26 7 40 46 26 49 53 8 11 26 9:00 PM 10:00 PM 1.80% 7.20% 1.56% 6.12% 25 25 6 37 43 25 20 22 3 5 11 10:00 PM 11:00 PM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 11:00 PM 12:00 AM 0.21% 0.35% 0.18% 0.30% 1 1 0 2 2 1 2 3 0 1 1 Notes: (1) Peak Hour volumes obtained from Trip Generation Calculations (2) Trips calculated with Outs hourly distribution (a) Trips calculated with Ins hourly distribution K:\FTL_TPTO\043908100-Magic City SAP \Calcs\Signal Warrant Analysis\NE 61st Street and NE 4th Avenue\Net New Trip Gen Distribution_06 18 18.xls NE 61st Street and NE 4th Avenue Hour Raw Existing TMCs Eastbound Westbound Northbound Southbound Major Street Highest Minor Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 7 291 13 0 0 0 0 9 31 1 39 0 311 40 8:00 AM - 9:00 AM 11 390 20 0 0 0 0 23 27 0 60 0 421 60 9:00 AM - 10:00 AM 7 295 14 0 0 0 0 15 26 0 37 0 316 41 10:00 AM - 11:00 AM 16 247 20 0 0 0 0 11 24 1 15 0 283 35 11:00 AM - 12:00 PM 14 238 13 0 0 0 0 20 21 0 16 0 265 41 12:00 PM - 1:00 PM 21 239 8 0 0 0 0 13 28 0 22 0 268 41 1:00 PM - 2:00 PM 24 288 18 0 0 0 0 19 36 1 24 0 330 55 2:00 PM - 3:00 PM 11 260 8 0 0 0 0 14 23 0 30 0 279 37 3:00 PM - 4:00 PM 11 310 17 0 0 0 0 22 47 1 19 0 338 69 4:00 PM - 5:00 PM 18 326 16 0 0 0 0 25 38 0 20 0 360 63 5:00 PM - 6:00 PM 15 393 17 0 0 0 0 40 78 1 21 0 425 118 6:00 PM - 7:00 PM 10 386 7 0 0 0 0 30 49 0 20 0 403 79 Hour Future 2025 Committed Developments Eastbound Westbound Northbound Southbound Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM - 9:00 AM 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 AM - 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:OO AM - 11:OO AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM - 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM - 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM - 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 6:00 PM 0 0 13 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM - 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Future 2025 Background TMCs PSF = 1.02 Growth Rate = 1.14% Eastbound Westbound Northbound Southbound Major Street Highest Minor Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 8 325 15 0 0 0 0 0 0 10 35 0 1 44 0 347 45 8:00 AM - 9:00 AM 0 12 446 22 0 0 0 0 0 0 26 30 0 0 67 0 480 67 9:00 AM - 10:00 AM 0 8 329 16 0 0 0 0 0 0 17 29 0 0 41 0 353 46 10:OO AM - 11:00 AM 0 18 276 22 0 0 0 0 0 0 12 27 0 1 17 0 316 39 11:00 AM - 12:00 PM 0 16 266 15 0 0 0 0 0 0 22 23 0 0 18 0 296 46 12:00 PM - 1:00 PM 0 23 267 9 0 0 0 0 0 0 15 31 0 0 25 0 299 46 1:00 PM - 2:00 PM 0 27 322 20 0 0 0 0 0 0 21 40 0 1 27 0 369 61 2:00 PM - 3:00 PM 0 12 290 9 0 0 0 0 0 0 16 26 0 0 34 0 312 41 3:00 PM - 4:00 PM 0 12 346 19 0 0 0 0 0 0 25 52 0 1 21 0 377 77 4:00 PM - 5:00 PM 0 20 364 18 0 0 0 0 0 0 28 42 0 0 22 0 402 70 5:00 PM - 6:00 PM 0 17 452 19 0 0 0 0 0 0 45 87 0 1 23 0 488 132 6:00 PM - 7:00 PM 0 11 431 8 0 0 0 0 0 0 34 55 0 0 22 0 450 88 Hour Future Diversions Eastbound Westbound Northbound Southbound Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM - 9:00 AM 0 0 0 -14 0 0 0 0 0 0 0 0 0 0 6 0 9:00 AM - 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM - 11:OO AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM - 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM - 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM - 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 6:00 PM 0 0 0 -9 0 0 0 0 0 0 0 0 0 0 6 0 6:00 PM - 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hour Projec hips Eastbound Westbound Northbound Southbound Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 26 28 1 0 0 0 0 0 0 4 10 0 5 15 0 8:OO AM - 9:OO AM 0 225 240 5 0 0 0 0 0 0 31 81 0 41 132 0 9:00 AM - 10:00 AM 0 70 74 1 0 0 0 0 0 0 10 24 0 12 41 0 10:00 AM - 11:00 AM 0 95 101 3 0 0 0 0 0 0 12 40 0 26 58 0 11:00 AM - 12:00 PM 0 118 125 5 0 0 0 0 0 0 15 54 0 37 74 0 12:00 PM - 1:00 PM 0 136 144 7 0 0 0 0 0 0 17 68 0 50 87 0 1:00 PM - 2:00 PM 0 123 130 7 0 0 0 0 0 0 15 66 0 51 80 0 2:00 PM - 3:00 PM 0 118 125 8 0 0 0 0 0 0 14 67 0 53 78 0 3:00 PM - 4:00 PM 0 119 126 7 0 0 0 0 0 0 14 66 0 53 78 0 4:00 PM - 5:00 PM 0 122 129 8 0 0 0 0 0 0 14 67 0 53 80 0 5:00 PM - 6:00 PM 0 175 183 18 0 0 0 0 0 0 16 133 0 127 128 0 6:00 PM - 7:00 PM 0 117 124 6 0 0 0 0 0 0 14 60 0 45 75 0 Hour Future 2025 Total Eastbound Westbound Northbound Southbound Pagone's Reduction Major Street Highest Minor Start - End EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7:00 AM - 8:00 AM 0 34 353 16 0 0 0 0 0 0 14 45 0 6 59 0 0% 403 65 8:00 AM - 9:00 AM 0 237 686 13 0 0 0 0 0 0 57 111 0 41 205 0 096 936 246 9:00 AM - 10:00 AM 0 78 403 17 0 0 0 0 0 0 27 53 0 12 82 0 051 498 94 10:00 AM - 11:00 AM 0 113 377 25 0 0 0 0 0 0 24 67 0 27 75 0 0% 515 102 11:00 AM - 12:00 PM 0 134 391 20 0 0 0 0 0 0 37 77 0 37 92 0 0% 545 129 12:00 PM - 1:00 PM 0 159 411 16 0 0 0 0 0 0 32 99 0 50 112 0 0% 586 162 1:00 PM - 2:00 PM 0 150 452 27 0 0 0 0 0 0 36 106 0 52 107 0 0% 629 159 2:00 PM - 3:00 PM 0 130 415 17 0 0 0 0 0 0 30 93 0 53 112 0 0% 562 165 3:00 PM - 4:00 PM 0 131 472 26 0 0 0 0 0 0 39 118 0 54 99 0 0% 629 153 4:00 PM - 5:00 PM 0 142 493 26 0 0 0 0 0 0 42 109 0 53 102 0 0% 661 155 5:00 PM - 6:00 PM 0 192 635 28 0 0 0 0 0 0 61 220 0 128 157 0 0% 855 285 6:00 PM - 7:00 PM 0 128 555 14 0 0 0 0 0 0 48 115 0 45 97 0 60% 697 94 K:\FTL_TPTO\043908100-Magic City SAP \Calcs\Signal Warran Analysis\ NE 61st Street and NE 4th Avenue\[Net New Trip Gen Dirtribution_061818.xIs[Projed Trips K:\rn TFTo\o4a%aroo-MO1 City SAP \talcs\Signal warrant analysis\NE 61st street and NE am Avenue \counn_os 18 18..1s DAILY TRIP GENERATION COMPARISON EXISTING DAILY TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS VOLUMES MULTIMODAL REDUCTION(') VOLUMES PEDESTRIAN REDUCTION(') VOLUMES INTERNAL CAPTURE EXTERNAL TRIPS PASS -BY CAPTURE NET NEW EXTERNAL TRIPS Land Use Edition Code Scale Units ercen In Out In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total Percent Trips In Out Total Warenooamg 150 135.656 ksf 50% 50% 321 320 641 10.0% 64 289 288 577 10.0% 58 260 259 519 0.0% 260 259 519 0.0% 260 259 519 2 3 4 5 6 7 8 9 2 ITE Code Equation 150 LN(Y) = 0.86*LN(X)+2.24 Existing Development 321 320 641 10.0% 64 289 288 578 10.0% 58 260 259 519 0.0% 260 259 519 0.0% 260 259 519 Note: (')Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. PROPOSED DAILY TRIP GENERATION 16% VOF Reduction 42 41 83 Existing Vehicle Trips 218 218 436 ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS VOLUMES MULTIMODAL REDUCTION(') VOLUMES PEDESTRIAN REDUCTION(') VOLUMES INTERNAL CAPTURE EXTERNAL TRIPS PASS -BY CAPTURE NET NEW EXTERNAL TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out In Out Total Percent MR Trips In Out Total Percent MR Trips In Out Total Percent IC Trips In Out Total Percent P8 Trips In Out Total General office BollOng 710 2208.54 ksf 50% 50% 6,898 6,897 13,795 10.0% 1,379 6,208 6,208 12,416 10.0% 1,242 5,587 5,587 11,174 22.2% 2,478 4,430 4,266 8,696 0.0% 4,430 4,266 8,696 2 snoppmg Center 820 344.548 ksf 50% 50% 7,588 7,588 15,176 10.0% 1,518 6,829 6,829 13,658 10.0% 1,366 6,146 6,146 12,292 32.5% 3,999 4,016 4,276 8,293 0.0% 4,016 4,276 8,293 3 HigYRise Apartment 222 2630 du 50% 50% 4,200 4,200 8,400 10.0% 840 3,780 3,780 7,560 10.0% 756 3,402 3,402 6,804 26.0% 1,768 2,518 2,518 5,036 0.0% 2,518 2,518 5,036 4 Hotel 310 432 room 50% 50% 1,747 1,746 3,493 10.0% 349 1,573 1,571 3,144 10.0% 314 1,415 1,415 2,830 15.7% 443 1,244 1,143 2,387 0.0% 1,244 1,143 2,387 5 151 119.61 ksf 50% 50% 149 150 299 10.0% 30 134 135 269 10.0% 27 121 121 242 32.5% 80 79 84 162 0.0% 79 84 162 6 7 8 9 2 ITE Code Equation 710 LN(Y) = 0.76*LN(X)+3.68 820 LN(Y) = 0.65*LN(X)+5.83 222 310 LN(Y) = 0.83*LN(X)+2.5 Y=8.95*(X)+-373.16 151 Y=2.5(X) Pr posed Development 20,582 20,581 41,163 10.0% 4,116 18,524 18,523 37,047 10.0% 3,705 16,671 16,671 33,342 26.3% 8,768 12,287 12,287 24,574 0.0% 12,287 12,287 24,574 Note: (')Based on City of Miami input, as the redevelopment is outside of the Miami DRI, a 10.0% Multimodal factor and a 10.0% Pedestrian factor were used. K:\FTL_TPTO\043908100-Magic City SAP\Calcs\Signal Warrant Analysis\Trip Gen DAILY_06 19 18.xlsx: PRINT -DAILY 6/20/2018,9:52 AM 16% VOF Reduction 1,966 1,966 3,932 Proposed Vehicle Trips 10,321 10,321 20,642 Net New Vehicle Trips NET NEW PROJECT TRIPS In Out Total 10,103 10,103 20,206 Internal Capture Reduction Calculations Methodology for A.M. Peak Hour and P.M. Peak Hour based on the Trip Generation Handbook, 3rd Edition, published by the Institute of Transportation Engineers Methodology for Daily based on the average of the Unconstrained Rates for the A.M. Peak Hour and P.M. Peak Hour SUMMARY (PROPOSED) p ZRestaurant — GROSS TRIP GENERATION Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 5,587 5,587 Retail 6,267 6,267 Cinema/Entertainment Residential 3,402 3,402 Hotel 1,415 1,415 16,671 16,671 0 0 0 0 OUTPUT INTERNAL TRIPS Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 1,157 1,321 0 0 0 0 Retail 2,172 1,907 0 0 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 884 884 0 0 0 0 Hotel 171 272 0 0 0 0 4,384 4,384 0 0 0 0 OUTPUT Total % Reduction 26.3% 0.0% 0.0% Office 22.2% Retail 32.5% Restaurant Cinema/Entertainment Residential 26.0% Hotel 15.7% OUTPUT EXTERNAL TRIPS Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 4,430 4,266 0 0 0 0 Retail 4,095 4,360 0 0 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 2,518 2,518 0 0 0 0 Hotel 1,244 1,143 0 0 0 0 12,287 0 0 0 0