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HomeMy WebLinkAboutBinder - Project Description & Supporting DocsII. PROJECT DESCRIPTION Mana Wynwood Special Area Plan Project Description The Mana Wynwood will be a mixed -use neighborhood/campus for multi -cultural, international corporations and institutions to incubate the production and exhibition of art, fashion and culture, innovative technologies and Tight manufacturing products. The area's image will support a progressive lifestyle to attract entrepreneurial design and technology uses by promoting innovation in the design of spaces and architecture. The vision includes the creation of a consolidated public outdoor space that represents 20% of the eastern lots and 10% of the western lots that will be named "The Mana Commons". This area will have a varying civic uses, that will be designed cohesively into a signature landscaped and hardscape atmosphere that will define a sense of identity for the neighborhood and visitors. The project will include varying public improvements t the SAP area and abutting properties. These improvements include a cohesive streetscape design and lighting design, infrastructure upgrades, an on -site trolley stop on 2nd Avenue, pedestrian and cyclist connectivity through the SAP area to the adjacent Wynwood community and the potential relocation or consideration of buying the existing FPL lines from 2nd avenue to 6th avenue. Additionally, a green roof treatment will be created fronting the exiting Wynwood loft apartments on NW 23rd street. East Block The intent of the East parcel is to establish a campus atmosphere to attract certain national and international business in the Innovation, Technology and Creative Industries into a mixed -use neighborhood. The campus will serve as a cultural nexus of the Wynwood community anchored by "The Mana Commons" and Exhibition Flex Space "the Mana Contemporary" where exhibition, invention and assembly merge. The Flex Use space category is introduced to ensure collaborative office tenants, the flexibility to operate within a broad range of different commercial uses which will consist of exhibition space, media and technology production, Tight manufacturing, distribution and retail uses. This is a key component that will the creation of jobs in this community. West Block The intent of the West parcel -A block away from the main open space atmosphere of "The Mana Commons", this neighborhood provides access to the outdoors and open air retail / markets on the edge of the Wynwood District. This urban 24-hour urban neighborhood will provide living preferences for a population that will support the Flex and Creative industries in place. The residential uses will be enhanced by other commercial uses such as Hospitality, Flex space and Retail uses. !1I. SUPPORT!NG DOCUMENTS SUPPORTING DOCUMENTS ARTICLE III. Supporting Documents Tab 1 Traffic Impact Study Tab 2 Site Utility Study Tab 3 Development Impact Study Tab 4 Survey with Base Building Line MIA 184567293v1 TAB 1 11fld raClNE.tRJNr March 21, 2016 Via eMail Ms. Irene Soria-Cordero, P.E. City of Miami - Office of the City Manager Capital Improvement Programs and Transportation 444 SW 2nd Avenue (8th Floor) Miami, Florida 33130 Re: Mana Wynwood SAP, City of Miami (Review # 1 8) Sufficiency Letter Dear Ms. Soria: In response to November 27, 2015 review comments we received a revised traffic report from Kimley Hom and Associates Inc. (KHA). We concur with the revised analysis and conclusions reaches as a result of the revised analysis. The revised conclusions include the following: NW 2"d Avenue and NW 23rd Street Intersection (one-way, stop -controlled) - A signal is warranted at this intersection based on the 4-hour data collected. Hence, a full 8-hour signal warrant analysis will be conducted. NW 3rd Avenue and NW 22"d Street Intersection (one-way, stop -controlled) - An all -way stop is warranted at this location based on the 4-hour data collected. A full 8- hour all way stop analysis will be conducted at this intersection. NW 5th Place and NW 20`h Street intersection (two-way, stop -controlled) - A signal is warranted at this intersection based on the 4-hour data collected. Hence, a full 8-hour signal warrant analysis will be conducted. NW 20th Street and North Miami Avenue intersection (Signalized) - Re -designate the northbound approach to provide an exclusive left -turn lane and a shared through/right-turn lane. We conclude that the traffic impact report with the subsequent revisions meets the traffic reporting requirements and the study is found to be sufficient. We recommend that the applicant should be held responsible for completing the above recommended warrant analysis and contribute/implement the desired intersection improvements. Should you have any questions, please call me at 954.815.3265. Very truly yours, TRID T E gineering, LLC Raj $I)anmug Senior Traffic Engineer Cc: Mr. Adrian K. Dabkowski, PE, PTOE, Kimley-Hom & Associates TRIDENT Engineering, LLC 62 Gables Blvd., Fort Lauderdale, FL 33326 Tel: 964.616.3266 Email: TrtdentEngRaJ3®gmall.com • Traffic Impact Analysis for Submittal to the City of Miami Mana Wynwood Special Area Plan City of Miami, Florida Kimiey»> Horn © 2016 Kimley-Horn and Associates, Inc. Updated February 2016 August 2015 July 2015 043629001 Traffic Impact Analysis for Submittal to the City of Miami Mana Wynwood special Area Plan City of Miami, Florida Prepared for: Mannigan Holdings, LLC Miami, Florida Prepared by: Kimley-Horn and Associates, inc. Kimley>»»Horn ©2016 Kimley-Horn and Associates, Inc. Updated February 2016 August 2015 July 2015 043629001 '\\\111111111,, * No. 78828 * 13 Adrian K. Dabkowski, P.E., PTOE Florida Registration Number 78828 Kimley-Horn and Associates, Inc. 600 North Pine Island Road, Suite 450 Plantation, Florida 33324 CA # 00000696 Traffic Impact Analysis TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 7 Level of Service Standard 7 Transportation Corridor Level of Service Methodology 7 Intersection Level of Service Methodology 7 EXISTING CONDITIONS CAPACITY ANALYSIS 10 Transportation Corridors 10 FUTURE BACKGROUND TRAFFIC CONDITIONS 20 Background Area Growth 20 Committed Developments 21 PROJECT TRAFFIC 23 Existing and Proposed Land Uses 23 Project Access 24 Trip Generation 25 Trip Distribution and Assignment 33 FUTURE TOTAL TRAFFIC 38 FUTURE CONDITIONS CAPACITY ANALYSIS ..... 40 Future Background Traffic Conditions 40 Future Total Traffic Conditions 44 TRANSPORTATION CONTROL MEASURES PLAN AND PROPOSED IMPROVEMENTS 49 Bicycle Facility Considerations 49 City of Miami Trolley 49 CONCLUSION 50 K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - i February 2016 Traffic Impact Analysis LIST OF FIGURES Figure 1: Project Location Map 1 Figure 2: Existing Peak Hour Traffic Volumes 6 Figure 3: Future Background Peak Hour Traffic Volumes 22 Figure 4A: Vehicle Ingress Routes 27 Figure 4B: Vehicle Egress Routes 28 Figure 4C: Truck Loading Ingress Routes 29 Figure 4D: Truck Loading Egress Routes 30 Figure 5: Peak Hour Project Trip Distribution 34 Figure 6: Peak Hour Project Trip Assignment 35 Figure 7: Peak Hour Project Pass -by Distribution 36 Figure 8: Peak Hour Project Pass -by Assignment 37 Figure 9: Future Total Peak Hour Traffic Volumes 39 LIST OF TABLES Table 1: Data Collection Summary 5 Table 2: Existing and Future Background Transportation Corridor Level of Service Thresholds 8 Table 3: Future Total Transportation Corridor Level of Service Thresholds 9 Table 4: Existing A.M. and P.M. Peak Hour Roadway Volumes 10 Table 5: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 25th Street12 Table 6: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 24th Street12 Table 7: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 23rd Street13 Table 8: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 22nd Street 13 Table 9: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 2nd Avenue 14 Table 10: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 5th Avenue 15 Table 11: Existing A.M. Peak Hour Transportation Corridor Segment Conditions 16 Table 12: Existing P.M. Peak Hour Transportation Corridor Segment Conditions 17 Table 13: Existing Peak Hour Intersection Conditions 19 Table 14: Area Growth Determination 20 Table 15: Proposed Trip Generation 32 Table 16: Cardinal Trip Distribution 33 Table 17: Future Background A.M. Peak Hour Transportation Corridor Segment Conditions 41 Table 18: Future Background P.M. Peak Hour Transportation Corridor Segment Conditions 42 Table 19: Future Background Intersection Conditions 43 Table 20: Future Total A.M. Peak Hour Transportation Corridor Segment Conditions 46 Table 21: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions 47 Table 22: Future Total Intersection Conditions 48 K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - if February 2016 Traffic Impact Analysis Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: Appendix I: Appendix J: Appendix K: Appendix L: LIST OF APPENDICES Conceptual Site Plan Methodology Correspondence Traffic Count Data Miami -Dade Transit Data Existing Conditions Analysis Growth Trend Analyses Vested Development Trip Information Trip Generation Cardinal Trip Distribution Volume Development Worksheets Future Background Conditions Analysis Future Total Conditions Analysis K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - ill February 2016 Kim Traffic Impact Analysis INTRODUCTION Mannigan Holdings, LLC is proposing a mixed -use redevelopment that is generally bounded by NW 24th Street to the north, NW 20th Street to the south, NW 2nd Avenue to the east, and NW 6th Avenue to the west. The parcels proposed for redevelopment are currently occupied by 9,956 square feet of general Tight industrial space, 98,855 square feet of manufacturing, 170,940 square feet of warehouse, 350 residential condominiums, 1,247 square feet of specialty retail, 15,767 square feet of wholesale market, and 188,200 square feet of showroom/exhibition space. The proposed redevelopment plan will replace the existing development and includes 345 high-rise apartment dwelling units, 1,485 high-rise residential condominium dwelling units, 1,144 hotel rooms, 112,921 square feet of trade school, 689,530 square feet of art gallery/museum/exhibition, 1,430,300 square feet of general office, 564,610 square feet of general Tight industrial space, 177,840 square feet of shopping center, 110,560 square feet of quality restaurant, and 331,680 square feet of showroom/exhibition space. The redevelopment will also include the construction of nine (9) parking garages with over 7,600 parking spaces. Figure 1 provides a location map of the site. 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 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:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page -1 February 2016 epuoiA '!we!n Jo'(}i3 pooMUAM euew dew uopooi aan6u 9 60Z © WOW( ADIw!N Kimley> Horn Traffic Impact Analysis DATA COLLECTION Traffic data were collected in the study area for this project. The study area roadway corridors for this project include: • NW 25th Street between NW 5th Avenue and NW 2nd Avenue • NW 24th Street between NW 5th Avenue and NW 2nd Avenue • NW 23rd Street between NW 5th Avenue and NW 2nd Avenue • NW 22nd Street between NW 5th Avenue and NW 3rd Avenue • NW 5th Avenue between NW 24th Street and NW 26th Street • NW 2nd Avenue between NW 24th Street and NW 25th Street The following intersections were examined: • NW 29th Street and NW 6th Avenue • NW 29th Street and NW 5th Avenue • NW 29th Street and NW 2nd Avenue • North 29th Street and North Miami Avenue • NW 25th Street and NW 5th Avenue NW 25th Street and NW 2nd Avenue • NW 24th Street and NW 6th Avenue • NW 24th Street and NW 5th Avenue • NW 24th Street and NW 2nd Avenue • NW 23rd Street and NW 6th Avenue • NW 23rd Street and NW 5th Avenue (South) • NW 23rd Street and NW 5th Avenue (North) • NW 23rd Street and NW 2nd Avenue • NW 22nd Street and NW 6th Avenue • NW 22nd Street and NW 5th Avenue • NW 22nd Street and NW 3rd Avenue K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 3 February 2016 Kimley>» Horn Traffic Impact Analysis • NW 22nd Street and NW 2nd Avenue • NW 215t Terrace and NW 5th Place • NW 20th Street and NW 5th Place • NW 20th Street and NW 3rd Avenue • NW 20th Street and NW 2nd Avenue/NW 15t Place • North 20th Street and North Miami Avenue Twenty-four hour continuous counts were collected at each study roadway segment. A.M. peak period (7:00 A.M. to 9:00 A.M.) and P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected at each intersection under study. The data collection date and corresponding peak season conversion factors are shown in Table 1. Turning movement counts, 24-hour volume counts, and peak season conversion factors are provided in Appendix C. The project proposes two-way traffic operation with on -street parking along the north side of NW 23rd Street between NW 5th Avenue and NW 2nd Avenue in order to accommodate traffic to the proposed parking garages located on this segment. This segment of NW 23rd Street is currently a one -lane westbound -only roadway with on -street parking on both the north and south sides. Please note that approximately 48 on -street parking spaces along the south side of NW 23rd Street will need to be removed in order to accommodate two-way traffic on NW 23rd Street. The project also proposes closure of NW 23rd Street between NW 6th Avenue and NW 5th Avenue. It should be noted that the existing segment of NW 22nd Street between NW 6th Avenue and NW 5th Avenue is proposed to be renamed to NW 23rd Street upon closure of the existing segment of NW 23rd Street. An internal roadway/driveway is proposed from the proposed NW 23rd Street to NW 24th Street between NW 6th Avenue and NW 5th Avenue. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 4 February 2016 Kimley>>Horn Traffic Impact Analysis Table 1: Data Collection Summary Intersection Date Peak Season Factor NW 29th Street and NW 6th Avenue 8/13/2015 1.05 NW 29th Street and NW 5th Avenue _ 5/19/2015 1.03 NW 29th Street and NW 2nd Avenue 5/19/2015 1.03 North 29th Street and North Miami Avenue 5/19/2015 1.03 NW 25th Street and NW 5th Avenue 5/19/2015 1.03 NW 25th Street and NW 2nd Avenue 5/19/2015 1.03 NW 24th Street and NW 6th Avenue 5/19/2015 1.03 NW 24th Street and NW 5th Avenue 5/19/2015 1.03 I- NW 24th Street and NW 2nd Avenue 5/19/2015 1.03 NW 23rd Street and NW 6th Avenue 5/19/2015 1.03 NW 23rd Street and NW 5th Avenue (South) 5/19/2015 1.03 NW 23rd Street and NW 5th Avenue (North) 5/19/2015 1.03 NW 23rd Street and NW 2nd Avenue 5/19/2015 _ 1.03 NW 22nd Street and NW 6th Avenue 5/19/2015 1.03 NW 22nd Street and NW 5th Avenue 5/19/2015 1.03 NW 22"d Street and NW 3rd Avenue 5/19/2015 1.03 NW 22nd Street and NW 2nd Avenue 5/19/2015 1.03 NW 21st Terrace and NW 5th Place 8/13/2015 1.05 NW 2Oth Street and NW 5th Place 8/13 1.05 NW 2Oth Street and NW 3rd Avenue 5/19/2015 1.03 NW 2Oth Street and NW 2nd Avenue/NW 1st Place 5/19/2015 1.03 North 2Oth Street and North Miami Avenue 5/19/2015 1.03 Figure 2 presents the A.M. and P.M. peak hour turning movement volumes at the study intersections. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 5 February 2016 N NOT TOSGLE NW 6th Avenue 4 4 sAA J14 ~ .11 r I J ru n Rilr 41ir nD, 351 El AA m' 14 r1 ,m .1 I, 0 ea_ A. r e NW 29th NW 251h Street 4 r,g J 1 4 PA I� IN r� � r 11r ,g x S d1E to rm. J14 r' it gig& ENNA J141). NW 24th Street 1 b I r ;NI ! 0 1 I r 4 N x Pk 57 t. fa 14 ra I„' J1 I r NW 23rd Street ,_ 0 1 i e - al 0-4. • n ei z3 3 s t! m 14 r+ J16 I r NW 22nd Street 11, 4. 1! !n, nl r.i 11 III ro, a� 1r tr EA J14 r, nn Na b. 1 r r W R.. sso' ? 2 c W 22rol £}Iroal NW lath Strew NW 23rd Street ° In J14 rII I" an >> 1 an m. 4 n 5 J1 °J 11 r on ao ol R un m y r a 5 5 A e c i, an J14 r'' 12/11, 1.1 qR§ p J 1 4 to I..N 4-. m At 11r 11111 m+Ire 11111 x e e e CM 31� R AI r 7 Kimley»>Horn =a 0201E .0 ram .3 3 Laufaui — Study Roadway 0 Study lnterseclion XX AM Peak Hour Traffic (XX) PM Peak Hour Traffic °7 sr: m J1 r' in aJ an, m� z F E t + r - �.' Imp Ji4 1 r Nln Pp/ ma Na w.4. A A A Figure 2 Existing Peak Hour Traffic Volumes Mana Wynwood City of Miami, Florida J Traffic Impact Analysis CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person -trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular capacity of a roadway. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person -trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Tables 2 and 3 illustrate the level of service thresholds for each study corridor for existing, future background, and future total conditions. Please note that Table 3 includes the proposed two- way traffic operation on NW 23rd Street. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2013 version of FDOT's Quality/Level of Service Handbook. 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 Highway Capacity Manual, 2000/2010 Edition. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 7 February 2016 Kimley>>Horn Traffic Impact Analysis Table 2: Existing and Future Background Transportation Corridor Level of Service Thresholds LOS NW 25th Street between NW Avenue and Avenuel3) 5th NW 2nd V/C Ratio NW 24th Street between NW 5th Avenue and NW 2nd Avenuel3) NW 23rd Street between NW 5th Avenue and NW 2nd Avenuel3) NW 22nd Street between NW 5th Avenue and NW 3rd Avenuele) NW 5th Avenue between NW 24th Street and NW 26th Street(4) NW 2nd Avenue between NW 24th Street and NW 25th Street(5) Peak Hour Directional Volume Thresholds 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) B (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) (1) C 320 0.46 320 0.46 320 0.46 266 0.46 493 0.43 333 0.46 D 648 0.94 648 0.94 648 0.94 540 0.94 1,100 0.96 675 0.94 E 691 1.00 691 1.00 691 1.00 576 1.00 1,148 1.00 720 1.00 F - I >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 II non -state signalized roadway (10 percent reduction), one -lane undivided with no exclusive turn lanes (20 percent reduction). (3) Based on Class II non -state signalized roadway (10 percent reduction), one -lane undivided with no exclusive turn lanes (20 percent reduction) and 1.2 one-way factor. (4) Based on Class II non -state signalized roadway (10 percent reduction), two-lane undivided with no exclusive turn lanes (25 percent reduction). (5) Based on Class II non -state signalized roadway (10 percent reduction). K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 8 February 2016 Kimley*Horn Traffic Impact Analysis Table 3: Future Total Transportation Corridor Level of Service Thresholds NW 25th Street between NW 5th Avenue and NW 2nd Avenuel3l NW 24th Street between NW Sth Avenue and NW 2nd Avenuel3) NW 23rd Street between NW 5th Avenue and NW 2nd Avenuel2J NW 22nd Street between NW 5th Avenue and NW 3rd Avenuel2) NW 5th Avenue between NW 24th Street and NW 26th Street(4) NW 2nd Avenue between NW 24th Street and NW 25th Street01 LOS Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Directional V/C Directional V/C Directional V/C Directional V/C Directional V/C Directional V/C Volume Ratio Volume Ratio Volume Ratio Volume Ratio Volume Ratio Volume Ratio Thresholds Thresholds Thresholds Thresholds Thresholds Thresholds A (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) C 320 0.46 320 0.46 266 0.46 266 0.46 493 0.43 333 0.46 D 648 0.94 648 0.94 540 0.94 540 0.94 1,100 0.96 675 0.94 E 691 1.00 691 1.00 576 1.00 576 1.00 1,148 1.00 720 1.00 F - >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 II non -state signalized roadway (10 percent reduction), one -lane undivided with no exclusive turn lanes (20 percent reduction). (3) Based on Class II non -state signalized roadway (10 percent reduction), one -lane undivided with no exclusive turn lanes (20 percent reduction) and 1.2 one-way factor (4) Based on Class II non -state signalized roadway (10 percent reduction), two-lane undivided with no exclusive turn lanes (25 percent reduction). (5) Based on Class II non -state signalized roadway (10 percent reduction). K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised docx Page - 9 February 2016 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 4 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 4: Existing A.M. and P M. Peak Hour Roadway Volumes Roadway Segments Direction A.M. Peak Hour Volumes P.M. Peak Hour Volumes FDOT Peak Season Adjustment Factor Peak Season A.M. Peak Hour Volumes Peak Season P.M. Peak Hour Volumes NW 25th Street - between NW 5th Avenue and NW 2nd Avenue WB 51 80 1.03 53 82 NW 24th Street - between NW 5th Avenue and NW 2nd Avenue EB WB 52 109 1.03 54 112 NW 23rd Street - between NW 5th Avenue and NW 2nd Avenue 41 98 1.03 42 101 NW 22nd Street - between NW 5th Avenue and NW 3rd Avenue EB WB 55 51 36 40 1.03 1.03 57 53 37 41 NW 5th Avenue - between NW 24th Street and NW 26th Street NB 67 192 1.03 69 198 SB 79 189 1.03 81 195 NW 2nd Avenue - between NW 24th Street and NW 25th Street NB 284 616 1.03 293 634 SB 401 344 1.03 413 354 K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 10 February 2016 Kimley»>Horn Traffic Impact Analysis Existing transit conditions were examined considering the ridership and capacity of the Miami - Dade Transit (MDT) bus service operating in the corridors. Four (4) Miami -Dade transit routes presently serve the study area during both the A.M. and the P.M. peak hours. • Route 6 operates with 60 minute headways in both directions. • Route 2 operates with 20 minute headways in both directions. • Route 32 operates with 25 minute headways in both directions. • Route 211 operates with 20 minute headways in the westbound direction. Metrobus routes on the study corridors utilize buses with capacities of 68 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. 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. The existing Miami Trolley Allapattah route was not accounted for as ridership data was not available at the time of publication of this report. Therefore, the roadway segment analysis is conservative. It should be noted that a Miami Trolley Wynwood route is proposed to operate along NW 2nd Avenue from NW 20th Street to NW 29th Street. Ridership capacities were assumed to be 40 riders (34 seats and 6 standing -room spaces) and were utilized in the future total conditions analysis to account for this proposed route. Tables 5 through 10 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. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Maria Wynwood TIA_revised.docx Page - 11 February 2016 Kimley»)Horn Traffic Impact Analysis Table 5: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 25th 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.) NW 25th Street betweem NW 5th Avenue and NW 2nd Avenue 60 1 68 5 riders Route 6 Westbound 68 (60) (1) (68) (5 riders) 25 4 272 45 riders Route 32 Westbound 68 (25) (4) (272) (44 riders) Route 211 Westbound 68 (45) (1) (68) (7 riders) 20 3 204 61 riders Route 2 Westbound 68 (20) (3) (204) (33 riders) 8 544 111 riders Total Westbound - (9) , (612) (89 riders) Table 6: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 24th 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.) NW 24th Street between NW 5th Avenue and NW 2nd Avenue 60 1 68 8 riders Route 6 Eastbound 68 (60) (1) (68) (6riders) 25 4 272 31 riders Route 32 Eastbound 68 (25) (4) (272) (36 riders) 5 340 39 riders Total Eastbound - - (5) (340) (42 riders) K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 12 February 2016 Kimley»>Horn Traffic Impact Analysis Table 7: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 23rd Street Transit Route Information Direction of Travel Peak Hour Headways A.M. (P.M.) in minutes Buses per Hour A.M. (P.M.) I Capacity Per Vehicle (riders) Peak Hour Directional Person -Trip Capacity A.M. (P.M.) Peak Hour Directional Route Ridership A.M. (P.M.) NW 23rd Street between NW 5th Avenue and NW 2nd Avenue Route6 Westbound 60 (60) 1 (1) 68 68 (68) 5 riders (5 riders) 60 1 68 8 riders Eastbound 68 (60) (1) (68) (6 riders) 25 4 272 45 riders Westbound 68 Route 32 (25) (4) (272) (44 riders) 25 i 4 272 31 riders Eastbound 68 (25) (4) (272) (36 riders) Route211 Westbound 68 (45) (1) (68) (7 riders) 20 3 204 61 riders Route 2 Westbound 68 (20) (3) (204) (33 riders) Westbound")8 I 544 111 riders Total (9) (612) _ (89 riders) Eastbound") 5 - 340 39 riders (5) (340) (42 riders) Note: Ill Segment operates as one-way westbound in existing and background conditions. Segment is proposed to operate two-way (eastbound/westbound) in future total conditions. Table 8: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 22"d 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 Vehide (riders) Peak Hour Directional Person -Trip CapacityRoute A.M. (P.M.) Peak Hour Directional Ridership A.M. (P.M.) NW 22nd Street between NW 5th Avenue and NW 3rd Avenue Westbound 60 1 68 68 5 riders Route 6 (60) (1) (68) (5 riders) 60 1 68 8 riders Eastbound 68 (60) (1) (68) (6 riders) 25 4 272 45 riders Westbound 68 Route32 (25) (4) (272) (44 riders) 25 4 272 31 riders Eastbound 68 (25) (4) (272) (36 riders) Route 211 Westbound 68 (45) (1) (68) (7 riders) 20 3 204 61 riders Route 2 Westbound 68 (20) (3) (204) (33 riders) Westbound - 8 - 544 111 riders Total (9) (612) (89 riders) Eastbound 5 - 340 39 riders (5) (340) (42 riders) K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 13 February 2016 Kimley>»Horn Traffic Impact Analysis Table 9: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 2nd Avenue Transit Route Information Direction of Travel Peak Hour Headways A.M. (P M.) in minutes 1 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 2nd Avenue between NW 24th Street and NW 25th Street 20 3 204 28 riders Northbound 68 Route 2 (20) (3) (204) (51 riders) 20 3 204 65 riders Southbound 68 (20) (3) (204) (33 riders) 60 1 68 8 riders Route 6 Southbound 68 (60) (1) (68) (6 riders) 20 3 120 0 riders Northbound 40 (20) (3) (120) (0 riders) Miami Trolley 20 3 120 0 riders Southbound 40 (20) (3) (120) (0 riders) 3 204 28 riders Northbound - (3) (204) (51 riders) Total(1) 4 272 73 riders Southbound - - (4) (272) (39 riders) 6 324 28 riders Northbound - (6) (324) (51 riders) Total(2) 7 392 73 riders Southbound - - (7) (392) (39 riders) Note: (1) Existing and Background conditions capacity. (2) Future Total capacity with proposed on -site trolley stops and Wynwood Trolley route. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 14 February 2016 Kimley»>Horn Traffic Impact Analysis Table 10: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NW 5th 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 5th Avenue between NW 24th Street and NW 26th Street 20 Y 3 204 28 riders Northbound 68 Route 2 (20) (3) (204) (51 riders) 20 3 204 65 riders Southbound 68 (20) (3) (204) (33 riders) Route 6 Southbound 60 1 68 68 8 riders (60) (1) (68) (6 riders) 20 3 120 0 riders Northbound 40 Miami Trolley (20) (3) (120) (0 riders) 20 3 120 0 riders Southbound 40 (20) (3) (120) (0 riders) Northbound - 3 - 204 28 riders Total(1) (3) (204) (51 riders) Southbound - 4 - 272 73 riders (4) (272) (39 riders) Northbound - 6 324 28 riders Total(2) (6) (324) (51 riders) Southbound - 7 - 392 73 riders (7) (392) (39 riders) Note: I'I Existing and Background conditions capacity. (2) Future Total capacity with proposed on -site trolley stops and Wynwood Trolley route_ 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 11 and 12 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_TPT0\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 15 February 2016 Kimley»>Horn Traffic Impact Analysis Table 11: Existing A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season A.M. Peak Hour youmes Roadway RoadVl A.M. Peak Hour Transit Ridership A.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity izl 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 Vehicles Person- (1) TripsTrips Person- Person- Trips Vehicles i Person- Trips (1) Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 25th Street - between NW 5th Avenue and NW 2nd Avenue WB 53 74 111 185 691 967 544 1,511 1,326 0.12 C NW 24th Street - between NW 5th Avenue and NW 2nd Avenue EB 54 76 39 115 691 967 340 1,307 1,193 0.09 C NW 23rd Street - between NW 5th Avenue and NW 2nd Avenue WB 42 59 111 170 691 967 544 1,511 1,342 0.11 C NW 22nd Street - between NW 5th Avenue and NW 3rd Avenue EB 57 80 39 119 576 806 340 1,146 1,028 0.10 C WB 53 74 111 185 576 806 544 1,350 1,165 0.14 C NW 5th Avenue between NW 24th Street and NW 26th Street NB 69 97 28 125 1148 1,607 204 1,811 1,687 0.07 C SB 81 113 73 186 1148 1,607 272 1,879 1,693 0.10 C NW 2nd Avenue - between NW 24th Street and NW 25th Street NB 293 410 _ 28 438 720 1,008 204 1,212 774 0.36 C SB 413 578 73 651 720 1,008 272 1,280 1 629 0.51 D Note: (1) Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy per City of Miami standards. (2) Directional peak hour capacity derived from the 2013 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 16 February 2016 Kimley»)Horn Traffic Impact Analysis Table 12: Existing P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season P.M. Peak Hour Roadway Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity IZI 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 Vehicles Person- a)Trips Person- Trips Person- Trips Vehicles Person- TripsIli Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 25th Street - between NW 5th Avenue and NW 2nd Avenue WB 82 115 89 204 691 967 612 1,579 1,376 0.13 C NW 24th Street - between NW 5th Avenue and NW 2nd Avenue EB 112 157 42 199 691 967 340 1,307 1,109 0.15 C NW 23rd Street - between NW 5th Avenue and NW 2nd Avenue WB 101 141 89 230 691 967 612 1,579 1,349 0.15 u C NW 22nd Street - between NW 5th Avenue and NW 3rd Avenue EB 37 52 42 94 _ 576 806 340 1,146 1,053 0.08 C WB 41 57 89 146 576 806 612 1,418 1,272 0.10 C NW 5th Avenue - between NW 24th Street and NW 26th Street NB 198 277 51 328 1148 1,607 204 1,811 1,483 0.18 C SB 195 273 39 312 1148 1,607 272 1,879 1,567 0.17 C NW 2nd Avenue between NW 24th Street and NW 25th Street NB 634 888 51 939 720 1,008 204 1,212 273 0.77 D SB 354 496 39 535 1 720 1,008 272 1,280 745 0.42 C Note: Ill Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy per City of Miami standards. (2) Directional peak hour capacity derived from the 2013 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 17 February 2016 Kimley>>>Horn Traffic Impact Analysis A.M. and P.M. peak hour capacity analyses were also performed for the study intersections. Table 13 presents the results of the 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\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 18 February 2016 Kimley»)Horn Traffic Impact Analysis Table 13: Existing Peak Hour Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (secs) NW 5th Avenue & NW 29th Street (signalized) A (A) 6.9 (8.6) NW 2"d Avenue & NW 29th Street (signalized) A (A) 7.5 (9.4) N Miami Avenue & NW 29th Street/NE 29th Street (signalized) B (B) 10.5 (15.3) NW 5th Avenue & NW 25th Street (one-way, stop -controlled)(') A (B) 8.9 10.5 ( ) NW 2"d Avenue & NW 25th Street (two-way, stop -controlled)(') C D ( ) 15.5 25.5 ( ) NW 6th Avenue & NW 24th Street (one-way, stop -controlled)(') A (A) 9.3 (9.9) NW 5m Avenue & NW 24th Street (one-way, stop -controlled)(') A (B) 9.5 (10.2) NW 2"d Avenue & NW 24th Street (one-way, stop -controlled)(') B (C)12.7 17.0 ( ) NW 6th Avenue & NW 23rd Street (one-way, stop -controlled)(') A (B) 9.7 (10.2) NW 5th Avenue & NW 23rd Street (South) (one-way, stop -controlled)(') A (A) 8.7 (8.8) NW 5th Avenue & NW 23rd Street (North) (one-way, stop -controlled)(') A (A) 8.5 9.1 ( ) NW 2"d Avenue & NW 23`d Street (free-flow)(3) NW 6th Avenue & NW 22"d Street (one-way, stop -controlled)(') A (B) 9.7 (10.2) NW 5th Avenue & NW 22nd Street (one-way, stop -controlled)(') A A ( ) 8.7 (8.6) NW 3rd Avenue & NW 22"d Street (one-way, stop -controlled)(') A (A) 9.0 (8.9) NW 2"d Avenue & NW 22nd Street (one-way, stop -controlled)(') B (B)12.9 14.8 ( ) NW 3' Avenue & NW 20th Street (signalized) B (B) 10.4 (11.6) NW 20th Street & NW 2"d Avenue (signalized)(2) C(C)20.5 20.7 ( ) NW 1st Place & NW 20th Street (signalized)(2) B(C) 11.1 (21.7 ) N Miami Avenue & NW 20th Street (signalized) E (C) 67.1 (31.3) NW 5th Place & NW 20th Street (two-way, stop -controlled)(') C (D) 16.8 (26.3) NW 6th Avenue & NW 29th Street (two-way, stop -controlled)(') C (E)18.8 41.9 ( ) NW 5th Place & NW 21stTerrace (one-way, stop -controlled)(') A (A) 9.0 (9.9) Note: (1) Overall intersection LOS not provided for stop -controlled intersections. The minor street with the greatest amount of delay is indicated. (2) Intersection cannot be analyzed in HCM 2010; therefore HCM 2000 was used. (3) Overall intersection LOS is not defined, as intersection operates under free -flow or stop -control conditions. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 19 February 2016 Kimley»>Horn Traffic Impact Analysis FUTURE BACKGROUND TRAFFIC CONDITIONS Future background traffic conditions are defined as the expected traffic conditions on the study roadway network in the Year 2025 (corresponding to total build -out of the development) without development of the proposed project. The background traffic volumes are the sum of the existing traffic and additional "background" traffic to account for expected traffic growth in the study area. Background Area Growth Future traffic growth on the transportation network was determined based upon historic growth trends, at nearby FDOT traffic count stations, and a comparison of the 2005 and 2035 traffic volume plots from the Southeast Florida Regional Planning Model (SERPM). Table 14 provides a summary of the analysis. The following FDOT count stations were referenced for this analysis: • FDOT count station no. 0143 located on SR 5/US 1, 200 feet south of NE 36th Street • FDOT count station no. 5005 located on SR 7/US 441/NW 7th Avenue, 200 feet south of NW 21st Street • FDOT count station no. 5058 located on SR 5/US 1, 200 feet north of NE 29th Street • FDOT count station no. 5077 located on SR 25/US 27/NW 36th Street, 200 feet east of I- 95 Table 14: Area Growth Determination 5-year Historical Trend Analysis 10-year Historical Trend Analysis SERPM Forecast Area wide Final Growth Rate 2005 2035 Growth Rate SR 5/US-1 south of NE 36`h Street -2.08% -3.87% 641,154 893,590 1.31% 1.31% SR 7/US-441/NW 7th Avenue south of NW 21st Street 0.00% -1.43% SR 5/US-1 north of NE 29`h Street 0.46% 1.94% SR 25/US-27/NW 36th Street east of 1-95 13.23% 6.63% Average 2.67% -0.15% K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 20 February 2016 Kimley»»Horn Traffic Impact Analysis As indicated in Table 14, the 5-year historical trend analysis determined the growth rate to be 2.67 percent (2.67%). The 10-year historical trend growth rate was determined to be negative 0.15% (-0.15%). Traffic volumes for area roadways obtained from the SERPM plots were used to calculate a linear growth rate. The SERPM growth rate analysis considered the broader area of Wynwood. The calculations for the SERPM volumes determined a growth rate of 1.31 percent (1.31%). A compound growth rate of 1.31 percent (1.31%) was used in the analysis as the SERPM accounts more directly for the Wynwood area than the FDOT count stations do. Historical traffic count data, SERPM model volume plots and growth trend calculations are included in Appendix F. Committed Developments The City of Miami identified the 2110 North Miami Avenue redevelopment as a committed development. This development was included as a background condition. Available information for this development is included in Appendix G. Figure 4 presents the A.M. and P.M. peak hour background conditions intersection volumes. K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 21 February 2016 t. .:_ r• J14 eE agq .114 NW 5th Avenue nor r so, es OM .00 00 me' a t? 1511 1057 14 fir' Isl 14 1e £wa' Ir A3e 4144 rw m wJ �nlen 3 al J14 0 t er NW 23rd Street Im r� A. o� J1 b t NW 22nd Street „ e a 3 a A 414 a OM a i Kimley>»Horn m2016 to1,31 rr Ab NW 29th Street ads sQ 414 r gsB_ in le r,r feb NW 25th Street 911 .' J Ieu .n% 1t NW 24th Stree 1te A : 0A _Q alr NW 222d SD NW 20th Street NW 23rd Street J14 rA IS a nA a� yI t 00 a In c.14 t1, .1 4 e .I q. Ix 414 ore 1101 r t1S r In. 1 Laund — Study Roadway 0 Study Intersection XX AM Peak Hour Traffic (XX) PM Peak Hour Traffic tA 0511 SA art ra hIt . A gig •1 1 t w o.. r. 1. hIP a, a ass ..t 1.7 E 2 z E 2 bpi t 11. 9 4 • m moo. 1 rty AN m7 ;e to Figure 3 Future Background Peak Hour Traffic Volumes Mana Wynwood City of Miami, Florida J h rdey») orn Traffic Impact Analysis PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses Currently, a portion of the parcels proposed for redevelopment is occupied by the following land uses: • 9,956 square feet of general Tight industrial • 98,855 square feet of manufacturing • 170,940 square -feet of warehouse ▪ 350 residential condominium units • 1,247 square -feet of specialty retail • 15,767 square feet of wholesale market • 188,200 square feet of showroom/exhibition space Existing parcel information is contained in Appendix H. Trip generation credit was taken for these existing land uses. As previously indicated, the proposed redevelopment will consist of a mixed -use project that will include the following land uses: • 345 high-rise residential apartment units • 1,485 high-rise residential condominium units • 1,144 hotel rooms • 112,921 square feet of trade school • 689,530 square feet of museum • 1,430,300 square feet of general office • 564,610 square feet of general light industrial • 177,840 square feet of shopping center K:\F L_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 23 February 2016 Kimley»>Horn Traffic Impact Analysis • 110,560 square feet of quality restaurant • 331,680 square feet of showroom/exhibition space Project Access Access to the site's nine (9) parking garages is proposed via 13 driveways. The following provides a summary of each driveway including the type of driveway connection. Access from NW 24th Street 1. West driveway: will provide full access serving the parking garage with 549 spaces. 2. East driveway: will provide full access serving the underground with 244 spaces and the parking garage with 451 spaces. Access from NW 23`cl Street (South) 3. West driveway: will provide full access serving the parking garage with 549 spaces. 4. East driveway: will provide full access serving the underground parking garage with 245 spaces and the parking garage with 468 spaces. Access from NW 23rd Street (North) 5. West driveway: will provide full access serving the underground parking garage with 195 spaces the parking garage with 807 spaces. 6. East driveway: will provide full access serving the underground parking garage with 195 spaces and the parking garage with 807 spaces. Access from NW 22" d Street 7. Driveway: will provide full access serving the underground parking garage with 195 spaces and the parking garage with 889 spaces. Access from NW 21st Terrace 8. Driveway: will provide full access to the parking garage with 496 spaces. Access from NW 6th Avenue 9. Driveway: will provide full access serving the underground parking garage with 245 spaces. K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised docx Page - 24 February 2016 Traffic Impact Analysis Access from NW 5th Place 10. North driveway: will provide full access serving the parking garage with 480 spaces. 11. South driveway: will provide full access serving the parking garage with 480 spaces. Access from NW 5th Avenue 12. Driveway: will provide full access serving the underground parking garage with 197 spaces. Access from NW 2nd Avenue 13. Driveway: will provide full access serving the underground parking garage with 195 spaces. Roadway circulation diagrams depicting the proposed circulation patterns into and out of the study area are provided in Figures 4A, 4B, 4C, and 4D. Trip Generation Existing and proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation, gth Edition. The land uses and corresponding ITE Land Use Codes (LUCs) are shown below: Existing Land Uses • 9,956 square feet of general light industrial (LUC 110): General Light Industrial • 98,855 square feet of manufacturing (LUC 140): Manufacturing • 170,940 square -feet of warehouse (LUC 150): Warehousing • 350 residential condominium units (LUC 230): Residential Condominium/Townhouse • 1,247 square -feet of specialty retail (LUC 826): Specialty Retail Center • 15,767 square feet of wholesale market (LUC 860): Wholesale Market • 188,200 square feet of showroom/exhibition space (based on Miami Beach Convention Center trip generation) K:\F L_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 25 February 2016 Kimley>>>Horn Traffic Impact Analysis Proposed Land Uses • 345 high-rise residential apartment units (LUC 222): High -Rise Apartment • 1,485 high-rise residential condominium units (LUC 232): High -Rise Residential Condominium/Townhouse • 1,144 hotel rooms (LUC 310): Hotel • 112,921 square feet of trade school (LUC 540): Junior/Community College • 689,530 square feet of art gallery/museum/exhibition (LUC 580): Museum • 1,430,300 square feet of general office (LUC 710): General Office Building • 564,610 square feet of general light industrial (LUC 110): General Light Industrial • 177,840 square feet of shopping center (LUC 820): Shopping Center • 110,560 square feet of quality restaurant (LUC 931): Quality Restaurant • 331,680 square feet of showroom/exhibition space (based on Miami Beach Convention Center trip generation) It should be noted that trip generation for the proposed showroom/exhibition space was calculated based on the Miami Beach Convention Center trip generation contained in Appendix H. Project trips were estimated for the A.M. and P.M. peak hours. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 26 February 2016 N NOT TO SCALE ,r ' I° Kimley»)Horn LEGEND Ingress Routes Above Ground Parking Garage Entry Spaces Underground Parking Garage Entry Spaces Figure 4A Ingress Routes Mana Wynwood Development SAP City of Miar -lorida N NOT TO SCALE • 195 0197 Kimley>))Horn © 2016 LEGENLI Egress Routes Above Ground 0 Parking Garage Exit Spaces Underground Parking Garage Exit Spaces Figure 4B Egress Routes Mana Wynwood Development SAP City of Miami, Florida N NOT TO SCALE Kimiey)))Horn vernimbr LEGEND Ingress Routes 0 Truck Loading Bays Figure 4C Truck Loading Ingress Routes Mana Wynwood Development SAP City of Miar lorida NOT TO SCALE Egress Routes 0 Truck Loading Bays Figure4D Truck Loading Egress Routes ManaVVynxvoodDevelopment SAP City ofMiami, Florida °~ Kimley»>Horn Traffic Impact Analysis In order to account for the urban environment in which the project site is located, transit (multimodal) reduction and pedestrian reduction factors were applied to the site. It is expected that a portion of visitors and residents of the site as well as employees will utilize transit or walk. Miami -Dade County Transit (MDT) provides bus service several routes in the vicinity of the site as well as the Miami Trolley Allapattah route. A 10.0 percent (10.0%) multimodal reduction factor was applied to external trip generation. 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's, Trip Generation Handbook, August 2014. The expected internal capture rate for the existing development is 3.7 percent (3.7%) during the A.M. peak hour and 14.9 percent (14.9%) during the P.M. peak hour. The expected internal capture rate for the proposed redevelopment is 13.4 percent (13.4%) during the A.M. peak hour and 26.6 percent (26.6%) during the P.M. peak hour. Pass -by capture rates were calculated for the proposed site using methods outlined in the ITE's Trip Generation Handbook, 3rd Edition. The average pass -by capture rate of 34.0 percent (34.0%) was used for shopping center and the average pass -by capture rate of 44.0 percent (44.0%) was used for quality restaurant 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 will be reduced by 16.0 percent (16.0%) to adjust for these vehicle occupancy assumptions. The project is expected to generate 2,514 net new A.M. peak hour vehicular trips (3,986 person -trips) and 2,808 net new P.M. peak hour vehicular trips (4,487 person -trips). A summary of the proposed trip generation is provided in Table 15. Detailed trip generation calculations for the project are presented in Appendix H. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 31 February 2016 Kimley>>>Horn Traffic Impact Analysis Table 15: Proposed Trip Generation A.M.(P.M.) Peak Hour Driveway Volume Entering Exiting Future Land Use Net External (RE Code) Scale Trips % Trips % Trips Existing Development General Light Industrial (110) 9,956 sf 8 88% 7 12% 1 (9) (12%) (1) 88% (88%) (8) Manufacturing (140) 98,855 sf 48 (55) 78% (36%) 37 (20) 22% (64%) 11 (35) Warehousing (150) 170,940 sf 95 79% 76 21% 19 (66) (25%) (16) (75%) (50) Residential 124 17% 22 83% 102 Condominium/Townhouse (230) 350 du (126) (67%) (84) (33%) (42) Specialty Retail Center (826) 1,247 sf 0 0 0 0 0 (15) (44%) (7) (56%) (8) Wholesale Market (860) 15,767 sf 4 2 2 (12) (53%3%) (6) 7% (47%) (6) Showroom/Exhibition Space 188,200 sf 0 (58) 0 (48%) 0 (31) 0 (52%) 0 (27) Sub Total 279 (341) 144 (165) 135 (176) _Proposed Redevelopment High -Rise Residential Apartment 93 25% 23 75% 70 (222) 345 du (111) (61%) (68) (39%) (43) High -Rise Residential 390 19% 75 81% 315 Condominium/Townhouse (232) 1,485 du (149) (62%) (80) (38%) (69) Hotel (310) 1,144 rooms 472 59% 321 41% 151 (531) (51%) (263) (49%) (268) Junior/Community College (540) 112,921 sf 304 (258) 74% (58%) 225 (149) (42%42%) 79 (109) Museum (580) 689,530 sf 174 86% 150 14% 24 (112) (16%) (18) (84%) (94) General Office Building (710) 1,430,300 sf 1,243 88% 1,166 12% 77 (1,422) (17%) (229) (83%) (1,193) General Light Industrial (110) 564,610 sf 519 88% 457 12% 62 (585) (12%) (70) (88%) (515) Shopping Center (820) 177,840 sf 48 62% 15 38% 33 (173) (48%) (123) (52%) (50) Quality Restaurant (931) 110,560 sf 28 50% 8 50% 20 (195) (67%) (153) (33%) (42) Showroom/Exhibition Space 331,680 sf 0 (149) 0% (48%) 0 (71) 0% (52%) 0 (78) Sub -Total 3,271 2,440 831 (3,685) (1,224) (2,461) Net New Development 2,992 2,296 696 Net New Project Trips (3,344) (1,059) (2,285) ITE/Miami vehicular occupancy 478 367 111 adjustment (16% reduction) (536) (170) (366) Net New Vehicle Trips (vehicles per hour) 2,514 1,929 585 (2,808) (889) (1,919) Net New Vehicle Trips + Transit Trips 2,847 2,184 663 (3,205) (1,015) (2,190) Person -Trip Conversion (1.4 persons per vehicle) 3,986 3,058 928 (person -trips) (4,487) (1,421) (3,066) K \F L TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 32 February 2016 Kimley>>>Horn Traffic Impact Analysis Trip Distribution and Assignment The likely distribution of project traffic was forecasted for the trips expected to be generated by the proposed redevelopment. The trip distribution was based on a cardinal trip distribution for the project site's traffic analysis zones (TAZs) obtained from the Miami -Dade Metropolitan Planning Organization's 2035 Cost Feasible Plan travel demand model and the location of parking garages. The project is located within TAZ 495. The cardinal distribution is shown in Table 16. Detailed cardinal distribution calculations are contained in Appendix I. Table 16: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 14 % % East -Northeast 5 East -Southeast 11 % South -Southeast 16 % South -Southwest 17 % West -Southwest 13 % West -Northwest 12 % North -Northwest 12 % Total 100 % Figures 5 and 6 show the project 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. Additionally, Figures 7 and 8 show the pass -by distribution and assignment determined for the proposed development during the P.M. peak hour. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 33 February 2016 N 4P4 _ p4.1 1 1,669 To1Y Parking Secs Provided imet f0ti1 N• 22 41 is at 1 L 0e 0.1 EL 4 Ir 4m asb ene 11' 0M 1r s49 Spaces 14s Underground 0 1 r pm.w.v 549 Spaces tS rr..� ▪ Iiw I L n J L J 1 nm4 _ ROW J 1 r Ro>•1 J 11 3S 451 Spaces 344 Underground Spaces S€ 5. 9Ai 14 now SS !MS 41 1r 1011,, 11 1,262 Spars 195 Underground Spam 111. I0-- G NW 230E Wet s a 11 IIA01 S L2 6�w 353 Spaces 195 Underground Spaces ILQr ow 6 540403iys.s 4685pces 245 Underground Space t el. 195 Underground Odseway 41 E l1 far dwlp DO 192 Underground .e 1 ES I. zo. • zn• SS o 4 I I SP'Ce 4•sgs '4004 L [a m9spaces s, J L 1 i 195 Underground n `1e Cl • M 11.in.z spaces I L r 0 1 I . /MoDg*11. Rep. - GSM. 55 1 50 d 1 a g i 4965pe[e = s dA ` €S 1 as 1 n es o a. ;Ye row Be E3 1`Q ire m1r J4...era 41,0 Meaindrner tx P.M x6 paw — R4w1 . �Z A^ J L nee �E xMl 1P I e4s S 0O. 460 Spaces Udo.wsv 11 480 Specs 0 9W grin.t 4 11 ' 44 4i eos J nzw o4J Kimley *Horn 11 01 6014 _ e,e row 01.0111 01.1 If Rpm 5 Peak Flour Project Trip Oistribulbn Nam WNssod City of Mimi, Florida N nw �.1 rm 1 MIn 2,1 P .-a 74s CAI Rg i44�;i ea n11 �w la JI 1r oe s 1r s1 _x ,R ;� t y Gg x' t_ 3 -- 31g c_ti p c I• 3^ 14 l� a - a 1%) ,< ..rl II JI. 509 Spaces 451 Spans 1) NW 2246W.d 244 Underground ' 1 1 I Sprees E A. 14 5 7,687 Total p44d1A1 Spaces 'raided 1Wa`IrsIlsa xW xsg. w.al lasxog sucly Inleftection be AM Peak Hour TO'A®bnmenl (IUI) AM Peak NaI Trq Aas9mmet J1 f ya nn NW 28N gtwl 245 U10e &0und S49 Spaces as c' 14 lal Ji a•LIN lea J4 MI ,ems W Ins, a - as JI x. 00 Spaces orlww.V - we a ua , MO Spites DM (MI 35 MN 20111 elms 11 Kimley»)Horn 464 spaces 245 Underground Spam J ti-�al nw !MI 1054) Mina nno. nai 496 spaces ea 14 POI Lir mI a> t r pa AI, nNl as n: ae R x'R _= e O RR 1,262 paces 352 Spaces 14 195 Underground 195 Underground 5paca 5p.ces 197 Undegound �86s 195 Undergnsund Gdrew.V Spaces 689 Spaces 195 Underground Spaces aa x;I. PA. wa J4 ep xa Jl Inn At tr ea II IR v.. nn v.a a or' NIV ntIt0M ' If �11 it wz 11 NW 22n111Inel glint ge Rr Fpur. 6 P.ak Four Nat New Pro). TryM W�od City of Mimi, Fordo 549 Spaces 451 Spaces 244 Underground Sparer glvewaY 245 Underground Spaces 549 Spacer 1 466 Spates 245 Underground Sparc PIO XW polbkmk NVy E1n dire! 1,262 Spaces 352 Spates 195 Underground 195 Underground Spree Spaces 195 Underground 197 Underground Spares prlewaY Spates 6W2Nd III, 1 gee Spaces 195 Underground Spates J 7,687 Total Perking Sperm Provided lama 0 lilPronAvav y lMcaclon 15 PM. P. Hour Paso. Tnos Rpm 8 O Mrc,k Hour Passby/ 'pnmenl Mrrc Wynnwod Cily of Miami. Florida Kimley>>)Horn Traffic Impact Analysis FUTURE TOTAL TRAFFIC Total traffic volumes considered in the future year (2025) analysis for this project are the sum of 2025 background traffic volumes and the expected project traffic volumes. The future total conditions include proposed two-way traffic operation with on -street parking along the north side of NW 23rd Street between NW 5th Avenue and NW 2"d Avenue in order to accommodate traffic to the proposed parking garages located on this segment. This segment of NW 23rd Street is currently a one -lane westbound -only roadway with on -street parking on both the north and south sides of NW 23rd Street. The project also proposes closure of NW 23rd Street between NW 6th Avenue and NW 5th Avenue. It should be noted that the existing segment of NW 22nd Street between NW 6th Avenue and NW 5th Avenue is proposed to be renamed to NW 23rd Street upon closure of the existing segment of NW 23rd Street. An internal roadway/driveway is proposed from the proposed NW 23 rd Street to NW 24th Street between NW 6th Avenue and NW 5th Avenue. Figure 9 presents the total traffic for the study area. Total turning movement volume development worksheets for the study intersections are included in Appendix J. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 38 February 2016 N 5s 14 14 Driveway NW 20IM1 Street 11 5,2 ise P. J14 oIJ 1Ir101 Kimley»)Horn pa r+u u+m .v 110) tie vr iai Jg44 1r 451Spas 244 Underground Spces 46e Spoof 245 Underground Syces 4• 2 24 • sr J IMO po 11, Inns 11r 8-E 14 e 0 R nil fi 14 <1 pa 0-no Ir 9e ?R n'I -R- ere 1 J14 NW21rd%net OM t1 11 .a Q.E! 4965pam #S ▪ 5f „1, ` lv w1 4 ,! J 4n R r-H' NW 219 Tartan 1,262 Spcn 195 Underground Spew 197 Underground specs IUn 91 teen was 11, Pa ID, i wr 019 - a Ion JI 10 Ika MI 'MO 091 IH> 352 Spam 195 Underground Spam 195 Underground sp.rea 1r r n rat Driveway aI I6> 669 Spam 195 Underground SPaoes Ri JI 3,681 Taal Parkin Spew Provided `1a MI Ifr 'a= 3§4 • 071 Vra 09 11r • r. NW 2Nd Mreel 11 rg 14 r'1 n:l J14 07. 0.1 aAr 11451 r> Ir roil Meet W and el.w d Strew!. 219 - 101 rml lusa0 0 9� l aeration I. A M Peak How Traffic PM Peak Hour 'Ater Figure 9 FUWre Total Peek Hour Tragic Volumes Mere Wynwood City of Miami, Florida Kimley>»Horn Traffic Impact Analysis FUTURE CONDITIONS CAPACITY ANALYSIS Two separate future conditions peak hour capacity analyses were performed. • A transportation corridor (person - trip) capacity analysis • Intersection capacity analysis was performed at the study intersections Future Background Traffic Conditions Tables 17 and 18 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 Tables 17 and 18, the corridors have sufficient capacity and are expected to operate at adopted levels of service (LOS E) during the A.M. and P.M. peak hours. Table 19 presents the results of the intersection capacity analysis. All intersections are expected to operate at their adopted level of service or better, with the exception of the signalized intersection of North Miami Avenue and North 20th Street during the A.M. peak hour and the stop -controlled approach of NW 6th Avenue and NW 29th Street during the P.M. peak hour. Detailed SYNCHRO outputs are included in Appendix K. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 40 February 2016 Kimley>>Horn Traffic Impact Analysis Table 17: Future Background A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2015 Peak Season A.M. Peak Hour Roadway Volumes Growth Rate 2025 Peak Season A.M. Peak Hour Roadway Volumes Committed Development A.M. Peak Hour Transit Ridership 2025 Background A.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacitylzl A.M. Peak Hour Transit Capacity A.M. Peak Hour Total Capacity (CI A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service 2110 North Miami Avenue Vehides Person- Trips Ili Vehides Person- Trips Iii Vehicles Person- Trips Irl Person -Trips Person -Trips Vehicles Person- Ill Trips(1) Person -Trips Person -Trips Person -Trips V/C Ratio LOS NW 25th Street - between NW 5th and NW 2nd Avenue WB 53 74 131% 60 84 967 544Avenue NW 24th Street - between NW 5th Avenue and NW 2nd Avenue EB 54 76 1.31% 62 67967 iii_____ 3401,307 1,181 0.10 1 NW 23rd Street - between NW Sth Avenue and NW 2nd Avenue WB 42 59 131% 48 67 0 r 111 178 691 967 544 1,511 1,333 0.12 C N W 22nd Street - between NW Sth Avenue and NW 3rd EB 57HB.I 806 340 1,146 1,013 0 12 C WB 53Avenu111 806 544 1,350 ®_ NW Sth Avenue - betweenNW24th Street and N W 26th Street NB 69 97 1.31% 79 110 0 0 28 136 1,148 1,607 204 1,811 1,673 0.08 SB 81 113 1.31% 92 129 0 0 73 202 1,148 1,607 272 1,679 1,677 r NW 2nd Avenue - between NW 24th Street and NW 25th Street 293 410 1 31% 334 467 0 0 28 495 720 1,008 204 1,212 717 0.41 C SB 413 578 1.31% 470 658 0 0 73 731 720 1,008 272 1,280 549 0 57 D Note: I'I Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy per City of Miami standards. Pi Directional peak hour capacity derived from the 2013 FDOTQuality/LOS Handbook and the Miami -Downtown DRI. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revisededocx - Page - 41 Februar" 2016 Kimley>>>Horn Traffic Impact Analysis Table 18: Future Background P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2015 Peak Season P.M. Peak Hour Roadway Volumes Growth Rate 2025 Peak Season P.M. Peak Hour Roadway Volumes Committed Development P.M. Peak Hour 2025 Background Transit P.M. Peak Hour Ridership Total Volume (V) Directional Peak Hour Vehicular Capacite 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 2110 North Miami Avenue Vehicles Person- Trips Ill Vehicles Person- Trips Ill Vehides Person- Trips ftl Person -Trips Person -Trips Vehicles Person - Trips Ill Person -Trips Person -Trips Person -Trips r V/C Ratio LOS NW 25th Street - between NW 5th Avenue and NW 2nd Avenue WB 82 115 1.31% 93 131 0 C 89 220 691 967 612 1,579 1,359 0 14 C NW 24th Street - between NW 5thEB Avenue and NW 2nd Avenue 112 157 1.31% 128 179 0 C 42 221 691 967 340 1,307 1,086 0.17 C NW 23rd Street - between NW 5th Avenue and NW 2nd Avenue WB 101 141 1.31% 115 161 0 G 89 250 691 967 612 1,579 3 1,329 0.16 C NW 22nd Street - between NW 5th Avenue and NW 3rd Avenue EB 37 52 1.31% 42 59 2 a 3 42 104 576 806 340 1,146 1,042 0.09 C WB 41 57 1.31% 47 65 4 6 89 160 576 806 612 1,418 1,258 011 C NW 5th Avenue - between NW 24th Street and NW 26th Street NB 198 277 1.31% 226 316 0 0 51 367 1,148 1,607 204 1,811 1,444 0 20 C SB 195 273 1 31% 222 311 0 0 39 350 1,148 1,607 272 1,879 1,529 0 19 C NW 2nd Avenue - between NW 24th Street and NW 25th Street NB 634 888 131% 722 1,011 0 0 51 1,062 720 1,008 204 1,212 150 0 88 D 58 354 496 1.31% 403 565 0 0 39 604 720 1,008 272 1,280 676 0 47 D Note: ''Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy per City of Miami standards Izl Directional peak hour capacity derived from the 2013 FDOTQuality/LOS Handbook and the Miami -Downtown DRI K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised docx Page - 42 February 2016 Kimley»)Horn Traffic Impact Analysis Table 19: Future Background Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (secs) NW 5th Avenue & NW 29th Street (signalized) A (A) 7.2 (9.7) NW 2"d Avenue & NW 29th Street (signalized) A (B) 8.4 (11.2) N Miami Avenue & NW 29th Street/NE 29th Street (signalized) B (B) 13.6 (19.4) NW 5th Avenue & NW 25th Street (one-way, stop -controlled)(') A (B) 9.0 (10.9) NW 2nd Avenue & NW 25th Street (one-way, stop -controlled)(') C(D) 18.3 (33.6) NW 6th Avenue & NW 24th Street (one-way, stop-controlled)(1) A (B) 9.4 (10.2) NW 5th Avenue & NW 24th Street (one-way, stop-controlled)(1) A (B) 9.7 (10.5) NW 2"d Avenue & NW 24th Street (one-way, stop -controlled)(') B (C) 13.7 (20.1) NW 6th Avenue & NW 23rd Street (one-way, stop -controlled)(') A (B) 9.9 (10.6) NW 5th Avenue & NW 23rd Street (South) (one-way, stop -controlled)(') A (A) 8.7 (8.8) NW 5th Avenue & NW 23rd Street (North) (one-way, stop -controlled)(') A (A) 8.6 (9.2) NW 2nd Avenue & NW 23rd Street (free-flow)(3) NW 6th Avenue & NW 22nd Street (one-way, stop -controlled)(') B (B) 10.0 (10.6) NW 5th Avenue & NW 22nd Street (one-way, stop -controlled)(') A (A) 8.7 (8.6) NW 3' Avenue & NW 22"d Street (one-way, stop -controlled)(') A (A) 9.0 (9.1) NW 2nd Avenue & NW 22"d Street (one-way, stop-controlled)(1) B (C) 14.0 (16.9) NW 3rd Avenue & NW 20th Street _ (signalized) B (B) 10.9 (12.6) NW 20th Street & NW 2nd Avenue (signalized)(2) C (C) 21.2 (32.3) NW 1st Place & NW 20th Street (signalized)(2) B (C) 11.3 (22.2) N Miami Avenue & N 20th Street (signalized) C(4) (E) 32.0 (72.9) NW 5th Place & NW 20th Street (two-way, stop -controlled)(') C (E) 19.1 (36.0) NW 6th Avenue & NW 29th Street (two-way, stop -controlled)(') C (F) 22.3 (85.5) NW 5th Place & NW 21stTerrace (one-way, stop -controlled)(') A (B) 9.1 (10.3) Note:(1) Overall intersection LOS not provided for two-way stop -controlled intersections. ,l lie minor street wil h the greatest amount of delay is indicated. (2) Intersection cannot be analyzed in HCM 2010; therefore HCM 2000 was used. (3) Overall intersection LOS is not defined, as intersection operates under free -flow or stop -control conditions. (4) Signal timings optimized. K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 43 February 2016 Kimley>»Horn Traffic Impart Analysis Future Total Traffic Conditions Tables 20 and 21 present the results of the transportation corridor capacity analysis for the 2025 A.M. and P.M. peak hour total traffic conditions. As indicated in these tables, all corridors are expected to have sufficient capacity and are expected to operate at adopted levels of service (LOS E or better. Table 22 presents the results of the intersection capacity analysis for the 2025 A.M. and P.M. peak hour total traffic conditions. All of the intersections are expected to operate at adopted levels of service (LOS E or better), with the exception of the following: • Signalized intersection at NW 3rd Avenue and NW 20th Street during the P.M. peak hour. • Signalized intersection at North Miami Avenue and North 20th Street during the A.M. and P.M. peak hours. • Stop -controlled approach at NW 2nd Avenue and NW 25th Street during the P.M. peak hour. • Stop -controlled approach at NW 2nd Avenue and NW 23rd Street during the P.M. peak hour. • Stop -controlled approach at NW 3rd Avenue and NW 22nd Street during the A.M. and P.M. peak hours. • Stop -controlled approach at NW 2nd Avenue and NW 22nd Street during the P.M. peak hour. • Stop -controlled approach at NW 5th Place and NW 20th Street during the P.M. peak hour. • Stop -controlled approach at NW 6th Avenue and NW 29th Street during the P.M. peak hour. The intersection of NW 3rd Avenue and NW 20th Street is expected to operate at LOS F during the P.M. peak hour. However, the project proposes to re -designate the southbound approach to provide an exclusive left -turn lane and a shared through/right-turn lane. In addition, the project proposes to add protected -permitted left -turn phasing for the eastbound, westbound, and southbound approaches. Under this signal operation, the intersection is expected to operate at LOS C during the A.M. peak hour and LOS D during the P.M. peak hour. These proposed improvements will require traffic signal modification at this intersection. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 44 February 2016 Kimley>»Horn Traffic Impact Analysis The intersection of North Miami Avenue and North 20th Street is expected to operate at LOS F during the A.M. and P.M. peak hours. Please note that the northbound approach has been restriped from one (1) shared left/through lane and one (1) shared through/right-turn lane to one (1) shared left/through/right-turn lane after the data collection date. However, the project proposes to return the northbound approach to provide two (2) travel lanes and re -designate the approach to provide an exclusive left -turn lane and a shared through/right-turn lane. In addition, the project proposes to add protected -permitted left -turn phasing for the northbound approach. Under this signal operation, the intersection is expected to operate at LOS E during the A.M. peak hour and LOS D during the P.M. peak hour. These proposed improvements will require traffic signal modification at this intersection. Please note that the signal currently operates with a 60 second cycle length during the A.M. peak hour. The improvement proposes to modify the cycle length to 90 seconds in the A.M. peak hour to be consistent with the cycle length to the signalized intersection nearest to the subject intersection. The nearest intersection, NW 15t Place/NW 2nd Avenue and NE 20th Street, is approximately 1,192 feet away from the subject intersection and operates at a 90-second cycle length. Several of the stop -controlled approaches at the intersections of NW 2nd Avenue and NW 25th Street, NW 2nd Avenue and NW 23rd Street, NW 3rd Avenue and NW 22nd Street, NW 2nd Avenue and NW 22nd Street, NW 5th Place and NW 20th Street, and NW 6th Avenue and NW 29th Street are expected to operate at LOS F during either the A.M. and P.M. peak hours as previously noted. This is common during peak periods where a high -volume free flowing major -street interacts with a stop controlled minor -street. Detailed SYNCHRO outputs are included in Appendix L. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 45 February 2016 Kimley>»Horn Traffic Impact Analysis Table 20: Future Total A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2025A.M. Peak Hour Total Volume Project A.M. Peak Hour Distribution (Maximum) ProjectA.M. Peak Hour Assignment 2025A.M. Peak Hour Total Volume (V) 2025A.M. Peak Hour Total Capacity (C) 2025A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service Person -Trips Person -Trips Person -Trips Person -Trips Person -Trips _ V/C Ratio LOS j_.,W NW 25th Street - 0% In 0 between NW Sth Avenue and NW WB 195 195 1,511 1,316 0.129 C 2nd Avenue 0% Out 0 NW 24th Street - 0% In 0 between NW 5th Avenue and NW 126 126 1,307 1,181 0.096 C 2nd Avenue 0% Out 0 5%In 153 NW 23rd Street - EB 0 301 1,307 1,006 0.230 C 16% Out 148 between NW Sth Avenue and NW 19% In 581 2nd Avenue WB 178 768 1,511 743 0.508 D 1%Out 9 1%In 31 NW 22nd Street - EB 133 461 1,146 685 0.402 C 32% Out 297 between NW 5th Avenue and NW 32% In 979 3rd Avenue WB 201 1,189 1,350 161 0.881 D 1% Out 9 NW5thAvenue- NB 138 0% n 342 1,931 1,589 0.177 C 22% Out 204 between NW 24th Street and 22% 6 NW 26th Street SB 202 875 1,999 1,124 0.438 D 0%Out 03 NW 2nd Avenue - NB 495 0% In 0 569 1,332 763 0.427 C 8% Out 74 between NW . 24th Street and 8% In 245 NW 25th Street SB 731 976 1,400 424 0.697 D 0% Out 0 K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 46 February 2016 Kimley»)Horn Traffic Impact Analysis Table 21: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions Principal Y al Roadways 2025 P.M. Peak Hour Total Volume Project P.M. Peak Hour Distribution (Maximum) Project P.M. Peak Hour Assignment 2025 P.M. Peak Hour Total Volume (V) 2025 P.M. Peak Hour Total Capacity (C) 2025 P.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service Person -Trips Person -Trips Person -Trips Person -Trips Person -Trips V/C Ratio LOS NW 25th Street - between NW 5th Avenue and NW 2nd Avenue WB 220 0% In 0 220 1,579 1,359 0.139 C 0% Out 0 NW 24th Street - between NW 5th Avenue and NW 2nd Avenue EB 221 0% In 0 221 1,307 1,086 0.169 C 0% Out 0 NW 23rd Street - between NW 5th Avenue and NW 2nd Avenue EB G 5% In 71 562 1,164 602 0.483 D 16% Out 491 WB 250 19% In 270 — 551 1,579 1,028 0.349 C 1% Out 31 NW 22nd Street - between NW 5th Avenue and NW 3rd Avenue EB 104 1%In 14 1,099 1,146 47 0.959 E 32% Out 981 WB 160 32% In 455 646 1,418 772 0.456 C 1% Out 31 NW 5th Avenue - between NW 24th Street and NW 26th Street NB 367 o 0 1,042 1,931 889 0.540 D 22%O 22%Out 675 SB 350 22% In 313 663 1,999 1,336 0.332 C 0% Out 0 NW 2nd Avenue - between NW 24th Street and NW 25th Street NB 1,062 0% In 0 1,307 1,332 25 0.981 E 8% Out 245 56 604 8% In 114 718 1,400 682 0.513 D 0%Out 0 K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revisec' Page- 47 Febn' 116 Kimley»)Horn Traffic Impact Analysis Table 22: Future Total Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (secs) NW 5th Avenue & NW 29th Street (signalized) B (C) 11.1 (27.2) NW 2nd Avenue & NW 29th Street (signalized) B (C) 10.7 (23.2) N Miami Avenue & NW 29th Street/NE 29th Street (signalized) D (C) 38.1 (32.3) NW 5th Avenue & NW 25th Street (one-way, stop-controlled)(1) B (C) 10.5 (20.3) NW 2nd Avenue & NW 25th Street (one-way, stop-controlled)(1) C (F) 24.2 (>50.0) NW 6th Avenue & NW 24th Street (one-way, stop-controlled)(1) B (B) 10.7 (11.2) NW 5th Avenue & NW 24th Street (one-way, stop-controlled)(1) C (D) 21.7 (26.4) NW 2nd Avenue & NW 24th Street (one-way, stop-controlled)(1) C (D) 16.6 (26.9) NW 5th Avenue & NW 23rd Street (North) (one-way, stop-controlled)(1) A (B) 9.1 (11.2) NW 2nd Avenue & NW 23rd Street (one-way, stop-controlled)(1) D (F) 31.4 (>50.0) NW 6th Avenue & NW 23rd Street (one-way, stop-controlled)(1) A (B) 9.7 (11.4) NW 5th Avenue & NW 23rd Street (one-way, stop-controlled)(1) B (C) 13.7 (18.2) NW 3rd Avenue & NW 22nd Street (one-way, stop-controlled)(1) F (F) >50.0 (>50.0) NW 2nd Avenue & NW 22nd Street (one-way, stop-controlled)(1) E (F) 36.6 (>50.0) NW 3rd Avenue & NW 20th Street (signalized) C (F) 21.8 (178.2) C(3)(4) (D)(3)(4) 20.9 (50.4) NW 20th Street & NW 2nd Avenue (signalized)(2) D (E) 44.7 (73.7) NW 1st Place & NW 20th Street (signalized)(2) C (C) 22.8 (23.6) N Miami Avenue & NW 20" Street (signalized) F (F) 226.0 (161.6) E(3)(4) (D)(3)(4) 74.7 (46.9) NW 5th Place & NW 20th Street (two-way, stop-controlled)(1) D (F) 30.0 (>50.0) NW 6th Avenue & NW 29th Street (two-way, stop-controlled)(1) E (F) 40.1 (>50.0) NW 5th Place & NW 21stTerrace (one-way, stop-controlled)(1) B (B) 10.2 (12.3) Internal Driveway & NW 23rd Street (one-way, stop-controlled)(1) B (C) 11.4 (15.1) Internal Driveway & NW 24th Street (one-way, stop-controlled)(1) B (B) 11.6 (11.6) Note: (1) Overall intersection LOS not provided for stop -controlled intersections. The minor street with the greatest amount of delay is indicated. (2) Intersection cannot be analyzed in HCM 2010; therefore HCM 2000 was used. (3) Signal timings optimized. (4) Intersection with proposed improvements. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page -48 February 2016 Kimley»>Horn Traffic Impact Analysis TRANSPORTATION CONTROL MEASURES PLAN AND PROPOSED IMPROVEMENTS 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: Providing transit information within the site including route schedules and maps Providing convenient and secure areas for bicycles Providing bike sharing programs Providing other transit -oriented amenities The applicant intends to make the site bicycle/pedestrian- and transit -friendly and will consider these features for incorporation into the site. Bicycle Facility Considerations The development is contemplating improvements and amenities for bicyclists. These improvements may include bicycle lanes, short-term and long-term bicycle parking, and participate in a bike share program on -site. Specific improvements will be developed. City of Miami Trolley The Mana Wynwood Development SAP is contemplating a transit stop within the development on NW 2nd Avenue to accommodate the City's future Wynwood trolley route. This improvement will be coordinated with the City of Miami. K:\FTL TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 49 February 2016 Traffic Impact Analysis CONCLUSION This traffic impact study assessed the impacts of the Mana Wynwood Special Area Plan project on the surrounding transportation network. The analysis was conducted in accordance with the City of Miami requirements, analyzing transportation corridor segments and intersections. The project proposes to convert one-way westbound traffic on NW 23rd Street to two-way (eastbound/westbound) traffic between NW 5th Avenue and NW 2nd Avenue. Please note that approximately 48 on -street parking spaces along the south side of NW 23rd Street will need to be removed in order to accommodate two-way traffic on NW 23rd Street. Trip generation calculations indicate that the project is expected to generate 2,514 net new A.M. peak hour vehicular trips (3,986 person -trips) and 2,808 net new P.M. peak hour vehicular trips (4,487 person -trips). Project trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2035 Cost Feasible Plan. Transportation corridor segments capacity analyses and intersection capacity analyses were performed for existing conditions and for future conditions with and without project traffic. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site operate at adopted levels of service (LOS E or better) during both the A.M. and P.M. peak hours, with the exception of the following: • Signalized intersection at NW 3rd Avenue and NW 20th Street during the P.M. peak hour. • Signalized intersection at North Miami Avenue and North 20th Street during the A.M. and P.M. peak hours. • Stop -controlled approach at NW 2nd Avenue and NW 25th Street during the P.M. peak hour. • Stop -controlled approach at NW 2nd Avenue and NW 23rd Street during the P.M. peak hour. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 50 February 2016 KimleyHorn Traffic Impact Analysis • Stop -controlled approach at NW 3rd Avenue and NW 22"d Street during the A.M. and P.M. peak hours. • Stop -controlled approach at NW 2nd Avenue and NW 22nd Street during the P.M. peak hour. • Stop -controlled approach at NW 5th Place and NW 20th Street during the P.M. peak hour. • Stop -controlled approach at NW 6th Avenue and NW 29th Street during the P.M. peak hour. The intersection of NW 3rd Avenue and NW 20th Street is expected to operate at LOS F during the P.M. peak hour. However, the project proposes to re -designate the southbound approach to provide an exclusive left -turn lane and a shared through/right-turn lane. In addition, the project proposes to add protected -permitted left -turn phasing for the eastbound, westbound, and southbound approaches. Under this signal operation, the intersection is expected to operate at LOS C during the A.M. peak hour and LOS D during the P.M. peak hour. These proposed improvements will require traffic signal modification at this intersection. The intersection of North Miami Avenue and North 20th Street is expected to operate at LOS F during the A.M. and P.M. peak hours. Please note that the northbound approach has been restriped from one (1) shared left/through lane and one (1) shared through/right-turn lane to one (1) shared left/through/right-turn lane after the data collection date. However, the project proposes to return the northbound approach to provide two (2) travel lanes and re -designate the approach to provide an exclusive left -turn lane and a shared through/right-turn lane. In addition, the project proposes to add protected -permitted left -turn phasing for the northbound approach. Under this signal operation, the intersection is expected to operate at LOS E during the A.M. peak hour and LOS D during the P.M. peak hour. These proposed improvements will require traffic signal modification at this intersection. Please note that the signal currently operates with a 60 second cycle length during the A.M. peak hour. The improvement proposes to modify the cycle length to 90 seconds in the A.M. peak hour to be consistent with the cycle length to the signalized intersection nearest to the subject intersection. The nearest intersection, K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 51 February 2016 Kimley>>Horn Traffic Impact Analysis NW 1st Place/NW 2nd Avenue and NE 20th Street, is approximately 1,192 feet away from the subject intersection and operates at a 90-second cycle length. Several of the stop -controlled approaches at the intersections of NW 2nd Avenue and NW 25th Street, NW 2nd Avenue and NW 23rd Street, NW 3rd Avenue and NW 22nd Street, NW 2nd Avenue and NW 22nd Street, NW 5th Place and NW 20th Street, and NW 6th Avenue and NW 29th Street are expected to operate at LOS F during either the A.M. and P.M. peak hours as previously noted. This is common during peak periods where a high -volume free flowing major -street interacts with a stop controlled minor -street. The project is contemplating a series of improvements including bicycle lanes, short-term and long-term bicycle parking, a bike share program, and a Miami Trolley transit stop as part of the City's future Wynwood trolley route. These improvements will encourage people travel to and from the project to use public transportation as well as promoting bicycling and walking. The project proposes two-way traffic operation with on -street parking along the north side of NW 23rd Street between NW 5th Avenue and NW 2nd Avenue in order to accommodate traffic to the proposed parking garages located on this segment. This segment of NW 23rd Street is currently a one -lane westbound -only roadway with on -street parking on both the north and south sides. Please note that approximately 48 on -street parking spaces along the south side of NW 23rd Street will need to be removed in order to accommodate two-way traffic on NW 23rd Street. The project also proposes closure of NW 23rd Street between NW 6th Avenue and NW 5th Avenue. It should be noted that the existing segment of NW 22nd Street between NW 6th Avenue and NW 5th Avenue is proposed to be renamed to NW 23rd Street upon closure of the existing segment of NW 23rd Street. An internal roadway/driveway is proposed from the proposed NW 23 rd Street to NW 24th Street between NW 6th Avenue and NW 5th Avenue. K:\FTL_TPTO\043629001-Mana Wynwood SAP\Report\02 25 16 Mana Wynwood TIA_revised.docx Page - 52 February 2016 APPENDIX A: Conceptual Site Plan r95 -.. APPENDIX B: Methodology Correspondence Kimley>»Horn Memorandum To: Carlos Cruz-Casas, P.E. City of Miami From: Adrian K. Dabkowski, P.E., PTOE II Cory D. Dorman, E.I. Date: May 6, 2015 Subject: Mana Wynwood Special Area Plan Traffic Study Methodology The purpose of this memorandum is to summarize the traffic study methodology as discussed at our May 5, 2015 meeting for the Mana Wynwood Special Area Plan (SAP). The proposed redevelopment is generally bounded by NW 24th Street to the north, NW 21 st Terrace/NW 22"d Street to the south, NW 2nd Avenue to the east, and NW 6th Avenue to the west. The proposed redevelopment will consist of a mixed -use project that will include residential, hotel, retail, light industrial, and office land uses. Please note that a portion of the site proposed for redevelopment is currently occupied. A conceptual site plan for the proposed redevelopment is included in Attachment A. STUDY AREA The following intersections and roadway segments will be examined as part of the study area: • NW 29th Street and NW 5th Avenue • NW 29th Street and NW 2"d Avenue • North 29th Street and North Miami Avenue • NW 25th Street and NW 5th Avenue • NW 25' Street and NW 2nd Avenue • NW 24' Street and NW 6' Avenue • NW 24" Street and NW 5th Avenue • NW 24th Street and NW 2nd Avenue • NW 23rd Street and NW 6th Avenue • NW 23rd Street and NW 5" Avenue (South) • NW 23rd Street and NW 5th Avenue (North) • NW 23rd Street and NW 2nd Avenue • NW 22" Street and NW 6th Avenue • NW 22"d Street and NW 5th Avenue • NW 22" Street and NW 3rd Avenue • NW 22"d Street and NW 2nd Avenue • NW 20th Street and NW 3rd Avenue • NW 20' Street and NW 2nd Avenue/NW 1st Place • North 20th Street and North Miami Avenue kimley-horn.com 600 North Pine Island Road. Suite 450.. Plantation, FL 33324 954 535 5100 Kimley »Horn The following corridors were identified for analysis: Carlos Cruz-Casas, P E, May 6, 2015, Page 2 NW 25th Street between NW 51h Avenue and NW 2nd Avenue NW 24th Street between NW 5th Avenue and NW 2nd Avenue NW 23rd Street between NW 5th Avenue and NW 2nd Avenue 4, NW 22nd Street between NW 51h Avenue and NW 3rd Avenue NW 5th Avenue between NW 24th Street and NW 26th Street NW 2nd Avenue between NW 24th Street and NW 25th Street DATA COLLECTION 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 account for seasonality using the appropriate FDOT seasonal factors. Signal timing information will be obtained from Miami -Dade County Public Works and Waste Management Department — Signals and Signs Division. TRIP GENERATION Trip generation calculations for the proposed development will be performed using Institute of Transportation Engineer's (ITE) Trip Generation, 9" Edition. ITE Land Use Code (LUC) 232: High -Rise Condominium and ITE LUC 222: High -Rise Apartment will be used for the residential component, ITE LUC 310: Hotel will be used for the hotel component, ITE LUC 820: Shopping Center will be used for the retail component, ITE LUC 110: General Light Industrial will be used for the industrial use, and ITE LUC 710: General Office Building will be used for the office component. A portion of the site proposed for redevelopment is currently occupied. The trip generation will account for the existing development. Once the development program has been finalized and the extent of the existing development determined, trip generation calculations will be provided prior to submittal of the traffic study for review. A 10.0 percent (10.0%) multimodal (public transit, bicycle, and pedestrian) reduction factor will be applied to external trip generation to account for the urban character of the area. Transit route information will be documented in the report. Internal capture/captive market reduction is expected between the complementary land uses within the study area. Internal capture trips are trips made among study area uses, which in the case of this project are trips between residential, hotel, retail, light industrial, and office uses. Trips between these uses will be made by walking and will not result in additional vehicles on the external roadway network. Internal capture trips for the project will be determined based upon the methodology contained in the Institute of Transportation Engineers' (ITE), Trip Generation Handbook, 3rd Edition. 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. kimley-horn.com 600 North Pine Island Road, Suite 450, Plantation, FL 33324 954 535 5100 Kimley>»Horn Carlos Cruz-Casas, P E., May 6, 2015, Page 3 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 a cardinal trip distribution for the project site's traffic analysis zones (TAZs) obtained from the Miami -Dade Metropolitan Planning Organization's 2035 Cost Feasible Plan travel demand model. The project is located within TAZ 495. Therefore, a cardinal distribution was developed based on this TAZ. The detailed cardinal distribution is provided in Attachment B. 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 2005 and 2035 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. The City has also identified the 2110 North Miami Avenue redevelopment as a committed development. 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. 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) 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 Carlos Cruz-Casas, P E., May 6, 2015, Page 4 NW 23RD STREET CLOSURE ANALYSIS The traffic study will include an analysis for the proposed roadway closure of NW 23" Street between NW 6L" Avenue and NW 51h Avenue. Traffic currently utilizing this segment of NW 23' Street will be reassigned to the adjacent roadway network. The analysis will be prepared for the A.M. (7:00- 9:00 A.M.) and P.M. (4:00-6:00 P.M.) peak periods for future total conditions. 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. METHODOLOGY CONCURRENCE Please note that if the City does not agree with the proposed traffic impact analysis methodology contained in the previous sections, please respond with specific concerns within two (2) weeks of receipt of this document, so we will have adequate time to prepare the analysis. If we are not notified of concerns by the specified date, it is assumed that the City is in concurrence with the methodology. 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\043629001-Mana Wynwood SAP\Correspondence\05 06 15 traffic study methodology.docx kimley-horn.com 600 North Pine Island Road. Suite 450, Plantation, FL 33324 954 535 5100 Attachment A DRAFT DATED 4/16/2015 MIAMI 21 CONCEPT BOOK MANA WYNWOOD SAP • NW 23rd ST NW 21 sr TER WEST' EAST NW 23rd ST kw EAST tier ZYSCOVICH N,Bir,33,732BILd0427M FI [ 505 212 Slll ARCHITECTS (505 511 4521 i„fo zy.covich corn w www:y>covich corn DRAFT DATED 4/16/2015 MIAMI 21 wir'" IP 2 WEST I EAST �I CONCEPT BOOK MANA WYNWOOD SAP - Highway — — Primary Streets • • • Secondary Streets — — Pedestrian Passage •I 1 1 1 '1 1 1 Mtand Amidst ZYSCOVICH ARCHITECTS 10o N Blvd 271 FI Mom ! FL 33132 2301 205 2,2 .22 f 205 :21 +521 e le cern DRAFT DATED 4/16/2015 MIAMI 21 CONCEPT BOOK MANA WYNWOOD SAP MI Open Space Vehicular_Private Drive Covered Open Space ZYSCOVICH ARCHITECTS looNeRc.ynu BLvd 2,61,1 VainFL 33132 2104 r 10, 3,2 ,221 f,o, 271 4,21 Attachment B Cardinal Distribution for TAZ 495 Year 2035 Applied Percentages 11.95% 14.01% 12% 14% 12.16% 5.27% 12% 5% 13.34% 10.95% 13% 11% 16.59% 15.73% 17% 16% MIAMI-DADE 2035 DIRECTIONAL DISTRIBUTION SUMMARY PERCENT ENE 8.05 ESE 12.99 CARDINAL SSE 4.8 DIRECTIONS SSW 12.13 WSW 11.34 WNW 13.86 NNW 16.8 TOTAL NNE 20.04 ORIGIN ZONE 477 3177 TRIPS 1731 763 883 697 1097 1710 1760 2192 10,833 PERCENT 15.98 7.04 8.15 6.43 10.13 _ 15.79 16.25 20.23 478 3178 TRIPS 437 290 484 436 528 558 531 435 3,699 PERCENT 11.81 7.84 13.08 11.79 14.27 15.09 14.36 11.76 479 3179 TRIPS 10261 5323 5379 4509 7899 6431 6936 8169 54,907 PERCENT 18.69 9.69 9.8 8.21 1439 11.71 12.63 14.88 480 3180 TRIPS 2096 919 1377 1323 1844 1534 1610 1631', 12,334 PERCENT 16.99 7.45 11.16 10.73 14.95 12.44 13.05 13.22 481 3181 TRIPS 2195 890 1383 1843 2397 1818 1668 1722 13,916 PERCENT 15.77 6.4 9.94 13.24 17.22 13.06 11.99 12.37 482 3182 TRIPS 337 183 251 360 520 395 307 286 2,639 PERCENT 12.77 6.93 9.51 13.64 19.7 14.97 11.63 10.84 483 3183 TRIPS 460 221 284 457 622 541 419 448 3,452 PERCENT 13.33 6.4 8.23 13.24 18.02 15.67 12.14 12.98 484 3184 TRIPS 636 290 418 400 556 385 455 489 3,629 PERCENT 17.53 7.99 11.52 11.02 15.32 10.61 12.54 13.47 485 3185 TRIPS 161 75 94 135 159 179 182 173 1,158 PERCENT 13.9 6.48 8.12 11.66 13.73 15.46 15.72 14.94 486 3186 TRIPS 842 417 _ 387 479 648 745 669 941 5,128 PERCENT 16.42 8.13 7.55 9.34 12.64 14.53 13.05 18.35 487 3187 TRIPS _ 857 394 537 373 542 596 801 774 4,874 PERCENT 17.58 8.08 11.02 7.65 11.12 12.23 16.43 15.88 488 3188 TRIPS 383 242 411 221 219 476 821 503 3,276 PERCENT 11.69 7.39 12.55 6.75 6.68 14.53 25.06 15.35 489 3189 TRIPS 437 3081 712 418 360 672 984 611 4,502 PERCENT 9.71 6.84 15.82 9.28 8 14.93 21.86 _ 13.57 490 3190 TRIPS 283 155, 348 295 225 301 416 262 2,285 PERCENT 12.39 6.78 15.23 12.91 9.85 13.17 18.21 11.47 491 3191 TRIPS 107 50 77 671 661 310 111 105 2,092 PERCENT 5.11 2.39 3.68 32.07 31.6 14.82 5.31 5.02 492 3192 TRIPS 68 36 76 123 88 142 131 56 720 PERCENT 9.44 5 10.56 17.08 12.22 19.72 18.19 7.78 493 3193 TRIPS 628 217 415 957 688 1215 1199 657 5,976 PERCENT 10.51 3.63 6.94 16.01 11.51 20.33 20.06 10.99 494 3194 TRIPS 817 392 848 1480 1038 1465 824 644 7,508 a PFRCFNT - 10 RR 5J7 11_79 19 71 13 R3 19 S1 , ]1197 R 5 495 3195 TRIPS 604 227 _ 472 678 715 575 524 515 4.310 PERCENT 14.01 5.27 10.95 15.73 16.59 13,34 12.16 11.95 49,5 319b 1HIPS 133 59 /8 1/4 209 1b/ 119 I3i I,U8U PERCENT 12.31 5.46 7.22 16.11 1935 15.46 11.94 12.13 • TRIPS 100 48 51 156 176 135 104 101 871 PERCENT 11.48 5.51 5.86 17.91 20.21 15.5 11.94 11.6 •: TRIPS 775 375 667 1854 2232 1383 957 958 9,201 PERCENT 8.42 4.08 7.25 20.15 24.26 15.03 10.4 10.41 •• TRIPS 165 50 88 175 198 260 172 214 1,322 PERCENT 12.48 3.78 6.66 13.24 14.98 19.67 13.01 16.19 500 3200 TRIPS 1692 781 904 2169 1651 _ 2912 2279 2124 14,512 PERCENT 11.66 5.38 6.23 14.95 11.38 20.07 15.7 14.64 501 3201 TRIPS 426 230 206 540 555 726 604 _ 674 3,961 PERCENT 10.75 5.81 5.2 13.63 14.01 18.33 15.25 17.02 502 3202 TRIPS 213 67 132 276 447 467 256 346 2,204 PERCENT 9.66 3.04 5.99 12.52 20.28 21.19 11.62 15.7 503 3203 TRIPS 1878 539 792 822 3808 3895 2266 2673 16,673 PERCENT 11.26 3.23 4.75 4.93 22.84 23.36 13.59 16.03 504 3204 TRIPS 1210 537 697 557 2222 2386 2221 2240 12,070 PERCENT 10.02 4.45 5.77 4.61 18.41 19.77 18.4 18.56 505 3205 TRIPS 2665 1213 1142 2154 2867 3862 4544 3625 22,072 PERCENT 12.07 5.5 5.17 9.76 12.99 17.5 20.59 16.42 506 3206 TRIPS 961 357 291 364 1576 1688 1523 1372 8,132 PERCENT 11.82 4.39 3.58 4.48 19.38 20.76 18.73 16.87 507 3207 TRIPS 185 125 175 138 366 1389 946 447 3,771 PERCENT 4.91 3.31 4.64 3.66 9.71 36.83 25.09 11.85 508 3208 TRIPS 91 446 261 70 231 181 284 166 1,730 PERCENT 5.26 25.78 15.09 4.05 13.35 10.46 16.42 9.6 509 3209, TRIPS 225 125 _ 57 27 270 800 594 568 2,666 PERCENT 8.44 4.69 2,14 1.01 10.13 30.01 22.28 21.31 510 3210 TRIPS 138 122 193 96 272 309 508 258 1,896 B-15 APPENDIX C: Traffic Count Data 24-Hour Continuous Counts Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D0512011.PRN : 000000051101 : 000058410088 : May 12, 15 : May 12, 15 : Miami, Florida Interval Start time Stop time County : NW 22 St Between NW 5 Ave & NW 3 Ave : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* May 12 End Time 00 Eastbound Volume 01 02 03 15 1 0 0 0 30 1 0 0 0 45 0 1 0 0 00 1 0 1 0 Hr Total 3 End Time 12 15 30 45 00 6 1 4 7 Hr Total 18 1 1 0 for Lane 1 04 05 06 07 08 09 10 11 0 0 0 1 0 1 0 5 0 1 7 12 0 0 1 12 0 2 8 30 13 14 15 4 6 5 18 17 8 6 6 33 37 12 16 5 8 41 36 16 17 15 3 9 3 8 5 4 9 12 13 7 5 4 3 4 4 37 15 2 4 6 1 3 4 5 8 16 17 18 19 9 11 8 5 3 4 4 3 20 33 14 20 21 3 4 6 3 6 3 4 5 19 15 22 23 4 0 4 0 1 1 4 0 13 24 Hour Total : 410 AM peak hour begins : 07:30 AM peak volume : 49 Peak hour factor : 0.94 PM peak hour begins : 13:45 PM peak volume : 49 Peak hour factor : 0.68 ******************************************************************************* May 12 End Time 00 15 1 30 3 45 0 00 1 Hr Total 5 End Time 12 Westbound Volume for Lane 2 01 02 03 1 0 0 0 1 0 0 0 0 0 0 2 1 1 2 04 05 06 07 1 0 0 0 0 0 0 1 1 2 3 5 3 4 14 9 08 8 13 2 5 09 6 1 4 6 30 28 17 10 11 2 2 3 2 5 5 2 5 12 14 13 14 15 15 7 3 9 12 30 7 4 8 15 45 7 8 8 11 00 3 13 15 9 Hr Total 24 28 40 47 16 17 18 19 10 8 8 10 8 13 7 3 5 9 10 3 8 10 8 6 31 40 33 22 20 21 4 8 2 9 7 4 5 2 23 18 22 23 0 5 4 4 1 1 2 0 13 4 24 Hour Total : 446 AM peak hour begins : 07:30 AM peak volume : 44 Peak hour factor : 0.79 PM peak hour begins : 14:45 PM peak volume : 53 Peak hour factor : 0.88 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0512011.PRN Station : 000000051101 Identification : 000058410088 Interval : 15 minutes Start date : May 12, 15 Start time : 00:00 Stop date : May 12, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 22 St Between NW 5 Ave & NW 3 Ave ******************************************************************************* May 12 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 2 1 1 0 1 0 1 4 20 10 4 6 30 4 0 0 0 0 1 2 9 26 4 9 3 45 0 1 0 0 0 1 10 26 9 8 8 9 00 2 0 1 2 0 1 6 21 10 10 7 13 Hr Total 8 2 2 2 1 3 19 60 65 32 28 31 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 13 7 26 24 25 11 17 13 7 11 4 1 30 8 10 16 31 17 16 18 7 14 7 9 1 45 11 13 14 16 13 14 18 7 8 8 5 3 00 10 31 21 17 12 19 13 9 13 7 8 0 '- Total 42 61 77 88 67 60 66 36 42 33 26 5 z4 Hour Total : 856 AM peak hour begins : 07:30 AM peak volume : 93 Peak hour factor : 0.89 PM peak hour begins : 14:45 PM peak volume : 92 Peak hour factor : 0.74 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0513011.PRN Station : 000000051101 Identification : 000058410088 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 22 St Between NW 5 Ave & NW 3 Ave ******************************************************************************* May 13 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 0 0 0 0 0 0 0 1 16 6 4 7 30 2 2 1 1 0 0 3 8 11 4 3 10 45 1 0 0 0 0 3 3 15 5 5 6 4 00 1 1 0 1 0 3 4 13 5 6 3 2 Hr Total 4 3 1 2 0 6 10 37 37 21 16 23 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 6 2 30 6 7 45 2 7 00 3 12 14 3 3 9 8 4 5 3 2 4 13 9 6 7 1 4 4 1 3 4 4 4 6 12 8 6 6 5 1 1 4 5 7 5 2 4 6 2 1 3 Hr Total 17 28 35 21 22 33 19 18 21 11 7 1: 24 Hour Total : 404 AM peak hour begins : 07:30 AM peak volume : 55 Peak hour factor : 0.86 PM peak hour begins : 13:30 PM peak volume : 46 Peak hour factor : 0.82 ******************************************************************************* May 13 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 1 0 0 0 0 0 2 4 16 4 4 4 30 2 0 0 0 0 0 1 2 11 4 4 6 45 0 1 0 0 0 0 3 14 7 3 3 4 00 1 1 1 0 1 0 7 10 4 10 1 9 Hr Total 4 2 1 0 1 0 13 30 38 21 12 23 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 4 5 5 6 8 13 5 10 7 3 2 4 30 7 5 9 12 3 7 7 7 4 5 1 2 45 3 5 12 4 9 7 1 1 8 2 1 5 00 7 12 14 13 11 9 4 8 3 3 1 3 Hr Total 21 27 40 35 31 36 17 26 22 13 5 14 24 Hour Total : 432 AM peak hour begins : 07:30 AM peak volume : 51 Peak hour factor : 0.80 PM peak hour begins : 14:30 PM peak volume : 44 Peak hour factor 0.79 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0513011.PRN Station : 000000051101 Identification : 000058410088 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 22 St Between NW 5 Ave & NW 3 Ave ******************************************************************************* May 13 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 1 0 0 0 0 0 2 5 32 10 8 11 30 4 2 1 1 0 0 4 10 22 8 7 16 45 1 1 0 0 0 3 6 29 12 8 9 8 00 2 2 1 1 1 3 11 23 9 16 4 11 Hr Total 8 5 2 2 1 6 23 67 75 42 28 46 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 10 7 19 9 11 22 13 14 12 6 4 8 30 13 12 22 21 9 14 8 11 8 6 4 6 45 5 12 16 8 15 19 9 7 14 7 2 6 00 10 24 18 18 18 14 6 12 9 5 2 6 • Total 38 55 75 56 53 69 36 44 43 24 12 26 24 Hour Total : 836 AM peak hour begins : 07:30 AM peak volume : 106 Peak hour factor : 0.83 PM peak hour begins : 13:45 PM peak volume : 81 Peak hour factor : 0.84 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0512008.PRN Station : 000000051102 Identification : 000058410067 Interval : 15 minutes Start date : May 12, 15 Start time : 00:00 Stop date : May 12, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 24 St Between NW 5 Ave & NW 2 Ave ******************************************************************************* May 12 Eastbound Volume End Time 00 01 02 03 04 05 15 11 3 6 1 0 30 17 6 1 1 0 45 11 3 1 1 0 00 5 8 0 1 0 06 07 08 09 10 11 3 0 4 11 14 9 14 3 1 4 14 13 14 27 0 0 7 9 12 16 17 1 8 6 18 14 12 28 Hr Total 44 20 8 4 0 7 9 21 52 53 51 86 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 18 16 28 13 17 26 31 22 26 11 13 12 30 31 36 20 19 17 18 19 22 33 15 16 7 45 20 27 22 17 13 21 17 23 16 13 11 12 00 26 22 19 19 18 18 16 16 9 15 12 5 Hr Total 95 101 89 68 65 83 83 83 84 54 52 3E 24 Hour Total : 1248 AM peak hour begins : 11:30 AM peak volume : 94 Peak hour factor : 0.76 PM peak hour begins : 13:15 PM peak volume : 113 Peak hour factor : 0.78 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0513008.PRN Station : 000000051102 Identification : 000058410067 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 24 St Between NW 5 Ave & NW 2 Ave ******************************************************************************* May 13 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 6 2 0 0 0 0 0 6 13 19 12 17 30 11 5 1 1 2 4 4 7 17 12 10 21 45 11 1 1 0 2 0 2 6 9 16 15 17 00 7 2 0 0 0 0 3 6 10 18 20 17 Hr Total 35 10 2 1 4 4 9 25 49 65 57 72 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 24 16 28 25 24 32 28 18 20 12 15 4 30 24 30 26 22 24 31 9 19 28 20 15 15 45 24 18 19 24 14 23 21 21 10 13 12 21 00 29 19 19 19 20 23 19 11 12 7 11 6 Total 101 83 92 90 82 109 77 69 70 52 53 46 24 Hour Total : 1257 AM peak hour begins : 11:30 AM peak volume : 82 Peak hour factor : 0.85 PM peak hour begins : 17:00 PM peak volume : 109 Peak hour factor : 0.85 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location D0512010.PRN : 000000051103 : 000110252089 Interval : May 12, 15 Start time : May 12, 15 Stop time : Miami, Florida County : NW Z . St Between NW 5 Ave & NW 2 Ave ******************************************************************************* May 12 Westbound Volume End Time 00 15 8 30 10 45 7 00 6 Hr Total 31 End Time 12 15 30 45 00 19 32 25 23 Hr Total 99 01 02 03 04 05 06 7 4 2 0 1 2 6 5 0 0 1 0 6 4 4 0 0 1 5 3 0 1 1 3 24 16 6 3 6 13 14 15 16 17 18 23 27 19 24 31 24 28 22 16 16 26 28 25 20 15 24 13 11 29 17 17 17 20 21 105 86 67 81 90 84 24 Hour Total : 1167 AM peak hour begins : 11:30 AM peak PM peak hour begins : 13:15 PM peak : 15 minutes : 00:00 : 24:00 : Dade 07 08 09 10 11 2 1 4 5 6 10 7 10 12 33 12 13 8 13 6 18 6 13 21 16 11 20 47 43 67 19 20 21 22 23 17 19 17 18 21 10 19 9 15 11 6 12 15 15 12 10 16 10 6 8 71 61 42 52 4C volume : 92 volume : 109 ******************************************************************************* Peak hour factor : 0.72 Peak hour factor : 0.94 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0513010.PRN Station : 000000051103 Identification : 000110252089 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW Z 3 St Between NW 5 Ave & NW 2 Ave ******************************************************************************* May 13 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 4 3 3 0 1 2 1 1 7 11 18 22 30 7 4 2 0 3 1 0 6 12 7 17 10 45 4 0 2 1 1 1 0 3 13 8 20 17 00 4 2 0 0 0 0 5 3 9 13 15 20 Hr Total 19 9 7 1 5 4 6 13 41 39 70 69 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 18 23 16 21 18 33 14 20 22 9 16 8 30 25 25 28 24 18 20 36 23 17 13 8 15 45 23 16 19 27 23 25 12 12 17 14 7 3 00 18 30 22 28 18 18 16 18 17 13 13 17 Total 84 94 85 100 77 96 78 73 73 49 44 43 24 Hour Total : 1179 AM peak hour begins : 11:30 AM peak volume : 80 Peak hour factor : 0.80 PM peak hour begins : 15:00 PM peak volume : 100 Peak hour factor : 0.89 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0512007.PRN Station : 000000051104 Identification : 009600650020 Interval : 15 minutes Start date : May 12, 15 Start time : 00:00 Stop date : May 12, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 25 Street West of NW 3 Avenue ******************************************************************************* May 12 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 3 1 0 0 0 0 0 2 5 18 14 21 30 0 1 0 0 0 1 0 3 11 22 22 25 45 2 0 1 2 0 2 1 4 10 17 23 27 00 2 2 2 0 4 1 0 8 23 15 27 26 Hr Total 7 4 3 2 4 4 1 17 49 72 86 99 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 22 22 13 19 20 16 17 8 14 9 1 11 30 13 22 23 14 12 13 9 13 16 3 7 8 45 20 20 25 28 18 11 9 20 7 3 9 8 00 26 18 18 24 17 15 8 11 6 7 9 3 Hr Total 81 82 79 85 67 55 43 52 43 22 26 3C 24 Hour Total : 1013 AM peak hour begins : 10:45 AM peak volume : 100 Peak hour factor : 0.93 PM peak hour begins : 12:30 PM peak volume : 90 Peak hour factor : 0.87 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0513007.PRN Station : 000000051104 Identification : 009600650020 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 25 Street West of NW 3 Avenue ******************************************************************************* May 13 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 2 2 1 0 0 0 0 4 7 28 9 11 30 1 1 2 0 0 0 1 3 11 20 19 11 45 3 3 1 0 0 0 1 4 7 18 25 21 00 2 2 0 0 0 2 3 5 26 34 24 20 Hr Total 8 8 4 0 0 2 5 16 51 100 77 63 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 13 23 17 25 20 20 11 15 12 10 11 13 30 15 28 30 23 19 18 3 8 13 5 6 10 45 14 12 21 19 21 11 9 8 4 5 10 7 00 23 19 10 20 20 13 10 5 14 8 9 4 - Total 65 82 78 87 80 62 33 36 43 28 36 34 24 Hour Total : 998 AM peak hour begins : 09:00 AM peak volume : 100 Peak hour factor : 0.74 PM peak hour begins : 12:30 PM peak volume : 88 Peak hour factor : 0.79 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page ******************************************************************************* Data File : D0512001.PRN Station : 000000051105 Identification : 009701450036 Interval : 15 minutes Start date : May 12, 15 Start time : 00:00 Stop date : May 12, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 5 Avenue South of NW 25 Street ******************************************************************************* May 12 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 15 4 4 3 2 0 0 0 30 10 3 4 0 2 2 0 45 3 5 8 3 0 0 0 00 7 0 2 2 1 0 1 07 08 09 10 11 1 0 2 4 4 6 14 21 15 18 36 12 15 33 16 32 32 20 47 38 Hr Total 24 12 17 7 3 2 1 7 45 63 112 139 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 36 43 34 31 49 53 20 16 16 12 7 12 30 38 28 42 31 28 28 25 10 15 11 10 5 45 30 45 36 27 40 26 13 23 14 13 5 11 00 40 45 54 39 44 29 17 16 17 5 8 8 Hr Total 144 161 166 128 161 136 75 65 62 41 30 36 24 Hour Total : 1637 AM peak hour begins : 10:30 AM peak volume : 148 Peak hour factor : 0.79 PM peak hour begins : 13:30 PM peak volume : 166 Peak hour factor : 0.92 ******************************************************************************* May 12 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 4 0 1 0 1 0 0 6 10 26 28 41 30 6 2 2 1 0 0 1 5 23 20 27 37 45 3 0 1 1 1 1 1 13 23 26 40 35 00 4 1 1 0 2 2 7 10 23 26 45 50 Hr Total 17 3 5 2 4 3 9 34 79 98 140 163 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 39 46 37 22 31 38 31 27 13 15 7 7 30 42 43 18 32 39 29 27 15 8 7 7 8 45 38 30 36 33 31 24 21 22 14 10 5 3 00 32 34 40 42 30 28 23 22 9 11 13 5 y` Hr Total 151 153 131 129 131 119 102 �l86 44 43 ^�32 23 24 Hour Total : 1701 AM peak hour begins : 11:30 AM peak volume : 166 Peak hour factor : 0.83 PM peak hour begins : 12:30 PM peak volume : 159 Peak hour factor 0.86 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0512001.PRN Station : 000000051105 Identification : 009701450036 Interval : 15 minutes Start date : May 12, 15 Start time : 00:00 Stop date : May 12, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 5 Avenue South of NW 25 Street ******************************************************************************* May 12 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 8 4 4 2 1 0 0 7 14 41 46 77 30 16 5 6 1 2 2 1 5 29 32 42 70 45 6 5 9 4 1 1 1 15 37 42 72 67 00 11 1 3 2 3 2 8 14 44 46 92 88 Hr Total 41 15 22 9 7 5 10 41 124 161 252 302 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 75 89 71 53 80 91 51 43 29 27 14 19 30 80 71 60 63 67 57 52 25 23 18 17 13 45 68 75 72 60 71 50 34 45 28 23 10 14 00 72 79 94 81 74 57 40 38 26 16 21 13 Total 295 314 297 257 292 255 177 151 106 84 62 59 24 Hour Total : 3338 AM peak hour begins : 10:30 AM peak volume : 311 Peak hour factor : 0.85 PM peak hour begins : 13:00 PM peak volume : 314 Peak hour factor : 0.88 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0513006.PRN Station : 000000051105 Identification : 009701450036 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 5 Avenue South of NW 25 Street ******************************************************************************* May 13 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 7 2 2 0 0 0 0 0 13 22 25 33 30 5 6 4 0 3 2 0 5 13 17 9 30 45 0 6 1 0 2 0 2 1 12 12 38 29 00 7 1 1 1 0 0 1 2 20 25 22 39 Hr Total 19 15 8 1 5 2 3 8 58 76 94 131 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 41 39 29 36 30 47 21 23 19 18 15 9 30 38 43 37 46 41 64 33 16 28 14 14 10 45 32 39 22 33 40 39 16 18 11 6 10 12 00 31 33 38 40 41 28 11 13 20 9 8 14 Hr Total 142 154 126 155 152 178 81 70 78 47 47 4F 24 Hour Total : 1695 AM peak hour begins : 11:30 AM peak volume : 147 Peak hour factor : 0.90 PM peak hour begins : 16:30 PM peak volume : 192 Peak hour factor : 0.75 ******************************************************************************* May 13 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 3 1 2 0 0 0 1 10 18 30 16 22 30 1 4 2 1 0 0 4 7 3 31 24 32 45 11 5 0 1 0 1 2 8 21 28 38 38 00 4 2 1 0 0 4 10 5 26 31 27 34 Hr Total 19 12 5 2 0 5 17 30 68 120 105 126 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 38 37 40 27 39 64 30 17 19 15 12 11 30 35 41 39 30 43 39 17 16 14 7 8 6 45 41 33 29 35 37 45 26 27 11 12 8 7 00 37 29 30 35 41 30 28 17 17 10 6 2 Hr Total 151 140 138 127 160 178 101 77 61 44 34 26 24 Hour Total : 1746 AM peak hour begins : 11:30 AM peak volume : 145 Peak hour factor : 0.88 PM peak hour begins : 16:45 PM peak volume : 189 Peak hour factor : 0.74 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0513006.PRN Station : 000000051105 Identification : 009701450036 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 5 Avenue South of NW 25 Street ******************************************************************************* May 13 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 10 3 4 0 0 0 1 10 31 52 41 55 30 6 10 6 1 3 2 4 12 16 48 33 62 45 11 11 1 1 2 1 4 9 33 40 76 67 00 11 3 2 1 0 4 11 7 46 56 49 73 Hr Total 38 27 13 3 5 7 20 38 126 196 199 257 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 79 76 69 63 69 111 51 40 38 33 27 20 30 73 84 76 76 84 103 50 32 42 21 22 16 45 73 72 51 68 77 84 42 45 22 18 18 19 00 68 62 68 75 82 58 39 30 37 19 14 16 Total 293 294 264 282 312 356 182 147 139 91 81 71 24 Hour Total : 3441 AM peak hour begins : 11:30 AM peak volume : 292 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 380 Peak hour factor : 0.86 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location Interval Start time Stop time County of NW 25 Street ******************************************************************************* May 12 Northbound Volume for Lane 1 End Time 15 30 45 00 Hr Total D0512009.PRN 000000051106 009601150081 May 12, 15 May 12, 15 Miami, Florida NW 2 Avenue South 00 01 02 03 04 05 33 9 8 11 1 10 37 9 3 0 4 7 20 11 8 0 1 9 12 16 8 4 3 17 ^_ 102 45 27 15 9 43 : 15 minutes : 00:00 : 24:00 : Dade 06 10 10 23 27 70 07 08 09 10 37 55 50 73 40 85 62 80 45 69 65 58 52 75 52 75 174 284 229 286 End Time 12 13 14 15 16 17 15 93 104 94 103 121 150 30 70 88 92 115 115 143 45 79 70 99 111 114 133 00 98 109 103 116 108 116 18 132 109 102 86 11 69 79 78 64 290 19 20 21 22 82 80 61 46 77 73 49 43 64 65 52 35 84 56 45 48 23 45 34 41 46 Hr Total 340 371 388 445 458 542 429 307 274 207 172 16E 24 Hour Total : 5673 AM peak hour begins : 11:15 AM peak volume : 314 Peak hour factor : 0.84 PM peak hour begins : 17:00 PM peak volume : 542 Peak hour factor : 0.90 ******************************************************************************* May 12 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 15 30 15 8 5 0 3 13 56 97 116 30 25 14 5 4 2 13 23 73 105 95 45 21 7 3 6 7 5 39 73 104 69 00 23 5 11 5 5 8 58 99 107 66 10 74 56 72 60 11 71 72 76 81 Hr Total 99 41 27 20 14 29 133 301 413 346 262 300 End Time 12 13 14 15 16 17 18 19 15 81 95 103 83 72 68 81 77 70 30 74 96 92 77 80 68 84 55 74 45 75 95 79 82 69 84 87 68 66 00 79 97 81 67 72 65 67 66 69 20 21 57 54 51 50 22 48 60 42 52 23 60 46 35 35 Hr Total 309 383 355 309 293 285 319 266 279 212 202 176 24 Hour Total : 5373 AM peak hour begins : 08:15 AM peak volume : 432 Peak hour factor : 0.93 PM peak hour begins : 13:15 PM peak volume : 391 Peak hour factor : 0.95 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0512009.PRN Station : 000000051106 Identification : 009601150081 Interval : 15 minutes Start date : May 12, 15 Start time : 00:00 Stop date : May 12, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 2 Avenue South of NW 25 Street ******************************************************************************* May 12 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 63 24 16 16 1 13 23 93 152 166 147 140 30 62 23 8 4 6 20 33 113 190 157 136 151 45 41 18 11 6 8 14 62 118 173 134 130 154 00 35 21 19 9 8 25 85 151 182 118 135 145 Hr Total 201 86 54 35 23 72 203 475 697 575 548 590 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 174 199 197 186 193 218 213 159 150 118 94 105 30 144 184 184 192 195 211 193 132 147 103 103 80 45 154 165 178 193 183 217 189 132 131 103 77 76 00 177 206 184 183 180 181 153 150 125 95 100 81 • Total 649 754 743 754 751 827 748 573 553 419 374 342 24 Hour Total : 11046 AM peak hour begins : 08:15 AM peak volume : 711 Peak hour factor : 0.94 PM peak hour begins : 17:00 PM peak volume : 827 Peak hour factor : 0.95 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File - D0513009.PRN Station : 000000051106 Identification : 009601150081 Interval : 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 2 Avenue South of NW 25 Street ******************************************************************************* May 13 End Time Northbound Volume for Lane 1 00 01 02 03 04 05 06 07 08 09 10 11 15 21 15 10 6 4 9 14 30 50 75 83 86 30 22 17 6 6 4 10 19 53 66 67 58 78 45 28 23 9 2 4 7 22 37 71 43 76 88 00 18 16 4 3 10 11 24 32 67 72 77 78 Hr Total 89 71 29 17 22 37 79 152 254 257 294 330 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 86 81 87 110 117 147 140 109 90 70 53 62 30 82 92 95 128 109 174 129 81 78 56 62 47 45 87 94 86 134 128 143 118 79 85 64 54 68 00 93 80 96 130 152 128 113 88 63 55 60 47 Hr Total 348 347 364 502 506 592 500 357 316 245 229 22z 24 Hour Total : 6161 AM peak hour begins : 11:30 AM peak volume : 334 Peak hour factor : 0.95 PM peak hour begins : 16:45 PM peak volume : 616 Peak hour factor : 0.89 ******************************************************************************* May 13 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 46 20 18 11 3 23 18 61 97 109 60 68 30 39 27 15 8 7 18 19 72 108 96 81 63 45 31 14 12 6 14 14 48 87 85 70 74 70 00 28 22 11 13 14 21 47 82 111 68 70 77 Hr Total 144 83 56 38 38 76 132 302 401 343 -Y 285 278 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ^` 15 79 89 64 75 99 81 88 73 61 41 53 48 30 87 80 90 86 92 75 70 63 72 51 44 47 45 77 89 88 85 87 64 72 54 49 58 49 39 00 69 95 103 95 66 64 78 73 52 67 48 40 ^ Hr Total 312 353 345 341 344 284 -308 263 234 217 194 174 24 Hour Total : 5545 AM peak hour begins : 08:15 AM peak volume : 413 Peak hour factor : 0.93 PM peak hour begins : 15:45 PM peak volume : 373 Peak hour factor 0.94 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0513009.PRN Station : 000000051106 Identification : 009601150081 Interval 15 minutes Start date : May 13, 15 Start time : 00:00 Stop date : May 13, 15 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 2 Avenue South of NW 25 Street ******************************************************************************* May 13 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 67 35 28 17 7 32 32 91 147 184 143 154 30 61 44 21 14 11 28 38 125 174 163 139 141 45 59 37 21 8 18 21 70 124 156 113 150 158 00 46 38 15 16 24 32 71 114 178 140 147 155 Hr Total 233 154 85 55 60 113 211 454 655 600 579 608 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 165 170 151 185 216 228 228 182 151 111 106 110 30 169 172 185 214 201 249 199 144 150 107 106 94 45 164 183 174 219 215 207 190 133 134 122 103 107 00 162 175 199 225 218 192 191 161 115 122 108 87 Total 660 700 709 843 850 876 808 620 550 462 423 398 24 Hour Total : 11706 AM peak hour begins : 08:15 AM peak volume : 692 Peak hour factor : 0.94 PM peak hour begins : 16:30 PM peak volume : 910 Peak hour factor : 0.91 ******************************************************************************* Intersection Turning Movement Counts NW 29TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: DREXYL EINTNIEAR SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. : 29ST 5AV Page : 1 NW 5TH AVENUE INW 29TH STREET INW 5TH AVENUE INW 29TH STREET From North 'From East 'From South 'From West I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right J Total Date 05/13/15 07:00 3 1 4 29 1 0 2 31 4 0 1 0 0 0 5 79 3 1 162 07:15 3 8 1 18 1 0 2 39 5 0 0 0 0 R 0 9 87 5 I 177 07:30 0 5 5 12 I 0 0 45 5 0 1 2 0 f 0 9 100 8 1 192 07:45 0 8 8 17 1 0 2 46 4 0 2 0 1 1 0 17 88 7 1 200 Hr Total 6 22 18 76 0 6 161 18 0 4 2 1 j 0 40 354 23 1 731 08:00 0 9 11 20 1 0 0 56 6 0 7 2 3 0 17 90 24 1 245 08:15 0 5 13 20 0 7 37 12 1 9 6 3 0 16 84 13 1 226 08:30 0 9 19 24 1 0 2 40 8 1 8 4 5 J 0 8 83 16 227 96:45 0 8 26 23 1 0 8 30 4 J 3 8 S 2 J 0 11 6.4 36 248 Hr Total 0 31 69 87 0 17 163 30 J b 32 17 13 J D 52 341 89 946 - * BREAK * 16:00 1 5 17 20 0 9 82 7 4 15 17 10 0 12 65 16 1 280 16:15 0 3 13 10 1 0 18 72 11 3 15 22 21 0 19 82 11 300 16:30 0 4 16 15 1 0 10 101 7 4 18 21 15 0 16 65 17 309 1.6:45 0 5 13 19 1 0 9 97 18 f 5 19 27 7 0 24 105 13 1 361 Hr Total 1 17 59 64 j 0 46 352 43 1 16 67 87 53 0 71 317 57 1250 17:00 1 5 13 15 1 0 16 116 11 J 4 12 36 15 0 21 61 14 J 340 '7-15 0 6 12 16 J 0 5 127 18 J 1 25 48 14 J 0 20 65 9 1 366 0 0 5 8 23 1 0 6 108 15 J 4 33 71 21 0 28 85 12 419 �,:45 1 7 13 20 1 1 3 95 13 J 5 13 29 12 J 0 11 77 15 1 319 Hr Total 2 23 46 74 1 30 450 57 1 14 83 184 62 1 0 80 288 50 1 1444 *TOTAL* 9 93 192 301 1 99 1126 148 35 186 290 129 1 0 243 1300 219 1 4371 NW 29TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: DREXYL EINTNIEAR SIGNALIZED NW 5TH AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 INW 29TH STREET 'From East ALL VEHICLES INW 5TH AVENUE From South INW 29TH STREET !From West Site Code 00150103 Start Date: 05/13/15 File I.D. 29ST 5AV Page : 2 UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 05/13/15 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 08:00 1 08:00 1 08:00 Volume 0 31 69 87 0 17 163 30 1 5 32 17 13 0 52 341 89 Percent 08 17% 37% 47% I 08 88 78% 14% 1 79 48% 25% 19% 1 08 118 718 189 Pk total 187 1 210 67 482 Highest 08:45 1 08:00 08:15 08:00 Volume 0 8 26 23 1 0 0 56 6 1 1 9 6 3 1 0 17 90 24 Hi total 57 62 19 131 PHF .82 1 .85 .88 .92 0 - 87 0 87 NW 29TH STREET 37 163 287 87 52 52 341 341 482 89 89 1 0 769 NW 5TH AVENUE 69 69 187 31 31 286 • ALL VEHICLES 52 17 30 99 0 Intersection Total 946 17 69 89 175 242 595 0 30 30 210 163 67 3'7 17 37 17 NW 5TFi AVENUE 163 17 17 31 385 341 13 NW 29TH STREET 13 0 NW 29TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: DREXYL EINTNIEAR SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/13/15 File I.D. 29ST_5AV Page : 3 NW 5TH AVENUE INW 29TH STREET INW 5TH AVENUE INW 29TH STREET From North [From East (From South (From West I I I 1 UTurn Left Thru Right I' UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right ' Total Date 05/13/15 -- -_ Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 Peak start 16:45 I 16:45 1 16:45 1 16:45 Volume 1 21 46 73 0 36 448 62 14 89 182 57 I 0 93 316 48 1 Percent 18 158 338 528 08 7% 828 118 i 48 268 538 178 I 08 208 698 118 1 Pk total 141 1 546 1 342 I 457 Highest 16:45 1 17:15 1 17:30 I 16:45 Volume 0 5 13 19 1 0 5 127 18 1 4 33 71 21 I 0 24 105 13 I Hi total 37 1 150 1 129 142 PHF .95 1 .91 1 .66 .80 NW 5TH AVENUE 0 73 46 22 0 73 46 22 NW 29TH STREET 103 448 624 73 93 316 93 316 45? 48 48 0 0 141 478 1,081 93 182 62 0 337 0 • ALL VEHICLES Intersection Total 1,486 472 62 546 448 941 342 36 103 • 182 46 48 130 103 182 NW 5TH AVENUE 36 62 448 36 22 395 316 57 NW 29TH STREET 57 0 57 0 NW 29TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: DREXYL EINTNIEAR SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code 00150103 Start Date: 05/13/15 File I.U. : 29ST SAV Page 1 NW 5TH AVENUE INW 29TH STREET INW 5TH AVENUE INW 29TH STREET J From North 'From East 'From South 'From West 1 1 1 Left BIKES Right Peds I Left BIKES Right Peds Left BIKES Right Peds ' Left BIKES Right Peds I Total Date 05/13/15 07:00 0 2 0 2 1 0 0 0 1 1 0 1 0 0 1 0 0 0 0 6 07:15 0 0 0 0 1 0 0 0 0 1 0 2 0 u I 0 0 0 0 2 07:30 0 1 0 1 I 0 0 0 0 1 0 0 0 1 1 0 0 0 1 4 07: 4 5 0 0 0 1 I 0 0 0 0 1 0 1 0 1) 0 1 0 1 5 Hr Total 0 3 0 4 I 0 0 0 1 1 0 4 0 2 1 0 1 0 2 17 08:00 0 2 0 0 1 0 0 2 1 0 1 0 1 1 0 1 0 3 I 10 08:15 0 2 0 0 1 0 0 0 3 1 0 1 0 0 1 0 1 0 3 1 10 08:30 0 0 0 2 1 0 0 0 0 1 0 2 0 1 1 0 0 0 4 I 9 08:45 0 2 0 2 1 0 0 0 4 1 0 13 0 6) 0 0 0 2 1 16 Hr Total 0 6 0 4 1 0 0 0 9 1 0 4 0 8 1 0 2 0 12 1 45 * BREAK * 16:00 0 2 0 0 1 0 .0 0 0 1 0 0 0 0 1 0 0 0 0 1 2 16:15 0 1 0 1 1 0 0 0 0 1 0 1 0 0! 0 1 0 1 1 5 16:30 0 0 0 1 1 0 C 0 1 1 0 2 0 1 1 0 1 0 1 1 7 16:45 0 0 0 1 1 0 0 0 0 f 0 1 0 0 1 0 0 0 2 1 4 Hr Total 0 3 0 3 1 0 0 0 1 1 0 4 0 1 1 8 2 0 4 1 18 17:00 0 0 0 0 1 0 0 0 6 1 0 0 0 1 1 0 3 0 1 11 17:15 0 0 0 1 1 0 1 0 0 1 0 1 0 1 1 0 0 0 1 r 17:30 0 1 0 0 1 0 0 0 1 1 0 1 0 1 1 0 0 6 0 17:45 0 1 0 1 1 0 0 0 0 1 U 0 0 2 .1 0 '0 0 5 1. Hr Total 0 2 0 2 0 1 0 7 1 0 2 0 5 I 0 3 0 7 29 *TOTAL* 0 14 0 13 I 0 2 18 0 14 0 16 1 0 8 0 25 1 109 kn 3 2Qs1 .�j \t v.NV/ ciantk.oeitdp ete. Rcxj 13 120 I S cAlrawn hkj', LAAA,Q0A0Nti,rto NW 29TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MINO-WILZEK SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I_D. : 29ST_2AV Page : 1 NW 2ND AVENUE INW 29TH STREET INW 2ND AVENUE INW 29TH STREET 1 From North (From East From South (From West I J I I UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/13/15 07:00 0 11 44 5 13 11 26 7 I' 0 2 19 2 I 0 18 50 9 1 204 07:15 0 6 43 9 Q 14 34 5 1 0 4 36 4 I 0 11 64 12 I 242 07:30 0 17 70 10 0 22 46 10 I 0 2 25 10 0 8 76 5I 301 07:45 0 14 73 11 0 12 41 9 1 0 3 16. 9 i 0 9 71 0 I 27.0 Hr Total 0 48 230 35 0 59 147 31 I 0 11 96 25 I 0 46 261 34 1 1023 08:00 0 15 80 5 I 0 26 51 S I 0 5 39 5 0 10 85 9 335 08:15 0 18 72 10 I 0 16 39 9 I 0 3 47 14 0 6 66 9 309 08:30 6 7 86 9 0 20 37 16 I 0 4 54 8 0 11 60 6 318 08245 0 23 72 10 J 0 35 42 2 I 0 5 34 10 0 13 68 5 329 Hr Total 0 63 310 34 1 0 97 169 32 I 0 17 174 37 0 40 279 33 1 1285 * BREAK * 16:00 0 9 51 10 J 0 19 75 13 1 0 13 78 19 0 22 58 11 J 378 16:15 0 4 57 14 I 0 21 75 7 { 0 8 74 18 I 0 22 75 14 J 389 16:30 0 5 44 9 1 0 22 91 16 0 16 90 11 0 13 72 6 I 395 16:45 0 7 37 9 1 u 19 84 18 1 0 16 95 8 1 0 18 87 12 1 410 Hr Total 0 25 189 42 I 0 81 325 54 1 0 53 337 56 1 0 75 292 43 1 1572 17:00 0 6 43 11 0 25 109 12 I 0 13 99 19 1 0 21 70 9 437 17:15 0 4 35 14 1 0 24 113 15 0 11 103 19 0 15 62 11 I 426 17:30 0 3 42 11 { 0 20 90 13 0 14 98 15 0 24 83 12 I 42] 17:45 0 6 45 10 1 0 29 08 14 1 _ 0 13 78 21 I 0 23 69 10 ( 406 Hr Total 0 19 165 46 1 0 98 400 54 I 0 51 378 74 1 0 83 284 42 1694 *TOTAL* 0 155 894 157 I 0 335 1041 171 J 0 132 985 192 0 244 1116 152 1 5574 NW 29TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MINO-WILZEK SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date, 05/13/15 File I.D. : 29ST 2AV Page : 2 NW 2ND AVENUE INW 29TH STREET INW 2ND AVENUE INW 29TH STREET I From North (From East (From South IFrom West 1 1 UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I Total Date 05/13/15 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 08:00 1 08:00 08:00 I Volume 0 63 310 34 0 97 169 32 I 0 17 174 37 0 40 279 33 I Percent 0% 15% 76% 8% 0% 33% 57% 11% 0% 7% 76% 16% D% 11% 79% 99 I Pk total 407 298 f 228 352 I Highest 08:45 08:00 1 08:30 08:00 Volume 0 23 72 10 0 26 51 5 1 0 4 54 8 0 10 85 9 I Hi total 105 82 I 66 104 PHF .97 .91 I .86 .85 1 NW 29TH STREET 17 169 220 34 0 34 0 34 f 40 40 279 279 352 33 33 0 1 NW 2ND AVENUE 310 310 407 653 32 32 572 63 63 40 174 32 246 0 0 • ALL VEHICLES Intersection Total 1,285 668 677 298 169 228 97 1.7 174 310 33 440 17 174 NW 2ND AVENUE 169 97 97 63 379 279 37 NW 29TH STREET NW 29TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MIND-WILZEK SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. 29ST 2AV Page : 3 NW 2ND AVENUE From North INW 29TH STREET (From East INW 2ND AVENUE (From South UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Date 05/13/15 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 Peak start 16:45 I 16:45 1 16:45 Volume 0 20 157 45 1 0 88 396 58 0 54 395 61 Percent 0% 9% 71% 20% 1 0% 16% 73% 115 1 0% 11% 77% 12% Pk total 222 I542 510 Highest 17:00 I17:15 1 17:15 Volume 0 6 43 11 I 0 24 113 15 1 0 11 103 19 Hi total 60 152 133 PHF .92 I I .89 .96 INN 29TH STREET (From West Thru Right 1 UTurn Left Thru Right I Total 0 • 45 0 45 NW 29TH STREET 54 396 495 45 78 78 302 44 302 424 44 0 0 1 NW 2ND AVENUE 157 157 222 919 20 20 753 • ALL VEHICLES Intersection Total 1,698 88 157 44 289 799 54 54 NW 2NL) AVENUE 925 16:45 0 78 302 44 0% 18% 71% 10% 424 17:30 0 24 83 12 119 .89 58 58 396 542 396 510 395 395 88 88 20 383 302 61 NW 29TH STREET NW 29TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MINO-WILZEK SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES NW 2ND AVENUE INW 29TH STREET INW 2ND AVENUE INW 29TH STREET From North 'From East 'From South 'From West Site Code : 00150103 Start Date: 05/13/15 File I.D. : 29ST 2AV Page : 1 Left BIKES Right Peds 1 Left BIKES Right Peds Left BIKES Right Peds 1 Left BIKES Right Peds Total Date 05/13/15 -- - ---- 07:00 0 3 0 0( 0 0 0 0 1 0 0 0 0 1 0 0 0 2 J 5 07:15 0 1 0 2 1 0 0 0 2 1 0 1 0 0 1 0 1 0 3 10 07:30 0 0 0 0 1 0 -0 0 2] 0 0 0 0 1 0 4 0 0 1 6 07:45 0 0 0 0 1 0 3 0 1 1 0 0 0 0 1 0 1 0 1( 6 Hr Total 0 4 0 2 1 0 3 0 5] 0 1 0 0 1 6 6 0 6 1 27 08:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 2 0 0 1 2 08:15 0 1 0 2 1 0 1 0 9 1 0 0 0 0 1 0 I 0 0 1 14 08:30 0 1 0 0 I 0 0 0 0 1 0 2 0 0 1 0 0 0 1 1 4 08:45 0 1 0 0 1 0- D 0 6 1 0 0 0 1 1 0 2 0 2 I 6 Hr Total 0 3 0 2 1 0 1 0 9 1 0 2 0 1 1 0 5 0 3 1 26 * BREAK * 16:00 0 1 0 3 1 0 0 0 2 0 0 0 2 1 0 5 0 9 1 22 16:15 0 1 0 0 I 0 2 0 0 1 0 2 0 4 1 0 1. 0 2[ 12 16:30 0 0 0 0 1 0 2 0 4 1 0 0 0 1 1 0 2 0 7 1 16 16: 4 5 0 0 0 0 1 0 4 0 0. 1 0 0 0 3 1 0 0 0 3 I 10 Hr Total 0 2 0 3 1 0 8 0 6. 1 0 2 0 10 1 0 8 0 21 1 60 17:00 0 0 0 0 0 1 0 0 1 0 1 0 0 1 0 2 0 0 1 4 "- 15 0 2 0 1 0 1 0 3 1 0 0 0 0 1 0 3 0 10 ] 20 0 0 1 0 1 0 0 0 2 1 0 1 0 0 1 0 3 0 4 I 12 1,145 0 0 0 0 0 1 0 1) 0 0 0 2 1 0 1 0 2 1 7 Hr Total 0 3 0 2 0 3 0 6 1 0 2 0 2 1 0 9 0 16 1 43 *TOTAL* 0 12 0 9 1 0 15 0 26 1 0 7 0 13 0 28 0 46 156 N w_24srl 4— �"tiaWl,i iFLor-dct, Rcx 13 (20 is Jte °Jail �`. Lu& aL0►`-1,i Flo NE/NW 29TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES N MIAMI AVENUE INE 29TH STREET IN MIAMI AVENUE INW 29TH STREET From North 'From East 'From South (From West Site Code : 00150103 Start Date: 05/13/15 File I.D. 29STMIAM Page : 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 05/13/15 - - 07:00 0 5 157 20 1 0 4 18 6 j 0 2 38 3 0 2 38 7 300 07:15 0 6 179 18 1 0 7 30 12 0 1 48 5 1 0 12 57 15 1 385 07:30 0 4 201 17 ) 0 6 41 6 0 1 49 7 0 16 69 13 430 07:45 0 6 _ 307 15 ) 0 11 35 6 0 1 78 7 ) 0 13 60 19 1 564 Hr Total 1 21 844 70 I 0 23 124 30 1 0 5 213 22 I 0 49 224 54 1 1679 08:00 0 2 302 25 1 0 12 55 7 0 0 88 0 1 0 8 76 23 1 606 08:15 0 1 322 16 0 15 51 19 0 0. 79 6 0 10 72 20 611 08:30 0 10 267 21 0 13 48 13 1 0 1 68 7 1 0 13 61 12 1 534 08:45 0 2 327 31 1 0 17 38 13 1 0 2 62 7 1 0 11 58 23 1 591 Hr Total 0 15 1218 93 1 0 57 192 52 1 0 3 297 28 1 0 42 267 78 1 2342 * BREAK 16:00 0 3 118 30 1 0 8 64 26 0 4 214 12 0 14 51 14 558 16:15 0 6 126 33 0 9 64 33 0 6 184 23 1 0 29 50 10 1 573 16:30 0 9 113 29 0 6 83 24 1 0 5 282 17 0 33 53 8 1 664 16:45 0 4 121 32 0 8 74 23 1 0 19 266 33 J 0 22 62 6 ) _668 Hr Total 0 22 478 124 1 0 33 285 106 1 0 30 946 85 1 0 98 216 40 1 2463 17:00 0 4 122 40 1 1 18 90 32 0. 15 252 24 0 24 72 10 1 704 - 15 0 7 115 40 0 15 93 38 0 7 282 27 0 20 58 11 713 0 0 4 124 33 0 14 81 29 0 11 264 30 0 22 66 12 690 1r:45 0 10 131 37 1 0 19 74 30 ) 0 11 276 16 1 0 28 73 12 717 Hr Total 0 25 492 150 1 1 66 338 129 1 0 44 1074 97 1 0 94 269 45 1 2824 *TOTAL* 0 83 3032 437 1 179 939 317 1 0 82 2530 232 0 283 976 217 1 9308 NE/NW 29TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ SIGNALIZED N MIAMI AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES INE 29TH STREET (From East IN MIAMI AVENUE From South Site Code : 00150103 Start Date: 05/13/15 File I.D. : 29STMIAM Page 2 INW 29TH STREET From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 05/13/15 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 j 08:00 j 08:00 08:00 Volume 0 15 1218 93 j 0 57 192 52 0 3 297 -.28 0 42 267 78 1 Percent 0% 1% 92% 7% j 0% 19% 64% 17% 0% 1% 91% 98 08 11% 69% 20% Pk total 1326 j 301 328 387 Highest 08:45 j 08:15 08:00 08:00 Volume 0 2 327 31 I 0 15 51 19 j 0 0 88 8 0 8 76 23 Hi total 360 I 85 j 96 107 PHF .92 I .89 I .85 .90 0 1 93 NW 29TH STREET 3 192 288 93 42 267 42 93 1 N MIAMI AVENUE 1,218 15 42 297 52 1,218 15 391 1,326 267 387 78 78 0 1 675 1,717 • ALL VEHICLES Intersection Total 2,342 57 1,218 78 1,353 N MIAM 1,681 3 3 AVENUE 1 52 301 192 611 57 192 57 15 310 267 28 NE 29TH STREET NE/NW 29TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES N MIAMI AVENUE From North INE 29TH STREET 'From East IN MIAMI AVENUE 'From South INN 29TH STREET 'From West Site Code : 00150103 Start Date: 05/13/15 File I,D : 29STMIAM Page : 3 UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/13/15 ---- - - ----- --- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 Peak start 17:00 17:00 I 17:00 17:00 Volume 0 25 492 150 1 1 66 338 129 ! 0 44 1074 97 0 94 269 45 1 Percent 0% 4$ 74% 22% 1 0% 12% 63% 24% 0% 4% 88% 8% 0% 23% 66% 11% 1 Pk total 667 ' 534 1215 408 Highest 17:45 17:15 17:15 17:45 Volume 0 10 131 37 0 15 93 38 1 0 7 282 27. 0 28 73 12 j Hi total 178 146 316 113 PHF .94 .91 1 .96 .90 • 0 - 150 0 150 IIIMmi NW 29TH STREET 44 338 532 150 94 269 941 269 408 45 45 N MIAMI AVENUE 492 492 667 940 25 94 1,074 129 25 1,297 0 1,964 ALL VEHICLES Intersection Total 2,824 67 492 45 604 N MIAM 1,819 44 44 AVENUE 925 0 f 129 534 338 1,215 1,074 1,074 129 338 67 67 25 391 269 97 NE 29TH STREET 0 0 NE/NW 29TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code 00150103 Start Date: 05/13/15 File I.D. 29STMIAM Page 1 N MIAMI AVENUE INE 29TH STREET IN MIAMI AVENUE INW 29TH STREET From North IFrom East IFrom South From West 1 I Left BIKES Right Peds 1 Left BIKES Right Peds a Left BIKES Right Peds I Left BIKES Right Peds I Total Date 05/13/15 07:00 0. 2 0 0 1 0 0 0 0 I 0 .0 0 0 1 0 0 0 0 I 2 07:15 0 1 0 1 1 0 1 0 0 I 0. 1 0 0 1 0 0 0 0 1 4 07:30 0 0 0 1 1 0 0 0 o I 0 0 0 o f 0 1 0 0 I 2 07:45 0 3 .0 1 1 0 2 0 0 1 0 1 0 01 0 0 0 0 1 7 Hr Total 0 6 0 3 F 0 3 0 O I 0 2 0 0 1 0 1 0 0 1 15 08:00 0 1 0 0 I 0 0 0 0 I 0 0 0 0 I 0 0 0 1 I 2 08:15 0 1 0 3 I 0 1 0 0 j 0 0 0 0 1 0 1 0 01 6 08:30 0 1 0 1 I 0 2 0 0 I 0 0 0 2 I 0 0 0 0 1 6 08:45 0 3 0 1 1 o 6 0 0 1 0 1 0 0 1 0 .1 0 0 I 6 Hr Total 0 6 0 5 1 0 3 0 0 1 0 1 0 2 I 0 2 0 1[ 20 * BREAK * 16:00 0 0 0 2 I 0 1 0 3 1 0 0 0 2 1 0 0 0 5 1 13 16:15 0 2 0 0 1 0 0 0 0 I 0 1 0 1 1 0 0 0 0 1 4 16:30 0 0 0 1] 0 0 0 2 1 0 0 0 2 1 0 0 0 6 1 11 16 : 45 0 u 0 4 1 0 2 •0 0] _ 0 0 0, 0 1 _ 0. 2 0 3 1 11 Hr Total 0 2 0 7 I 0 3 0 5 j 0 1 0 5 l 0 2 0 14 1 39 17:00 0 2 0 2 1 0 2 0 0 i 0 0 0 0 0 0 0 2 I 8 17 : 15 0 0 0 8 I 0 3 0 0 i 0 0 0 0 0 0 0 1 J 12 17:30 0 2 0 1 I 0 1 0 1 I 0 1 0 2 0 2 0 01: 17:45 0 1 0 11 0 1 0 3[ 0 0 0 5 0 1 0 0 1 12 Hr Total 0 5 0 12 1 0 7 0 4 I 0 1 0 7 0 3 0 3 1 42 *TOTAL* 0 19 0 27 i 0 16 0 9 I 0 5 0 14 1 0 8 0 18 1 116 V 1 0..WLOfd& INIa.� l 3 Flo /S .‹Vituksyk bd‘, tAik.15 s;46 n a,t,aeift NW 25TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc, 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. 25ST_5AV Page : 1 NW 5TH AVENUE INW 25TH STREET INW 5TH AVENUE 1-••-- From North 'From East 'From South !From West UTurn Left Thru Right r UTurn Left Thru Right UTurn Left Thru Right IUTurn Left Thru Right 1 Total Date 05/13/15 07:00 0 0 10 0 1 0 1 0 1 1 0 0 0 0 l 0 0 0 0 12 07:15 0 0 4 0] 0 2 0 1 1 0 0 4 0 0 0 0 0 11 0 7: 3 0 0 0 4 0 I 0 3 0 20 0 1 0 0 0 0 0 10 07s45 0 0 5 0 1 0 1 0 2 1 0 0 2 0.1 0 0 0 0__ 3.O Hr Total 0 0 23 00 7 0 6 1 .0 0 7 0 j 0 0 0 0 43 08:00 1 0 16 0 1 0 4 I 0 0 7 0 I 0 0 0 0 29 08:15 0 0 17 0 1 0 4 0 5 1. 0 0 8 1 1 0 0 0 0 35 08:30 0 0 18 0 I 0 2 0 1 1 0 0 11 0 1 0 0 0 0: 32 08: 4 5 2 0 17 0) 0 4 0 4 1 0 0 15 0' t7 0 0 0 42 Hr Total 3 0 68 0 I 0 11 0 14 I 0 0 41 1 i 0 0 0 0 138 * BREAK 16:00 2 0 27 0 1 0 9 0 15 I 1 0 21 0 1 0 0 0 0 f 75 16:15 3 0 29 0 I 0 6 0 12 1 1 0 29 0 1 0 0 0 0 1 80 16:30 1 0 28 0 1 0 7 0 15 I 1 0 26 0 1 0 0 0 0 1 78 16:45 1 0 25 0 1 0 10 0 14 1 0 0 30 1, 0 0 0 0 1 81 Hz Total 7 0 109 0 0 32 0 56 f 1 0 106 1 0 0 0 0 1 314 17:00 0 0 40 0 0 21 0 18 1 0 0 32 0 1 0 0 0 0 111 17:15 2 0 24 0 0 7 0 13 1 2 0 39 0 I 0 0 0 0 1 8- 17:30 4 0 31 0 0 14 0 17 C 0 0 35 0 I 0 0 0 0 1 10 17:45 0 0 20 0 0 5 0 10 1 1 0 23 0 l 0 0 0 0: 59 Hr Total 6 0 115 0 0 47 0 58 1 3 0 129 00 0 0 0 1 358 *TOTAL* 16 0 315 0 I 0 97 0 134 6 0 283 2 1 0 0 0 0 853 NW 25TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED NW 5TH AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES UTurn Left Thru Date 05/13/15 Peak Hour Analysis By Entire Peak start 08:00 Volume 3 0 68 Percent 4% 0% 96% Pk total 71 Highest 08:45 Volume 2 0 17 Hi total 19 PHF .93 INW 25TH STREET 'From East INW 5TH AVENUE From South Right 1 UTurn Left. Thru Right 1 UTurn Left (From West Site Code : 00150103 Start Date: 05/13/15 File I.D. : 25ST_SAV Page : 2 Thru Right UTurn Left Thru Right Total Intersection for 08:00 0 0 0% 0% 25 08:15 0 0 9 .69 • 0 0 t 0 0 0 0 0 0 0 0 0 0 0 0 0 the Period: 07:00 to 09:00 on 05/13/15 08:00 11 0 14 0 0 44% 0% 56% 0% 0% 42 08:45 4 0 5 1 0 0 15 15 .70 NW 5TH AVENUE 68 3 68 3 71 1 126 0 0 41 14 55 • ALL VEHICLES Intersection Total 138 121 41 1 98% 2% 0 25 29 42 — 11 0 41 68 0 79 0 41 NW 5TH AVENUE 08:00 0 0t 0 07:00 0 0 0 0 0 0 0% 0% 0% 0 0 0 0 0 14 14 0 0 11 11 3 4 0 1 NW 25TH STREET 0 0 NW 25TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace. Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/13/15 File I.D. 25ST 5AV Page : 3 NW 5TH AVENUE INW 25TH STREET INW 5TH AVENUE From North IFrom East (From South From West 1 I I 1 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 05/13/15 - - Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 16:00 on 05/13/15 Peak start 16:45 I16:45 I 16:45 J 16:45 Volume 7 0 120 0 I 0 52 0 62 J 2 0 136 1. 1 0 0 0 0 Percent 6t 08 94% 08 1 08 46% 0% 54t 1 1% 0% 98% 1% 1 0% 0% 0t 0t I Pk total 127 1 114 1 139 0 Highest 17:00 1 17:00 I 17:15 07:00 Volume 0 0 40 0 1 0 21 19 { 2 0 39 0 I 0 0 0 0 Hi total 40 1 39 1 41 I 0 PHF .79 1 .73 1 .85 1 .0 2 0 0 2 0 •0 0 0 0 0 0 0 0 0 0 0 NW 5TH AVENUE 120 7 120 7 127 -- 325 2 0 136 62 198 ALL VEHICLES Intersection Total 380 311 52 2 120 0 172 2 NW 5TH AVENUE 122 139 136 136 114 0 0 62 62 0 0 • 52 52 8 NW 25TH STREET 7 0 1 NW 25TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED NW 5TH AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code 00150103 Start Date: 05/13/15 File I.D. : 255T5AV Page : 1 1NW 25TH STREET INW 5TH AVENUE 1••--- I (From East (From South (From West I 1 Left BIKES Right Peds Left BIKES Right Peds I Left BIKES Right Peds Left BIKES Right Peds 1 Total. Date 05/13/15 - --- - -- -- -- - 07:00 0 ,0 0 1 J 0 ;0 0 0 1 0 ❑ 0 0 1 0 0 ❑ 0 1 1 07:15 0 0 0 0 I 0 0 0 0 I 0 1 0 0 0 0 0 0( 1 07:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 07:45 0 0 0 0 1 0 a 0 0 1 0 0 0 0 1 0 0 0 1 1 1 Hr Total 0 0 0 1 1 0 0 0 0 1 0 1 0 0 1 0 0 0 1 I 3 08:00 0 0 0 0 1 0 0 0 3 1 0 0 0 0 1 0 0 0 0 1 3 08:15 0 0 0 0 1 0 1 0 2 1 0 0 0 0 1 0 0 0 0.1 3 08:30 0 0 0 0 1 0 0 0 2 1 0 0 0 0 1 0 1 0 0 1 3 06:45 0 0 0 0 1 0 0 0 1 1 0 0 0 0( 0 1 0: 0 I 2 Hr Total 0 0 0 0 1 0 1 0 8 1 0 0 0 0 1 0 2 0 0 1 11 • BREAK . - -- -------- 16:00 0 0 0 2 0 1 0 4 1 0 0 0 5 0 0 0 3 1 15 16 : 15 0 0 0 1 0 0 0 6 1 0 0 0 3 1 0 0 0 3 1 13 16:30 0 0 0 3 0 1 0 5 1 0 0 0 3 I 0 0 0 0 1 12 16:45 0 0 0 0 j 0 0 0 5 1 :0 0 0 3 1 ❑ 0 0 3 1 11 Hr Total 0 0 0 6 0 2 0 20 1 0 0 0 14 1 0 0 0 9 1 51 17:00 ❑ 0 0 3 0 0 0 2 1 0 0 0 4 1 0 3 0 0 1 12 15 0 0 0 0 0 0 0 3 1 0 0 0 4 1 0 0 0 7[ 14 0 0 0 0 0 0 0 0 0 1 0 0 0 0 i 0 0 ❑ 0 1 0 1/:45 0 0 0 0 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 2 Hr Total 0 0 0 3 0 0 0 7 1 0 0 0 8 1 0 3 0 7 1 28 *TOTAL* 0 0 0 10 1 0 3 0 35 1 0 1 0 22 1 0 5 0 17 1 93 i 3 I Ri,0.Wl,t, tkot 1Z0 15' 8 awn b � !Ave ecopki no vvo T S;r�naG� NW 25TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ NOT SIGNALIZED NW 2ND AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES INW 25TH STREET 'From East Site Code : 00150103 Start Date: 05/13/15 File I,D. 25ST-2AV Page : 1 INW 2ND AVENUE 'From South INW 25TH STREET 'From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 05/13/15 -� -' ---------•- ---- - _ 07:00 0 0 62 1 1 0 4 0 O 1 0 3 2B 0 0 0 _0 0 1 98 07:15 0 6 70 1 1 0 2 1 1 1 0 5 48 3 0 0 0. 0 1 137 07:30 0 4 86 3 1 0 4 0 2 1 0 0 29 3 0 0 0 0 1 131 07:45 0 7 80 6 1 0 3 0 .2 1 0 2 29 4 0 0 0 0 1 133 Hr. Total 0 17 29B 11 1 0 13 1 5 1 0 10 134 10 0 0 0 0 1 499 08:00 0 19 84 5 1 0 9 4 8 1 0 3 43 3 1 0 0 0 0 1 178 08:15 0 24 94 3 1 0 9 3 13 0 3 55 a 0 2 0 0 214 08:30 0 22 81 5 1 0 6 11 13 1 0 4 52 6 1 0 0 3 1 204 08:95 0 15 96 5 1 U 3 1 B 1 0 13 50 7 1 0 1. 0 0 1 197 Hr Total 0 80 355 18 1 0 27 19 42 1 0 21 200 24 1 0 3 3 1 793 * BREAK * _ - _ - ..... 16:00 0 7 95 3 1 0 4 5 12 1 0 6 105 2 1 0 0 0 0 1 239 16:15 0 7 89 3 1 0 7 4 9 1 0 5 92 5 P 0 0 0 1 1 222 16:30 0 6 77 13 1 1 6 3 6 1 0 5 115 9 1 0 1 0 0 1 242 16:45 0 6 61 11 1 0 6 5 6 _] Q 4 129 4 1 0 0 0 0 1 232 Hr Total 0 26 322 30 1 1 23 17 33 1 0 20 441 20 1 0 1 0 1 935 17:00 0 5 79 4 1 0 4 3 13 1 0 6 141 6 1 0 2 0 0 1 263 "- 15 0 7 68 4 1 0 5 7 4 1 0 8 139 7 0 0 0 0 1 249 .0 0 7 70 6 1 0 0 4 9 1 0 9 130 3 1 0 0 0 0 1 238 i,:45 0 8 71 5 1 0 3 1 3 1 0 4 109 5 1 0 0 0 0 1 209 Hr Total 0 27 288 19 1 0 12 15 29 1 0 27 519 21 1 0 2 0 0 1 959 *TOTAL* 0 150 1263 78 1 1 75 52 109 0 78 1294 75 0 6 3 2 1 3186 NW 25TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Reach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES NW 2ND AVENUE 1NW 25TH STREET From North (From East UTurn Left Thru Right 1 UTurn Left Date 05/13/15 Site Code : 00150103 Start Date: 05/13/15 File I.D. 25ST 2AV Page : 2 INW 2ND AVENUE INW 25TH STREET !From South (From West Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 Total Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 08:00 08:00 Volume 0 80 355 18 0 27 19 42 ! 0 21 200 24 Percent 0% 18% 78% 4% 0% 31% 22% 488 I 0% 98 82% 10% Pk total 453 88 245 Highest 08:15 08:30 I 08:45 Volume 0 24 94 3 0 6 11 13 ! 0 11 50 7 Hi. total 121 30 68 PHF .94 .73 .90 • 0 • 18 0 18 NW 25TH STREET 21 19 18 58 65 3 7 0 NW 2ND AVENUE 355 355 453 80 80 698 3 200 42 245 • ALL VEHICLES Intersection Total 793 27 355 1 383 62.9 — 21 21 NW 2ND AVENUE 195 08:00 I 0 3 3 1 I 0% 43% 43% 14% I 7 08:30 I 0 0 3 1 1 4 I .44 0 0 42 42 88 19 245 200 200 19 27 27 107 NW 25TH STREET 80 3 24 NW 25TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ NOT SIGNALIZED Date Peak Peak Volume Percent Pk total Highest Volume Hi total PHF Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. : 25ST_2AV Page 3 NW 2ND AVENUE INW 25TH STREET INW 2ND AVENUE INW 25TH STREET From North (From East 'From South 1From West I 1 I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total 05/13/15 Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 start 16:30 0 24 285 32 05 7% 84% 9% 341 16:30 0 6 77 13 96 .89 16:30 ) 16:30 ) 16:30 1 21 18 29 0 23 524 26 0 3 0 0 1% 30% 26% 42% 1 08 45 915 58 1 0% 1005 0% 0% 69 573 1 3 17:00 17:15 1 17:00 0 4 3 13 1 0 8 139 7 1 0 2 0 0 20 154 J 2 .86 1 .93 .38 • 0 32 0 32 NW 25TH STREET 23 18 32 73 3 3 0 0 3 0 0 NW 2ND AVENUE 285 285 341 ) 76 1 24 24 897 3 524 29 556 • ALL VEHICLES Intersection Total 986 22 285 0 307 830 23 23 NW 2ND AVENUE 119 • 29 29 69 18 573 • 524 26 524 26 18 22 22 50 NW 25TH STREET 0 0 24 0 26 NW 25TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Site Code : 00150103 Start Date: 05/13/15 File I.D. 25ST_2AV Page 1 PEDESTRIANS & BIKES 4 NW 2ND AVENUE INW 25TH STREET INW 2ND AVENUE INW 25TH STREET I From North [From East [From South [From West I I [ Left BIKES Right Peds I Left BIKES Right Peds I Left BIKES Right Peds Left BIKES Right Peds [ Total Date 05/13/15 07:00 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 1 0 1 I 2 07:15 0 0 0 0 I 0 1 0 1 I 0 0 0 0 I 0 2 0 3 I 7 07:30 0 0 0 2 I 0 3 0 1 I 0 0 0 1 I 0 2 0 4 I 13 07:45 Q 0 5 2 I 0 3 0 2 1 0 0 0 2[ 0 2 4 1 1 12 Hr Total 0 0 0 4 I 0 7 0 4 I 0 0 0 3 I 0 7 0 9[ 34 08:00 0 1 0 3 I 0 1 0 6[ 0 0 0 3 i 0 4 0 7 I 25 08:15 0 0 0 1 I 0 1 0 3 I 0 1 0 7 I 0 2 0 5 I 20 08:30 0 0 0 0[ 0 5 0 3[ 0 0 0 3 I 0 3 0 0 I 14 08:45 0 0 0 0 I 0 1 0 0 I 0 0 0 1[ 0 2 0 q_J 10 Hr Total 0 1 0 4 0 8 0 12 I 0 1 0 14 [ 0 11 0 18 I 69 * BREAK * 16:00 0 0 0 3 I 0 2 0 23 1 0 0 0 6 I 0 7 0 38 I 79 16:15 0 0 0 21 I 0 4 0 7 I 0 0 0 3 I 0 1 0 38 I 74 16:30 0 1 0 7 I 0 7 0 12 I 0 1 0 3 I 0 6 0 43 I 80 16:45 0 0 0 21 I 0 1 0 61 0 0 0 11 0 2 0 25 1 56 Hr Total 0 1 0 52 0 14 0 48 I 0 1 0 13 I 0 16 0 144 1 289 17:00 0 0 0 7 I 0 1 0 9 I 0 0 0 5 I 0 2 0 36 I 60 17:15 0 0 0 2 I 0 3 0 9 I 0 3 0 5 I 0 4 0 31 I 51 17:30 0 0 0 10 f 0 6 0 27 I 0 0 0 6 I 0 4 0 31 I 8 17:45 0 0 0 11 I 0 5 0 10 .I 0 0 0 0 I 0 2 0 44 I 72 Hr Total 0 0 0 30 [ 0 15 0 55 0 3 0 16 I 0 12 0 142 I 273 *TOTAL* 0 2 0 90 0 44 0 119 i 0 5 0 46 I 0 46 0 313 1 665 NW 24TH STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc, 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES NW 6TH AVENUE INW 24TH STREET INW 6TH AVENUE From North 'From East 'From South From West Site Code 00150103 Start Date: 05/13/15 File I.D. 24ST_6AV Page : 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1. Total Date 05/13/15 ---- ------ 07:00 0 2 9 0 1 0 0 0 0 1 0 0 8 1 1 0 0 0 0 1 20 07:15 0 1 19 0 1 0 1 0 0 I 0 0 9 1 1 0 0 0 9 1 31 07:30 0 1 20 0 1 0 0 0 0 1 0 0 15 0 1 0 0 0 0 1 36 07:45 0 0 23 0 1 0 0 0 1 1 0 0 12. .2 0 0 -0 0'' j 38 Hr Total 0 4 71 0 1 0 1 0 3 1 0 0 44 4 0 0 0 0 t 125 08:00 0 3 30 0 1 0 0 0 1 1 0 0 26 1 0 0 0 0 1 61 08:15 0 3 17 0 0 1 0 1 1 0 0 22 3 0 0 0 0 I. 47 08:30 0 6 17 0 1 0 0 6 O j 0 0 19 4 0 0. 0 0 I 46 08:45 1, _0 1 0 0 ❑ 0 1 0. 0 20 `4 ! 0 0 0 0 1 43 Hr Total 2 14 79 0 0 1 0 2 0 0 87 12 1 0 0 0 0 1. 197 16:00 0 3 18 0 r 0 1 0 0 1 0 0 34 2 1 0 0 0 0 58 16:15 0 1 12 0 1 0 1. 0 3 I 0 0 26 3 1 0 0 0 0 46 16:30 0 0 20 0 1 4 , 0 1 1 0 0 29 1 1 0 0 0 0, 58 16:45 0 0 13 0 1 0 2 0 0 1 ❑ 0 32 2 1 0 0 4 0 49 Hr Total 0 4 63 0 1 1 7 0 4 1 0 0 121 8 1 0 0 0 0 211 17:00 0 2 18 0 I 0 1 0 3 1 0 0 37 3 1 0 0 0 0 64 17:15 1 1 16 0 1 0 2 0 1 1 0 0 28 3 1 0 0 0 0 5- 17:30 1 1 26 0 f 0 10 0 5 I 0 0 30 2 1 0 0 0 0 7 17,45 0 3 12 0 1 1 7 0 6 1 0 0 22 1 1 0 0 0 0 54 Hr Total 2 7 72 0 1 1 20 0 15 1 0 0 117 11 1 0 0 0 0 245 *TOTAL* 4 29 285 0 5 29 0 22 1 0 0 369 35 1 0 0 0 0 778 NW 24TH STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO MoT SIGNALIZED Traffic Survey Specialists, Inc, 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. 24ST 6AV Page : 2 NW 6TH AVENUE INW 24TH STREET INW 6TH AVENUE From North (From East 'From South From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right { UTurn Left Thru Right , Total Date 05/13/15 •� -- •- Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 08:00 1 08:00 1-08:00. Volume 2 14 79 0 1 0 1 0 2 I 0 0 87 12 1 0 0 0 0 Percent 26 15% 836 0% 0% 33% 0% 67% 0% 0% 88% 12% 1 0% 0% 0% 0% Pk total 95 1 3 99 1 0 Highest 08:00 1 08:15 08:00 1 07:00 Volume 0 3 30 0 1 0 1 0 1 1 0 0 26 1 0 0 0 0 Hi total 33 2 27 0 PHF .72 .38 .92 1 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1) 0 0 NW 6TH AVENUE 79 16 0 79 16 95 - 184 0 87 2 89 - ALL VEHICLES Intersection Total 197 179 1 0 79 0 80i 0 NW 6TH AVENUE 31 99 --- • 87 87 0 0 2 2 3 0 0 1 1 28 NW 24TH STREET (1 16 0 12 NW 24TH STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File T.D. 24ST 6AV Page 3 NW 6TH AVENUE INW 24TH STREET INW 6TH AVENUE I 1 From North 1From East (From South 1From West ' I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right j UTurn Left Thru Right 1 Total Date 05/13/15 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 Peak start 17:00 17:00 17:00 17:00 1 Volume 2 7 72 0 1 20 0 15 I 0 0 117 11 1 0 0 0 3 I Percent 2% 9% 89% 0% 3% 56% 0% 42% J 0% 0% 91% 9% 0% 0% 0% 0% 1 Pk total 81 36 1 128 I 0 Highest 17:30 17:30 17:00 j 07:00 Volume 1 1 26 0 0 10 0 5 1 0 0 37 3 1 0 0 0 0 f Hi total 28 15 1 40 PHF .72 .60 80 0 0 0 0 NW 6TH AVENUE 0•0 72 0 0 72 81 0 0 0 0 0 0 0 0 L. 0 9 213 0 117 15 132 0 .0 • ALL VEHICLES Intersection Total 245 221 0 15 15 36 0 56 L 0 21 21 20 NW 24TH STREET 128 21 0 • 117 72 0 93 0 117 NW 6TH AVENUE 1 9 0 11 0 11 0 NW 24TH STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/13/15 File I.D. : 29ST 6AV Page : 1 NW 6TH AVENUE INW 24TH STREET INW 6TH AVENUE --•-• 1 From North 1From East (From South [From West I I I I ] Left BIKES Right Peds I Left BIKES Right Peds I Left BIKES Right Peds Left BIKES Right Peds 1 Total. Date 05/13/15 - - - ----- -- -- — • BREAE • 08:00 0 0 0 0 1 O. 0 0 0 0 0 0 0 I 0 0 0 0 I 0 08:15 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 0 0 0 I 0 08:30 0 0 0 01 0 0 0 0 I 0 0 0 0 I 0 0 0 0] 0 08:45 0 0 0 '0... j 'Q 1 0 0 I 0 0 0 0 I 0 0 0 0] I Hr Total 0 0 0 •:4 1 0 1 0 0 I 0 0 0 0] 0 0 0 0] 1 * BREAK 16:00 0 0 0 0 I 0 0 0 0 1 0 0 0 0 I 0 0 0 0] 0 16:15 0 0 0 0 I 0 0 0 0] 0 0 0 0 I 0 0 0 0 I 0 16:30 0 0 0 0 I 0 1 0 0 0 0 0 0 I 0 0 0 0 I 1 16:45 0 0 0 0 I .0 0 0 0 1 0 0 0 0 I 0 0 0 0 J 0 Hr Total 0 0 0 0 1 0 1 0 0] 0 0 0 0 I 0 0 0 0 I 7 17: 0 0 0 0 0 0 0 0 0 3 I 0 0 0 0 I 0 0 0 0 I 3 17:15 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 17:30 0 0 0 1 C 0 0 0 2 I 0 0 0 0 f 0 0 0 0 3 17:45 0 0 0 0] 0 0 0 0, 0 0 0 0] 0 0 0 0 i 0 Hr Total 0 0 0 1 I 0 0 0 5 0 0 0 0 1 0 0 0 0 I 6 -1'OTAL* 0 0 0 1] 0 2 0 5 I 5 0 0 0] 0 0 0 8 r� auvU � Pi)ri cri, RON_ 9 l 3 (ZO ( S clfawhc1 , rya AO VtoTs% NU; 14 NW 24TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 24ST SAV Page 1 NW 5TH AVENUE INW 24TH STREET INW 5TH AVENUE INW 24TH STREET From North (From East (From South IFrom West UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 05/12/15 - -- -- -- 07:00 0 2 3 1 0 0 0 0 I 0 0 1 2 1 0 0 1 0 I 10 07i.15 0 1 4 1 1 0 0 0 0 1 0 0 0 4 1 0 0 0 0 I 10 07:30 0 6 4 1 1 0 0 0 0 f 0 2 1 0 1 0 0 0 0 I 14 07:4-5 0 7 2 0 I 4 0 0 0 I 0 0 3 1 0 0 2 0) 15 Hr Total 0 16 13 3 1 0 0 0 0 1 0 2 5 7 0 0 3 0 1 49 08:00 0 5 3 2 1 0 0 0 0 1 1 0 3 5 i 0 0 0 1 1 20 08:15 1 5 9 1 0 0 0 0 1 0 1 , 5 0 0 2 1 1 33 08:30 1 7 10 2 I 0 0 0 0 1 0 2 9 s I 0 2 0 1 1 37 08:45 1 12 3 5 0 0 0 0 1 1 0 8 7 1 0 7 2 0 1 46 Hr Total 3 32 25 10 1 0 0 0 0, 2 3 25 20 I 0 9 4 3 1 136 * BREAK 16:00 5 5 14 4 I 0 0 0 0 1 0 1 20 10 I 1 3 3 0 I 66 16:15 4 5 15 3 1 0 0 0 0 1 0 1 14 10 1 0 3 2 4 I 61 16 : 3 0 5 8 7 5 0 0 0 0 1 0 0 21 4) 0 5 1 i. I 57 16:45. 5 5 8 9 1 0 0 0 0 1 0 2 20 9 1 0 4 2 0 1 64 Hr Total 19 23 44 21 I 0 0 0 0 1i 0 4 75 33 1 1 15 8 5 1 248 17:00 6 5 17 6 I 0 0 0 0 1 2 1 22 7 1 0 8 0 0 I 74 15 2 7 13 3 I 0 0 0 0 I 2 0 12 8 1 0 7 1 2 I 57 ,0 0 7 8 5 I 0 0 0 0 I 0 1 10 11 1 0 7 3 1 53 1i:45 2 5 9 8 1 0 0 0 0) 1 2 7 9 1 0 8 1 1 1 53 Hr Total 10 24 47 22 I 0 0 0 0 1 5 4 51 35 I 0 30 5 4 1 237 *TOTAL* 32 95 129 56 I 0 0 0 0 1 7 13 156 95 I 1 54 20 12 1 670 NW 24TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. 24ST_5AV Page 2 NW 5TH AVENUE INW 24TH STREET INW 5TH AVENUE INW 24TH STREET From North (From East (From South 1From West 1 I I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 05/12/15 - .. Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/12/15 Peak start 08:00 08:00 08:00 1 08:00 I Volume 3 32 25 10 0 0 0 0 2 3 25 20 1 0 9 4 3 1 Percent 4% 46% 36% 14% 0% 0% 0% 0% I 4% 6% 50% 40% 1 0% 56% 25% 19% j Pk total 70 0 I 50 1 16 I Highest 08:45 07:00 08:45 1 08:45 I Volume 1 12 3 5 0 0 0 0 1 1 0 B. 7 1 0 7 2 0 1 Hi total 21 0 16 r 9 f PHF .83 .0 .78 I .44 f • 0 10 0 10 NW 24TH STREET 5 0 10 15 9 9 4 1 NW 5TH AVENUE 25 25 70 4 16 3 3 31 35 35 104 • ALL VEHICLES Intersection Total 136 0 25 3 28 78 5 5 NW 5TH AVENUE 9 25 0 34 59 50 25 25 • 0 0 0 0 0 0 0 59 NW 24TH STREET 35 4 20 NW 24TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. 24ST 5AV Page 3 NW 5TH AVENUE INW 24TH STREET INW 5TH AVENUE INN 24TH STREET I From North !From East (From South From West 1 I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 05/12/15 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 16:15 1 16:15 I 16:15 16:]5 Volume 20 23 47 23 1 0 0 0 6 2 4 77 30 1 0 20 5 5 I Percent 18% 20% 42% 20% 1 0% 0% 0% 01 2% 4% 68% 27% 1 0% 67% 17% 17% 1 Pk total 113 1 0 1 113 30 I Highest 17:00 1 07:O0 1 17:00 16:15 I Volume 6 5 17 6 1 0 0 0 0 1 2 1 22 7 1 0 3 2 4 I Hi total 34 0 1 32 1 9 I PHF .83 .0 ! .88 1 .83 I • 0 - 23 0 23 NW 24TH STREET 6 0 23 29 20 20 5 NW 5TH AVENUE 47 47 113 5 30 5 5 0 59 43 43 210 20 77 0 97 • ALL VEHICLES Intersection Total 256 165 113 0 6 • 77 47 5 52 6 77 NW 5TH AVENUE 78 0 0 0 0 l 0 0 0 78 NW 24TH STREET 0 0 43 5 30 NW 24TH STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code 00150103 Start Date: 05/12/15 File I.D. 24ST 5AV Page : 1 NW 5TH AVENUE INW 24TH STREET INW 5TH AVENUE INW 24TH STREET From North (From East IFrom South 'From West I I I Left BIKES Right Peds 1 Left BIKES Right Peds I Left BIKES Right Peds I Left BIKES Right Peds 1 Total Date 05/12/15 -•------ - * BREAK 08:00 0 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 1 1 08:15 0 0 0 0 1 0 0 0 0 I 0 0 0 0 0 1 0 1 1 2 08:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 08:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 Hr Total 0 0 0 0 1 0 1 0 0 1 0 0 0 0 0 1 0 1 1 3 * BREAK * 16:00 0 0 0 3 1 0 0 0 0 1 0 0 0 4 1 0 0 0 3 1 10 16 : 15 0 0 0 6 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 6 16:30 0 0 0 2 1 0 2 0 0 I 0 0 0 0 1 0 0 0 4 1 8 16:45 ❑ 0 0 0 1 0 1 0 0 1 0 1 0 0 1 0 0 0 2 1_ 4 Hr Total 0 0 0 11 1 0 3 0 0 1 0 1 0 4 1 0 0 0 9 1 28 17:00 0 0 0 7 1 0 1 0 0 I 0 0 0 5 1 0 1 0 1 1 15 17 : 15 0 0 0 1 1 0 3 0 0 I 0 0 0 2 1 0 0 0 0 1 6 17:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 0 2 1 3 17:45 0 0 0 0 ;. 0 0 0 0 1 0 0 0 3 1 0 0 0 0 1 3 Hr Total 0 0 0 8- 1 0 4 0 0 J 0 0 0 10 1 0 2 0 3 1 27 *TOTAL* J 0 0 19 0 0 0 1 0 1 0 14 I 0 3 0 13 1 58 11 A - A i0.Wl, Mal lL ZD I S 1(a1/44)v1bj' Lu/1: f&ioi\kW 0 NW 24TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. 24ST 2AV Page 1 NW 2ND AVENUE 1----- INW 2ND AVENUE INW 24TH STREET From North IFrom East From South ;From West I I 1 I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right i Total Date 05/13/15 _ 07:00 0 0 63 2 I 0 0 0 0 I 0 0 28 0 I 0 2 0 4 99 07:15 0 0 72 0 j 0 0 0 0 I 0 0 55 0 1 0 2 0 7 136 07:30 0 0 89 0 1 0 0 0 0 1 0 31 0 I 0 2 0 3 126 07:45 0 0 81 2 1 0 0 0 0 j 1 0 .33 0 I 0 0 0 6 .123 Hr Total 0 0 305 4 1 0 0 0 0 I 2 0 147 0 I 06 6 0 20 484 08:00 1 0 89 0 I 0 0 0 0 j 0 1 49 0 j 0 0 0 11 151 08:15 0 0 105 1 I 0 0 0 0 1 0 2 63 0 j 0 5 0 14 190 08:30 0 0 97 0 I 0 0 0 0 1 0 1 63 0 I 0 3 0 5 169 08:45 0 0 103 0 I 0 0 0 0 1 0 2 56 0 1 ❑ 1 0 11 1.03 Hr Total 1 0 394 1 I 0 0 0 0 I 0 6 241 0 j 0 9 0 41 693 BREAI( 16:00 0 0 96 1 1 0 0 0 0 0 0 106 0 0 12 0 13 1 228 16:15 0 0 96 1 1 0 0 0 0 1 0 0 95 0 I 0 9 0 12 f 213 16:30 0 6 83 2 0 9 0 0 1 0 L 123 0 I 0 2 0 15 226 16:45 0 0 66 1 ❑ 0 0 0 1 0 0 133 0 1 U ID 0 13 223 Hr Total 0 0 341 5 0 0 0 0 0 1 457 0 1 0 33 0 53 890 17:00 0 0 80 1 1 0 0 0 0 1 0 1 150 0 I 0 7 0 20 I 259 17:15 0 0 71 2 1 0 0 0 0 1 0 141 0 0 14 0 17 24F 17:30 0 0 63 1 1 0 0 0 0 I 0 0 136 0 I 0 8 0 16 I 22 17:45 0 0 71 C I 0 0 0 0 1 0 0 121 _ D 1 U 12 0 8 1 212 Hr Total 0 0 285 4 1 0 0 0 0 I 1 1 548 0 I 0 41 0 61 1 941 *TOTAL• 1 0 1325 14 I 0 0 0 0 j 3 8 1393 0 1 0 89 0 175 1 3008 NW 24TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. : 24ST 2AV Page : 2 ' NW 2ND AVENUE INW 2ND AVENUE INW 24TH STREET From North 'From East (From South IFrom West I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right ` UTurn Left Thru Right Total Date 05/13/15 ---- ----- -- Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 08:00 Volume 1 0 394 1 0 0 0 0 Percent 0% 0% 99% 0% 1 0% 0% 0% 0% Pk total 396 0 Highest 08:15 07:00 Volume 0 0 105 1 0 0 0 0 Hi total 106 0 PHF .93 f .0 NW 24TH STREET 6 0 1 7 08:00 1 08:00 0 6 241 0 0 9 0 41 0% 2% 98% 0% 1 0% 18% 0% 82% 247 1 50 08:45 08:15 0 2 66 0 1 0 5 0 14 68 1 19 .91 1 .66 NW 2ND AVENUE 0 • 1 394 1 394 �— -- 396 9 9 0 ( 0 50 41 41 0 57 646 9 241 0 250 0 1 • ALL VEHICLES Intersection Total 693 682 1 247 0 6 241 394 41 435 6 241 NW 2ND AVENUE 0 0 0 0 0 0 0 0 1 1 0 0 0 • 0 0 0 NW 24TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. : 24ST_2AV Page o 3 NW 2ND AVENUE I INW 2ND AVENUE INW 24TH STREET From North IFrom East 'From South (From West 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right Total Date 05/13/15 _ ,. Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 Peak start 16:30 I 16:30 1 16:30 16.30 Volume 0 0 300 6 j 0 0 0 0 j 1 2 547 0 1 0 33 0 65 Percent 0% 0% 98% 2% I 0% 0% 0% 0% 1 0% 0% 99% 0% 1 0% 34% 0% 66% Pk total 306 J 0 550 98 Highest 16:30 I' 07:00 17:00 17:15 Volume 0 0 83 2 I 0 0 0 0 1 0 1 150 0 1 0 14 0 17 Hi total 85 I 0 1 151 1 31 PHF .90 I .0 1 .91 1 .79 0 0 NW 24TH STREET 3 0 6 9 33 33 0 6 6 NW 2ND AVENUE 300 300 306 0 98 0 107 0 0 886 • ALL VEHICLES Intersection Total 954 0 300 65 365 915 3 3 NW 2ND AVENUE 0 550 • 547 547 0 0 0 0 0 0 0 0 0 0 0 0 • 0 U 0 NW 24TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ NOT SIGNALIZED NW 2ND AVENUE From North 'From East Left BIKES Right Peds I Left BIKES Right Peds Left BIKES Right Peds 1 Left BIKES Right Peds Total Date 05/13/15 -- — - - - ----- ----- Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/13/15 File I.D. 24ST 2AV Page : 1 INN 2ND AVENUE 'From South INW 24TH STREET From West 07:00 0 0 0 :0 : 0 0 0. o0 0 0 0 I 0 1 0 1 1 2 07:15 0 0 0 0 1 0 0 0 0 I 0 0 0 0' 0 1 0 3' 4 07:30 0 0 0 0' 0 0 0 0 I 0 0 0 1 1 0 1 0 5 I 7 0 7: 4 5 0 n 0 3 1 0 0 0 o I o a 0 I I 0 1 0 0 [ S Hr Total 0 0 0 3 1 0 0 0 0 0 0 0 2 1 0 4 0 9 1 18 08:00 a o 0 0 1 0 0 0 0' 0 0 0 o I o 2 0 10 1 12 08:15 0 0 0 0' 0 0 0 0' 0 0 0 1 j 0 2 0 4 1 7 08:30 0 0 0 1 1 0 0 a 0 0 0 0 1' 0 1 0 4 1 7 08:45 0 0 0 0 0 0 a 0 1 0 0 01 3 1 0 ❑ 0 5 I 8 Hr Total 0 0 0 1 1 0 0 0 o I 0 0 0 5 I 0 5 0 23 1 34 • PREAN • 16:00 0 0 0 0 I 0 0 0 0 I 0 0 0 0 1 0 1 0 40 1 41 16:15 0 0 0 1 1 0 0 0 o I 0 0 0 3 1 0 0 0 37 ' 41 16:30 0 0 0 0' 0 0 0 0' 0 0 0 0 1 0 2 0 41 1 43 16:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 0 0 32 1 32 Hr Total 0 0 0 1 1 0 0 0 0 l 0 0 0 3 1 0 3 0 150 1 157 17:00 0 0 0 0 1 0 0 0 0 1 0 0 0 2 1 0 1 0 32 1 35 15 0 0 0 1 1 0 0 0 0 I 0 0 0 0' 0 0 0 18 1 19 i0 0 0 0 0 1 0 0 0 0 1 0 0 0 6 1 0 4 0 52 1 62 17: 4 5 0 0 0 0 1 0 0 0 0..I 0 0 0 0 I 0 0 0 4 1 4 Hr Total 0 0 0 1 1 0 0 0 0 1 0 0 0 8 1 0 5 0 106 1 120 *TOTAL* 0 0 0 6 I 0 0 0 0 I 0 0 0 18 1 0 17 0 288 I 329 rvitkvter 3 AI I�IiQ.,V�.t i ao ck, 045, I � 2.0 ! `J' cl��.wn�J Lu.�s irtklenfx-i.no Vlo-rs ia n O�Zea NW 23RD STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NnT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. 23ST 6AV Page 1 NW 6TH AVENUE INW 23RD STREET INW 6TH AVENUE I----- I From North 'From East (From South (From West 1 UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 05/13/15 •-••• -- - •-- 07:00 0 0 10 0 1 0 1 0 0 I 0 0 9 0 1 0 0 0 0 I 20 07:15 0 0 21 0 0 0 0 0 1 0 0 8 1 1 0 0 0 0 I 30 07:30 0 0 19 0 I 0 2 0 1 I 0 0 13 0 1 0 0 0 0 1 35 07:45 0 0 22 •0 I 0 0 0 0 1 0 0 14 0 1 0 0 ( 0 36 Hr Total 0 0 72 0 1 0 3 0 1 1 0 0 44 1 1 0 0 0 0 1 121 08:00 1 1 30 0 I 0 4 0 0 I 0 0 28 1 I 0 0 0 0 1 65 08:15 0 0 17 0 1. 0 2 0 3 1 0 0 20 0 1 0 0 0 0 1 42 08:30 0 2 14 0 1 0 1 0 1 1 0 0 21 2 1 0 0 0 0 1 41 09:45 0 0 15 0{ 0 2 0 0 I 0 0 2'1 _ 0 0 0. 0 1 45 Hr Total 1 3 76 0 0 9 0 4 1 0 0 96 4, 0 0 0 0 1 193 * BREAK * 16:00 0 1 18 16:15 0 0 14 16:30 0 0 21 I6:45 0 0 14 Hr Total 0 1 67 17:00 0 2 16 15 0 0 21 0 0 1 36 1/:45 0 1 15 Hr Total 0 4 88 0 0 0 0 0 1 6 0 0 1 0 0 38 2 I 0 0 0 0 1 66 O 1 0 5 I 0 0 22 2 1 0 0 0 0 p 44 O 4 0 1 I 0 0 28 0 I 0 0 0 0 1 54 O 3 0 1 f 0 0 38 2 I 0 0 0 0 L 58 1 14 0 1. 0 0 126 6 1 0 0 0 0 1 222 O 1 1 13 0 2 1 0 0 38 1 I 0 0 0 0 I 73 O 1 0 8 0 3 1 0 0 29 2 1 0 0 0 0 I 63 O 1 0 8 0 2 j. 0 0 31 2- 0 0 0 0 1 80 O 1 0 7 0 1 1_ 0 0; 23 3 0 0 0 0 1 50 O I 1, 36 0 -0 0 0 121 8 0 0 0 0 1 266 *TOTAL* ] 8 303 0 2 62 0 20 I 0 0 387 19 I 0, 0 0 0 802 NW 23RD STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED NW 6TH AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 INW 23RD STREET From East ALL VEHICLES INW 6TH AVENUE (From South Site Code : 00150103 Start Date: 05/13/15 File I.D. : 23ST 6AV Page : 2 (From West UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right Total Date 05/13/15 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 08:00 08:00 08:00 Volume 1 3 76 0 I 0 9 0 4 0 0 96 4 1 0 0 0 0 Percent 1% 4% 95% 0% 0% 69% 0% 31% 1 0% 0% 96% 4% I 0% 0% 0% 0% 1 Pk total 80 1 13 1 100 0 Highest 08:00 1 08:15 1 08:00 I 07:00 Volume 1 1 30 0 r 0 2 0 3 0 0 28 1 1 0 0 0 0 Hi total 32 5 29 1 0 PHF .62 1 .65 .86 NW 6TH AVENUE 0 0 76 4 0 0 76 4 IIIMM=Mmmmmmil:mmm 80 1 I 180 0 0 0 0 • 0 0 0 0 0 0 0 0 • ALL VEHICLES Intersection Total 193 9 76 0 85 185 0 0 NW 6TH AVENUE 0 96 4 13 21 } .0 0 0 4 0 9 9 8 NW 23RD STREET 4 0 4 NW 23RD STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED NW 6TH AVENUE From North UTurn Left Date 05/13/15 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES INW 23RD STREET INW 6TH AVENUE (From East 'From South Thru Right I UTurn Left Thru Right 1 UTurn Left [ [From West [ Thru Right [ UTurn Site Code : 00150103 Start Date: 05/13/15 File I.D. : 23ST_6AV Page : 3 Left Thru Right 1 Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 Peak start 16:45 16:45 1 16:45 Volume 0 3 87 0 1 1 32 0 Percent 06 3% 97% 0% 2% 78% 0% Pk total 90 41 Highest 17:30 17:00 Volume 0 1 36 0 1 1 13 0 Hi total 37 1 16 PHF .61 I .64 • 0 0 0 0 0 0 0 0 0 0 0 0 0 8 1 0 0 136 7 20% 1 0% 0% 95% 5% 143 16:45 2 0 0 38 2 40 .89 NW 6TH AVENUE 87 - 90 87 3 3 0 234 0 136 8 144 ALL VEHICLES Intersection Total 274 263 33 0 87 0 120 0 NW 6TH AVENUE 41 51 143 136 136 16:45 0 0% 0 07:00 0 0 .0 0 0 0 0% 0% 04 0 0 0 0 0 8 8 0 0 33 33 10 NW 23RD STREET 0 0 3 0 7 NW 23RD STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code 00150103 Start Date: 05/13/15 File I.D. 23ST_OAV Page 1 NW 6TH AVENUE INW 23RD STREET INN 6TH AVENUE 1 From North 'From East From South 'From West I Left BIKES Right Peds I Left BIKES Right Peds I Left BIKES Right Peds Left BIKES Right Peds R Total Date 05/13/15 07:00 0 0 0 0 R 0 0 0 0 0 0 0 0 I 0 0 0 0 I 0 07:15 0 0 0 0 1 0 1 0 1 0 0 0 0 1 0 0 0 0 2 07:30 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 07:45 0 9 0 0 f 0 0 0 0 0 0 0 0 0 0 0 0 I 0 Hr Total 0 0 0 0 f 0 1 0 1 0 0 0 0 1 0 0 0 0 I 2 08:00 0 0 0 0 1 0 0 0 0 0 0 0 01 0 0 0 0 I 0 08:15 0 0 0 0 1 0 0 0 1 0 0 0 0 I 0 0 0 0 I 1 08:30 0 0 0 0 1 0 0 0 0, 0 0 0 0 I 0 0 0 0 I 0 08:45 0 0 0 C 1 0 0 0. 0 1 0 0 0 0 1 0 0 0 0 1 0 Hr Total 0 0 0 O j 0 0 0 1 I 0 0 0 0) 0 0 0 0? 1 * BREAK * 16:00 0 0 0 0 0 0 0 0 1 0 0 0 0 I 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 1 0 0 0 0 j 0 0 0 0 0 16: 3 0 0 0 0 0 0 1 0 0) 0 0 0 0 1 0 0 0 0 1 1 16 : 4 5 0 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 0 0 1 1 Hr Total 0 0 0 0 1 0 2 0 0 1 0 0 0 0 1 0 0 0 0 1 2 17: 0 0 0 0 0 o f 0 0 0 0, 0 0 0 0 1 0 0 0 0 0 17:15 0 0 0 0 I 0 0 0 o f o 0 0 00 0 0 0 17:30 0 0 0 0 I 0 0 0 0 I 0 0 0 0 1 0 0 0 0 17:45 0 0 0 0) 0 1 0 0) o 0 0 0! 0 0 0 0 1 1 Hr Total 0 0 0 0! 0 1 0 0 I 0 0 0 0 I 0 0 0 0 1 1 *TOTAL* 0 0 0 0 I 0 4 0 2 0 0 0 0 0 0 0 0 1 6 3 2 c:ri-keKsix:1 co Sul. Aias\k-id �ac� 3 (2_c)1,� c1 CawY1 Fjc,t . 1-titts 1,46t MI, AD v�,oT signa4�.eZi NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 23ST5AVE Page : 1 NW 5TH AVENUE INW 5TH AVENUE INW 23RD STREET From North (From East !From South 'From West 1 1 1 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right 1 Total Date 05/12/15 -••-- ...., 07:00 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 2 07:15 0 0 2 2) 0 0 0 0 1 0 0 3 0 1 0 0 0 0 1 7 07:30 0 0 2 2 0 0 0 0 j 0 0 0 0 I 0 0 0 1 1 5 07:45 0 0 1 1 0 0 0 0 1 0 0 0 0 1 0. 2 0 0 1 4 Hr Total 0 0 5 7 0 0 0" 0 1 0 0 3 0 0 2 0 1 1 18 08:00 0 0 1 3 1 0 0 0 0 I 0 0 2 0 1 0 0 0 0 6 08:15 2 0 3 3 1 0 0 0 0 I 0 0 0 0 1 0 2 0 0 10 08:30 0 0 6 6 I 0 0 0 0 1 0 0 5 0 1 0 2 0 0 19 08:45 0 0 .1 3 1 0 0 0 0 1 0 0 2 ❑ 1 0 4 0 0 11 Hr Total 2 0 11 15 1 0 0 0 0 1 0 0 10 0 1 0 8 0 0 46 * BREAK * 16:00 3 0 5 7 I 0 0 0 0 0 0 4 0 1 0 4 0 0: 23 16: 15 2 0 4 14 I 0 0 0 0 0 0 5 0 1 0 5 0 1 i 31 16:30 2 0 3 4 I 0 0 0 0; 0 0 3 0 1 0 4 0 0 1 16 16:45 1 0 2 4 1 0 0 0 0 1 0 0 2 0. 1 0 7 4: 1 1 17 Hr Total 8 0 14 29 1 0 0 0 01 0 0 14 0 1 0 20 0 2 1 87 17:00 1 0 3 14 0 0 0 0 I 0 0 3 0 1 0 6 0 0 1 27 17:15 5 0 4 10 0 0 0 0 I 0 0 0 0 1 0 1 0' 1 1 2 17 : 3 0 0 0 0 7] 0 0 0 0 I. 0 0 3 0 1 0 3 4 0 1 1 17:45 4 0 1 7 I 0 0 0 .0. 1 0 0, 1 0 J 0. 5 a ❑ I 2Q Hr Total 10 0 10 38 1 0 0 0 01 0 0 7 0 1 0 15 0 2 1 81 *TOTAL* 20 0 40 89 1 0 0 0 0 1 0 0 34 0 0 45 0 4 1 232 NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Date Peak Peak Volume Percent Pk total Highest Volume Hi total PHF NW 5TH AVENUE From North UTurn Left Thru 05/12/15 Hour Analysis By Entire Intersection for the Period: start 08:00 08:00 2 0 11 15 0 0 7% 0% 39% 54% 0% 0% 28 0 08:30 07:00 0 0 6 6 0 12 0 .58 .0 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 23ST5AVE Page : 2 --- INW 5TH AVENUE IFrom East (From South I 9 INW 23RD STREET (From West Right I UTurn Left Thru Right i UTurn Left Thru Right UTurn Left Thru Right 1 Total • CT • 15 0 15 I NW 23RD STREET 0 0 15 15 8 8 0 0 8 0 0 07:00 to 09:00 on 05/12/15 08:00 0 0 j 0 0 0% 0% f 0% 0% 10 08:30 0 0 1 0 0 5 .50 NW 5TH AVENUE 11 11 28 23 2 46 08:00 10 0 0 8 0 0 100% 0% 0% 1008 08 08 8 08:45 5 0 0 4 0 0 4 .50 8 10 0 18 ALL VEHICLES Intersection Total 46 21 2 10 0 0 10 11 0 11 0 10 NW 5Ti] AVENUE 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 G� 0 NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 23ST5AVE Page : 3 NW 5TH AVENUE I INW 5TH AVENUE INW 23RD STREET I From North 'From East 'From South 'From West UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/12/15 •- _ Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 16:15 I16:15 16:15 I 16:15 I Volume 6 0 12 36 I 0 0 0 0 I 0 0 13 0 I 0 22 0 2 I Percent 11% 0% 22% 67% I 0% 0% 0% 0% 1 0% 0% 100% 0% 0% 92% 0% 8% I Pk total 54 I0 13 24 I Highest 16:15 I07:00 16:15 16:45 I Volume 2 0 4 14 I 0 0 0 0 0 5 0 j 0 7 0 3 I Hi total 20 1 0 I 5 8 I PHF .68 .0 - .65 75 I • 0 • 36 0 36 NW 23RD STREET 0 0 36 36 22 22 0 NW 5TH AVENUE 12 12 54 0 24 0 60 6 6 J 89 22 13 0 35 • ALL VEHICLES Intersection Total 91 27 0 12 2 14 0 0 NW 57 ' AVENUE 6 0 0 0 13 13 13 0 0 0 0 0 6 0 6 0 0 0 0 0 NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED NW 5TH AVENUE From North 'From East Traffic Survey Specialists, Inc- 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 23ST5AVE Page : 1 INW 5TH AVENUE 'From South 1NW 23RD STREET 'From West Left BIKES Right Peds Left BIKES Right Peds 1 Left BIKES Right Peds I Left BIKES Right Peds 1 Total Date 05/12/15------- - - - 07:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 07:15 0 0 0 0 1 0 0 0 01 0 0 0 0 1 0 0 0 0 1 0 07:30 0 0 0 0 1 0 0 0 0 f D o 0 0! 0 o 0 2! 2 07:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 J 0 0 0 0' ! 0 Hr Total 0 0 0 0! 0 0 0 0 1 0 0 0 ❑ 1 0 0 0 2! 2 08:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 1 1 1 08:15 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 1 0 3 1 4 08:30 0 0 0 0 I 0 0 0 0 1 0 0 0 0 1 0 1 0 5 1 6 08:45 0 0 0 0) 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 Hr Total 0 0 0 0] 0 0 0 0 1 0 0 0 0 1 0 2 0 9 1 11 * BREAK * 16:00 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 ❑ 12 1 12 16 : 15 0 0 0 0 1 0 0 0 0 0 0 0 0 j 0 0 0 0 1 0 16:30 0 0 0 0 1 0 0 0 0! 0 0 0 0 1 0 0 0 1 1 1 16:45 0 0 0 o f 0 0 0 0 1 0 0 0 0) ❑ 0 0 0 1 0 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 13 I 13 17:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 2 0 4 1 6 '-•15 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 0 2 1 3 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 1 1 1 - , : 4 5 0 0 0 0! 0 0 o ❑ I 0 0 0 0) 0 1 0 0! 1 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 0 0! 0 4 0 7 1 11 *TOTAL* 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 6 0 31 1 37 3 � ow isgT tn 3 2 \/ iojeLvtkz ,20 -Iv*(9,)-ovil LAL"--c ?0,vitrk),;yto vvoT sag n cat--2-cc NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. : 23ST 5AV Page : 1 NW 5TH AVENUE INW 23RD STREET INW 5TH AVENUE 1DRIVEWAY From North 1From East (From South 'From West 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 05/12/15 07:00 1 0 2 0 I 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 5 07:15 0 0 4 0 1 0. 1 0 1 1 0 0 3 0 1 0 0 0 0 1 9 07:30 0 0 4 0 0 0 0 1 I 0 1 1 0 1 0 0 0 0 1 7 07:45 Q g 2 0 0 0 0 2 1 - 0 0 2 Q I 0 0 9 0 1 6 Hr Total 1 0 12 0. 0 1 0 6 1 0 1 6 0 1 0 D 0 0 1 27 08:00 1 0 4 0 1 0 0 0 6 j 0 0 2 0 1 0- 0 0 0 1 13 08:15 0 0 8 1 1 3 0 0 7 1 0 0 2 0 1 0 0 0 0 1 18 08:30 0 0 12 0 1 tt 0 0 7 1 0 0 7 0 1 D 0 0 0 1 26 08:45 0 0 2 0 1 0 0 0 9: 1 0 0 7 0 j 0 0 0 0 1 18 Hr Total 1 0 26 1 1 0 0 0 29 1 0 0 18 0 1 0 0 0 0 1 75 * BREAK * 16:00 3 1 11 0 1 0 5 0 20 1 0 0 10 2 1 0 0 0 0 1 52 16:15 0 0 16 1 1 0 2 0 12 1 0 1 10 0 1 0 1 0 0 1 43 16:30 1 0 7 1 1 0 2 0 18 1 0 1 6 0 1 0 0 0 0 1 36 16:45 2 0 6 0 1 0 0 0 20 1 1 0 9 0 1 0 0 0 0 1 38 Hr Total 6 1 40 2 1 0 9 0 70 1 1 2 35 2 1 0 1 0 0( 169 17:00 1 0 14 3 1 0 3 1 24 0 0 9 0 1 0 2 0 0. 1 56 . 15 4 0 14 0 1 0 5 0 16 1 0 0 6 0 1 0 0 0 0 1 45 10 1 0 7 0 1 0 0 1 16 1 0 0 6 0 1 0 0 0 0 1 31 ....1,45 2 0 7 0 1 0 4 0 13 1 0 0 7 0 1 0 0 0 0 1 33 Hr Total 8 0 42 3 1 0 12 2 69 1 0 0 27 0 1 0 2 0 0 1 165 *TOTAL* 16 1 120 6 1 0 22 2 174 1 1 3 86 2 1 0 3 0 0 1 436 NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 23ST 5AV Page 2 ` NW 5TH AVENUE INW 23RD STREET INW 5TH AVENUE !DRIVEWAY From North !From East (From South (From West I UTurn Left Thru Right I UTurn Left Thru Right J UTurn Left Thru Right ! UTurn Left Thru Right 1 Total Date 05/12/1S -- Peak Hour Analysis By Entire Intersection for the Period: 07:00 t Peak start 08:00 I 08:00 Volume 1 0 26 1 1 0 0 0 29 Percent 4% 0% 93% 4% 0% 0% 0% 100% Pk total 28 29 Highest 08:30 J 08:45 Volume 0 0 12 0 0 0 0 9 Hi total 12 1 9 PHF .58 1 .81 0 0 DRIVEWAY 0 0 1 1 0 0 0 0 0 0 0 0 1 1 1 09:00 on 05/12/15 08:00 I08:00 0 0 18 0 I 0 0 0 0 0% 0% 100% 0% I 0% 0% 0% 0% 18 I 0 08:30 07:00 0 0 7 0 0 0 0 0 7 0 64 NW 5TH AVENUE 26 26 28 1 1 75 • ALL VEHICLES 0 18 29 47 _YI Intersection Total 75 44 30 18 0 0 18 26 0 26 0 18 NW 5TH AVENUE .0 0 0 0 0 0 1 NW 23RD STREET 1 0 0 NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED NW 5TH AVENUE From North Traffic Survey Specialists, Inc 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 23ST 5AV Page : 3 INW 23RD STREET INW 5TH AVENUE (DRIVEWAY I (From East (From South (From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/12/15 ------ -•• Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 16:30 16:30 16:30 16:30 I Volume 8 0 41 4 I 0 10 I 78 1 1 1 29 0 1 0 2 0 0 I Percent 158 0% 77% 8% I 0% 11% 1% 886 1 38 3% 948 0% 08 100& 0* 0% I Pk total 53 89 I 31 1 2 f Highest 17:00 17:00 I 16:45 17:00 I Volume 1 0 14 3 1 0 3 3, 24 I 1 0 9 0 1 0 2 0 0 I Hi total 18 I 28 I 10 1 2 I PHF .74 I .79 I .78 1 .25 I DRIVEWAY 2 1 4 7 0 4 0 4 I 2 0 2 0 2 0 0 0 NW 5TH AVENUE 41 41 53 9 162 1 2 29 78 109 0 • ALL VEHICLES Intersection Total 175 €?2 10 2 41 0 51 2 NW 5TIH AVENUE 97 0 78 78 89 1 31 29 29 10 1 10 8 NW 23RD STREET 0 0 8 0 0 NW 23RD STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 23ST 5AV Page 1 NW 5TH AVENUE INW 23RD STREET INW 5TH AVENUE 'DRIVEWAY 1 From North 'From East 'From South 'From West j Left BIKES Right Peds Left BIKES Right Peds Left BIKES Right Peds 1 Left BIKES Right Peds I Total Date 05/12/15 07:00 0 0 0 0 I 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 07:15 0 0 0 0 f 0 0 0 0 1 0 0 0 0 I 0 0 0 0 I 0 07:30 0 0 0 0 1 0 1 0 1 1 0 0 0 0) 0 0 0 0 I 2 07:45 0 .0 0 6 I 0 1_ 0 0 j 0 0 0 0 1 0 0 0 0 1 1 Hr Total 0 0 0 0 0 2 0 1 I 0 0 0 0 I 0 0 0 0: 1 3 * BREAK * 16:00 0 0 0 0 I 0 0 0 7 1 0 0 0 1 I 0 0 0 0 1 8 16:15 0 0 0 0' 0 0 0 0 1 0 0 0 0 I 0 0 0 0 li 0 16:30 0 0 0 3 1 0 ❑ 0 0 I 0 0 0 0 I 0 0 0 0 1 3 16:45 0 0 0 0 1 0 0 0 '7 I 0 0 0 _3 1 0 0 0 0 1 10 Hr Total 0 0 0 3 0 0 0 14 I 0 0 0 4 1 0 0 0 0) 21 17:00 0 0 0 0 0 0 0 1 f 0 0 0 0 I 0 0 0 0 1 1 17:15 0 0 0 10 1 0 0 0 1 1 0 0 0 0 I 0 0 0 0 I 11 17:30 0 0 0 1 I 0 0 0 3 1 0 0 0 0 I 0 0 0 0 1 4 17:45 0 0 0 2 1 0 0 0 0 I 0 0 0 0 I 0 0 0 0 1 2 Hr Total 0 0 0 13 1 0 0 0 5) 0 0 0 0 1 0 0 0 0 1 18 *TOTAL* 0 0 0 16 1 0 2 0 20 1 0 0 0 4 I 0 0 0 0 I 42 t tko \ 212 (0-Xo-bLs posote1/4-CN o 4\1/4 NW 23RD STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. : 23ST_2AV Page 1 NW 2ND AVENUE ' !NW 2ND AVENUE INW 23RD STREET From North IFrom East From South 'From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I Total Date 05/13/15 - 07:00 0 0 53 2 1 0 0 0 0 1 0 9 35 0 1 0 0 0 0 '' 90 07:15 0 0 70 60 0 0 0 1 0 1 57 0 1 0 0 0 0 I 134 07:30 0 0 86 2' 0 0 0 0 1 0 2 36 0 1 0 0 0 0 1 126 07:45 0 0 82 4 1 0 0. 0 0 1 0 3 40 0 1 0 0 0 1 1 150 Hr Total 0 0 291 14 0 0 0 0 0 6 168 0 0 0 0 1 1 480 08:00 0 0 95 4 0 0 0 0 1 0 3 55 0 1 0 0 0 0 1 157 08:15 0 0 107 8 0 0 0 0 1 4 72 0' 0 0 0 0 I 192 08:30 0 0 88 5 0 0 0 0 I 0 3 69 0' 0 1 0 0 1 166 08:45 0 0 93 9 0 0 0 + I 0 8 75 0 1 ❑ 0 - 0 0 1 165 Hr Total 0 0 383 26 0 0 0 0 1 1 18 271 0 1 0 1 0 0 1 700 BREAK * 16:00 0 0 87 15 ' 0 0 0 0) 0 6 111 0 0 0 0 0' 219 16:15 0 0 81 17 1 0 0 0 0 1 0 5 95 0 0 0 0 0 1 198 16:30 0 0 66 19 1 0 0 0 0' 0 4 128 0 1 0 1 0 0 1 218 16:45 _ 0 0 63 10 1 0 0 0 0 0 6 135 0 1 0 0 0 1 1 21'7 Hr Total 0 0 297 61 1 0 0 0 0 1 0 23 469 0 1 0 1 0 1 852 17:00 0 0 82 16 0 0 0 0 0 13 155 0 0 0 0 0 1 266 17:15 1 0 69 11 I 0 0 ❑ 0' 0 4 137 0 1 0 1 0 1 I 22' 17:30 1 0 64 10 1 0 0 0 0 1 1 7 135 0 1 0 0 0 0' 21 17:45 0 0 67 _12 1 0 0 0 0) 0 8 123 0 1 0 0 0 0 1 210 Hr Total 2 0 282 49 1 0 0 0 0 1 32 550 0 0 1 0 1 1 918 *TOTAL* 2 0 1253 150 0 0 0 0 1 2 79 1458 0 1 0 3 0 3 1 2950 NW 23RD STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/13/15 File I.D. 23ST 2AV Page : 2 NW 2ND AVENUE I INW 2ND AVENUE NNW 23RD STREET 1 From North 'From East /From South /From West 1 1 1 1 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 05/13/15 ---- - - Peak Hour Analysis By Entire Intersection for the Period: 07:00 t 09:00 on 05/13/15 Peak start 08:00 08:00 08:00 1 08:00 Volume 0 0 383 26 I 0 0 0 0 I 1 18 271 0 1 G 1 0 0 Percent 05 0% 94% 6% 0% 0% 0% 0% 0% 66 93% 0% 1 06 1006 0% 0% Pk total 409 0 290 1 1 Highest 08:15 07:00 08:45 1 08130 Volume 0 0 107 r. 1 0 0 0 0 8 75 0 1 0 1 0 0 Hi total 115 0 T 83 1 PHF .89 0 .87 1 .25 0 26 0 26 NW 23RD STREET 19 0 26 45 0 0 1 0 0 0 NW 2ND AVENUE 383 383 409 46 0 0 681 1 271 0 272 0 1 ALL VEHICLES Intersection Total 700 673 0 290 0 19 • 271 383 0 383 19 271 NW 2ND AVENUE 0 0 0 • 0 0 0 0 0 0 0 0 0 NW 23RD STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO NOT SIGNALIZED Date Peak Peak start 16:30 Volume 1 Percent 05 Pk total 337 Highest 17:00 Volume 0 Hi total 98 PHF .86 NW 2ND AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 From East ALL VEHICLES Site Code 00150103 Start Date: 05/13/15 File I.D. : 23ST_2AV Page : 3 NW 2ND AVENUE 'From South INW 23RD STREET !From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total 05/13/15 _ .. Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/13/15 16:30 ] 16:30 1 16:30 0 280 56 0 0 0 0 1 0 29 555 0 0 2 0 2 0% 83% 17% 0% 04 0% 04 0% 5% 95% 05 1 0% 50% 01 504 0 584 4 07:00 17:00 1 17:15 0 82 16 I 0 0 0 01 0 13 155 0 1 0 1 0 1 0 168 2 .0 .87 .50 0 56 0 56 NW 23RD STREET 29 0 56 85 2 1 0 0 89 NW 2ND AVENUE 280 280 337 1 ) 894 2 555 0 557 • ALL VEHICLES Intersection Total 925 0 280 2 282 866 29 29 NW 2ND AVENUE 1 584 • 555 555 • 0 0 0 0 0 0 0 0 0 1 1 0 0 0 • 0 0 0 NW 23RD STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES NW 2ND AVENUE 1NW 2ND AVENUE 1NW 23RD STREET From North 'From East 'From South 'From West Site Code : 00150103 Start Date: 05/13/15 File I.D. 23ST 2AV Page 1 Left BIKES Right Peds 1 Left BIKES Right Peds 1 Left BIKES Right Peds 1 Left BIKES Right Peds j Total Date 05/13/15--------- --- - 07:00 0 0 0 .0 j 0 0 0 0 1 0 0 0 0 J 0 0 0 1 1 1 07:15 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 0 0 1 1 07:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 0 2 1 3 07,45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 2 0 0 1 2 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 4 0 3 1 7 08:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 2 0 2 1 4 08:15 0 0 0 0 1 0 0 0 0 I 0 0 0 0 J 0 1 0 9 5 08:30 0 0. 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 0 1 1 2 00:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 2 1 2 Hr Total 0 0 0 0 I 0 0 0 0 1 0 0 0 0 1 0 4 0 9 1 13 * BREAK * 16:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 2 0 18 1 20 16:15 0 0 0 R 1 0 0 0 0 1 0 0 0 0 1 0 4 0 6 1 10 16 : 3 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 4 0 12 1 16 16.:45 0 0 0 '0•. 1 0 0 :0 0) 0 0 0 0 0 2 0 2 1 4 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 12 0 38 1 50 17: 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 2 0 6, 8 15 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 3 0 7 10 ,0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 4 0 5 9 11:45. 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 0 10 13 Hr Total 0 0 0 0 1 0 0 0 0 f 0 0 0 0 1 0 12 0 28 1 40 *TOTAL* 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 32 0 78 1 110 \LI 4 R&y& t-Lv f i &K. te5 ,Z.o is Aoau.tr\ �5, (kcS c)cdo1k-lcYk7 AOT sw\att-zeJ NW 22ND STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/13/15 File I.D. 22ST 6AV Page : 1 ' NW 6TH AVENUE INN 22ND STREET INW 6TH AVENUE I 1 From North 'From East (From South (From West I I 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 05/13/15 - - - 07:00 0 0 11 0 1 0 2 0 0, 0 0 9 0 1 0 0 0 o f 22 07:15 0 0 20 0 1 0 0 0 0 0 0 10 0 1 0 0 0 0 1 30 07:30 0 0 20 o I A 0 0 0 0 0 13 1 1 0 0 0 0 I 34 67s45 0 1 22 0 0 1 0 0. 0 0 1.4 4 1 0 0 0 0( 38 Hr Total 0 1 73 0 1 0 3 0 0 0 0 46 1 1 0 0 0 0 1 124 08:00 0 0 33 0 1 0 2 0 0 1. 0 0 29 0 1 0 0 0 0 1 63 08:15 0 0 19 0 1 0 1 0 1] 0 0 19 2 1 0 0 0 0 1 42 08:30 0 0 16 0 1 0 3 0 1 1 0 0 23 1 1 0 0 0 0 1 44 08:45 0 2 14 C j 0 2 0 0 1 0 0 28 1 J 0 0 0 0 1 47 Hr Total 0 2 82 0 1 0 7 0 2 1 0 0 99 4 1 0 0 0 0 1 196 * BREAK * 16:00 0 2 21 0 I 0 6 0 1 1 0 0 39 0 1 0 0 0 0 1 69 16:15 1 1 13 0 l 1 3 0 3 I 0 0 22 1 1 0 0 0 0 1 45 16:30 0 0 25 0 1 0 5 0 0 1 0 0 28 1 1 0 0 0 0 1 59 16.45 0 0 18 0 1 0 4 0 0 j 0 0 39 3 1 0 0 0 0 1 84 Hr Total 1 3 77 0 1 1 18 0 4 1 0 0 128 5 1 0 0 0 0 1 237 17:00 0 0 26 0 J 0 3 0 1 1 0 0 38 1 0 0 0 0 1 69 "-15 0 0 27 o 1 0 1 0 Q 1 0 0 32 0 0 0 0 0 I 60 0 0 0 41 0 I 0 3 0 1 1 0 0 31 5 0 0 0 0 1 81 ..:45 0 1 22 0 1 0 2 0 1 1 Q 0 27 2 0 0 0 0 1 5 Hr Total 0 1 116 0 I 0 9 0 3 1 0 0 128 8 0 0 0 0 1 265 • *TOTAL* 1 7 348 6 1 1 37 0 9 1 0 0 401 18 1 0 0 0 0 1 822 NW 22ND STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc, 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/13/15 File I.D. : 22ST 6AV Page : 2 NW 6TH AVENUE INN 22ND STREET INW 6TH AVENUE From North [From East 1From South I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Date 05/13/15 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/13/15 Peak start 08:00 08:00 08:00 Volume 0 2 82 0 1 0 7 0 2 I 0 0 99 4 Percent 0% 2% 98% 0% 0% 78% 0% 22% 1 0% 0% 96% 4% Pk total 84 9 1 103 Highest 08:00 1 08:30 1 08:00 Volume 0 0 33 0 1 0 3 1 1 0 0 29 0 Hi total 33 1 4 29 PHF .64 1 .56 .89 0 0 0 0 0 • 0 0 0 0 0 0 0 0 0 0 NW 6Ti-I AVENUE 82 82 2 2 84 185 ALL VEHICLES Intersection Total 196 192 15 103 7 0 99 82 0 89 0 99 NW 6TH AVENUE [From West Right { UTurn Left 1 9 08:00 0% 0 07:00 0 0 .0 Thru Right 1 Total 0 0 0 0% 0% 0% 0 0 0 0 0 2 0 7 7 6 NW 22ND STREET 0 0 2 0 4 NW 22ND STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED NW 6TH AVENUE From North Traffic Survey Specialists, Inc, 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 INW 22ND STREET (From East ALL VEHICLES INW 6TH AVENUE [From South [From West Site Code 00150103 Start Date: 05/13/15 File I.D. : 22ST 6AV Page : 3 UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right Total Date 05/13/15 --- Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 16:45 I16:45 Volume 0 0 112 0 1 0 11 0 2 Percent 0% 0% 100% 0% , 0% 85% 0% 15% Pk total 112 1 13 Highest 17:30 16:45 Volume 0 0 41 0 0 4 0 0 Hi total 41 4 PHF .68 .81 • 0 • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 on 05/13/15 16:45 16:45 0 0 140 9 0 0 0 0 0% 0% 94% 6% 1 0% 0% 0% 0% 149 0 16:45 07:00 0 0 39 3 0 0 0 0 42 0 .89 .0 NW 6TH AVENUE 112 112 112 0 0 0 254 0 140 2 142 0 • ALL VEHICLES Intersection Total 274 123 272 22 0 2 2 0 13 0 149 0 140 0 140 NW 6TI-" AVENUE 11 11 9 NW 22ND STREET 0 0 9 NW 22ND STREET & NW 6TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/13/15 File I.D. 22ST 6AV Page : 1 NW 6TH AVENUE INW 22ND STREET INW 6TH AVENUE I I From North (From East (From South 'From West I I Left BIKES Right Peds Left BIKES Right Peds Left BIKES Right Peds I Left BIKES Right Peds I Total Date 05/13/15 07:00 0 0 0 0 j 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 07:15 0 0 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 0 2 07:30 0 0 0 0 r 0 0 0 0 [ 0 0 0 0 1 0 0 0 0 0 07:45 0 0 0 0( 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 Hr Total 0 0 0 0 1 0 1 0 0 1 0 1 0 0 1 0 0 0 0 2 08:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 08:15 0 0 0 0 1, 0 0 0 1 1 0 0 0 0 1 0 0 0 0 1 1 08:30 0 0 0 0 1 0 0 0 0. 0 0 0 0 1 0 0 0 0 1 0 08:45 0 0 0 _ 0 1 0 0 0 00 0 0 0 f 0 0 0 0; 0 Hr Total 0 0 0 0 1 0 0 0 1. 0 0 0 0 1 0 0 0 0 1 1 * BREAK * 16:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 16:15 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1. 0 16:30 0 0 0 0 0 1 0 0 1 0 0 0 0 I 0 0 0 0 1 1 16:45 0 0 0 0 0 1 0 0 L 0 0 0 0 1 0 0 0 0 1 1 Hr Total 0 0 0 0 0 2 0 0 1 0 0 0 0 p 0 0 0 0 J 2 17:00 0 0 0 0 f 0 0 0 0 0 0 0 ❑ 1 0 0 0 0 1 0 17:15 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 1 f 17:30 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 17,45 0 0 0 0 1 0 1 0 0 0 0 ❑ 0( 0 0 0 0 1 1 Hr Total 0 0 0 0 1 0 1 0 0 0 0 0 0 j 0 0 0 0 1 1 *TOTAL* 0 0 0 0 1 0 4 0 1 1 0 1 0 0 1 0 0 0 0 1 $ 5 v tikatAi Lorick. Nkaji 13,Zv �S Palari.tCAo A NW 22ND STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 22ST 5AV Page : 1 NW 5TH AVENUE 1-- -- INW 5TH AVENUE INW 22ND STREET I From North (From East (From South (From West I I I 1 UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/12/15 ----- _ _ 07:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 0 0 1 07:15 1 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 1 0 0 2 07:30 0 0 1 1 l 0 0 0 0 I 0 0 0 0 1 0 0 0 0 2 07: 4 5 0 0 Q 2; ❑ 0 0 0 I 0 0 0 0 I 0 1 0 0 3 Hr Total 1 0 1 3 1 0 0 0 0 0 0 0 o I 0 3 0 0 8 08:00 0 0 0 1 1 0 0 0 0 0 0 1 0 0 1 0 0 1 3 0 8: 15 0 0 0 3 1 0 0 0 0 0 0 07 0 0 0 0 0 1 3 08:30 0 0 1 5 I 0 0 0 0, 0 0 1 0 0 4 0 0 1 11 08:45 0 0 0 a 1 0 0 0 0 I 0 0 0 0. 0 3 0 0 J 4 Hr Total 0 0 1 10 1 0 0 0 0 I 0 0 2 0 0 8 0 0 I 21 * BREAK * 16;00 2 0 0 5 1 0 0 0 0 1 0 0 0 0 I 0 3 0 0 1 10 16:15 2 0 0 3 1 0 0 0 0 1 0 0 0 o I 0 3 0 0 1 8 16:30 0 0 0 5 1 0 0 0 0 1 0 0 0 0 I 0 3 0 0 1 B 16:45 2 0 0 1 1 4 0 0. p I 0 0 0 0 0 0 4 Hr Total 6 0 0 14 1 0 0 0 0 1 0 0 0 0 I 1 9 0 0 I 30 17:00 1 0 0 2 1 0 0 0 0 1 0 0 0 0 1 0 2 0 0 1 5 17:15 0 0 0 4 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 17: 3 0 0 0 0 1 I 0 0 0 0 1 0 0 0 0 0 2 0 0 17.45 0 0 0 2 1 0 0 0 0 1 0 0 0 0 0 1 0_ 0 1 3. Fir Total 1 0 0 9 0 0 0 0 1 0 0 0 0 0 5 0 0 1 15 *TOTAL* 8 0 2 36 I 0 0 0 0 1 0 0 2 0 1 1 25 0 0 74 • NW 22ND STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 22ST 5AV Page : 2 NW 5TH AVENUE 1 INW 5TH AVENUE INW 22ND STREET From North (From East (From South (From West 1 I I 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right Date 05/12/15 - - Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/12/15 Peak start 08:00 I 08:00 - 08:00 08:00 Volume 0 0 1 10 1 0 0 0 0, 0 0 2 0 o 8 0 o I Percent 0% 0% 9% 91% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0% 0% I Pk total 11 1 0 2 8 I. Highest 08:30 { 07:00 08:00 08:30 1 Volume 0 0 1 5 I 0 a 0 0 0 1 0 0 4 0 0 I Hi total 6 1, 0 1 4 I. PHF .46 1 .0 .50 .50 1 0 10 0 10 NW 22ND STREET 0 0 10 10 8 8 0 0 8 0 0 0 0 18 NW 5TH AVENUE 1 1 0 0 21 ALL VEHICLES 8 2 0 Intersection Total 21 3 0 0 1 0 1 0 NW 5TH AVENUE 10 0 2 2 2 0 0 0 Total 0 0 0 0 0 0 0 0 0 • 0 0 0 NW 22ND STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. : 22ST_SAV Page 3 NW 5TH AVENUE I INW 5TH AVENUE INW 22ND STREET From North [From East !From South 'From West 1 I I UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right Total Date 05/12/15 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 16:00 1 16:00 I16:00 16:00 Volume 6 0 0 14 I 0 q• 0 0 1 0 0 0 0 1 1 9 0 0 Percent 30% 0% 0% 70% I 0% 0W 0% 0% I 0% 05 0% 0t 1 10% 90% 09 08 Pk total 20 1 0 I 0 10 Highest 16:00 I 07:00 I 07:00 16:00 Volume 2 0 0 5 I 0 + a I 0 0 0 0 1 0 3 0 0 Hi total 7 I0 I 0 3 PHF .71 1 .0 I .0 .83 NW 22ND STREET 0 0 14 14 10 10 0 14 14 NW 5TH AVENUE 20 0 0 0 10 0 0 1 24 30 6 6 • ALL VEHICLES Intersection Total 30 0 0 0 0 0 0 0 0 NW 5TH AVENUE 0 10 0 0 0 0 0 6 0 0 0 0 6 0 6 0 0 0 • 0 0 0 NW 22ND STREET & NW 5TH AVENUE MIAMI, FLORIDA COUNTED BY: CRISTINA PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 22ST 5AV Page : 1 NW 5TH AVENUE From North From East INW 5TH AVENUE 'From South INW 22ND STREET IFrom West Left BIKES Right Peds Left BIKES Right Peds J Left BIKES Right Peds 1 Left BIKES Right Peds Total Date 05/12/15 07:00 d 0 0 .0 1 0 07:15 0 0 0 0 0 07:30 0 0 0 .0 ' 0 07:45 0 0 0 0 1 0 Hr Total 0 0 0 0 1 0 0 G 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 o o 0 0 0 1 0 0 0 0 1 0 0 0 J 0 0 0 0 1 0 0 0 3 1 3 O. 0 1 0 0 0 0 1 0 0 0 0 1 0 0. o f 0 0 0 0 1 0. 0 0 3 1 3 08:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 1 1 1 08:15 0 0 0 0 J 0 0 0 0 1 0 0 0 0 1 0 1 0 3 1 4 08:30 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 0 3 1 4 08:45 0 Q 0 -0' I 0 0 •0 0. ; 0 0 0 0 1 0 0 0 0 J 0 Hr Total 0 0 0 0 1 0 0 0 0 0 0 0 0] 0 2 0 7 1 9 * BREAK * 16:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 14 1 14 16:15 0 0 0 0 1 0 0 0 0] 0 0 0 0 j 0 1. 0 2 1 3 16: 3 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 1 1 1 16:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 0 0 1 1 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 2 0 17 1 19 17:00 0 0 0 0 j 0 0 0 0 1 0 0 0 0 1 0 1 0 1 1 2 -- 15 0 0 0 0 J 0 0 0 0 1 0 0 0 0 J 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 „: 4 5 0: '..0 0 0 1 0 0 0 0 1 .0 0 0 0 1 0 0 0 2 J 2 Hr Total 0 0 0 0! 0 0 0 0 j .0 0 0 0 1 0 1 0 3 1 4 *TOTAL* 0 0 0 0 1 0 0 0 0 J 0 0 0 0 0 5 0 30 1 35 in z L� v tZ Zo ( 4(oLL0 n ,1. Liu ?alibv\LixLo NW 22ND STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 22ST 3AV Page : 1 DRIVEWAY INN 22ND STREET INW 3RD AVENUE INW 22ND STREET From North (From East (From South 'From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right ! UTurn Left Thru Right 1 Total Date 05/12/15 --- - -- 07:00 0 0 0 1 1 0 1 1 0 I 0 2 0 3 1 0 0 3 0 1 11 07:15 0 1 0 2 I 0 2 2 0 I 0 1 0 6 1 0 0 3 5 1 22 07:30 0 0 1 3 1 0 2 7 0 I 0 7 0 4 1 10: 0 7 7 1 38 07:45 0 0 I 0 1 Q 2 4 0 1 P 3 0 7 1 0 0 4 8 1 29 Hr Total 0 1 2 6 1 0 7 14 0 0 13 0 20 0 0 17 20 J 100 08:00 0 1 0 0 1 0 2 2 o I 1 7 0 4 1 0 0 3 7 1 27 08:15 0 0 0 0 1 0 5 :8 0 1 0 6 0 3 1 0 0 8 a I 38 08:30 0 0 0 0 I 0 3 1 0 I 0 4 0 4 1 0 0 0 5 1 17 08:45 0 0 0 0 1 0 2 3 0 i 0 4. (1 5 1 0 0 4 3 1 21 Hr Total 0 1 0 0 1 0 12 14 0 1 1 21 0 16 1 0 0 15 23 103 . BREAK * 16:00 0 0 0 0 1 0 2 4 0 1 0 8 1 10 1 0 0 6 5 I 36 16:15 0 0 2 0 I 0 2 1 0 1 1 8 0 11 1 0 0 2 6 1 33 16:30 0 0 1 0 1 1 7 1 1 1 0 5 0 10 1 0 0 2 6 1 34 16145 0 0 0 .0 1 0 5 2 0 1 0 7 0 9 1 0 1 2 3 1 :5 Hr Total 0 0 3 0 1 1 16 8 1 1 1 28 1 40 0 1 12 20 1 132 17:00 0 0 1 0 1 0 6 3 0 1 0 8 0 18 1 0 0 2 4 1 42 —.15 0 0 0 0 I 0 3 4 0 1 1 10 1 13 1 0 0 1 3 I 36 ,0 0 0 0 0 I 4 4 7 0 1 0 3 1 8 I 0 0 1 4 1 28 ..,:45 0 0 1 0 1 0 3 2 0 1 0 B 0 9 1 0 0 3 8 1 34 Hr Total 0 0 2 0 1 0 16 16 0 I 1 29 2 48 1 0 0 7 19 1 140 *TOTAL* 0 2 7 6 1 1 51 52 1 1 3 91 3 124 1 0 1 51 82 1 475 NW 22ND STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. 22ST_3AV Page : 2 DRIVEWAY INW 22ND STREET INW 3RD AVENUE INW 22ND STREET I From North From East (From South !From West 1 I I 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 05/12/15 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/12/15 Peak start 07:30 1 07:30 07:30 I 07:30 Volume 0 1 2 3 1 0 11 21 0 1 1 23 0 18 ! 0 0 22 30 Percent 0% 17% 33% 50%. 1 0% 34% 66% 0% I 2% 55% 0% 43% I 0% 0% 42% 58% Pk total 6 I 32 I 42 ! 52 Highest 07:30 08:15 1 08:00 08:15 Volume 0 0 1 3 I 0 5 8 0 1 1 7 0 4 I 0 0 8 8 Hi total 4 1 13 1 12 16 PHF .38 1 .62 j .88 I .81 3 NW 22ND STREET 24 21 48 3 0 0 22 3 DRIVEWAY 2 1 - 6 2 22 52 30 30 0 1 100 6 • ALL VEHICLES Intersection Total 132 11 2 30 43 85 0 0 0 0 0 0 0 32 21 73 42 24 0 24 0 NW 3R9 AVENUE 1 L 0 21 11 41 11 NW 22ND STREET 1 22 18 NW 22ND STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED DRIVEWAY From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES INW 22ND STREET (From East INW 3RD AVENUE 'From South UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Date 05/12/15 Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:30 I 16:30 Volume 0 0 2 0 I 1 21 Percent 05 08 1005 0% I 3% 64% Pk total 2 33 Highest 16:30 1 16:30 Volume 0 0 1 0 I 1 7 Hi total 1 1 10 PHF .50 .82 NW 22ND STREET 31 10 0 41 1 1 7 0 0 7 24 16 16 0 65 Site Code 00150103 Start Date: 05/12/15 File I.D. 22ST 3AV Page : 3 INW 22ND STREET 'From West 1 Thru Right 1 UTurn Left Thru Right I Total 16:00 to 18:00 on 05/12/15 16:30 10 1 1 30 1 30% 3% I 1% 37% 1% 82 17:00 1 1 0 8 26 .79 DRIVEWAY 2 2 2 0 0 5 1 1 1 3 1 16:30 50 I 0 1 7 16 615 1 05 45 29% 67% 24 I 16:30 0 18 ALL VEHICLES Intersection Total 141 22 2 16 40 122 31 31 NW 3RD AVENUE 33 90 82 1 1 ) 50 50 0 8 .75 0 2 6 0 0 1 1 10 10 22 22 57 NW 22ND STREET 0 0 7 50 NW 22ND STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Site Code : 00150103 Start Date: 05/12/15 File I.D. : 22ST_3AV Page : 1 PEDESTRIANS & BIKES • DRIVEWAY (NW 22ND STREET INW 3RD AVENUE INW 22ND STREET From North 'From East 'From South IFrom West Left BIKES Right Peds y Left BIKES Right Peds Left BIKES Right Peda Left BIKES Right Peds ! Total Date 05/12/15 07:00 0 0 0 0 1 0 1 0 0 1 0 0 0 0 1 0 0 0 2 I 3 07:15 Q- 0 0 2 1 0 0 0 1 I 0 0 0 0 I 0 0 0 1 1. 4 07:30 0 0 0 1 I 0 0 0 0 1 0 3 0 0 1 0 0 0 1 1 5 07;45. 0 1 0 0 1 0 0 0 0 1 0 2 0 2 1 0 0 0 0 1 5 Hr Total 0 1 0 3 1 0 1 0 1 1 0 5 0 2) 0 0 0 4 1 17 08:00 0 0 0 0 1 0 0 0 0 0 1 0 0 1 0 0 0 0 1 1 08:15 0 0 0 11 0 0 0 1 0 1 0 1 1 0 0 0 0 1 4 08:30 0 0 0 0 1 0 0 0 0 0 0 0 2 y 0 1 0 .0 ) 3 08345 0 1 0 0 0 0 0 0 1 0 0 0 0 0: D 0 1 1 2 Hr Total 0 1 0 1 1 0 0 0 1 1 0 2 0 3 I 0 1 0 1 1 10 * BREAK * ----. .... 16:00 0 0 0 0 0 0 0 0 1 0 1 0 5 1 0 0 0 0 1 6 16:15 0 2 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 2 16:30 0 0 0 3 0 0 0 0 1 0 0 0 4 1 0 0 0 0 1 7 16:45 0 0 0 0 0 0 0 0 1 0 0 0 2 1 0 0 0 4[ 6 Hr Total 0 2 0 3 0 0 0 0 1 0 1 0 11 1 0 0 0 4 1 21 17:00 0 5 0 1 1 0 0 0 0 1 0 0 0 0 1 0 2 0 3 1 11 17 : 15 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 17:30 0 0 0 0 1 0 0 0 0 1 0 1 0 0 1 0 1 0 2 17:45 0 0 0 0 1 f7 0 0 11 0 0 P 0 1 0 0 0 2 1 3 Hr Total 0 5 0 1 1 0 0 0 1 1 0 1 0 0 1 0 3 0 7 1 18 *TOTAL* 0 9 0 0 1 0 1 0 3 I 0 9 0 16 1 0 4 0 16 ) 66 NW 22ND STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MINO-WILZEK NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. : 22ST 2AV Page : 1 NW 2ND AVENUE INW 2ND AVENUE INW 22ND STREET I From North (From East From South 'From West I 1 I I UTurn Left Thru Right 1 UTurn Left Thru Right 1. UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 05/12/15 07:00 0 0 35 2. I 0 0 0 0 1 0 0 32 0 1 0 4 0 1 74 07:15 0 0 63 2 1 0 0 0 0 1 0 2 34 0 1 0 6 0 3 I 110 07:30 0 0 52 6 1 0 0 0 0 1 0 1 29 0 1 0 9 0 5 1 102 07:45 0 0 74 3 I 0 0 0 0 1 0 2 45 _ 0 1 0 10 0 3 1 137 Hr Total 0 0 224 13 1 0 0 0 0 1 0 5 140 0 1 0 29 0 12 1 423 08:00 0 0 85 4 I 0 0 0 0 1 0 0 41 0 I 0 8 0 1 139 08:15 0 0 85 12 1 0 0 0 0 1 0 1 56 0 1 0 6 0 3 1 163 08:30 0 0 85 2 1 0 0 9 0 1 0 1 55 0 1 0 3 0 1 1 147 08:.45 0 0 90 3 1 0 0 0 0 I. 0 2 59 0 0 5 0 3 1 162 Hr Total 0 0 345 21 1 0 0 0 0 1 0 4 211 0 1 0 22 0 8 611 * SPEAK * 16:00 1 0 61 5 1 0 0 0 0 1 0 0 80 0 1 0 13 0 1 I 161 16:15 0 0 58 2 1 0 0 0 0 1 0 1 62 0 1 0 11 0 1 1 135 16:30 1 0 63 8 1 0 0 0 0 1 0 1 81 0 1 0 8 0 4 I 166 l6F45 0 0 43 9 0 0 0 0 1 0 1 79 0 1 0 10 0 2 1 144 Hr Total 2 0 225 24 I 0 0 0 0 1 0 3 302 0 1 0 42 0 8 1 606 17:00 0 0 56 7 I 0 0 0. 0 1 0 1 103 0 1 1 18 0 0 186 17:15 0 0 47 6 1 0 0 0 0 1 0 0 90 0 1 0 15 0 1 15' 17:30 0 0 61 11 1 0 0 0 0 1 0 2 82 0 0 7 0 2 16 17:45 0 0 50 1 1 0 0 0 •0 I 0 2 84 6 0 5 V 3 145 Hr Total 0 0 214 25 I 0 0 0 0 1 0 5 359 0 1 45 0 6 655 +TOTAL+ 2 0 1008 83 1 0 0 0 0 1 0 17 1012 0 I1 138 9 34 2295 i• NW 22ND STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MINO-WILZEK NOT SIGNALIZED NW 2ND AVENUE From North 'From East Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES INW 2ND AVENUE 'From South INW 22ND STREET 'From West Site Code : 00150103 Start Date: 05/12/15 File I.D. : 22ST 2AV Page 2 UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 05/12/15 -- Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/12/15 Peak start 08:00 08:00 08:00 08:00 Volume 0 0 345 21 0 0 0 0 i 0 4 211 0 1 0 22 0 8 Percent 08 08 948 68 08 08 08 08 08 28 988 08 08 73% 08 278 P Pk total 366 0 j 215 30 Highest 08:15 07:00 P 08:45 08:00 Volume 0 0 85 12 0 0 0 0 I 0 2 59 0( 0 8 0 1 Hi total 97 0 61 9 PHF .94 .0 .88 1 .83 NW 22ND STREET 4 0 21 25 22 22 0 8 0 30 8 0 NW 2ND AVENUE 345 345 366 55 0 0 599 22 211 0 233 • ALL VEHICLES Intersection Total 611 568 0 4 345 8 353 4 NW 2ND AVENUE 0 215 211 211 0 0 0 0 0 0 0 0 0 0 0 0 0 NW 22ND STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MINO-WILZEK NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 22ST 2AV Page : 3 NW 2ND AVENUE IINN 2ND AVENUE INW 22ND STREET From North 'From East 'From South 'From West 1 UTurn Left Thru Right ' UTurn Left Thru Right ' UTurn Left Thru Right 1 UTurn Left Thru Right Total Date 05/12/15 -- - Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 17:00 17:00 ' 17:00 17:00 Volume 0 0 214 25 I 0 0 0- 0' 0 5 359 0 1 1 45 0 6:I Percent 0% 0% 90% 108 0& 08 08 0% ' 08 1% 998 08 ' 28 878 08 12% Pk total 239 0 I 364 ' 52 Highest 17:30 07:00 1 17:00 ' 17:00 Volume 0 0 61 11 1 0 0 0 0 f 0 1 103 01 18 0 0 Hi total 72 I 0 I 104 19 PHF .83 1 .0 .88 I .68 • 0 25 0 25 I NW 22ND STREET 5 0 25 30 46 46 0 NW 2ND AVENUE 214 214 239 0 52 6 6 0 82 0 0 644 46 359 0 405 0 ALL VEHICLES Intersection Total 655 0 214 6 220 584 364 5 • 359 5 359 NW 2ND AVENUE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • 0 0 0 NW 22ND STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARCELLO MIND-WILZEK NOT SIGNALIZED NW 2ND AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES 'From East INW 2ND AVENUE (From South /NW 22ND STREET /From West Site Code : 00150103 Start Date: 05/12/15 File I.D. 22ST_2AV Page 1 Left BIKES Right Peds 1 Left BIKES Right Peds I Left BIKES Right Peds Left BIKES Right Peds Total Date 05/12/15 ----- -- •-- -•---• 07:00 0 0 0 1 1 0 0 0 0 1 0 0 0 0 1 0 1 0 3 1 5 07:15 0 0 0 1 1 0 0 0 0 1 0 0 0 0 1 0 1 0 0 1 2 07:30 0 0 0 21 0 0 0 1 J 0 0 0 0 1 0 0 0 4 1 7 07:45 0 0 0 0] 0 3. 0 11 0 0 0 0 I 0 3 0 2 1 9 Hr Total 0 0 0 4 1 0 3 0 2 1 0 0 0 0 1 0 5 0 9 1 23 08:00 0 0 0 0 1 0 3 0 3 1 0 0 0 0 1 0 2 0 4 1 12 08:15 0 0 0 0 1 0 1 0 0' 0 0 0 0 1 0 2 0 1 1 4 08:30 0 0 0 0 1 0 1 0 0 0 0 0 0 1 0 0 0 0 1 1 08:45 ❑ 0 0 0 1 0 1 '¢ _ 2. ; 0 0 0 0 0 2 0 1 1 6 Hr Total 0 0 0 0 0 6 0 5 1 0 0 0 0 0 6 0 6 1 23 * BREAK * 16:00 0 0 0 0 1 0 2 0 3 1 0. 0 0 0 1 0 6 0 6 1 17 16 : 15 0 0 0 2 1 0 0 0 0 0 0 0 0 1 0 1 0 8 1 11 16:30 0 0 0 0 1 0 2 0 1 1 0 0 0 0 1 0 3 0 8 1 14 16:45 0 0 0 2 1 0 0 0 0 1 0 1 0 0 1 0 0 0 2 1 5 Hr Total 0 0 0 4 1 0 4 0 4 1 0 1 0 0 1 0 10 0 24 1 47 17:00 0 3 0 0 1 0 0 0 .0 1 0 0 0 0 0 5 0 2 1 10 15 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 6 0 1 1 7 0 0 0 0 0 1 0 3 0 1 1 0 0 0 0 1 0 4 0 0 1 8 1 1: 45 0 0 .0 0 1 0 0 0 1 1- -0 0 0 0 1 0 1 a 3 9 Hr Total 0 3 0 0 J 0 3 0 4 1 0 0 0 0 1 0 18 0 6 34 *TOTAL* 0 3 0 8 1 0 16 0 15 1 0 1 0 0 1 0 39 0 45 1 127 L� (k'l ()ow. tFcocldc.. 11/4l6.1 ,Z,zo1S" k07,,w n Lis `a__\‘D r,a,Tho vLnT Syc�.��.4 NW 20TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 20ST 3AV Page : 1 NW 3RD AVENUE INW 20TH STREET INW 3RD AVENUE INW 20TH STREET From North (From East 'From South 'From West 1 I I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/12/15 - --- 07:00 0 0 2 4, 1 23 70 2 1 0 12 0 24 1 4 88 9 240 07:15 0 0 .6 3 0 36 88 0 1 0 6 10 22 , 0 1 83 10 269 07:30 0 5 5 5 1 30 95 1 f 0 11 7 22 0 4 103 11 300 07:45 0 2 8_ 7 1 2 37 108 1 I 0 8 6 26 1 0 9 110 9 333 Hr Total 0 7 21 19 4 128 361 4 I 0 39 23 94 1 18 384 39 1142 08:00 0 0 7 5 0 22 101 2. 0 10 5 26 1 0 4 121 9 312 08:15 0 1 6 10 1 2 31 94 3 1 0 12 6 31 1 0 5 108 5 1 314 08:30 0 0 5 10 I 1 19 94 4 1 0 8 3 27 1 1 4 124 7 307 08:45 0 2 1 8 1 0 34 01 1 j 0 6 3 26 i 0 8 93 9 1 272 Hr Total 0 3 19 33 3 106 370 10 1 0 36 17 110 1 1 21 446 30 1205 * BREAK * 16:00 0 1 0 2 0 10 113 2 0 20 12 35 0 9 84 9 297 16:15 0 2 7 8 0 25 129 5 0 16 8 34 0 8 111 8 361 16:30 0 1 7 3 1 14 102 1 0 22 7 47 0 18 88 11 1 322 16:45 0 1 1 6 1 .0 14 95 5 1 0 26 18 44 1 0 10 99 8 1 32.7 Hr Total 0 5 15 19 I 1 63 439 13 1 0 84 45 160 I 0 45 382 36 I 1307 17:00 0 2 4 4 1 0 17 169 5 1 0 41 15 47 1 0 9 103 7 1 423 -15 0 0 3 4 1 0 19 91 5 1 0 38 19 53 1 0 10 99 4 1 345 f0 0 1 3 7 0 28 119 2 0 30 8 37 1 0 14 110 6 365 1.i45 0 1 6 10 1 0 19 99 7 1 0 21 11 46 1 0 12 93 8 1 333 Hr Total 0 4 16 25 1 0 83 478 19 1 0 130 53 183 1 0 45 405 25 1 1466 *TOTAL* 0 19 71 96 1 8 380 1648 46 0 289 138 547 1 2 129 1617 130 1 5120 NW 20TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 20ST 3AV Page : 2 NW 3RD AVENUE INW 20TH STREET 'NW 3RD AVENUE INW 20TH STREET From North 'From East 'From South IFrom West UTurn Left Thru Right 1 UTurn Left Thru Right ' UTurn Left Thru Right UTurn Left Thru Right Total Date 05/12/15 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/12/15 Peak start 07:45 07:45 1 07:45 Volume 0 3 26 32 5 109 397 10 1 0 38 20 110 Percent 0% 5% 43% 52% 1% 21% 76% 2% 1 0% 23% 12% 65% Pk total 61 521 168 Highest 07:45 d 07:45 08:15 Volume 0 2 8 7 i 2 37 108 0 12 6 31 Hi total 17 ' 148 49 PHF .90 .88 .86 • 0 • 32 0 NW 2OTH STREET 38 397 467 32 23 23 463 NW 3RD AVENUE 26 32 26 463 516 30 30 0 1 983 61 114 • ALL VEHICLES 23 20 10 07:45 1 22 463 30 0% 4% 90% 6% 516 08:30 1 4 124 7 136 .95 53 0 1,097 Intersection Total 1,266 338 0 10 10 521 397 168 114 38 20 26 30 170 38 20 NW 3RD AVENUE 1 397 114 114 3 576 463 110 NW 2OTH STREET NW 20TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I,D. 20ST 3AV Page : 3 NW 3RD AVENUE INW 2OTH STREET INW 3RD AVENUE INW 20TH STREET From North 'From East 'From South 'From West I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right Date 05/12/15 _ - -- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 17:00 17:00 17:00 I 17:00 Volume 0 4 16 25 ) 0 83 478 19 f 0 130 53 183 1 0 45 405 25 1 Percent 0% 9% 36% 56% 0% 14% 82% 3% I 0% 36% 14% 50% 1 0% 9% 85% 51, Pk total 45 580 I 366 € 475 Highest 17:45 17:00 I 17:15 I 17:30 Volume 0 1 6 10 0 17 169 5 0 38 19 53 0 14 110 6 Hi total 17 191 110 130 PHF .66 .76 .83 .91 NW 2OTH STREET 130 478 633 25 45 45 405 405 475 25 25 1 NW 3RD AVENUE 25 16 4 25 16 4 45 J 162 - ALL VEHICLES 1,108 45 53 19 117 0 1,172 Intersection Total 1,466 490 Total 0 19 19 580 478 366 83 130 53 16 25 124 130 53 NW 3Rfl AVENUE 478 83 83 4 592 405 183 NW 2OTH STREET 183 0 183 0 NW 20TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/12/15 File I.D, : 20ST 3AV Page : 1 NW 3RD AVENUE INW 20TH STREET INW 3RD AVENUE INW 20TH STREET I From North From East 'From South From West 1 1 Left BIKES Right Peds Left BIKES Right Peds I Left BIKES Right Peds 1 Left BIKES Right Pede I Total Date 05/12/15 07:00 0 2 0 7 1 0 1 0 2 f 0 2 0 2 J 0 0 0 6 1 22 07:15 0 0 0 2 1 0 0 0 3 1 0 1 0 0 1 0 0 0 5 1 11 07:30 0 0 0 8 1 0 0 0 2 1 0 0 0 5 1 0 0 0 7 1 22 07:45 0 0 0 6 1 0 0 0 3 0 0 0 5 1 0 0 0 4 1 18 Hr Total 0 2 0 23 0 1 0 10 1 0 3 0 12 1 0 0 0 22 1 73 08:00 0 0 0 6 1 0 0 0 2 1 0 0 0 14 1 0 1 0 5 1 28 08:15 0 0 0 12 1 0 0 0 2 1 0 0 0 10 1 0 0 0 5 1 29 08:30 0 1 0 3 1 0 0 0 0 1 0 0 0 1 1 0 2 0 3 1 8 08145. 0 0 0 7 1 0 0 0 0 I 0 1 0 3 1 0 0 0 3 14 Hr Total 0 1 0 28 1 0 0 0 4 1 0 1 0 28 1 0 3 0 14 1 79 * BREAK * 16:00 0 0 0 13 0 1 0 1 I 0 1 0 11 1 0 1 0 8 1 36 16:15 0 2 0 4 1 0 0 0 3 1 0 0 0 2 1 0 0 0 2 1 13 16:30 0 1 0 4 P 0 0 0 3 1 0 0 0 12 1 0 0 0 2 1 22 16:45 0 0 0 7) 0 0 0 1 0 1 0 7 1 0 0 0 5 J 21 Hr Total 0 3 0 28 1 0 I 0 8 0 2 0 32 1 0 1 0 17 1 92 17:00 0 3 0 16 1 0 0 2 0 1 0 20 1 0 1 0 6 1 50 17:15 0 0 0 13 1 0 0 2 1 0 1 0 10 1 0 1 0 2 1 3' 17:30 0 1 0 12 1 0 0 0 3 1 0 1 0 4 1 0 0 0 2 1 2 17145 0 1 0 1 0 0 0 0 1 0 2 0 12 1 0 2 0 1 1 19 Hr Total 0 5 0 42 0 2 0 7 1 0 5 0 46 1 0 4 0 11 1 122 *TOTAL* 0 11 0 121 0 4 0 29 1 0 11 0 118 1 0 8 0 64 1 366 i r� Rlb3‘)Ci, Flif)r8CL, Vkel,/ ti.12.01ST c�ra�n b.6 Ltdt-Cc VOIDY11-61-0 5,5 no..i.z-ed fiLto NW 20TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED WITH STOP NW 2ND AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES INW 20TH STREET (From East INW 2ND AVENUE (From South INW 20TH STREET From West Site Code 00150103 Start Date: 05/12/15 File I.D. 20ST 2AV Page 1 UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left. Thru Right 1 Total Date 05/12/15 -- - — - - ----- - .._ 07:00 0 10 0 31 { 0 0 65 9 0 0 0 1 1 0 27 B5 1 1 229 07:15 0 13 1 51 0 0 75 7 0 1 0 1 1 0 23 82 1 255 07:30 0 23 2 38 1 0 0 92 6 1 0 0 0 1 0 20 95 3 1 280 07:•15 0 31 2 62 1 0 0 98 71 1 0 0 1 0 1 1S` 29 114 1 1 349 Hr Total 0 77 5 182 1 0 0 330 33 1 0 1 1 3 1 0 99 376 6 1 1113 08:00 0 26 4 55 1 0 0 78 8 1 0 0 0 1 0 30 121 1 324 08:15 0 40 1 54 0 1 76 14 1 0 2 0 1 1 0 37 101 2 329 08:30 0 36 0 46 1 0 1 77 13 1 0 0 0 3 0 31 117 2 326 018:45 0 42 2 53 1 0 0 _ 68 15 1 0 B 0 1 J 0 37 02 1 1 301 Hr Total 0 144 7 208 0 2 299 50 . 0 2 0 6 1 0 135 421 6 1 1280 * BREAK * 16:00 0 29 2 27 { 0 1 100 33 0 0 1 2 0 33 85 1 1 314 16:15 0 24 2 36 1 0 1 120 25 1 0 0 1 1 1 0 32 103 3 1 348 16:30 0 38 0 40 0 0 81 27 1 0 2 5 1 1 0 40 103 1 1 338 16:45 0 16 0 35 1 0 1 92 24. 1 0 2 0 2 1 0 47 98 2 1 319 Hr Total 0 107 4 138 0 3 393 109 1 0 4 7 6 0 152 389 7 1 1319 17:00 0 19 0 41 0 0 153 40 1 0 2 1 2 1 1 32 105 3 399 17:15 0 20 0 34 0 0 89 34 1 0 0 3 0 1 0 41 107 1 1 32' 17:30 0 24 0 29 1 0 1 113 28 1 0 1 0 1 1 0 36 117 3 1 35 17:45 0 16 0 36 1 0 3 81 26 1 0 0 1 1 1 0 49 88 2 303 Hr Total 0 79 0 140 0 4 436 128 0 3 5 4 1 15B 417 9 1 1384 *TOTAL* 0 407 16 668 0 9 1458 320 1 0 10 13 19 1 544 1603 28 1 5096 NW 20TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED WITH STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. 20ST 2AV Page : 2 NW 2ND AVENUE INW 20TH STREET NNW 2ND AVENUE 1NW 20TH STREET From North (From East (From South 'From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 05/12/15 - - - --- - - _ Peak Hour Analysis By Entire Intersection for the Period: 07:00 tO 09:00 on 05/12/15 Peak start. 07:45 07:45 1 07:45 07:45 Volume 0 133 7 217 0 2 329 46 0 2 1 5 1 0 127 453 6 Percent 0S 37% 2% 61% 0% 1% 87% 12% f 0% 25% 12% 62* + 04 22% 77& 1% 1 Pk total 357 377 8 586 Highest 07:45 07:45 , 06:15 1 08:00 Volume 0 31 2 62 0 0 98 11 0 2 0 1 1 0 30 121 1 Hi total 95 109 3 152 PHF .94 .86 .67 .96 0 • 217 0 217 NW 20TH STREET 2 329 548 217 127 127 453 NW 2ND AVENUE 7 7 357 453 586 6 6 1 1,134 133 133 531 127 1 46 174 J ALL VEHICLES Intersection Total 1,328 0 0 2 7 6 15 23 2 2 NW 2ND AVENUE 46 968 8 46 329 377 329 2 2 133 591 453 5 NW 20TH STREET 0 0 NW 20TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED WITH STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 20ST 2AV Page : 3 NW 2ND AVENUE INW 20TH STREET INW 2ND AVENUE INW 20TH STREET I From North 'From East IFrom South From West I I l I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/12/15 -- - Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 16:15 16:15 1 16:15 I 16:15 Volume 0 97 2 152 0 2 446 116 1 0 6 7 6 1 1 151 409 9 Percent 01 39% 18 61% 0% 0% 79% 21% 1 0% 32% 37% 32% I 01 26% 72% 2% Pk total 251 I 564 1 19 I 570 Highest 16:30 17:00 I 16:30 I 16:45 Volume 0 38 0 40 I 0 0 153 40 I 0 2 5 1 I 0 47 98 2 1 Hi total 78 193 8 I 147 PHF .80 .73 .59 I .97 • 0 - 152 0 152 NIMII NW 20TH STREET 6 446 604 152 • 152 152 409 NW 2ND AVENUE 2 97 2 97 251 526 409 570 9 9 0 1,174 152 7 116 275 • ALL VEHICLES 1,076 Intersection Total 1,404 32 6 6 2 2 9 13 NW 2ND AVENUE 0 0 116 116 564 446 19 446 2 2 97 512 409 6 NW 20TH STREET NW 20TH STREET & NW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ SIGNALIZED WITH STOP Traffic Survey Specialists, Inc_ 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/12/15 File I.D. : 2OST 2AV Page 1 NW 2ND AVENUE INW 20TH STREET INW 2ND AVENUE INW 20TH STREET 1 From North 'From East 'From South (From West I I I I I Left BIKES Right Peds I Left BIKES Right Peds I Left BIKES Right Peds I Left BIKES Right Peds I Total Date 05/12/15 07:00 0 0 0 9 I 0 1 0 3 0 2 0 0 1 0 1 0 0 16 07:15 0 0 0 6 0 0 0 4 0 1 0 0 1 0 0 0 1 12 07:30 0 0 0 6 1 0 0 0 2 0 3 0 1 1 0 1 0 1 14 07:45 0 2 43 2- I. 0 2 0 1 0 0 0 5 1 0 0 0 3, 15 Hr Total 0 2 0 23 1 0 3 0 10 0 6 0 6 1 0 2 0 5 57 08:00 0 0 0 3 1 0 0 0 2 1 0 1 0 2 1 0 1 0 5 14 08:15 0 0 0 5 1 0 0 0 0 I 0 0 0 2 1 0 0 0 1 B 08:30 0 0 0 6 0 0 0 0 1 0 0 0 0 1 0 1 0 0 7 08:45 0 1 0 7. I 0 0 0 1 1 0 0 0 4 1 0 1 0 1 1$ Hr Total 0 1 0 21 1 0 0 0 3 1 0 1 0 8 1 0 3 0 7 44 * BREAK * 16:00 0 0 0 7 I 0 0 0 0 0. 2 0 12 1 0 0 0 0 1 21 16:15 0 0 0 11 1 0 1 0 1 0 4 0 4 1 0 0 0 1 1 22 16:30 0 5 0 17 1 0 0 0 1 0 8 0 5 1 0 1 0 2 1 39 16:45 0 : 0 21 I 0 0 0 1 0 1 0 3.3,1 0_ 2 0 0 1 38 Hr Total 0 5 0 58 I 0 1 0 3 0 15 0 32 1 0 3 0 3 1 120 17:00 0 .. 0 31 1 0 1 0 0 0 2 0 20 1 0 0 0 2 1 58 —.15 0 1 0 20 1 0 0 0 0 0 3 0 7 1 0 1 0 1 j 33 0 0 0 17 1 0 0 0 1 0 1 0 4 1 0 1 0 2 1 31 .,,:45 0 0 0 7 1 0 0 0 0. 0 2 0 7 1 0 1 0 5 1 22 Hr Total 0 8 0 75 I 0 1 0 1 I 0 8 .0 38 1 0 3 0 10 1 144 *TOTAL* 0 16 0 177 0 5 0 17 1 0 30 0 84 I 0 11 0 25 I 365 3 2 R_()1;dcu IJAti cia..v.)n 10(6'. B10 AL� rt � 5� p NW 20TH STREET & NW 1ST PLACE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 20ST 1PL Page : 1 NW 1ST PLACE INW 20TH STREET NW 1ST PLACE INW 20TH STREET I From North 'From East From South 'From West I I I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 05/12/15 ------------- — - - 07:00 0 0 0 0 I 0 0 68 1 0 6 0 4 1 0 1 96 0 I 176 07:15 0 0 0 0 I 0 0 79 1 0 3 2 40 1 93 0 1 183 07:30 0 0 0 0 I 0 0 92 0 0 6 1 6' 0 0 117 0 I 222 07:45 0 0 0 0) 0 0 101 3, 0 7 1 6 1 0 0 140 0' 258 Hr Total 0 0 0 0 1 0 0 340 5. 0 22 4 20 1 0 2 446 0 1 839 08:00 0 0 0 0 I 0 0 83 0 0 3 2 4 I 0 0 158 0 I 250 08:15 0 0 0 0 I 0 0 85 3 0 8 0 3 I 0 0 143 0 I 242 08:30 0 0 0 0 I 0 0 85 1 0 5 2 5 1 0 0 152 0 I 250 08:45 0 0 0 O I 0 0 78 0 0 6 2 2 1 U t 126 0 1 215 Hr Total 0 0 0 0 1 0 0 331 4 0 22 6 14 I 0 I. 579 0 I 957 * BREAK * 16:00 0 0 0 0 I 0 0 115 4 I 0 20 3 7 1 0 .0 115 0 I 264 16:15 0 0 0 0 1 1 0 122 1 I 0 23 4 8 1 0 4 124 0 1 287 16:30 0 0 0 0 I 0 0 91 2 0 16 4 7 1 0 3 137 0 I 260 16:45 0 0 0 0 1 0 0 103 2; 0 14 6 G 1 0_ I 117 0 1 249 Hr Total 0 0 0 0 1 1 0 431 9 0 73 17 28 1 0 8 493 0 1 1060 17:00 0 0 0 0-1 0 0 162 1 0 27 10 8 1 0 0 129 0 1 337 "15 0 0 0 0 I 0 0 96 4 0 22 6 5 1 0 1 119 0 1 253 0 0 0 0 0 1 0 0 127 2 0 15 7 10 I 0 2 142 0 1 305 ,.:45 0 0 0 0 1 0 0 301 4 0 9 6 10 I 0 0 105 0 I 235 Hr Total 0 0 0 0 1 0 0 486 11 ' 0 73 29 33 I 0 3 495 0 I 1130 *TOTAL* 0 0 0 0 I 1 0 1588 29 1 0 190 56 95 i 0 14 2013 0 1 3986 NW 20TH STREET & NW 1ST PLACE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 20ST 1PL Page 2 NW 1ST PLACE NNW 20TH STREET INW 1ST PLACE INW 20TH STREET I From North 'From East (From South IFrom West 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left ThrU Right UTurn Left Thru Right Total Date 05/12/15 -- ----- ----- _ _ _ Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/12/15 Peak start 07:45 07:45 07:45 07:45 Volume 0 0 0 0 0 0 354 7 0 23 5 18 0 0 593 0 Percent 01 01 01 0% 1 01 01 98% 28 0% 50% 11% 39% 1 0% 0% 100% 0% Pk total 0 1 361 46 1 593 Highest 07:00 07:45 07,45 08:00 Volume 0 0 0 0 I 0 0 101 3 1 0 7 1 6 1 0 0 158 0 Hi total 0 104 14 158 PHF .0 .87 1 .82 94 NW 20TH STREET 23 354 377 0 0 0 593 0 0 L NW 1ST PLACE 0 0 0 593 593 0 0 0 0 1 970 12 ALL VEHICLES Intersection Total 1,000 46 0 5 7 361 972 46 0 23 5 0 0 0 23 5 NW 1ST PLACE 0 354 354 0 0 0 611 593 18 NW 20TH STREET 18 0 18 0 NW 20TH STREET & NW 1ST PLACE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ SIGNALIZED NW 1ST PLACE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 INW 20TH STREET (From East ALL VEHICLES NW 1ST PLACE (From South Site Code : 00150103 Start Date: 05/12/15 File I.D. 20ST 1PL Page I INW 20TH STREET (From West UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 05/12/15 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 16:45 16:45 16:45 16:45 Volume 0 0 0 0 0 0 488 9 1 0 78 29 29 I 0 4 507 0 Percent 0% 0% 0% 0% 0% 0% 98% 2% I 0% 57% 21% 21% I 0% 1% 99% 0% Pk total 0 1 497 I 136 1 511 Highest 07:00 1 17:00 17:00 1 17:30 Volume 0 0 0 0 1 0 0 162 1 0 27 10 8 1 0 2 142 0 Hi total 0 1 163 45 1 144 0 76 .76 1 .89 PHF NW 20TH STREET 78 488 566 0 4 4 507 0 0 NW 1ST PLACE 0 0 0 0 0 J 42 507 511 0 0 0 1 1,077 4 29 9 42 0 ALL VEHICLES 1,033 Intersection Total 1,144 -6 0 9 9 497 488 136 0 ' 78 • 29 0 0 0 78 29 NW 1ST PLACE 488 0 0 0 536 507 29 NW 20TH STREET NW 20TH STREET & NW 1ST PLACE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS & BIKES Site Code : 00150103 Start Date: 05/12/15 File I.D. 20ST 1PL Page : 1 NW 1ST PLACE INW 20TH STREET INW 1ST PLACE INW 20TH STREET I From North 'From East 'From South (From West 1 1 1 I Left BIKES Right Peds I Left BIKES Right Peds 1 Left BIKES Right Peds 1 Left BIKES Right Peds 1 Total Date 05/12/15 - - -- --- - 07:00 0 0 0 7 I 0- 0 0 0 1 0 4 0 0 1 0 0 0 0 11. 07:15 0 0 0 7 I 0 0 0 0 1 0 1 0 2 1 0 0 0 0 10 07:30 0 0 0 8 1 0 0 0 0 1 0 3 0 2 1 0 0 0 0 13 67:45 0 2 0 5 1 0 0 0 0 1 O 0 0 B) 0 0 G 3 14 Hr Total 0 2 0 27 J 0 0 0 0 1 0 8 0 10 1 0 0 0 1 48 08:00 0 2 0 7 1 0 0 0 0 1 0 1 0 4 1 0 0 0 0 14 08:15 0 0 0 5 1 0 0 0 0 I 0 0 0 4 1 0 0 0 0 9 08:30 0 3 0 4 1 0 2 0 1 1 0 0 0 0 1 0 0 0 0 10 08:45 0 0 -0 6 1 0 0: .0 1 ). 0 1 0 6 1 0 0 0 0 12 Hr Total 0 5 0 22 1 0 2 0 2 1 0 2 0 12 1 0 0 0 0 45 * BREAK * 16:00 0 1 0 13 1 0 0 0 1 0 1. 0 11 1 0 1 0 2 1 32 16:15 0 1 0 14 1. 0 0 0 1 1 0 1 0 4 1 0 0 0 0 1 21 16:30 U 6 0 18 1 0 0 0 2 1 0 5 0 5 1 0 0 0 1 37 16:45 0 0 0 29 J 0 0 .0 3: i 0 3 0 12 ) 0 0 0 0 1 47 Hr Total 0 8 0 74 1 0 0 0 9 1 0 10 0 32 1 0 1 0 3 1 137 17:00 0 4 0 34 1 0 0 0 0 1 0 0 0 13 1 0 0 0 3 1 54 17:15 0 3 0 27 1 0 1 0 2 1 0 1 0 7 1 0 0 0 2 1 4' 17:30 0 2 0 20 1 0 0 0 2 1 0 2 0 5 1 0 0 0 0 17:45 0 I 0 8 1 0 0 0 2 J 4. 2 0 9 J 0 1 0 0 1 23 Hr Total 0 10 0 89 0 1 0 6 1 0 5 0 34 1 0 I 0 5 J 151 *TOTAL* 0 25 0 212 1 0 3 0 17 1 0 25 0 88 1 0 2 0 9 1 381 el'AJ\n i 1 �1 Lk/J(1/4s b Ke- sine I.)l.02-OST Riuk( ‘t_o r:acL, 2 120 Job-LAA Lu,C S ?cal iu.i, vl o S; 6 na14,-ze NE/NW 20TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I,D. 20STMIAM Page : 1 N MIAMI AVENUE ;NE 20TH STREET IN MIAMI AVENUE INN 20TH STREET From North From East 'From South From West I UTurn Left Thru Right G UTurn Left Thru Right I UTurn Left Thru Right ( UTurn Left Thru Right I Total Date 05/12/15 - ---. 07:00 0 23 82 16 0 4 40 14 I 0 0 15 1 1 0 18 57 18 ( 288 07:15 0 28 107 26 0 3 48 17 I 0 4 9 0 0 9 52 17 ( 320 07:30 0 26 140 22 0 3 65 18 1 0 1 16 5 I 0 21 62 44 I 423 07:45 0 39 237 28- 0 3 B2 26 I 0 0 _ 25. 3 0 16 70 33_ J 560 Hr Total 0 116 566 92 I 0 13 235 75 ( 0 5 65 9 I 0 64 241 110 1 1591 08:00 0 47 221 24 p 10 54 38 I 0 1, 33 6 1 0 21 76 41 ) 572 08:15 0 42 257 15 0 3 70 39 I 0 2 51 5 0 18 67 47 I 616 08:30 0 30 232 16 0 10 66 38 I 0 0 38 1 0 17 73 52 ( 573 08:45 0 38 263 22 0 10 65 36 1 0 0 37 2 1 0 20 60 3H 1 591 Hr Total 0 157 973 77 I 0 33 255 151 I 0 3 159 14 1 0 76 276 178 1 2352 • 6lRTAX • 16:00 0 29 69 15 1 0 3 81 36 I 0 3 91 4 0 22 61 32 ( 446 16:15 0 23 62 29 r 0 3 72 45 1 0. 2 120 2 0 26 71 26 ( 481 16:30 0 24 73 21 ( 0 1 53 37 1 0 1 149 4 0 23 60 31 I 477 16,:.45 0 25 70 14 1 4 72 39 1 0 2. 132 _ 5 0 27 81 26 1 498 Hr Total 0 101 274 79 ( 7. 11 278 157 ( 0 8 492 15 0 98 273 115 I 7902 17:00 0 27 83 20 I 0 2 98 60 ( 0 7 127 3 I 0 27 72 14 ( 548 17:15 0 31 76 19 1 0 3 66 35 0 2 142 6 0 29 64 16 ( 48' 17:30 0 35 66 23 6 0 0 76 35 1 0 5 184 3 I 0 30 77 24 ( 55 17:45 0 34 64 2C 1 0 3 67 43 I 0 2 142 7 1 0 21 71 26 J 500 Hr Total 0 127 289 90 ( 0 8 307 173 ( 0 16 595 19 1 0 107 284 80 I 2095 *TOTAL* 0 501 2102 338 1 1 65 1075 556 I 0 32 1311 57 ( 0 345 1074 483 I 7940 NE/NW 20TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ STGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00150103 Start Date: 05/12/15 File I.D. 20STMIAM Page 2 N MIAMI AVENUE INE 20TH STREET IN MIAMI AVENUE INN 20TH STREET From North (From East (From South !From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 05/12/15 - -- Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 05/12/15 Peak start 08:00 08:00 08:00 08:00 Volume 0 157 973 77 0 33 255 151 0 3: 159 14 1 0 76 276 178 Percent 0% 13% 81% 6% 0% 8% 58% 34% 0% 2% 90% 8% 1 0% 14% 52% 34% 1 Pk total 1207 439 176 f 530 Highest 08:45 08:30 08:15 08:30 Volume 0 38 263 22 1 0 10 66 38 0 2 51 5 i 0 17 73 52 Hi total 323 ` 114 58 1 142 PHF .93 .96 .76 h .93 N MIAMI AVENUE • 0 • 77 973 0 i NW 20TH STREET 3 255 335 77 76 76 276 77 973 1,207 276 530 178 178 0 1 865 157 157 76 159 151 386 1,593 . 151 ALL VEHICLES Intersection Total 2,352 33 973 178 1,184 1,360 3 3 N MIAMI AVENUE 0 0 886 176 • 159 159 151 255 439 255 33 33 157 447 276 14 NE 20TH STREET NE/NW 20TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ SIGNALIZED Traffic Survey Specialists, Inc_ 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00150103 Start Date: 05/12/15 File I.D. 20STMIAM Page : 3 N MIAMI AVENUE INE 20TH STREET IN MIAMI AVENUE 1NW 20TH STREET From North (From East (From South (From West UTurn Left Thru Right I UTurn Left Thru Right [ UTurn Left Thru Right UTurn Left Thru Right I Total Date 05/12/15 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 05/12/15 Peak start 17:00 17:00 I 17:00 1 17:00 Volume 0 127 289 90 0 8 307 173 I 0 16 595 19 ' 0 107 284 80 Percent 0% 25% 571( 18% 0% 2% 63% 35% 0% 3% 94% 3% I 0% 23% 60% 17% Pk total 506 488 630 471 Highest 17:00 j 17:00 ) 17:30 A 17:30 Volume 0 27 83 28 ' 0 2 98 60 I 0 5 184 3. j 0 30 77 24 Hi total 138 I 160 192 131 PHF .92 .76 .82 .90 N MIAMI AVENUE • 0 90 289 127 0 90 289 127 506 - --t 1,381 NW 20TH STREET 16 307 413 90 107 107 284 80 284 471 80 0 884 107 595 173 875 ALL VEHICLES Intersection Total 2,095 8 289 80 377 1,007 16 16 N MIAMI AVENUE 918 0 0 173 488 307 630 595 595 r 173 307 8 8 127 430 284 19 NE 20TH STREET 19 0 19 0 NE/NW 20TH STREET & N MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ROLANDO MARTINEZ SIGNALIZED N MIAMI AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 INE 20TH STREET !From East PEDESTRIANS & BIKES IN MIAMI AVENUE !From South I NW 20TH STREET From West Site Code : 00150103 Start Date: 05/12/15 File I.D. 20STMIAM Page 1 Left BIKES Right Peds 1 Left BIKES Right Peds 1 Left BIKES Right Peds 1 Left BIKES Right Peds [ Total Date 05/12/15 — - - - 07:00 0 0 0 0 I 0 0 0 0 1 0 2 0 0! 0 0 0 0 1 2 07:15 0 0 0 0 I 0 0 0 1 I 0 0 0 4 1 0 1 0 2 1 8 07:30 0 0 0 2 I 0 1 0. 0 1 0 1 0 2 I 0 0 0 0 1 6 07:45 0 1 0 4 1 0 0 0 0 f 0 0 0 4 1 0 0 0 0) 9 Hr Total 0 1 0 6. I 0 1 0 1 1 0 3 0 10 1 0 1 0 2 1 25 08:00 0 2 0 1 I 0 0 0 0 1 0 0 0 4 I 0 0 0 0 7 08:15 0 0 0 o I 0 0 0 0! 0 0 0 1 I 0 0 0 2 3 08:30 0 0 0 1 1 0 0 0 0 I 0 0 0 0 I 0 0 0 0! 1 69:45 0 n 0 1 1 0 0 0 0 1 0 0 0 2! n 1 0 o f 4 Hr Total 0- 2 0 3 1 0 0 0 0 1 0 0 0 7 1 0 1 0 2 1 15 • BREAK * 16:00 0 1 0 4 I 0 1 0 3 1 0 L 0 2 1 0 1 0 1 1 14 16:15 0 0 0 3 1 0 1 0 0 1 0 2 0 3 1 0 1 0 0 1 10 16:30 0 1 0 2 1 0 2 0 5 1 0 5 0 0 1 0 1 0 0 1 16 16:45 0 0 0 4 1 0 0 0 2 1 0 0 0 1! 0 0 0 1 I 8 Hr Total 0 2 0 13 1 0 4 0 10 1 0 8 0 6 1 0 3 0 2 1 48 17:00 0 0 0 0 1 0 2 0 21 0 I 0 2 1 0 1 0 2! 10 15 0 0 0 B 1 0 2 0 2! 0 2 0 4 I 0 2 0 0! 20 ,0 0 0 0 2 1 0 0 0 1! 0 1 0 1 I 0 0 0 2 11 7 i 1 :45 0 1 0 4! 0 1 0 0 i 0 1 0 4 1 0 0 0 3 1 Ig Hr Total 0 1 0 14 1 0 5 0 5 I 0 5 0 11 1 0 3 D 7 1 51 •TOTAL* 0 6 0 36 I 0 10 0 16 ! 0 16 0 34 I 0 8 0 13 1 139 zr Lk 7 l\IV ck.u:k l Z 20 l 5- Ja-wiA h(i'. .S PoiiMo Peak Season Factor Category Report 2 3 4 5 6 * 7 * 8 * 9 *10 *11 *12 *13 *14 *15 *16 *17 *18 *19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 2013 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8700 MIAMI-DADE NORTH WEEK DATES SF MOCF: 0.97 PSCF 1 01/01/2013 01/06/2013 01/13/2013 01/20/2013 01/27/2013 02/03/2013 02/10/2013 02/17/2013 02/24/2013 03/03/2013 03/10/2013 03/17/2013 03/24/2013 03/31/2013 04/07/2013 04/14/2013 04/21/2013 04/28/2013 05/05/2013 05 12/2013 QT 2/2013 05 26f20I3 06/02/2013 06/09/2013 06/16/2013 06/23/2013 06/30/2013 07/07/2013 07/14/2013 07/21/2013 07/28/2013 08/04/2013 08/11/2013 08/18/2013 08/25/2013 09/01/2013 09/08/2013 09/15/2013 09/22/2013 09/29/2013 10/06/2013 10/13/2013 10/20/2013 10/27/2013 11/03/2013 11/10/2013 11/17/2013 11/24/2013 12/01/2013 12/08/2013 12/15/2013 12/22/2013 12/29/2013 * PEAK SEASON 01/05/2013 1.03 1.06 01/12/2013 1.03 1.06 01/19/2013 1.03 1.06 01/26/2013 1.01 1.04 02/02/2013 1.00 1.03 02/09/2013 0.99 1.02 02/16/2013 0.97 1.00 02/23/2013 0.96 0.99 03/02/2013 0.96 0.99 03/09/2013 0.96 0.99 03/16/2013 0.96 0.99 03/23/2013 0.97 1.00 03/30/2013 0.97 1.00 04/06/2013 0.97 1.00 04/13/2013 0.98 1.01 04/20/2013 0,98 1.01 04/27/2013 0.98 1.01 05/04/2013 0.99 1.02 05/11/2013 0.99 1.02 05/18 2013 1.00 1.03 05,4,25(2013 71,0Q 1. 03A 06//01JJ2013 1.00 1.03 06/08/2013 1.01 1.04 06/15/2013 1.01 1.04 06/22/2013 1.02 1.05 06/29/2013 1.02 1.05 07/06/2013 1.03 1.06 07/13/2013 1.04 1.07 07/20/2013 1.05 1.08 07/27/2013 1.04 1.07 08/03/2013 1.03 1.06 08/10/2013 1.03 1.06 08/17/2013 1.02 1.05 08/24/2013 1.02 1.05 08/31/2013 1.02 1.05 09/07/2013 1.02 1.05 09/14/2013 1.02 1.05 09/21/2013 1.02 1.05 09/28/2013 1.02 1.05 10/05/2013 1.01 1.04 10/12/2013 1.01 1.04 10/19/2013 1.01 1.04 10/26/2013 1.01 1.04 11/02/2013 1.01 1.04 11/09/2013 1.01 1.04 11/16/2013 1.01 1.04 11/23/2013 1.02 1.05 11/30/2013 1.02 1.05 12/07/2013 1.02 1.05 12/14/2013 1.02 1.05 12/21/2013 1.03 1.06 12/28/2013 1.03 1.06 12/31/2013 1.03 1.06 18-FEB-2014 08:46:31 830UPD 6 8700 PKSEASON.TXT Signal Timing Print Date: 4/18/2015 TOD Schedule Report for 2393: N Miami Av&N 20 St Print Time: 2:02 AM TOD TOD Asset Intersection Schedule Op Mode Plan # Cycle Offset ettin 2393 N Miami Av&N 20 St DOW-7 N/A 0 0 N/A SDlits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 EBT - SBT WBT - 0 0 0 0 0 0 0 0 h Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank I 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1- 0- 0-0 0-0- 0 D-0_0 0- 0- 0 0-0- 0 0- 0- 0 0 0 2 EBT 7 - 7- 7 10-10 -10 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 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 30 - 30 40 - 40 - 40 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 WBT 7 - 7 - 7 10 - 10 =10 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 - 7 - 7 - 7 10= 10 - 10 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 30 - 30 40 - 40 - 40 4 2 3 Current Cycle I 2 - EBT Green Time 6 WBT 7 8 Ring Offset Offset 3 4 - SOT 5 - TOD Schedule Plan 1 _ 90 0 53 0 25 0 53 - 0 _ 25 0 14 2 90 0 60 0 18 0 60 0 18 _ 0 14 3 90 0 50 0 28 0 50 0 28 0 78 4 60 0. 28 0 20 0 28 0 20 0 48 5 _ 90 0 53 0 25 0 53 0 25 0 14 8_ 90 0 53 0 25 0 53 0 25 0 14 9 99 0 50 0 28 0 50 0 28 0 78 12 90 0 52 0 16 0 62 0 16 0 82 13 50 0 28 0 20 0 28 0 20 0 48 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 --- Local TOD Schedule Time Plan DOW 0000 Flash Su M T W Th F S 0600 13 M T W Th F S 0630 13 Su 0700 4 M T W Th F 0845 9 M T W Th F 1445 3 M T W Th F 1530 9 W 1630 9 M T Th F 1745 12 M T W Th F 1930 13 M T W Th F Page Print Date: 4/18/2015 TOD Sc. ule Report for 2393: N Miami Av&N 20 St Print Time: 2:02 AM Current Time of Day Function Time Function 0000 TOD OUTPUTS Settinas * Day of Week SuMTWThFS Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week ------- SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 of 2 "TRAFFIC eslGNAL. AtACoRAF•et SIGNAL HEAD NUMBER PHASE N. MIAMI AVENUE iPRE-TIMED) •A M. 2DIY S71 UT (ME -TIMYO! Tom+' FR.OKI 4) A + 8 NORTHBOUND FIRE PRE-EMPTION DWELL Drown Cheek INT IL • • r Q r, e 9 10 11 12 00000 41 pOOC���.a�n ��OOd op • 0 000 11.616 —0 000000 000T0000 000000 00000 M^ 00 r�l. i4 t 0•00 00,0 0Q 000.00000.00 0000000000 .t ON Irlr • PW4P O0FI SIGNAL FLASHING OPERATION: FIRE PRE- ET/ON NOTE Division Engineer Dais METROPOLITAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION @(*Q000 0 000000 0 00000 ®0000 0000 000000 ert 4.0 414 oo'ooroo i� �0000�o. 00000000 113 ao� r TTT. DCI PHASE Ai. As —YELLOW PHASE 8e . Be —RED PRE-EMPTION DWELL SHALL COMMENCE AT THE END DF THE tUL_Cw .FaaaN SF PRF-EHpTrfN awwci f+ A'ECQvj OGIDNo Pab., rR.l A 11 oR Y .. ow CI-E.AIRAPacE b • Oats a A efi No.32,39 14tra hek 1 A NI A VE (N) & N O ST Dots Oat,: 3 Placed In Se►vlcs I Phasing Number 3 7S 54.1. z9 PAGE 1 or Z. TRAFFIC SIGNAL INTERVAL DIAGRAMS UPON RAILROAD PRE-EMPTION SIGNAL 0A rnAcK J �(�7pey0 4yy 00 • . [,y+/}�,1{.4i}1[®s {o+� For 014400@ �00 00 °.t` ®4®®_ 000C 00 �(*ODO 00 O u OOOOOO 0 0 O 0 ea „ CLEAN. 0 •0®@eon 00 ®431 ( C1 @"0 00 I! pr ®r�► '® 4 O ® .)® OOoo0 o �ooc o a u d0 .� o O00'0 LJ coo o RAILROAD PRE-EMPTION R/W ® R�(^ICJ �0.�000�-y0O &000 0 __ 1QG7 ® Rift a -ICJ ' T l 1 QOI--- D— Inr- TTo A ®&®®@@*OC,00C� O00000000000 OOOCC� o001i00 000.00 000C W el ) O 0 14'C, OO00000001 C)U�� C� .{ Drawn Cheah Dlvleion Engineer !Dale METROPOLITAN DADE COUNTY Gr J DEPARTMENT OF TRAFFIC AND TRANSPORTATION U Asset No.3Z39 Dote 16I�It M� AM' AVE (w) a. N 20 ST Date Placed in Service Dale: 3/3/ —1By. Pillaging Number Print Date: 4/18/2015 TOD Schedule Report for 2395: NW 1 Pl&NW 20 St Print Time: 2:02 AM TOD Asset Intersection Schedule Op Mode Plan # 2395 NW 1 PI&NW 20 St DOW-7 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 WBT - EBT NBT SBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 -+f N/A TOD Active Active Cycle Offset ettin PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 WBT 7 - 7 - 7 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 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- 0- 0- 0 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0• 0 0- 0- 0 0 0 6 EBT 7 - 7 - 7 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 4 2 7 NBT 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 2 - 2 - 2 20 - 20 - 20 30 - 30 - 30 4 2 8 SBT 7 - 7 - 7 18 - 18 - 18 7 - 7 - 7 2 - 2 - 2 20 - 20 - 20 30 - 30 - 30 4 2.4 Current Cycle 1 2 - WBT Green Time 6 EBT 7 NBT 8 SBT Rina Offset Offse 3 - 4 5 TOD Schedule Plan 1 90 0 26 0 0 0 26 21 25 0 14 2 90 0 27 0 0 0 27 21 24 0 14 3 _ 90 0 27 0 _ 0 0 27 21 24 0 78 4 90 0 27 0 0 0 27 21 24 0 0 5 90 0 27 0 0 Q 27 21 24 0 14 8 90 0 27 0 0 0 27 21 24 _ 0 14 9 90 0 27 0 0 0 27 21 24 0 78 12 g0 0 28 0 0 0 28 19 25 0 82 Last In Service Date: unknown Permitted Phases 12345678 Default-2---678 External Permit 0 External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 Flash Su M T W Th F S 0600 Free M T W Th F S 0630 Free Su 0700 4 M T W Th F 0845 9 M T W Th F 1445 3 M T W Th F 1530 9 W 1630 9 M T Th F 1745 12 M T W Th F 1930 Free M T W Th F Page Print Date: 4/18/2015 TOD Sch rle Report for 2395: NW 1 PI&NW 20 St Print Time: 2:02 AM Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS 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 4) Direction SIGNAL OPERATING PLAN W E N S Ped Heads A Timing Phases ' Head No. 2W 2E 6W 6E 4 I 1 8 P6E P2W P8 P4 P2E Movements/Display/Actuation.... (2+6) Dwell G G G 1 G R I R WIF- DW DW DW W/F p2 F= a2. E 7 G Y G ?Y R, R DW DW DW DW OW ► 0 vv ' c ,{ �.4-- ENV I i .4_____ Recall ar ► (7) Dwell G R G R G R DW W/F DW W/F DW NN PDiWW pH 8 Y i R r y 1 R Y R DW D/W DW D/W DW NB i-! e Recall a ---' o (8) Dwell R j_ G R G R _ G W DW W/F- DW W P e pD E Pa �1 2+6 R I R G R' Y W DW »NDWW A � c ) . L SB i e Recall a r I 6 e y Pe Dwell cI e y a r , o Dwell c 1 e a r Dwell c e a I Flashing Operation FY 1 FY FY FY FR FR !Page 1 of 1 Miami -Dade County Public Works Department Drawn R. Fernandez _ Date 5`13)Jo , NW 1 PI , NW 2 Av & NW 20 St Checked Date Placed in Service ( Phasing No.Asset Number 14.6d 2-0 .rJ b 62 I Z9 (11 % Date I / By 4 , 2395 & 2396 Print Date: 4/18/2015 TOD Sc, ale Report for 2397: NW 3 Av&NW 20 St Print Time: 2:02 AM Asset 2397 Intersection NW 3 Av&NW 20 St TOD TOD Schedule On Mode Plan # Cycle Offset ettin DOW-7 N/A 0 0 N/A Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 WBT NBT EBT SBT 0 0 0 0 0 0 0 0 h 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 WBT 7 - 7- 7 15-15 -15 7 - 7 - 7 1 -1 - 1 48- 20- 20 0 -50-50 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 - 7- 7 10-10 -10 7 - 7 - 7 2 -2 - 2 16- 15- 15 20 -20-20 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 EBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 1 - 1 - 1 48 - 20 - 20 0 - 50 - 50 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 7 - 7 - 7 10- 10 - 10 7 - 7 - 7 2 - 2 - 2 16- 15 - 15 20 - 20 - 20 4 2.4 Current TOD Schedule Plan Cycle 1 2 3 4 5 6 7 8 WBT NBT EBT SBT Ring Offset Offset Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default -2-4-6-3 External Permit 0 External Permit 1 External Permit 2 ..... Local TOD Schedule Time Plan DOW 0000 Flash Su M T W Th F S 0700 Free M T W Th F 0900 Free Su S 1900 Flash Su S 2100 Flash M T W Th F Page 1 of 2 Print Date: 4/18/2015 TOD Schedule Report for 2397: NW 3 Av&NW 20 St Print Time: 2:02 AM Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page TRAFFIC SIGNAL INTERVAL DIAGRAMS a a xX x N ><x♦ X j�— X.XXXXXx Z 00 Pdrvt+J rr�IN�7razce fIc^EC4M 4. LEGEND A legal movement on preen Indication. A movement thot Must yield to green Indication. Movement on yellow indication, H---- Stopped condition on red Indication. nxxxxxxxxxx Pedestrian movement xx xx Pedestrian clearance Drawn Date Check ate METROPOLITAN DADE COUNTY DEPARTMENT OF TRAFFIC AND TRANSPORTATION 1:Z1914iirr En Inc ��G11.j1 .0 oats -JUL #3,,Z3V 7 1 I 3Avg:. and .G 2 5 Pan Placed In Service Timing Number Phasing Numbs Date: I gy: Print Date: 2/13/2015 TOD Schedule Report for 2419: N Miami Av&N 29 St Print Time: 9:44 AM TOD TOD Asset Intersection Schedule On Mode Plan # Cycle Offset 5g.i 2419 N Miami Av&N 29 St DOW-6 N/A 0 0 N/A Splits PH1 PH PH PH4 I'1I5 PH6 PH7 PH8 SBT - EBT NBT WBT 0 0 0 0 0 0 0 0 1 lh 44- 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 7 - 0 - 7 7 - 14 - 7 1 - 1 - 1 40 - 46 - 40 0 - 46 - 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 EBT 7 - 0 - 7 7 - 0 - 7 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 36 - 20 55 - 36 - 45 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- 0- 7 7- 0- 7 7- 14- 7 1 -1 - 1 40-46- 40 0 -46-45 4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 WBT 7 - 0 - 7 7 - 0 - 7 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 36 - 20 55 - 36 - 45 4 2 Active Active PhaseBank Maximum_ 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default-234-6-6 External Permit 0 -- External Permit 1 External Permit 2 Page Print Date: 2/13/2015 TOD Sc►_ .ale Report for 2419: N Miami Av&N 29 St Print Time: 9:44 AM Current Cycle 1 2 _ SBT Green Time 6 NBT 7 - 8 WBT Ring Offset Offset 3 4 - EBT 5 - TOD Schedule Plan 3 160 0 94 0 54 0 94 0 54 0 124 5 120 Q 72 0 36 0 72 0 36 0 14 9 130 D 80 0 38 0 80 0 38 0 30 12 _ 150 0 00 0 48 0 90 0 48 0 88 13 110 0 74 0 24 0 74 0 24 0 66 14 90 0 57 0 21 0 57 0 21 0 22 19 90 0 - 57 0 21 0 57 0 21 0 42 20 110 0 66 0 32 0 66 0 32 0 20 21 120 0 69 0 _39 0 69 0 39 0 16 27 100 0 60 0 28 0 60 0 28 0 26 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0730 TOD OUTPUTS 0915 TOD OUTPUTS 1345 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 Plan DOW 0000 Free Su M T W Th F S 0600 3 M T W Th F 0600 19 0730 Free 0915 3 1000 20 1000 5 1200 9 1300 21 1345 Free 1615 12 1800 22 1900 13 2200 14 2200 Free 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 0730 TOD OUTPUTS 0915 TOD OUTPUTS 1345 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 .Xere-s i vy t'S.-OA., Direction 'sr) Timing Phases Head No._, Dwell G. 2+6 NHS -t Pe CALL 0 NP 6 tt- R SIGNAL OPERATING PLAN R Ped Heads bJ J4- P2 p44.) Uu: b iAJ Du. Dwell c 1 a r 0 0 a 0 c e a c e a 0 c e a 0 R , R tlf 1-1-1-g ' i � ' ' � pt G bw bigu z 1 6, R { I`� R �j R NO Fbui l/1�� r Dio lY W 1 Dwell Dwell Dwell Dwell Flashing Operation Jr}awn H. FRP, i4c1 do• ) ;tit ec red !"I IEL9'"9""snabw •••"11 ••••=mmisi mum= mmimmi•INEN mmimmmulm.= millomm. moimmminimmummi •••••••■•••••=mmon Numm•minms mmimmilmmommmumm mommi mommumr imiromm mummiumm =mom moin momm••••=mimmim IIMMEM NM MEM Ft FIBMMMMMIIMIIM Miami Date ' J .3 Jo- bate Dade County Public N. MiArii AVE Works D Placed in Service partment l\L 29 ST Phasing No. Movements/Display/Actuation 2. ifs I I[ - -fit •- y�{ PT Page 1 of a Asset Number Blankl2 ling Phases 7 �r.�CvR�R-ram PeD N..oDt SIGNAL OPERATING PLAN Direction 5 6 Head No. Nis 4`1 i i ice+ i A't+. RECALL 48 ACiu4 L a) a 0 a N B E.f2) VJ13 2 I 6 I+ g Dwell Dwell Dwell a a Ped Heads ,re : bw t t.0 Movements/Display/Actuation Plashing Operation H. IRA NJi Li ecked FY �FY FJz FR Miami -Dade County Public Works Department Date 9 1 'L 3fv lF NiMk; Pt � is � N • Z ci %f Date Placed in Service Phasing No. 9fz (o Date No4, IE1Y ZkIoP s Page Z of Z Asset Numbe Blank12 Print Date: 2/13/2015 TOD Schedule Report for 2420: NW 2 Av&NW 29 St Print Time: 9:44 AM Asset 2420 Intersection NW 2 Av&NW 29 St Ton Sclteduk Op Mode DOW-6 TOD Plan # Cycle Offset ettin N/A 0 0 N/A Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 WBT NBT EBT SBT 0 0 0 0 0 0 0 0 4 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 7 - 7 - 7 22 - 22 - 22 7 - 7 - 7 1 - 1 - 1 20 - 20 - 20 0 - 40 - 40 4 0.1 3- 0- 0- 0 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 4 NBT 7 - 7 - 7 13- 13 - 13 7 - 7 - 7 2.5 -2.5 - 2.5 23 - 23 - 23 40 - 40 - 40 4 0.2 5- 0- 0- 0 0- 0- 0 0- 0. 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 6 EBT 7 - 7 - 7 22 - 22 - 22 7 - 7 - 7 1 - 1 - 1 20 - 20 - 20 0 - 40 - 40 4 0.1 7- 0- 0- 0 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 2.5 -2.5 - 2.5 23 - 23 - 23 40 - 40 - 40 4 0.2 Active Active PhaseBank Maximum 0 Max 0 Last In Service Date: unknown Permitted Phases 12345678 Default 2 c 3 8 External Permit 0 External Permit 1 External Permit 2 Page Print Date: 2/13/2015 TOD Sc. ale Report for 2420: NW 2 Av&NW 29 St Print Time: 9:44 AM Current Cycle 1 2 - WBT Green Time 7 8 - SBT Ring Offset Offset 3 4 - NBT 5 6 - EBT TOD Schedule Plan 1 75 0 42 0 25 0 42 0 25 0 40 2 65 0 35 0 22 0 35 0 22 0 35 3 60 0 31 0 21 0 31 0 21 0 31 11 75 0 42 0 25 0 42 0 25 0 40 Current Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS SuM T W ThF S Local TOD Schedule Time Plan DOW 0000 Flash Su M T W Th F S 0600 1 M T W Th F 0600 2 S 0700 3 Su 0700 11 M T W Th F 0915 1 M T W Th F 1345 11 M T W Th F 1600 1 W 1700 1 M T Th F 1800 2 M T W Th F 1800 3 S 2000 3 M T W Th F 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 Print Date. 2/13/2015 TOD Schedule Report for 2421: NW 5 Av&NW 29 St TOD Asset Intersection Schedule Op Mode Plan # 2421 NW 5 Av&NW 29 St DOW-6 N/A SDIitS PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 - WBT NBT EBT - SBT 0 0 0 0 0 0 0 0 T Active Phase Bank: Print Time: 9:44 AM TOD Cycle Offset ettin 0 0 N/A 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 7 - 7 - 7 22 . 22 - 22 7 - 7 - 7 1 - 1 - 1 25 - 25 - 25 0 - 30 - 30 4 0.7 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 -0 0- 0- 0 0- 0- 0 0 0 4 NBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 22 - 22 - 22 30 - 30 - 30 4 0.1 5-_ 0- 0- 0 0- 0- 0 0- 0. 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 6 EBT 7 - 7 - 7 22 - 22 - 22 7 - 7 - 7 1 - 1 - 1 25 - 25 - 25 0 - 30 - 30 4 0.7 7- 0- 0- 0 0- 0- 0 0• 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 22 - 22 - 22 30 - 30 - 30 4 0.1 Current TOD Schedule Plan Cycle 1 2 3 4 5 6 7 8 WBT NBT EBT SBT Ring Offset Offset I 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 Local TOD Schedule Time Plan DOW 0000 Flash Su M T W Th F S 0600 Free M T W Th F S 0700 Free Su Page Print Date: 2/13/2015 TOD Sch ale Report for 2421: NW 5 Av&NW 29 St Print Time: 9:44 AM Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Da v of Week SuMTWThFS 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 APPENDIX D: Miami -Dade Transit Data Bus Routes Route 2 Legend Weekday Weekend Parkway Regional Hospital 111 a) N z Selected NW 95 St j . Peak hour trips operate ■ to Horace Mann Middle NW 91 St L ■ ■ School. (See schedule) Horace Mann Middle School North Map not to scale 6/08 > N Z NE 167 St Miami Shores North Miami Beach y Bus Terminal a) > u) 1§.§§LlikaulariliMMI a) Q E m a) NW 79 St z NE 87 St a) N w Z NE 84 St NW 14 St a) N z M`T Historic Overtown/ Lyric Theatre Metrorail Station NW/NE 6 St Government Center Metrorail Station N rn SW/SE 1 St Downtown Bus Terminal > < MDC §^Wolfson r Campus w z w Roy. a) ti co z co NW 14 St NW 11 St z SW 8 St SW 32 Ave a) Nt>i, rs�t�a NW 14 St a) a) rn > N coSW 27 Terr SW 27 Lane lr?4 Coconut Grove Metrorail Station Bird Ave (SW 30 St) SW 27 Ave a) c.t N z NORTH MAP NOT TO SCALE 0612011 mI N -00 L"SW1St NW30Stn® L- NW 29 St a) a) >> Q co T z z z W. Flagler St a) co co NE 17 St a) 0 Q w z w ( MDC Wolfson Campus i Downtown Miami 7 St 8 St Brickell Metrorail Station Route 32 NW 206 Terr Landmark Learning i Center a) z NW 167 St • Q Lco NW 203 Terr NW201 St a N Florida Memorial College NW 159 St NW 157 St NW 191 St NW 171 St • St.Thomas > University Carol City z N NW151St Opa-locka q. Blvd 0°1- c s Opa-locka MDC North Campus Enter MDC Weekdays and Saturdays only. Santa Clara & Civic Center Station rn 1 .*Y NW 113 St 9 ALL TRIPS SERVE TRI-RAIL STATION NORTHBOUND N co z 4 cc ca w NW 110 St Northside Metrorail g Station Southbound bus does not enter station Santa Clara Metrorail Station tT-F CIVIC CENTER LIBERTY CITY a) N z NE 19 St Civic Center -0 Metrorail Station m SOUTHBOUND �►NE17Terr 0 a) i 0 L Adrienne Arsht Center Q NMetromover Station/mBus TerminalL NE14St z NORTH MAP NOT TO SCALE Route 211 Overtown Circulator Culmer Metrorail Station Winn Dixie riL NW11Sf North Map not to scale 10/07 0 z NW 19 St a) z NW 20 St Williams Park a) > i NW 17 St -47 Culmer Neighborhood Center Theodore R. Gibson Park Metrorail a) a> 4. (5)",`• z L NW 8 St a) > a) M z NW 9 St The Lyric Theatre N z NW6St i L Historic Overtown/ Lyric Theatre Metrorail Station Post.Office NW 5 St a) z Metrobus Riderships — NW 25th Street Route_Pat ROUTE ROUTE, AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 6 6 6 1 NORTHBOUND 830 AM Peak AM Peak 7770 96 NW 29 ST NW 3 AV .9 4.8 6 6 1 NORTHBOUND 1530 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV _ .0 4.4 6 6 1 NORTHBOUND 1630 PM Peak PM Peak 7770 96 NW 29 ST NW 7 AV .0 .D 5.0 6 6 6 1 NORTHBOUND 1730 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV .9 .1 2.7 6 6 6 0 SOUTHBOUND B00 AM Peak AM Peak 7792 13 NW 29 ST NW 3 AV .T 7.5 6 6 0 SOUTHBOUND 1500 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV .0 -7 6.1 6 6 6 0 SOUTHBOUND 1600 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV .S 5.2 6 6 6 0 SOUTHBOUND 1700 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV .0 .0 4.9 NORTHBOUND AM PEAK HOUR:4.8 riders PM PEAK HOUR:5 riders SOUTHBOUND AM PEAK HOUR:7.5 riders PM PEAK HOUR:5.2 riders Route Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 6 6 6 0 SOUTHBOUND 800 AM Peak AM Peak 6847 18 N MIAMI AV NW 25 ST _❑ .7 8.1 6 6 0 SOUTHBOUND 1500 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST ,0 .2 5.6 6 6 0 SOUTHBOUND 1600 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .0 .0 5.7 6 6 6 0 SOUTHBOUND 1700 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .1 .0 4.4 SOUTHBOUND AM PEAK HOUR:8.1 riders PM PEAK HOUR:5.7 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 32 32 32 1 NORTHBOUND 615 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 NORTHBOUND 639 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 _ NORTHBOUND 703 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 _ NORTHBOUND 727 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 NORTHBOUND 751 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 NORTHBOUND 815 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 _ NORTHBOUND 839 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1519 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1543 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1607 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1631 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1655 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 I NORTHBOUND 1719 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1743 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 612 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 632 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 649 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SO➢THBOUND 713 AM Peak AM Peak 7837 133 NW 20 5T NW 4 CT 32 32 32 0 SOUTHBOUND 737 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 5 SOUTHBOUND 803 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 C SOUTHBOUND 830 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 O SOUTHBOUND 854 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1512 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1536 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 p SOUTHBOUND 1558 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1622 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 C SOUTHBOUND 1646 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 a SOUTHBOUND 1710 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1734 PM Peak PM Peak 7837 133 NW 20 5T NW 4 CT NORTHBOUND AM PEAK HOUR:45.3 riders PM PEAK HOUR:43.5 riders SOUTHBOUND AM PEAK HOUR:30.8 riders PM PEAK HOUR:36.1 riders AON AOFF ALOAD .4 .0 22.8 .1 .0 6.8 .4 .0 16.9 .4 .0 22.2 .4 .0 2.2 .5 .0 20.9 -1 .1 15.7 .4 .3 7.3 .2 .0 5.0 .2 15.5 .1 11.3 .4 .1 16.7 .3 .0 1.2 .3 .1 22.2 .0 1.7 .0 .1 15.2 .4 .1 11.5 .3 .2 20.0 .0 .1 1.6 ,1 .9 9.2 .0 .0 3.4 .1 .0 11.1 .2 .7 23.0 .0 .0 1.4 .0 .9 18.5 .5 19.4 -0 .2 6.9 .4 .4 9.8 .0 .2 10.8 Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 211 211 211 1 WESTBOUND 1518 PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV .3 1.4 211 211 211 WESTBOUND 1603 PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV .3 ,B 2.3 211 211 211 WESTBOUND 1648 PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV 1.3 _6 4.1 211 211 211 WESTBOUND 1733 PM Peak PM Peak 7838 5 NW 20 ST NW ! AV 1.6 .5 2.6 WESTBOUND PM PEAK HOUR:6.4 riders Route Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .. .2 18.0 2 2 2 SOUTHBOUND 621 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 14.8 2 2 2 SOUTHBOUND 631 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .a .0 21.4 2 2 2 SOUTHBOUND 703 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 17.1 2 2 SOUTHBOUND 713 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 18.5 2 2 2 SOUTHBOUND 723 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 22.1 2 2 2 SOUTHBOUND 803 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 19.B 2 2 2 SOUTHBOUND B12 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 19.4 2 2 2 SOUTHBOUND 822 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .6 15.5 2 2 2 SOUTHBOUND 1521 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 7.2 2 2 2 SOUTHBOUND 1532 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 13.4 2 2 2 SOUTHBOUND 1541 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 8.7 2 2 2 SOUTHBOOND 1621 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 10.7 2 2 2 SOUTHBOUND 1637 PM Peak PM Peak 7800 86 NW 20 5T NW 2 AV .0 .0 10.4 2 2 2 SOUTHBOUND 1643 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 11.5 2 2 2 SOUTHBOUND 1726 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 8.8 2 2 SOUTHBOUND 1734 PM Peak PM Peak 7800 B6 NW 20 ST NW 2 AV .0 .0 10.0 2 2 2 SOUTHBOUND 1746 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .A 5.9 SOUTHBOUND AM PEAK HOUR:61.3 riders PM PEAK HOUR:32.6 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 _ NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ET 2 2 2 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ET 2 2 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 NORTHBOUND 1645 PM Peak PM Peak 6956 1B NW 2 AV NW 25 ST 2 2 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 6935 B2 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST NORTHBOUND AM PEAK HOUR:27.7 riders PM PEAK HOUR:51.2 riders SOUTHBOUND AM PEAK HOUR:65 riders PM PEAK HOUR:32.8 riders AON AOFF ALOAD .0 .4 6.5 0 .0 10.2 .0 9.5 0 .2 6.4 .7 7.4 1.4 13.3 .1 7.0 .4 7.1 .2 12.8 .0 14.2 .1 12.3 1 12.6 .1 16.2 .0 13.8 .1 21.2 .0 15.0 .0 9.0 .0 20.0 .2 14.5 ,7 .8 21.5 .1 16.5 9 .1 17.8 6 B 24.1 .5 .5 20.2 ,Z .3 20.7 .2 .3 16.3 5 8 7.0 .0 .1 14.7 Z .2 9.3 2 .3 11.8 .0 9.9 .5 .0 11.1 .4 .0 7.5 .0 .0 9.7 .1 5.9 Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 15 hit 2 AV pig 25 ST 2 2 2 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 725 AM Peak AM Peak 6956 19 Mk 2 AV NW 25 5-7, 2 2 2 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 805 AM Peak AM Peak 6956 19 NR 2 AV NW 25 ST 2 2 2 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW : AV NW 25 ST 2 2 2 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1745 PM Peak PM Peak 6956 1B NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW '2 AV NW 25 ST 2 2 2 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 803 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 812 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND B22 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1746 PM Peak PM Peak 6935 82 NW 2 AV NW 25 5T NORTHBOUND AM PEAK HOUR:27. PM PEAK HOUR:51. SOUTHBOUND AM PEAK HOUR:65 PM PEAK HOUR:32. 7 riders 5 riders riders 8 riders A0N AOFF ALOAD .0 .4 6.5 .0 .0 10.2 .0 .0 9.5 .0 .2 6.4 .1 .7 7.4 .0 1.4 13.3 .0 .1 7.0 .4 7.1 .2 12.8 .1 .0 14.2 .1 12.3 .1 12.6 ._ .1 16.2 .0 13.B .1 21.2 .1 .0 15.0 .0 9.0 .1 .0 20.0 .0 .2 14.5 .7 .B 21.5 .1 16.5 .0 .1 17.B .6 .8 24.1 .5 .6 20.2 .3 20.7 .2 .3 16.3 .8 7.0 .2 .1 14.7 1 .2 9.3 .3 11.8 .6 .0 9.9 .5 .0 11.1 i .0 7.5 .0 .0 9.7 .1 5.9 Metrobus Riderships — NW 24th Street Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 6 6 6 _ NORTHBOUND 830 AM Peak AM Peak 7770 96 NW 29 5T NW 3 AV 6 6 6 _ NORTHBOUND 1530 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 6 6 NORTHBOUND 1630 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 6 6 _ NORTHBOUND 1730 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 6 6 9 SOUTHBOUND 800 AM Peak AM Peak 7792 13 NW 29 ST NW 2 AV 6 6 6 2 SOUTHBOUND 1500 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 6 0 SOUTHBOUND 1600 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 6 0 SOUTHBOUND 1700 PM Peak PM Peak 7792 11 N 29 NT kW '3 AV NORTHBOUND AM PEAK HOUR:4.8 riders PM PEAK HOUR:5 riders SOUTHBOUND AM PEAK HOUR:7.5 riders PM PEAK HOUR:5.2 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 6 6 4 E SOUTHBOUND 800 AM Peak AM Peak 6847 18 N MIAMI AV NW 25 ST 6 p r 4 SOUTHBOUND 1500 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST 6 E F 6 SOUTHBOUND 1600 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST 6 6' 6 0 SOUTHBOUND 1700 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST SOUTHBOUND AM PEAK HOUR:8.1 riders PM PEAK HOUR:5.7 riders AON AOFF ALOAD .0 B.1 .0 5.6 .0 .1 5.7 4.4 Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 32 32 32 1 NORTHBOUND 615 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .4 .0 22.8 32 32 32 1 NORTHBOUND 639 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .1 .0 6.8 32 32 32 1 NORTHBOUND 703 AM Peak AM Peak 7802 9 NW 20 5T NW 4 CT .4 .0 16.9 32 32 32 1 NORTHBOUND 727 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .4 .0 22.2 32 32 32 1 NORTHBOUND 751 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .0 .0 2.2 32 32 32 1 NORTHBOUND 815 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .5 .0 20.9 32 32 32 1 NORTHBOUND 839 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .1 .1 15.7 32 32 32 1 NORTHBOUND 1519 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .4 .3 7.3 32 32 32 1 NORTHBOUND 1543 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .2 .0 5.0 32 32 32 1 NORTHBOUND 1607 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .3 .2 15.5 32 32 32 1 NORTHBOUND 1631 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .2 .1 11.3 32 32 32 1 NORTHBOUND 1655 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .4 .1 16.7 32 32 32 1 NORTHBOUND 1719 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .0 .0 1.2 32 32 32 1 NORTHBOUND 1743 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .3 .1 22.2 32 32 32 0 SOUTHBOUND 612 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .0 .0 1.7 32 32 32 0 SOUTHBOUND 632 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .2 .1 15.2 32 32 32 0 SOUTHBOUND 649 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .4 .1 11.5 32 32 32 0 SOUTHBOUND 713 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .3 .2 20.0 32 32 32 0 SOUTHBOUND 737 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .0 .1 1.6 32 32 32 0 SOUTHBOUND 803 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .2 .4 9.2 32 32 32 0 SOUTHBOUND 830 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .0 .0 3.4 32 32 32 0 SOUTHBOUND 854 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .1 .0 11.1 32 32 32 0 SOUTHBOUND 1512 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .2 .7 23.0 32 32 32 0 SOUTHBOUND 1536 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .0 .0 1.4 32 32 32 0 SOUTHBOUND 1558 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT ,0 .9 18.5 32 32 32 0 SOUTHBOUND 1622 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT ,2 .5 19.4 32 32 32 0 SOUTHBOUND 1646 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .0 .2 6.9 32 32 32 0 SOUTHBOUND 1710 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .A .4 9.8 32 32 32 0 SOUTHBOUND 1734 PM Peak PM Peak 7837 133 NW 20 5T NW 4 CT .0 .2 10.8 NORTHBOUND AM PEAK HOUR:45.3 riders PM PEAK HOUR:43.5 riders SOUTHBOUND AM PEAK HOUR:30.8 riders PM PEAK HOUR:36.1 riders Metrobus Riderships — NW 23rd Street Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 6 6 _ 1 NORTHBOUND 830 AM Peak AM Peak 7770 96 NW 29 ST NW 3 AV 6 a 6 1 NORTHBOUND 1530 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 4 0 1 NORTHBOUND 1630 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 c E. 1 NORTHBOUND 1730 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 6 C 0 SOUTHBOUND 800 AM Peak AM Peak 7792 13 NW 29 ST NW 3 AV 6 6 E 0 SOUTHBOUND 1500 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 a d SOUTHBOUND 1600 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 E 0 SOUTHBOUND 1700 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV NORTHBOUND AM PEAK HOUR:4.8 riders PM PEAK HOUR:5 riders SOUTHBOUND AM PEAK HOUR:7.5 riders PM PEAK HOUR:5.2 riders AON AOFF ALOAD .0 .1 4.8 _0 .0 4.4 .0 .0 5.0 _0 .1 2.7 .7 .1 7.5 .0 .1 6.1 .0 5.2 0 .0 4.9 Route_Pat ROUTE ROUTE AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 6 E E Q SOUTHBOUND 600 AM Peak AM Peak 6847 18 N MIAMI AV NW 25 ST .0 8.1 6 6 6 0 SOUTHBOUND 1500 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .0 5.6 6 6 a SOUTHBOUND 1600 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .5 „0 5.7 6 6 6 SOUTHBOUND 1700 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .1 _.i. 4.4 SOUTHBOUND AM PEAK HOUR:8.1 riders PM PEAK HOUR:5.7 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 32 32 32 1 NORTHBOUND 615 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 639 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 703 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 727 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 751 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 815 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 839 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1519 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1543 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1607 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1631 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1655 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1719 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 1 NORTHBOUND 1743 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 612 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 632 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 649 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 713 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 737 AM Peak AM Peak 7837 133 NW 20 5T NW 4 CT 32 32 32 0 SOUTHBOUND 803 AM Peak AM Peak 7637 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 830 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 854 AM Peak AM Peak 7637 133 NW 20 5T NW 4 CT 32 32 32 0 SOUTHBOUND 1512 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1536 PM Peak PM Peak 7637 133 NW 20 5T NW 4 CT 32 32 32 0 SOUTHBOUND 155E PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1622 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1646 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1710 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT 32 32 32 0 SOUTHBOUND 1734 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT NORTHBOUND AM PEAK HOUR:45.3 riders PM PEAK HOUR:43.5 riders SOUTHBOUND AM PEAK HOUR:30.8 riders PM PEAK HOUR:36.1 riders AON AOFF ALOAD .4 .a 22.B .1 .0 6.8 .4 _0 16.9 .4 .0 22.2 .➢ .0 2.2 .5 .0 20.9 .1 .. 15.7 .4 .3 7.3 .2 .D 5.0 .3 .2 15.5 .2 .. 11.3 .4 .1 16.7 .0 .0 1.2 .3 .. 22.2 .0 .0 1.7 .2 .] 15.2 .4 .a 11.5 .3 .2 20.0 r9 .1 1.6 .2 .4 9.2 .4 .➢ 3.4 .1 .B 11.1 .2 .7 23.0 .6 .0 1.4 .0 .9 18.5 .2 .5 19.4 .0 .2 6.9 .0 .4 9.8 .0 .2 10.8 Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 211 211 211 1 WESTBOUND 151e PM Peak PM Peak 7838 5 NW 20 ST NW .3 AV .3 .7 1.9 211 211 211 1 WESTBOUND 1603 PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV .3 .8 2.3 211 211 211 1 WESTBOUND 1648 PM Peak PM Peak 7838 5 NW 20 ST NW Y AV 1.3 .9 9.1 211 211 211 1 WESTBOUND 1733 PM Peak PM Peak 7638 5 NW 20 ST NW 3 AV 1.6 .5 2.4 WESTBOUND PM PEAK HOUR:6.4 riders Route Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AOSTOP ASTOP ANAMSTP 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 621 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 631 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 703 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 713 AM Peak AM Peak 7800 66 NW 20 ST NW 7 AV 2 2 2 SOUTHBOUND 723 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 803 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 812 AM Peak AM Peak 7800 86 NW 20 ST NW AV 2 2 2 SOUTHBOUND 822 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 1521 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 1532 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 1541 PM Peak PM Peak 7800 86 NW 20 5T NW 18 AV 2 2 2 SOUTHBOUND 1621 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 SOUTHBOOND 1637 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 1643 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 SOUTHBOUND 1726 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 SOUTHBOUND 1734 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV SOUTHBOUND AM PEAK HOUR:61.3 riders PM PEAK HOUR:32.6 riders AON AOFF ALOAD .a .2 18.0 .0 .0 14.8 .0 .0 21.4 .0 .0 17.1 .0 .0 18.5 .0 .0 22.1 .0 .0 19.8 .0 .0 19.4 .0 .0 15.5 .0 .0 7.2 .0 .0 13.4 .0 .0 8.7 .7 .0 10.7 .0 .0 10.4 .a .0 11.5 4 .0 B.B .0 .0 10.0 .0 .0 5.9 Route_Pat ROUTE ROUTE, AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST .0 .4 6.5 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST .0 .0 10.2 2 2 2 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST .0 .0 9.5 2 2 2 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T .0 .2 6.4 2 2 2 1 NORTHBOUND 745 AM Peak AM Peak 6956 1B NW 2 AV NW 25 ST .1 .7 7.4 2 2 2 1 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST .0 1.4 13.3 2 2 2 1 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST .4 .1 7.0 2 2 2 1 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST ._ .4 7.1 2 2 1 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST ._ .2 12.B 2 2 2 1 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST .9 .0 14.2 2 2 2 1 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST .4 .1 12.3 2 2 2 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST .1 .1 12.6 2 2 2 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST .1 .1 16.2 2 2 2 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST .2 .0 13.8 2 2 2 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST .2 .1 21.2 2 2 2 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST .0 15.0 2 2 2 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T .1 .0 9.0 2 2 2 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T .. .0 20.0 2 2 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .0 .2 14.5 2 2 2 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .7' .8 21.5 2 2 2 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .1 .1 16.5 2 2 2 SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .0 .1 17.8 2 2 2 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .fi .8 24.1 2 2 2 SOUTHBOUND 303 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .5 .6 20.2 2 2 2 SOUTHBOUND 312 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .3 20.7 2 2 2 SOUTHBOUND 322 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST .2 .3 16.3 2 2 2 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .t .8 7.0 2 2 2 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .2 .1 14.7 2 2 2 SOUTHBOUND 1541 PM Peak PM Peak 6935 62 NW 2 AV NW 25 ST . .2 9.3 2 2 2 SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .3 11.8 2 2 2 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .84 .0 9.9 2 2 2 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .5 .0 11.1 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .4 .0 7.5 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .0 .0 9.7 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST .1 5.9 NORTHBOUND AM PEAK HOUR:27.7 riders PM PEAK HOUR:51.2 riders SOUTHBOUND AM PEAK HOUR:65 riders PM PEAK HOUR:32.8 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 1B NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 _ 1 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND B45 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1605 PM Peak PM Peak 6956 10 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 631 AM Peak AM Peak 6935 B2 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 _ SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND B03 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 SOUTHBOUND 812 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1746 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST NORTHBOUND AM PEAK HOUR:27. PM PEAK HOUR:51. SOUTHBOUND AM PEAK HOUR:65 PM PEAK HOUR:32. 7 riders 5 riders riders 8 riders AON AOFF ALOAD .0 .4 6.5 .t .0 10.2 .0 .0 9.5 .0 .2 6.4 .2 .7 7.9 .0 1.4 13.3 .a .1 7.0 _] .4 7.1 .] .2 12.8 .B .0 14.2 .4 .1 12.3 .1 .1 12.6 1 .1 16.2 .2 .0 13.8 2 .1 21.2 .0 15.0 I .0 9.0 .1 .0 20.0 .0 .2 14.5 .7 .8 21.5 .1 .1 16.5 .0 .1 17.8 .6 .B 24.1 .5 .6 20.2 .3 20.7 .2 .3 16.3 .8 7.0 .2 .1 14.7 .2. .2 9.3 .2 .3 11.8 .5 .0 9.9 .9 .0 11.1 .4 .0 7.5 .0 .0 9.7 .2 .1 5.9 Metrobus Riderships — NW 22nd Street Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 6 6 6 1 NORTHBOUND 830 AM Peak AM Peak 7770 96 NW 29 ST NW 3 AV .0 .1 4.8 6 6 1 NORTHBOUND 1530 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV .0 .0 4.4 6 6 1 NORTHBOUN❑ 1630 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV .Q .0 5.0 6 6 a NORTHBOUND 1730 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV .0 .1 2.7 6 6 SOUTHBOUND 800 AM Peak AM Peak 7792 13 NW 29 ST NW 3 AV .1 .1 7.5 6 6 SOUTHBOUND 1500 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV .a .1 6.1 6 6 6 SOUTHBOUND 1600 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV ,a .0 5.2 6 6 6 SOUTHBOUND 1700 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV .0 .0 4.9 NORTHBOUND AM PEAK HOUR:4.8 riders PM PEAK HOUR:5 riders SOUTHBOUND AM PEAK HOUR:7.5 riders PM PEAK HOUR:5.2 riders Route_Pat ROUTE ROUTE, AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 6 6 6 0 SOUTHBOUND 800 AM Peak AM Peak 6847 18 N MIAMI AV NW 25 ST ,0 „ 8.1 6 6 0 SOUTHBOUND 1500 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .0 5.6 6 6 6 0 SOUTHBOUND 1600 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST ,0 .2 5.7 6 6 6 0 SOUTHBOUND 1700 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST ._ ,0 4.4 SOUTHBOUND AM PEAK HOUR:8.1 riders PM PEAK HOUR:5.7 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 32 32 32 NORTHBOUND 615 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT ,+] .0 22.8 32 32 32 NORTHBOUND 639 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .1 .0 6.8 32 32 32 NORTHBOUND 703 AM Peak AM Peak 7602 9 NW 20 ST NW 4 CT .4 .0 16.9 32 32 32 NORTHBOUND 727 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .4 .0 22.2 32 32 32 NORTHBOUND 751 AM Peak AM Peak 7802 9 NW 20 5T NW 4 CT .0 .0 2.2 32 32 32 NORTHBOUND 815 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT +5 .0 20.9 32 32 32 NORTHBOUND 839 AM Peak AM Peak 7802 9 NW 20 ST NW 4 CT .1 15.7 32 32 32 NORTHBOUND 1519 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .4 .3 7.3 32 32 32 NORTHBOUND 1543 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .2 .0 5.0 32 32 32 NORTHBOUND 1607 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .2 15.5 32 32 32 NORTHBOUND 1631 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT ,2 .1 11.3 32 32 32 NORTHBOUND 1655 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .4 .1 16.7 32 32 32 NORTHBOUND 1719 PM Peak PM Peak 7802 9 NW 20 ST NW 4 CT .0 .0 1.2 32 32 32 NORTHBOUND 1743 PM Peak PM Peak 7802 9 NW 20 5T NW 4 CT .3 .1 22.2 32 32 32 SOUTHBOUND 612 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .0 .0 1.7 32 32 32 SOUTHBOUND 632 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .2 .1 15.2 32 32 32 SOUTHBOUND 649 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT _4 .1 11.5 32 32 32 SOUTHBOUND 713 AM Peak AM Peak 7837 133 NW 20 5T NW 4 CT .3 .2 20.0 32 32 32 SOUTHBOUND 737 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .Q .1 1.6 32 32 32 SOUTHBOUND 603 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .4 9.2 32 32 32 SOUTHBOUND 830 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT -0 .0 3.4 32 32 32 SOUTHBOUND B54 AM Peak AM Peak 7837 133 NW 20 ST NW 4 CT .1 .0 11.1 32 32 32 SOUTHBOUND 1512 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .2 .7 23.0 32 32 32 SOUTHBOUND 1536 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .0 .0 1.4 32 32 32 SOUTHBOUND 1558 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .0 .9 16.5 32 32 32 SOUTHBOUND 1622 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .2' .5 19.4 32 32 32 SOUTHBOUND 1646 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .0 .2 6.9 32 32 32 SOUTHBOUND 1710 PM Peak PM Peak 7837 133 NW 20 ST NW 4 CT .0 .4 9.6 32 32 32 SOUTHBOUND 1734 PM Peak PM Peak 7637 133 NW 20 5T NW 4 CT .0 .2 10.8 NORTHBOUND AM PEAK HOUR:45.3 riders PM PEAK HOUR:43.5 riders SOUTHBOUND AM PEAK HOUR:30.8 riders PM PEAK HOUR:36.1 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 211 211 211 1 WESTBOUND 1518 PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV .3 .7 1.9 211 211 211 1 WESTBOUND 1603 PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV .3 .8 2.3 211 211 211 1 WESTBOUND 169E PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV 1.3 .9 4.1 211 211 211 1 WESTBOUND 1733 PM Peak PM Peak 7838 5 NW 20 ST NW 3 AV 1.6 .5 2.9 WESTBOUND PM PEAK HOUR:6.4 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 7800 86 NW 20 5T NW 2 AV 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 ' 0 SOUTHBOUND 723 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 7800 86 NW 20 ST NW "2 AV 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 622 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 7800 86 NW 20 5T NW '2 AV 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 7800 86 NW 20 ST NW 3 AV 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 7800 86 NW 20 ST NW 61 AV 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 7800 85 NW "g 57" on 2 A4' 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 7800 86 NW 20 5T NW 2 AV 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV SOUTHBOUND AM PEAK HOUR:61.3 riders PM PEAK HOUR:32.6 riders AON AOFF ALOAD .1 .2 18.0 .0 .0 14.8 .0 .0 21.4 .9 .0 17.1 .0 .0 18.5 .0 .0 22.1 .0 .0 19.8 .0 .0 19.4 .9 .0 15.5 .0 .0 7.2 .9 .0 13.4 .. .0 8.7 .0 .0 10.7 .0 .0 10.4 .0 .0 11.5 .2 .0 8.8 .0 .0 10.0 .0 .0 5.9 Route_Pat ROUTE ROUTE, AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 1 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1745 PM Peak PM Peak 6956 10 NW 1 AV FHA 75 57 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 1 AV NW 25 ST 2 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 1 AV NW 25 ST 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 6935 552 a[W 2 8.. RR 25 B_ 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 1746 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST NORTHBOUND AM PEAK HOUR:27.7 riders PM PEAK HOUR:51.2 riders SOUTHBOUND AM PEAK HOUR:65 riders PM PEAK HOUR:32.8 riders AON AOFF 0 .4 .B .0 .1 .0 .2 .2 t .7 O 1.4 .0 .1 .1 .4 .3 .2 .8 .0 .4 .1 1 .1 .1 .1 .0 .1 ] .0 .. .0 .1 .0 .7 .2 .7 .8 .1 .1 .a .1 .8 .8 5 .6 .2 .3 -2 .3 .1 .8 .1 2 .2 ._ .3 .0 .0 .4 .0 u .0 .1 ALOAD 6.5 10.2 9.5 6.4 7.4 13.3 7.0 7.1 12.8 14.2 12.3 12.6 16.2 13.8 21.2 15.0 9.0 20.0 14.5 21.5 16.5 17.8 24.1 20.2 20.7 16.3 7.0 14.7 9.3 11.8 9.9 11.1 7.5 9.7 5.9 Route_Pat 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME,PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 1 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 1 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 1 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 1 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 1 NORTHBOUND 1725 PM Peak YM Peak 6956 18 NW 2 AV NW 25 ST 1 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 0 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 803 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 812 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST SOUTHBOUND 1746 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST NORTHBOUND AM PEAK HOUR:27 PM PEAK HOUR:51. SOUTHBOUND AM PEAK HOUR:65 PM PEAK HOUR:32. .7 riders 5 riders riders 8 riders AON AOFF ALOAD .0 .4 6.5 .0 10.2 0 .0 9.5 .0 .2 6.4 ,1 .7 7.4 .0 1.4 13.3 .0 .1 7.0 .1 .4 7.1 .] .2 12.8 .1 .0 14.2 .88 .1 12.3 .1 .1 12.6 .1 .1 16.2 .2 .0 13.8 .1 21.2 .1 .0 15.0 .1 .0 9.0 ,1 .0 20.0 .0 .2 14.5 .8 21.5 .. .1 16.5 .0 .1 17.8 .6 .8 24.1 .S .6 20.2 .. .3 20.7 .2 .3 16.3 .1 .8 7.0 .. .1 14.7 2. .2 9.3 .. .3 11.8 .6 .0 9.9 .5 .0 11.1 .4 .0 7.5 .0 .0 9.7 .. .1 5.9 Metrobus Riderships — NW 5th Avenue Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 0 SOUTHBOUND 723 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 7806 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 7806 86 NW 20 ST NW 2 AV 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 7806 86 NW 20 ST NW 2 AV SOUTHBOUND AM PEAK HOUR:61.3 riders PM PEAK HOUR:32.6 riders AON AOFF ALOAD 1 .2 18.0 .0 .0 14.8 .0 21.4 -0 .0 17.1 .0 .0 18.5 0 .0 22.1 .0 .0 19.B .0 .0 19.4 .0 .0 15.5 .0 .0 7.2 .0 .0 13.4 .0 .0 8.7 0 .0 10.7 0 .0 10.4 .0 11.5 .0 8.8 .0 10.0 .0 5.9 Route Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 _ 1 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1525 PM Peak PM Peak 6956 2! /7R 2 AV I1V 25 20 2 2 2 1 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1605 PM Peak PM Peak 6956 1Y Aa 2 hV Mg 29 57 2 2 2 1 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 1 AV NW 25 ST 2 2 2 1 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW _ AV NW 25 ST 2 2 2 1 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW : AV NW 25 5T 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW : AV NW 25 ST 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 _ 0 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW I AV NW 25 ST 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 6935 B2 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW I AV NW 25 ST 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2. 0 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW `e AV NW 25 ST 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 6935 B2 NW 2 AV NW 25 5T NORTHBOUND AM PEAK HOUR:27.7 riders PM PEAK HOUR:51.2 riders SOUTHBOUND AM PEAK HOUR:65 riders PM PEAK HOUR:32.8 riders AON AOFF ALOAD 0 .4 6.5 .0 .0 10.2 .D .0 9.5 .0 .2 6.4 .7 7.4 .0 1.4 13.3 .1 7.0 0 9 7.1 .2 12.8 0 .0 14.2 4 .1 12.3 .1 .1 12.6 .1 .1 16.2 .0 13.8 .1 21.2 .0 15.0 ._ .0 9.0 .1 .0 20.0 0 .2 14.5 ,7 .8 21.5 7 .1 16.5 0 .1 17.8 .6 .8 24.1 .5 .6 20.2 .2 .3 20.7 .2 .3 16.3 .1 .8 7.0 .1 14.7 .2 .2 9.3 .3 11.8 ,6 .0 9.9 .5 .0 11.1 .4 .0 7.5 .0 .0 9.7 .2 .1 5.9 Route_Pat ROUTE ROUTE AADRCTN DIRECTION TRIPTIME TIME PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW : RV NW 23 z. 2 2 2 1 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 A'., 1431 35 SI 2 2 2 1 NORTHBOUND 1705 PM Peak PM Peak 6956 1B NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 1 AV NW 25 ST 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 1 AV NW 25 ST 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 6935 B2 NW 2 AV NW 25 ST 2 2 0 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 1 AV NW 25 ST 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 6935 82 NW 1 AV NW 25 5T 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 6935 B2 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW : AV NW 25 ST 2 2 2 0 50UTHBOOND 1532 PM Peak PM Peak 6935 82 NW :. AV NW 25 5T 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 6935 62 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 1 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 6935 82 NW 3 AV NW 25 ST NORTHBOUND AM PEAK HOUR:27. PM PEAK HOUR:51. SOUTHBOUND AM PEAK HOUR:65 PM PEAK HOUR:32. 7 riders 5 riders riders 8 riders AON AOFF ALOAD .3 .4 6.5 .0 .0 10.2 .7 .0 9.5 .R .2 6.4 .2 .7 7.4 .1 1.4 13.3 .0 .1 7.0 .. .4 7.1 .3 .2 12.8 .0 14.2 .4 .1 12.3 .1 .1 12.6 .1 .1 16.2 .2 .0 13.8 .1 21.2 .0 15.0 .1 .0 9.0 .2 .0 20.0 .0 .2 14.5 ,1 .8 21.5 i .1 16.5 0 .1 17.8 n .8 24.1 .5 .6 20.2 .2 .3 20.7 .2 .3 16.3 1 .8 7.0 .2 .1 14.7 .2 .2 9.3 .2 .3 11.B .5 .0 9.9 5 .0 11.1 .1 .0 7.5 :0 .0 9.7 .2 .1 5.9 Route_Pat ROUTE ROUTE AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 6 _ _ I NORTHBOUND 830 AM Peak AM Peak 7770 a+5J84 t'1 eT Ni 3 k'J' 6 6 6 1 NORTHBOUND 1530 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 F e 1 NORTHBOUND 1630 PM Peak PM Peak 7770 'tE NW 20. 1♦ WW1 A 6 6 _ 1 NORTHBOUND 1730 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 G 6 0 SOUTHBOUND 800 AM Peak AM Peak 7792 11 NW Z11 ST N9 3 A'.' 6 t 6 0 SOUTHBOUND 1500 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 G Q SOUTHBOUND 1600 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 6 0 SOUTHBOUND 1700 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV NORTHBOUND AM PEAK HOUR:4.8 riders PM PEAK HOUR:5 riders SOUTHBOUND AM PEAK HOUR:7.5 riders PM PEAK HOUR:5.2 riders AON AOFF ALOAD 4.8 .11 4.4 0 5.0 .1 2.7 7.5 6.1 5.2 .1 4.9 Route_Pat ROUTE ROUTE AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOPANAMSTP AON AOFF ALOAD 6 = _ a SOUTHBOUND 800 AM Peak AM Peak 6847 18 N MIAMI AV NW 25 ST ,0 8.1 6 0 SOUTHBOUND 1500 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .0 5.6 6 6 G 0 SOUTHBOUND 1600 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .0 .. 5.7 6 0 6 0 SOUTHBOUND 1700 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST .P .0 4.4 SOUTHBOUND AM PEAK HOUR:8.1 riders PM PEAK HOUR:5.7 riders Metrobus Riderships—NW 2nd ►venue Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .3 18.0 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 14.8 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .6 21.4 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 7800 86 NW 20 5T NW 2 AV .6 17.1 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 7800 B6 NW 20 ST NW _ AV ,0 .0 18.5 2 2 _ 0 SOUTHBOUND 723 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 22.1 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 19.B 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 19.4 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 7800 86 NW 26 ST. NM 1 AV .0 .0 15.5 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 7.2 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 13.4 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 8.7 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 7800 06 NW 7C ST RW 0 A': ,C .0 10.7 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 7800 B6 NW 20 ST NW 2 AV ,0 .0 10.4 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 _9 11.5 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 7800 86 NW 20 5T NW 2 AV .0 8.8 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV _0 ..0 10.0 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 7800 86 NW 20 ST NW 2 AV .0 .0 5.9 SOUTHBOUND AM PEAK HOUR:61.3 riders PM PEAK HOUR:32.6 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 IP :Rif : AV MY 25 92 2 2 2 1 NORTHBOUND 695 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1695 PM Peak PM Peak 6956 1B NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 5T 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 6935 02 NW 2 AV NW 25 ST 2 2 0 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 803 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOOTHBOUND 1746 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST NORTHBOUND AM PEAK HOUR:27.7 riders PM PEAK HOUR:51.2 riders SOUTHBOUND AM PEAK HOUR:65 riders PM PEAK HOUR:32.8 riders A0N AOFF ALOAD .0 .4 6.5 .0 .0 10.2 .- .0 9.5 0 .2 6 4 .I .7 7.4 .0 1.4 13.3 .0 .1 7.0 .4 7.1 .3 .2 12.8 5 .0 14.2 .1 12.3 .1 12.6 .1 16.2 .0 13.8 1 21.2 .0 15.0 .0 9.0 0 20.0 .2 14.5 .8 21.5 .1 16.5 .1 17.8 8 24.1 .6 20.2 .3 20.7 .2 .3 16.3 i .8 7.0 < .1 14.7 .2 .2 9.3 .2 .3 11.8 .6 .0 9.9 .5 .0 11.1 .4 .0 7.5 0 .0 9.7 2 .1 5.9 Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 2 2 2 1 NORTHBOUND 625 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 645 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 705 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 725 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 745 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 805 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 825 AM Peak AM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 845 AM Peak AM Peak 6956 18 NW 2 AV NW 25 5T 2 2 2 1 NORTHBOUND 1505 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1525 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1545 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1605 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1625 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1645 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1705 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1725 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 1 NORTHBOUND 1745 PM Peak PM Peak 6956 18 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 612 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 621 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 631 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 703 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 713 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 723 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND B03 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 812 AM Peak AM Peak 6935 B2 NW 2 AV NW 25 5T 2 2 2 0 SOUTHBOUND 822 AM Peak AM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1521 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1532 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1541 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1621 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1637 PM Peak PM Peak 6935 BR :1W A.' PEW 25 52 2 2 2 0 SOUTHBOUND 1643 PM Peak PM Peak 6935 82 NW 2 AV NW 25 ST 2 2 2 0 SOUTHBOUND 1726 PM Peak PM Peak 6935 82 NW _ AV NW 25 ST 2 2 2 0 SOUTHBOUND 1734 PM Peak PM Peak 6935 82 NW 2'AV NW 25 ST 2 2 2 0 SOUTHBOUND 1746 PM Peak PM Peak 6935 82 M3 1 AL' 104 25 !Pr NORTHBOUND AM PEAK HOUR:27. PM PEAK HOUR:51. SOUTHBOUND AM PEAK HOUR:65 PM PEAK HOUR:32. 7 riders 5 riders riders 8 riders AON AOFF ALOAD .6 .4 6.5 .0 .0 10.2 .+1 .0 9.5 .2 6.9 ,1 .7 7.4 .4 1.4 13.3 .0 .1 7.0 .4 7.1 .2 12.8 8 .0 14.2 .1 12.3 .1 12.6 .1 16.2 .2 .0 13.8 .1 21.2 .0 15.0 .0 9.0 .0 20.0 .D .2 14.5 .7 .e 21.5 .1 16.5 .0 .1 17.8 .6 .8 24.1 a .6 20.2 .3 20.7 .2 .3 16.3 1 .8 7.0 .7 .1 14.7 .2 .2 9.3 .2 .3 11.8 d .0 9.9 .5 .0 11.1 .4 .0 7.5 .0 .0 9.7 .0 .1 5.9 Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD AQSTOP ASTOP ANAMSTP 6 6 1 NORTHBOUND 830 AM Peak AM Peak 7770 96 NW 29 ST NW 3 AV 6 6 1 NORTHBOUND 1530 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 6 a NORTHBOUND 1630 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 6 6 ] NORTHBOUND 1730 PM Peak PM Peak 7770 96 NW 29 ST NW 3 AV 6 6 Q SOUTHBOUND 800 AM Peak AM Peak 7792 13 NW 29 ST NW 3 AV 6 6 0 SOUTHBOUND 1500 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 6 Q SOUTHBOUND 1600 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV 6 6 0 SOUTHBOUND 1700 PM Peak PM Peak 7792 13 NW 29 ST NW 3 AV NORTHBOUND AM PEAK HOUR:4.8 riders PM PEAK HOUR:5 riders SOUTHBOUND AM PEAK HOUR:7.5 riders PM PEAK HOUR:5.2 riders Route_Pat ROUTE ROUTE_ AADRCTN DIRECTION TRIPTIME TIME_PERIOD TIME PERIOD_ AQSTOP ASTOP ANAMSTP 6 6 6 0 SOUTHBOUND 800 AM Peak AM Peak 6847 18 N MIAMI AV NW 25 ST 6 6 6 0 SOUTHBOUND 1500 PM Peak PM Peak 6647 18 N MIAMI AV NW 25 ST 6 6 6 0 SOUTHBOUND 1600 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST 6 6 6 0 SOUTHBOUND 1700 PM Peak PM Peak 6847 18 N MIAMI AV NW 25 ST SOUTHBOUND AM PEAK HOUR:8.1 riders PM PEAK HOUR:5.7 riders AON AOFF ALOAD .0 .7 8.1 ,0 .2 5.6 .4 .0 5.7 .0 4.4 APPENDIX E: Existing Conditions Analysis AM Peak Hour Timings 1: NW 5th Avenue & NW 29th Street Existing A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 4t 41T 4t 4I Volume (vph) 54 351 18 168 38 18 32 71 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.7 33.7 33.7 33.7 20.5 20.5 26.1 26.1 Total Split (s) 40.9 40.9 40.9 40.9 34.1 34.1 34.1 34.1 Total Split (%) 54.5% 54.5% 54.5% 54.5% 45.5% 45.5% 45.5% 45.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.7 0.7 0.7 0.7 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 4.7 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NW 5th Avenue & NW 29th Street F 02() '104 40.9 s 40.9 s 1 34.1 s 34.1 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 Signalized Intersection Summary 1: NW 5th Avenue & NW 29th Street Existing A.M. Peak Hour 4\ T t 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 + 4 4t Volume (veh/h) 54 351 92 18 168 31 38 18 13 32 71 90 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 0.99 0.99 0.99 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap, veh/h 242 871 222 202 968 173 564 279 214 275 438 425 Arrive On Green 0.35 0.35 0.35 0.12 0.12 0.12 0.30 0.30 0.30 0.30 0.30 0.30 SatFlow,veh/h 199 2485 633 104 2760 494 956 934 717 289 1464 1421 Grp Volume(v), veh/h 282 0 241 122 0 107 43 0 30 109 0 95 Grp Sat Flow(s),veh/hlln 1742 0 1576 1756 0 1602 1051 0 1557 1754 0 1421 Q Serve(g_s), s 0.0 0.0 3.0 0.0 0.0 1.5 0.5 0.0 0.4 0.0 0 0 1.3 Cycle Q Clear(g_c), s 2.9 0 0 3.0 1.5 0.0 1.5 1.7 0.0 0.4 1.1 0.0 1.3 Prop In Lane 0.20 0.40 0.16 0.31 0.94 0.46 0.31 1.00 Lane Grp Cap(c), veh/h 783 0 552 781 0 562 592 0 465 712 0 425 V/C Ratio(X) 0.36 0.00 0.44 0.16 0.00 0.19 0.07 0.00 0.07 0.15 0.00 0.22 Avail Cap(c_a), veh/h 2593 0 2272 2534 0 2310 1690 0 1860 2206 0 1698 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.99 0.00 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.2 0.0 6.3 7.9 0.0 7.9 6.9 0.0 6.3 6.6 0.0 6.6 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.4 0.0 0.7 0.0 0.0 0.0 0.1 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 0.9 0.0 0.8 0.6 0.0 0.6 0.1 0.0 0.1 0.3 0.0 0.3 Lane Grp Delay (d), s/veh 6.3 0.0 6.5 8.3 0.0 8.6 7.0 0.0 6.3 6.6 0.0 6.8 Lane Grp LOS A A A A A A A A Approach Vol, veh/h 523 229 73 204 Approach Delay, s/veh 6.4 8.4 6.7 6.7 Approach LOS A A A A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 13.5 13.5 11.6 11.6 Change Period (Y+Rc), s 4.7 4.7 4.1 4.1 Max Green Setting (Gmax), s 36.2 36.2 30.0 30.0 Max Q Clear Time (g_c+I1), s 5.0 3.5 3.7 3.3 Green Ext Time (p_c), s 1.7 1.7 1.4 1.4 Intersection Summary HCM 2010 Ctrl Delay 6.9 HCM 2010 LOS A Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn Timings 2: NW 2nd Avenue & NW 29th Street Existing A.M. Peak Hour Lane Group 1 4. EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 41, 4i0 "I I 1 Volume (vph) 41 287 100 174 18 179 65 319 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7 0 7.0 Minimum Split (s) 33.1 33.1 33.1 33.1 24.2 24.2 24.2 24.2 Total Split (s) 46.0 46.0 46.0 46.0 29.0 29.0 29.0 29.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.7% 38.7% 38 7% 38.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.1 4.1 4.2 4.2 4.2 4.2 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 40 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 2: NW 2nd Avenue & NW 29th Street 02 (R] 46 s r 29s L 08 96 s 29s K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 Signalized Intersection Summary 2: NW 2nd Avenue & NW 29th Street Existing A.M. Peak Hour Movement Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus Adj Adj Sat Flow veh/h/In Lanes Cap, veh/h Arrive On Green Sat Flow, veh/h EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4 +IT vi .4 IS I 41 287 34 100 174 33 18 179 38 65 319 35 1 6 16 5 2 12 7 4 14 3 8 18 0 0 0 0 0 0 0 0 0 0 0 0 0.99 0.99 1.00 0.99 1.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 190.0 186.3 190.0 190.0 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 0 2 0 0 2 0 1 1 0 1 1 0 226 844 97 388 556 107 509 575 124 617 640 69 0.30 0.30 0.30 0.30 0.30 0.30 0.39 0.39 0.39 0.39 0.39 0.39 202 2845 326 557 1875 361 1006 1484 319 1144 1651 179 Grp Volume(v), veh/h 201 0 176 166 0 153 19 0 226 68 0 368 Grp Sat Flow(s),veh/h/In 1739 0 1634 1166 0 1628 1006 0 1803 1144 0 1830 Q Serve(g_s), s 0.0 0.0 2.2 1.2 0.0 1.9 0.4 0.0 2.3 1.2 0.0 4.1 Cycle Q Clear(g_c), s 2.2 0.0 2.2 3.4 0.0 1.9 4.4 0.0 2.3 3.5 0.0 4.1 Prop In Lane 0.21 0.20 0.63 0.22 1.00 0.18 1.00 0.10 Lane Grp Cap(c), veh/h 682 0 485 569 0 483 509 0 699 617 0 709 V/C Ratio(X) 0.30 0.00 0.36 0.29 0.00 0.32 0.04 0.00 0.32 0.11 0.00 0.52 Avail Cap(c_a), veh/h 2818 0 2604 2180 0 2593 1067 0 1701 1252 0 1725 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.00 0.98 0.71 0.00 0.71 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.3 0.0 7.3 7.5 0.0 7.2 7.9 0.0 5.6 6.9 0.0 6.2 Incr Delay (d2), s/veh 1.1 0.0 2.1 0.9 0.0 1.2 0.0 0.0 0.2 0.1 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 Back of Q (50%), veh/In 0.9 0.0 0.9 0.8 0.0 0.7 0.1 0.0 0.7 0.2 0.0 1.3 Lane Grp Delay (d), s/veh 8.4 0.0 9.3 8.4 0.0 8.4 7.9 0.0 5.8 6.9 0.0 6.6 Lane Grp LOS A A A A A A A A Approach Vol, veh/h 377 319 245 436 Approach Delay, s/veh 8.8 8.4 6.0 6.7 Approach LOS A A A A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 11.9 11.9 14.4 14.4 Change Period (Y+Rc), s 4.1 4.1 4.2 4.2 Max Green Setting (Gmax), s 41.9 41.9 24.8 24.8 Max Q Clear Time (g_c+11), s 4.2 5.4 6.4 6.1 Green Ext Time (p_c), s 1.5 1.5 3.1 3.1 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Notes 7.5 A K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Existing AM.syn Timings 3: N Miami Avenue & NW 29th Street/NE 29th Street Existing A.M. Peak Hour f .- t Lane Group EBL EBT WBL WBT NBT SBT Lane Configurations 41T 4t. 1 ' Volume (vph) 43 275 59 198 309 1270 Turn Type Perm NA Perm NA NA NA Protected Phases 4 8 6 2 Permitted Phases 4 8 Detector Phase 4 4 8 8 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 24.0 24.0 24.0 24.0 51.0 51.0 Total Split (%) 32.0% 32.0% 32.0% 32 0% 68 0% 68.0% 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 Optimize? Recall Mode None None None None Min Min Intersection Summary Cycle Length: 75 Actuated Cycle Length: 48.7 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Splits and Phases: 3: N Miami Avenue & NW 29th Street/NE 29th Street i,2 51s t L%r5 51 s 4 III 24s • r 08 III 24s K:IFTL_TPTO1043629001-Mana Wynwood SAP\Calcs\Synchro102 0216 UpdatelExisting AM.syn HCM 2010 Signalized Intersection Summary 3: N Miami Avenue & NW 29th Street/NE 29th Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 414 4T+ ttP Volume (veh/h) 43 275 80 59 198 54 0 309 29 0 1270 96 Number 7 4 14 3 8 18 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 0.99 0.99 0.99 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 1.00 1.00 1.00 Adj Sat Flow veh/h/In 190.0 186.3 190.0 190.0 186.3 190.0 0.0 186.3 190.0 0.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap, veh/h 149 522 147 182 450 119 0 1637 151 0 1668 126 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.00 0.49 0.49 0.00 0.49 0.49 Sat Flow, veh/h 200 2343 661 272 2018 534 0 3359 311 0 3422 258 Grp Volume(v), veh/h 217 0 197 156 0 167 0 178 174 0 719 704 Grp Sat Flow(s),veh/h/In 1637 0 1567 1234 0 1591 0 1863 1807 0 1863 1817 Q Serve(g_s), s 1.1 0.0 4.6 0.6 0.0 3.8 0.0 2.2 2.3 0.0 13.3 13.5 Cycle Q Clear(g_c), s 4.9 0.0 4.6 5.3 0.0 3.8 0.0 2.2 2.3 0.0 13.3 13.5 Prop In Lane 0.21 0.42 0.39 0.34 0.00 0.17 0.00 0.14 Lane Grp Cap(c), veh/h 470 0 349 396 0 355 0 908 881 0 908 885 V/C Ratio(X) 0.46 0.00 0.56 0.39 0.00 0.47 0.00 0.20 0.20 0.00 0.79 0.80 Avail Cap(c_a), veh/h 815 0 681 691 0 691 0 2023 1963 0 2023 1973 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 14.3 0.0 14.3 13.9 0.0 14.0 0.0 6.0 6.0 0.0 8.9 8.9 Incr Delay (d2), s/veh 0.3 0.0 0.5 0.2 0.0 0.4 0.0 0.0 0.0 0.0 0.6 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 Back of Q (50%), vehlln 1.8 0.0 1.6 1.3 0.0 1.4 0.0 0.8 0.8 0.0 4.9 4.9 Lane Grp Delay (d), s/veh 14.5 0.0 14.8 14.1 0.0 14.3 0.0 6.1 6.1 0.0 9.5 9.5 Lane Gro LOS B B B B A A A A Approach Vol, veh/h 414 323 352 1423 Approach Delay, s/veh 14.7 14.2 6.1 9.5 Approach LOS B B A A Timer Assigned Phs 4 8 6 2 Phs Duration (G+Y+Rc), s 15.2 15.2 26.2 26.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 18.0 18.0 45.0 45.0 Max Q Clear Time (g_c+I1), s 6.9 7.3 4.3 15.5 Green Ext Time (p_c), s 1.3 1.3 4.8 4.7 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Notes 10.5 B K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro102 0216 Update\Existing AM.syn HCM 2010 TWSC 4: NW 5th Avenue & NW 25th Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 5.6 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 11 14 43 0 0 70 Conflicting Peds, #/hr 0 0 0 9 9 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 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 17 52 0 0 85 Major/Minor _ Minorl Majorl Major? Conflicting Flow All 102 35 0 0 52 0 Stage 1 52 Stage 2 50 - Follow-up Headway 3.52 3.32 - 2.22 Pot Capacity-1 Maneuver 885 1030 - 1552 Stage 1 964 - Stage 2 966 Time blocked -Platoon, % Mov Capacity-1 Maneuver 878 1022 - 1540 Mov Capacity-2 Maneuver 878 - - Stage 1 964 - - - Stage 2 959 - - - - Approach WB NB SB HCM Control Delay, s 8.9 0 7.8 HCM LOS A Minor Lane / ivlajor Mvmt NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) - 953 1274 1540 HCM Lane V/C Ratio - - 0.032 0.003 HCM Control Delay (s) - 8.9 7.8 7.8 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.099 0.009 0 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 5: NW 2nd Avenue & NW 25th Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 28 20 43 22 206 25 82 366 19 Conflicting Peds, #/hr 5 0 15 15 0 5 29 0 20 20 0 29 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 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 0 0 0 30 22 46 24 222 27 88 394 20 Major/Minor Minors Majorl Major2 Conflicting Flow All 877 887 279 414 0 0 263 0 0 Stage 1 297 297 - Stage 2 580 590 - - Follow-up Headway 3.518 4.018 3.318 2.218 - 2.218 Pot Capacity-1 Maneuver 319 283 760 1145 - 1301 Stage 1 754 668 Stage 2 560 495 Time blocked -Platoon, % Mov Capacity-1 Maneuver 273 # 0 732 1117 - - 1270 Mov Capacity-2 Maneuver 273 # 0 Stage 1 726 # 0 Stage 2 497 # 0 Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt WB NB SB 15.5 0.7 1.4 C NBL NBT NBR WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes 1117 - 440 1270 0.021 - 0.222 0.069 8.293 0 - 15.5 8.046 0 A A C A A 0.065 - 0.841 0.223 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 6: NW 6th Avenue & NW 24th Street Intersection Existing A.M. Peak Hour Intersection Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 1 2 90 12 16 81 Conflicting Peds, #/hr 0 0 0 1 1 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 81 81 81 81 81 81 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 2 111 15 20 100 Major/Minor Minor 1 Majorl Major2 Conflicting Flow All 259 120 0 0 126 0 Stage1 119 Stage 2 140 - - Follow-up Headway 3 518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 730 931 - - 1460 - Stage 1 906 - Stage 2 887 - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 718 930 1459 - Mov Capacity-2 Maneuver 718 - - Stage 1 906 - - Stage 2 873 - - Approach WB NB HCM Control Delay, s 9.3 0 HCM LOS A Minor Lane / Major Mvmt _ NBT NBR_WBLn1 SBL SBT Capacity (veh/h) - 847 1459 HCM Lane V/C Ratio - 0.004 0.014 HCM Control Delay (s) - 9.3 7.501 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.013 0.041 Notes SB 1.2 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 7: NW 5th Avenue & NW 24th Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 4 3 0 0 0 5 26 21 36 26 10 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 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 74 74 74 74 74 74 74 74 74 74 74 74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 5 4 0 0 0 7 35 28 49 35 14 tjor/Minor Minor2 Majorl Major2 Conflicting Flow All 170 216 25 49 0 0 64 0 0 Stage 1 139 139 - - - - - Stage 2 31 77 - - Follow-up Headway 3.52 4.02 3.32 2.22 - 2.22 - - Pot Capacity-1 Maneuver 804 681 1045 1556 - 1536 - - Stage1 873 781 - - - - - Stage 2 987 830 - - - Time blocked -Platoon, % - - - - Mov Capacity-1 Maneuver 774 # 0 1044 1555 - - 1535 Mov Capacity-2 Maneuver 774 # 0 Stage 1 844 # 0 Stage 2 982 # 0 Approach HCM Control Delay, s HCM LOS EB NB SB 9.5 0.7 3.7 A Minor Lane / Mvmt NBL NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) 1555 - 828 1535 - HCM Lane V/C Ratio 0.004 0.026 0.032 HCM Control Delay (s) 7.325 0 9.5 7.422 0 HCM Lane LOS A A A A A HCM 95th %tile Q(veh) 0.013 0.08 0.098 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolExisting AM.syn HCM 2010 TWSC 8: NW 2nd Avenue & NW 24th Street Intersection Existing A.M. Peak Hour Intersection Delay, s/veh 0.9 Movement _ EBL EBR NBL NBT SBT SBR Vol, veh/h 9 42 0 254 407 0 Conflicting Peds, #/hr 1 5 28 0 0 28 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 10 46 0 279 447 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 731 480 452 0 0 Stage 1 452 - - - Stage 2 279 - Follow-up Headway 3.518 3.318 2.218 - Pot Capacity-1 Maneuver 389 586 1109 - - Stage 1 641 - - Stage 2 768 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 386 570 1083 Mov Capacity-2 Maneuver 386 - - Stage1 638 - - - Stage 2 765 - - Approach EB NB SB HCM Control Delay, s 12.7 0 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1083 - 526 HCM Lane V/C Ratio - 0.107 HCM Control Delay (s) 0 - 12.7 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 - 0.356 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 9: NW 6th Avenue & NW 23rd Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh Movement 0.8 WBL WBR NBT NBR SBL SBT Vol, veh/h 9 4 99 4 4 78 Conflicting Peds, #/hr 0 0 0 1 1 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 74 74 74 74 74 74 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 5 134 5 5 105 Major/Minor Minorl Map r1 Major2 Conflicting Flow All 252 137 0 0 139 0 Stage 1 136 - - - - - Stage 2 116 - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 737 911 - 1445 - Stage 1 890 Stage 2 909 Time blocked -Platoon, % Mov Capacity-1 Maneuver 733 910 - - 1444 Mov Capacity-2 Maneuver 733 - Stage 1 890 - Stage 2 905 - Approach HCM Control Delay, s HCM LOS WB 9.7 A NB 0 Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 780 1444 HCM Lane V/C Ratio 0.023 0.004 HCM Control Delay (s) - 9.7 7.502 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.069 0.011 SB 0.4 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 10: NW 5th Avenue & NW 23rd Street (South) Intersection Existing A.M. Peak Hour Intersection Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 8 0 0 10 11 15 Conflicting Peds, #/hr 0 0 11 0 0 11 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 61 61 61 61 61 61 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 0 0 16 18 25 Ma'or/Minor Minor2 Major1 Major2 Conflicting Flow All 26 29 18 0 - 0 Stage 1 18 - - Stage 2 8 - Follow-up Headway 3.519 3.319 2.218 - - Pot Capacity-1 Maneuver 988 1045 1599 - - Stage1 1004 - - Stage 2 1014 - - Time blocked -Platoon, % Mov Capacity-1 Maneuver 988 1035 1584 - - Mov Capacity-2 Maneuver 988 - Stage1 1004 Stage 2 1014 - - Approach EB NB SB HCM Control Delay, s 8.7 0 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1584 - 988 HCM Lane V/C Ratio - - 0.013 HCM Control Delay (s) 0 - 8.7 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 - 0.04 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 11: NW 5th Avenue & NW 23rd Street (North) Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 30 19 0 0 27 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 72 72 72 72 72 72 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 42 26 0 0 38 Major/Minor Minorl Major? Major2 Conflicting Flow All 48 13 0 0 26 0 Stage 1 26 - - - Stage 2 22 - - Follow-up Headway 3.52 3.32 - 2.22 Pot Capacity-1 Maneuver 956 1064 - 1587 Stage 1 993 - - - Stage 2 998 - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 956 1064 - - 1587 Mov Capacity-2 Maneuver 956 - - - Stage1 993 - Stage 2 998 - - Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB 8.5 A NB 0 SB 7.9 NBT NBR WBLn1 SBU SBL SBT - 1064 1258 1587 0.039 0.001 8.5 7.9 7.9 A A A 0.122 0.003 0 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Existing AM.syn HCM 2010 TWSC 13: NW 6th Avenue & NW 22nd Street Intersection Existing A.M. Peak Hour Intersection Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 7 2 102 4 2 84 Conflicting Peds, #/hr 0 0 0 1 1 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 78 78 78 78 78 78 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 3 131 5 3 108 Major/Minor Minorl Maiorl Major2 Conflicting Flow All 246 134 0 0 136 0 Stage 1 133 - Stage 2 113 - Follow-up Headway 3.518 3.318 - 2.218 - Pot Capacity-1 Maneuver 742 915 - 1448 Stage 1 893 - - Stage 2 912 - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 740 914 - - 1447 - Mov Capacity-2 Maneuver 740 Stage 1 893 Stage 2 909 Approach HCM Control Delay, s HCM LOS WB 9.7 A NB 0 Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) 773 1447 HCM Lane V/C Ratio 0.015 0.002 HCM Control Delay (s) - 9.7 7.492 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.045 0.005 Notes SB 0.2 Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 14: NW 5th Avenue & NW 22nd Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 3.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 8 0 0 2 1 10 Conflicting Peds, #/hr 0 0 9 0 0 9 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 48 48 48 48 48 48 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 17 0 0 4 2 21 MajoriMinor Minor2 Majorl Major2 Conflicting Flow All 17 22 23 0 - 0 Stage 1 13 - - - - Stage 2 4 - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 1001 1055 1592 - - - Stage 1 1010 - - - - Stage 2 1019 - - - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 1001 1047 1580 - - Mov Capacity-2 Maneuver 1001 - - - - Stage 1 1010 - - Stage 2 1019 - - Approach EB NB SB HCM Control Delay, s 8.7 0 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1580 - 1001 HCM Lane V/C Ratio - - 0.017 HCM Control Delay (s) 0 - 8.7 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 . 0.051 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 15: NW 3rd Avenue & NW 22nd Street Intersection Existing A.M. Peak Hour Intersection Delay, s/veh 3.7 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 23 31 11 22 25 19 Conflicting Peds, #/hr 0 10 10 0 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 100 0 Veh in Median Storage, # 0 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 26 36 13 25 29 22 Major/Minor Maiorl Major2 Minorl Conflicting Flow All 0 0 63 0 96 55 Stage 1 - 45 Stage 2 51 Follow-up Headway - 2.218 - 3 518 3.318 Pot Capacity-1 Maneuver 1540 - 903 1012 Stage 1 - 977 Stage 2 - - - 971 Time blocked -Platoon, % - Mov Capacity-1 Maneuver - - 1527 - 887 1003 Mov Capacity-2 Maneuver - - 887 Stage 1 - - 976 Stage 2 - 954 - Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes EB WB NB 0 2.5 9 A NBLn1 NBLn2 EBT EBR WBL WBT 887 1003 - 1527 - 0.032 0.022 - - 0.008 9.2 8.7 - - 7.377 0 A A A A 0.1 0.067 0.025 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 16: NW 2nd Avenue & NW 22nd Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 23 8 4 217 355 22 Conflicting Peds, #/hr 0 0 12 0 0 12 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 100 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 24 9 4 231 378 23 Major/Minor Minor2 Majorl Maior2 Conflicting Flow All 628 401 401 0 - 0 Stage 1 389 - - - Stage 2 239 - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 447 649 1158 - - - Stage1 685 - Stage 2 801 - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 445 643 1146 - - Mov Capacity-2 Maneuver 445 - - Stage 1 685 - - - - Stage 2 798 - - Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt EB 12.9 B NB 0.1 NBL NBT EBLn1 EBLn2 SBT SBR SB 0 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes 1146 - 445 643 0.004 - 0.055 0.013 8.153 0 13.6 10.7 A A B B 0.011 - 0.174 0.04 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn Timings 17: NW 3rd Avenue & NW 20th Street t I P i Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations IN 1f Ti I" 4 4) Volume (vph) 24 477 117 409 39 21 113 3 27 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 tt Detector Phase 6 6 2 2 4 4 4 fs 8 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 24.4 24.4 24.4 24.4 24.4 Total Split (s) 45.6 45.6 45.6 45.6 44.4 44.4 44.4 44.4 44.4 Total Split (%) 50 7% 50.7% 50 7% 50.7% 49.3% 49.3% 49.3% 49.3% 49.3% 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 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None None Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 17: NW 3rd Avenue & NW 20th Street Existing A.M. Peak Hour 45.E s I. L q5 (R) 45.6 s 4-4.4 s 0 y,}. 4 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 Signalized Intersection Summary 17: NW 3rd Avenue & NW 20th Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I 441 'I +t 4 r 4+ Volume (veh/h) 24 477 31 117 409 10 39 21 113 3 27 33 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) 0.98 0.96 0.99 0.96 0.98 0.98 0.98 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 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 190.0 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Cap,veh/h 494 1451 95 477 1520 39 358 158 355 112 174 203 Arrive On Green 0.42 0.42 0.42 0.14 0.14 0.14 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 928 3450 226 853 3613 92_ 828 686 1546 25 759 885 Grp Volume(v), veh/h 25 270 265 123 222 220 63 0 119 66 0 0 Grp Sat Flow(s),veh/h/In 928 1863 1813 853 1863 1842 1514 0 1546 1668 0 0 Q Serve(g_s), s 0.7 3.5 3.5 4.8 3.8 3.8 0.0 0.0 2.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.5 3.5 3.5 8.3 3.8 3.8 1.0 0.0 2.3 1.1 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.05 0.65 1.00 0.05 0.53 Lane Grp Cap(c), veh/h 494 784 763 477 784 775 515 0 355 489 0 0 V/C Ratio(X) 0.05 0.35 0.35 0.26 0.28 0.28 0.12 0.00 0.34 0.13 0.00 0.00 Avail Cap(c_a), veh/h 1139 2080 2024 1071 2080 2057 1743 0 1656 1874 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.6 7.0 7.0 14.1 10.5 10.5 10.9 0.0 11.4 11.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 1.2 1.2 1.3 0.9 0.9 0.0 0.0 0.2 0.0 0.0 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 0.0 0.0 0.0 %Ile Back of Q (50%), veh/In 0.2 1.5 1.4 1.2 1.7 1.7 0.4 0.0 0.7 0.4 0.0 0.0 Lane Grp Delay (d), s/veh 8.8 8.2 8.2 15.4 11.4 11.4 10.9 0.0 11.6 11.0 0.0 0.0 Lane Grp LOS A A A BBBB B B Approach Vol, veh/h 560 565 182 66 Approach Delay, s/veh 8.2 12.2 11.4 11.0 Approach LOS A B B B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 20.9 20.9 14.5 14.5 Change Period (Y+Rc), s 6.0 6 0 6.4 6.4 Max Green Setting (Gmax), s 39.6 39.6 38.0 38.0 Max Q Clear Time (g_c+I1), s 6.5 10.3 4.3 3.1 Green Ext Time (p_c), s 2.1 2 1 0.7 0.7 Intersection Summary HCM 2010 Ctrl Delay 10.4 HCM 2010 LOS B Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn Timings 18: NW 20th Street & NW 2nd Avenue Existing A.M. Peak Hour 4- Lane Group EBL EBT WBT SBL SBT 06 07 Lane Configurations 'II 1, Volume (vph) 131 467 341 137 7 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 6 7 Permitted Phases 5 3 Detector Phase 5 5 1 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 30.0 30.0 27.0 10.4 Total Split (s) 33.0 33.0 60.0 30.0 30.0 27.0 30.0 Total Split (%) 36.7% 36 7% 66.7% 33.3% 33.3% 30% 33% 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 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.4 6.4 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Spliis and Phases: 18: NW 20th Street & NW 2nd Avenue #18 4- 01(R) 60 s $18 #19 ice►' )5(R) #18 03 30s 33s 27s 19 -c.17 30s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM Signalized Intersection Capacity Analysis 18: NW 2Oth Street & NW 2nd Avenue Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL _ SBT SBR Lane Configurations '111 ttP ti 1 I Volume (vph) 131 467 6 0 341 47 0 0 0 137 7 224 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 6.4 6.4 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 0.98 Flpb, ped/bikes 0.98 1.00 1.00 0.99 1.00 Frt 1.00 1.00 0.98 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1731 3531 3451 1759 1553 Flt Permitted 0.51 1.00 1.00 0.95 1.00 Satd. Flow (perm) 934 3531 3451 1759 1553 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) 138 492 6 0 359 49 0 0 0 144 7 236 RTOR Reduction (vph) 0 1 0 0 12 0 0 0 0 0 174 0 Lane Group Flow (vph) 138 497 0 0 396 0 0 0 0 144 69 0 Confl. Peds. (#/hr) 18 10 10 18 11 5 5 11 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 Permitted Phases 5 3 Actuated Green, G (s) 27.0 27.0 54.0 23.6 23.6 Effective Green, g (s) 27.0 27.0 54.0 23.6 23.6 Actuated g/C Ratio 0.30 0.30 0.60 0.26 0.26 Clearance Time (s) _ 6.0 6.0 6.0 6.4 6.4 Lane Grp Cap (vph) 280 1059 2070 461 407 v/s Ratio Prot 0.14 c0.11 0.04 v/s Ratio Perm c0.15 c0.08 v/c Ratio 0.49 0.47 0.19 0.31 0.17 Uniform Delay, d1 25.9 25.7 8.1 26.7 25.6 Progression Factor 1.04 1.05 0.00 1.00 1.00 Incremental Delay, d2 6.0 1.5 0.2 1.8 0.9 Delay (s) 32.9 28.5 0.2 28.4 26.5 Level of Service C C A C C Approach Delay (s) 29.4 0.2 0.0 27.2 Approach LOS C A A C Intersection Summary HCM 2000 Control Delay 20.5 HCM 2000 Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 90.0 Intersection Capacity Utilization 59.3% Analysis Period (min) 15 c Critical Lane Group HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service C 18.8 B K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\Synchro\Existing AM.syn Timings 19: NW 1st Place & NW 20th Street 1- I Lane Group EBT WBT NBL NBT 01 o3 07 Lane Configurations • Volume (vph) 611 365 24 5 Turn Type NA NA Perm NA Protected Phases 5 7 5 6 1 3 7 Permitted Phases 6 Detector Phase 5 7 5 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 27.0 30.0 10.4 Total Split (s) 33.0 27.0 27.0 60.0 30.0 30.0 Total Split (%) 36.7% 30.0% 30.0% 67% 33% 33% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.4 2.4 2.0 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.4 6.4 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBTL and 5:EBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Splits and Phases: 19: NW 1st Place & NW 20th Street #18 #19 W sq 33 s s #18 1.03 30s E30s Existing A.M. Peak Hour r K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolExisting AM.syn HCM Signalized Intersection Capacity Analysis 19: NW 1st Place & NW 20th Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ ti li Volume (vph) 0 611 0 0 365 7 24 5 19 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.4 6.4 Lane Util. Factor 0.95 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3526 1767 3075 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 3526 1767 3075 Peak -hour factor, PHF 0.97 0.97 0 97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 630 0 0 376 7 25 5 20 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 15 0 0 0 0 Lane Group Flow (vph) 0 630 0 0 382 0 25 10 0 0 0 0 Confl. Peds. (#/hr) 28 15 15 _ 28 1 3 3 1 Turn Type NA NA Perm NA Protected Phases 5 7 5 6 Permitted Phases 6 Actuated Green, G (s) 57.0 27.0 20.6 20.6 Effective Green, g (s) 50.6 27.0 20.6 20.6 Actuated g/C Ratio 0.56 0.30 0.23 0.23 Clearance Time (s) 6.0 6.4 6.4 Lane Grp Cap (vph) 1989 1057 404 703 v/s Ratio Prot c0.18 c0.11 0.00 v/s Ratio Perm c0.01 vlc Ratio 0.32 0.36 0.06 0.01 Uniform Delay, d1 10.5 24.7 27.1 26.8 Progression Factor 0.05 1.00 1.00 1.00 Incremental Delay, d2 0.4 1.0 0.3 0.0 Delay (s) 0.9 25.7 27.4 26.9 Level of Service A C C C Approach Delay (s) 0.9 25.7 27.2 0.0 Approach LOS A C C A Intersection Summary HCM 2000 Control Delay 11.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.26 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.8 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Existing AM.syn Timings 20: N Miami Avenue & NW 20th Street Existing A.M. Peak Hour Lane Group EBL EBT EBR WBT WBR NBL NBT SBL SBT Lane Configurations 1j t r tr 41, 41, Volume (vph) 78 284 183 297 156 3 164 162 1002 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 3 4 Detector Phase 2 2 2 6 6 3 8 4 4 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) 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 Total Split (s) 34.0 34.0 34.0 34.0 34.0 26.0 26.0 26.0 26.0 Total Split (%) 56.7% 56.7% 56.7% 56.7% 56.7% 43.3% 43.3% 43.3% 43.3% 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 2.3 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 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 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 60 Actuated Cycle Length: 60 Offset: 48 (80%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street -0p2 (R) 34 s 34 s 6 26 s [ _ K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 Signalized Intersection Summary 20: N Miami Avenue & NW 20th Street Existing A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 1 r I- r 41) 4t+ Volume (veh/h) 78 284 183 0 297 156 3 164 14 162 1002 79 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 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 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 186.3 186.3 186.3 0.0 186.3 186.3 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 0 2 0 0 2 0 Cap, veh/h 447 869 736 0 869 737 62 951 81 199 846 67 Arrive On Green 0.47 0.47 0.47 0.00 0.47 0.47 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 912 1863 1576 0 1863 1578 0 2897 245 375 2577 205 Grp Volume(v), veh/h 82 299 193 0 313 164 90 0 101 639 0 670 Grp Sat Flow(s),veh/h/In 912 1863 1576 0 1863 1578 1491 0 1650 1499 0 1658 Q Serve(g_s), s 3.8 6.1 4.5 0.0 6.5 3.7 0.0 0.0 2.6 17.1 0.0 19.7 Cycle Q Clear(g_c), s 10.3 6.1 4.5 0.0 6.5 3.7 19.7 0.0 2.6 19.7 0.0 19.7 Prop In Lane 1.00 1.00 0.00 1.00 0.03 0.15 0.27 0.12 Lane Grp Cap(c), veh/h 447 869 736 0 869 737 552 0 542 568 0 544 V/C Ratio(X) 0.18 0.34 0.26 0.00 0.36 0.22 0.16 0.00 0.19 1.12 0.00 1.23 Avail Cap(c_a), veh/h 447 869 736 0 869 737 552 0 542 568 0 544 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.5 10.2 9.7 0.0 10.3 9.5 14.4 0.0 14.4 22.0 0.0 20.2 Incr Delay (d2), s/veh 0.9 1.1 0.9 0.0 1.2 0.7 0.6 0.0 0.8 76.6 0.0 119.5 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 Back of Q (50%), veh/In 0.9 2.7 1.7 0.0 2.9 1.4 1.0 0.0 1.1 20.3 0.0 25.6 Lane Grp Delay (d), s/veh 14.4 11.2 10.6 0.0 11.4 10.2 15.0 0.0 15.2 98.6 0.0 139.6 Lane Grp LOS B B B B B B B F F Approach Vol, veh/h 574 477 191 1309 Approach Delay, s/veh 11.5 11.0 15.1 119.6 Approach LOS B B B F Timer Assigned Phs 2 6 8 4 Phs Duration (G+Y+Rc), s 34.0 34.0 26.0 26.0 Change Period (Y+Rc), s 6.0 6.0 6.3 6.3 Max Green Setting (Gmax), s 28.0 28.0 19.7 19.7 Max Q Clear Time (g_c+I1), s 12.3 8.5 21.7 21.7 Green Ext Time (p_c), s 1.4 1.4 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 67.1 HCM 2010 LOS E Notes K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Existing AM.syn HCM 2010 TWSC 39: NW 5th Place & NW 20th Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL _NBT NBR SBL SBT SBR Vol, veh/h 55 530 34 7 361 9 20 5 8 5 11 42 Conflicting Peds, #/hr 2 0 6 6 0 2 5 0 1 1 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length 65 65 - - Veh in Median Storage, # - 0 - 0 0 - - 0 Grade, % - 0 - 0 0 - 0 Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 59 564 36 7 384 10 21 5 9 5 12 45 Major/Minor Major1 Major2 Minorl Minor2 Conflicting Flow All 399 0 0 605 0 0 922 1118 311 816 1131 208 Stage 1 - - - - 704 704 409 409 Stage 2 - . - . - 218 414 - 407 722 Follow-up Headway 2.22 - - 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 1156 - 969 - - 225 206 685 269 202 798 Stage 1 - - - 394 438 590 594 Stage 2 - - 764 591 592 429 Time blocked -Platoon, % - Mov Capacity-1 Maneuver 1150 - 964 - - 195 192 679 248 189 791 Mov Capacity-2 Maneuver - - - 294 297 363 298 Stage 1 - - - - 372 414 - 557 587 - Stage 2 - - - - - 698 584 545 405 - Approach EB _ WB _ _ NB SB HCM Control Delay, s 0.7 0.2 16.8 12.2 HCM LOS C B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 341 1150 - 964 - 559 HCM Lane V/C Ratio 0.103 0.051 - 0.008 - - 0.11 HCM Control Delay (s) 16.8 8.298 - - 8.764 - - 12.2 HCM Lane LOS C A A B HCM 95th %tile Q(veh) 0.341 0.161 - 0.023 - 0.37 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn HCM 2010 TWSC 40: NW 6th Avenue & NW 29th Street Existing A.M. Peak Hour Intersection Intersection Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 24 437 50 8 266 5 13 13 6 1 14 8 Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - None Storage Length - - - 0 Veh in Median Storage, # 0 - - 0 - - 0 - 0 - Grade, % 0 - 0 - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 520 60 10 317 6 15 15 7 1 17 10 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 324 0 0 581 0 0 795 951 293 666 978 164 Stage 1 - - - - - 608 608 340 340 Stage 2 - - - - - 187 343 - 326 638 - Follow-up Headway 2.22 - - 2.22 - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 1233 989 278 258 703 345 249 852 Stage 1 - - - 450 484 648 638 Stage 2 - - 797 636 - 661 469 Time blocked -Platoon, % - Mov Capacity-1 Maneuver 1231 - 987 - - 250 246 701 313 237 850 Mov Capacity-2 Maneuver - - - - - - 250 246 - 313 237 Stage 1 - - - - - - 434 467 - 625 630 Stage 2 - - - - - - 757 628 - 609 452 Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt EB WB NB SB 0.5 0.2 18.8 17.3 C C NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes 250 296 1231 - 987 - - 321 0.041 0.094 0.023 - 0.01 - 0.085 20 18.4 7.994 0.1 . 8.683 0 17.3 C C A A A A C 0.129 0.308 0.071 - - 0.029 - 0.278 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolExisting AM.syn HCM 2010 TWSC 41: NW 5th Place & NW 21st Terrace Existing A.M. Peak Hour intersection Intersection Delay, s/veh 6.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 3 29 17 1 50 18 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 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 32 18 1 54 20 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 35 0 57 19 Stage 1 - 19 Stage 2 - 38 Follow-up Headway - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1576 - 950 1059 Stage 1 - - - 1004 Stage 2 - - - 984 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver - - 1576 - 940 1059 Mov Capacity-2 Maneuver - - 940 Stage 1 - - - 1004 Stage 2 - - - 973 Approach EB WB NB HCM Control Delay, s 0 6 9 9 HCM LOS A Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 969 - 1576 - HCM Lane V/C Ratio 0.076 - 0.012 HCM Control Delay (s) 9 - 7.311 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.247 - 0.036 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting AM.syn PM Peak Hour Timings 1: NW 5th Avenue & NW 29th Street Existing P.M. Peak Hour Lane Group Lane Configurations 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 f EBL EBT WBL WBT NBU NBL NBT SBL SBT 96 325 37 461 14 92 187 23 47 Perm NA Perm NA Perm Perm NA Perm NA 6 2 4 8 6 2 4 4 8 6 6 2 2 4 4 4 8 8 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 33.7 33.7 33.7 33.7 20.5 20.5 20.5 26.1 26.1 40.9 40.9 40.9 40.9 34.1 34.1 34.1 34.1 34.1 54.5% 54.5% 54.5% 54.5% 45.5% 45.5% 45.5% 45.5% 45.5% 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 0.7 0.7 0.7 0,7 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 4.7 4.7 4.1 4.1 None None C-Min C-Min None None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NW 5th Avenue & NW 29th Street 02 (R) 40.9 s "111S5 90.9 s 04 34.1 s 7 08 34.1 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 Signalized Intersection Summary 1: NW 5th Avenue & NW 29th Street Existing P.M. Peak Hour c 4\ t Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations 4+ 4T+ 4t 4T, Volume (veh/h) 96 325 49 37 461 64 14 92 187 59 23 47 Number 1 6 16 5 2 12 7 4 14 3 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 Adj Sat Flow veh/h/In 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 Lanes 0 2 0 0 2 0 0 2 0 0 2 Cap, veh/h 313 833 123 189 1154 156 356 555 174 256 385 Arrive On Green 0.40 0.40 0.40 0.13 0.13 0.13 0.28 0.28 0.28 0.28 0.28 SatFlow,veh/h 310 2085 309 106 2890 391 574 1965 616 293 1364 Grp Volume(v), veh/h 236 0 292 333 0 299 210 0 169 79 0 Grp Sat Flow(s),veh/h/In 1065 0 1639 1763 0 1624 1574 0 1580 1657 0 Q Serve(g_s), s 0.8 0.0 3.6 0.0 0.0 4.7 1.0 0.0 2.4 0.0 0.0 Cycle Q Clear(g_c), s 5.5 0.0 3.6 4.6 0.0 4.7 2.7 0.0 2.4 0.9 0.0 Prop In Lane 0.46 0.19 0.13 0.24 0.49 0.39 0.33 Lane Grp Cap(c), veh/h 615 0 655 851 0 649 639 0 446 641 0 V/C Ratio(X) 0.38 0.00 0.45 0.39 0.00 0.46 0.33 0.00 0.38 0.12 0.00 Avail Cap(c_a), veh/h 1688 0 2145 2366 0 2126 1837 0 1714 1855 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.95 0.00 0.95 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 5.9 0.0 6.1 9.2 0.0 9.3 8.0 0.0 8.0 7.4 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 1.3 0.0 2.2 0.2 0.0 0.4 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 0.0 0.0 %ile Back of Q (50%), veh/In 0.7 0.0 1.0 2.0 0.0 2.0 0.9 0.0 0.7 0.3 0.0 Lane Grp Delay (d), s/veh 6.1 0.0 6.2 10.5 0.0 11.5 8.3 0.0 8.4 7.5 0.0 Lane Grp LOS A A B B A A A Approach Vol, veh/h 528 632 379 163 Approach Delay, s/veh 6.2 10.9 8.3 7.6 Approach LOS A B A A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 15.7 15.7 11.9 11.9 Change Period (Y+Rc), s 4.7 4.7 4.1 4.1 Max Green Setting (Gmax), s 36.2 36.2 30.0 30.0 Max Q Clear Time (g_c+I1), s 7.5 6.7 4.7 3.2 Green Ext Time (p_c), s 2.7 2.7 2.8 2.8 Intersection Summary HCM 2010 Ctrl Delay 8.6 HCM 2010 LOS A Notes K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolExisting PM.syn HCM 2010 Signalized Intersection Summary 1: NW 5th Avenue & NW 29th Street Existing P.M. Peak Hour Movement 4/ SBR La n.Configurations Volume (veh/h) 75 Number 18 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus Adj 1.00 Adj Sat Flow veh/h/In 190.0 Lanes 0 Cap, veh/h 403 Arrive On Green 0.28 Sat Flow. veh/h 1429 Grp Volume(v), veh/h 84 Grp Sat Flow(s),veh/h/In 1429 Q Serve(g_s), s 1.2 Cycle Q Clear(g_c), s 1.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 403 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 1550 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 7.6 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile Back of Q (50%), veh/In 0.3 Lane Grp Delay (d), s/veh 7.8 Lane Grp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn Timings 2: NW 2nd Avenue & NW 29th Street Existing P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 4 Volume (vph) 80 311 91 408 56 407 21 162 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.1 33.1 33.1 33.1 24.2 24.2 24.2 24.2 Total Split (s) 46.0 46.0 46.0 46.0 29.0 29.0 29.0 29.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.7% 38 7% 38.7% 38.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.1 4.1 4.2 4.2 4.2 4.2 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 40 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 2: NW 2nd Avenue & NW 29th Street I * 02 (R) I 04 46s 1 29s 1 r"111106 (R) 08 46s i 29s i K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 Signalized Intersection Summary 2: NW 2nd Avenue & NW 29th Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBI_ SBT SBR Lane Configurations 4 41 )i t) vi t+ Volume (veh/h) 80 311 45 91 408 60 56 407 63 21 162 46 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 0.99 1.00 0.99 0.99 0.98 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 0 2 0 0 2 0 1 1 0 1 1 0 Cap,veh/h 239 733 103 241 782 113 618 677 105 413 600 169 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow. veh/h 282 2257 316 309 2406 347 1149 1572 243 901 1393 392 Grp Volume(v), veh/h 211 0 238 286 0 291 58 0 485 22 0 214 Grp Sat Flow(s),veh/h/In 1218 0 1636 1432 0 1631 1149 0 1815 901 0 1785 Q Serve(g_s), s 0.4 0 0 3.9 1.9 0.0 5.0 1.2 0.0 7.1 0.7 0.0 2.6 Cycle Q Clear(g_c), s 5.4 0 0 3.9 5.8 0.0 5.0 3.8 0.0 7.1 7.7 0 0 2.6 Prop In Lane 0.39 0.19 0.33 0.21 1.00 0.13 1.00 0.22 Lane Grp Cap(c), veh/h 543 0 532 606 0 530 618 0 782 413 0 769 V/C Ratio(X) 0.39 0.00 0.45 0.47 0.00 0.55 0.09 0.00 0.62 0.05 0.00 0.28 Avail Cap(c_a), veh/h 1742 0 2018 1928 0 2011 961 0 1324 682 0 1303 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.00 0.96 0.29 0.00 0.29 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.8 0.0 9.1 9.5 0.0 9.4 7.5 0.0 7.5 10.5 0.0 6.3 Incr Delay (d2), s/veh 2.0 0 0 2.6 0.8 0.0 1.2 0,0 0.0 0.6 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 1.4 0 0 1.6 1.6 0.0 1.7 0.2 0.0 2.4 0.1 0.0 0.9 Lane Grp Delay (d), s/veh 10.8 0 0 11.7 102 0.0 10.6 7.5 0.0 8.1 10.5 0.0 6.4 Lane Grp LOS B B B B A A B A Approach Vol, veh/h 449 577 543 236 Approach Delay, s/veh 11.3 10.4 8.0 6.8 Approach LOS B B A A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 15.1 15.1 18.8 18.8 Change Period (Y+Rc), s 4.1 4.1 4.2 4.2 Max Green Setting (Gmax), s 41.9 41.9 24.8 24.8 Max Q Clear Time (g_c+I1), s 7.4 7.8 9.1 9.7 Green Ext Time (p_c), s 2.3 2.3 3.5 3.5 Intersection Summary HCM 2010 Ctrl Delay 9.4 HCM 2010 LOS A Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn Timings 3: N Miami Avenue & NW 29th Street/NE 29th Street Existing P.M. Peak Hour Lane Group EBL EBT WBL WBT NBT SBT Lane Configurations "E 41) +1 ft Volume (vph) 97 277 69 348 1152 533 Turn Type Perm NA Perm NA NA NA Protected Phases 4 8 6 2 Permitted Phases 4 8 Detector Phase 4 4 8 8 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 54.0 54.0 54.0 54.0 96.0 96.0 Total Split (%) 36.0% 36.0% 36.0% 36.0% 64.0% 64.0% 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 Optimize? Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 88 (59%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 3: N Miami Avenue & NW 29th Street/NE 29th Street 96 s 54s 1 96 s '1 08 54s 1 1 K:IFTL_TPTO1043629001-Mana Wynwood SAP\Calcs\SynchrolExisting PM.syn HCM 2010 Signalized Intersection Summary 3: N Miami Avenue & NW 29th Street/NE 29th Street Existing P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 414 4t. +1-, 1114 Volume (veh/h) 97 277 46 69 348 133 0 1152 100 0 533 155 Number 7 4 14 3 8 18 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 0.99 0.99 0.99 1.00 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 0.0 186.3 190.0 0.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap, veh/h 239 607 102 171 733 270 0 1488 129 0 1223 354 Arrive On Green 0.68 0.68 0.68 0.34 0.34 0.34 0.00 0.44 0.44 0.00 0.44 0.44 Sat Flow, veh/h 398 1773 299 264 2141 789 0 3379 293 0 2777 803 Grp Volume(v), veh/h 171 0 2b8 295 0 266 0 648 630 0 364 338 Grp Sat Flow(s),veh/h/In 832 0 1637 1653 0 1542 0 1863 1809 0 1863 1717 Q Serve(g_s), s 3.5 0.0 4.0 1.7 0.0 7.6 0.0 16.5 16.5 0.0 7.5 7.6 Cycle Q Clear(g_c), s 11.1 0.0 4.0 7.2 0.0 7.6 0.0 16.5 16.5 0.0 7.5 7.6 Prop In Lane 0.58 0.18 0.24 0.51 0.00 0.16 0.00 0.47 Lane Grp Cap(c), veh/h 388 0 560 646 0 528 0 820 796 0 820 756 V/C Ratio(X) 0.44 0.00 0.46 0.46 0.00 0.50 0.00 0.79 0.79 0.00 0.44 0.45 Avail Cap(c_a), veh/h 993 0 1424 1473 0 1341 0 3037 2949 0 3037 2800 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.00 0.97 1.00 0.00 1.00 0.00 0.83 0.83 0.00 1.00 1.00 Uniform Delay (d), s/veh 7.7 0.0 6.4 14.2 0.0 14.4 0.0 13.2 13.3 0.0 10.7 10.8 Incr Delay (d2), s/veh 0.6 0.0 0.4 0.4 0.0 0.6 0.0 6.4 6.6 0.0 1.7 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 1.0 0.0 1.2 2.9 0.0 2.7 0.0 7.9 7.8 0.0 3.3 3.1 Lane Grp Delay (d), s/veh 8.3 0.0 6.8 14.6 0.0 15.0 0.0 19.6 19.9 0.0 12.5 12.7 Lane Grp LOS A A B B B B B B Approach Vol, veh/h 429 561 1278 702 Approach Delay, s/veh 7.4 14.8 19.7 12.6 Approach LOS A B B B Timer Assigned Phs 4 8 6 2 Phs Duration (G+Y+Rc), s 24.9 24.9 30.3 30.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 48.0 48.0 90.0 90.0 Max Q Clear Time (g_c+I1), s 13.1 9.6 18.5 9.6 Green Ext Time (p_c), s 5.8 5.8 5.8 5.8 Intersection Summary HCM 2010 Ctrl Delay 15.3 HCM 2010 LOS B Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 4: NW 5th Avenue & NW 25th Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 6.1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 54 64 141 0 0 124 Conflicting Peds, #/hr 11 3 0 10 10 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 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 63 74 164 0 0 144 Major/Minor Minorl _ Majorl Major2 Conflicting Flow All 268 103 0 0 175 0 Stage 1 180 - Stage 2 88 - Follow-up Headway 3.52 3.32 - 2.22 - Pot Capacity-1 Maneuver 699 932 1399 - Stage 1 833 Stage 2 925 Time blocked -Platoon, % Mov Capacity-1 Maneuver 687 916 - - 1387 Mov Capacity-2 Maneuver 687 Stage 1 825 Stage 2 917 Approach WB NB SB HCM Control Delay, s 10.5 0 8.9 HCM LOS B Minor Lane / Maior Mvmt NBU NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) - - 795 942 1387 HCM Lane V/C Ratio - - 0.173 0.009 - HCM Control Delay (s) - - 10.5 - 8.9 8.9 HCM Lane LOS B A A HCM 95th %tile Q(veh) - - - 0.621 0.026 0 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolExisting PM.syn HCM 2010 TWSC 5: NW 2nd Avenue & NW 25th Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 23 19 30 24 540 27 25 294 33 Conflicting Peds, #/hr 38 0 18 18 0 38 149 0 48 48 0 149 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 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 0 0 0 25 20 32 26 581 29 27 316 35 Major/Minor Minorl Maiorl Maior2 Conflicting Flow All 1073 1090 782 352 0 0 648 0 0 Stage 1 685 685 - - - - Stage 2 388 405 - - - - - Follow-up Headway 3.518 4.018 3.318 2.218 - - 2.218 - Pot Capacity-1 Maneuver 244 215 394 1207 938 - - Stage1 500 448 - Stage 2 686 598 - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 191 # 0 334 1057 - - 822 - Mov Capacity-2 Maneuver 191 # 0 - - Stage 1 466 # 0 - - - - Stage 2 576 # 0 - - - - Approach WB NB HCM Control Delay, s 25.5 0.3 HCM LOS D Minor Lane / Major Mvmt NBL NBT NBR WBLn1 SBL SBT SBR Capacity (veh/h) 1057 - 252 822 HCM Lane V/C Ratio 0.024 - 0.307 0.033 HCM Control Delay (s) 8.491 0 - 25.5 9.528 0 HCM Lane LOS A A D A A HCM 95th %tile Q(veh) 0.075 - 1.258 0.101 - Notes SB 0.7 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 6: NW 6th Avenue & NW 24th Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 22 15 121 11 9 74 Conflicting Peds, #/hr 0 1 0 5 5 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 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 27 18 148 13 11 90 Major/Minor Minorl Majorl MaLor2 Conflicting Flow All 267 160 0 0 162 0 Stage 1 155 - - - Stage 2 112 - - - Follow-up Headway 3.518 3.318 - 2.218 - Pot Capacity-1 Maneuver 722 885 - 1417 - Stage 1 873 - - - Stage 2 913 - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 713 881 - 1411 - Mov Capacity-2 Maneuver 713 - - Stage 1 872 - - - - Stage 2 902 - - - - Approach HCM Control Delay, s HCM LOS WB 9.9 A NB 0 Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT SB 0.8 Capacity (veh/h) 773 1411 HCM Lane V/C Ratio - - 0.058 0.008 HCM Control Delay (s) - - 9.9 7.571 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.186 0.024 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolExisting PM.syn HCM 2010 TWSC 7: NW 5th Avenue & NW 24th Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 21 5 5 0 0 0 6 79 31 24 48 24 Conflicting Peds, #/hr 15 0 6 6 0 15 8 0 4 4 0 8 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 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 25 6 6 0 0 0 7 95 37 29 58 29 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 258 343 66 102 0 0 133 0 0 Stage1 196 196 - - Stage 2 62 147 - - Follow-up Headway 3.52 4.02 3.32 2.22 2.22 - Pot Capacity-1 Maneuver 709 578 984 1488 - 1449 - Stage1 818 737 - - Stage 2 953 774 - - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 688 # 0 965 1478 - - 1439 - Mov Capacity-2 Maneuver 688 # 0 - - - - Stage 1 808 # 0 - - - - - Stage 2 936 # 0 - - - - - Approach HCM Control Delay, s HCM LOS EB 10.2 B NB 0.4 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 SBU SBL SBT SBR Capacity (veh/h) 1478 - 728 • 1439 - HCM Lane V/C Ratio 0.005 - 0.051 • 0.02 - - HCM Control Delay (s) 7.448 0 - 10.2 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.015 - - 0.162 - 0.061 - Notes SB 0 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 8: NW 2nd Avenue & NW 24th Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 34 67 0 565 315 0 Conflicting Peds, #/hr 1 2 126 0 0 126 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 37 73 0 614 342 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 958 471 344 0 - 0 Stage 1 344 - - - - - Stage 2 614 - - - - Follow-up Headway 3.518 3.318 2.218 - Pot Capacity-1 Maneuver 285 593 1215 - - Stage 1 718 - - - Stage 2 540 - - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 284 530 1087 - - - Mov Capacity-2 Maneuver 284 - - - - - Stage 1 717 - - - Stage 2 539 - - - - - Approach EB NB SB HCM Control Delay, s 17 0 0 HCM LOS C Minor Lane / Major Mvmt NBU NBL NBT EBLn1 SBT SBR Capacity (veh/h) - 1087 - 410 HCM Lane V/C Ratio - - - 0.268 HCM Control Delay (s) - - 17 HCM Lane LOS C HCM 95th %tile Q(veh) 0 - 1.067 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 9: NW 6th Avenue & NW 23rd Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 34 8 140 7 3 90 Conflicting Peds, #/hr 0 0 0 1 1 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 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 9 163 8 3 105 Major/Minor Minorl Major Major2 Conflicting Flow All 279 168 0 0 171 0 Stage 1 167 - - Stage 2 112 - - - Follow-up Headway 3.518 3.318 - 2.218 - Pot Capacity-1 Maneuver 711 876 - 1406 Stage 1 863 - - Stage 2 913 - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 709 875 - - 1405 - Mov Capacity-2 Maneuver 709 - Stage1 863 - - - - Stage 2 910 - - - - A proach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB 10.2 B NB 0 NBT NBR WBLn1 SBL SBT 736 1405 0.066 0.002 - 10.2 7.569 0 B A A 0.213 0.007 SB 0.2 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 10: NW 5th Avenue & NW 23rd Street (South) Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 23 2 0 13 12 37 Conflicting Peds, #/hr 0 0 7 0 0 7 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 - - - 0 Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 73 73 73 73 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 32 3 0 18 16 51 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 25 23 16 0 - 0 Stage 1 16 - - - - Stage 2 9 - - - - Follow-up Headway 3.519 3.319 2.218 - Pot Capacity-1 Maneuver 989 1053 1602 - - Stage 1 1006 - Stage 2 1013 Time blocked -Platoon, % - Mov Capacity-1 Maneuver 989 1047 1593 - Mov Capacity-2 Maneuver 989 - - - Stage1 1006 - - - Stage 2 1013 - - - Approach EB NB SB HCM Control Delay, s 8.8 0 0 HCM LOS A Minor Lane / Maior Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1593 - 993 HCM Lane V/C Ratio - 0.034 HCM Control Delay (s) 0 - 8.8 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0.107 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 11: NW 5th Avenue & NW 23rd Street (North) Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 7.2 Movement WBL lA/BR NBT NBR SBL SBT Vol, veh/h 10 80 30 0 0 42 Conflicting Peds, #/hr 3 13 0 9 9 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 78 78 78 78 78 78 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 103 38 0 0 54 Major/Minor Minorl _ Majorl Major2 Conflicting Flow All 98 41 0 0 51 0 Stage 1 54 - - Stage 2 44 - - Follow-up Headway 3.52 3.32 - 2.22 - Pot Capacity-1 Maneuver 890 1021 - 1553 Stage1 962 - - - Stage 2 973 - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 874 1002 - 1541 Mov Capacity-2 Maneuver 874 - - Stage 1 952 - - Stage 2 966 - - - Approach HCM Control Delay, s HCM LOS WB 9.1 A NB 0 SB 8.4 Minor Lane / Major Mvmt NBU NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) - - - 986 1073 1541 HCM Lane V/C Ratio - - - 0.117 0.008 HCM Control Delay (s) - - - 9.1 - 8.4 8.4 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.396 0.025 0 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined KIFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 13: NW 6th Avenue & NW 22nd Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 11 2 144 9 0 115 Conflicting Peds, #/hr 0 0 0 1 1 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 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mx/nit Flow 13 2 169 11 0 135 Major/Minor Minorl Maiorl Maior2 Conflicting Flow All 310 176 0 0 180 0 Stage 1 175 - - - - - Stage 2 135 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 Pot Capacity-1 Maneuver 682 867 - - 1396 Stage 1 855 - Stage 2 891 - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 681 866 - - 1395 - Mov Capacity-2 Maneuver 681 - - - - Stage 1 855 - - - - - Stage 2 890 - - - - Approach WB NB SB HCM Control Delay, s 10.2 0 0 HCM LOS B Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) 704 1395 HCM Lane V/C Ratio - 0.022 HCM Control Delay (s) - 10.2 0 HCM Lane LOS B A HCM 95th %tile Q(veh) - - 0.067 0 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Existing PM.syn HCM 2010 TWSC 14: NW 5th Avenue & NW 22nd Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 10 0 0 0 0 14 Conflicting Peds, #/hr 0 0 19 0 0 19 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 75 75 75 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 0 0 0 0 19 Maior/Minor Minor2 Maiorl Maior2 Conflicting Flow All 9 28 19 0 0 Stage 1 9 Stage 2 0 Follow-up Headway 3.518 3.318 2.218 Pot Capacity-1 Maneuver 1011 1047 1597 - Stage 1 1014 - - - Stage 2 - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 1011 1030 1572 - Mov Capacity-2 Maneuver 1011 - Stage 1 1014 - Stage 2 - - Approach EB NB SB HCM Control Delay, s 8.6 0 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1572 1011 HCM Lane V/C Ratio - 0.013 HCM Control Delay (s) 0 8.6 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0.04 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 15: NW 3rd Avenue & NW 22nd Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 6.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 8 16 23 11 33 52 Conflicting Peds, #/hr 0 6 6 0 9 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - 100 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 10 19 27 13 39 62 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 38 0 96 34 Stage 1 - 28 - Stage 2 - 68 - Follow-up Headway - 2.218 3 518 3.318 Pot Capacity-1 Maneuver - 1572 903 1039 Stage 1 - - - 995 - Stage 2 - 955 Time blocked -Platoon, % Mov Capacity-1 Maneuver - - 1564 877 1026 Mov Capacity-2 Maneuver - - - 877 Stage 1 - - - 988 Stage 2 - - 934 Approach HCM Control Delay, s HCM LOS EB WB NB 0 5 8.9 A Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 877 1026 - - 1564 - HCM Lane V/C Ratio 0.045 0.06 - - 0.018 - HCM Control Delay (s) 9.3 8.7 - - 7.343 0 HCM Lane LOS A A A A HCM 95th %tile Q(veh) 0.141 0.192 - 0.053 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 16: NW 2nd Avenue & NW 22nd Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 47 6 5 370 220 26 Conflicting Peds, #/hr 3 0 24 0 0 24 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 - Veh in Median Storage, # 0 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 53 7 6 420 250 30 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 700 292 283 0 0 Stage 1 268 - - Stage 2 432 - - Follow-up Headway 3.518 3.318 2.218 - - Pot Capacity-1 Maneuver 405 747 1279 - - Stage 1 777 - - - Stage 2 655 - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 401 730 1253 - - Mov Capacity-2 Maneuver 401 - - - Stage1 775 - Stage 2 649 - - - Approach EB NB SB HCM Control Delay, s 14.8 0.1 0 HCM LOS B Minor Lane / Maior Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1253 - 401 730 HCM Lane V/C Ratio 0.005 - 0.133 0.009 HCM Control Delay (s) 7.886 0 15.4 10 HCM Lane LOS A A CB HCM 95th %tile Q(veh) 0.014 - 0.456 0.028 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn Timings 17: NW 3rd Avenue & NW 20th Street Existing P.M. Peak Hour { 4- Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations tio fl 4 " Volume (vph) 46 417 85 492 134 55 188 4 16 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 2 2 4 4 4 8 8 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 24.4 24.4 24.4 24.4 24.4 Total Split (s) 45.6 45.6 45.6 45.6 44.4 44.4 44.4 44.4 44.4 Total Split (%) 50.7% 50.7% 50 7% 50.7% 49.3% 49 3% 49 3% 49.3% 49.3% 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 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None None Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 17: NW 3rd Avenue & NW 20th Street ' 32:W. a�.�.. Lys ' 1 .C" it-.L3601) c,_. 45.6s I [ ;- L L K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 Signalized Intersection Summary 17: NW 3rd Avenue & NW 20th Street Existing P.M. Peak Hour P 4, Movement _ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 141, i f t+ 4' r 41, Volume (veh/h) 46 417 26 85 492 20 134 55 188 4 16 26 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) 0.98 0.94 0.97 0.94 0.98 0.98 0.99 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 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 190.0 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Cap,veh/h 415 1472 92 477 1510 61 400 132 386 116 164 231 Arrive On Green 0.43 0.43 0.43 0.14 0.14 0.14 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 806 3456 216 864 3545 144 959 531 1555 50 662 930 Grp Volume(v), veh/h 53 257 252 98 297 292 217 0 216 53 0 0 Grp Sat Flow(s),veh/h/In 806 1863 1809 864 1863 1827 1491 0 1555 1642 0 0 Q Serve(g_s), s 1.9 3.5 3.5 4.0 5.5 5.5 3.8 0.0 4.6 0.0 0 0 0.0 Cycle Q Clear(g_c), s 7.4 3.5 3.5 7.5 5.5 5.5 4.7 0.0 4.6 0.9 0 0 0.0 Prop In Lane 1.00 0.12 1.00 0.08 0.71 1.00 0.09 0.57 Lane Grp Cap(c), veh/h 415 793 770 477 793 778 532 0 386 511 0 0 V/C Ratio(X) 0.13 0.32 0.33 0.21 0.37 0.38 0.41 0.00 0.56 0.10 0.00 0,00 Avail Cap(c_a), veh/h 911 1938 1882 1008 1938 1901 1620 0 1552 1696 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.5 7.3 7.3 14.3 11.8 11.8 12.4 0.0 12.5 11.1 0.0 0.0 Incr Delay (d2), s/veh 0.6 1.1 1.1 0.9 1.3 1.3 0.2 0.0 0.5 0.0 0.0 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 0.4 1.5 1.4 1.0 2.6 2.6 1.5 0.0 1.6 0.3 0.0 0.0 Lane Grp Delay (d), s/veh 11.2 8.4 8.4 15.2 13.0 13.1 12.6 0.0 13.0 11.1 0.0 0.0 Lane Grp LOS B A A BBB B B B Approach Vol, veh/h 562 687 433 53 Approach Delay, s/veh 8.6 13.4 12.8 11.1 Approach LOS A B B B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 22 2 22.2 15.8 15.8 Change Period (Y+Rc), s 6 0 6 0 6.4 6.4 Max Green Setting (Gmax), s 39.6 39.6 38.0 38.0 Max Q Clear Time (g_c+I1), s 9 4 9 5 6.7 2.9 Green Ext Time (p_c), s 2 4 2.4 1.4 1.5 Intersection Summary HCM 2010 Ctrl Delay 11.6 HCM 2010 LOS B Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn Timings 18: NW 20th Street & NW 2nd Avenue II Lane Group EBL EBT WBT SBL SBT 06 07 Lane Configurations i f +t 1 Volume (vph) 157 421 461 100 2 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 6 7 Permitted Phases 5 3 Detector Phase 5 5 1 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 30.0 30.0 27.0 10.4 Total Split (s) 33.0 33.0 60.0 30.0 30.0 27.0 30.0 Total Split (%) 36.7% 36.7% 66.7% 33.3% 33.3% 30% 33% 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 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.4 6.4 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Splits and Phases: 18: NW 20th Street & NW 2nd Avenue Existing P.M. Peak Hour /18 #18 `` 03 4- I ell (R1 60 s 30 s #18 #19 44- ---► 5 (R) #19 t o 6 #19 ._.44, ❑7 P 33s 27s 30s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Existing PM.syn HCM Signalized Intersection Capacity Analysis 18: NW 20th Street & NW 2nd Avenue Existing P.M. Peak Hour Movement EBL EBT Lane Configurations Volume (vph) 157 421 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.0 6.0 Lane Util. Factor 1.00 0.95 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 0.93 1.00 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 1643 3519 Flt Permitted 0.36 1.00 Satd. Flow (peal)) 627 3519 Peak -hour factor, PHF 0.88 0.88 Adj. Flow (vph) 178 478 RTOR Reduction (vph) 0 1 Lane Group Flow (vph) 178 487 Confl. Peds. (frhrj 89 Turn Type Perm NA Protected Phases 5 Permitted Phases 5 Actuated Green, G (s) 27.0 27.0 Effective Green, g (s) 27.0 27.0 Actuated g/C Ratio 0.30 0.30 Clearance Time (s) 6.0 6.0 Lane Grp Cap (vph) 188 1055 v/s Ratio Prot 0.14 v/s Ratio Perm c0.28 v/c Ratio 0.95 0.46 Uniform Delay, d1 30.8 25.6 Progression Factor 0.87 0.84 Incremental Delay, d2 52.5 1.4 Delay (s) 79.3 23.0 Level of Service E C Approach Delay (s) 38.1 Approach LOS D Intersection SL1Fn Lary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group EBR WBL 9 0 1900 1900 0.88 0.88 10 0 0 0 0 0 55 55 20.7 0.55 90.0 60.9% 15 4- WBT 461 1900 6.0 0.95 0.96 1.00 0.97 1.00 3285 1.00 3285 0.88 524 26 633 NA 1 54.0 54.0 0.60 6.0 1971 c0.19 0.32 8.9 0.01 0.4 0.5 A 0.5 A 4 4\ t 1 ,/ WBR NBL NOT NBR SBL SBT SBR 119 0 0 0 100 2 157 1900 1900 1900 1900 1900 1900 1900 6.4 6.4 1.00 1.00 1.00 0.98 0.99 1.00 1.00 0.85 0.95 1.00 1759 1553 0.95 1.00 1759 1553 0.88 0.88 0.88 0 88 0.88 0.88 0.88 135 0 0 0 114 2 178 0 0 0 0 0 131 0 0 0 0 0 114 49 0 89 8 5 5 8 Perm NA 3 3 23.6 23.6 23.6 23.6 0.26 0.26 6.4 6.4 461 407 0.03 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 0.0 A C 18.8 B c0.06 0.25 0.12 26.2 25.3 1.00 1.00 1.3 0.6 27.5 25.9 C C 26.5 K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn Timings 19: NW 1st Place & NW 20th Street Lane Group EBL EBT WBT NBL NBT 01 03 07 Lane Configurations ft tiP ti Volume (vph) 4 522 503 80 30 Turn Type Perm NA NA Perm NA Protected Phases 5 7 5 6 1 3 7 Permitted Phases 5 7 6 Detector Phase 5 7 5 7 5 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 27.0 30.0 10.4 Total Split (s) 33.0 27.0 27.0 60.0 30.0 30.0 Total Split (%) 36.7% 30.0% 30.0% 67% 33% 33% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.4 2.4 2.0 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.4 6.4 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Intersection Summar Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 1:WBTL and 5:EBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Splits and Phases: 19: NW 1st Place & NW 20th Street *18 MI sting P.M. Peak Hour Ca 60s *18 *19 .y� 5( ) 33s Lys #19 u7 30s f E K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Existing PM.syn HCM Signalized Intersection Capacity Analysis 19: NW 1st Place & NW 20th Street Existing P.M. Peak Hour Movement EBL EBT Lane Configurations Volume (vph) 4 522 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 1.00 Flt Protected 1.00 Satd. Flow (prot) 3536 Flt Permitted 0.95 Satd. Flow (perm) _ 3369 Peak -hour factor, PHF 0.85 0.85 Adj. Flow (vph) 5 614 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 0 619 Confl. Peds. (#/hr) 119 Turn Type Perm NA Protected Phases 5 7 Permitted Phases 5 7 Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vph) 1894 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 57.0 50.6 0.56 c0.18 0.33 10.6 0.15 0.4 2.1 A 2.1 A EBR WBL _WBT WBR NBL NBT +11 " ft 0 0 503 9 80 30 1900 1900 1900 1900 1900 1900 6.0 6.4 6.4 0.95 1.00 0.95 1.00 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.93 1.00 0.95 1.00 3519 1758 3237 1.00 0.95 1.00 3519 1758 3237 0.85 0 85 0.85 0.85 0.85 0.85 0 0 592 11 94 35 0 0 1 0 0 27 0 0 602 0 94 43 43 43 119 5 NA Perm NA 5 6 6 27.0 20.6 20.6 27.0 20.6 20.6 0.30 0.23 0.23 6.0 6.4 6.4 1055 402 740 c0.17 0.01 c0.05 0.57 0.23 0.06 26.6 28.3 27.1 1.42 1.00 1.00 2.1 1.4 0.2 39.9 29.6 27.3 D C C 39.9 28.6 D C P \ i NBR SBL SBT SBR 30 0 0 0 1900 1900 1900 1900 4, 085 085 085 085 35 0 0 0 0 0 0 0 0 0 0 0 8 8 5 0.0 A HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 21.7 0.39 90.0 44.5% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 18.8 A K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn Timings 20: N Miami Avenue & NW 20th Street Existing P.M. Peak Hour 4- 4\ T Lane Group EBL EBT EBR WBT WBR NBL NBT SBL SBT Lane Configurations r t r 4T 4 Volume (vph) 110 293 82 324 178 16 613 131 298 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 8 8 4 4 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) 24.3 24.3 24.3 24.0 24.0 24.3 24.3 24.3 24.3 Total Split (s) 56.0 56.0 56.0 56.0 56.0 34.0 34.0 34.0 34.0 Total Split (%) 62.2% 62.2% 62.2% 62.2% 62.2% 37.8% 37.8% 37.8% 37.8% 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 2.3 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 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 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 50 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street P02 (ft) 56 s F 06 (R) 56 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 Signalized Intersection Summary 20: N Miami Avenue & NW 20th Street Existing P.M. Peak Hour f 4\ t P i 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1' e } r 4T. 4t Volume (veh/h) 110 293 82 0 324 178 16 613 20 131 298 93 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 0.99 1.00 0.98 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 186.3 186.3 186.3 0.0 186.3 186.3 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 0 2 0 0 2 0 Cap, veh/h 473 1035 872 0 1035 873 49 922 29 162 383 120 Arrive On Green 0.18 0.18 0.18 0.00 0.56 0.56 0.31 0.31 0.31 0.31 0.31 0.31 SatFlow.veh/h 864 1863 1570 0 1863 1571 22 2994 95 271 1243 389 Grp Volume(v), veh/h 117 312 87 0 345 189 319 0 371 143 0 412 Grp Sat Flow(s),veh/h/In 864 1863 1570 0 1863 1571 1435 0 1677 282 0 1622 Q Serve(g_s), s 10.8 13.0 4.1 0.0 9.1 5.5 1.3 0.0 17.7 10.0 0.0 21.2 Cycle Q Clear(g_c), s 19.9 13.0 4.1 0.0 9.1 5.5 22.6 0.0 17.7 27.7 0.0 21.2 Prop In Lane 1.00 1.00 0.00 1.00 0.05 0.06 0.97 0.24 Lane Grp Cap(c),veh/h 473 1035 872 0 1035 873 484 0 516 166 0 499 V/C Ratio(X) 0.25 0.30 0.10 0.00 0.33 0.22 0.66 0.00 0.72 0.86 0.00 0.83 Avail Cap(c_a), veh/h 473 1035 872 0 1035 873 484 0 516 166 0 499 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.5 21.7 18.0 0.0 10.9 10.1 26.3 0.0 27.7 41.8 0.0 28.9 Incr Delay (d2), s/veh 1.2 0.7 0.2 0.0 0.9 0.6 6.9 0.0 8.4 40.7 0.0 14.5 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 Back of Q (50%), veh/In 2.7 6.7 1.7 0.0 4.1 2.1 6.9 0.0 8.5 5.1 0.0 10.6 Lane Grp Delay (d), s/veh 29.8 22.4 18.3 0.0 11.8 10.7 33.2 0.0 36.1 82.5 0.0 43.4 Lane Grp LOS C C B B B C D F D Approach Vol, veh/h 516 534 690 555 Approach Delay, s/veh 23.4 11.4 34.7 53.4 Approach LOS C B C D Timer Assigned Phs 2 6 8 4 Phs Duration (G+Y+Rc), s 56.0 56.0 34.0 34.0 Change Period (Y+Rc), s 6.0 6.0 6.3 6.3 Max Green Setting (Gmax), s 50.0 50.0 27.7 27.7 Max Q Clear Time (g_c+11), s 21.9 11.1 24.6 29.7 Green Ext Time (p_c), s 1.5 1.5 1.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 31.3 HCM 2010 LOS C Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 39: NW 5th Place & NW 20th Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh Movement Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 3 EBL EBT 58 482 16 0 Free Free 65 - 0 0 90 90 2 2 64 536 EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 34 12 586 48 41 29 8 8 12 80 9 9 0 16 4 0 6 6 0 4 Free Free Free Free Stop Stop Stop Stop Stop Stop None - None - - None - - None 65 - - - - 0 - - 0 - - 0 0 - 0 - 0 90 90 90 90 90 90 90 90 90 90 2 2 2 2 2 2 2 2 2 2 38 13 651 53 46 32 9 9 13 89 Major/Minor Malor1 Malor2 Minorl Minor2 Conflicting Flow All 710 0 0 579 0 0 1054 1426 309 1129 1418 374 Stage 1 - - - - - - 689 689 - 710 710 Stage 2 - - - - 365 737 - 419 708 - Follow-up Headway 2.22 - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 885 - 991 - - 180 134 687 159 136 623 Stage 1 - - 402 445 - 391 435 Stage 2 - - - - 627 423 582 436 Time blocked -Platoon, % - - - - Mov Capacity-1 Maneuver 873 - - 978 135 121 674 128 123 612 Mov Capacity-2 Maneuver - - - - - 245 227 243 242 Stage 1 - - - - - 371 410 361 427 Stage 2 - - - 505 415 484 402 Approach EB WB NB SB HCM Control Delay, s 1 0.2 26.3 15 HCM LOS D C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 254 873 - 978 - - 469 HCM Lane V/C Ratio 0.341 0.074 - - 0.014 - 0.237 HCM Control Delay (s) 26.3 9.452 - - 8.732 - - 15 HCM Lane LOS D A A C HCM 95th %tile Q(veh) 1.453 0.239 - - 0.041 0.913 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Existing PM.syn HCM 2010 TWSC 40: NW 6th Avenue & NW 29th Street Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 464 23 9 601 6 54 61 34 8 7 22 Conflicting Peds, #/hr 5 0 6 6 0 5 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 - - - 0 Veh in Median Storage, # - 0 - - 0 0 0 Grade, % 0 0 0 - 0 Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 510 25 10 660 7 59 67 37 9 8 24 Major/Minor Maiorl Maior2 Minorl Minor2 Conflicting Flow All 667 0 0 535 0 0 953 1286 274 1049 1296 340 Stage 1 - - - - 599 599 - 684 684 Stage 2 - - - - 354 687 - 365 612 Follow-up Headway 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 919 - 1029 - - 214 163 724 182 161 656 Stage 1 - - - 455 489 405 447 Stage 2 - - - - 636 446 627 482 Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 914 - 1024 - 186 151 720 106 149 653 Mov Capacity-2 Maneuver - - 186 151 106 149 Stage1 - - - - 428 460 - 381 440 - Stage 2 - - - 589 439 475 454 - Approach EB WB NB _ SB HCM Control Delay, s 0.8 0.2 41.9 23.3 HCM LOS E C Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 186 206 914 - 1024 - 237 0.213 0.603 0.042 0.01 - 0.172 29.5 45.9 9.112 0.2 - 8.55 0.1 - 23.3 DE A A A A C 0.777 3.414 0.132 - 0.029 0.606 Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn HCM 2010 TWSC 41: NW 5th Place & NW 21 st Terrace Existing P.M. Peak Hour Intersection Intersection Delay, s/veh 6.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 4 80 27 4 107 23 Conflicting Peds, #/hr 0 1 1 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 0 Grade, % 0 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 93 31 5 124 27 Major/Minor Maiorl Major2 Minorl Conflicting Flow All 0 0 100 0 120 54 Stage 1 - 53 - Stage 2 - - 67 Follow-up Headway - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - 1493 - 876 1013 Stage 1 - 970 Stage 2 - 956 Time blocked -Platoon, % - Mov Capacity-1 Maneuver - - 1492 855 1010 Mov Capacity-2 Maneuver - - 855 Stage1 - - 968 Stage 2 - - - 935 Approach EB WB HCM Control Delay, s 0 6.5 HCM LOS Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 879 - - 1492 HCM Lane V/C Ratio 0.172 - - 0.021 HCM Control Delay (s) 9.9 - - 7.465 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.619 - 0.064 Notes NB 9.9 A : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolExisting PM.syn APPENDIX F: Growth Trend Analysis Historic FDOT Count Station Growth Calculations Historic Growth Rate Cornparison Table Historic Trend Analysis (5-year) (Linear) Historic Trend Analysis (10-year) (Linear) 143 SR 5/US-1- 200 feet south of NE 36th Street -2.08% -3.87% 5005 SR 7/US-441/NW 7th Avenue - 200 feet south of NW 21st Street 0.00% -1.43% 5058 SR 5/US-1 - 200 feet north of NE 29th Street -0.46% -1.94% 5077 SR 25/US-27/NW 36th Street - 200 feet east of 1-95 13.23% 6.63% Average 2.67% -0.15% FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2012 HISTORICAL AADT REPORT 87 - MIAMI-DADE SITE: 0143 - SR 5/US-1, 200: S NE 36 ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2012 29500 C N 15000 S 14500 2011 28500 C N 15500 S 13000 2010 29000 C N 14000 S 15000 2009 31000 C N 16000 S 15000 2008 31500 C N 16500 S 15000 2007 33000 C N 17500 S 15500 2006 29500 C N 16000 S 13500 2005 43500 C N 21000 S 22500 2004 38000 C N 21500 S 16500 2003 43500 C N 21500 S 22000 2002 46500 C N 22500 S 24000 2001 39500 C N 19500 S 20000 2000 47000 C N 24000 S 23000 1999 40000 C N 22500 S 17500 1998 47000 C N 24000 S 23000 1997 38500 C N 19000 S 19500 9.00 55.70 10.60 9,00 55.10 8.60 0.98 54.08 8.60 8,99 53.24 2.10 9.09 55.75 2.60 8.01 54.34 2.70 7.97 54.22 2.60 8.80 53.80 4.40 9.00 53.30 4.40 8.80 53.40 6.10 9.80 52.30 4.00 8.20 53.50 5.50 8,20 53.10 3.20 9.10 52.70. 4.90 9.30 52.70 2.50 9.10 64.50 2.30 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD 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 36th Street 35000 F- 30000 'is 25000 a> 20000 I— 15000 a, 10000 L 5000 0 2008 Observed Count Fitted Curve 2013 2018 2023 Year 2028 2033 2038 Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2012 to Design Year): Printed: -650 63.1% -2.08% -2.27% 7-Mav-15 Straight Line Growth Option Year Traffic (ADT!AADT) Count* Trend** 2008 31500 31200 2009 31000 30600 2010 29000 29900 2011 28500 29300 2012 29500 28600 2020 Opening Year R 9 Trend 2020 N/A 23400 2030 Mid -Year Trend 2030 N/A 16900 2040 Design Year Trend 2040 N/A 10400 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 5/US-1 -- 200 feet south of NE 36th Street County: Station #: Highway: Miami -Dade 143 SR 5/US-1 50000 40000 - g ▪ 30000 w w •s • 20000 E. ▪ 10000 as F- • 0 a) as • -10000 a) -20000 -30000 Observed Count Fitted Curve 1 1 1 1 1 1 I F[[ i I f r 2003 2008 2013 2018 2023 2028 2033 2038 Year **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2012 to Design Year): Printed: -1,588 67.6% -3.87% -5.97% 7-May-15 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2003 43500 40800 2004 38000 39300 2005 43500 37700 2006 29500 36100 2007 33000 34500 2008 31500 32900 2009 31000 31300 2010 29000 29700 2011 28500 28100 2012 29500 26600 2020 Opening Year Trend 2020 N/A 13900 2030 Mid -Year Trend 2030 N/A -2000 2040 Design Yea! Trend 2040 N/A -17900 TRANPLAN Forecasts/Trends *Axle -Adjusted FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2012 HISTORICAL AADT REPORT COUNTY: 67 - MIAMI-DADE SITE: 5005 - SR 7/US-441/NW 7 AV, 200. S OF NW 21 ST. YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2012 22500 C N 12500 2011 21400 C N 11500 2010 23000 C N 12000 2009 22500 C N 12000 2008 22000 C N 11500 2007 25500 C N 13500 2006 16600 C N 9600 2005 25000 C N 13500 2004 30500 C N 15000 2003 21900 C N 12000 2002 20300 C N 11000 2001 19400 C N 10500 2000 21000 C N 11000 1999 26000 C N 15000 1998 21000 C N 11000 1997 19600 C N 10500 S 10000 S 9900 S 11000 S 10500 S 10500 S 12000 S 8800 S 11500 5 15500 S 9900 S 9300 S 8900 S 10000 S 11000 S 10000 S 9100 9.00 55.70 6.00 9.00 55.10 7.80 8.98 54.08 7,10 8.99 53.24 5.40 9.09 55.75 4.70 8.01 54.34 5.40 7.97 54.22 3.30 8.80 53.80 2,40 9.00 53.30 9.50 B.80 53.40 5.70 9.80 52.30 5,10 8.20 53.50 5,40 8.20 53.10 9.80 9.10 52.70 4,20 9.30 52.70 3.30 9.10 64.50 2.70 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES • TRAFFIC TRENDS SR 7/US-441/NW 7th Avenue -- 200 feet south of NW 21st Street County: Station #: Highway: Miami -Dade 5005 SR 7/US-441/NW 7th Avenue 25000 sz 20000 R a> m 15000 0 >+ 10000 as 0) as > 5000 0 o Observed Count Fitted Curve 2008 2013 2018 2023 2028 2033 2038 Year " Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2012 to Design Year): Printed: -10 0.1% 0.00% -0.05% 7-May-15 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2008 22000 22300 2009 22500 22300 2010 23000 22300 2011 21400 22300 2012 22500 22300 2020 Opening Year Trend 2020 N/A 22200 2030 Mid -Year Trend 2030 N/A 22100 2040 Design Year Trend 2040 N/A 22000 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 7/US-441/NW 7th Avenue -- 200 feet south of NW 21st Street County: Station #: Highway: 35000 30000 co 25000 w m > 20000 L. L 15000 0 a� 10000 am 5000 0 riObserved Count Fitted Curve 2003 2008 2013 2018 2023 2028 2033 2038 Year Annual Trend Increase Trend R-squared Trend Annual Historic Growth Rate: Trend Growth Rate (212 to Design Year): Printed: -364 12.1% -1.43% -1.68% 7-May-15 Straight Line Growth Option Miami -Dade 5005 SR 7/US-441/NW 7th Avenue Year Traffic (ADT!AADT) Count* Trend** 2003 21900 24900 2004 30500 24600 2005 25000 24200 2006 18600 23800 2007 25500 23500 2008 22000 23100 2009 22500 22700 2010 23000 22400 2011 21400 22000 2012 22500 21700 2020 Opening Year Trend 2020 N/A 18700 2030 Mid -Year Trend 2030 N/A 15100 2040 Design Year Trend 2040 N/A 11500 TRANFLAN Forecasts/Trends 'Axle -Adjusted FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2012 HISTORICAL AADT REPORT CU, TY: 87 - MIAMI-DADE SITE: 5058 - SR 5/US-1, 200. N NE 29 ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2012 37000 C N 19500 S 17500 9.00 55.70 5.80 2011 26500 C N 14000 S 12500 9.00 55.10 4.50 2010 32000 F N 15000 S 17000 8.98 54.08 4.40 2009 33000 C N 15500 S 17500 8.99 53.24 3.40 2008 34500 C N 17500 S 17000 9.09 55.75 3.70 2007 33500 C N 16000 S 17500 S.01 54.34 3.10 2006 29000 C N 15000 S 14000 7.97 54.22 4.90 2005 34500 C N 16500 S 18000 8.80 53.80 1.80 2004 43000 C N 21500 S 21500 9.00 53.30 6.20 2003 37500 C N 18000 S 19500 8.80 53.40 4.80 2002 38500 C N 19000 S 19500 9.80 52.30 3.40 2001 39000 C N 19000 S 20000 8.20 53.50 5.30 2000 42500 C N 23000 S 19500 8.20 53.10 3.10 1999 38000 C N 18500 S 19500 9.10 52.70 3.10 1998 41000 C N 21500 S 19500 9.30 52.70 2.50 1997 35000 C N 17500 S 17500 9.10 64.50 2.30 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD 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 29th Street County: Station #: Highway: 40000 — - 35000 30000 N G) ✓ t 25000 w 20000 > •61 15000 a) R 10000 m 5000 0 1 = Observed Count -Fitted Curve 1 1 1 1 1 1 1 1 1 11 2008 2013 2018 2023 2028 2033 2038 Year '"Annual Tend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2012 to Design Year): Printed: -150 0.4% -0.46% -0.46% 7-May-15 Straight Line Growth Option Miami -Dade 5058 SR 5/US-1 Year Traffic (ADTIAADT) Count* Trend** 2008 34500 32900 2009 33000 32800 2010 32000 32600 2011 26500 32500 2012 37000 32300 2020 Opening Year Trend 2020 N/A 31100 2030 Mid -Year Trend 2030 N/A 29600 2040 Design Year Trend 2040 N/A 28100 TRANPLAN Forecasts/Trends `Axle -Adjusted TRAFFIC TRENDS SR 5/US-1 -- 200 feet north of NE 29th Street County: Station #: Highway: Miami -Dade 5058 SR 5/US-1 50000 45000 40000 ca m 35000 u m 30000 w • 25000 ea L >+ 20000 rn 15000 > 10000 5000 0 2003 Observed Count Fitted Curve 2008 2013 2018 2023 Year 2028 2033 2038 " Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2012 to Design Year): Printed: -724 22.9% -1.94% -2.35% 7-May-15 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend*'` 2003 37500 37300 2004 43000 36600 2005 34500 35900 2006 29000 35100 2007 33500 34400 2008 34500 33700 2009 33000 33000 2010 32000 32200 2011 26500 31500 2012 37000 30800 2020 Opening Year Trend 2020 N/A 25000 2030 Mid -Year Trend 2030 N/A 17800 2040 Design Year Trend 2040 N/A 10500 TRANFLAN Forecasts/Trends 'Axle -Adjusted FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2012 HISTORICAL AADT REPORT COUNTY: B7 - MIAMI-DADE SITE: 5077 - SR 25/US-27/NW 36 ST, 200' E I-95 YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 2012 22000 C E 11000 W 11000 9.00 55.70 4.20 2011 21500 C E 11500 W 10000 9,00 55.10 4.10 2010 23500 C E 13000 W 10500 8.98 54.08 4.10 2009 17100 C E 8700 W 8400 8.99 53.24 4.20 2008 13900 C E 7500 W 6400 9.09 55.75 3.00 2007 15600 C E 9700 W 5900 8.01 54.34 3.70 2006 13500 C E 7700 W 5800 7.97 54.22 4.50 2005 14900 C E 8400 W 6500 8.80 53.80 5.30 2004 17200 C E 8500 W 8700 9.00 53.30 5.30 2003 14700 C E 8100 W 6600 8,80 53.40 6.10 2002 16000 C E 7700 W 8300 9.80 52.30 11.00 2001 14500 C E 7800 W 6700 8.20 53.50 6.10 2000 14600 C E 7500 W 7100 8.20 53.10 13.40 1999 15200 C E 7600 W 7600 9.10 52.70 3.50 1998 12900 C E 6700 W 6200 9.30 52.70 16.00 1997 11100 C E 6000 W 5100 9.10 64.50 21.40 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE 5 = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES TRAFFIC TRENDS SR 25/US-27/NW 36th Street -- 200 feet east of 1-95 County: Station #: Highway: Miami -Dade 5077 SR 25/US-27/NW 36th Street 90000 80000 R 70000 -- 0 T 60000 — 50000 R 2 40000 30000 — m a m 20000 10000 0 2008 .iObserved Count Fitted Curve 2013 2018 2023 Year 2028 2033 2038 Annual Trend Increase: 2,060 Trend R-squared: 6 7.0 % Trend Annual Historic Growth Rate: 13.23% Trend Growth Rate (2012 to Design Year): 8.69% Printed: 7-Nay-15 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2008 13900 15500 2009 17100 17500 2010 23500 19600 2011 21500 21700 2012 22000 23700 2020 Opening Year Trend 2020 N/A 40200 2030 Mid -Year Trend 2030 N/A 60800 2040 Design Year Trend 2040 N/A 81400 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 25/US-27/NW 36th Street -- 200 feet east of 1-95 County: Station #: Highway: Miami -Dade 5077 SR 25/US-27/NW 36th Street 50000 45000 J- 40000 35000 — m 30000 — E 25000 co 1'= >. 20000 a) 15000 > 10000 5000 0 Observed Count Fitted Curve 1 1 I I 1 1 1 1 1 I 1 I I I I 11 1 1 1 I 2003 2008 2013 2018 2023 2028 2033 2038 Year Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2012 to Design Year): Printed: 896 55.4% 6.63% 4.19% 7-May-15 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2003 14700 13400 2004 17200 14300 2005 14900 15100 2006 13500 16000 2007 15600 16900 2008 13900 17800 2009 17100 18700 2010 23500 19600 2011 21500 20500 2012 22000 21400 2020 Opening Year Trend 2020 N/A 28600 2030 Mid -Year Trend 2030 N/A 37600 2040 Design Year Trend 2040 N/A 46500 TRANPLAN Forecasts/Trends *Axle -Adjusted SERPM Model Plots Area -Wide Growth Rate Calculations from 2005 and 2035 M-D MPO FSUTMS Model Street Name 2005 2035 Difference Growth Rate Annual Growth Rate N-S 1 NW 2nd Avenue 15,298 16,486 1,188 7.77% 0.26% 2 14,845 17,954 3,109 20.94% 0.70% 3 15,958 17,337 1,379 8.64% 0.29% 4 16,957 19,228 2,271 13.39% 0.45% 5 18,919 22,467 3,548 18.75% 0.63% 6 14,482 16,573 2,091 14.44% 0.48% 7 14,587 18,022 3,435 23.55% 0.78% 8 _ 14,061 15,953 1,892 13.46% 0.45% 9 N Miami Avenue 25,377 35,559 10,182 40.12% _ 1.34% 10 23,424 27,904 4,480 19.13% 0.64% 11 15,711 23,522 7,811 49.72% 1.66% 12 15,711 23,522 7,811 49.72% 1.66% 13 15,043 22,855 7,812 51.93% 1.73% 14 11,910 20,158 8,248 69.25% 2.31% 15 5,004 10,869 5,865 117.21% 3.91% 16 5,091 9,907 4,816 94.60% 3.15% 17 NE 2nd Avenue 14,935 26,986 12,051 80.69% 2.69% 18 14,836 19,599 4,763 32.10% 1.07% 19 14,900 26,905 12,005 80.57% 2.69% 20 8,332 17,458 9,126 109.53% 3.65% 21 Biscayne Boulevard 22,552 34,634 12,082 53.57% _ 1.79% 22 20,718 30,718 10,000 48.27% 1.61% 23 24,157 34,035 9,878 40.89% 1.36% 24 26,337 37,014 10,677 40.54% 1.35% 25 24,498 31,899 7,401 30.21% 1.01% E-W _ 26 N 20th Street 7,859 18,055 10,196 129.74% 4.32% 27 6,586 11,230 4,644 70.51% 2.35% 28 7,635 13,984 6,349 83.16% 2.77% 29 5,693 9,536 3,843 67.50% 2.25% 30 13,789 21,487 7,698 55.83% 1.86% 31 8,151 14,065 5,914 72.56% 2.42% 32 8,932 15,196 6,264 70.13% 2.34% 33 N 29th Street 19,485 19,482 -3 -0.02% 0.00% 34 17,072 17,079 7 0.04% 0.00% 35 12,276 8,861 -3,415 -27.82% -0.93% 36 13,546 11,947 -1,599 -11.80% -0.39% 37 15,712 18,877 3,165 20.14% 0.67% 38 14,073 8,938 -5,135 -36.49% -1.22% 39 9,442 15,011 5,569 58.98% 1.97% 40 N 36th Street 7,374 17,657 10,283 139.45% 4.65% 41 5,294 12,856 7,562 142.84% 4.76% 42 5,575 12,914 7,339 131.64% 4.39% 43 7,810 13,126 5,316 68.07% 2.27% 44 7,810 13,784 5,974 76.49% 2.55% 45 12,690 17,217 4,527 35.67% 1.19% 46 20,707 24,724 4,017 19.40% 0.65% Total 641,154 893,590 252,436 1.31% K:\FTL_TPTO\043629001-Mana Wynwood SAP\Calcs\Growth\Growth Rate Summary.xls Wynwood/Midtown 2005 Volumes SERPM 6.5.4 17a36 ]seen 144I0 9.• 7374 10430 1232 16315 rn 12r.5 1685 2479 14447 7059 40259 5294 2 19485 7859 Goes role 33 3-63 •- ▪ J229 /29991 246��y��po" 6944 171� 8117 2 27 2727 6 5683 1427 17072 5131 Ay,„ 15948 643 20991 m • 632g4 3801 un[ ���1r��2v, a O 4T� 1127 73.38 6744 9251 73 .5575 323 5.7247 at 7810 V 12362 , 90 7819 3481 2860 10972 6041 __ 43329 45186 12690 2.0707 r ry 18319 12276 w 3167 1714 6586 7635 5693 2109 �pp 1P O 6090 7079 28534 677 2161 .491 " 3209 6629 5496 6441 QV}yQE r-aJ V" 10074 s :% 10074 9589 12480 13546 CO GO CO 6033 1557 13769 15712 6151 11073 15397 8434 9120 8796. 9442 8932 Ir li 19970 13877 w m 3 2428 %3 8783 207 207 60 60 611 1905 1305 t' ry7 ry 5435 ▪ 6249 5331 4402 4442 1'1016 6 047 5331 fA 5:#F �' `D E N Eg 1959).94'4'i5 1420 _ 114 541 G g1�0190 2293 3 7651 70 .1. 324409 40964-67 n. 1275▪ �7 i� 1 1, 7°40 30534'„ 8176'&51 4182 g 4592 C 4301 " 4633 1273 V &I to �A 15053 1Sl7b1. 11524 12439 '� a W V W (Licensed to Kimley-Horn and Associates, Inc.) Wynwood/Midtown CF 2035 Volumes SERPM 6.5.4 Nli 33015 brim 36663 5 s 4314 3310 �M17n� L g V 1452 1787 m IN 19482 113278 - 19482 19482 11� 2608 3351 2259 .g 9 '24017 18026 7638 ' 9147 Im 11 �� 21220 28324 Pi i 3976 IIg 1744 18055 93 199 ?28329 37,11111 -0' '.;".,161r 2393P 10 7!.. $ 3976' yS 5461 58973 126,56 6512 2766 O 17079 5191 11230 5369 6636 14151 19383 12391 fit$ nap o11.887 22696 15ti61 39.5433 13789 17217 13744 11997 Ln V N W 41 N N V IV 13984 9137 O Ito 4967 1800 9535 g475 5613 4298 5970 1460 16,0 N Lj 11602 12605 U745 .- 13165 cn " 7054 18877 .p736 't%26122 4724 17217 8938 19196 N.388 te2at 27747 Ul Im � 15196 14065 21735 41200 13R74 9 .. 17279 11579 11733 11288 g A 1N 983r ° 8519 1�996 x=936 1g rn 1 2930 3917 795 1290 1. 2101 St8086 4142 4112 1935 21497 .li 83991 'f4`1L 43/ 77134 8162 8393 3566 3422 19159 7657 8143 n 5271 1810 263 472 70 10810 33C161 9337 ^7 411'4' 7pR.5�. yt65. k'13 e 4. 3 90.5 5040256 N 1.1450 SkgCi� 1 6 1519 51549 7533i7�'88 $7q5 13334 14490 12043 61 11909. 12631 7553 3569 16239 rgW (LI1..C,I,cd Lu nIIIIICy-nurII ari(.1 HSsoclales, 111C.) APPENDIX G: Vested Development Trip Information Traffic Impact Analysis for Submittal to City of Miami 2110 North Miami Avenue Miami, Florida VKimley-Horn and Associates, Inc. ©2014 Kimley-Horn and Associates, Inc. March 2014 043174007 NOT TO SCALE NW 22nd Street .02 NW 21st Street 41 4 © 2014 7 a- (23) Z tor 15 (23) 4 23 fr 9 (11) Parking Garage SITE 41 LI Valet Porte-Cochere 7J (11) 16 Z 4J1 ;mop iweMW MN IGmley-Hom and Associates, Inc. NE 20th Street 1 1 CID hi CO CO anuanv !wem y1JoN 3 Leaend Study Roadway I Study Intersection )(X AM Peak Hour Net New Tr ps (XX) AM Peak Hour Valet Trips Figure 6 Project and Valet Trip Assignment AM Peak Hour 2110 North Miami Avenue City of Miami, Florida NOT TO SCALE NW 22nd Street 1 4 NW 21st Street 4 5J 6 �l (14) 9 Z 15 (14) r 26 1. 29 (16) Parking Garage SITE Valet Porte-Cochere �l 5J (16) 9 Jl 1J 20 ,, 0 NE 20th Street 1 4 c USLO.114 Study Roadway 0 Study Iritersest un XX PM Peak Hour Net New Trips (XX) PM Peak Hour Valet Trips 1 h1 1 h1 A 6 z 0 of 3 N 1 Figure 7 Project and Valet Trip Assignment PM Peak Hour ®m� Kimley-Horn 2110 North Miami Avenue and Associates, Inc. City of Miami, Florida © 2014 APPENDIX H: Trip Generation EXISTING PARCELS Address Folio Owner Mailing Address Lot Size Building size Year Land Use Zoning 550 NW 245T,Miami , FL 331274328 01-3125-046-0050 MELANIE HOLDINGS LLC 215 COLES STREETJERSEY CITY, NJ 07310 118 514 8200 1935 4837 WAREHOUSE TERMINAL OR STG: WAREHOUSE OR STORAGE 02-1 2380 NW 5AVEMiami, FL 33127-4310 01-3125-046-0010 MELANIE HOLDINGS LLC / C/O MANAGEMENT INC 215 COLES STJERSEY CITY , NJ 07310 16828 6,947 1957 .2914 WHOLESALE OUTLET' WHOLESALE OUTLET T5 2330 NW 5 AVEMiami, FL 33127-4310 01-3125-046-0030 MELANIE HOLDINGS LLC / CJ0 MANAGEMENT INC 215 COLES STJERSEY CITY , NJ 07310 16828 1,247 1962 1229 MIXED USE-STORE/RESIDENTIAL : MIXED USE - COMMERCIAL T5-0/1 2324 NW 5 AVEMiami FL 33127-4310 01-3125-046-0250 MELANIE HOLDINGS LLC / C/0 MANAGEMENT INQ 215 COLES STJERSEY CITY , NJ 07310 5 200 4,835 1957 4837 WAREHOUSE TERMINAL OR STG WAREHOUSE OR STORAGE T5-0/1 2308 NW 5 AVEMiami, FL 33127-4310 01-3125-046-0230 MELANIE HOLDINGS LLC / C/O MANAGEMENT INC 215 COLES STJERSEY CITY, NJ 07310 7,073 5,815 1933 4837 WAREHOUSE TERMINAL OR STG WAREHOUSE OR STORAGE T5-0 564 NW 23 STMiami , FL 33127-4322 01-3125-035-0470 WYNWOOD HOLDINGS LLC 'C/O FRAN MULNICK PARKER ESO 450 WEST 15 STNEW YORK , NV 10011 13800 9..958 1973 4132 LIGHT MANUFACTURING' LIGHT MFG & F000 PROCESSING D2-1 2222 NW 5 AVE Miami, FL 33127-4750 01-3125-035-0600 MILANA HOLDINGS LLC 215 JERSEY STJERSEY CITY , NJ 07310 12676 3,600 1955 4837 WAREHOUSE TERMINAL OR STG WAREHOUSE OR STORAGE 545 NW 22 STMiami- FL 33127-4727 01-3125-035-0660 WYNWOOD HOLDINGS LLC: C/O FRAN MULNICK PARKER ESO 450 WEST 15 STNEW VORK. NY 10011 6,000 10156 1925 4132 LIGHT MANUFACTURING LIGHT MFG & FOOD PROCESSING D2-1 2158 NW 5 AVEMiami , FL 33127-4764 01-3125-035-29130 rlla Really LLC c/o Fran Mulnic0 Park* PO BOX 902INDIAN ROCKS BEACH , FL 33785 24,375 19.463 . 1953 0303 MULTIFAMILY 10 UNITS PLUS : MULTIFAMILY 3 OR MORE UNITS T5-0 318 NW 23 STMiami , FL 33127-4318 01-3125-074-0010 MANNIGAN HOLDINGS L_C 215 COLES STREETJERSEY CITY „NJ 07310 - 379,955 141 452 1972 4837 WAREHOUSE TERMINAL OR STG : WAREHOUSE OR STORAGE D1-C2 7,080 1972 10,591 199E D1-C2 2337 NW 5 AVEMiami, FL 33127-4309 01-3125-034-0250 MELANIE HOLDINGS LLC C/O M MANAGEMENT INC 215 COLES STREETJERSEY CITY , NJ 07310 46 250 53,535 1967 4132 LIGHT MANUFACTURING: LIGHT MFG & FOOD PROCESSING D1 394 NW 24 STMiami . FL 33127-4326 01-3125-034-0300 MIZRACHI HOLDINGS LLC 215 COLES STREETJERSEY CITY NJ 07310 4,875 3,465 1947 4837 WAREHOUSE TERMINAL OR STG WAREHOUSE OR STORAGE D1 375 NW 23 STMiami , FL 33127-4317 01-3125-034-0640 MIZRACHI HOLDINGS LLC 215 COLES STREETJERSEY CITY , NJ 07310 4,875 3.570 1949 4837 WAREHOUSE TERMINAL OR STG : WAREHOUSE OR STORAGE p1 2400 NW 5th Avenue , FL 33127-4826 01-3125-057-0011 MILLIE REALTY LLC 388 NEWARK AVE JERSEY CITY , NJ 07306 8 275 8,820 1955 2914 WHOLESALE OUTLET : WHOLESALE OUTLET 13•0 535 NW 24 ST Miami _FL 33127-4327 01-3125-000-0200 MILLIE REALTY LLC 318 NW 23 ST MIAMI . FL 33127 USA 16,500 26,964 1923 4132 LIGHT MANUFACTURING : LIGHT MFG & FOOD PROCESSING 555 NW 24 ST Miami , FL33127-4327 01-3125-057-0140 MILLIE REALTY LLC 318 NW 23 ST MIAMI , FL 33127 USA 6,750 8200 1955 4132 LIGHT MANUFACTURING : LIGHT MFG & FOOD PROCESSING 333,896 Option 2 tit area East Lots West Lots Area Acres 675,653 SF 476,027 SF 15.51 10.93 total 1,151,680 5F 26.44 Previous Option 2 770 _ � Dwelling units !! 0 0 Current parking 347 spaces 292 spaces 166 spaces 17spaces 199 spaces 2,521spaces 0 415 spaces 464spaces 66spaces 746 spaces 0 West 699,930 770 P9lkini 770 spaces 1,964 spaces 195 spaces 166 paces 149spaces 133 spaces 630spaces 0 415 spaces 1g9 spaces 100 spaces 746 spaces 0 TOTALS 699,930 SF 2,099,790 SF 910,183 5F 110,561 SF 55,2815F 110,561 SF 1,050,332 5E 331,684 SF 414,605 SF 331,684 SF 82,921 SF 497,526 SF 188,202 SF 6,833,259 SF High -Rise Apartment High -Rise Residential Condominium/Townhouse 2,310 Dwelling units 314,969 347 1,784,822 1,964 Hotel 1,949 Rooms 546,110 1 169 364,073 780 r Retail iis 276,403 Sf 55,281 Sf 55,281 Sf Market 5,528 49,753 Restaurant /Entertainment 66,337 44,225 Flex Space -Office 1,382,016 Sf 840,266 Sf 210.066 Flex Space -Office Amenities 265,347 66,337 Flex Space -Light industrial/ Assembly 276,403 Sf 207,302 Sf 207,302 Sf Showroom 232,179 i 99,505 Education/Trade School 33,168 49,753 Art Gallery/Museum/exhibition 248,763 248,763 Existing Exhibition Space -Trade Exhibition Hall 138,202 50,000 TOTAL 2,953,451 3,879,809 Total parking required for program Total parking requirement with 12 % reduction Total oarkino with shared Parkina- 30 % 5,233 spaces 4,605 spaces 3.223 spaces 5,466 spaces 4,810 spaces 3.367 spaces 5,590 spaces I 1E7=============) ! 1 I[' _ Provided parking -Podium Provided parking Underground 1 2,503 spaces 850 spaces 2,513 spaces 734 spaces 6,600 spaces Total Parking Provided 928,894 3,353 Spates 1,134,068 3,247 paces Dabkowski, Adrian From: Suria Yaffar <suria@zyscovich.com> Sent: Monday, August 10, 2015 11:45 AM To: Dabkowski, Adrian Cc: Manuel del Monte Subject: Current lands use for added south/west parcel- Mana -Wyn SAP Follow Up Flag: Follow up Flag Status: Flagged Folio: 01-3125-062-0010 Sub -Division: CENTRAL MIAMI G N R A PROJECT NO 1 Property Address 2000 NW 5 PL Miami , FL 33127-4719 2000 NW 5 PL Mailing Address 888 BISCAYNE BLVD STE 100 MIAMI , FL 33132 USA Primary Zone 6101 CEN-PEDESTRIAN ORIENTATIO Primary Land Use 0303 MULTIFAMILY 10 UNITS PLUS : MULTIFAMILY 3 OR MORE UNITS Beds / Baths / Half 130 / 52 / 0 Floors 2 Living Units 47 Adjusted Area 38,971 Sq.Ft AM Trip Generation PEAK HOUR TRIP GENERATION COMPARISON EXISTING AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL VOLUMES MULTIMODAL REDUCTION EXTERNAL VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use iTE Edition ITE Code Scale ITE Units Percent In Out In Out Total Percent IC Tnps In Out Total Percent IC Tnps In Out Total Percent PB Trio In Out Total General Light Industrial e 11D 9:956• ksf 88% 12% 8 9 2.9% 0 8 9 10.0% 0.0% 0 7 8 Manufactunng 3 Warehousing 4 Residential Candaminturh,iawnhouse 5 Specialty Rc1a3 Cenler Wholesale. Merkel 9 9 9 9 9 140 1S0 230 826 860 98 855 170.94 360 1,247 15.767 ksf ksf du ksf ksf 78% 79% 179E 0% 67% 22% 21% 83% 0% 33% 41 88 24 0 5 12 23 117 0 3 53 111 141 0 8 2.9% 2-9% 2.1 % 50.0% 50.0% 0 5 3 0 4 41 85 24 0 2 12 21 1' 4 Ci 53 106 138 4 10,0% 10.0% 10,0% 10.0% 10,0% 5 11 14 0 0 37 76 22 0 2 11 19 102 0 2 48 95 124 0 4 0.0% 00% 0.0 % 0.0% 0.0% 0 0 0 0 0 37 76 22 0 2 19 102 0 2 48 95 124 0 4 7 8 Showroom/Exhib+tkm Space 188.2 ksf 0% 0% 0 0 0 50.0% 0 0 0 0 10.0% 0 0 0 0.0% 0 0_ 0 0 0 10 11 12 ITE Code Eouation 110 Y=0 92(X) 140 Y=0..83`(X)+-29,52 150 LN(Y) = 0,551LN(X)+1.88 230 LN(Y) = 0.81LN(X)+0.26 826 Y=0(X) 860 Y=0_51(X) Based on Miami Beach Convention Center Trip Generation, See Detailed Calculations, Please note that Convention Center is assumed closed during the A.M, peak hour_ 2 Net New Development 16% VOF Reduction Net New Vehicle Trips Net New Vehicle Trips + Transit Trips Person -Trips (1.4 persons per vehicle) 166 156 322 3.7 % 12 160 150 310 10.0% 31 144 135 272 0.0% 144 135 279 23 22 45 121 113 234 137 128 265 192 179 371 INesequation or rate provided during this period, therefore, it is assumed closed) PROPOSED AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL VOLUMES MULTIMODAL REDUCTION EX I EttNAL VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use High -Nitta Apartment High -Rise Residential Condominium/Tt ITE Edition 9 ITE Code 222 232 Scale 345 1485 ITE Units dU du Percent In 25% 19% Out 75% 81% in 87 Out . Total 78 104 373 460 Percent 4.8% 4_8% IC Tnps 27 In 28 83 Out 7a 350 Total 1174 433 Percent I D.0'. 10.0% Trips 11 43 In 23 75 Out 70 315 Total 83 390 Percent 0.0% 0.0 % IC Tnps 0 0 In 23 75 Out TO 315 Total 93 390 3 Hotel 9 310 1144 MOM 595% 41% 358. 248 606 13.4% 81 357 168 525 1 0, 0% 53 321 151 472 0.0% 0 321 1E1 472 4 5 Junior/Community College Museum 9 9 540 580 112,92 689.53 ksf ksf 74% 86% 26% 14% 250 166 88 338 27 193 9,0% 40.6% 0 250 166 88 338. 193 10.0 % 10,0% 34 19 225 150 79 24 304 174 0.0% 0,0% 0 0 225 150 79 24 304 174 6 7 General Office Building General Light Industrial 9 9 710 110 1430.3 564.61 ksf ksf 88% 88% 12% 12% 1.415 508 193 1 608 69 577 9,0 % 9.0% 227 0 1.295 508 86 69 1 381 577 10,0% 10.0% 138 58 1 166 457 77 1243 519 0_0% 0, 094 0 0 1.136 457 77 62 1 243 519 8 9 Shopping Center Quality Restaurant 9 820 931 177.84 110,56 ksf ksf 62% 50% 38% 50 % 137 45 84 221 45 90 40.6% 65.6% 168 59 17 9 36 22 53 31 10.0% 10.0% 5 3 15 33 20 48 28 0.0% 0,0% 0 0 15 8 33 20 48 28 10 11 Showroom/Exhibition Space 331.68 ksf 6% 01E 0 0 0 40.6% 0 0 0 10.0% 0 0 0 0_0% 0 0 0 0 12 ITE Code Equation 222 LN(Y) = 0.99•LN(X)+-1.14 232 Y=0.29`(X)+28.86 310 Y=0.53(X) 540 Y=2.99(X) 580 710 110 820 Y=028(X) LNM = 0.81LN(X)+1.57 Y=1.18-(X)+-6928 931 Y=0.81(X) Based on Miami Beach Convention Center Trip Generation, See Detailed Calculations. Please note that Convention Center is assumed closed during the ANL peak hour. Net New Development 16% VOF Re -duct -Kin Net New Vehicle Trips Net New Vehicle Trips + Transit Trips Person -Trips (1.4 persons per vehicle) 2 992 13.4% 562 2.711 924 3,635 2,440 831 3,271 2 440- 831 390 2.050 698 2 748 2 321 791 3.112 1.107 4,357 :.7L_TPT0\043629001-Mana Wynwood SAP\Calcs\Trip Gen\ Option 4\AM TRIP GEN 9 lsx PRINT -PEAK HOUR 016,4:34 PM IN CUT TOTAL NET NEW VEHICLE TRIPS 1,974 2.514 NET NEW PERSON TRIPS 3,osa PM Trip Generation 2 4 PEAK HOUR TRIP GENERATION COMPARISON EXISTING PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL VOLUMES MULTIMODAL REDUCTION EXTERNAL VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Land Use Gene at Light Industrial Manufacturing Warehousing Residential Condominium/Townhouse RE Edition 9 9 9 9 RE Code 110 140 150 230 Scale 9.956 98.855 170 94 350 RE Units ksf ksf ksf du Percent In 12% 36% 25 % 67 % Out 88% 64 % 75% 33% In 1 22 21 113 Out 9 39 63 Total 10 61 84 166 Percent 6.5% 6.5% 6.5% 18.7% IC Tops 0 0 10 26 in 22 18 93 Out 9 39 47 Total 10 61 74 140 Percent 10.0 % 10,0% 10.0% 10.0% IC Tops 1 16 In 20 16 84 Out 8 35 50 42 Total 9 55 66 126 Percent 0.0% 0,0% 0.0% 0.0% Pa Trips 0 0 0 0 In 20 16 64 Out 8 35 50 42 Total 9 55 66 126 6 Specialty Retail Center Wholesale Market 9 9 826 860 1.247 15767 ksf ksf 44 % 53 % 56% 47% 11 7 13 7 24 14 22.7 22 7% 0 0 7 13 7 24 14 10.0% 10.0% 2 2 10 6 12 6 22 12 34.0% 7 0,0% 0 7 6 6 15 12 7 Showroom/Exhibition Space 188.2 Icsf 48% 52% 45 49 94 227% 30 34 30 64 10.0% 6 31 27 58 0.0% 0 31 27 58 8 9 10 11 12 1TE Code Equation 110 Y=0.97(X) 140 Y=0.78'(X)+-15.97 150 LN(Y) = 0.64'LN(X)+1.14 230 LN(Y) = 0.82'LN(X)+0.32 826 Y=2.4'(X)+21 48 860 Y=0.88(X) ' Based on Miami Beach Convention Center Trip Generation, See Detailed Calculations Nei New Development 16% VOF Reduction Net New Vehicle Trips Net New Vehicle Trips + Transit Trips Person -Trips (1.4 persons per vehicle) ITE TRIP GENERATION CHARACTERISTICS Lard Use RE Edition RE Code Scale RE Units 220 235 455 14.9% 66 166 101 367 10.0% 39 168 160 2.0% 7 PROPOSED PM PEAK HOUR TRIP GENERATION 165 176 341 26 28 54 139 148 287 158 221 168 235 326 456 DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE lXItMNAL VOLUMES MULTIMODAL REDUCTION t_X I EI(NAL VOLUMES PASS -BY CAPTURE NET NEW PROJECT TRIPS Percent In Out In Out Total Percent IC Trips In Out Total Percent Trips In Out Total Percent IC Trips in Out Total 2 3 High -Rise Apartment I4oh-Rise Residential Cordominiumrl Hotel 9 9 9 222 232 310 345 1485 1144 du du room 61% 62 % 51% 39% 38 % 49% 75 322 350 48 198 336 123 520 686 55.1% 55.1% 14.0% 0 96 75 89 292 48 77 298 i23 166 590 10.0% 10.0% 10.0% 12 17 59 68 80 263 43 69 268 111 149 531 0,0% 0.0% 0.0% 0 0 0 66 BOA 263 43 69 268 111 149 531 4 JunrortCommuhity College Museum 9 540 580 112.92 689.53 ksf ksf 58% 16% 42 % 84% 166 20 121 104 287 124 3.8% 50.4% 0 0 166 20 121 104 287 124 10.0% 10.0% 29 12 149 18 109 94 258 112 0.0% 0.0% 0 0 149 18 109 94 258 112 6 General Office Budding General Light Industrial 9 9 710 110 1430 3 564 61 ksf ksf 17% 12% 83% 88% 286 78 1 394 572 1,680 650 3.8% 3.8% 100 0 255 78 1 325 572 1,580 650 10.0 % 10 0% 158 65 229 70 1.193 515 1.422 585 0.0% 0.0% 0 0 229 70 1193 515 585 8 9 10 11 Shoppi jCenter Quality Reslaurant ShowroornfExhlhilion Space 9 9 820 931 • 177 84 110.56 331.7 ksf Kg 48% 67% 48% 52% 33% 52% 423 555 79 458 273 86 881 828 165 50.4% 53.1 % 50.4% 590 440 0 207 303 79 84 85 86 291 388 165 10,0% 10.0% 10 0% 29 39 16 186 273 71 76 76 78 262 349 149 44.0% 89 154 123 153 50 42 78 173 195 149 12 1TE Code Equation 222 Y=0.32'(X)+12.3 232 Y=0.34*(X)+15.47 310 Y=0.6(X) 540 _ Y=2.54(X) 580 Y=018(X) 710 Y=1.12'(X)+78.45 110 Y=1.43'(X)+-157.36 820 LN(Y) = 0.671LN(X)+3.31 931 Y=7 49(X) ' Based on Miami Beach Convention Center Trip Generation, See Detailed Calculations Net New Development 16% VOF Reduction Net New Vehicle Tripe Net New Vehicle Trips + Transit Trips Person -Trips (1.4 persons per vehicle) 2,354 3,590 5 944 26 6% 1,580.1. 1.564 2 800 4,364 10.0% 436 2,521 3,928 243 Asx: PRINT -PEAK HOUR 1,224 196 2.461 394 3,685 590 1 028 2 067 3,095 1,173 3,531 1,642 3.301 4,943 OLIT TOTAL NET NEW VEHICLE TRIPS NET NEW PERSON TRIPS 4,487 Existing Mana Wynwood Showroom/Exhibition Space 17th Street Garage Traffic Analysis Time Period Total Vehicles per Day P.M. Peak Hour Total P.M. Peak Hour Entry Volume P.M. Peak Hour Exit Volume Traffic Percentage During P.M. Peak Hour P.M. Peak Hour Entry Percentage P.M. Peak Hour Exit Percentage Average Convention Day 8,986 738 361 377 8% 49% 51% Typical Weekday 5,450 448 196 252 8% 44% 56% Convention Traffic 3,536 290 165 125 8% 57% 43% City Hall Garage Traffic Analysis Time Period Total Vehicles per Day P.M. Peak Hour Total P.M. Peak Hour Entry Volume P.M. Peak Hour Exit Volume Traffic Percentage During P.M Peak Hour P.M. Peak Hour Entry Percentage P.M. Peak Hour Exit Percentage Average Convention Day 1,676 199 10 189 12% 5% 95% Typical Weekday 1,207 161 6 155 13% 4% 96% Convention Traffic 469 38 4 34 8% 11% 89% P-Lotlll Total Vehicles per Day Calculated P.M. Peak Hour Total Calculated P.M. Peak Hour Entry Volume Calculated P.M. Peak Hour Exit Volume Traffic Percentage During P.M. Peak Hour P.M. Peak Hour Entry Percentage P.M. Peak Hour Exit Percentage Convention Traffic 2,117 189 77 112 9% 41% 59% Miami Beach Total Convention Center Traffic 6,122 517 246 271 8% 48% 52% Total Convention Center Square -Footage 1,037,227 SF Trip Generation Rate per 1,000 square -feet 5.9023 0.4984 0.2372 0.2613 8% 48% 52% Existing Mana Wynwood Showroom/Exhibition Space 188,202 SF Existing Mana Wynwood Showroom/Exhibition Trip Generation 1,111 I 94 45 I 49 8% 1 48% 52% Note: (1) P-Lot in operation only during convention. P-Lot P.M. peak hour volumes were calculated based on peak hour data from City Hall Garage and 17th Street Garage. K:\FTL_TPTO\043629001-Mena Wynwood SAP\Calcs\Trip Gen\Convention Center\Option 2 Modified\Existing Trip Generation xis Proposed Mana Wynwood Showroom/Exhibition Space Time Period Total Vehicles per Day P.M. Peak Hour Total P.M. Peak Hour Entry Volume P.M. Peak Hour Exit Volume Traffic Percentage During P.M. Peak Hour P.M. Peak Hour Entry Percentage P.M. Peak Hour Exit Percentage Average Convention Day 8,986 738 361 377 8% 49% 51% Typical Weekday 5,450 448 196 252 8% 44% 56% Convention Traffic 3,536 290 165 125 8% 57% 43% City Hall Garage Traffic Analysis Time Period Total Vehicles per Day P.M. Peak Hour Total P.M. Peak Hour Entry Volume P.M. Peak Hour Exit Volume Traffic Percentage During P.M. Peak Hour P.M. Peak Hour Entry Percentage P.M. Peak Hour Exit Percentage Average Convention Day 1,676 199 10 189 12% 5% 95% Typical Weekday 1,207 161 6 155 13% 4% 96% Convention Traffic ~ 469 38 _ 4 34 8% 11% 89% P_Lotm Total Vehicles per Day Calculated P.M. Peak Hour Total Calculated P.M. Peak Hour Entry Volume Calculated P.M. Peak Hour Exit Volume Traffic Percentage During P.M. Peak Hour P.M. Peak Hour Entry Percentage P.M. Peak Hour Exit Percentage Convention Traffic 2,117 189 77 112 9% 41% 59% Miami Beach Total Convention Center Traffic 6,122 517 246 271 8% 48% 52% Total Convention Center Square -Footage 1,037,227 SF Trip Generation Rate per 1,000 square -feet 5.9023 _ 0.4984 0.2372 0.2613 8% 48% 52% Proposed Mana Wynwood Showroom/Exhibition Space 331,684 SF Proposed Mana Wynwood Showroom/Exhibition Trip Generation 1,958 1 165 1 79 87_ J 8% 1 48% I 52% Note: (1) P-Lot in operation only during convention. P-Lot P.M. peak hour volumes were calculated based on peak hour data from City Hall Garage and 17th Street Garage °TO\043629001-Mana Wynwood SAP\Calcs\Trip Gen\Convention Center\Option 2 Modified\Proposed Trip Generation xl 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 (EXISTING) GROSS TRIP GENERATION Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit f— Office 137 36 44 111 n Retail 5 3 63 69 ZRestaurant Cinema/Entertainment Residential 24 117 113 55 Hotel 0 0 166 156 220 235 INTERNAL TRIPS Land Use Daily A.M. Peak Hour P.M. Peak Hour I— Enter Exit Enter Exit Enter Exit M Office 0 0 3 2 3 7 O. Retail 0 0 3 1 11 19 Restaurant 0 0 0 0 0 0 O Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 0 3 20 8 Hotel 0 0 0 0 0 0 0 0 6 6 34 34 OUTPUT Total % Reduction 0.0% 3.7% 14.9% Office 2.9% 6.5% Retail 50.0% 22.7% Restaurant Cinema/Entertainment Residential 2.1% 16.7% Hotel EXTERNAL TRIPS OUTPUT Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 0 0 134 34 41 104 Retail 0 0 2 2 _ 52 50 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 24 114 93 47 Hotel 0 0 0 0 0 0 0 0 160 150 186 201 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 O.iily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 2,173 350 530 2,087 Retail 303 111 522 648 Restaurant _ 45 45 555 273 Cinema/Entertainment Residential 113 451 397 246 Hotel 358 248 350 336 0 0 2,992 1,205 2,354 3,590 OUTPUT INTERNAL TRIPS Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 0 0 120 107 31 69 Retail 0 0 120 48 216 374 Restaurant 0 0 36 23 252 188 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 4 23 233 121 Hotel 0 0 _ 1 80 58 38 0 0 281 281 790 790 OUTPUT Total % Reduction _ 0.0% 13.4% 26.6% Office 9.0% 3.8% Retail 40.6% 50.4% Restaurant 65.6% 53.1% Cinema/Entertainment _ Residential 4.8% 55.1% Hotel 13.4% 14.0% 1 M NRetail O EXTERNAL TRIPS Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 0 0 2,053 243 499 2,018 0 0 183 63 306 274 Restaurant 0 0 9 22 303 85 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 109 428 164 125 Hotel 0 0 _ 357 168 292 298 0 0 2,711 924 1,564 2,800 APPENDIX I: Cardinal Trip Distribution Cardinal Distribution forTAZ 495 Year 2035 Applied Percentages 11.95% 14.01% 12 % 14% 12.16% 5.27% 12% 5% 13.34% 10.95% 13% 11% 16.59% 15.73% 17% 16% MIAMI-DADE 2035 DIRECTIONAL DISTRIBUTION SUMMARY PERCENT NNE 20.04 ENE 8.05 ESE 12.99 CARDINAL SSE 4.8 DIRECTIONS SSW 12.13 WSW 11.34 WNW 13.86 NNW 16.8 ORIGCN ZONE TOTAL 477 3177 TRIPS 1731 763 883 697 1097 1710 1760 2192 10,833 PERCENT 15.98 7.04 8.15 6.43 10.13 15.79 16.25 20.23 478 3178 TRIPS 437 290 484 _ 436 528 558 531 435 3,699 PERCENT 11.81 7.84 13.08 11.79 14.27 15.09 14.36 11.76 479 3179 TRIPS 10261 5323 5379 4509 7899 6431 6936 8169 54,907 PERCENT 18.69 9.69 9.8 8.21 14.39 11.71 12.63 14.88 480 3180 TRIPS 2096 919 1377 1323 1844 1534 1610 1631 12,334 PERCENT 16.99 7.45 11.16 10.73 14.95 12.44 13.05 13.22 481 3181 TRIPS 2195 890 1383 1843 2397 1818 1668 1722 13,916 PERCENT 15.77 _ 6.4 9.94 13.24 17.22 13.06 11.99 12.37 482 3182 TRIPS 337 183 251 360 520 395 307 286 2,639 PERCENT 12.77 6.93 9.51 13.64 19.7 14.97 11.63 10.84 483 3183 TRIPS 460 221 284 457 622 541 419 448 3,452 PERCENT 13.33 6.4 8.23 13.24 18.02 15.67 12.14 12.98 484 3184 TRIPS 636 290 418 _ 400 556 385 455 489 3,629 '-PERCENT 17.53 7.99 11.52 11.02 15.32 10.61 12.54 13.47 485 3185 TRIPS 161 75 94 135 159 179 182 173 1,158 PERCENT 13.9 6.48 8.12 11.66 13.73 15.46 15.72 14.94 486 3186 TRIPS 842 417 387 479 648 745 669 941 5,128 PERCENT 16.42 8.13 7.55 9.34 12.64 14.53 13.05 18.35 487 3187 TRIPS 857 394 537 373 542 596 801 774 4,874 PERCENT 17.58 8.08L 11.02 7.65 11.12 12.23 16.43 15.88 488 3188 TRIPS 383 242 411 221 219 476 821 503 _ 3,276 PERCENT 11.69 7.39 12.55 6.75 6.68 14.53 25.06 15.35 489 3189 TRIPS 437 308 712 418 360 672 984 611 4,502 PERCENT 9.71 6.84 15.82 9.28 8 14.93 21.86 13.57 490 3190 TRIPS 283 155 348 295 225 301 416 262 2,285 PERCENT 12.39 6.78 15.23 12.91 9.85 13.17 18.21 11.47 491 _ 3191 TRIPS 107 50 77 671 661 310 111 105 2,092 PERCENT 5.11 2.39 3.68 32.07 31.6 14.82 5.31 5.02 492 3192 TRIPS 68 36 76 _ 123 88 142 131 56 720 PERCENT 9.44 5 10.56 17.08 12.22 19.72 18.19 7.78 493 3193 TRIPS 628 217 415 957 688 1215 1199 657 5,976 PERCENT 10.51 3.63 6.94 16.01 11.51 20.33 20.06 10.99 494 3194 TRIPS 817 392 848 1480 1038 1465 824 644 7,508 P FRi NT irifIR 5.77 1179 1971 1311R L45 �1 it 495 3195 TRIPS 604 227 472 678 7 575 524 515 4,310 PERCENT 14.01 5.27 10.95 15.73 16. 13.34 12.16 11.95 49b 31 Yk i til l's 133 59 1r 174 16) 12 J 131 1,U8U PERCENT 12.31 5.46 7.22 16.11 19.35 15.46 11.94 12.13 497 3197 TRIPS 100 48 51 156 176 135 104 101 871 PERCENT 11.48 5.51 5.86 17.91 20.21 15.5 11.94 11.6 498 3198 TRIPS 775 375 667 1854 2232 1383 957 958 9,201 PERCENT 8.42 4.08 7.25 20.15 24.26 15.03 10.4 10.41 499 3199 TRIPS 165 50 88 175 198 260 172 214 1,322 PERCENT 12.48 3.78 6.66 13.24 14.98 19.67 13.01 16.19 500 3200 TRIPS 1692 781 904 2169 1651 2912 2279 2124 14,512 PERCENT 11.66 5.38 6.23 14.95 11.38 20.07 15.7 14.64 501 3201 TRIPS 426 230 206 540 555 726 604 674 3,961 PERCENT 10.75 213 5.81 5.2 13.63 14.01 18.33 15.25 17.02 502 3202 TRIPS 67 132 276 447 467 256 _ 346 2,204 PERCENT 9.66 3.04 5.99 12.52 20.28 21.19 11.62 15.7 503 3203 TRIPS 1878 539 792 822 3808 3895 2266 2673 16,673 PERCENT 11.26 3.23 4.75 4.93 22.84 23.36 13.59 16.03 504 3204 TRIPS _ 1210 537 697 557 2222 2386 2221 2240 12,070 PERCENT 10.02 4.45 5.77 4.61 18.41 19.77 18.4 18.56 505 3205 TRIPS 2665 1213 1142 2154 2867 3862 4544 3625 22,072 PERCENT 12.07 5.5 5.17 9.76 12.99 _ 17.5 20.59 16.42 506 3206 TRIPS 961 357 291 364 1576 1688 1523 1372 8,132 PERCENT 11.82 4.39 3.58 4.48 19.38 20.76 18.73 16.87 507 3207 TRIPS 185 125 175 138 366 1389 946 447 3,771 PERCENT 4.91 3.31 4.64 3.66 9.71 36.83 25.09 11.85 508 3208 TRIPS 91 446 261 70 231 181 284 166 1,730 PERCENT 5.26 25.78 15.09 4.05 13.35 10.46 16.42 9.6 509 3209 TRIPS 225 125 57 27 270 800 594 568 2,666 PERCENT 8.44 4.69 2.14, 1.01 10.13 30.01 22.28 21.31 510 3210 TRIPS 138 122 193[ 96 272 309 508 258 1,896 B-15 APPENDIX J: Volume Development Worksheets Existing and Future Background TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 29th Street and NW 5th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.89 "AM EXISTING TRAFFIC" AM Raw Tuming Movements Peak Season Correction Factor EBU EBL EBT EBR 0 52 341 89 1 030 1 030 1,030 1 030 WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 17 163 30 0 37 17 13 0 31 69 67 1 030 1030 1030 1,030 1030 1.030 1.030 1.030 1.030 1.030 1.030 1.030 AM EXISTING CONDITIONS 0 54 351 92 I 0 16 I 1a8 31 I 0 38 f 18 13 I 0 32 71 I a0 "PM EXISTING TRAFFIC" _ EBU EBL EST EBR WBU WBL WBT WBR NBU NBL NBT NBR SEW SBL SBT SBR PM Raw Turning Movements 0 93 316 48 0 36 448 62 14 89 182 57 22 46 73 Peak Season Correction Factor 1.030 t 1 030 1.030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1.030 1 030 1 030 I PM EXISTING CONDITIONS [ 0 I 96 I 325 I 49 1 0 [ 17 I 461 I 64 I 14 1 92 I 187 I 59 I 0 I 81 I 47 I 75 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR W811 WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue n TOTAL "VESTED" TRAFFIC 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1.3% 6 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 8, 49 13 0 3 23 4 0 5 3 2 0 4 10 13 AM NON.PROJECT TRAFFIC 62 400 105 21 101 38 43 21 15 36 81 103 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED TRAFFIC 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1.3% 1_3% 1.3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 13 45 7 0 5 64 9 2 13 26 6 0 r 3 7 10 PM NON -PROJECT TRAFFIC 0 108 370 I 56 f 0 42 525 73 j 16 106 $13, 87 0 I 26 54 I 85 A TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 29th Street and NW 2nd Avenue COUNT DATE: May 13, 2015 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 M Raw Turning Movements 0 40 279 33 0 97 169 32 0 17 174 37 0 63 310 34 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1,030 1.030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 AM EXISTING CONDITIONS 0 I 41 I 287 34 I 0 I 100 174 I 33 o 18 179 I 38 0 65 [ 319 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 Peak Season Correction Factor 0 1 030 76 1,030 302 1 030 44 1 030 1.030 85 1 030 396 1 030 58 1 030 0 1.030 54 1 030 395 1 030 81 1 030 1.030 20 1.030 157 1 030 45 1 030 PM EXISTING CONDITIONS I o [ !0 J 311 1 45 1 o I 91 _L4_o8 I 50 I 0 f so I 4a7 I 63 I a I 21 162 ] 46 "AM BACKGROUND TRAFFIC" EBU ESL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1 3% 0 1 3% 6 1.3% 40 1.3% 5 1.3% 1 3% 14 1 3% 24 1 3% 5 1 3% 0 1 3% 3 1.3% 25 1 3% 5 1 3% 1.3% 9 1 3% 44 1.3% 5 AM NON -PROJECT TRAFFIC 0 47 1 3Z7 L a9 J a 114 190 30 0 21 1 204 , 43 f 0 74 353 40 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SOU SBL SBT SSR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 Years To Bulld0ut 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 1 3% 0 1 3% 11 1.3% 43 1 3% 6 1,3% 0 1.3% 13 1.3% 1 3% 57 8 1 3% 0 1 3% 6 1 3% 57 1 3% 9 1 3% 0 1,3% 3 13% 23 1,3% 6 PM NON -PROJECT TRAFFIC 0 91 354 I 51 0 104 465 68 0 64 464 72 0 24 185 52 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N 29th Street and N Miami Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.98 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1 030 42 1 030 267 1 030 78 1 030 1 030 57 1 030 92 1.030 52 1.030 1.030 1.030 300 1.030 28 1.030 1 030 0 1 030 1.233 1.030 93 1.030 AM EXISTING CONDITIONS 43 275 60 0 59 196 54 309 29 0 1.270 96 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor L PM EXISTING CONDITIONS "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1 030 94 1 030 269 1 030 45 1 030 1 030 67 1 030 338 1 030 129 1 030 1 030 1.030 1,11E 1.030 97 1 030 1 030 1 030 517 1.030 150 1.030 0 ] 97 I 277 1 46 1 69 1 346 l 133 1 0 1 0 11,162 I 166 I 0 1 0 I 533 155 1 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1.3% 1.3% 1.3% 1 3% 1.3% 1.3% 1 3% 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o 6 38 11 0 6 28 6 0 0 43 4 0 0 177 13 AM NON -PROJECT TRAFFEC f 0 49 313 91 0 l 67 226 62 0 0 1 352 33 0 0 1,447 L i09 "PM BACKGROUND TRAFFIC"' EBU EBL EBT EBR WBU WBL WBT WBR N 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1.3% 1 3% 1.3% 1 3% 1 3% 1.3% _ 1 3% 1.3% 1 3% 1,3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 13 39 6 0 10 48 19 0 0 160 14 0 0 74 22 PM NON -PROJECT TRAFFIC 0 110 J 316 1 52 —I 0 79 392 1 151 F" 8 * 1,212 114 1 0 1 0 1 607 177 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 25th Street and NW 5th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.82 PM PEAK HOUR FACTOR: 0.86 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Tuming Movements 0 1 0 0 0 11 14 42 0 3 e6 0 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1.030 1.030 1 030 1 030 1 030 1.030 1 030 , 1 030 1 030 AM EXISTING CONDITIONS "PM EXISTING TRAFFIC" PM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 0 52 82 2 0 137 7 120 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1.030 1 030 1.030 1 030 1 030 1.030 1.030 1 030 1.030 1.030 1.030 1.030 PM EXISTING CONDITIONS 0 0 54 64 2 141 7 124 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1. 3% 1.3% 1 3% 1 3% 13% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 2 0 2 0 0 6 0 0 0 10 0 AM NON -PROJECT TRAFFIC 10 0 0 0 0 13 1 0 1_ 16 L 0 J o _49 0 1 3 0 80 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 Years To Bulldout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1.3% 1 3% 1 3% 1,3% 1.3% 1,3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 o e o e _L o 0 20 0 1 0 17 0 PM NDNPROJECT TRAFFIC 0 0 0 0 0 62 0 73 I 2 0 I 161 Q 6 0 141 I 0 j TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 25th Street and NW 2nd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.93 PM PEAK HOUR FACTOR: 0.94 "AM EXISTING TRAFFIC" AM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 0 27 19 42 21 200 1 24 0 Peak Season Correction Factor AlR EXISTING CONDITIONS "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor PM E 1STING CONDITIONS "AM BACKGROUND TRAFFIC" 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1,030 1 1.030 1.030 1.030 I 1 030 BO 355 18 1.030 0 28 20 43 22 208 25 82 4 366 19 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SOB 0 1.030 1.030 0 1 030 1 030 0 1.030 22 1 030 18 1 030 29 1 030 1.030 23 1 030 524 1 030 26 1 030 1 030 24 1 030 285 1 030 32 1 030 0 0 23 19 30 a 24 540 27 25 294 33 EBU EBL EBT EBR WBU WBL WBT WB 2110 North Miami Avenue — TOTAL "VESTED" TRAFFIC a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 4 3 6 0 3 29 3 0 11 51 3 r AM NON -PROJECT TRAFFIC 0 32 23 49 0 25 235 25 93 417 22 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 to 10 10 10 Yearly Growth Rate 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1,3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1.3% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 3 3 4_ 0 3 75 4 L 0 3 41 5 PM NON -PROJECT TRAFFIC 0 R 0 0 1 0 R 28 J 22 R 34 R 0 1 27 R 615 R 31 R 8 336 1 38 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 24th Street and NW 6th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.81 PM PEAK HOUR FACTOR: 0.82 "AM EXISTING TRAFFIC" AM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 0 0 0 0 1 0 2 0 0 87 12 16 79 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1,030 1 030 1 030 .030 1 030 1 030 1 030 1.030 AM EXISTING CONDITIONS 0 0 2 0 90 12 16 81 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT ERR WBU WBL WBT WBR NBU NBL NBT NBR SBU SeL SST SBR 1 030 0 1,030 1 030 1 030 1 030 21 1 030 1 030 15 1 030 1 030 0 1 030 117 1.030 11 1 030 1,030 9 1 030 72 1 030 0 1,030 PM EXISTING CONDITIONS 0 0 L o 22 a 16 0 I 121 11 0 74 0 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SUR TOTAL "VESTED" TRAFFIC 0 a 0 0 0 0 Years To Buildout 10 10 10 10 10 1a 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% I 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1,3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o o a o 0 0 0 0 0 0 13 2 0 2 11 0 AM NON -PROJECT TRAFFIC 0 0 r , 2 103 14 0 1E 82 0 "PM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 0 Years To Buildout 10 10 10 1a 10 1a 10 1a 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1.3% 1.3% 1.3% 1.3% 1,3% 1 3% 1,3% 1 3% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 3 0 2 0 0 17 2 0 1 10 0 PM NON -PROJECT TRAFFIC I 0 0 0 1 0 0 26 0 17 l 0 I 0 138 13 f 0 10 84 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 24th Street and NW 5th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.74 PM PEAK HOUR FACTOR: 0.83 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NEU NBL NBT NBR SBU SBL SBT SBR AM Raw Tuming Movements Peak Season Correction Factor 1.030 9 4 3 0 5 25 1 030 1 030 1 030 1.030 1..030 1.030 1 030 1 030 1 030 1 030 20 1.030 35 25 10 1.030 1 030 1 030 1.030 AM EXISTING CONDITIONS 9 4 3 0 26 21 36 26 10 "PM EXISTING TRAFFIC" PM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 20 5 0 0 5 77 30 20 23 47 23 Peak Season Correction Factor 1 030 1 030 1.030 1,030 1 030 1 030 1 030 1 030 1.030 1.030 1 030 1.030 1.030 1 030 1.030 1 030 PM EXISTING CONDITIONS 21 0 9 79 31 21 24 I 48 r 24 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SRL SBT SBR TOTAL "VESTED TRAFFIC 0 0 0 _ Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1,3% 1 3% 1.3% 1.3% 1 3% 1.3%_ 1 3% 1.3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o 1 1 0 0 0 0 0 0 1 4 3 0 5 4 1 AM NON -PROJECT TRAFFIC 0 I 10 1 5 1 3 1 0 0 ! 0 ! 30 1 24 ! 0 ! 41 ! 10 1 11 "PM r4ACI((:P(tI INfI TPAcrI(' CPI' CP' caw EBR WBU WBWT WB R SBPLBNBU NBL NBNBR Sou SLTSMT B 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 l0 10 10 10 10 10 10 10 Yearly Growth Rate 1,3% 1 3% 1.3% 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1,3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 3 I 1 1 0 0 0 0 0 _ 1 11 4 3 3 7 3 PM NON -PROJECT TRAFFIC 0 24 a s . 0 0 o f 0 0 7 —I 90 35 24 27 55 27 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 24th Street and NW 2nd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.91 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" El3U EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements Peak Season Correction Factor 9 1 030 1 030 1030 41 1 030 0 247 0 0 395 0 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1.030 1 030 1.030 1, 030 AM EXISTING CONDITIONS "PM EXISTING TRAFFIC" PM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 33 65 a 549 0 0 306 0 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1.030 1 030 L PM EXISTING CONDITIONS Ie I 3a I 0 I 61 L 0 I 0 I 0 I 0 I 1 I 0 I 565 I 0 I 0 I 0 1315_10 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o o a 0 0 0 0 0 0 0 0 o a o 0 0 Years To Buildout 10 10 10 10 ' 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1.3% 13% 13% 13% 13% 13% 1 3% 1 3% 1 3% 13% 1 3% 1.3% 13% 13% 1 3% 1.3% AM BACKGROUND TRAFFIC GROWTH a 1 0 6 0 0 0 0 0 0 35 0 0 0 57 0 AM NON -PROJECT TRAFFIC 10 48 289 0 0 j 464 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 a 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 1 3% 0 1 3% 5 1 3% 1.3% 9 1.3% 1 3% 1 3% 0 1 3% 1.3% 0 i 0 13% 1.3% 79 1 3% 1 3% 0 0 1 3% 0 1 3% 44 1.3% 0 PM NON•PROJECT TRAFFIC L 0 39 76 0 0 0 0 0 644 0 0 0 059 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street and NW 6th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.74 PM PEAK HOUR FACTOR: 0.86 "AM EXISTING TRAFFIC" AM Raw Tuming Movements Peak Season Correction Factor EBU 1 030 EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.030 1.030 0 1 030 1 030 9 4 0 0 96 4 4 76 1.030 1.030 1.030 1030 1.030 1 030 1,030 1030 1 030 1030 , 1030 AM EXISTING CONDITIONS 0 I 0 I 0 I 0 1 0 9 1 v 1 4 0 I o 99 14 I 0 I 4 1 78 10 1 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL 0 1 030 1 030 EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 1.030 1 030 1 030 33 1 030 1 030 a 1 030 1 030 1.030 136 1 030 7 1 030 0 1 030 3 1.030 87 0 1.030 1.030 PM EXISTING CONDITIONS I o l 0 1 o I o j 0 1 34 1 0 I s I o 1 0 1 140 1 7 1 o I 3 1 so I o "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 1 0 1 0 0 14 1 0 1 11 0 AM NON -PROJECT TRAFFiC 0 I 0 0 0 0 10 0 6 1 0 0 113 1 6 1 0 6 89 0 "PM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 Years To Bulldout 10 10 10 10 10 10 10 10 10 1a 10 10 10 1a 10 10 Yearly Growth Rate 1 3% a 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1.3% 1.3% _ 1.3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH a 0 0 0 0 5 a 1 0 0 19 1 0 0 13 0 PM NON.PROJECT TRAFFIC 0 1 0 39 1 0 158 1 8 0 3 1 103 1 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street and NW 5th Avenue (South) COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.61 PM PEAK HOUR FACTOR: 0.73 "AM EXISTING TRAFFIC" AM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 0 0 0 10 2 0 11 15 Peak Season Correction Factor 1 030 1.030 1 030 1.030 1,030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1.030 1 030 1.030 1,030 AM EXISTING CONDITIONS 0 0 0 0 0 10 2 11 15 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU 1 030 EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 22 0 2 0 0 0 0 0 0 13 0 6 0 12 36 1 030 1.030 1.030 1 030 1 030 1 030 1 030 1 030 1.030 1,030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS o ! 23 6 2 0 0 13 6 12 37 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 a 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1.3% 1.3% 1 3% 1.3% 1 3% 1.3% 1.3% 1,3% 1 3% 1 3% 1 3% 1 3% 1 3% 13% 1 3% AM BACKGROUND TRAFFIC GROWTH j 0 0 0 2 2 AM NON -PROJECT TRAFFIC H 0 0 0 l 0 0 0 0 0 11 0 2 0 13 171 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 1a 1a 10 10 10 10 10 10 10 10 10 10 10 10 1a 10 Yearly Growth Rate 1 3% 1,3% 1,3% 1 3% 1 3% 1,3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 3 0 0 0 0 0 0 0 0 2 0 1 0 2 5 PM NON -PROJECT TRAFFIC 0 26 2 16 7 0 14 42 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street and NW 5th Avenue (North) COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.72 PM PEAK HOUR FACTOR: 0.78 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU AM Raw Turning Movements Peak Season Correction Factor O 0 1.030 1.030 0 0 0 030 l 1 030 1 030 WBL 1 030 WBT WBR NBU NBL NBT 0 29 0 0 18 1 030 1.030 1 030 1 030 1 030 NBR 1,030 SBU SBL 1 0 1,030 1.030 SBT SBR 26 1 030 0 1 030 AM EXISTING CONDITIONS 0 0 0 0 30 0 19 27 T 0 "PM EXISTING TRAFFIC" PM Raw Tuming Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WEIR NBU NBL NET NBR SBU SBL SBT SBR 10 78 0 29 1 030 1 030 1 030 1.030 1 030 1.030 1 030 1 030 1.030 1 030 1.030 1.030 1 030 1 030 41 1 030 030 PM EXISTING CONDITIONS O 10 80 0 30 a 42 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EST EBR WBU WBL WBT WBR NBU NBL NET NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 Years To Bultdout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1,3% 1 3% 1.3% 1 3% 1,3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% AM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 0 0 4 0 0 3 0 0 0 4 0 AM NON•PROJECT TRAFFIC a 1 a 0 0 34 0 22 e 1 31 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3% 1.3% 1.3% 1,3% 1,3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 1 0 11 0 0 4 0 1 0 6 0 PM NON -PROJECT TRAFFIC O 0 a a 11 91 1 0 34 9 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street and NW 2nd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.91 PM PEAK HOUR FACTOR: 0.87 "AM EXISTING TRAFFIC" AM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 0 0 19 271 0 0 383 26 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1.030 AM EXISTING CONDITIONS 1 o 10 I 0 o I o I o 0 0 I 0 I 20 I 279 1 0 l 0 1 0 j 394 _I 27 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WHS1 WBL WBT WBR NEW NBL NBT NBR SBU Set. SST SBR PM Raw Tuming Movements 0 0 0 29 555 0 0 280 56 Peak Season Correction Factor 1 030 1 030 1,030 1.030 1 030 1 030 1030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 0 a 0 30 672 0 0 288 58 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1.3% 1 3% 13% 1 3% 1 3% 1.3% 1.3% 1 3% 1 3% 1.3% 1.3% 1.3% L3% 1.3% 1.3% 1.3% AM BACKGROUND TRAFFIC GROWTH 0 0 0 3 39 0 0 55 4 AM NON -PROJECT TRAFFIC 0 0 1 0 I 0 0 0 0 0 0 1 23 318 0 0 0 449 31 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 to 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1,3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3% 1 3% 1,3% 1 3% 1.3% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 0 0 0 0 4 80 0 0 0 40 8 PM NON -PROJECT TRAFFIC 0 0 0 I 0 1 0 I 0 0 34 1 652 328 1 66 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 22nd Street and NW 6th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.78 PM PEAK HOUR FACTOR: 0.85 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU 0 0 0 0 0 7 0 2 0 1 030 1 030 030 103 1.030 1 030 1 030 030 1 030 NBL NBT NBR SBU SBL SBT SBR 0 99 4 0 I 2 82 0 1.030 1_030 1.030 1 030 I 1 030 1.030 1 030 AM EXISTING CONDITIONS 1 0 1 0 _1 0 1 0 1 0 1 7 1. 0 1 2 1 0 01 102 1 4 1 o 1 2 1 54 1 q 1 "PM EXISTING TRAFFIC" PM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Peak Season Correction Factor 1 1 030 1 030 1 030 0 1 030 1 030 11 1 030 1 030 2 1 030 1 030 1 030 140 1 030 1,030 a 1.030 1,030 112 1 030 0 1 030 PM EXISTING CONDITIONS 1 0 1 of 0[ o I o j 11 L 0[ Iolao J 144 1 e -1 0 T q 1 11s 1 o "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT W 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o _ 0 0 0 0 0 0 0 0 0 0 0 o a 0 0 Years To Buildout 10 10 10 10 10 10 10 1o_ 10 10 10 10 10 10 10 10 Yearly Growth Rate 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1,3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 1 0 0 0 0 14 1 0 0 12 0 AM NON•PROJECT TRAFFIC 0 0 0 0 L 0 I 8 0 1 2 j o 0 116 5 1 0 2 96 f 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 to 10 10 10 10 Yearly Growth Rate 1 3% 1.3% 1 3% 1 3% 1.3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1.3% 1.3% 1.3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 2 0 0 0 0 20 , 1 0 0 16 0. PM NON•PROJECT TRAFFIC 0 13 0 1 2 0 q 164 _10 0 0 131 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 22nd Street and NW 5th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.48 PM PEAK HOUR FACTOR: 0.75 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor EBU Ei3L 0 a 1 030 1.030 EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL 5BT SBR 0 0 0 0 0 0 0 0 2 0 0 0 I 1 10 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1, 030 1.030 1 030 1.030 1 030 11 030 1.030 AM EXISTING CONDITIONS is o J, o o 1 21 of o I o I 11 10 "PM EXISTING TRAFFIC" PM Raw Tuming Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1 0 Peak Season Correction Factor 1 1 030 10 1 030 0 1 030 1.030 1 030 1 030 1 030 0 1 030 1 030 0 1 030 1.030 1 030 6 1 030 1.030 1,030 14 1 030 PM EXISTING CONDITIONS 10 0 a 0 6 14 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years ToBuildout to to 10 to to t0 t0 10 to to 10 t0 t0 to to 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o , 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 AM NON -PROJECT TRAFFIC 0 e 0 0 0 0 2 0 0 11 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 Years ToBuildout t0 to to 10 to to to to to to to 10 10 10 to to Yearly Growth Rate 1.3% 1 3% 1.3% 1.3% 1.3% 1 3% 1.3% 1 3% 1 3% 1,3% 1 3% 1 3% 1 3% 1 1,3% 1 3% 1,3% PM BACKGROUND TRAFFIC GROWTH a1 o 0 0 0 0 0 0 o a 0 0 0 2 PM NON -PROJECT TRAFFIC 0 0 0 0 0 0 16 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 22nd Street and NW 3rd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.87 PM PEAK HOUR FACTOR: 0.84 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NMI NBL NBT NBR SBU SBL SBT SBR 1 030 1 030 22 1 030 30 1,030 1 030 11 1.030 21 1.030 0 1 030 1.030 24 1.030 0 1.030 18 1 030 0 1 030 1.030 0 1 030 0 1 030 AM EXISTING CONDITIONS o I 0 as 1 31 10 I 11 I 22 I a I o 1 2a I o 19 1 0 1 0 1 0 ! 0 l "PM EXISTING TRAFFIC" EBU EBL EBT E PM Raw Turning Movements 0 0 8 18 0 22 11 0 0 32 I 0 50 0 0 0 0 Peak Season Correction Factor 1 030 1 030 1 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 I 1 030 1.030 1 030 1 030 1 030 1.030 PM EXISTING CONDITIONS 0 14 16 0 I 23 33 52 0 0 "AM BACKGROUND TRAFFIC" EBU EBL EBfi EBR WBU WBL WBT WBR NBU NBL NB' 2110 North Miami Avenue 2 4 TOTAL "VESTED" TRAFFIC o 0 2 0 0 0 4 0 0 0 0 0 0 0 0 0 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1 3% 10 1 3% 0 10 1 3% 3 10 1 3% 10 1 3% 0 10 1 3% 2 10 1 3% 3 10 1 3% 0 10 1 3% 0 10 1.3% 3 10 1 3% 0 10 1 3% 3 10 1 3% 0 10 1,3% 0 10 .3% 0 10 1 3% 0 AM NON -PROJECT TRAFFIC 0 28 35 13 29 0 28 a I i2 0 1 D o 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT 2110 North Miami Avenue 4 3 ..__ ._—. .._.. _ .,..--, -- 1 f TOTAL "VESTED" TRAFFIC o 0 4 0, 0 0 3 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1.3% 1.3% _PM BACKGROUND TRAFFIC GROWTH o 0 1 2 0 3 2 0 0 5 0 7 0 0 0 0 PM NON -PROJECT TRAFFIC 0 0 13 18 0 1 28 16 0 I 0 38 0 59 0 J 0 0 0 j TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 22nd Street and NW 2nd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.94 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 22 0 8 0 0 0 0 0 4 211 0 0 0 345 21 Peak Season Correction Factor 1 030 1 030 1,030 1 030 1 030 1-030 1,030 1 030 1,030 1 030 1.030 1.030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS 0 I 23 I 0 I 8 I 0 1 0( 0 I 0 1 0 1 4 1 217 I 0 1 0 I 0 I 366 I 22 J "PM EXISTING TRAFFIC" EBU ESL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 46 0 6 0 0 0 0 0 5 359 0 0 0 214 ' 25 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1,030 1,030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 6 0' 00' 0' 0' EM®' 0' 0 '0 220 WM EAU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue 2 4 TOTAL "VESTED" TRAFFIC 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Years ToBulldout to to to to to to to to to to to to to t0 to to Yearly Growth Rate 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 3 0 1 0 0 0 0 0 1 30 0 0 0 49 3 AM NON•PROJECTTRAFFIC 4 L 26 1 11 9 0 I 0 0 0 0 5 247 1 0 0 0 I 4041 29 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue 4 3 TOTAL "VESTED" TRAFFIC 0 4 0 0 0 0 0 0 0 0 0 3 Years ToBulldout to to to to to to to to to to to to to to to to Yearly Growth Rate 1.3% 1 3% 1 3% 1 3% 1 3% t 3% 1 3% 1.3% 1 3% 1.3% 1.3% 1,3% 1,3% 1,3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 7 0 1 0 0 0 0 0 1 , 51 0 0 0 31 4 PM NON -PROJECT TRAFFIC 0 58 0 7 1 u i 0 0 421 1 0 1 0 1 0 1 261 E 99 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 20th Street and NW 3rd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.87 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU St3L SBT SBR 23 463 30 114 397 10 0 r 38 20 1 030 1.030 1.030 1.030 1.030 1 030 1 030 1.030 1.030 1 030 1 030 110 1.030 0 26 32 1 030 1 030 1 030 1.030 AM EXISTING CONDITIONS 0 24 477 31 117 409 TO 39 21 1 113 r 3 33 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 45 405 25 0 83 478 19 0 130 1.030 1 030 1.030 1 030 1 030 030 030 1 030 1 030 1 030 53 183 0 4 16 25 1.030 030 1 030 1.030 1 030 1.030 PM EXISTING CONDITIONS 0 46 l 417 ] 28 I 0 I 88 492 20 I 0 134 55 188 0 I 4 16 26 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SOIT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rale 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 3 66 4 0 16 57 1 0 5 3 16 0 0 4 5 AM NON -PROJECT TRAFFIC J 0 [ 27 I 643 I 35 f 0 I 133 I 466 I 11 r 0 I 44 I 24 I 129 f 0 I 3 I 31 I 38 ''PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WB 2110 North Miami Avenue - --- --- _—.- 1 TOTAL "VESTED" TRAFFIC o 0 0 0 o a o o a o 0 0 0 0 0 0 _ Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3% 1.3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 6 58 4 0 12 68 3 0 i 19 6 26 0 1 2 4 PM NON.PROJECT TRAFFIC 62 1 476 97 560 23 0 163 63 214 0 5 1B 30 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 20th Street and NW 2nd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.95 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 0 127 453 6 0 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 331 I 46 1 030 I 1 030 a a 0 0 I 133 7 217 1,030 1 030 1 030 1 030 1,030 1 030 1 030 1 030 AM EXISTING CONDITIONS I 0 I t31 I a6r i 6 I 0 I 0 I 341 I 47 I 0 I 0 I 0 I 0' 0 I 137 I 7 1 224 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 152 409 9 0 449 116 0 Peak Season Correction Factor 1 030 1 030 1 030 1.030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 0 0 97 1 030 1 1.030 1 030 2 152 1 030 1 030 PM EXISTING CONDITIONS I 0 I 167 I 421 I 9 I 0 I 0 I 461 0 I 0 I 6 I 0 I 0 I 100 I 2 I 157 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC O 0 0 0 0 0 0 Years To Bulldout to to to to t0 to to to 10 10 to 10 to to t0 to Yearly Growth Rate 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 18 65 1 0 0 47 7 0 0 0 0 0 19 31 AM NON -PROJECT TRAFFIC O 149 5321 7 0 1 0 395 64 0 0 0 0 0 156 8 255 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 Years To Bulldout 10 10 to 10 10 10 10 to to 10 10 10 10 10 10 to Yearly Growth Rate 1.3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 22 59 1 0 0 64 17 0 0 0 0 0 14 0 22 PM NON -PROJECT TRAFFIC O 179 460 10 0 t 525 136 0 0 114 2 179 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 20th Street and NW 1st Place COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.97 PM PEAK HOUR FACTOR: 0.85 "AM EXISTING TRAFFIC" ERU EBL EBT EBR WBU WBL WBT WBR AM Raw Turning Movemonts Peak Season Correction Factor 1 030 1 030 593 1,030 1 030 0 1 030 0 1 030 354 1 030 7 1 030 NBU 1 030 NBL NBT NBR SBU SBL 23 1 030 5 1 030 I 18 1 030 1030 11030 SBT SBR 1 030 1 030 0 AM EXISTING CONDITIONS 1 p _1 611 1 1 0 365 7 0 24 1 57 19 0 0 "PM EXISTING TRAFFIC" PM Raw Tumin9 Movements Peak Season Correction Factor EBU 1.030 EBL 1.030 EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 507 0 0 1.030 1 030 1 030 0 488 9 1 030 1,030 1 030 0 78 29 29 1 030 1 030 1 030 0 0 1 030 1 030 1.030 1,030 1 030 PM EXISTING CONDITIONS 4 522 0 503 9 0 80 30-1 30 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 Years To Buildout 10 10 10 t0 10 10 10 10 1a 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 13% 1 3% 1,3% 1.3% 1 3% 1 3% 1 3% 1 3% 1.3% 1.3% 1.3% 1.3% 1 3% 1.3% AM BACKGROUND TRAFFIC GROWTH o 0 85 0 0 0 51 1 0 3 1 3 0 0 0 0 AM NON -PROJECT TRAFFIC 1 0 7 0 1 096 0 0 1 0 416 8 0 27 6 1—22 p 0 0 0_1 "PM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 a Years To Buildout to 10 to to 10 to to to to to to to 10 to to to Yearly Growth Rate 1,3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 1 73 0 0 0 70_ 1 0 _ 11 4 4 0 0 0 0 PM NON -PROJECT TRAFFIC 6 1 595 0 1 0 0 573 10 0 91 34 34 0 0 f 0 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N 20th Street and N Miami Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.95 PM PEAK HOUR FACTOR: 0.94 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Tumtng Movements 0 76 276 ' 176 0 0 286 151 0 3 159 . 14 r 0 1 157 973 77 Peak Season Correction Factor 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 AM EXISTING CONDITIONS 0 I 78 I 284 I 183 I 0 0 I 297 I 156 U 1 3 [ 164 I 14 I 0 I 162 I 1,002 ! 79 1 "PM EXISTING TRAFFIC" EBU Eat_ EBT EHR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 107 264 60 0 0 315 173 0 16 595 19 0 127 289 90 Peak Season Correction Factor 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1,030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 PM EXISTING CONDITIONS 116 293 82 324 178 0 16 613 20 131 298 93 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue 3 13 5 28 TOTAL "VESTED" TRAFFIC 0 o 0 0 0 0 0 3 0 0 13 0 0 5 28 0 Years To Buildout to 10 10 t0 10 t0 10 ' 10 to 10 t0 to to 10 10 t0 Yearly Growth Rate 1 a% 1 3% 1 3% 1 3% 1,3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% AM BACKGROUND TRAFFIC GROWTH 0 11 39 25 0 0 41 22 0 0 23 2 0 23 139 11 AM NON -PROJECT TRAFFIC 0 89 323 208 0 I 0 J 338 I 181 0 3 200 16 r 0 I 190 1.169 90 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR 2110 North Miami Avenue 6 29 5 24 TOTAL "VESTED" TRAFFIC o o a o 0 0 6 6 0 0 29 0 0 5 24 0 Years To Bulldout 10 10 10 10 10 to 10 10 10 to 10 10 10 10 10 to Yearly Growth Rate 1 3% 1.3% 1.3% 1.3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 15 41 11 0 0 45 25 0 2 85 3 0 18 41 13 PM NON -PROJECT TRAFFIC 0 125 334 93 369 209 0 18 727 23 154 363 106 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 20th Street and NW 5th Place COUNT DATE: August 13, 2015 AM PEAK HOUR FACTOR: 0.94 PM PEAK HOUR FACTOR: 0.9 "AM EX ST{NG TRAFFIC" AM Raw Tuming Movements EBU EBL EST EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SIR 505 0 52 32 0 7 344 9 19 5 8 5 10 40 Peak Season Correction Factor 1 050 1 050 1.050 1 050 1 050 1.050 1.050 1.050 1 050 1.050 , 1 050 1.050 1 050 1 050 1 050 1.050 AM EXISTING CONDITIONS "PM EXtSTING TRAFFIC" PM Raw Tumiti Movements Peak Season Correction Factor 1 0 J 55 I 530 1 34 I 0 I 7 [ 361 ] 9 J o J 20 I 5 J 6 J 0 I 5 I 11 I 42 EBSJ EBL EBT EBR WBU WBL WBT WEIR NBU NBL NBT NBR SBU SBL SBT SBR 0 1 050 55 1 050 459 32 1.050 i 1..050 0 1.050 11 1050 556 1. 050 46 1 050 1 050 39 1 050 28 1 050 6 1 050 1 050 1.050 11 1 050 76 1.050 PM EXISTING CONOITIONS f o I 66 I 4. I 34 1 o f 12 1586 J 46 I o I 41 2a 8 I 6 1 8 I 12 J Bpi "AM BACKGROUND TRAFFIC" EBU EBL EBT E8R W 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , Years To Buildout 10 10 10 10 10 10 10 10 10 to 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1.3% 1 3% 13% 1.3% _ 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1.3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 8 74 — 5 0 1 50 1 0 3 1 1 0 1 2 6 AM NON•PROJECTTRAFFIC 63 604 39 a a 411 10 23 6 0 6 13 48 "PM BACKGROUND TRAFFIC" 2110 North Miaml Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SOU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 _ 1.3% 13% 13% PM BACKGROUND TRAFFIC GROWTH o 8 67 5 0 2 81 7 0 6 4 1 0 1 2 11 PM NON -PROJECT TRAFFIC ] e 66 I 549 I 39 1 0 J 14 I 667 56 0 I 47 'F 33 J 9 0 T a I 14 91 1 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 29th Street and NW 6th Avenue COUNT DATE: August 13, 2015 AM PEAK HOUR FACTOR: 0.84 PM PEAK HOUR FACTOR: 0.91 "AM EXISTING TRAFFIC" AM Raw Tuming Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 8 1 050 23 1 050 416 1,050 48 1 050 0 1.050 1 050 253 1 050 I 1 050 I 1 050 12 1 050 12 1.050 6 1,050 0 1.050 1,050 13 1.050 1,050 AM EXISTING CONDITIONS 0 I 24 I 437 I 50 I 0 L 8 I 266 I 5 I 0 13 I 13 6 0 I 1 I 14 15 I "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR 0 33 442 22 0 9 572 6 0 51 58 32 1 050 1 050 1 050 1 050 1.050 1 050 1 050 1 050 1 050 1 050 1 050 1 050 SBU SBL SBT SBR 0 8 7 21 1 050 1 050 1 050 1 050 PM EXISTING CONDITIONS 0 35 464 23 0 I 9 I 601 6 I 0 1 64 I 61 I 34 6 j e T 7 I 22 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1.3% 1 3% 3 1 3% 61 1 3% 7 1 3% 0 1 3% 1 3% 37 1,3% 1 3% 0 1 3% 2 1.3% 2 1.3% 1 3% 1.3% 1 3% 2 1.3% AM NON-PRDJECTTRAFFIC 0 27 498 57 0 9 303 6 0 15 15 7 0 1 16 9 I "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 1..3% 1.3% 5 1 3% 64 1.3% 3 1 3% 0 1 3% 1.3% 84 1.3% 1.3% 1 3% 8 1.3% 1.3% 5 1 3% 1.3% 1 3% 1.3% 3 PM NON -PROJECT TRAFFIC '0m' zamm®' 655 aammma00 25 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 21st Terrace and NW 5th Place COUNT DATE: August 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.86 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SSU SBL SBT SBR AM Raw Tuming Movements Peak Season Correction Factor 1.050 0 1 050 3 1.050 28 1.050 1 050 18 1 050 1 050 1,050 0 1 050 48 1.050 0 1 050 17 1.050 O 1 050 1.050 1.050 0 1.050 AM EXISTING CONDITIONS 0 3 20 17 50 18 O 0 0 "PM EXISTING TRAFFIC" PM Raw Tuming Movements Peak Season Correction Factor EBU EEL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL 0 0 4 76 0 26 4 0 0 102 0 22 0 1 SBT SBR 1.050 1050 1050 1.050 1050 1050 1.050 1.050 1.050 1050 1 050 1.050 1.050 , 1.050 1.050 1.050 I PM EXISTING CONDITIONS fl 4 BP 27 4 0 107 23 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SB 2110 North Miami Avenue TOTAL "VESTED" TRAFFIC o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate _ 1 3% 1.3% 1 3% 1,3% 1.3% 1 3% 1 3% 1,3% 1 3% 1,3% 1,3% 1.3% 1 3% 1 3% 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o 0 0 4 0 2 0 0 0 7 0 3 0 0 _1 0 0 AM NON -PROJECT TRAFFIC 0 j 0 3 0 0-1 19 1 0 0 57 0 1 21 L 0 0 0 0 "PM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WHR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1.3% 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1,3% 1 3% 1 3% 1 3% 1 3% 1 3% 1,3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH o 0 1 11 0 4 1 0 0 15 0 3 0 0 Future Total with Diversions INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 29th Street and NW 5th Avenue May 13, 2015 0.95 0.89 EBU EBL EBT EBR WBU WBL WBT WBR HBU NBL NBT NBR SBU SBL SBT AM Raw Turning Movements 0 52 341 69 0 1 163 30 0 37 17 13 0 51 69 e7 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 i AM EXISTING CONDITIONS I 0 I 64 J 351 I 92 I 0 I 18 I 168 I 31 I 0 I 36 f to I 13 I 0 I 32 1 71 I 90 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WAR NBU NBL NBT tJB PM Raw Turning Movements 0 93 316 46 0 36 446 62 14 89 182 07 0 22 vV 46 73 Peak Season Commotion Factor 1 030 11330 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 96 325 _ 49 37 461 94 14 92 187 59 47 75 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WB 2110 North Miami Avenue _ From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Bulldout 10 to 10 10 to 10 10 10 to to 10 10 10 10 10 10 Yearly Growth Rate 1 .T51 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 311, 1.2% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 :11.i, AM BACKGROUNOTRAFFID GROWTH _ 2 0 4 10 13 AM NON -PROJECT TRAFFIC 0 6z 400 1a5 "PM BACKGROUND TRAFFIC" EBU 6BL 21 1 191 1 35 [ 0 1 43 1 21 16 1 e 36 1 81 1 103 21fONorlhMiamiAvenua - ---- --- ----- ---' .._.. .._, ,-_.. .,_.. ...._ ,.... ....�. From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED 0 0. 0 0 a o 0 o a 0 0 0 0 o a o Yearn To BuiIdout to to to to to to 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 13% 13% 13% 1 3% 1.3% 13% 13% 13% 13% 13% 13% 1 3% LOSS 13% 13% PM BACKGROUND TRAFFIC GROWTH 0 13 45 7 0 5 64 . 9 2 13 26 8 0 3 7 10 PM NON -PROJECT TRAFFIC 0 I t99 I 370 I 56 I 0 I 42 1 .525 I 73 I 19 I 505 I 213 1 67 I 0 f 26 I 54 I 66 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBI EBR WBII WRI WR7 WRR P5311 MPI Pass -By Entering - Distribution Exiting Net New Entenng 90% 50% Distribution Exiting _ 60% 50% 90% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBT Project Pass -Ely Trips Net New 154 174 47 29 53 96 _ AM TOTAL PROJECT TRAFFIC 0 0 0 154 0 174 0 0 0 47 29 53 o p 96 0 AM TOTAL TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE 0 122 I 400 259 0 19 191 1 35 1 0 9e I 50 1 56 0 36 I 177 103 1 EBU EBL E Project Pass - By .-_.. ., ..,,.w ., .,,. Trips Net New 71 80 154 96 172 44 PM TOTAL PROJECT TRAFFIC 71 s0 154 96 172 _ 44 PM TOTAL TRAFFIC 0 109 370 127 a I 122 525 73 16 259 I 309 tl 99 55 I TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 29th Street and NW 2nd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.96 PM PEAK HOUR FACTOR: 0.97 "AM EXISTING TRAFFIC" EBU EBL EAT FAR WBU WBL WBT WRR NAlI 11lw1 r4Rr 5I D eR11 ere AM Raw Turning Movements 0 40 279 39 0 97 109 _. 0 17 1 /4 37 0 61 310 34 Peak Season Correction Fatter 1.030 1 030 1 030 1 030 1 039 1 030 1 030 1 630 1 030 1 030 1.070 1.030 1 030 1 079 1 030 1 010 AM EXISTING CONDITIONS I 0 C 41 I 227 I 34 I 0 I 100 I 174 I 33 1 0 I 15 I 176 J 35 I 0 I 65 I 319 I 35 I "PM EXISTING TRAFFIC" EBU EBL EBT EBR PM Raw Turning Movements 0 78 302 44 0 a6 396 58 0 54 395 51 0 ` 20 157 V` 45 Peak Season Correction Factor - 1 030 1 030 1 030 1 036 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 16 50 311 I 45 I 0 I 91 I 406 I a0 1- 0 I 56 1 407 I 63 I 0 I 21 J 1.62 I 46 1 "AM BACKGROUND TRAFFIC" EBU EBL EB 2110 North Miami Avenue_.. ..__ ..__ .__. ,_„., ,,,,,, ,,.,� ,,,,, ,,,,,-. From 23rd Street (Exitingj To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 Years To Butidout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 13% 1 3% 13% 1 3% 13% 1 3% 13% 1 3%4 13% 1 13% 13% 1 3% 1 3% 13% 1 3% 13% AM BACKGROUND TRAFFIC GROWTH 0 6 40 5 0 14 24 5 0 3 25 5 0 9 44 5 AM NON -PROJECT TRAFFIC 47 327 95 0 114 196 38 21 z04 IIENIEEM "PM BACKGROUND TRAFFIC" EBU EB 21I0NorthMiamlAvenue --- ---- --- ---•- •-'— - ._�. ..`•.. ...... "`"` �+1, _ From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Hulldout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% PM BACKGROUND TRAFFIC GROWTH 0 11 43 6 0 13 57 a 0 a 57 9 0 3 23 6 PM NON -PROJECT TRAFFIC O 91 354 51 0 I 004 I 466 I as) 0' I 64 464 72 0 I 24 I 166 52 V "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting EBU EBL EBT EBR WBU WBL WBT WEIR NBU NBL NBT NBR SBU SBL SOT SOH Net New Distribution Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE 30% 9 0% 90% EBU EBL EBT EBR WOii WBL WBT WBR NO 50% 3 0% 5 0% Project Pass - By 1 — Trips Net New 53 58 174 29 18 97 AM TOTAL PROJECT TRAFFIC o 0 53 0 0 66 174 0 0 0 29 15 0 0 97 0 AM TOTAL TRAFFIC O I 47 360 30 1 0 I 172 372 38 0 21 L 833 61 0 1 74 400 49 "PM PROJECT TRAFFIC" LAND USE TYPE ES U EBL EBT EBR WEIU WBL WET WBR NBU NBL NBT NBR Project Pass - By .,., . .,�,. Trips Net New 172 27 ao 96 58 44 PM TOTAL PROJECT TRAFFIC 172 27 60 96 56 44 PM TOTAL TRAFFIC 0 91 .1 526 1 51 0 191 645 68 0 C 64 1 560 120 1 0 1 24 229 1 52 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS N 29th Street and N Miami Avenue May 13, 2015 0 96 0.98 EBU EBL EBT EBR WBU WBL WBT WBR AM Raw Turning Movements 0 42 zs7 76 0 57 192 02 0 0 300 28 ' 0 0 1233 93 Peak Season. Correction Factor 1 030 1 030 1 030 1 030 _ 1AB0 1030 1.030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 ❑W AM EXISTING CONDITIONS D I 43 1 275 60 0 I 59 I 196 54 I 0 I 0 369 I 29 I ❑ 1,270 96 "PM EXISTING TRAFFIC". EBU EBL EBT EBR WEU WBL W PM Raw Turning Movements I 0 94 269 65 0 67 338 129 0 0 1 116 97 0 0 51 t 1.'17 Peak Season Correction Factor J 1 030 1 03D 1 DOD 1 03D 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS om 277 1 46 I 0 "AM BACKGROUND TRAFFIC" 69 346 138. 1 0- I 9 r 1.192 I 100 0 0 I 533 T 155 I EBU EBL EBT FJTR WBU WBL WBT WBR NB 2110 North Miami Avenue -- - --- - - - From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 9 0 0 0 0 0 0 0 0 0 a Yea re Ta Buiidout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 to Yearly Growth Rate 13% 13% 13% 13% 1 3% 1.3% 1.3% 1 3% 1 3% 13% 13i6 13% 13% 13% 13% 13% AM BACKGROUND TRAFFIC GROWTH 0 6 38 11 0 A 96 A n o a3 a 0 0 ., 13 AM NON -PROJECT TRAFFIC 49 313 91 67 222 I 62 352 33 1,447 109 "PM BACKGROUND TRAFFIC" ESU ESL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SB 2110 North Miami Avenue From 23rd Street (Exiting). To 23rd Street (Entering) T TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 D o 0 0 Years To 13 uildout 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 13 39 6 0 10 10 13% 1e% 48 18 10 10 1D 10 10 3% 13% 13% 13% 13% 13% 0 0 160 14 0 0 10 13% 74 10 1 3% 22 PM NON•PROJECTTRAFFIC D 110 318 52 0 I 79 396 151 1,312 114 _ 607 177 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Net New Distribution Entering Exiting Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NOR SDU SOL SBT SBR 30% 60% n 035 e 044 Exiting "AM PROJECT TRAFFIC" LAND USE TYPE 00W. 6 0% EBU EBL EBT EBR WBU WBL WBT WAR NB 60% 30% Project Pass - By _ Trips Net New 35 36 58 116 35 18 116 116 AM TOTAL PROJECT TRAFFIC 0 35 38 0 0 56 118 0 0 0 35 18 0 0 116 116 AM TOTAL TRAFFIC 04 L 91 125 342 62 387 51 228 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT W Project ' Pass - By Trips Net New 115 115 27 54 _ 115 58 53 53 PM TOTAL PROJECT TRAFFIC 115 115 27 54 115 56 53 53 PM TOTAL TRAFFIC 0 225 431 52 0 164 459 121 0 0 11.427 172 0 0 230 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 25th Street and NW 5th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 �t1 PM PEAK HOUR FACTOR: 0.86 "AM EXISTING TRAFFIC" EBU EEL EBT EBR WBU WBL WBT WEIR NBU NBL NBT NBR SBU SBL SBT SBR AM Row Turning Movements o 0 0 0 o t 1 0 14 0 0 42 0 3 0 se o Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS 1 Di 0 I 0 I 0 I 0 I 11 j o l 14 I o L 0 j 43 j 0 3 I 0 I 70 1 0 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Row Turning Movements 00 52000 0 622 0 137 0 7 0 120 0 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS o I o I o I o I o i 54 j a I 64 j 2 I o I 141 I o [ 7 I c j sea I o I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buiideut 10 to 10 _ to 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 7.33 1 35 1.365 1 35 t 39i 1.35 1710 AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 2 0 2 0 0 6 0 0 0 10 0 AM NON•PROJECT TRAFFIC 0 0 0 0 0 13 0 16 1 0 r 0 I 491 0 I 3 r 0 80 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WAR NBU NBL NOT NUR SBU SBL SAT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Belle/out to to 10 to to to to to to 10 t0 to to to to 10 Yearly Growth Rate 13% 13% 13% 13% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 13% 1 3% 1 3% 13% 13% 13% PM BACKORgUNt3 TRAFFIC GROWTH o o 0 0 o e o 9 a 0 z0 0 1 0 17 0 PM NON -PROJECT TRAFFIC 0 0 0 0 o fix -I a 73 2 r o[ 181 j o a r o T 141 0 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT FUR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE 22 0% 72.0%_ EBU EEL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips _ Net New 129 424 AM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 0 0 0 129 0 0 0 424 0 AM TOTAL TRAFFIC 0 e 7 13 0 10 0 I 0 176 0 3 0 504 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 PM TOTAL PROJECT TRAFFIC 422 422 195 _ 498 PM TOTAL TRAFFIC o 0 0 Die 1 d2 0 73 xI B loos 0 61 a Nate' 111 PUP adjusteo la 0 62 to rclepel nweesonptetenl peck hourlrettdc t&ow am a resu1 n pr Joel conelru on 3aI a INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 25th Street and NW 2nd Avenue May 13, 2015 0.93 0.94 EBU EEL. EBT EBR WEU W AM RnW Turning Movements 0 0 0 0 0 27 19 42 0 21 200 24 0 80 355 V18 Peak Season torreclion Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 AM EXISTING CONDITIONS 1 0.1 0 10 I DI 01 26 I 1 43 J 0 22 1 206 I 26 1 9 1 62 1 366 I 19 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WB PM Raw 'Turning Movements 0 0 0 0 0 z2 10 29 0 23 524 26 ' 0 24 208 22 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 039 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 , PM EXISTING CONDITIONS _ "AM BACKGROUND TRAFFIC" 23 EBU EBL EBT EBR WBU WBL 19 30 24 27 0 25 294 33 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 {1 0 0 0 0 0 0 0 9 Years To Bulldout 10 10 10 10 10 10 10 10 10 t0 10 10 10 10 10 10 Yearly Growth Rate 1 3% 13% 1 3% 1 391. 1 3% 13% 1 3% 13% 1.3% 13% 13% 1 3% 1 3% 13% 1 3% 13% AM BACKGROUND TRAFFIC GROWTH 0 a o 0 0 4 3 6 0 3 29 3 0 11 51 3 AM NON -PROJECT TRAFFIC 0 0 0 1 0_ J 0 32 23 49 1- 0 25 235 28 0 1 93 417 22 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WE 2110North Miami Avenue _ -- ----- ---- --- .--.- '_ --, VV.. From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 Years To Bulldout 10 10 10 10 10 10 10 10 10 10 90 10 10 10 10 10 Yearly Growth Rate 1 1.3% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% 13% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 3 3 4 0 3 75 4 0 3 41 5 1 PIA NON.PRO.IECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Entering Distribution Exiting Entering Exiting Net New Distribution "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass • By Net New AM TOTAL PROJECT TRAFFIC 0 0 0 e c 28 1 22 1 34 L o 816 111 0 28 335 38 1 EBU EBL EBT EBR WBU WEL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 60% 80% EBU EBL EBT EBR WBU WBL WET WBR NBU NBL NBT NBR SBU SBL SET SBR n1 47 155 155 AM TOTAL TRAFFIC 0 32 23 49 25 282 26 93 572 22 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC EBU EBL FJ31 EBR WBU WBL WBT WBR NBU NBL NET NBR SBU SBL SET SBR 154 154 71 71 r PM TOTAL TRAFFIC 0 0 0 0 0 26 1 22 34 0 27 769 31 0 1 28 4011. I 31 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 24th Street and NW 6th Avenue May 13, 2015 0.92 0 92 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SAL SST SBR AM Raw Turning Movements o 0 0 0 0 1 0 2 0 ❑ 01 12 0 _ 15 rs 0 Peak Sooson Correction Factor ion 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1,030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS 10 1 0 I 0 1 6 1 4 1 1 1 e 1 3 1 0 0 I 90 I 12 I 0 16 I 81 0 J "PM EXlSTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SOT SSR PM Raw Turning MOVementit 0 0 4 0 0 21 0 15 0 0 117 11 0 9 72 0 Peak Season Cetrectiorl Factor 1 030 1 030 , 1 030 1 030 1 030 1430 1430 1 630 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXESTINGCOND]TEONS I 0 I 0 J 0 J 0 I 0 I 22 I— 0 I 151 0 I 0 I 121 I 11 I 0 J 9 1 74 jai "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) 5 3 -3 To 23rd Street (Entering) 3 3 -3 TOTAL "VESTED" TRAFFIC 0 0 0 0 0 5 0 3 0 0 -3 3 0 3 -3 0 Years To Buildout 10 10 10 10 10 10 10 16 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 314 AM BACKGROUND TRAFFIC GROWTH 0 4 6 0 0 0 0 0 0 0 13 z o z 11 0 AM NON -PROJECT TRAFFIC 0 0 0 0 0 6 0 0 100 17 0 21 69 I 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WET WBR NBU NBL N T NBR SBU SBL SET SBR 2110 North Miami Avenue From 23rd Street (Exiting) _ 20 5 -5 To 23rd Street (Entering) 4 2 -2 TOTAL "VESTED" TRAFFIC o 0 o a 0 20 0 5 0 0 -5 4 0 7 -2 0 Years To Bi1lldout r4 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 334 i VA T 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 3 0 7 0 0 17 2 0 1 10 0 PM NON -PROJECT TRAFFkC 0 L 0 0 0 0 45 0 L 22 1 0 0 133 I 17 0 12 62 0 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NSU NBL NBT NBR 5BU SBL SET SBR Pass -By Distribution Net New Distribution Entenng Exiting Entering 2 0% 2 0% Exiting 20% 2 0% 1 0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL PET EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass • By Traps Net New 19 11 12 6 39 36 AM TOTAL PROJECT TRAFFIC o i o a 0 0 19 0 11 0 0 12 6 0 39 38 0 AM TOTAL TRAFFIC L 0 1 0 0 0 Dr 26 0 16 6 0 112 23 0 60 127 0 1 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New PM TOTAL PROJECT TRAFFIC 9 39 39 38 36 19 1a 10 16 18 1a PM TOTAL TRAFFIC 0 L g Nalel 11l P1Ir64JOgod to 0,92 lu railed mom ounsistanl peak heal ha10s bow as a result or praiser constraollnn 54 131 0 1 0 171 36 30 1e0 0 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 24th Street and NW 5th Avenue May 13, 2015 0 92 ''' 0.92 19 EBU EH_ EBT EBR WB AM Raw Turning Movements e 9 4 3 0 0 0 0' -G— •. 5 25 20 0 V 35 v 25 V 10 Peak Season Correction Factor _ 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1.03o l 1 030 1 030 AM EXISTING CONDITIONS o_ j 9 1 4 1 3 1 .c I o 1 0 1 o[ 0 1 5 1 211 I 21 .1 0 1 36 I 26 I 10 1 "PM EXISTING TRAFFIC" EBU ESL PM Raw Turning Movements 0 20 5 5 0 0 0 0 0 6 77 30 20 23 47 23 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1.030 I 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 1 0 I 21 1 5 1 5 1 0 1 0 1 0 1 0 1 0 I a 1 79 I 31 1 21_ 1 24 l 48 I 24 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WSU WBL WRT WBR 2110 North Miami Avenue From 23rd Street (Exiting) 4 -5 To 23rd Street (Entering) -9 TOTAL "VESTED" TRAFFIC 0 4 0 0 0 0 t1 r 0 0 0 -5 0 0 0 -9 9 Years To Bulldoul 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 13% 135. 1 3% 13% 1 3% 13% 1 3% 13% 135, 13% 1 3% 1 3% 13% 1 3% 13% AM BACKGROUND TRAFFIC GROWTH 0 1 1 0 0 0 0 0 0 1 4 3 0 5 4 I AM NON-PROJL1CTTRAFFIC r 0 14 5 3 0 0 6 25 24 0 41 21 20 "PM BACKGROUND TRAFFIC" EBU EBL EBT EB 2110 No Miami Avenue From 23rd Street (Exiting) 13 1 -13 To 23rd Street (Entering) -21 21 TOTAL "VESTED" TRAFFIC 0 13 0 1 0 0 0 0 0 0 -13 0 0 0 -21 21 Years To Hulidout 10 10 T0 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1.3% 1 3% 1 3% 13% 1 3% 13% 13% 13% 13% 1 3% 1,3% 1 3% 13% 1 3% 1.3% 1.3% PM BACKGROUND TRAFFIC GROWTH 0 3 1 1 0 0 0 0 0 1 11 4 3 3 7 3 C PM NON -PROJECT TRAFFIC L 0 37 1 0 7 0 0 0 _1 0 0 r 7 77 35 24 LEJ 34 1 48 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Entering Distribution Exiting Nat New Distribution Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EDT EBR WBU WBL WBT WBR NBU NSL NBT NOR S9U SBL SBT SBR 70% EBU EBL EBT EBR WBU WBL WB 50% 160% 150% 7 0% Project Pass - By — - - ----- ------ . --. .-_.. �..., ...-.� ...., ...,. Trips Net New 41 97_ 88 289 135 AM TOTAL PROJECT TRAFFIC 0 41 0 0 0 0 0 0 0 97 80 0 0 0 260 135 AM TOTAL TRAFFIC 0 55 1 5 1 1 0 0 1 0 0 J 103 1 113 24 0 1 41 1 310 155 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EB Project Pass - @y - ---- ---- ---- ---- --- •--. .-_.. ..-- -...� ..�. .. .,.. Trips Net New 134 _ 44 268 133 62 PM TOTAL PROJECT TRAFFIO 134 44 288 133 62 PM TOTAL TRAFFIC o 171 6 7 0 0 0 0 N014: 111 PH adjusted to 0-02 to tallaa5 more aaais1lanl peak Row npllit Dow so • moll of 9105061 Coma 5 a ion 65 1 35 1 24 1 27' 1 S67 1 110 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 24th Street and NW 2nd Avenue May 13, 2015 0.91 0.92 EBU EBL EBT EBR WBU WBL WET AM Raw Turning Movements 0 9 0 41 0 9 0 0 ' 0 0 247 0 1 0 395 ❑ Peak Season Correction Factor 1 030 1 039 3030 1,030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 630 1 030 1 030 1 030 AM EXIS11NG CONDITIONS 9 42 9 9 407 "PM EXISTING TRAFFIC" EBU EBL EBT E WBU WBL We PM Raw Turning Movements 0 33 0 65 0 0 0 0 1 0 549 0 0 0 306 0 Peak Season Correction Factor , 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 34 0 ai 9 555 316 "AM BACKGROUND TRAFFIC" EBU EEL EBT EBR WBU WBL WBT 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 9 9 0 0 0 0 0 Years To Bulldoul 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1.3% 1 3% 1 3% i 314 1363 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1.3% 1 3% AM BACKGROUND TRAFFICGROWTH 0 1 0 6 0 0 0 0 0 0 35 0 0 0 57 0 AM NON -PROJECT TRAFFIC "PM BACKGROUND TRAFFIC" 10 45 0 EBU EBL EBT EBR WE a J o 289 464 o 2110North MlamiAvenue ---- ----- --- --- --- ---- From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Bul Idout 10 10 10 10. 10 10 10 10 10 10 10 10 117 10 10 10 ( yearly Growth Rate 1. 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 13% 1 3% 1 39% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 5 o s a ❑ ❑ ❑ o a 79 o 0 0 44 0 PM NON -PROJECT TRAFFIC 39 76 644 358 a "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting EBU EBL EBT EBR WHi} WEL WBT WBR NBU NBL NBT NBR SOU SBL SET SER Net New Distribution Entering Exiting B0% B0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NB Protect Pala - By - --- ----- --- --- -- . --. Trips Net New 47 155 AM TOTAL PROJECT TRAFFIC 9 o- 0 0 0 0 0 0 0 0 47 0 0 0 155 o AM TOTAL TRAFFIC 0 I 10 I 0 L 45 0 0 0 a 0 336 0 F 1 1 0 l 619 0 J "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass - By Trips Net New PM TOTAL PROJECT TRAFFIC LEU ESL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR S0U SOL SBT SBR 154 154 71 71 PM TOTAL TRAFFIC 76 7.9a 430 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 23rd Street and NW 6th Avenue May 13, 2015 0.92 01 0.86 EBU EBL EBT EAR AM Raw Turning Movements o 0 0 0 0 9 0 4 0 0 96 4 1 0 4 y76 V 0 Peak Season Correction Factor 1 1 030 1 030 1 030 1 030_ 1 030 1 030 1.030 1 030 1 0la 1 030 1 030 1 030 1 030 1.1 030 1 030 1 030 AM EXISTING CONDITIONS I B I o f _6 1 o I 0 1 9 1 0 1 4 1 0 1 0 1 99 1 4 1 0 1 4 1 to 1 d] "PM EXISTING TRAFFIC" EBU EBL EHT EB B PM Raw Turning Movements 0 0 0 0 0 33 0 e n 0 136 7 0 3 B7 0 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 On 1 030 PM EXISTING CONDITIONS 34 140 90 "AM BACKGROUND TRAFFIC" EBU EBL EBT EB 2110 North Miami Avenue From 23rd Street (Exiting) _ -10 -5 2 5 To 23rd Street (Entering) 3 -5 -5 2 TOTAL "VESTED" TRAFFIC 0 _ 0 0 0 0 -10 0 -5 0 0 5 -5 0 -5 7 0 Years To Bulldout Yearly Growth Rate _ AM BACKGROUND TRAFFIC GROWFI•I 13%I 13% 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 13% 3% 0 13% 1.256 13% 13% 13% 13% 1 3% 14 • 13% 3% 1 3% 13% 1 3% AM NON -PROJECT TRAFFIC "PM BACKGROUND TRAFFIC" D 1 0 1 0 0 1 0 f 0 J 116 J 0 1 0 1 1 96 1 0 EBU EBL EBT EBR WBU WB 2110 North Miami Avenue _ From 23rd Shoal (Exiting) -39 -9 4 20 To 23rd Street (Entering) 4 -e -3 1 TOTAL "VESTED" TRAFFIC o 0 0 0 0 -39 0 -9 0 0 e -6 o -3 21 0 Years To Buildout _ 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 13% 1. 3% 1.3% 13% 13% 13% 13% 13% 13% 13% 1.3% 121E 13% 1 3% 13% 13% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 5 0 1 0 0 19 1 0 0 13 0 PM NON -PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering 0 1 0 D D 0 o J o 167 1 0 0 1 124 1 D EBU EBL EBT EBR WBU WBL WET WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE EBU ESL EBT EBR WB Project Pass - By _ Trips Net New - AM TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AM TOTAL TRAFFIC 0 0 1 0 0_ 0 1 0' 0 1 D 1 0 0 110 0 1 0 0 96 1 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU EEL SET EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New PM TOTAL PROJECT TRAFFIC PM TOTAL TRAFFIC 0 0 0 a 0 0 0 0 Note: 111 PHF pelf Wool to 0.92 to railed mom ee11111a Loot PslIR hour Ironic Pow as a reauk at projoel eonslruction 467 1 0 1 0 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 23rd Street and NW 5th Avenue (South) May 13, 2015 0.92 j11 0.92 j1' EBT EBR WBU WBL WBT MIER NEU NBL NBT NBR SBU SBL SBT SBR AM Raw Tuming Movements 0 a 0 0 0 0 0 0 0 0 I 1❑ a 2 0 11 ' 15 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 AM EXISTING CONDITIONS O 0 0 10 2 11 15 BU WBL WBT WBR NBU NBL NBT NBR SBU SOL SBT SBR PM Raw Turning Movements 220 02 0 13 12 36 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1930 1 030 1 030 1 030 1.030 1 030 1 030 1 030 PM EXISTING CONDITIONS ❑ 23 ❑ 0 13 12 3r BU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) -9 5 To 23rd Street (EnteringL a -17 TOTAL "VESTED" TRAFFIC 0 -9 0 0 0 0 0 0 0 0 5 0 0 0 B -17 Years To Bulldout to to to to t0 t0 to 10 113 10 10 10 10 10 10 10 Yearly Growth Rate 1 336 1 3% 1 3% 1 3% 1 3% 1 3% 13% 13% 1 3% 1 3% 1 3% 1 3% 13% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o, 1 0 0 0 0 0 0 0 0 1 0 0 0 2 z AM N N-PROJECT TRAFFIC o l o 0 0 0 0 ❑_ 0 0 I 0 16 0 2 1 0 21 1 0 "PM BACKGROUND TtOAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SpU SRL SET SBR 2110 North Miami Avenue From 23rd Street (Exiting) -26 -2 13 1 To 23rd Street (Entering) 21 -02 TOTAL 'YESTED"TRAFFIC ❑ •29 ❑ -2 0 0 0 0 0 0 13 0 0 0 z2 -42 Years To Bulldout to to to 10 to to to to to to to to to t0 10 to Yearly Growth Rate 1 3% 13% 13% 13% 13% 1.35E 1.3% 13% 13% 13% 1 3% 13% 13% 1 3% 1 3% 13% PM BACKGROUND TRAFFIC GROWTH o 3 0 0 0 0 0 0 0 0 2 0 1 0 2 5 PM NON -PROJECT TRAFFIC 0 0 ❑ a 1 0 0 0 0 0 1 0 28 o 1 T .[ a as 1 0 1 "PROJECT DISTRUBUTION" LAND USE Pass -By Distribution Net New Distribution TYPE Entering Exiting Entering Exiting EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL 58T SBR "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WEIR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC AM TOTAL TRAFFIC 111 2 21 0 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass • By EBU EBL EBT EBR WHIP WBL WBT WBR NBU NBL NBT NBR SBU SOL SDI BR Net New PM TOTAL PROJECT TRAFFIC PM TOTAL TRAFFIC 0 0 e ❑ 0 0 0 Note: 011110 er1)uslei to 0.02 m ralkci memo mlntant ptok tlecr Ira tfic Dow. a ro:Nl el prolocl e505llael.xn a 7 3s I o TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street and NW 5th Avenue (North) COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 ''' PM PEAK HOUR FACTOR: 0.92 ''' "AM EXISTING TRAFFIC" EB AM Raw Turning Movements o 0 --- 0 ---- 0 ---- 0 0 __. o . .._.. z9 ...._ 0 0 .... 1e .... ,...., a 1 ...,� o ��� zs won o Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 11120 1 030 1 030 1 030 1 030 1 030 AM EX1STTNG CONDtT10NS "PM EXISTING TRAFFIC" 1 0 1 0 1 01 0 1 0 1 0 1 0 1 30 1 0 1 0 1 19 1 0] 1 I o 1 ¢7 1 a 1 EUU EB PM Raw Turning Movements o 0 0 0 e 10 0 76 1 •• n 28 •• 0.. 8 0 41 akn Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1.030 1 030 1 030 1 030 1.030 1.030 1 030 PM EXISTING CONDITIONS 1 0 1 0 1 0 L 0 1 0 I 10 1 0 1 a0 1 1 1 0 1 30 1 a 1 8] 0 1 42 1 0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR W 2110 North Miami Avenue .._. .._.. .__.. ...... ...,.. ...,, aoi aorc From 23rd Street /Exiting) -5 To 23rd Street (Entering) _ -s TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 -5 0 0 0 -s 0 Years To Buildout Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 10 13% 10 1.256 10 1 3% 10 13% 10 1 3% 10 10 3% 13% 10 4 10 1.3% 10 1.3% 10 10 10 10 13% 13% 13% 1.355 13% 3 10 13% AM NON -PROJECT TRAFFIC 0 MMIoodldOmoOmlloaomo "PM BACKGROUND TRAFFIC" EBU EBL EB 2110 North Miami Avenue _. _.- ---- --- --- .._.. .___ ..__ ..... ..— ..o.. From 23rd Street (Exiting) -13 To 23rd Street (Entering) - -21 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 -13 0 0 0 -20 0 Years To Bolldout 10 10 10 10 10 10 10 t0 10 10 to 10 10 to 10 10 _ Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 13% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH o 0 0 0 0 1 o j 11 0 0 4 0 1 0 6 0 P01 NON -PROJECT TRAFFIC j a 0 e 1 0 0 1_11 a I 91 1 1 1 0 1 21 1 0 1 a J e 1 78 0 "PROJECT DISTRUBUTION" LAND USE TYPE Entering Pass -By Distribution Exiting Nat New Distribution Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBFt EBU EBL EBT EBR 80% 50% 7 0% e0% 17 0% Project Pass - By — - - -- --. .._. ._._ .._� ..., ,..... ,,.... ...,. .....� a.n Trips Net New_ 47 1 130 154 135 _AM TOTAL PROJECT TRAFFIC _ 0 0 0 0 0 -0 0 47 0 0 130 0 0 154 135 0 AM TOTAL TRAFFIC 0 0 1 6 0 1 e 0 I 0 181 r 0 0 155 1 0 1 154 127 I 0 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU ESL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SOU SBL SBT SBR Net New PM TOTAL PROJECT TRAFFIC 154 154 178 178 71 71 62 62 Phi TOTAL TRAFFIC 0 e 0 a a L 11 0 1 24a 1 ] 0 199 a 6 1 71 90 I o 1 Ne(: f11 Pi1K adjerted to 022 10 Iv0loct more cunalote 4 pock hour Iref9ic Itow 91 0 10e0 M proeject r.0nstrucaan TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street and NW 2nd Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.91 PM PEAK HOUR FACTOR: 0.87 "AM EXISTING TRAFFIC" EBU ESL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SSR AM Raw Turning movements 0 0 0 0 ❑ r D P 0 0 19 271 0 0 0 383 20 Peak Season Correction Factor 1 030_ 1 030 1,030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS c t o [ 0 1 o f 0 [ 0 1 o F 0 j o ] 20 i 279 I o 1 o j 0I 394 1 27 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NOT NOR SBU SBL SBT SBR PM Raw Turning Movements 0 0 0 0 0 0 0 0 0 29 555 0 1 0 280 ' 56 Peak Season Correction Factor 1.030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS f_ o [ o [ 0 [ 0 f DID ] D 1 e f o f 30 L. 572 I D I 1 [, 6 1 25s 1.11i "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 115 1.3% 1.338 1.3% 1.516 AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 , 0 0 0 0 0 3 39 0 0 0 55 4 AM NON -PROJECT TRAFFIC o D Q o L O 0 0 0 0 23 318 0 0 0 449 31 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NET NBR SBU SRL SBT SBR 2110 Ncnh Miami Avenue From 23rd Street [Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 6. 6 D 0 o 0 0 0 0 0 Ye 01e if} Buildout 10 10 10 to 10 10 10 10 to t0 10 10 t0 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3%_ 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 0 0 D 0 0 0 0 0 4 B0 0 0 0 40 B PM NON -PROJECT TRAFFIC 0 0 0 0 0 6 0 6 34 852 I e I 1 1 0 320 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL MST WBR NBU NBL N$T MAR SBU SHL SBT SBR Pass -By Distribution Entering 670% -67 0% -33 0% 33 0% Exiting 670% 330% Net New Distribution Entering 1 9% 18 0% 7 0% 1 0% Exiting 10% 180% _ 1D% _ 70% _ s. "AM PROJECT TRAFFIC" LAND USE TYPE ESL) EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By I Trips Net New 6 124 3D3 4T 135 20 AM TOTAL PROJECT TRAFFIC 0 6 0 124 0 0 0 0 0 353 41 0 0 0 135 20 AM TOTAL TRAFFIC O 6 D 124 0 0 0 o f 0 376 359 0 0 0 584 51 J "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 B1 40 82 -82 ' -40 40 Trips Net New 19 354 179 134 62 9 PM TOTAL PROJECT TRAFFIC too 394 201 62 22 40 PM TOTAL TRAFFIC r 0 100 0 1 394 0 0 0 O 1 295 1 704 1 0 350 1 115 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 22nd Street and NW 6th Avenue Proposed: NW 23rd Street and NW 6th Avenue COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 °I PM PEAK HOUR FACTOR: 0.85 "AM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NB _ At Raw Turning Movements 0 0 0 0 0 7 0 o ' 0 99 .-a.. v0V V2� y92 uo, Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1.e30 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITION/5 "PM EXISTING TRAFFIC" l 0{ 0 1 0 l e l 0 1 T EBU EEL EB ©oo 4 0 84 PM Raw Turning Move mants _ 0 0 _ 0 0 0 r1 0 2 0 0 140 9 0 0 112 0, Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 PM EXISTING CONDITIONS I 0 1 a c 1 0 1 o j 11 1 0 1 o d, 4 j 144 1 9 1 0 1 0 1 118 I a "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WH 2110 North Miami Avenue - -- -._.. ,.__ ..__ ,._, ,--„ From 23rd Street (Exiting) 5 2 _5 To 23rd Street (Entering) 2 2 TOTAL "VESTED" TRAFFIC 0 0 0 a 0 5 9 2 0 0 0 2 0 2 -5 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 13% 13% 13% 13% 13% 1_3% 13% 1.3% 13% 13% 13% 13% 1 3% 13% 13% AM BACKGROUND TRAFFIC GROWTH 0 0 0 0 0 1 0 0 0 0 14 1 0 0 12 0 AM NON -PROJECT TRAFFIC 0 T 0 0 L 0 0 ( 1S 1 0 1 4 1 0 0 1 116 7 1 0 4 91 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EB 2110 North Mleml Avenue From 23rd Street (Exiting) 19 4 19 To 23rd Street (Entering) 4 1 TOTAL "VESTED" TRAFFIC 0 a 0 0 0 19 0 4 0 0 0 4 0 1 -19 0 Years To Buildout 10 10 10 10 10 10 10 10 1a 1a 10 10 10 10 10 10 _ Yearly Growth Rate 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH o o a 0 a 2 0 0 0 0 20 . 1 0 0 16 0 _ PM NON -PROJECT TRAFFIC 0 a o 1 o e 32 1 0 _ 6 0 3 1134 14 1 01 1 112 1 8 "PROJECT DISTRUBUTION" LAND USE TYPE Entering_ Pass -By Distribution Exiting Net New Distribution Errlenng Exiting EBU EBL ERT EBR BU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 20% 10% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT I 1 0% 1 0% 20% 10% Project Pass - By - ---- --- --- •._. .._.. __.. ....d w. .... Trips Net New _ 45 6 31 19 AM TOTAL PROJECT TRAFFIC 0 0 a 0 0 0 0 45 0 _ 0 s 0 0 31 19 0 AM TOTAL TRAFFIC 0 0 1 0 j_0 1 0 1 13 0 49 0 0 1 122 7 I 38 110 1 00-1 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass • By Net New PM TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WET WBR NBU NBL 37 37 NBT NBR SBU SBL SET SBR 19 19 47 47 II TOTAL TRAFFI-0-1-Th 32 a 43 0 0 lea ,4 43 121 nloin 11) affh ]wlyd l00.92 la relied mmo canrlrlant perk hoar 1rrIao Plow 38 a moult a propel eanrI whorl INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 22nd Street and NW 5th Avenue May 13, 2015 0.92 0.92 Proposed: NW 23rd Street and NW 5th Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements 0 a 0 0 0 0 0 0 0 0 2 0 0 0 1 10 Peak Season Correction Factor 1 020 I I 030 1 030 1030 1 030 1 030 1 030 1 030 1 030 1030 1 030 1 030 1 030 1 030 1 030 1 030 f AM EXISTING CONDITIONS I 0 I 9 I 0 no I 0 1 0 1 0 I 0 I 0 1 0 1 2 I 0 7-0 1 0 1 1 1 to j "PM EXISTING TRAFFIC" EEL; EBL E33T EBR WBU WEL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM RAW Turning Movements 0 10 0 0 0 0 0 0 a r 0 0 0 a 0 a u Peak Season Correction Factor 1 030 1 030 1 030 , 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS I 0 I 1a I a j 0 ] 0 I 0 1 0 1 0 l 0 1 0 1. 0 t 0 1 a 1 0 1 0 I 14 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NEL NBT NBR SBU SAL SBT SBR 2110 North Miami Avenue From 23rd Street jExiting) 5 To 23rd Street jEntering) 8 TOTAL "VESTED' TRAFFIC 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 a Year To Buildout 10 to 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate I 17'IL 1 356 1 3% 13% 1 3% 1 3% 1 3% 13% 1 3% 13% 13% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH o 1 0 o o 0 0 0 a 0 0 AM NON -PROJECT TRAFFIC 0 14 0 0 0 1 0 0 0 0 L 0 2 0 0 0 1 I 19 'PM BACKGROUND TRAFFIC' Et3U EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Mfanti Avenue From 23rd StreeljExiting) 13 1 1 To 23rd Street {Entering) 21 TOTAL "VESTED" TRAFFIC o 13 0 1 0 0 0 0 0 0 0 0 0 0 1 21 Years To Eu t tout TO 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 13% 13% 13% 13% 13% 1,3'& 1:3% 1.3% 13% 13% 1.3611 1 3% 1.3% 1.3% 1.3% PM BACKGROUND TRAFFIC GROWTH o 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 PM NON -PROJECT TRAFFIC a 24 a 1 a a a 0 0 9 0 0 7 0 r 1 37 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Distribution Entering Exiting 260% 21 0% 70% 6 0% 60% 20% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SOR Project Pass - By Trips Net New 152 405 171 128 AM TOTAL PROJECT TRAFFIC 0 0 0 152 0 0 9 a 0 105 171 0 0 0 129 a AM TOTAL TRAFFIC I o 1 14 0 152 0 0 0 0 0 405 173 0 0 0 129 19 I "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 PM TOTAL PROJECT TRAFFIC 499 499 186 186 177 177 91 91 PM TOTAL TRAFFIC lulu a l sdo e a 0 1 a 0 1 1a0 In 0 7 6 Nolo: j11 Mix ad)u.lad to 0.99 10 1.r ieel male aa0.lsranl peak hour 1r.t11s dew s a melt of propartoon.trolton 37 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 22nd Street and NW 3rd Avenue May 13, 2015 0.87 0.92 EAU EBL EBT EB AM Raw Turning Movemants o o 22 1 30 0 11 21 o o 24 -o .-19 - �0 Vo� vu. Vo„ Peak Season Correcllon Factor 1 030 1 030 1 030 L1 030 1.030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 AM EXISTING CONDITIONS I o 1 e i 23 I 3f I o 1 11_f 22 I o I o 1 2a 1 e_ 1 1a 1 o I o I o 1 o "PM EXISTING TRAFFIC" EEU EBL EB PM Raw Turning Movements 0 o a 16 0 22 11 0 0 32 0 50 0 vow 0 0` Peak Season Correction Factor 1 030 1 030 1 020 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.070 1 030 1 030 1 030 1 030 1 030 PM EXSTING CONDITIONS 1 0 1 0 I 6 1 16 1 0 1 23 I 11 I 0 !r 0 I 33 I 0 I 52 1 0 1 0 1 0 I 0 I "AM BACKGROUND TRAFFIC' EBU EBL EBT EBR WSU WBL WBT WBR NBU NBL NBT NBR St7U SBL SBT 2110 North Miami Avenue 2 4 �... From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 2 0 0 0 4 0 0 0 0 o a a o a Years TnBllildduf 10 10 10 10 10 _ 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rato 1 3% 1 371 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.392 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 0 3 4 0 2 3 0 0 3 0 3 0 0 0 0 AM NON -PROJECT TRAFFIC 0 I 0 1 26 1 35 1 9 1 13 1 29 1 o I 0 I 26 l 0 22 0 0 0 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT 2110 North Miami Avenue 4 3 From 23rd Street (Exiting) To 23rd street iEntoring) TOTAL "VESTED" TRAFFIC 0 0 4 0 0 0 3 0 0 0 0 0 0 0 0 0 Years To Buildotit to 10 10 10 10 _ 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 13% 1 3% 1 3% 1 3% 1 396 13% 1.3% 13% 1 3% 13% 1 3% 1.3% 13% 13% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 0 1 2 0 3 2 0 0 5 0 7 0 0 0 0 PM NON -PROJECT TRAFFIC [o I 0 13 15 1 0 26 1 16 0 0 34 ❑ 1 59 0 0 I 0 f 0 I "PROJECT DISTRUBUTION" LAND USE TYPE EBU E BT Pass -By Distribution _ Entering - ---- --- ---- ---- .._._ _ ,... .._— ..__ ,. .....,. Exiting _ Net New Distribution Entenng 1 0% _ 60% _ 260% 5 WY. Exiting nc% 260% 50% 1 0% "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NOR SBU SOL SBT SBR Net New AM TOTAL PROJECT TRAFFIC 55 55 152 152 29 29 122 122 502 502 96 96 AM TOTAL. TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE a3 197 EBU EBL EBT EB 42 151 530 111 o J 0 Project Pass - By Trips Net New 124 499 96 _71 230 44 PM TOTAL PROJECT TRAFFIC 124 499 96 71 230 44 PM TOTAL TRAFFIC r 0 0 137 517 0 122 87 0 4 225 0 103 Now (1) PHF 391wl94 In 9.97 In rvaoct more s9namtefl Iwak how Ir211122 flow aF 2 m299 el roa nit tltfl6l eolion INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 22nd Street and NW 2nd Avenue May 13, 2015 0.94 0.88 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SOL SST SBR AM Raw Turning Movements 0 22 0 6 0 0 0 0 0 4 211 0 0 0 ' 345 21 Peak Season Ccrreotlon Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1.030 1 030 1 030 AM EXISTING CONDTONS l 0 1 23 J 0 I a l 6 I 0► 0 J 6 I 0 I 4 1217 l a► 0 r a J 395 I 22 1 "PM EXISTING TRA F F IC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR pm Raw Turning Movements a 4.0 0 0 0 0 0 0 0 5 359 0 0 0 214 25 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1.030 1 D313 1.03t 1 030 3.630 1 030 1 030 1 030 PM EXISTING CONDITIONS 10 r 47 [ o] 6[ o 1 o l o J o l 0 1 5 1 37o I o l o J o l 220 I 26 f "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SOL SBT SBR 2110 North MIarn1 Avanuo 2 4 From 23rd Street (Exiting) To 23rd Street (Entering) _ TOTAL "VESTED TRAFFIC 0 2 0 a o a 0 0 0 0 0 0 0 0 0 4 Years To Bulidout 10 10 to 10 10 10 10 10 10 10 1a 1a to 10 10 10 Yonny Growth Rate 1. 3% 1 3% 1 3% 1 3% 1 3% 13% 13% 13% 13% 1 3% 1 3% 13% 13% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 3 0 1 0 0 0 0 0 1 30 0 0 0 49 3 AM NON-PROJECTTRAFFIC 1 o-1 26 0 9 0 0 j 0 0 1 0 ► 6 247 OLD 0 404 26 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SOL SDI SBR 2110 North Miami Avenue 4 3 From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Years To Bulldout to to t0 to t0 to to to to to 10 10 to to to to Yearly Growth Rate 1.3% 1 396 1 3% 1 314 1 3% 1 3% 1 3% 1394, 1.3% 1.3% 1 3% 1 396 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH o 7 0 1 0 0 o 0 0 1 51 0 0 0 31 4 PM NON•PROJECTTRAFRC O 98 0 7 0 0 0 0 0 6 421 0 0 0 251 33 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Exiting Net New Distribution Entering 4 0% 1a 0% Exiting 10 0% 40% 60% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NOR SBU SBL SBT SBR Project Pass • By Trips Net New 59 23 _ 77 154 47 193 AM TOTAL PROJECT TRAFFIC 6 59 0 23 0 0 0 0 0 77 154 0 0 0 47 193 AM TOTAL TRAFFIC O 1 87 0 32 0 6 0 6 0 62 401 ` 9 0 ► 0 451 222 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL ENT EBR WBU WBL WET WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 192 77 35 71 164 66 PM TOTAL PROJECT TRAFFIC 192 77 35 71 154 66 PM TOTAL TRAFFIC O 1 260 0 614 0 0 0 0 L 0 L 41 492 0 0 0 405 121 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" AM Raw Turning Movernerds TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 20th Street and NW 3rd Avenue May 13, 2015 0.95 0.87 EBU ESL EBT EER WBU WBL WBT WBR NBU NBL RBI NBR SOU SBL SBT SBR O 23 1 463 1 30 1 0 1 114 I 397 I 10 0 I '6 I 20 I 110 0 3 1 26 I 32 Peak Season Correction Factor 11:IIIIIIIREM 1 1 14Cii11EMEEEMM�, Ytl'a 1 030 EIMI 1 030 MICIIIIIINEEMIGEI AM EXISTING CONDITIONS "PM EXISTING TRAFFIC" O 24 ) 477 1 31 I 0 L 117 1 409 1 10 I 0 j 39 I 21 1 113 I a 1 3. I 27 1 33 EBU ESL EBT PM Raw Turning Movements 0 45 405 25 0 83 476 19 0 130 53 183 0 - 4 ` yt6, y25' Peak Saosan Correction Factor 1 030 1 030 1 030 1 030 4 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 e36 1 030 1 030 1 030 L PM EXISTING CONDITIONS _ 40 1 417 I 28 I 0 I 95 I 4921 20 1 0 1 734 56 I tee 1 0 1 4 1 16 I 26 -I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR 2116 North Miami Avenue -- - -_- ��� r.. From 23rd Street (Exiting) To 23rd Street (Entering) L l TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 o n 0 0 0 0 0 0 0 0 Years To Buildout to to to 10 10 10 to to t0 10 to 10 10 to 10 to Yearly Growth Rate 13% 13% 1 3% 13% 13% 1.3% 1 3% 13% 13% 13% 13% 13% 1 3% 13% 1 3% 13% AM BACKGROUND TRAFFIC GROWTH 0 a 66 4 0 16 57 1 0 s 3 16 0 0 4 5 AM NON -PROJECT TRAFFIC O 1 27 543 35 0 133 466 11 0 44 24 129 0 3 31 1 36 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WB 2110 North Miami Avenue From 23rd Street (Exiting) 'r To 23rd Street (Entering) TOTAL "VESTED '° TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout Yoerty Growth Rate PM BACKGROUND TRAFFIC GROWTH 10 13% 10 13% 6 10 13% 58 10 13% 4 10 13% 10 1 3% 12 10 1 3% 68 10 13% 3 10 13% 10 1.3% 19 13316 13%I. 13% 13% 1316 13% 10 10 10 10 10 10 26 0 4 PM NON•PROJECT TRAFFIC 0 52 475 36 1 0 97 560 I 23 0 J 153 J 53 1 214 5 16 30 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL W67 WBR NBU NBL NBT Pass -By Distribution Entering •-- --- ___ „_, ..— Exiting Net New Distribution Entering 120% 505E 140% 50% Exiting 60% 140% _ 50% 120% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR Project Pass - By ._.. ___ ....� ,,.... ...... Trips Net New 231 35 116 270 97 62 29 70 AM TOTAL PROJECT TRAFFIC 0 231 35 0 1 0 0 116 270 0 0 97 0 0 82 29 70 AM TOTAL TRAFFIC O 258 578 1 35 1 0 133 sat 261 0 44 121 129 11 I 176 60 108 "PM PROJECT TRAFFIC" LAND USE TYPE EBU SBT Project Pass - By ' ' Trips Net New 107 115 53 124 43 269 96 230 PM TOTAL PROJECT TRAFFIC 107 115 53 124 43 269 96 230 PM TOTAL TRAFFIC O 159 590 30 0 97 613 147 0 163 106 214 I 0 274 I 114 260 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM XI TIN TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 20th Street and NW 211d Avenue May 13, 2015 0.95 0.88 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NOR SBU SOL SBT SBR AM Raw Turning Movements 0 127 453 6 1 0 0 331 46 0 0 0 0 0 r 133 7 217 Peak Season Correction Factor 1 030 1 030 1 030 1,030 1 030 1 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1,030 1 030 1 030 AM EXISTING CONDITIONS 0 1 131 1 467 1 6 + 0 [ 0 [ 341 1 47 I 0 [ 0 I 0 I a 1 0 I 137 I 7 I 224 I "PM EXISTING TRAFFIC" BU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 152 409 9 0 c 440 115 0 0 0 0 0 97 2 152 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 f 030 1.030 1 030 1 076 1 030 1 030 PM EXISTING CONDITION'S 10 I 167421 I s [ o I o [ 461 [ 119 _[ 0 I 0 I 0 I 0 I 0 I 100 I 2 I 157 I "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WOU WBL WBT WBR NBU NBL NBT NBR SOU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 to 10 10 t0 to 10 10 10 10 Yearly Growth Rate 1.7% 131S 13% 1 3% 13% 1 3% 1 3% 1 3% 1 3% 13% 13% 1 3% 1 3% 1 3% 1 3% 13% AM BACKGROUND TRAFFIC GROWTH 0 18 65 1 0 0 05 7 0 0 0 0 0 19 1 31 AM NON -PROJECT TRAFFIC I 0 149 532 7 0 0 388 54 I 0 [ 0 0 0 0 1519 8 ,16E "PM BACKGROUND TRAFFIC" E.511 EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) _ To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 Years To Bulldout to to 10 to to to 10 to to to to to to to to to Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1..214 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 22 59 1 0 0 64 17 0 0 0 0 0 14 0 22 PM NON -PROJECT TRAFFIC l 0 I 170 I 450 16 0 0 525 136 0 [ 0 0 0 0 114 2 179 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SOT SOB Exiting Net New Distribution Entering 200% 12 0% Exiting "AM PROJECT TRAFFIC" LAND USE TYPE 130% 70% 12 0% EBU EBL EBT EBR WBU WBL WBT WEB NBU NBL NBT NOR SBU SBL SBT SBR Project Pass - By Trips Net New r5 41 386 231 70 AM TOTAL PROJECT TRAFFIC o 0 76 41 0, 6 185 231 0 0 0 0 0 70 0 0 AM TOTAL TRAFFIC O 149 [ 608 1 46 0 1 0 774 285 0 0 T 0 0 0 225 a Z% ! "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU EBL EBT EBR WOU WEL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New PM TOTAL PROJECT TRAFFIC 249 249 135 135 178 176 106 106 231 231 PM TOTAL TRAFFIC O 179 I 729 7 145 0 0 703. 24a 0 0 0 r0 0 345 2 179 J INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 20th Street and NW 1st Place May 13, 2015 0.97 0,85 EMU EBL EBT EBR WO tj WBL WBT WB AM Raw Turning Movements 0 0 593 0 0 0 354 7 0 23 5 18 0 0 0 0 Peak Season Correction Factor 1 030 1 030 1 030 1.030 1.030 1 030 1.030 1 030 1 030 1 030 1 030 1.930 1030 1 030 1 030 1 030 AM EXISTING CONDITIONS "PM EXISTING TRAFFIC" e11 EBU EBL EBT EBR W 365 7 5 a4 19 0 PM Raw Turning Movements 0 4 607 0 0 0 466 9 0 70 29 20 0 0— 0 _0_ Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS J 0 J 4 J 522 r o J 0 J e J boa J 9 0 J 80 I 30 3 o J o J 0 La "AM BACKGROUND TRAFFIC" EBU EBL EBT _ 2110 North Miami Avenue .w �y- From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL. "VESTED TRAFFIC o 0 0 ❑ 0 0 0 0 0 0 0 0 0 0 0 0 Years To Bulldout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% _ AM BACKGROUND TRAFFIC GROWTH 0 0 85 0 0 5 51 1 0 3 1 3 0 0 0 0 AM NON•PROJECT TRAFFIC 0 0 tell 0 J 0 ] 0 416 6 0 1 27 6 J 22 0 I 0 0 L 0 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WB 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Bulktout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yeorir Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 13% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 1 73 0 0 0 70 1 0 11 4 4 0 0 0 0 PM NON -PROJECT TRAFFIC 595 575. 10 91 34 34 0 a 0 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting EBU EBL EBT EBR WBU WBL WBT WEIR NBU NBL NOT NOR SBU SBL SBT SBR Net New Distribution Entering 25 0% 7 0% Exiting 25 0% "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SOL SBT SBR Net New AM TOTAL PROJECT TRAFFIC 146 146 462 482 J 135 135 AM TOTAL TRAFFIC IF J 0 f a+a 0 0 0 l 696 0 o tax i s 22 0 J 0 0 0 l "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Sell St3L SBT SOB Net New PM TOTAL PROJECT TRAFFIC 480 480 222 222 62 62 PM TOTAL TRAFFIC 0 5 1,675 0 0 0 795 10 0 1 153 r 34 -T8-1 L 0 0 0 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS N 20th Street and N Miami Avenue May 13, 2015 0.95 0.94 EBU EBL EBT EBR WBU WBL WBT WEIR NBU NBL NBT NBR SBU SBL SBT SBR AM Raw Turning Movements m 0 76 276 176 0 0 288 151 0 3 159 14 0 157 973 77 Peak Season Correction Factor 1 030 1 030 1 000 1.030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS 0 I 78 I 284 I 183 I 0 1 0 1 297 1 156 I 0 I 3 14 I 0 I 162 I tom I 79 "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 107 284 60 0 0 315 173 0 16 595 19 0 127 289 90 Peak Season Correction rector 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.090 1 034 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS I 0 I 110 I 293 I 82 I 0 1 0 1 324 I 178 I 0 I 16 J 613 I 20 I 0 I 131 9] "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 21 TO Norm Miami Avenue 3 13 5 28 From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 3 0 0 13 0 0 5 20 0 Years To Bulldout to 10 10 10 to to 10 10 to to 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 13% 1 3% 13% AM BACKGROUND TRAFFIC GROWTH 0 11 39 25 0 0 41 22 0 0 23 2 0 23 139 11 AM NON -PROJECT TRAFFIC O 89 323 208 0 0 336 181 J 0 3 200 16 0 105 1.189 90 j "pM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NOT NOR SBU SBL SOT SBR 2110 North Miami Avenue 6 29 5 24 From 23rd Street (Exiting) TO 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 6 0 0 29 0 0 5 24 0 yearn To Buil clout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 10 13% 10 13% 15 1❑ 13% 41 10 1 3% 11 10 1 3% 10 13% 10 13% 45 10 13% 25 10 1.3% 10 13% 2 10 13% 65 10 1 3% 10 13% 10 13% 16 10 1 3% 41 10 1 3% 13 PM NON -PROJECT TRAFFIC O 125 954 83 T 0 T 0 369 209 0 18 I 727 23 0 154 363 T 106 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SOU SBL SOT SBR Exiting Net New Distribution Entering 11 0% 14 056 5.0% Exiting "AM PROJECT TRAFFIC" LAND USE TYPE 11 0% 14 0% 6.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 64 62 212 270 116 35 AM TOTAL PROJECT TRAFFIC o 0 64 62 0 0 212 0 0 270 116 0 0 0 35 0 AM TOTAL TRAFFIC O 1 89 I 387 I 290 0 0 550 181 0 1 073 316 13 I 0 190 1,204 90 "PM PROJECT TRAFFIC" LAND USE TYPE EBU BL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC 211 211 269 269 98 9e 124 124 53 53 115 115 PM TOTAL TRAFFIC 12S 566 350 0 0 467 209 0 142 780 23 0 154 478 106 I INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak SeemanCorrectionFactor TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 21st Terrace and Project Driveway May 13, 2015 0.92 0.92 EBU EBL EBT111 EBR WBU WBL WBT111 WBR NBU NBL NBT NOR SBU SBL SBT SBR 1 030 1 030 52 1 030 1 030 1 030 1 030 45 1 030 1 430 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor I I54r 1 1 I151 I I I I I I EBU EBL EBT111 EBR WBU WBL WEFT"' WBR NBU NBL NBT NBR SOU SBL SBT SBR 1 030 1 030 24 1 030 1 030 1 030 1 030 43 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 L� PM EXISTING CONDITIONS 1 1 I Y5 r I 1 I IJ "AM BACKGROUND TRAFFIC" EBU EBL EB7t'1 EBR WBU WBL WBT111 2110 North Miami Avenue --- --- u emu" From 23rd Street (Exiting) _ To 23rd Strain (Entering} TOTAL NNESTED"TRAFFIC a o Years To Bu)Idout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 13% 1 3% 1.3% 13% 13% 1 3% 13% 13% 1 3% 13% 13% 13% AM BACKGROUND TRAFFIC GROWTH a 6 AM N.ON-PROJECT TRAFFIC 92 "PM BACKGROUND TRAFFIC" 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) EBU EBL E13T111 EBR WOU WBL WBT'11 WBR NSU NBL NET NBR SOU SBL SBT SBR TOTAL 'NESTED" TRAFFIC Years To Buiidout 10 10 10 10 10 10 10 10 1a 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 13% 1 3% 1 3% 13% 13% 13% 1 3% 1 3% 13% 13% 13% 13% 131+, 13% 1 3% _ PM BACKGROUND TRAFFIC GROWTH 3 6 Pal NON•PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Entering Distribution Exiting Net New Distribution Entering 24 50 r 1 1 1 I EBU EBL EBT111 EBR WBU WBL WBT111 WBR NEW NBL NBT NBR SBU SBL. SBT 9BR 4 0% 50% Exiting 40% 5.0% 10% "AM PROJECT TRAFFIC" LAND USE TYPE SOU EBL EBTa11 EBR WBU 11Y8L WBTI11 Project Pass - By .--. .--- ..__ ..... ,..... ....... .. ..�� .,.,, Trips Net New 19 23 77 96 29 6 AM TOTAL PROJECT TRAFFIC 19 23 77 95 29 6 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT0' EBR W8U WBL WBTI'1 Prvjeds Paae•By ..__ .._. 1.._.. ..—.. W ...., .,.,,. Trips Net New - 77 34 44 96 19 PM TOTAL PROJECT TRAFFIC 9 77 , 34 44 96 19 PM TOTAL TRAFFIC 91 44 I Nola: Of 9 01IJ5q wooanlarnlvolumea delarmamud from traffic Daunt al NW 22e 4 Street and Nw 3r4 Amnia a 109 1 1 1 .1 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street (South) and East Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peek Season Correction Factor EHU EEL EBTIII EBR WOO WBL W13Tl1' WBR NBU NBL NBT NBR SBU SBL SBT SBR 030 rat 1ow 1030 1 030 10 193n 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1 030 1 030 AM EXISTING CONDITIONS. [ 101 1 1 1 1 "PM EXISTING TRAFFIC" EBU EBL EBTI'1 EBR WBU WEL WBTL1 WBR NBU NEL NET NUR SOU SBL s6T SBR PM Raw Turning Movements Peak Season Correction Factor 1 030 1 030 10 1 030 1 030 1 030 1 030 14 1 030 1 030 1 030 1 030 1.030 1.0.30 1.030 _ 1.030 1.030 PM EXISTING CONDITIONS 1 1B 1 J 1 1 to 1 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue From 23rd Street (Exiling) To 23rd Street (Entering) EBU EBL EBT111 EBR WBU WBL WBT;11 WBR NEU NEL NBT NUR SOU $UL SET SBR ( TOTAL "VESTED" TRAFFIC Years Td Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 13% 1 3'% 13% 1 3% 13% 13% 13% 13% 1.3% 13% 13% 1 3% 13% 13% 13% 13% "PM BACKGROUND TRAFFFC" EBU EBL MT') EBR WBU WBL WBTI'' WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Strout (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Yaere To Buildout 10 56 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rste PM BACKGROUND TRAFFIC GROWTH 13% 1.356 1 316 1 3% 1 334 1 334 .15. 136 13% 13% 13% 13% 13% 1 3% 1 3% 1 3% PM NON,PROJECT TRAFFIC 11 16 1 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBTI'1 EBR WMU WBL WBTi11 W R NBU NBL NET NOR SBU SBL SBT SOR Pass -By Distribution Entering Exiting Net New Distribution Entering 20% 130% 80% Exiting 180% 80% 20% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBTl11 EBR WBU WBL WBTW WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net Noun AM TOTAL PROJECT TRAFFIC 39 39 105 105 251 251 154 154 47 47 11 11 AM TOTAL TRAFFIC I 39 1 113 262 I 154 1 47 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBTI11 EBR WBU WBL WBT1'1 WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - Oy Trips Net New PM TOTAL PROJECT TRAFFIC 18 18 345 345 115 115 71 _ 71 154 154 38 3B PM TOTAL TRAFFIC 1e 356 I 171 71 I 1 W 3n j Nolo: Ill TnrnEr a meveman 691emee eelarmlsed From raffia count at NW 22nd Sheol and NW 51h Avenue and NW 22nd Shoe( and NW elj1 Avenaa TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street (South) and Internal Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" AM Raw Tuming Mrwtnents Peak Seaton Correction Factor EBU EBL EBT111 EBR WBU WBL WBT111 WBR NBU NBL NBT NBR EBU SBL SBT SBA 10 1 030 1.030 1.030 1 030 1 030 1.030 1 030 1 030 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor 1 1 1 7 1 1 I -I to 1 1 1 1.. I I I I EBU EBL ESTI" EBR WBU WBL WBT111 WBR NEW NBL NOT NBR SBU SBL SBT SBA 10 1 030 1 030 1 03e 1 030 1 030 1 030 14 1 030 1 030 1 030 1 030 1.03a 1 030 1 030 1 030 1 030 1330 PM EX1STING CONDITIONS I 10 I 1 114I 1 1 I I 1 _L 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT111 EBR WBU WBL WBT111 2110 North Miami Avenue.._.. .-__ .._.. -.... ....- From 23rd Street (Exiling) _ To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 Years ToBulldout 10 10 to 1n 10 t0 10 10 16 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 316 1 396 1 3% 1 3% 1.3% 1.3% 1 3 % 1.566 1.3% 1 3% 1 3% 1.3% 1 3% 1.395 1 396 AM BACKGROUND TRAFFIC GROWTH 1 1 AM NON -PROJECT 1HAFFIU 11 "PM BACKGROUND TRAFFIC" EBU EBL EST11j EBR WSU WBL WBT111 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL 'VESTED" TRAFFIC 0 0 Yews To Bulidcut to to to t0 t0 10 10 ID 10 10 10 10 10 10 10 10 Yesriy Growth Rato 1 314 1.3% 1 3% 1 3% 1 3% 1 3% 1 3 % 1 316 1.314 1.3% 1 3% 1 3% 1 3 % 1 3% 1 351 1.3% PM BACKGROUND TRAFFIC GROWTH 1 2 PM NON -PROJECT TRAFFIC 11 16 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT111 EBR WRU WBL WBT11l Pass -By Distribution Entering ......... ,..._ ..,.,. V..., o..a. „o, OUR Exiting Net New Distribution Entering 60% 70% 2 0% 20% Exiting. 20% 60% 20% 120% "AM PROJECT TRAFFIC" LAND USE TYPE Project Pass - By Trips Net New AM TOTAL PROJECT TRAFFIC EBU EBL EBT111 E81i WAU WBL WBT111 WBR NBU NBL NOT NBR SBU SBL SBT SFR 12 12 36 116 116 146 146 109 109 39 39 AM TOTAL TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass • By Trips Net New PM TOTAL PROJECT TRAFFIC EBU EBL EBT111 EUR WBU WBL WBTI11 WBR NBU NOL 38 3e 115 111 53 53 100 100 NB7 NBR SBU SBL 249 248 ( SBT 59R 18 18 PM TOTAL TRAFFIC 38 1,16 6a Lao 1 l 1 24a 48 hale: 1;I7urnlltp nwvarnen volumes datermh+ad srmo trifle caunl et NW 22nd semiarid Walk Avenue andNW 22nd Moral w1a tJW Blh Avonva INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC' I __ AM Raw Turning Movements Punk Season Ccmo0tion Factor TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 23rd Street (South) and West Project Driveway May 13, 2015 0.92 0.92 EBU EEL EBTj11 EBR WBU WBL WBTi1j WBR NBU Net. .NET IIt�NBR IIr SBU SML SET SBR 1 10 [110 1 030 1 030 1 030 1.0313 1.03D 1030 • 1.43E 1 030 1 U30 1.03II 1 CID 1.030 1 D30 1.030 T030 AM EXISTING CONDITIONS 1 1 1 T 1 1 1 1 10 1 1 1 1 I 1 1 "PM EXISTING TRAFFIC" EBU EBL EBT1'I EBR WBU WBL WBTI'1 WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements Peak Season Correction Factor 1 030 10 1 030 1 030 1 030 1 030 1 030 14 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 1 1 1 10 1 1 I 1 14 I 1 1 1 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT111 EBR WBU WBL W131111 WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Mlami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 Years To 'Widow! Yearly Growl h Rate AM BACKGROUND TRAFFIC GROWTH 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 1 3% 10 13% 10 10 1 3% 10 1 334 1 1 511 AM NON.PROJECT TRAFFIC a 1 1 [ "PM BACKGROUND TRAFFIC" EAU EBL EBT111 EBR WBU WBL WBT111 WAR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Years To Be ilddut 10 10 10 10 ID 10 110 10 10 10 10 10 10 10 10 Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 1.3% 93% 1.3% 1.516 1 3% 1.37t 1.3% 1.5% 13% 13% tau 1 3% 1 3% 1 3% 1 3% 1 3% PM NON -PROJECT TRAFF C __11111---._--__-MIIII - "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT111 EBR WBU WBL WBT1'1 WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering 10% 2 0% 60% Exiting "AM PROJECT TRAFFIC" LAND USE TYPE 2 0% 60% 10% EBU EBL EBT111 EBR WBU WBL WBTI11 WBR NBU NBL NBT NBR SBU SBL SST SER Protect Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC 19 19 12 12 39 39 116 118 35 38 1. AM TOTAL TRAFFIC f 10 20 1 1 1 1 be 1 114 1 1 1 1 36. 1 1 a [ "PM PROJECT TRAFFIC" LAND USE TYPE EAU ESL EBTI11 EBR WBU WBL WBT111 WBR NBU NBL NBT R SBU SBL SOT SER Project Trips Pass -By Net New PM TOTAL PROJECT TRAFFIC 36 38 16 18 53 53 115 11$ 19 PM TOTAL TRAFFIC 8 49 J J 3d L 93 1 115 19 Nolo: 611 limning movement volumes detarmrnnd from Irallrc enrol at 88.4 22nd Street and Nw 8th Avenue and' NLM 22nd Street and 4W5th Avenue TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 6th Avenue and Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC' AM Raw Turning Moverrtel)ts Peak Season Correct(on Factor EBU EBL EBT EBR WBU WBL WBT WBR K8&J ROL NBT111 NBR SBLI SOL SBT111 SBR 1 030 1 030 1 030 1 030 1.030 1 030 a 1 030 1 030 1030 100 1 033 1.030 1.030 1.050 1 030 82 1 030 1 030 d AM EXISTING CDNDtTIONS 1 I 1051 I [ si] [ "PM EXIS11NG TRAFFIC" EBU EBL EBT EBR WHU W8L WBT WBR NM NBL NBT111 NBR SBU SBL SBT111 SBR PM Raw Tuming„Mavcments Peak Seamen Co!Yedllon Factor 1 030 1 030 1 030 1 030 1 030 1 030 1.039 1930 100 135 1 030 1 030 1 030 1 030 103 1 030 1 030 1 030 L PM EXISTING COMMONS 139 106 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL W8T N1BR NBU N13L NB3`t11 Ni:IR SBU SBL SB7111 2110 North Miami Avenue - 1' - --- - - -- From 234d Suer! (Exiting) To 23rd Strad (Entering) TOTAL 'VESTED"TRAFFIC 0 0 Yoars To Bulldout 10 10 10 to 10 10 r0 to 10 10 10 10 10 10 10 to Yearly Growth Rate 13% 13% 13% 13% 1:1% 13% 1.3% 13% 1 3% 13% 1.3% 1 3% 1.3% 13% 13% 13% AM BACKGROUND TRAFFIC GROWTH 14 12 AM NON.I t3JEC I I HAH IU; "PM BACKGROUND TRAFFIC" J I I 117 96 EBU EBL EBT EBR WHU WAL WBT WOR NB U NHL NBTt11 NBR SBU SBL SBT711 2110 North Miami Avenue From 23rd Ssraol (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 Years To Dulidoul 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 396 T.314 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3 % 1 3% 1 3% 1 396 1.396 PM BACKGROUND TRAFFIC GROWTH 19 15 [ PM NON -PROJECT TRAFFIC 1s6 j 121 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting EBU EEL EBT EBR WBU WBL WBT WBR NHU NBL NETj1I NOR SBU SUL 9BTI11 SBR Net New Distribution Entering Exiling "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC 20% 10% 2.0% 2 0% 10% 20% EBU EBL EBT EBR WBU WBL WBT WEIR MU NHL NBTt11 NBR SBU SBL SBT111 SBR T2 93 12 12 39 39 19 19 38 38 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WOL WBT WBR NBU NBL NBT111 NBR SBU SBL SBT111 SBR Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC 38 38 19 19 38 38 18 18 9 18 18 PM TOTAL TRAFFIC (^� 19 10 a 130 Meru, (1) Tuteiroa movnmorit volumes determined lmni .area ouun1 el r6W 22nd Street and NW aa1 Avenue and n1YY24111 SIM#I non NW 81(1 Avenue TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 24th Street and West Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU ESL EBTI'1 EBR WBU WBL WBTI0' WW1 NBU NHL NBT NOR SBU AM Raw Turning Movements Peak Season Correction Factor 1 030 1 030 22 1 030 1 030 1 030 1030 1 030 1 030 1 03a 1 036 1.030 1 030 1 030 SBT SBR 1 030 1 1 030 AM EXIST/Nt3 CONDITIONS 1 1 I 23 I 1 0. I 1 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EUL ESTII' EBR WBU WBL WBT1'1 WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.030 1.030 1.0313 1.030 , 1 030 1 030 1 030 , 1 030 1 030 1 030 1 030 1 030 1 030 , 1.039 1.030. 1930 26 33 PM EXISTING CONDITIONS I I I 26 I 1 I 134 I I ! EBT111 EAR WBU WBL WBT111 WBR NBU NBL NET NBR SBU SOL SBT SBR 2110 North Miami Avenue From 23rd Street /Exiling) . . To 23rd Street (Entering). TOTAL "VESTED" TRAFFIC o 0 Years To Buildout 10 t0 t0 10 10 10 10 10 10 to t0 to to 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1.39E 1 3% 1 31', 1.3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3% 1 3% AM BACKGROUND TRAFFIC GROWTH 3 1 I_AM NON -PROJECT TRAFFIC 20 10 1 EBL EBTI'1 EBR V11BU WBL WBTi71 WEIR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) - - To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 Years To B1lifdout 1a 10 to to 10 to to to to r 10 1n 1n 10 1a 10 10 Yearly Growth Rate 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1.3% 1 3% 1.3"% 1 3% 1 ='R 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 4 5 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting E1311 EBL EBT111 EBR WBU WBL WBTI11 WBR NBU NBL NBT NBR SHU. SBL SBT SBR Net New Distribution Entering Exiting 10% 20% 5o% 10% 20% 50% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL E137111 EUR WBU WBL WBT1'I WBR NBU NBL NBT NBR SBU SBL SAT SBR Project Trips. Pass -By Net New AM TOTAL PROJECT TRAFFIC 6 6 39 39 96 96 19 19 11 11 29 29 AM TOTAL TRAFFIC 32 39 46 29 11 29 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC EBU EBL E13T01 EBR WBU wet WBT1'1 WRR NBU NBL NBT NBR SBU SBL SBT SBR 19 19 16 18 ,14 41 9 39 39 96 96 N9t4: 111 turn' n9 nrovamenr vulumot delarmined 1+cm Duffle count at NW 24th sheet and rfw 520 Avenue sod NV028111 & .e.t arrd NW 51h Annie* TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 24th Street and Internal Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak. Saaean CorrectIon Pastor 1 030 EBU EBL EHTI'I EBR WBII WBL WBTI'I WBR N8t► NBL NBT NBR SBU SBL SET SBR 22 9 1 030 1 030 1.4130 1 030 1.930 1 930 1 030 1 1 030 i 1.030 1.030 1 1 030 1 1 030 1 030 1 030 1 1 030 AM EXISTING CONDITIONS 1 1 23 1 1 1 f 9 1 I 1 1 1 1_ I f A 1 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL ESTI'' EBR WBU WBL WBTM WAR 1IBU NHL NAT NBR SBU SBL SAT SBR 1 030 1 030 25 1 1 030 1 1 030 1 030 1 030 33 1 030 1 030 1 030 I 1 030 1 030 1 030 1 030 1 030 1 039 1.039 PM EXISTING CONDITIONS 1 25 1 1 i I 34 I 1 1 1 1 1 1 1 "AM BACKGROUND TRAFFIC" EBU EBL FBl'I'I E0R Vlil3tl WBL WBTI'I 2110 North Miami Avenue - .--"- .--- •.__ From 23rd Street (Exiting) To 23rd Sheet (Entering) TOTAL "VESTED" TRAFFIC 0 0 Years To Buildout 10 13 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1,310 1.353 1 3% 1 3% 1 3% 1 3% 1 3% 1 j% 1 3% AM BACKGROUND TRAFFIC GROWTH 3 1 AM troN•PROJEC T TRAFFIC "PM BACKGROUND TRAPF1C" EBU £BL EBTI1J F-BR WBU WRI WATI'1 2110 North Miom1 Avenue ---- ---- -.-- _. .A_ ..__ ..... ..—.. ,.— From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED"TRAFFIC 0 0 Years To Budd out 10 10 10 10 1D 10 10 10 10 10 10 10 10 to to 10 Yearly Growth Rate 1 344 1 3% 1 3% 1 3% 1 3% 1 359. 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% P51 BACKGROUNU TRAFFIC GROWTH 4 5 PM NON -PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE 39 EBU EBL EBI41I EAR 1NBU IM118t- W6TI'1 Pass -By Distribution Entering -._.. .-__ Exiting 5.655 Not New Distribution _ Entering 4 0% 1 0% 2 0% Exiting 1 903 5.0% _ 7 0% 4 0% "AM PROJECT TRAFFIC" LAND, USE TYPE Froleot Paso -By Trips Net New AM TOTAL PROJECT TRAFFIC EBU ESL ESTI" EBR WAU 29 29 WBL WBT111 WAR NBU NUL NBT NBR SBU 110 119 19 49 56 96 62 62 SBL SET SUR L AM TOTAL. TRAFFIC 1 32 1 2a I 119 29 1 06 62 1 1 1 "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass - By Trips Net New PM TOTAL PROJECT TRAFFIC EBU EBL ESTI" EBR WBU WBL WBTI'1 IKEA NW NBL NBT NBR SBU SAL SBT SUR 19 19 96 96 170 170 44 44 94 94 PM TOTAL TRAFFIC 1 I 1 w 1 94 1 1 170 46 1491e: I11 Tutnlog movement volutrtas detsrmh.ed Iran tret is count et Nw 241h hlreet ann h A090459 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 24th Street and East Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC' AM Raw Tum0ri Movenlonis Peak 899s09 ComvGtlon Factor AM EXISTING CONDITIONS EOU EBL EBT111 EBB WOU WY3L 1M3TI11 WEIR NBU NBL NOT NOR SOU SOL SBT S13R 22 6;100 1o30 1.030 i. a3o 1 023 1.033 1.030 1.030 1090 1 030 T.904 1.030 1.530 1 033 1.030 r I I 2a I 1 1 1 a 1 1 1 1 1 1 1 1 1 1 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL EBTI11 EBR WBU WBL WBTIII WBR NBU NBL NBT NBR SBU SBL SBT SBR 1 030 1 030 25 1 030 1 030 1 030 1 030 33 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS 26 I I I —.1 31 I EBU EBL EBTI11 EBR WBU WBL WBTI11 WBR NBU NBL NBT NBR SBU SBL SBT SBR "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue From 23rd Street Waitirgj To 23rd Street. (Entering) TOTAL "VESTED" TRAFFIC Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rote AM BACKGROUND TRAFFIC GROWTH 134 1. 3'4 13% 13% 1 3% 13% 3 13% 13% 13% 3% 1314 1314 1 3% 1314 1314 1314 AM NON -PROJECT TRAFFIC 26 "PM BACKGROUND TRAFFIC" EBU EBL EBT111 EBR WBU WBL WBT111 WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Eyiting) To 23rd Sheol (Entering) TOTAL "VESTED"TRAFFIC Years To Buildout Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH. 10 1.9% 10 1.344 10 1. 314 10 13% 10 1.314 10 1 3% 10 1 314 10 1.344 11 1.342 1❑ 1.3% 10 1 9% 10 1.3% 10 1 314 10 1.3% 10 1.3% "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBTI11 EBR WBU WML WBTIi1 WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting 50% 20% 70% 50% 70% 2.0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBTI11 EBR WBU WBL WBTW WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC 29 29 39 39 135 135 97 97 41 41 12 12 AM TOTAL TRAFFIC 55 12 139 127 11 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBTI11 EBR WBU WBL WBTI11 WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC 95 95 16 18 sz 62 44 44 134 134 39 39 PM TOTAL TRAFFIC I, 125 16 62 Z e1 131 1 19 901e: Il11ur91n9 9.0/29199 volume's determinee from 991290mint et NW 24th Uri/et and P419511. 200299 and IIW 24th Streatand MAIM Avenlla TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street (North) and West Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor EBU EBL ESTIIV EBR WSU WBL WBT111 WBR NBU NBL HST NBR SBU SW. SBT SBR 0 37 1 030 1656 1 030 1 030 1.030 1030 1030 1 030 1 030 1 030 1 trill 1 030 1 030 1 030 1 030 , 1 030 AM EXMSTINGCONU1T10NS "PM EXISTING TRAFFIC" EBU EBL Earn, EBR WBU WBL WBT111 WS1T NBU NBL NUT NBR SBU SBL SBT SBR PM Raw Turning Movements 0 B2 Peal[ Season Correction Factor 1 030 1 030,1 1 030 1 1 030 1 030 I 1 030 1 030 1 030 PM EXISTING CONDITIONS 1 I I s[ 1 I I 94 f 1 "AM BACKGROUND TRAFFIC" EHU EBL E3T111 EBR Wl3ti WBL WBT111 1 030 1 1 030 1 030 1 030 1 1 030 1 030 1 030 1 1 030 1 1 1 1 1 1 [ 1 2110 North Miami Avenue ._.. .-- --- -^- --' --'- From 23rd Streat (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 Yours Te BuRdout 10 _ 10 10 10 10 10 10 10 10 to to 10 10 10 10 10 Yearly Growth Rate 1. 504 1 3% 1 3% 1 3% 1.3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3`%. 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH 0 5 AM NUN -PROJECT TRAFFIC "PM BACKGROUND TRAFFIC" 1 0 43 1 EBU EBL EST"' EAR WBU WBL WBT11' 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 Years To Build out 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rale 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 11% 1.3% _ 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 12 pM NON -PROJECT TRAFFIC 9a "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT111 E3R YdBU WBL WB7171 Pass -By Distribution Entering 730% Exiting 730% Net New Distribution Entering 5001. 30% 160% _ Exiting 50% _ 30% 15055 "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC EBU EBL EBT11 ERR WHU WBL WBT11) WBR NBU NBL NST NUR SBU SBL SBT SBR 96 96 58 56 B9 309 399 29 29 19 1a BB 94 182 AM TOTAL TRAFFIC Is 69 399 72 9 162 "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass -By Trips Net New PM TOTAL PROJECT TRAFFIC EBU EBL E13T111 ERR WBU WBL WBT111 WEIR NBU NBL NOT NOR 63U SBL SBT SBR 44 44 27 27 89 142 231 96 58 59 99 307 395 PM TOTAL TRAFFIC 27 231 192 69 39S 1 I I. Note: 11j Lolling mevemonl vo6,mas deferral Nt from seine awar et NW 23rd sever and NW 6111 ovarian lNedhl And NW 23rd Street aw NW Ind Avenue AM Raw Turning Movements Peak Season Correalion Factor TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 23rd Street (North) and East Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" EBU EBL EBT111 EBR WBU 1NBL WBT111 WBS? NBU NBL NETT NBR SBU SBL SBT SBR 0 77 1.030 1 030 I 1 030 1 030 1 030 1.030 1.00 1 0.l6 1 000 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS I 0 1 T I I I I 1 1 1 1 "PM EXISTING TRAFFIC" PM Raw Turning Movenwnts Peak Season Cenactlon Factor EBU EBL EBT111 EBR WBU WBL WBT111 WBR NBU NBL NET NBR SBU SBL SET SBR 1 030 1 0?0 1 030 1 030 1 030 1 030 e2 1 030 1 030 1 030 1 030 1 010 1.030 03n n.•n ❑l0 1 030 PM EXISTING CONDITIONS 1 1 l n I 1 el -1 L 1 EBL EBT111 EBR WBU WBL WBT111 WBR NI5U NBL NOT NBR SBU SBL SBT SBR 2110 North Miami Avenue l From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 Years To Buildout 10 10 10 I 10 10 1a 10 10 10 to 10 10 10 10 10 10 Yearly Growth Rate 13% 13% 13% 13% 13% 1_% 1.3% 13% 13% 13% 13% 13% 13% 13% 13% 13% AM BACKGROUND TRAFFIC GROWTH 0 5 AM NON -PROJECT TRAFFIC ccrr" 0 43 1 1 J 1 11 EBR WBU WBL WBT111 WBR NBU NBL NBT NBR SBU SBL &HT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yep� Growth Rate 13% 13% 13% 13% 1.3% 1.3% 13% 13% 13,A 1.3% 13% 13% 13% 13% 13% 1.3% PM BACKGROUND TRAFFIC GROWTH 0 12 "PROJECT DISTRUBUTION" BU EBL EBT111 EBR WBU WBL WBT111 WBR NEW NHL NET NBR SBU SAL SBT SSR Pass -By Distribution Entering 270% 730% Exiting 73 0% 27.0% Net New Distribution Entering 10% 40% 30% 160% Exiting 160% 10% 40% s034_ "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT111 ERR WRU WBL WBT111 WBR NBU NBL NBT NBR SBU SBL SET' SBR Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC as 113 201 77 77 33 58 91 89 315 404 23 23 33 17 50 AM TOTAL TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass - By Trips Net New PM TOTAL PROJECT TRAFFIC 701 77 1 91 447 I 23 I so L )dal EUL EBT411 EBR WBU WBL WBT111 WBR NBU NBL NBT NBR SBU SBL SBT SUR ee 31B 403 33 B9 27 60 161 250 77 77 33 58 91 L PM TOTAL TRAFFIC 1 I 403 :rs 00 ale I 11 I 91 Now: {1i Turolme mooememt volumertotermined from Wargo corn! m NW 23rd 0lreet and NW9th Avcnua!North) and NW 701d 511uM an 2mri Lenin 1 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 2nd Avenue and Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM. EXISTING TRAFFIC" AM Raw Turning Movements Peek Season Correction Factor EBU EBL EBT EBR WBU WSL WBT WBR NBU NBL NBTi1I NBR SBU SBL SBTj11 SBR 1 030 1 030 1 1 030 1 030 1 030 1 030 1 030 252 1 030 1.030 1 030 1 030 1 036 I 1 030 1 030 375 1 030 1 030 AM EX)5TING CONDITIONS L 979 I [ 3136 1 1 "PM EXISTING TRAFFIC" PM Raw Taming Movements Peal. Season Correction Factor EBU EBL EBT EBR WAU WBL WBT WBR NBU NBL NOT111 NBR SBU SBL SBT111 SBR 1 030 1 030 1 030 1.a30 1 030 1 030 1 030 1 030 1 030 1 926 498 1 039 1 030 260 1 030 1 030 1 030 1 030 PM EXISTING CONDITIONS I 1 I I 1 51e [ 269 I "AM BACKGROUND TRAFFIC' EBU EBL EBT EBR WBU WSL WBT WBR NBU NBL N6T"'1 NBR BT11) SBL 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED' T'`^'RAFFIC o 0 Years To BUlldout 10 to to 10 to 10 10 to t0 10 10 10 10 to to 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 13%4 13% AM BACKGROUND TRAFFIC GROWTH 38 64 Aft NON-' TRAFFIC a5 44a "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU 1NBL WRT WRR IJRII RER71 MR'Pf11 1) 2110 North Miami Avonua From 23rd Stmel (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 Years To Buildout 10 to to 10 to to to 1a 10 10 10 to to t0 10 10 Yearly GrowthRate1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 314 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% t 331 1 3% PM BACKGROUND TRAFFIC GROWTH 71 37 M NON.PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE 1 1 581 ab5 EBU EBL EBT EBR WBU 1NBL WBT WBR NBU NBL NBT111 NBR 5BU SBL SBT11) Pass -By Distribution Entering - ...,,. Exiting Net New Distribution Entering 1 0% a 9% a 0% 2.0% Exiting 2 0% t 0% 6 WA 6 0% "AM PROJECT TRAFFIC" LAND USE TYPE 7 Project Trips AM TOTAL PROJECT TRAFFIC r Pasa -By Net New AM TOTAL TRAFFIC EBU EBL EST EBR WBLI WBL WBT WBR NBU NBL NBT111 NBR 'SBU SBL SBT111 SBR 12 12 6 6 12 1 a 1 19 15 201 201 19 coo 201 201 39 39 641 38 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By EBU EBL EST EBB WBU WBL WBT WEIR. NBU NUL NBTt71 NBR SBU SBL SBTt1' SBR Net New PM TOTAL PROJECT TRAFFIC 38 38 19 19 J 225 225 224 224 18 1e PM TOTAL TRAFFIC a I an I rota: {1) Tornm0 molwnwnl 08101ann da06rmised lido, traffic wont el NN122nd Sheet and NW 2nd Avdrtue and NW 231d Sneer arid NN12nd AV®n8e 1. 10 20 It TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 22nd Street and Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT111 EBR WBU WBL WBTIII WBR NBU NHL NBT NBR SBU SBL SBT SBR. 35 1 030 1 030 1 030 1 030 1 030 1 030 29 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS 1 1 36 1 39 J 1 1 1 1 1 1 1 1 "PM EXISTING TRAFFIC, EBL! EEIL ESTI.' ERR WBU WBL WBT111 WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements Peak Season Correction Facial' 1. 930 1930 1.030 1 030 1 030 1 030 32 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1.030 1 030 1 030 PM EXISTING CONDITIONS 1 07 1 33 I 11 "AM BACKGROUND TRAFFIC" EBU EBL EBT111 EBR WBU WBL WBTIII WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Mleml Avenue From 23rd Street (Exiting) To 23rd Street {antenna) TOTAL "VESTED" TRAFFIC Nears To Bultdout 10 10 10 10 10 10 19 10 10 10 10 10 10 10 10 10 Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 13% 13% 13% 5 13% 13% 13% 1.3% 1.3% 1.3% 13% 1.3% 1..316 1 3'h 1.39% 1'7% 13% "PM BACKGROUND TRAFFIC" EBU EBL EBTt11 ERR WBU WEIL Mr' WBR NBU NBL NUT HEIR SBU SIX SBT SBR 2110-North Miami Avenue From 23rd Street (Exiling, To 23re Street IEnloringl TOTAL "VESTED" TRAFFIC o 0 Years To Bupidout 10 10 10 10 to to 10 10 10 to to to 10 10 10 to Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH. a 5 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE LOU EBL EBTI11 ERR WBU WBL WBT111 WBR NBU NBL NBT NBR. SBU SBL SBT SBR 6Y. 60% 80% 8 0% 60% EBU EBL EB1j11 OCR WBIf WBL WBT111 WBR NBU NEIL NOT NOR SBU SAL SBT SBR Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC 116 35 116 35 116 116 154 151 4r 35 36 AM TOTAL TRAFFIC tie 7e 190 1b4 47 35 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBTIII ERR WBU WBL .WWT01 WBR NBU NBL NBT NBR SOU SBL SET SBR Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC 53 53 115 115 52 62 71 71 154 164 115 118 PM TOTAL TRAFFIC 63 lac 1 an 71 154 Nola: till -tuning; mummer, valumaw deklrn1 ed from lrefle. count.[ NW 2119 Sae01 and Nw 2nd Avenue and Nw23rd Strout and NW 20o Amman 116 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 5th Avenue and Project Driveway COUNT DATE: May 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.92 "AM EXISTING TRAFFIC." AM Raw Turning Movements Peak Season Correction Factor Egli EOL EBT EBR WBU WBL WBT WEIR NEW NBL MBTT'1 NBR SBU SBL SBT111 SBR 10 11 1 030 1 Die 1 030 1 030 1 030 1 030 1 030 1 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS 1— 1 1 1 1 I I 1 F 1 1 1D 1 1 I I 11 1 J "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NEW NBL NOVI NBR SBU BBB SBT111 SEER 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1030 1 030 1 030 12 1 030 1 030 1 030 1 030 11 1 1990 1.030 PM EXISTING CONDITIONS J 1.2 1 1 J 14 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBTttI NBR SBU SBL SBTj1X 2110 North Miami Avenue ~~ Front23rd Street (Exiting) TO 23rd Street (Entering) TOTAL "VESTED TRAFFIC — 0 0 Years To Build out 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 13% 13% 13% 13% 13% 13% 1351, 13% 1.3% 13% 13% 13% 13% 13'1 13% 13% AM BACKGROUND TRAFFIC GROWTH , - 1 2 AM IJUN•0'HUJtCT TRAFFIC 11 13 "PM BACKGROUND TRAFFIC" EBU EBL EBT Mwrrn 100 ee11 a®�ttl 2110 North MlamLAwettue . From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC 0 0 Years To Bu}Idout — 10 10 10 10 10 to 10 _ 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 13% 13% 13% 13% 13% 11% 1.3%- 13% 13% 13% 1.3% 13% 1;n4 13% 13% 13% PM BACKGROUND TRAFFIC GROWTH 1 2 2 PM NON -PROJECT TRAFFIC 16 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting. EBU EBL EST EBR WBU WBL WBT WBR NBU NE._ NBT111 NBR SBU SBL SBT111 SBR 20% 10% 5.051 0A% 20% 10% 60% "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass -By Nei New AM TOTAL PROJECT TRAFFIC EBU i{ EEL EBT EBR WBU WBL WBT WBR NEW NBL NOT" NBR SBU SBL SBT111 SBR 12 12 132 132 39 39 19 19 118 11a AM TOTAL TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass . By Net New PM TOTAL PROJECT TRAFFIC 12 d 113 39 1 I 19 I 129 I EEW EBL EBT EBR WBU WBL WBT WBR NBU NBL NBTj11 NBR SBU SAL S8TI1j SBR 38 38 19 19 159 159 18 18 53 63 PM TOTAL TRAFFIC �_f 1 L a6 1e 1xa to s as Nola: 11} Turning nxoeeenl Velum. dderminad been ualtla =Anil rt NW 22rd Suaet and Nw ath Avanue taeutl and NW22rrd sin rand NW ph Awnuv INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 23rd Street (South) and NW 2nd Avenue May 13, 2015 0.92 0.92 EBU EBL EBT EBR WBU WBL WST WEIR NEU NEL NBT NBR SBU SBL $BT SBR AM Raw Turning Movements Peek Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1.030 1 030 1.030 1.030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS I 11 II !I I I I 1 IIT 1 1 I "PM EXISTING TRAFFIC" EBU EEL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1.034 1.634 1 D30 1 550 036 1 030 1 030 1 030 1 030 1 030 1 030 PH EXISTING CONDITIONS I 1 f f 1 1 1 1 1 I 1 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WAR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Years To Bulldout 10 10 10 10 10 10 10 10 0 10 10 10 10 10 10 10 Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 13% 1 3% 1 3% 13% 13% 1 3% 1 3% 1 3% 13% 1 3% 1 3% 13% 1 3% 1 3% 1 3% 1 3% "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NOT NBR SBU SBL SET SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Years To Buildout 14 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 1 3% 1 3% 13% 1 394 1.394 1.3% 1 3% 1.3% 13% 13% 13% 13% 13% 13% 13% 13% PM NON•PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE Paso -By Distribution Entering Exiting I S EBU EBL EBT EBR WBU WBL WBT WBR NB9�� NBT NBR SBU SBL SBT SBR Net New Distribution Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net Now AM TOTAL PROJECT TRAFFIC 2.649 05 BUI a 051 2 094 10 0% 8.0% 00% EBU EBL EBT EBR WBq, WET WBR NBU NBL NST NBR SBU SAL SBT SBR 39 59 193 101. 201 201 12 2 58 58 201 201 "PM PROJECT TRAFFIC" AM TOTAL TRAFFIC LAND USE TYPE EB14_ELENT EB3i WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 19 1 1 143 1 k 1 291 f 12 1 1 ea 1 201 Project Trips Pas, •ISy Net New PM TOTAL PROJECT TRAFFIC 18 18 88 BB 225 225 as 38 192 192 224 224 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" AM Raw T.ming Movements TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 22nd Street (North) and NW 2nd Avenue May 13, 2015 0.92 0.92 EBU. EBL EDT EBR WBU WBL WBT WBR NBU NBL NET NBR SBU SBL SBT SBR Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 930 1 030 1030 1.030 1 030 1 030 1 030 1 030 tole 1 030 1 030 AM EXISTING CONDITIONS "PM EXISTING TRAFFIC" PM Raw Turning Movements EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Set_ SBT SBR Peak Season Correction Factor 1 030 1 030 1 030 1 03Q 1 030 1 030 1 030 1 030 1 030 1 030 1 030 030 1 030 1 030 1 030 1 030 PM EXfST1NG CONDITIONS "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU From North Avenue From 23rd Street (Exiting) To 23rd Street (Entering) - TOTAL "VESTED" TRAFFIC Years To Bmildout 10 t0 10 10 10 10 10 10 10 10 t0 10 10 10 10 10 Yearly Growth Rate 13% 13% 13% 1 3% 1 3% 13% - 13% 13% 13% 13% 13% 13% 13% 13% 1 3% 13% AM BACKGROUND TRAFFIC GROWTH AM NON -PROJECT TRAFFIC "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT 2110 North Miami Avenue From23rd Stleat (Exiting) To 23rd Street (Entering) TOTAL VESTED TRAFFIC Years To Buifdout to to t0 to t0 to to to to to to to to to to to Yearly Growth Rate t 356 1 3% 1 3% 1 3% 13% 13% 1 3% 1 3% 13% 1 3% 1 3% 1 3% 13% 13% 13% 1 35. PM BACKGROUND TRAFFIC GROWTH PM NON -PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE Pass•By Entering DlatrllsutionExiling Net New Rislrlhulion Entering Exiting "AM PROJECT TRAFFIC" LAND USE TYPE Project Pass • By Trips Net New AM TOTAL PROJECT TRAFFIC AM TOTAL TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE I L EBU EBL EBT EBR WBU WBL WBT WBR NBU EBU EBL EBT 1 EBR WBU MIT WBT ��� \ 39 03 19 'ON I I EB 'r ESL EBT EBR WBU 2 D1 NOT NBR SBU SBL SBT SBR a0% 60% 6 05. 60% WBR NBU NBL NBT NBR SBU SBL SBT SBR 19 14 20 201 12 12 201 261 19 NBU 201 2 6 1 201 CDR Project Pass - By. t j ---- . ,-3B - •• Trips Net New 4 1a 9 225 19 224 PM TOTAL PROJECT TRAFFIC 16 9 225 39 19 224 PM TOTAL TRAFFIC 19 225 1 38 14 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 22nd Street (South) and NW 5th Avenue COUNT DATE: May 13, 2015 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 SOT SBR AM Raw Turning Movements Peak Season Correction Factor 1 030 1.036 +.0]0 1.tI30 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 AM EXISTING CONDITIONS 1 i 1 I 1 I I "PM EXISTING TRAFFIC" EBU EEL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SOT SBR PM Raw Turning Movements Peek Season Correction Factor 1 030 1 030 1.030 1 030 1 030 1 030 1 030 1 030 1 032 1 230 1 930 1 030 1 030 1 1 030 1 030 1 030 PM EXISTING CONDITIONS 1 1 1 1 1 1 1 1 "AM BACKGROUND TRAFFIC" EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) t✓ TOTAL "VESTED" TRAFFIC Years To Buiidout 10 t0 10 10 t0 10 10 t0 10 10 10 t0 t0 t0 to to Yearly Growth Rata 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% AM BACKGROUND TRAFFIC GROWTH _. AM NON -PROJECT TRAFFIC EBL EBT EBR WBU WBL WBT WBR NBU NBL NOT NOR SOU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Years To Bulidout 10 to to to to 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% t 3;{, 1396 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH PM NON -PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE EBU ESL EBT EBR WBU WBL WBT WBR NBU NBT NBR SBU SBL SBT SBR L Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting 40% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WET WBR NBU NBL NBT NBR SBU SBL SBT SBR soy. 4 0?4 1 0% 26.6% 0% Project Trips AM TOTAL PROJECT TRAFFIC Pass - By Net Now 77 77 547 047 29 26 23 23 104 164 0i6 96 AM TOTAL TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC I 77 1 ear L. '20 23 la4 a6 ER EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR co04 ,1ri7 06 77 5451 44 34 267 96 77 546 44 PM TOTAL TRAFFIC J4 06" 96 77 I 546 1 44 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 5th Place and North Project Driveway May 13, 2015 0.92 0.92 EBU EBL EBT EBR WBU WBL WET WBR NBU NBL NET NBR SBU SOL SBT SBR 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 9 030 1 030 66 1 030 1 030 1 030 1 030 50 1 030 1 030 AM IDOSTING CONDITIONS 1 I 1 _C. C 1 as 1 "PM EXISTING TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EEL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1 030 1 030 1 030 1 030 1 030 1 030 1.0.10 1 030 1 030 1 030 127 1 030 1 030 1 030 1 030 99 1 030 PM E1tISTING CONDITIDNS o st 102 1 030 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NeU NBL NOT NBR SBU SBL SBT SBR 2110 North Miaml Avenue From 23rd Street (Exiting) To lard Street (Entering) TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rats AM BACKGROUND TRAFFIC GROWTH 10 1 3% 10 1 3% 10 1 3% 10 13% 10 13% 10 1 3?n 10 1 3% 10 13% 10 13% 10 1 3% 10 10 10 10 10 13% 13% 1394 13% 13% 13% 7 AM NON•PROJECT TRAFFIC 1 1 1 11 1 1 r 1 E 77 1 7 69 "PM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL ENT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SOL SOT SBR From 23rd Street IExiting} To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Years To Buildout 10 10 10 10 rtl 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1_3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 0 16 14 PM NON•PROJECT TRAFFIC i 0 1 r49 116 "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SELL SBT SBR Net New Distribution Entering Exiting 5 0% 1 0% 10% 1 0% 10% 50% "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC EBU EBL EDT EBR WBU WBL WE7 WBR NBU NEL NBT NBR SBU SBL SOT SBR 29 29 6 6 19 19 19 19 6 6 96 96 AM TOTAL TRAFFIC 29 6 19 96 65 96 "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass - By Trips Net New PM TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NET NBR SBU SBL SBT SBR 96 19 9 44 44 PM TOTAL TRAFFIC 95 1 i 19 15e 134 1 44 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 5th Place and South Project Driveway May 13, 2015 0.92 0.92 EUU EBL EBT EBR WBU 1NBL WaT WBR NBU NBL NBT NBR SBU SBL SET SBR AM Raw Turning Movements Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 ' 1 030 1.030 1 030 1 030 1 030 66 1 030 1 030 1 030 1 030 50 1 030 1 030 AM EXISTING CONDITIONS 1 1 [ 1 1 1 t 1 1 a7 [ "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning Movements 127 99 Peak Season Correction Factor 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1 030 1.030 PM EXISTING CONDITIONS 1 1 1 1 1 1 1 1 1 1 131 1 1 102 [ "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SAL/ SAL SBT 58R 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Years To Buildout Yearly Growth Rate 13% 10 1 3% 10 13% 10 13% 10 1__10 13% 13% AM BACKGROUND TRAFFIC GROWTH 1 13% 10 13% 10 13% 10 13% 10 1 3% 10 13% 10 1 3% 10 1 3% 10 1 10 13% 1 13% 9 7 ''PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WEL WBT WBR NBU NBL NET NSR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 13% 13% 13% 13% 13% 13% 13% 13% 13% 1 396 13% 18 13% 13% 13% 13% 14 1.3% "PROJECT DISTRUBUTION" 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 Enlering Exiting 60% 50"., 20% 20% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL W9T WBR NEW NBL NBT NAB SALT SBL SAT SBR Project Trips Pass • By Net New 35 116 36 12 1 AM TOTAL PROJECT TRAFFIC 35 116 38 12 "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass - By Trips Nei New PM TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SOP 115 115 53 53 18 18 37 37 PM TOTAL TRAFFIC 115 53 167 L 153 1 J INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: "AM EXISTING TRAFFIC" AM Raw Turning Movements Peak Season Correction Factor TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 20th Street and NW 5th Place August 13, 2015 0 94 0.9 EBU EBL EST EBR WBU WBL WBT WBR NBU NBL NET NBR SBU SBL SBT SBR 1 050 52 1 050 505 1 050 32 1 050 1.050 7 1 050 344 1 050 1 040 1,050 19 1 050 5 1 050 a 10 40 1 050 , 1 050 1 050 1.060. 1 050 L AM EXISTING CONDITIONS I 55 1 530 1 34 I I 1 1 361 1 9 1 1 20 1 5 I 5 I 19 1 11 1 42 1 "PM EXISTING. TRAFFIC" PM Raw Turning Movements Peak Season Correction Factor EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SST SBR 55 459 32 ' e 1 050 1 050 1 050 1 050 1 050 11 1.1360 556 1 050 40 1 050 1 050 39 1 050 28 1 050 1 050 1 050 1 050 1 050 76 1,050 PM EXISTING CONDiT10NS 58 1 4e2 I 34 1 I 12 I 586 J 48 1 I 11 I 99 9 I I 8 [ 12 80 "AM BACKGROUND TRAFFIC" EBU EBL F-BT EBR WBU WBL WST WSR NBU NBL NBT NBR SBU SBL SET SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL"VESTED TRAFFIC Years To Bulldout 1 to Yearly Growth Rate 1 13% AM BACKGROUND TRAFFIC GROWTH 10 13% 10 1 3% 74 10 13% 5 10 13% 10 13% 10 13% 50 1 3% 13% 10 13% 10 13% 10 1 3% 10 1 3% 10 13% 10 1 3% 2 10 13% AM NON -PROJECT TRAFFIC _.. 63 604 39 8 1 411 1 19 23 1 6 13 1 46 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR WSU W9': 2110 North Miaml Avenue ' From 23rd Strool `Exiting) To 23rd Street (Entering) 1 TOTAL "VESTED" TRAFFIC o 0 0 0 o 0 0 o D o 0 0 Years To Bulldout 10 to 10 10 t0 10 t0 10 10 10 10 to 10 t0 10 to Yearly Growth Rale 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% 1 316 1 3% 1 3% 1 3% 1 3% 1 3% 1.3% PM BACKGROUND TRAFFIC GROWTH 8 67 5 2 81 7 6 4 1 1 2 11 PM NON -PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE Pass -By Entering Distribution Net New Distribution Exiting Exiting Entering "AM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New AM TOTAL PROJECT TRAFFIC 66 540 14 867 55 47 3a 14 91 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 20% 12 0% 120% 6 0% 6 0% 20% EBU EBL EBT EBR WBU WBL WBT WBR NOV NBL NBT NBR SBU SBL SOT SBR 38 38 231 231 70 70 116 118 35 35 12 12 AM TOTAL TRAFFIC 101 835 1 39 I e 491 126 23 6 9 I l 41 L 13 60 J "PM PROJECT TRAFFIC" LAND USE TYPE Project Pass - By Trips Net New 18 107 230 53 115 37 PM TOTAL PROJECT TRAFFIC 18 107 230 53 115 37 PM TOTAL TRAFFIC 09 656 39 14 897 1a9 47 33 9 124 14 129 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: PM PEAK HOUR FACTOR: TRAFFIC VOLUMES AT STUDY INTERSECTIONS NW 29th Street and NW 6th Avenue August 13, 2015 0.84 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 Peak Season Correction Factor 1 050 1 050 1 416 4B B 253 5 12 12 6 1 13 B 050 1 050 5 050 1 1 050 1 050 1 050 1 050 1 050 1.050 1,050 1 050 1 050 AM EXISTING CONDITIONS 1 I 24 1 437 I 50 1 I 8 1 2B5 1 6 I 13. I 13 I 6 I I 1 1 14 I B I "PM EXISTING TRAFFIC" EBU EBL EBT EBR WBL WBL WBT WBR NBU NBL NBT NBR SBU SBL T SBR PM Raw Turning Movements Peak Season Correction Factor 1 050 33 1 050 442 1 050 22 1 050 1 050 1 050 5'!2 1 050 1 050 1 050 51 1 0517 5B 1 050 32 1 050 1 050 1 050 7 1 050 21 1 050 PM EXISTING CONDITIONS "AM BACKGRgUND TRAFFIC" 35 23 601 6 54 61 34 22 EBU EBL EBT EBR W(BU WBL WET WBR NBU NBL NBT NBR SBU SBL SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 p 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 % 1 3% 1 3% 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 354 AM BACKGROUND TRAFFIC GROWTH 3 61 7 1 37 1 2 2 1 0 2 1 AM NON•PROJECT TRAFFIC I J 27 .1 490 57 9 303 6 L is 13 7 1 to 1 9 1 EBT EBR WBU WBL WBT WBR NBU NBL NBT NOR SBU S L SBT SBR 2110 North Miami Avenue From 23rd Street (Exiting) To 23rd Street (Entering) TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Yearly Growth Rate 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.355 1 3% 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% 1 3% PM BACKGROUND TRAFFIC GROWTH 5 64 3 1 64 1 e B 5 1 1 3 "PROJECT DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU 513L SET SBR Pass -By Distribution Entering Exiting Net New Distribution Entenng Exiting B0% 4.0% e0% 40% "AM PROJECT TRAFFIC" LAND USE TYPE ERIJ EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass • By Net New AM TOTAL PROJECT TRAFFIC t54 154 77 77 47 47 23 23 AM TOTAL TRAFFIC "PM PROJECT TRAFFIC" LAND USE TYPE 1 I 27 I 652 1 134 L EBU EBL EBT EBR 9 350 6 16 I 7 1 16 9 WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC 71 71 36 36 154 154 77 77 I< PM TOTAL TRAFFIC 40 1 599 1 62 10 1 B39 1 7 139 1 69 1 39 25 1 050 1 050 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 21st Terrace and NW 5th Place COUNT DATE: August 13, 2015 AM PEAK HOUR FACTOR: 0.92 PM PEAK HOUR FACTOR: 0.86 "AM EXISTING TRAFFIC" EBU EB AM Raw Turning Movements 0 3 26 - 16 -..1 n._ -�4B ..o. ..17. .,..,, �o „0, ..«0., Peek Season Correction Factor 1 050 1 050 1 050 1 050 1 050 1 050 1.050 1 050 1 050 1 050 1 050 1 oso V oho 1 050 1 oso 1 050 AM EXISTING CONDITIONS I o -J 3 I 29 1 1 17J 1 1 0 1 I 50 1 0 18 I I o F o I o "PM EXISTING TRAFFIC" EBU EBL EBT PM Raw Turning Mcveme8 0 4 76 25 4 0 102 0 .• �.. 1 Ju,• Peak Season Cerra stlon rector 1 050 1 050 1 050 1 050 1 050 1 050 1 050 1 050 1 050 1 050 1050 1 050 1 050 1 050 1 050 1 050 PM EXISTING CONDITIONS I$ I 4 1 t6 1 1. 27 r 4 1 0 1 i 107 1 0 1 23 I. 1 1 J 1 "AM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR 5BU SBL SLIT SBR From 23rd $heel. (Exiling) To 23rd Street (Entering) TOTAL "VESTED* TRAFFIC Years To Buildout 10 Yearly Growth Rate AM BACKGROUND TRAFFIC GROWTH 1 3% 10 1 3% 13% 13% I 0 I 4 13% 10 1 3% 2 10 13% 10 10 1 3% 13% 10 13% 7 10 13% 10 13% 3 10 13% 1 3% 13% 10 13% AM NON•PROJECT TRAFFIC 110 3 1 33 19 57 0 o1 0 0 0 "PM BACKGROUND TRAFFIC" 2110 North Miami Avenue EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR From 23rd Street (Exiling) To 23rd Street (Entering) TOTAL 'VEZrEO' TRAFFIC Years To Buildout 10 10 t0 10 10 10 10 10 10 1n t0 10 10 . 10 10 10 Yearly Growth Rate 1 3% 1 354 1 3% 1 3% 1 3% 1 3% 1 3% 1 396 1.3% 1 3% 1 3% 1 3% 1 3% 1 3% 1.354 1 3% PM BACKGROUND TRAFFIC GROWTH 0 1 11 4 1 0 15 0 3 0 PM NDN•PROJECT TRAFFIC "PROJECT DISTRUBUTION" LAND USE TYPE r 0 14 91 1 31 1 5 1 0 EBU EBL EBT EBR WBU W t� a r 06 I i 1 0 I 0 Pass -By Distribution Entering - — --- -- ---- ,.... .—.. .,..,, ..., ..., � o...,. Exiting Net New Distribution Entering 1 0% 4 0% 1 0% Exiting 1 0% 1 0% 4 0% "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EB Project Pass - By .. ..- ----- ------ - -. . ._.. ...-.. Trips Net New 19 63 6 42 AM TOTAL PROJECT TRAFFIC 0 0 1s 63 c 0 6 o az o 9 0 "PM PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SHR 9 53 53 19 19 86 86 PM TOTAL TRAFFIC 0[ 5 J 100 I 89 1 8 1 0 141 0 1 112 r 1 [ c, p 1 APPENDIX K: Future Background Conditions Analysis AM Peak Hour Timings Future Background 1: NW 5th Avenue & NW 29th Street A.M. Peak Hour 4- Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 41, 4T 4T 4 Volume (vph) 62 400 21 191 43 21 36 81 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.7 33.7 33.7 33.7 20.5 20.5 26.1 26.1 Total Split (s) 40.9 40.9 40.9 40.9 34.1 34.1 34.1 34.1 Total Split (%) 54.5% 54.5% 54.5% 54.5% 45.5% 45.5% 45.5% 45.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.7 0.7 0.7 0.7 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 4.7 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min None None None None Intersection Summa Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NW 5th Avenue & NW 29th Street PI02 (P..)104 40.9s 134.is 7�`' 08 .. 05 40.9s I �34,is K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 1: NW 5th Avenue & NW 29th Street A.M. Peak Hour 4\ 4, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41) 41) 4t 41 Volume (veh/h) 62 400 105 21 191 35 43 21 15 36 81 103 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 0.99 0.99 0.99 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap, veh/h 241 884 226 200 985 174 547 282 213 269 441 429 Arrive On Green 0.36 0.36 0.36 0.12 0.12 0.12 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h _ 206 2468 632 107 2750 487 916 936 706 289 1463 1421 Grp Volume(v), veh/h 320 0 277 138 0 122 48 0 35 123 0 108 Grp Sat Flow(s),veh/h/In 1729 0 1576 1740 0 1603 999 0 1559 1752 0 1421 Q Serve(g_s), s 0.0 0.0 3.5 0.0 0.0 1.8 0.6 0 0 0.4 0.0 0 0 1.5 Cycle Q Clear(g_c), s 3.4 0.0 3.5 1.7 0.0 1.8 2.1 0 0 0.4 1.3 0.0 1.5 Prop In Lane 0.20 0.40 0.16 0.30 0.94 0.45 0.31 1.00 Lane Grp Cap(c), veh/h 787 0 564 784 0 574 572 0 470 711 0 429 V/C Ratio(X) 0.41 0.00 0.49 0.18 0.00 0.21 0.08 0.00 0.08 0.17 0.00 0.25 Avail Cap(c_a), veh/h 2501 0 2206 2423 0 2244 1601 0 1808 2140 0 1648 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.4 0.0 6.5 8.1 0.0 8.1 7.3 0.0 6.5 6.8 0.0 6.8 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.5 0.0 0.8 0.0 0.0 0.0 0.1 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 1.1 0.0 1.0 0.7 0.0 0.6 0.2 0.0 0.1 0.4 0.0 0.4 Lane Grp Delay (d), s/veh 6.6 0.0 6.7 8.6 0.0 8.9 7.4 0.0 6.5 6.8 0.0 7.1 Lane Grp LOS A _ A A A A A A A Approach Vol, veh/h 597 260 83 231 Approach Delay, s/veh 6.6 8.7 7.0 6.9 Approach LOS A A A A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 14.0 14.0 11.9 11.9 Change Period (Y+Rc), s 4.7 4.7 4.1 4.1 Max Green Setting (Gmax), s 36.2 36.2 30.0 30.0 Max Q Clear Time (g_c+I1), s 5.5 3.8 4.1 3.5 Green Ext Time (p_c), s 1.9 1.9 1.6 1.6 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Notes 7.2 A K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn Timings Future Background 2: NW 2nd Avenue & NW 29th Street A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 4' g 411, Volume (vph) 47 327 114 198 21 204 74 363 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.1 33.1 33.1 33.1 24.2 24.2 24.2 24.2 Total Split (s) 46.0 46.0 46.0 46.0 29.0 29.0 29.0 29.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.7% 38.7% 38 7% 38.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.1 4.1 4.2 4.2 4.2 4.2 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 40 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Spits and Phases: ■-- P ad (R) -k6s 2: NW 2nd Avenue & NW 29th Street too 2g s va 29 s - 1 K:IFTL_TPTO1043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 2: NW 2nd Avenue & NW 29th Street A.M. Peak Hour 4, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4t+ '1 'I, i t+ Volume (veh/h) 47 327 39 114 198 38 21 204 43 74 363 40 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 0.99 1.00 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 0 2 0 0 2 0 1 1 0 1 1 0 Cap, veh/h 210 918 107 379 564 113 452 597 127 574 660 73 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow. veh/h 202 2831 331 555 1741 348 960 1488 316 1113 1646 183 Grp Volume(v), veh/h 228 0 203 177 0 188 22 0 257 77 0 420 Grp Sat Flow(s),veh/h/In 1730 0 1634 1013 0 1631 960 0 1804 1113 0 1829 Q Serve(g_s), s 0.0 0.0 2.9 2.3 0.0 2.7 0.6 0 0 3.0 1.6 0.0 5.4 Cycle Q Clear(g_c), s 2.9 0 0 2.9 5.2 0.0 2.7 5.9 0 0 3.0 4.6 0.0 5.4 Prop In Lane 0.21 0.20 0.67 0.21 1.00 0.18 1.00 0.10 Lane Grp Cap(c), veh/h 706 0 530 528 0 529 452 0 723 574 0 733 V/C Ratio(X) 0.32 0.00 0.38 0.34 0.00 0.35 0.05 0.00 0.36 0.13 0.00 0.57 Avail Cap(c_a), veh/h 2442 0 2267 1776 0 2263 855 0 1482 1042 0 1502 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.00 0.97 0.73 0.00 0.73 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.9 0.0 7.9 8.7 0.0 7.8 9.3 0.0 6.3 7.9 0.0 7.0 Incr Delay (d2), s/veh 1.2 0.0 2.0 1.3 0.0 1.4 0.0 0.0 0.2 0.1 0.0 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 Back of Q (50%), veh/In 1.2 0.0 1.1 1.1 0.0 1.0 0.1 0.0 1.0 0.4 0.0 1.9 Lane Grp Delay (d), s/veh 9.0 0.0 9.9 9.9 0.0 9.2 9.4 0.0 6.5 8.0 0.0 7.6 Lane Grp LOS _ A A A A A A A A Approach Vol, veh/h 431 365 279 497 Approach Delay, s/veh 9.5 9.5 6.8 7.6 Approach LOS A A A A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 13.9 13.9 16.3 16.3 Change Period (Y+Rc), s 4.1 4.1 4.2 4.2 Max Green Setting (Gmax), s 41.9 41.9 24.8 24.8 Max Q Clear Time (g_c+I1), s 4.9 7.2 7.9 7.4 Green Ext Time (p_c), s 1.7 1.7 3.5 3.5 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn Timings Future Background 3: N Miami Avenue & NW 29th Street/NE 29th Street A.M. Peak Hour t Lane Group EBL EBT WBL WBT NBT SBT Lane Configurations 414 4.11) +T +T Volume (vph) 49 313 67 226 352 1447 Turn Type Perm NA Perm NA NA NA Protected Phases 4 8 6 2 Permitted Phases 4 8 Detector Phase 4 4 8 8 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7 0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 25.0 25.0 25.0 25.0 50.0 50.0 Total Split (%) 33.3% 33 3% 33.3% 33.3% 66.7% 66.7% 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 Optimize? Recall Mode None None None None Min Min Intersection Summary Cycle Length: 75 Actuated Cycle Length: 59.2 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Soffits and Phases: 3: N Miami Avenue & NW 29th Street/NE 29th Street ■ 02 -i4 50s 1 25s j 1 _ 106 -- � 08 50s l 25s f 1 K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro102 0216 Update\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 3: N Miami Avenue & NW 29th Street/NE 29th Street A.M. Peak Hour f 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41, 41 iii) ti Volume (veh/h) 49 313 91 67 226 62 0 352 33 0 1447 109 Number 7 4 14 3 8 18 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 0.99 0.99 0.99 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 1.00 1.00 1.00 Adj Sat Flow veh/h/In 190.0 186.3 190.0 190.0 186.3 190.0 0.0 186.3 190.0 0.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap,veh/h 131 590 166 170 468 128 0 1750 161 0 1782 134 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.00 0.52 0.52 0.00 0.52 0.52 Sat Flow, veh/h 194 2279 641 290 1808 494 0 3361 310 0 3422 257 Grp Volume(v), veh/h 239 0 233 159 0 211 0 202 199 0 816 805 Grp Sat Flow(s),veh/h/In 1541 0 1572 991 0 1600 0 1863 1807 0 1863 1817 Q Serve(g_s), s 1.6 0.0 7.0 2.5 0 0 6.1 0.0 3.2 3.2 0.0 20.3 20.8 Cycle Q Clear(g_c), s 7.7 0.0 7.0 9.5 0 0 6.1 0.0 3.2 3.2 0.0 20.3 20.8 Prop In Lane 0.21 0.41 0.44 0.31 0.00 0.17 0.00 0.14 Lane Grp Cap(c), veh/h 479 0 407 352 0 414 0 970 941 0 970 946 V/C Ratio(X) 0.50 0.00 0.57 0.45 0.00 0.51 0.00 0.21 0.21 0.00 0.84 0.85 Avail Cap(c_a), veh/h 624 0 549 470 0 559 0 1506 1461 0 1506 1468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 0.0 17.6 17.9 0.0 17.2 0.0 7.0 7.0 0.0 11.1 11.2 Incr Delay (d2), s/veh 0.6 0.0 0.9 0.7 0.0 0.7 0.0 0.0 0 0 0.0 1.5 1.8 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 Back of Q (50%), veh/In 2.7 0.0 2.6 2.0 0.0 2.4 0.0 1.2 1 2 0.0 8.3 8.3 Lane Grp Delay (d), s/veh 18.0 0.0 18.5 18.6 0.0 17.9 0.0 7.1 7.1 0.0 12.7 13.0 Lane Grp LOS B B B B A A B B Approach Vol, veh/h 472 370 401 1621 Approach Delay, s/veh 18.2 18.2 7.1 12.8 Approach LOS B B A B Timer Assigned Phs 4 8 6 2 Phs Duration (G+Y+Rc), s 20.1 20.1 34.3 34 3 Change Period (Y+Rc), s 6.0 6.0 6.0 6 0 Max Green Setting (Gmax), s 19.0 19.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 9.7 11.5 5.2 22.8 Green Ext Time (p_c), s 3.0 2.6 6.0 5.6 Intersection Summary HCM 2010 Ctrl Delay 13.6 HCM 2010 LOS B Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro102 0216 UpdatelFuture Background AM.syn HCM 2010 TWSC Future Background 4: NW 5th Avenue & NW 25th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 5.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 13 16 49 0 0 80 Conflicting Peds, #/hr 0 0 0 9 9 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 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 20 60 0 0 98 Major/Minor Minorl Majorl _ Major2 Conflicting Flow All 116 39 0 0 60 0 Stage 1 60 - - - Stage 2 56 - - Follow-up Headway 3.52 3.32 - 2.22 Pot Capacity-1 Maneuver 868 1024 - 1542 Stage 1 955 - - Stage 2 960 - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 861 1016 1530 - Mov Capacity-2 Maneuver 861 - - Stage 1 955 - - Stage 2 953 - Approach WB NB SB HCM Control Delay, s 9 0 7.9 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) 940 1255 1530 HCM Lane V/C Ratio - - 0.038 0.003 HCM Control Delay (s) - 9 7.9 7.9 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.117 0.009 0 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 5: NW 2nd Avenue & NW 25th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 32 23 49 25 235 28 93 417 22 Conflicting Peds, #/hr 5 0 15 15 0 5 29 0 20 20 0 29 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 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 0 0 0 34 25 53 27 253 30 100 448 24 Major/Minor Minorl Majorl Major2 Conflicting Flow All 997 1009 312 472 0 0 298 0 0 Stage 1 337 337 - - - Stage 2 660 672 - - - - Follow-up Headway 3.518 4.018 3.318 2.218 - 2.218 - - Pot Capacity-1 Maneuver 271 240 728 1090 - - 1263 - - Stage1 723 641 - - - - Stage 2 514 454 - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 225 # 0 702 1064 - 1232 Mov Capacity-2 Maneuver 225 # 0 - Stage 1 693 # 0- Stage 2 446 # 0 Approach HCM Control Delay, s HCM LOS WB NB SB 18.3 0.7 1.4 C Minor Lane / Major ivlvmt NBL NBT NBR WBLn1 SBL SBT SBR Capacity (veh/h) 1064 - - 382 1232 HCM Lane V/C Ratio 0.025 - 0.293 0.081 HCM Control Delay (s) 8.471 0 18.3 8.18 0 HCM Lane LOS A A C A A HCM 95th %tile Q(veh) 0.078 - - 1.199 0.265 - Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 6: NW 6th Avenue & NW 24th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 1 2 103 14 18 92 Conflicting Peds, #/hr 0 0 0 1 1 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 81 81 81 81 81 81 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 2 127 17 22 114 Major/Minor Minor1 Maior1 Maior2 Conflicting Flow All 294 137 0 0 144 0 Stage 1 136 Stage 2 158 Follow-up Headway 3.518 3.318 - - 2.218 Pot Capacity-1 Maneuver 697 911 - - 1438 Stage 1 890 Stage 2 871 Time blocked -Platoon, % Mov Capacity-1 Maneuver 685 910 - - 1437 Mov Capacity-2 Maneuver 685 Stage 1 890 Stage 2 856 Approach HCM Control Delay, s HCM LOS WB 9.4 A NB 0 Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - 820 1437 HCM Lane V/C Ratio - 0.005 0.015 HCM Control Delay (s) - 9.4 7.545 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.014 0.047 Notes SB 1.2 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 7: NW 5th Avenue & NW 24th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 5 3 0 0 0 6 30 24 41 30 11 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 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 74 74 74 74 74 74 74 74 74 74 74 74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 7 4 0 0 0 8 41 32 55 41 15 Major/Minor Minor2 Malorl Major2 Conflicting Flow All 195 248 29 55 0 0 73 0 0 Stage 1 159 159 - - - - Stage 2 36 89 - - - - Follow-up Headway 3.52 4.02 3.32 2.22 - - 2.22 - Pot Capacity-1 Maneuver 776 653 1039 1548 - - 1525 - Stage 1 853 765 - - - Stage 2 982 820 - - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 744 # 0 1038 1547 - - 1524 - - Mov Capacity-2 Maneuver 744 # 0 Stage 1 821 # 0 Stage 2 977 # 0 Approach EB NB HCM Control Delay, s 9.7 0.7 HCM LOS A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 SBL SBT SBR SB 3.7 Capacity (veh/h) 1547 - 796 1524 HCM Lane V/C Ratio 0.005 - 0.031 0.036 HCM Control Delay (s) 7.339 0 - 9.7 7.451 0 HCM Lane LOS A A A A A HCM 95th %tile Q(veh) 0.016 - 0.094 0.113 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 8: NW 2nd Avenue & NW 24th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 10 48 0 289 464 0 Conflicting Peds, #/hr 1 5 28 0 0 28 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 11 53 0 318 510 0 Major/Minor Minor2 Maiorl Major2 Conflicting Flow All 833 543 515 0 - 0 Stage 1 515 - - - - Stage 2 318 - - - - Follow-up Headway 3.518 3.318 2.218 Pot Capacity-1 Maneuver 339 540 1051 - Stage 1 600 - - Stage 2 738 - - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 336 525 1026 - - - Mov Capacity-2 Maneuver 336 - - - - - Stage 1 598 - - - - - Stage 2 735 - - - - - Approach EB NB SB HCM Control Delay, s 13.7 0 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1026 - 479 HCM Lane V/C Ratio - - 0.133 HCM Control Delay (s) 0 - 13.7 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 - 0.456 Notes — : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 9: NW 6th Avenue & NW 23rd Street A.M. Peak Hour Intersection Intersection Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 10 5 113 5 5 89 Conflicting Peds, #/hr 0 0 0 1 1 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 74 74 74 74 74 74 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 14 7 153 7 7 120 Major/Minor Minorl Majorl Major2 Conflicting Flow All 290 157 0 0 159 0 Stage 1 156 - Stage 2 134 - Follow-up Headway 3.518 3.318 - 2.218 Pot Capacity-1 Maneuver 701 889 - 1420 - Stage 1 872 - - - Stage 2 892 - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 697 888 - 1419 - Mov Capacity-2 Maneuver 697 - - - Stage1 872 - - - - Stage 2 887 - - - - Approach HCM Control Delay, s HCM LOS Minor Lane / Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB 9.9 A NB 0 NBT NBR WBLn1 SBL SBT - 751 1419 0.027 0.005 9.9 7.549 0 A A A 0.083 0.014 - SB 0.4 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 10: NW 5th Avenue & NW 23rd Street (South) A.M. Peak Hour Intersection Intersection Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 9 0 0 11 13 17 Conflicting Peds, #/hr 0 0 11 0 0 11 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - - - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 0 0 Peak Hour Factor 61 61 61 61 61 61 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 0 0 18 21 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 30 32 21 0 - 0 Stage 1 21 - - - - Stage 2 9 - - - Follow-up Headway 3.519 3.319 2.218 - - Pot Capacity-1 Maneuver 982 1041 1595 - - Stage 1 1001 - - Stage 2 1013 - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 982 1031 1580 - Mov Capacity-2 Maneuver 982 - - Stage 1 1001 - - - Stage 2 1013 - - - Approach EB NB SB HCM Control Delay, s 8.7 0 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (vehlh) 1580 - 982 HCM Lane V/C Ratio - 0.015 HCM Control Delay (s) 0 - 8.7 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0.046 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 11: NW 5th Avenue & NW 23rd Street North A.M. Peak Hour Intersection Intersection Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 34 22 0 0 31 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 72 72 72 72 72 72 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 47 31 0 0 43 Major/Minor Minorl Maiorl Major2 Conflicting Flow All 55 15 0 0 31 0 Stage 1 31 Stage 2 24 - Follow-up Headway 3.52 3.32 - 2.22 Pot Capacity-1 Maneuver 946 1061 - 1580 Stage 1 987 - - Stage 2 995 - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 946 1061 - - 1580 Mov Capacity-2 Maneuver 946 Stage1 987 - Stage 2 995 - - Approach WB NB SB HCM Control Delay, s 8.6 0 7.9 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) - - 1061 1236 1580 - HCM Lane V/C Ratio - - 0.045 0.001 HCM Control Delay (s) - - 8.6 7.9 7.9 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.14 0.003 0 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 13: NW 6th Avenue & NW 22nd Street A.M. Peak Hour Intersection Intersection Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 8 2 116 5 2 96 Conflicting Peds, #/hr 0 0 0 1 1 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 78 78 78 78 78 78 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 3 149 6 3 123 Major/Minor Minorl Majorl Major2 Conflicting Flow All 280 153 0 0 155 0 Stage 1 152 Stage 2 128 Follow-up Headway 3.518 3.318 - 2.218 Pot Capacity-1 Maneuver 710 893 - 1425 Stage 1 876 Stage 2 898 Time blocked -Platoon, % Mov Capacity-1 Maneuver 708 892 - - 1424 Mov Capacity-2 Maneuver 708 Stage 1 876 Stage 2 895 Approach WB NB HCM Control Delay, s 10 0 HCM LOS B Minor Lane / Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes NBT NBR WBLn1 SBL SBT SB 0.2 738 1424 0.017 0.002 10 7.533 0 B A A 0.053 0.005 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP1Calcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 14: NW 5th Avenue & NW 22nd Street A.M. Peak Hour Intersection Intersection Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 9 0 0 2 1 11 Conflicting Peds, #/hr 0 0 9 0 0 9 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 48 48 48 48 48 48 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 19 0 0 4 2 23 Major/Minor Minor2 _ Major1 Ma;or2 Conflicting Flow All 18 23 25 0 - 0 Stage 1 14 - - Stage 2 4 - - Follow-up Headway 3.518 3.318 2.218 Pot Capacity-1 Maneuver 1000 1054 1589 - Stage 1 1009 - - Stage 2 1019 - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 1000 1046 1577 - - Mov Capacity-2 Maneuver 1000 - - Stage 1 1009 - - - Stage 2 1019 - - - - Approach EB NB SB HCM Control Delay, s 8.7 0 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1577 - 1000 HCM Lane V/C Ratio - 0.019 HCM Control Delay (s) 0 - 8.7 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0.057 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 15: NW 3rd Avenue & NW 22nd Street A.M. Peak Hour Intersection Intersection Delay, s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 28 35 13 29 28 22 Conflicting Peds, #/hr 0 10 10 0 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 100 0 Veh in Median Storage, # 0 - 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 32 40 15 33 32 25 Major/Minor Maior1 Maior2 Minorl Conflicting Flow All 0 0 73 0 116 63 Stage 1 - - 53 Stage 2 - - - - 63 Follow-up Headway - - 2.218 3.518 3.318 Pot Capacity-1 Maneuver - - 1527 - 880 1002 Stage1 - - - 970 Stage 2 - - - 960 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver - - 1514 - 863 993 Mov Capacity-2 Maneuver - - - - 863 Stage1 - - - - 969 Stage 2 - - - 942 Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt EB 0 WB 23 NB 9 A NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes 863 993 - - 1514 - 0.037 0.025 0.01 9.3 8.7 - 7.402 0 A A A A 0.116 0.078 0.03 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 16: NW 2nd Avenue & NW 22nd Street A.M. Peak Hour Intersection Intersection Delay, s/veh 0.8 Movement _ EBL EBR NBL NBT SBT SBR Vol, veh/h 28 9 5 247 404 29 Conflicting Peds, #/hr 0 0 12 0 0 12 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 100 0 - Veh in Median Storage, if 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 10 5 263 430 31 Major/Minor Minor2 Majorl Maior2 Conflicting Flow All 718 457 461 0 0 Stage 1 445 - - Stage 2 273 - - Follow-up Headway 3.518 3.318 2.218 - Pot Capacity-1 Maneuver 396 604 1100 - Stage 1 646 - Stage 2 773 - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 394 598 1089 - Mov Capacity-2 Maneuver 394 - - Stage 1 646 - - - Stage 2 769 - - - Approach EB NB SB HCM Control Delay, s 14 0.2 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1089 394 598 HCM Lane V/C Ratio 0.005 - 0.076 0.016 HCM Control Delay (s) 8.322 0 14.9 11.1 HCM Lane LOS A A BB HCM 95th %tile Q(veh) 0.015 - 0.244 0.049 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn Timings Future Background 17: NW 3rd Avenue & NW 20th Street A.M. Peak Hour 4- Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations 4 O' Volume (vph) 27 543 133 466 44 24 129 3 31 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 2 2 4 4 4 8 8 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 24.4 24.4 24.4 24.4 24.4 Total Split (s) 45.6 45,6 45.6 45.6 44.4 44.4 44.4 44.4 44.4 Total Split (%) 50.7% 50.7% 50.7% 50.7% 49.3% 49.3% 49.3% 49.3% 49.3% 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 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None None Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Sulits and Phases: 17: NW 3rd Avenue & NW 20th Street AI- t' Qz (R; 4 o-; 45.6s 44.4s 4 -006 (R) 7 o 45.6 s [ 44.4 s K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background AM.syn HCM 2010 Signalized Intersection Summary 17: NW 3rd Avenue & NW 20th Street Future Background A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NH NBR SBL SBT SBR Lane Configurations 4 R i= 4 r' Volume (veh/h) 27 543 35 133 466 11 44 24 129 3 31 38 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 0.97 0.99 0.97 0.98 0.98 0.98 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 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 190.0 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Cap, veh/h 477 1542 100 460 1615 39 344 154 347 104 173 197 Arrive On Green 0.45 0.45 0.45 0.15 0.15 0.15 0.22 0:22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 879 3454 223 798 3618 88 830 688 1545 21 770 879 Grp Volume(v), veh/h 28 308 301 140 253 250 71 0 136 76 0 0 Grp Sat Flow(s),veh/h/In 879 1863 1814 798 1863 1844 1517 0 1545 1670 0 0 Q Serve(g_s), s 0.8 4.1 4.1 6.2 4.6 4.6 0.0 0 0 2.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.4 4.1 4.1 10.4 4.6 4.6 1.2 0 0 2.8 1.4 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.05 0.65 1.00 0.04 0.53 Lane Grp Cap(c), veh/h 477 831 810 460 831 823 498 0 347 474 0 0 V/C Ratio(X) 0.06 0.37 0.37 0.30 0.30 0.30 0.14 0.00 0.39 0.16 0.00 0.00 Avail Cap(c_a), veh/h 1009 1959 1908 943 1959 1939 1637 0 1560 1768 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0,00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.9 6.9 6.9 15.3 10.8 10.8 11.8 0.0 12.4 11.9 0.0 0.0 Incr Delay (d2), s/veh 0.2 1.3 1.3 1.7 0.9 0.9 0.0 0.0 0.3 0.1 0.0 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 0.2 1.7 1.6 1.5 2.0 2.0 0.5 0.0 1.0 0.5 0.0 0.0 Lane Grp Delay (d), s/veh 9.1 8.2 8.2 16.9 11.8 11.8 11.8 0.0 12.7 11.9 0.0 0.0 Lane Grp LOS A A A BBBB B B Approach Vol, veh/h 637 643 207 76 Approach Delay, s/veh 8.2 12.9 12.4 11.9 Approach LOS A B B B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 22.8 22.8 14.8 14.8 Change Period (Y+Rc), s 6.0 6.0 6.4 6.4 Max Green Setting (Gmax), s 39.6 39.6 38.0 38 0 Max Q Clear Time (g_c+I1), s 7.4 12.4 4.8 3.4 Green Ext Time (p_c), s 2.5 2.5 0.8 0.8 Intersection Summary HCM 2010 Ctrl Delay 10.9 HCM 2010 LOS f3 Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn Timings Future Background 18: NW 20th Street & NW 2nd Avenue A.M. Peak Hour Lane Group EBL EBT WBT SBL SBT 06 07 Lane Configurations ' fro t t Volume (vph) 149 532 388 156 8 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 6 7 Permitted Phases 5 3 Detector Phase 5 5 1 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 30.0 30.0 27.0 10.4 Total Split (s) 33.0 33.0 60.0 30.0 30.0 27.0 30.0 Total Split (%) 36.7% 36.7% 66 7% 33.3% 33.3% 30% 33% 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 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.4 6.4 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Splits and Phases: 18: NW 20th Street & NW 2nd Avenue #18 !0101) = z3 o 3 60 s #18 #19 ---► -11a5 (R) 33s E27s 30 s _ 1_ • #19 -11°7 .30 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn HCM Signalized Intersection Capacity Analysis Future Background 18: NW 20th Street & NW 2nd Avenue A.M. Peak Hour Movement Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases 5 Actuated Green, G (s) 27.0 Effective Green, g (s) 27.0 Actuated g/C Ratio 0.30 Clearance Time (s) 6.0 Lane Grp Cap (vph) 265 v/s Ratio Prot v/s Ratio Perm c0.18 v/c Ratio 0.59 Uniform Delay, d1 26.8 Progression Factor 1.02 Incremental Delay, d2 9.3 Delay (s) 36.7 Level of Service D Approach Delay (s) Approach LOS Intersection Summary EBL EBT 149 532 1900 1900 6.0 6.0 1.00 0.95 1.00 1.00 0.98 1.00 1.00 1.00 0.95 1.00 1734 3531 0.48 1.00 885 3531 0.95 0.95 157 560 0 1 157 566 18 Perm NA 5 27 0 270 0.30 6.0 1059 0.16 0.53 26.3 1.04 1.9 29.2 C 30.8 C EBR WBL 7 0 1900 1900 0 95 0.95 7 0 0 0 0 0 10 10 WBT 388 1900 6.0 0.95 0.99 1.00 0.98 1.00 3450 1.00 3450 0.95 408 12 453 NA 1 54.0 54.0 0.60 6.0 2070 c0.13 0.22 8.3 0.00 0.2 0.3 A 0.3 A t t " 4' WBR NBL NBT NBR SBL SBT SBR 54 0 0 0 156 8 255 1900 1900 1900 1900 1900 1900 1900 6.4 6.4 1.00 1.00 1.00 0.98 0.99 1.00 1.00 0.85 0.95 1.00 1759 1553 0.95 1.00 1759 1553 0.95 0.95 0.95 0.95 0.95 0.95 0.95 57 0 0 0 164 8 268 0 0 0 0 0 198 0 0 0 0 0 164 78 0 18 11 5 5 11 Perm NA 3 0.0 A 3 23.6 23.6 0.26 6.4 461 c0.09 0.36 27.0 1.00 2.1 29.2 23.6 23.6 0.26 6.4 407 0.05 0.19 25.8 1.00 1.1 26.8 C C 27.7 C HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 21.2 0.41 90.0 60.3% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 18.8 B K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn Timings Future Background 19: NW 1st Place & NW 20th Street A.M. Peak Hour 4- t Lane Group EBT WBT NBL NBT cj1 r33 07 Lane Configurations ° t 't'1r 111 +T Volume (vph) 696 416 27 6 Turn Type NA NA Perm NA Protected Phases 5 7 5 6 1 3 7 Permitted Phases 6 Detector Phase 5 7 5 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 27.0 30.0 10.4 Total Split (s) 33.0 27.0 27.0 60.0 30.0 30.0 Total Split (%) 36.7% 30.0% 30.0% 67% 33% 33% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.4 2.4 2.0 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.4 6.4 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBTL and 5:EBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Splits and Phases: 19: NW 1st Place & NW 20th Street #18 1 t01 (R) 60 s #18 #19 33s #18 i 03 130 s #19 -407 30 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn HCM Signalized Intersection Capacity Analysis Future Background 19: NW 1st Place & NW 20th Street A.M. Peak Hour Movement Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. j?Jilir) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated gIC Ratio Clearance Time (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 HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group EBL EBT 0 696 1900 1900 6.0 0.95 1.00 1.00 1.00 1.00 3539 1.00 3539 0.97 0.97 0 718 0 0 0 718 28 NA 57 57.0 50.6 0.56 1989 c0.20 0.36 10.8 0.05 0.5 1.0 A 1.0 A EBR WBL 0 0 1900 1900 0.97 0 97 0 0 0 0 0 0 15 15 4- WBT 416 1900 6.0 0,95 1.00 1.00 1.00 1.00 3526 1.00 3526 0.97 429 1 436 NA 5 27.0 27.0 0.30 6.0 1057 c0.12 0.41 25.2 1.00 1.2 26.3 C 26.3 C WBR NBL NB-i NBR SBL SBT SBR tto 8 27 6 22 0 0 0 1900 1900 1900 1900 1900 1900 1900 6.4 6.4 1.00 0.95 1.00 0.99 1.00 1.00 1.00 0.88 0.95 1.00 1767 3079 0.95 1.00 1767 3079 0.97 0.97 8 28 0 0 0 28 28 1 Perm NA 6 6 20.6 20.6 0.23 6.4 404 c0.02 0.07 27.2 1.00 0.3 27.5 C 20.6 20.6 0.23 6.4 704 0.00 0.02 26.9 1.00 0.0 26.9 C 27.2 C 0.97 0.97 0.97 0 97 0.97 6 23 0 0 0 18 0 0 0 0 11 0 0 0 0 3 3 1 0.0 A 11.3 0.30 90.0 46.2% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service B 18.8 A K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn Timings Future Background Optimized 20: N Miami Avenue & NW 20th Street A.M. Peak Hour -• 4- k t Lane Group EBL EBT EBR WBT WBR NBL NBT SBL SBT Lane Configurations 'i + re T r 41 414 Volume (vph) 89 323 208 338 181 3 200 190 1169 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 8 8 4 4 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) 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 Total Split (s) 26.0 26.0 26.0 26.0 26.0 34.0 34.0 34.0 34.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% 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 2.3 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 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 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 60 Actuated Cycle Length: 60 Offset: 48 (80%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street - 02 (R) 26s 25 s 11134s 1108 110r34s K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Background AM_opt.syn HCM 2010 Signalized Intersection Summary Future Background Optimized 20: N Miami Avenue & NW 20th Street A.M. Peak Hour Movement EBL EBT EBR WBL lNBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 I ei 1 r. 44 4T Volume (veh/h) 89 323 208 0 338 181 3 200 16 190 1169 90 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 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 1.00 1.00 1.00 Adj Sat Flow veh/h/In 186.3 186.3 186.3 0.0 186.3 186.3 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 0 2 0 0 2 0 Cap, veh/h 270 621 524 0 621 525 62 1362 107 252 1209 95 Arrive On Green 0.33 0.33 0.33 0.00 0.33 0.33 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 855 1863 1573 0 1863 1576 0 2949 233 382 2619 206 Grp Volume(v), veh/h 94 340 219 0 356 191 110 0 121 761 0 765 Grp Sat Flow(s),veh/h/In 855 1863 1573 0 1863 1576 1529 0 1653 1548 0 1658 Q Serve(g_s), s 6.1 8.9 6.5 0.0 9.5 5.5 0.0 0.0 2.5 25.2 0.0 27.7 Cycle Q Clear(g_c), s 15.6 8.9 6.5 0.0 9.5 5.5 27.7 0.0 2.5 27.7 0.0 27.7 Prop In Lane 1.00 1.00 0.00 1.00 0.03 0.14 0.26 0.12 Lane Grp Cap(c), veh/h 270 621 524 0 621 525 768 0 763 791 0 766 V/C Ratio(X) 0.35 0.55 0.42 0.00 0.57 0.36 0.14 0.00 0.16 0.96 0.00 1.00 Avail Cap(c_a), veh/h 270 621 524 0 621 525 768 0 763 791 0 766 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.9 16.3 15.5 0.0 16.5 15.2 9.4 0.0 9.4 17.3 0.0 16.1 Incr Delay (d2), s/veh 3.5 3.5 2.4 0.0 3.8 1.9 0.4 0.0 0.4 24.1 0.0 32.4 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 Back of Q (50%), veh/In 1.5 4.4 2.7 0.0 4.6 2.2 0.9 0.0 1.0 16.1 0.0 17.1 Lane Grp Delay (d), s/veh 26.4 19.8 17.9 0.0 20.3 17.1 9.8 0.0 9.8 41.4 0.0 48.5 Lane Grp LOS C B B C B A A D D Approach Vol, veh/h 653 547 231 1526 Approach Delay, s/veh 20.1 19.2 9.8 45.0 Approach LOS C B A D Timer Assigned Phs 2 6 8 4 Phs Duration (G+Y+Rc), s 26.0 26.0 34.0 34.0 Change Period (Y+Rc), s 6.0 6.0 6.3 6.3 Max Green Setting (Gmax), s 20.0 20.0 27.7 27.7 Max Q Clear Time (g_c+I1), s 17.6 11.5 29.7 29.7 Green Ext Time (p_c), s 0.7 1.4 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 32.0 HCM 2010 LOS C Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICaics\Synchro\Future Background AM_opt.syn Timings Future Background 20: N Miami Avenue & NW 20th Street A.M. Peak Hour 4\ Lane Grout _ EBL EBT EBR WBT WBR NBL NBT SBL SBT Lane Configurations t ir 1 if 4.4 4.4 Volume (vph) 89 323 208 338 181 3 200 190 1169 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 8 8 4 4 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) 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 Total Split (s) 34.0 34.0 34.0 34.0 34.0 26.0 26.0 26.0 26.0 Total Split (%) 56.7% 56 7% 56.7% 56.7% 56.7% 43.3% 43.3% 43.3% 43.3% 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 2.3 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 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 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 60 Actuated Cycle Length: 60 Offset: 48 (80%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street 34s 2s .4- 06 (R} } 1 08 34 s. 1 is s K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn HCM 2010 Signalized Intersection Summary Future Background 20: N Miami Avenue & NW 20th Street A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NEST NBR SBL SBT SBR Lane Configurations 45 t r + rf 4T 4$) Volume (veh/h) 89 323 208 0 338 181 3 200 16 190 1169 90 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 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 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 186.3 186.3 186.3 0.0 186.3 186.3 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 0 2 0 0 2 0 Cap, veh/h 411 869 736 0 869 737 62 957 76 197 809 64 Arrive On Green 0.47 0.47 0.47 0.00 0.47 0.47 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow. veh/h 855 1863 1576 0 1863 1578 0 2914 230 368 2465 196 Grp Volume(v), veh/h 94 340 219 0 356 191 109 0 122 722 0 804 Grp Sat Flow(s),veh/h/In 855 1863 1576 0 1863 1578 1491 0 1653 1369 0 1660 Q Serve(g_s), s 4.9 7.1 5.2 0.0 7.6 4.4 0.0 0.0 3.2 16.5 0.0 19.7 Cycle Q Clear(g_c), s 12.4 7.1 5.2 0.0 7.6 4.4 19.7 0.0 3.2 19.7 0.0 19.7 Prop In Lane 1.00 1.00 0.00 1.00 0.03 0.14 0.28 0.12 Lane Grp Cap(c), veh/h 411 869 736 0 869 737 551 0 543 526 0 545 V/C Ratio(X) 0.23 0.39 0.30 0.00 0.41 0.26 0.20 0.00 0.22 1.37 0.00 1.48 Avail Cap(c_a), veh/h 411 869 736 0 869 737 551 0 543 526 0 545 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.7 10.4 9.9 0.0 10.5 9.7 14.5 0.0 14.6 22.7 0.0 20.2 lncr Delay (d2), s/veh 1.3 1.3 1.0 0.0 1.4 0.9 0.8 0.0 1.0 179.3 0.0 223.7 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 Back of Q (50%), veh/In 1.1 3.2 2.0 0.0 3.3 1.7 1.2 0.0 1.4 33.8 0.0 41.4 Lane Grp Delay (d), s/veh 15.9 11.8 10.9 0.0 12.0 10.6 15.3 0.0 15.6 201.9 0.0 243.9 Lane Grp LOS B B B B B B B F F Approach Vol, veh/h 653 547 231 1526 Approach Delay, s/veh 12.1 11.5 15.4 224.0 Approach LOS B B B F Timer Assigned Phs 2 6 8 4 Phs Duration (G+Y+Rc), s 34.0 34.0 26.0 26.0 Change Period (Y+Rc), s 6.0 6.0 6.3 6.3 Max Green Setting (Gmax), s 28.0 28.0 19.7 19.7 Max Q Clear Time (g_c+I1), s 14.4 9.6 21.7 21.7 Green Ext Time (p_c), s 1.6 1.7 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 121.6 HCM 2010 LOS F Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background AM.syn HCM 2010 TWSC Future Background 39: NW 5th Place & NW 20th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 63 604 39 8 411 10 23 6 9 6 13 48 Conflicting Peds, #/hr 2 0 6 6 0 2 5 0 1 1 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - - None - None Storage Length 65 - 65 Veh in Median Storage, # - 0 0 - - 0 - 0 Grade, % - 0 0 - 0 0 Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 67 643 41 9 437 11 24 6 10 6 14 51 Major/Minor Malorl Major2 _ Minorl Minor2 Conflicting Flow All 453 0 0 689 0 0 1050 1272 353 929 1288 235 Stage 1 - - - - 802 802 - 465 465 - Stage 2 - - - - 248 470 - 464 823 Follow-up Headway 2.22 - 2.22 - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 1104 901 - - 181 166 643 222 163 767 Stage 1 - - - - - 344 395 547 561 Stage 2 - - - - - 734 558 548 386 Time blocked -Platoon, % - - - - Mov Capacity-1 Maneuver 1098 - - 896 - - 152 153 637 201 150 760 Mov Capacity-2 Maneuver - - - - - 251 259 319 260 Stage1 - - - - - 322 369 - 511 553 Stage 2 - - - - - - 658 550 - 496 361 Approach EB WB NB SB HCM Control Delay, s 0.8 0.2 19.1 13.2 HCM LOS C B Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 295 1098 - 896 - 508 HCM Lane V/C Ratio 0.137 0.061 - - 0.009 - - 0.14 HCM Control Delay (s) 19.1 8.492 - - 9.056 - - 13.2 HCM Lane LOS C A A B HCM 95th %tile Q(veh) 0.469 0.195 - - 0.029 - 0.485 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 40: NW 6th Avenue & NW 29th Street A.M. Peak Hour Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT EBR WBL _WBT WBR _NBL NBT NBR SBL SBT SBR Vol, veh/h 27 498 57 9 303 6 15 15 7 1 16 9 Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length 0 - - Veh in Median Storage, # 0 0 - 0 - - 0 - Grade, % - 0 0 0 - 0 Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 593 68 11 361 7 18 18 8 1 19 11 Major/Minor Majorl Maior2 Minorl Minor2 Conflicting Flow All 369 0 0 662 0 0 904 1082 333 758 1113 187 Stage 1 - - - 692 692 387 387 Stage 2 - - - - 212 390 - 371 726 Follow-up Headway 2.22 - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 1186 - - 922 - - 232 216 663 296 207 823 Stage 1 - •- - 400 443 608 608 Stage 2 - - - - 770 606 622 428 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 1184 - 920 - - 202 203 661 260 195 821 Mov Capacity-2 Maneuver - 202 203 - 260 195 Stage 1 - - - - - 382 424 - 581 598 Stage 2 - - - - - 724 596 - 562 409 Approach HCM Control Delay, s HCM LOS EB WB NB SB 0.5 0.3 22.3 20.2 C C Minor Lane / Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 202 247 1184 - 920 - 268 HCM Lane V/C Ratio 0.059 0.13 0.027 - 0.012 - 0.115 HCM Control Delay (s) 23.9 21.7 8.125 0.2 - 8.959 0.1 20.2 HCM Lane LOS CC A A A A C HCM 95th %tile Q(veh) 0.186 0.442 0.084 - 0.035 0.387 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background AM.syn HCM 2010 TWSC Future Background 41: NW 5th Place & NW 21 st Terrace A.M. Peak Hour Intersection Intersection Delay, s/veh 6.3 Movement EBT EBR WBT NBL NBR Vol, veh/h 3 33 19 1 57 21 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 0 Grade, % 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 36 21 1 62 23 Major/Minor Majorl Maior2 Minorl Conflicting Flow All 0 0 39 0 63 21 Stage 1 - - - 21 Stage 2 - - - - 42 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - 1571 - 943 1056 Stage1 - - - - 1002 Stage 2 - - - - 980 Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver - - 1571 - 931 1056 Mov Capacity-2 Maneuver - 931 Stage 1 - 1002 Stage 2 - 967 Approach EB WB NB HCM Control Delay, s HCM LOS 0 7 9.1 A Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 962 1571 - HCM Lane V/C Ratio 0.088 - - 0.013 HCM Control Delay (s) 9.1 - - 7.322 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.289 - - 0.04 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background AM.syn PM Peak Hour Timings Future Background 1: NW 5th Avenue & NW 29th Street P.M. Peak Hour fl 4\ t l Lane Group EBL EBT WBL WBT NBU NBL NBT SBL SBT Lane Configurations 410 41 44 4i Volume (vph) 109 370 42 525 16 105 213 26 54 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 2 2 4 4 4 8 8 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) 33.7 33.7 33.7 33.7 20.5 20.5 20.5 26.1 26.1 Total Split (s) 40.9 40.9 40.9 40.9 34.1 34.1 34.1 34.1 34.1 Total Split (%) 54.5% 54.5% 54.5% 54.5% 45.5% 45.5% 45.5% 45.5% 45.5% 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) 0.7 0.7 0.7 0.7 0.1 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 4.7 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min None None None None None Intersection Summan Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NW 5th Avenue & NW 29th Street 02 (R) m 40.9s 1 ®34.1s 40.9 s 1 ®34 1 s K:1FTL_TPTO1043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 1: NW 5th Avenue & NW 29th Street P.M. Peak Hour f i( ■--- Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations , 413, 4 4114 Volume (veh/h) 109 370 56 42 525 73 16 105 213 67 26 54 Number 1 6 16 5 2 12 7 4 14 3 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 Adj Sat Flow veh/h/In 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 Lanes 0 2 0 0 2 0 0 2 0 0 2 Cap, veh/h 309 860 129 171 1310 177 332 532 167 227 373 Arrive On Green 0.45 0.45 0.45 0.15 0.15 0.15 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 317 1890 285 106 2881 389 604 1905 599 299 1336 Grp Volume(v), veh/h 237 0 364 377 0 342 234 0 198 90 0 Grp Sat Flow(s),veh/h/In 848 0 1644 1752 0 1625 1525 0 1583 1635 0 Q Serve(g_s), s 2.8 0.0 5.1 0.0 0.0 6.4 2.4 0.0 3.4 0.0 0.0 Cycle Q Clear(g_c), s 9.1 0.0 5.1 6.1 0.0 6.4 4.1 0.0 3.4 1.2 0.0 Prop In Lane 0.51 0.17 0.12 0.24 0.51 0.38 0.32 Lane Grp Cap(c), veh/h 550 0 747 919 0 739 590 0 443 601 0 V/C Ratio(X) 0.43 0.00 0.49 0.41 0.00 0.46 0.40 0.00 0.45 0.15 0.00 Avail Cap(c_a), veh/h 1232 0 1797 1971 0 1776 1510 0 1434 1537 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.90 0.00 0.90 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 7.0 0.0 6.3 10.3 0.0 10.4 10.0 0.0 9.8 9.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.2 1.2 0.0 1.9 0.3 0.0 0.5 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 0.0 0.0 %ile Back of Q (50%), veh/In 1.3 0.0 1.6 3.1 0.0 2.9 1.3 0.0 1.1 0.4 0.0 Lane Grp Delay (d), s/veh 7.2 0.0 6.5 11.5 0.0 12.3 10.3 0.0 10.4 9.1 0.0 Lane Grp LOS A A B B B B A Approach Vol, veh/h 601 719 432 186 Approach Delay, s/veh 6.8 11.9 10.3 9.3 Approach LOS A B B A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 19.8 19.8 13.4 13.4 Change Period (Y+Rc), s 4.7 4.7 4.1 4.1 Max Green Setting (Gmax), s 36.2 36.2 30.0 30.0 Max Q Clear Time (g_c+I1), s 11.1 8.4 6.1 3.7 Green Ext Time (p_c), s 3.1 3.1 3.2 3.2 Intersection Summary HCM 2010 Ctrl Delay 9.7 HCM 2010 LOS A Notes K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 1: NW 5th Avenue & NW 29th Street P.M. Peak Hour Movement 4, SBR Laonfigurations Volume (veh/h) 85 Number 18 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus Adj 1.00 Adj Sat Flow veh/h/In 190.0 Lanes 0 Cap, veh/h 399 Arrive On Green 0.28 Sat Flow, veh/h 1428 Grp Volume(v), veh/h 96 Grp Sat Flow(s),veh/h/In 1428 Q Serve(g_s), s 1.7 Cycle Q Clear(g_c), s 1.7 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 399 V/C Ratio(X) 0.24 Avail Cap(c_a), veh/h 1294 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 9.2 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile Back of Q (50%), veh/In 0.5 Lane Grp Delay (d), s/veh 9.4 Lane Grp LOS A Approach Vol, veh/h Approach Delay, slveh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background PM.syn Timings Future Background 2: NW 2nd Avenue & NW 29th Street P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations '1, T ►i t Volume (vph) 91 354 104 465 64 464 24 185 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 d Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.1 33.1 33.1 33.1 24.2 24.2 24.2 24.2 Total Split (s) 46.0 46.0 46.0 46.0 29.0 29.0 29.0 29.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38 7% 38.7% 38.7% 38.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.1 4.1 4.2 4.2 4.2 4.2 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 40 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 2: NW 2nd Avenue & NW 29th Street - 02 (R) 416 s 4 6(R) 46 s 29s K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 2: NW 2nd Avenue & NW 29th Street P.M. Peak Hour �-- 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +its 41 i Ts i I Volume (veh/h) 91 354 51 104 465 68 64 464 72 24 185 52 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 0.99 1.00 0.99 0.99 0.98 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 0 2 0 0 2 0 1 1 0 1 1 0 Cap,veh/h 232 738 106 229 841 119 556 676 105 330 599 169 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 287 2013 289 301 2293 326 1118 1571 243 848 1392 393 Grp Volume(v), veh/h 211 0 301 304 0 352 66 0 552 25 0 245 Grp Sat Flow(s),veh/h/In 947 0 1642 1284 0 1635 1118 0 1815 848 0 1785 Q Serve(g_s), s 2.4 0.0 5.8 3.0 0.0 7.1 1.7 0 0 10.2 1.0 0.0 3.7 Cycle Q Clear(g_c), s 9.5 0.0 5.8 8.8 0.0 7.1 5.4 0 0 10.2 11.2 0.0 3.7 Prop In Lane 0.45 0.18 0.35 0.20 1.00 0.13 1.00 0.22 Lane Grp Cap(c), veh/h 475 0 602 590 0 600 556 0 781 330 0 768 V/C Ratio(X) 0.44 0.00 0.50 0.52 0.00 0.59 0.12 0.00 0.71 0.08 0.00 0.32 Avail Cap(c_a), veh/h 1276 0 1681 1511 0 1674 752 0 1100 479 0 1082 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.00 0.94 0.32 0.00 0.32 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.5 0.0 10.0 10.6 0.0 10.4 9.5 0.0 9.5 14.1 0.0 7.7 Incr Delay (d2), s/veh 2.8 0.0 2.8 1.0 0.0 1.4 0.1 0.0 0.9 0.1 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 1.6 0.0 2.4 2.0 0.0 2.6 0.4 0.0 3.9 0.2 0.0 1.3 Lane Grp Delay (d), s/veh 13.3 0.0 12.8 11.6 0.0 11.8 9.5 0.0 10.4 14.2 0.0 7.9 Lane Grp LOS B B B B A B B A Approach Vol, veh/h 512 656 618 270 Approach Delay, s/veh 13.0 11.7 10.3 8.5 Approach LOS B B B A Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 19.1 19.1 21.8 21.8 Change Period (Y+Rc), s 4.1 4.1 4.2 4.2 Max Green Setting (Gmax), s 41.9 41.9 24.8 24.8 Max Q Clear Time (g_c+I1), s 11.5 10.8 12.2 13.2 Green Ext Time (p_c), s 2.7 2.7 3.8 3.6 Intersection Summary HCM 2010 Ctrl Delay 11.2 HCM 2010 LOS B Notes K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 3: N Miami Avenue & NW 29th Street/NE 29th Street P.M. Peak Hour -► ir '- t Lane Group EBL EBT WBL WMT NBT SBT Lane Configurations 41, t Volume (vph) 110 316 79 396 1312 607 Turn Type Perm NA Perm NA NA NA Protected Phases 4 8 6 2 Permitted Phases 4 8 Detector Phase 4 4 8 8 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 54.0 54.0 54.0 54.0 96.0 96.0 Total Split (%) 36.0% 36.0% 36 0% 36.0% 64.0% 64.0% 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 Optimize? Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 88 (59%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 3: N Miami Avenue & NW 29th Street/NE 29th Street L .I 96 s T4q (.R) -'04 54s 08 96s _ FT 54s !r K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 3: N Miami Avenue & NW 29th Street/NE 29th Street P.M. Peak Hour f _ 1 k. 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4T4 4 tt +1+ Volume (veh/h) 110 316 52 79 396 151 0 1312 114 0 607 177 Number 7 4 14 3 8 18 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 0.99 0.99 1.00 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 0.0 186.3 190.0 0.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap, veh/h 225 608 102 169 768 285 0 1591 137 0 1304 381 Arrive On Green 0.74 0.74 0.74 0.37 0.37 0.37 0.00 0.47 0.47 0.00 0.47 0.47 Sat Flow, veh/h 395 1633 _ 273 297 2062 764 0 3380 292 0 2770 809 Grp Volume(v), veh/h 168 0 319 327 0 312 0 736 719 0 416 384 Grp Sat Flow(s),veh/h/In 659 0 1642 1575 0 1548 0 1863 1809 0 1863 1716 Q Serve(g_s), s 7.9 0 0 6.2 5.8 0 0 12.1 0.0 26.4 26.7 0.0 11.6 11.7 Cycle Q Clear(g_c), s 20.0 0 0 6.2 12.0 0 0 12.1 0.0 26.4 26.7 0.0 11.6 11.7 Prop In Lane 0.67 0.17 0.25 0.49 0.00 0.16 0.00 0.47 Lane Grp Cap(c), veh/h 324 0 612 645 0 576 0 877 852 0 877 808 V/C Ratio(X) 0.52 0.00 0.52 0.51 0.00 0.54 0.00 0.84 0.84 0.00 0.47 0.48 Avail Cap(c_a), veh/h 587 0 1031 1036 0 971 0 2192 2129 0 2192 2020 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.00 0.94 1.00 0.00 1.00 0.00 0.72 0.72 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.1 0.0 6.9 18.6 0.0 18.9 0.0 17.7 17.8 0.0 13.8 13.8 Incr Delay (d2), s/veh 0.9 0.0 0.5 0.5 0.0 0.6 0.0 7.0 7.5 0.0 1.8 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 Back of Q (50%), veh/In 1.9 0.0 1.7 4.9 0.0 4.6 0.0 13.1 13.0 0.0 5.4 5.0 Lane Grp Delay (d), s/veh 12.0 0.0 7.4 19.1 0.0 19.5 0.0 24.7 25.3 0.0 15.6 15.8 Lane Grp LOS B A B B C C B B Approach Vol, veh/h 487 639 1455 800 Approach Delay, s/veh 9.0 19.3 25.0 15.7 Approach LOS A B C B Timer Assigned Phs 4 Phs Duration (G+Y+Rc), s 34.5 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 48.0 Max Q Clear Time (g_c+11), s 22.0 Green Ext Time (p_c), s 6.5 Intersection Summary 8 6 34.5 42.0 6.0 6.0 48.0 90.0 14.1 28.7 6.8 7.3 2 42.0 6.0 90.0 13.7 7.3 HCM 2010 Ctrl Delay 19.4 HCM 2010 LOS B Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 4: NW 5th Avenue & NW 25th Street P.M. Peak Hour Intersection Intersection Delay, s/veh 6.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 62 73 161 0 0 141 Conflicting Peds, #/hr 11 3 0 10 10 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 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 72 85 187 0 0 164 Major/Minor Minorl Majorl Major2 Conflicting Flow All 304 115 0 0 198 0 Stage 1 203 Stage 2 101 - - - Follow-up Headway 3.52 3.32 - 2.22 - Pot Capacity-1 Maneuver 664 916 - - 1372 - Stage 1 811 - - Stage 2 912 - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 652 900 - - 1361 - Mov Capacity-2 Maneuver 652 Stage 1 804 - - Stage 2 904 - - - Approach _ WB _ NB SB HCM Control Delay, s 10.9 0 9.1 HCM LOS B Minor Lane / Major Mvmt NBU NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) - 766 886 1361 - HCM Lane V/C Ratio - - 0.205 0 01 HCM Control Delay (s) - - - 10.9 9.1 9.1 HCM Lane LOS B A A HCM 95th %tile Q(veh) - - 0.766 0.032 0 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 5: NW 2nd Avenue & NW 25th Street P.M. Peak Hour Intersection Intersection Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 26 22 34 27 615 31 28 335 38 Conflicting Peds, #/hr 38 0 18 18 0 38 149 0 48 48 0 149 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 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 0 0 0 28 24 37 29 661 33 30 360 41 jor/Minor Minor1 Maiorl Malor2 Conflicting Flow All 1215 1235 865 401 0 0 733 0 0 Stage 1 774 774 - - - - - - Stage 2 441 461 - - - - - Follow-up Headway 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 200 176 353 1158 - - 872 - - Stage1 455 408 - - - Stage 2 648 565 - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 153 # 0 299 1014 - 764 Mov Capacity-2 Maneuver 153 # 0 - - - Stage 1 420 # 0 - - - - - - Stage 2 539 # 0 - - - - - Approach HCM Control Delay, s HCM LOS WB NB SB 33.6 0.3 0.7 D Minor Lane / Major Mvmt NBL NBT NBR WBLn1 SBL SBT SBR Capacity (veh/h) 1014 - - 212 764 HCM Lane V/C Ratio 0.029 - - 0.416 0.039 HCM Control Delay (s) 8.655 0 - 33.6 9.905 0 HCM Lane LOS A A D A A HCM 95th %tile Q(veh) 0.088 - 1.902 0.123 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 6: NW 6th Avenue & NW 24th Street P.M. Peak Hour Intersection intersection Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 25 17 138 13 10 84 Conflicting Peds, #/hr 0 1 0 5 5 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 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 21 168 16 12 102 Major/Minor Minorl Majorl _ Major2 Conflicting Flow All 304 182 0 0 185 0 Stage 1 177 - Stage 2 127 - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 688 861 - - 1390 - Stage1 854 - - - Stage 2 899 - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 678 857 - 1384 Mov Capacity-2 Maneuver 678 - - - Stage1 853 - - Stage 2 887 - - - - Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB 10.2 B NB 0 NBT NBR WBLn1 SBL SBT 741 1384 0.069 0.009 10.2 7.624 0 B A A 0.222 0.027 SB 0.8 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 7: NW 5th Avenue & NW 24th Street P.M. Peak Hour Intersection Intersection Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 24 6 6 0 0 0 7 90 35 27 55 27 Conflicting Peds, #/hr 15 0 6 6 0 15 8 0 4 4 0 8 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 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 7 7 0 0 0 8 108 42 33 66 33 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 291 387 72 114 0 0 151 0 0 Stage 1 220 220 - - - - - - Stage 2 71 167 - - - - - Follow-up Headway 3.52 4.02 3.32 2.22 - 2.22 Pot Capacity-1 Maneuver 676 546 975 1473 - 1428 Stage 1 795 720 - - - - Stage 2 943 759 - - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 655 # 0 956 1463 1418 - - Mov Capacity-2 Maneuver 655 # 0 - - Stage 1 785 # 0 - - - Stage 2 926 # 0 - - - Approach HCM Control Delay, s HCM LOS EB 10.5 B NB 04 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 SBU SBL SBT SBR Capacity (veh/h) 1463 - - 699 - 1418 HCM Lane V/C Ratio 0.006 - 0.062 - 0.023 HCM Control Delay (s) 7.475 0 - 10.5 - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.017 0.198 - 0.07 Notes SB 0 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 8: NW 2nd Avenue & NW 24th Street P.M. Peak Hour Intersection Intersection Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 39 76 0 644 359 0 Conflicting Peds, #/hr 1 2 126 0 0 126 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 42 83 0 700 390 0 Maior/Minor _ Minor2 Majorl Major2 Conflicting Flow All 1092 519 392 0 0 Stage 1 392 - - - Stage 2 700 - Follow-up Headway 3.518 3.318 2.218 - - Pot Capacity-1 Maneuver 237 557 1167 - Stage 1 683 - Stage 2 493 Time blocked -Platoon, % Mov Capacity-1 Maneuver 236 498 1044 - - Mov Capacity-2 Maneuver 236 - - Stage1 682 - - Stage 2 492 - - - Approach EB _ NB _ SB HCM Control Delay, s 20.1 0 0 HCM LOS C Minor Lane / Major Mvmt NBU NBL NBT EBLn1 SBT SBR Capacity (veh/h) - 1044 362 HCM Lane V/C Ratio - 0.345 HCM Control Delay (s) 20.1 HCM Lane LOS C HCM 95th %tile Q(veh) 0 - 1.506 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 9: NW 6th Avenue & NW 23rd Street P.M. Peak Hour Intersection Intersection Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 39 9 159 8 3 103 Conflicting Peds, #/hr 0 0 0 1 1 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 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 45 10 185 9 3 120 Major/Minor Minorl Majorl Major2 Conflicting Flow All 317 191 0 0 194 0 Stage 1 190 - - - - Stage 2 127 - - - - - Follow-up Headway 3.518 3.318 - 2.218 Pot Capacity-1 Maneuver 676 851 - - 1379 - Stage 1 842 - - - Stage 2 899 - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 674 850 - - 1378 - Mov Capacity-2 Maneuver 674 - - - - Stage1 842 - - - - Stage 2 896 - - - - Approach WB NB SB HCM Control Delay, s 10.6 0 0.2 HCM LOS B Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes NBT NBR WBLn1 SBL SBT 701 1378 0.08 0.003 10.6 7.619 0 B A A 0.259 0.008 Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 10: NW 5th Avenue & NW 23rd Street (South) P.M. Peak Hour Intersection Intersection Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 26 2 0 15 14 42 Conflicting Peds, #/hr 0 0 7 0 0 7 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 - 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 73 73 73 73 73 73 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 36 3 0 21 19 58 Major/Minor Minor2 Majorl Maior2 Conflicting Flow All 29 26 19 0 - 0 Stage 1 19 - Stage 2 10 - - Follow-up Headway 3.519 3.319 2.218 - - - Pot Capacity-1 Maneuver 984 1049 1597 - - Stage 1 1003 - - Stage 2 1012 - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 984 1043 1588 - Mov Capacity-2 Maneuver 984 - - Stage 1 1003 - - - - Stage 2 1012 - - Approach HCM Control Delay, s HCM LOS EB 8.8 A NB 0 Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1588 - 988 HCM Lane V/C Ratio - - 0.039 HCM Control Delay (s) 0 - 8.8 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 . 0.121 Notes SB 0 : Volume Exceeds Capacity; $ Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 11: NW 5th Avenue & NW 23rd Street (North) P.M. Peak Hour Intersection Intersection Delay, s/veh 7.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 11 91 34 0 0 48 Conflicting Peds, #/hr 3 13 0 9 9 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 78 78 78 78 78 78 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 14 117 44 0 0 62 Major/Minor Minorl Malor1 Maior2 Conflicting Flow All 109 44 0 0 57 0 Stage 1 59 Stage 2 50 Follow-up Headway 3.52 3.32 - 2.22 Pot Capacity-1 Maneuver 877 1017 - - 1546 Stage 1 956 Stage 2 966 Time blocked -Platoon, % Mov Capacity-1 Maneuver 861 998 - - 1534 Mov Capacity-2 Maneuver 861 - - Stage 1 946 - - - Stage 2 959 - - - Approach HCM Control Delay, s HCM LOS WB 9.2 A NB 0 SB 8.5 Minor Lane / Major Mvmt NBU NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) - - 981 1031 1534 HCM Lane V/C Ratio - - 0.133 0.009 - HCM Control Delay (s) - - 9.2 8.5 8.5 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.459 0.029 0 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP1Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 13: NW 6th Avenue & NW 22nd Street P.M. Peak Hour Intersection Intersection Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 13 2 164 10 0 131 Conflicting Peds, #/hr 0 0 0 1 1 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 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 2 193 12 0 154 Ma'or/Minor Minorl _ Majorl Major2 Conflicting Flow All 353 200 0 0 205 0 Stage 1 199 - Stage 2 154 Follow-up Headway 3.518 3.318 - 2.218 - Pot Capacity-1 Maneuver 645 841 1366 - Stage 1 835 - - Stage 2 874 - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 644 840 1365 Mov Capacity-2 Maneuver 644 - - Stage 1 835 - - Stage 2 873 - - Approach WB NB SB HCM Control Delay, s 10.6 0 0 HCM LOS B Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes 665 1365 0.027 10.6 0 B A 0.082 0 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 14: NW 5th Avenue & NW 22nd Street P.M. Peak Hour Intersection Intersection Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 11 0 0 0 0 16 Conflicting Peds, #/hr 0 0 19 0 0 19 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 75 75 75 75 75 75 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 0 0 0 0 21 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 11 30 21 0 - 0 Stage 1 11 - - - Stage 2 0 - - - - - Follow-up Headway 3.518 3.318 2.218 - - Pot Capacity-1 Maneuver 1009 1044 1595 - Stage 1 1012 - - - - - Stage 2 - - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 1009 1027 1570 - - - Mov Capacity-2 Maneuver 1009 - - - - Stage 1 1012 - - - - Stage 2 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 0 0 HCM LOS A Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1570 - 1009 HCM Lane V/C Ratio - 0.015 HCM Control Delay (s) 0 - 8.6 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 - 0.044 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC 15: NW 3rd Avenue & NW 22nd Street Future Background P.M. Peak Hour Intersection Intersection Delay, s/veh 6.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 13 18 26 16 38 59 Conflicting Peds, #/hr 0 6 6 0 9 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 100 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 15 21 31 19 45 70 Major/Minor Majorl Major2 _ Minorl Conflicting Flow All 0 0 46 0 116 41 Stage 1 35 Stage 2 81 Follow-up Headway 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver 1562 - 880 1030 Stage 1 - - 987 Stage 2 - 942 Time blocked -Platoon, % - Mov Capacity-1 Maneuver - 1554 - 852 1017 Mov Capacity-2 Maneuver - 852 Stage 1 - 980 Stage 2 919 Approach _ EB WB NB HCM Control Delay, s 0 4.6 9.1 HCM LOS A Minor Lane / Major Mvmt _ NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 852 1017 1554 - HCM Lane V/C Ratio 0.053 0.069 - 0.02 - HCM Control Delay (s) 9.5 8.8 - - 7.364 0 HCM Lane LOS A A A A HCM 95th %tile Q(veh) 0.168 0.222 - - 0.061 - Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 16: NW 2nd Avenue & NW 22nd Street P.M. Peak Hour Intersection Intersection Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 58 7 6 421 251 33 Conflicting Peds, #/hr 3 0 24 0 0 24 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 100 0 - Veh in Median Storage, # 0 - 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 66 8 7 478 285 38 Major/Minor Minor2 Maiorl Major2 Conflicting Flow All 799 331 326 0 - 0 Stage 1 307 - - - - Stage 2 492 - - - - - Follow-up Headway 3.518 3.318 2.218 - - Pot Capacity-1 Maneuver 355 711 1234 - - Stage 1 746 - - - - - Stage 2 615 - - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 350 695 1209 - - Mov Capacity-2 Maneuver 350 - - - Stage 1 744 - - - - Stage 2 609 - - - - - Aooroach EB NB SB HCM Control Delay, s 16.9 0.1 0 HCM LOS C Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1209 - 350 695 HCM Lane V/C Ratio 0.006 - 0.188 0.011 HCM Control Delay (s) 7.995 0 17.7 10.2 HCM Lane LOS A A CB HCM 95th %tile Q(veh) 0.017 - 0.683 0.035 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn Timings Future Background 17: NW 3rd Avenue & NW 20th Street P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations 9 ti yt1;. 4 r Volume (vph) 52 475 97 560 153 63 214 5 18 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 2 2 4 4 4 8 8 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 24.4 24.4 24.4 24.4 24.4 Total Split (s) 45.6 45.6 45.6 45.6 44.4 44.4 44.4 44.4 44.4 Total Split (%) 50.7% 50.7% 50.7% 50.7% 49 3% 49.3% 49.3% 49.3% 49.3% 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 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None None Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 17: NW 3rd Avenue & NW 20th Str 4- 45.6s L--.- I LA r 406 i 45.6s .44.4s 17 K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 17: NW 3rd Avenue & NW 20th Street P.M. Peak Hour - ■--- t , i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 114 111 It 41' r 4 Volume (veh/h) 52 475 30 97 560 23 153 63 214 5 18 30 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) 0.98 0.94 0.98 0.94 0.98 0.98 0.99 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 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 190.0 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Cap,veh/h 378 1504 93 443 1543 62 410 130 408 110 177 240 Arrive On Green 0.44 0,44 0.44 0.14 0.14 0.14 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 750 3457 215 812 3547 143 993 495 1556 52 675 915 Grp Volume(v), veh/h 60 294 286 111 338 332 248 0 246 61 0 0 Grp Sat Flow(s),veh/h/In 750 1863 1809 812 1863 1827 1488 0 1556 1642 0 0 Q Serve(g_s), s 2.6 4.3 4.3 5.2 6.8 6.8 4.7 0.0 5.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.4 4.3 4.3 9.6 6.8 6.8 5.9 0.0 5.7 1.1 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.08 0.71 1.00 0.10 0.56 Lane Grp Cap(c), veh/h 378 811 787 443 811 795 540 0 408 527 0 0 V/C Ratio(X) 0.16 0.36 0.36 0.25 0.42 0.42 0.46 0.00 0.60 0.12 0.00 0.00 Avail Cap(c_a), veh/h 777 1802 1750 875 1802 1767 1503 0 1445 1573 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.9 7.8 7.8 16.0 12.8 12.8 13.2 0.0 13.2 11.6 0.0 0.0 Incr Delay (d2), s/veh 0.9 1.3 1.3 1.3 1.5 1.5 0.2 0.0 0.5 0.0 0.0 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 0.5 1.9 1.9 1.3 3.6 3.5 2.0 0.0 2.0 0.4 0.0 0.0 Lane Grp Delay (d), s/veh 12.8 9.0 9.1 17.3 14.3 14.3 13.4 0.0 13.8 11.6 0.0 0.0 Lane Grp LOS B A A B B B B B B Approach Vol, veh/h 640 781 494 61 Approach Delay, s/veh 9.4 14.7 13.6 11.6 Approach LOS A B B B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 23.8 23.8 17.1 17.1 Change Period (Y+Rc), s 6.0 6.0 6.4 6.4 Max Green Setting (Gmax), s 39.6 39.6 38.0 38.0 Max Q Clear Time (g_c+I1), s 11.4 11.6 7.9 3.1 Green Ext Time (p_c), s 2.9 2.9 1.7 1.7 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS ;3 Notes K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn Timings Future Background 18: NW 20th Street & NW 2nd Avenue P.M. Peak Hour Lane Group EBL EBT WBT Sf3L SBT 06 07 Lane Configurations +. , j:, t Volume (vph) 179 480 525 114 2 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 6 7 Permitted Phases 5 3 Detector Phase 5 5 1 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 30.0 30.0 27.0 10.4 Total Split (s) 33.0 33.0 60.0 30.0 30.0 27.0 30.0 Total Split (%) 36.7% 36.7% 66.7% 33.3% 33 3% 30% 33% 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 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.4 6.4 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 95 Control Type: Pretimed Splits and Phases: 18: NW 20th Street & NW 2nd Avenue #18 F 01(R) 60s #18 #19 r 5 (R) 33s i� #18 03 30s L s 30 s L K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM Signalized Intersection Capacity Analysis Future Background P.M. Peak Hour 18: NW 20th Street & NW 2nd Avenue Movement EBL EBT Lane Configurations t 1� Volume (vph) 179 480 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.0 6.0 Lane Util. Factor 1.00 0.95 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 0.94 1.00 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 1663 3519 Flt Permitted 0.31 1.00 Satd. Flow (perm) 543 3519 Peak -hour factor, PHF 0.88 0.88 Adj. Flow (vph) 203 545 RTOR Reduction (vph) 0 1 Lane Group Flow (vph) 203 555 Confl. Peds. (#/hr) 89 Turn Type Perm NA Protected Phases 5 Permitted Phases 5 Actuated Green, G (s) 27.0 27.0 Effective Green, g (s) 27.0 27.0 Actuated g/C Ratio 0.30 0.30 Clearance Timejs) 6.0 6.0 Lane Grp Cap (vph) 162 1055 v/s Ratio Prot 0.16 v/s Ratio Perm c0.37 v/c Ratio 1.25 0.53 Uniform Delay, d1 31.5 26.2 Progression Factor 0.88 0.85 Incremental Delay, d2 153.6 1.8 Delay (s) 181.4 24.0 Level of Service F C Approach Delay (s) 66.1 Approach LOS E Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group EBR WBL 10 0 1900 1900 0 88 0 88 11 0 0 0 0 0 55 55 WBT WBR NBL NBT NBR SBL SBT SBR 525 1900 6.0 0.95 0.96 1.00 0.97 1.00 3284 1.00 3284 0.88 597 26 726 NA 1 54.0 54.0 0.60 6.0 1970 c0.22 0.37 9.2 0.01 0.4 0.6 A 0.6 A 136 0 0 0 1900 1900 1900 1900 0.88 0 88 0 88 0 88 155 0 0 0 0 0 0 0 0 0 0 0 89 8 5 32.3 HCM 2000 Level of Service 0.69 90.0 Sum of lost time (s) 64.4% ICU Level of Service 15 0.0 A 18.8 t 114 2 179 1900 1900 1900 6.4 6.4 1.00 1.00 1.00 0.98 0.99 1.00 1.00 0.85 0.95 1.00 1759 1553 0.95 1.00 1759 1553 0.88 0.88 0.88 130 2 203 0 148 0 130 57 0 5 8 Perm NA 3 3 23.6 23.6 0.26 6.4 461 c0.07 0.28 26.5 1.00 1.5 28.0 C 23.6 23.6 0.26 6.4 407 0.04 0.14 25.4 1.00 0.7 26.1 C 26.9 C K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 19: NW 1st Place & NW 20th Street P.M. Peak Hour Lane Group EBL EBT WBT NBL NBT 01 o3 07 Lane Configurations t 1 Volume (vph) 5 595 573 91 34 Turn Type Perm NA NA Perm NA Protected Phases 5 7 5 6 1 3 7 Permitted Phases 5 7 6 Detector Phase 5 7 5 7 5 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 27.0 30.0 10.4 Total Split (s) 33.0 27.0 27.0 60.0 30.0 30.0 Total Split (%) 36.7% 30.0% 30.0% 67% 33% 33% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.4 2.4 2.0 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.4 6.4 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 1:WBTL and 5:EBTL, Start of Green Natural Cycle: 95 Control Type: Pretimed SpItts and Phases: 19: NW 1st Place & NW 20th Street #18 F OI R) 60 s #18#19 lsn5(R) 33s 1 t1.714, a7s FT30s 30s L K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM Signalized Intersection Capacity Analysis Future Background P.M. Peak Hour 19: NW 1st Place & NW 20th Street Movement Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) EBL ++ 5 595 0 0 1900 1900 1900 1900 6.0 0.95 1.00 1.00 1.00 1.00 3536 0.95 3366 Peak -hour factor, PHF 0.85 Adj. Flow (vph) 6 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases 5 7 Actuated Green, G (s) Effective Green, g (s) Actuated gIC Ratio Clearance Time (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm vlc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary 0.85 700 0 706 119 Perm NA 57 57.0 50.6 0.56 1892 c0.21 0.37 10.9 0.15 0.5 2.1 A 2.1 A 0.85 0 85 0 0 0 0 0 0 43 43 4\ EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 114 10 91 34 34 0 0 0 1900 1900 1900 1900 1900 1900 1900 6.4 6.4 1.00 0.95 1.00 0.99 0.99 1.00 1.00 0.93 0.95 1.00 1758 3237 0.95 1.00 1758 3237 1k 573 1900 6.0 0.95 1.00 1.00 1.00 1.00 3520 1.00 3520 0.85 674 1 685 NA 5 27.0 27.0 0.30 6.0 1056 c0.19 0.65 27.4 1.40 2.8 41.1 D 41.1 D 0.85 0.85 0.85 12 107 40 0 0 31 0 107 49 119 5 Perm NA 6 6 20.6 20.6 0.23 6.4 402 c0.06 0.27 28.5 1.00 1.6 30.1 C 20.6 20.6 0.23 6.4 740 0.02 0.07 27.2 1.00 0.2 27.3 C 28.9 C 085 085 085 085 40 0 0 0 0 0 0 0 0 0 0 0 8 8 5 0.0 A HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 22.2 0.45 90.0 47.0% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service C 18.8 A K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Background PM.syn Timings Future Background 20: N Miami Avenue & NW 20th Street P.M. Peak Hour Lane Group EB L EBT EBR WBR NBL NBT SBL SBT Lane Configurations •t 1 4t 41) Volume (vph) 125 334 93 369 209 18 727 154 363 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 8 8 4 4 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) 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 Total Split (s) 56.0 56.0 56.0 56.0 56.0 34.0 34.0 34.0 34.0 Total Split (%) 62.2% 62.2% 62 2% 62.2% 62.2% 37.8% 37.8% 37.8% 37.8% 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 2.3 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 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 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street - 02 CR) 56 s z6(R) 56 s [ 1134 s r-11111 0 s - j Da K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 Signalized Intersection Summary Future Background 20: N Miami Avenue & NW 20th Street P.M. Peak Hour 40- k- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations li + r + r 41) 4t Volume (veh/h) 125 334 93 0 369 209 18 727 23 154 363 106 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 0.99 1.00 0.98 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/hlln 186.3 186.3 186.3 0.0 186.3 186.3 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 0 2 0 0 2 0 Cap,veh/h 430 1035 872 0 1035 873 43 795 24 82 387 113 Arrive On Green 0.18 0.18 0.18 0.00 0.56 0.56 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow. veh/h 802 1863 1570 0 1863 1571 0 2584 79 7 1258 368 Grp Volume(v), veh/h 133 355 99 0 393 222 303 0 513 164 0 499 Grp Sat Flow(s),veh/h/In 802 1863 1570 0 1863 1571 983 0 1680 7 0 1626 Q Serve(g_s), s 13.5 14.9 4.7 0.0 10.7 6.6 0.1 0.0 27.4 0.3 0.0 27.6 Cycle Q Clear(g_c), s 24.2 14.9 4.7 0.0 10.7 6.6 27.7 0.0 27.4 27.7 0.0 27.6 Prop In Lane 1.00 1.00 0.00 1.00 0.06 0.05 1.00 0.23 Lane Grp Cap(c),veh/h 430 1035 872 0 1035 873 345 0 517 82 0 500 V/C Ratio(X) 0.31 0.34 0.11 0.00 0.38 0.25 0.88 0.00 0.99 1.99 0.00 1.00 Avail Cap(c_a), veh/h 430 1035 872 0 1035 873 345 0 517 82 0 500 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 22.4 18.3 0.0 11.3 10.4 26.7 0.0 31.0 45.0 0.0 31.1 Incr Delay (d2), s/veh 1.9 0.9 0.3 0.0 1.1 0.7 25.6 0.0 37.8 487.6 0.0 39.6 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 Back of Q (50%), veh/In 3.1 7.7 1.9 0.0 4.8 2.5 8.0 0.0 16.8 13.0 0.0 16.6 Lane Grp Delay (d), s/veh 32.9 23.3 18.5 0.0 12.3 11.1 52.3 0.0 68.8 532.6 0.0 70.7 Lane Grp LOS C C B B B D E F E Approach Vol, veh/h 587 615 816 663 Approach Delay, s/veh 24.7 11.9 62.7 184.9 Approach LOS C B E F Timer Assigned Phs 2 6 8 4 Phs Duration (G+Y+Rc), s 56.0 56.0 34.0 34.0 Change Period (Y+Rc), s 6.0 6.0 6.3 6.3 Max Green Setting (Gmax), s 50.0 50.0 27.7 27.7 Max Q Clear Time (g_c+I1), s 26.2 12.7 29.7 29.7 Green Ext Time (p_c), s 1.8 1.8 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 72.9 HCM 2010 LOS E Notes K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Background PM.syn HCM 2010 TWSC Future Background 39: NW 5th Place & NW 20th Street P.M. Peak Hour Intersection Intersection Delay, s/veh 3.8 Movement EBL _EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 66 549 39 14 667 55 47 33 9 9 14 91 Conflicting Peds, #/hr 16 0 9 9 0 16 4 0 6 6 0 4 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None None Storage Length 65 65 - - - Veh in Median Storage, # 0 0 - 0 0 Grade, % 0 0 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvmtFlow 73 610 43 16 741 61 52 37 10 10 16 101 Major/Minor Majorl Maor2 Minorl Minor2 Conflicting Flow All 808 0 0 659 0 0 1199 1623 349 1285 1615 423 Stage 1 - - - - 784 784 - 809 809 - Stage 2 - - - 415 839 - 476 806 - Follow-up Headway 2.22 - - 2.22 - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 813 - - 925 - 141 102 647 122 103 579 Stage 1 - - - 352 402 - 340 392 Stage 2 - - - 585 379 539 393 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 802 - 913 - - 99 90 635 92 91 568 Mov Capacity-2 Maneuver - - - - 202 190 202 205 Stage1 - - - 318 364 - 308 383 Stage 2 - - - 447 370 428 355 Approach EB WB NB SB HCM Control Delay, s 1 0.2 36 17.4 HCM LOS E C Minor Lane / Major Mvmt NBLn1 _ EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 212 802 - 913 - 417 HCM Lane V/C Ratio 0.466 0.091 - - 0.017 - - 0.304 HCM Control Delay (s) 36 9.94 - - 9.011 - - 17.4 HCM Lane LOS E A A C HCM 95th %tile Q(veh) 2.261 0.301 - 0.052 - - 1.265 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 40: NW 6th Avenue & NW 29th Street P.M. Peak Hour Intersection Intersection Delay, s/veh Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 40 528 26 10 685 7 62 69 39 9 8 25 Conflicting Peds, #/hr 5 0 6 6 0 5 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 - - - 0 - - Veh in Median Storage, # 0 - - 0 0 - 0 Grade, % 0 - - 0 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 580 29 11 753 8 68 76 43 10 9 27 Major/Minor Ma'or1 Major2 Mind Minor2 Conflicting Flow All 760 0 0 609 0 0 1085 1464 310 1195 1476 386 Stage 1 - - 682 682 - 779 779 - Stage 2 - - - - - 403 782 - 416 697 Follow-up Headway 2.22 - 2.22 - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 848 - - 966 - - 171 127 686 142 125 612 Stage 1 - - - 406 448 - 355 404 Stage 2 - - - 595 403 585 441 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 844 - 961 - - 142 115 683 58 113 609 Mov Capacity-2 Maneuver - - - - 142 115 58 113 Stage1 - - 374 413 - 327 396 Stage 2 - - 542 395 - 410 406 pproach EB WB NB SB HCM Control Delay, s 0.9 0.2 85.5 37.2 HCM LOS F E Minor Lane / Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 142 160 844 - 961 - - 157 HCM Lane V/C Ratio 0.32 0.884 0.052 0.011 - - 0.294 HCM Control Delay (s) 41.8 99.5 9.5 0,3 8.789 0.1 - 37.2 HCM Lane LOS E F A A A A E HCM 95th %tile Q(veh) 1.276 6.211 0.165 - 0.035 - 1.153 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Background PM.syn HCM 2010 TWSC Future Background 41: NW 5th Place & NW 21 st Terrace P.M. Peak Hour Intersection Intersection Delay, s/veh 6.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 5 91 31 5 122 26 Conflicting Peds, #/hr 0 1 1 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 0 Grade, % 0 - 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 6 106 36 6 142 30 Major/Minor Maior1 Major2 Minorl Conflicting Flow All 0 0 114 0 139 62 Stage 1 - - 61 Stage 2 - - 78 Follow-up Headway - 2.218 3.518 3.318 Pot Capacity-1 Maneuver - - 1475 - 854 1003 Stage 1 - 962 Stage 2 - 945 Time blocked -Platoon, % - Mov Capacity-1 Maneuver 1474 831 1000 Mov Capacity-2 Maneuver - - 831 Stage 1 - 960 Stage 2 - 921 Approach HCM Control Delay, s HCM LOS EB 0 WB 6.5 Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 856 1474 - HCM Lane V/C Ratio 0.201 - 0.024 HCM Control Delay (s) 10.3 - 7.504 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.748 - - 0.075 Notes NB 10.3 B : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Background PM.syn APPENDIX L: Future Total Conditions Analysis AM Peak Hour Timings 1: NW 5th Avenue & NW 29th Street Future Total A.M. Peak Hour Lane Group _ EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 40 4t. 41+ 4t Volume (vph) 62 400 195 191 90 50 36 177 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.7 33.7 33.7 33.7 20.5 20.5 26.1 26.1 Total Split (s) 40.9 40.9 40.9 40.9 34.1 34.1 34.1 34.1 Total Split (%) 54.5% 54.5% 54.5% 54.5% 45.5% 45.5% 45.5% 45.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.7 0.7 0.7 0.7 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 4.7 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NW 5th Avenue & NW 29th Street \ 02 01) Q-4 10.9s 34.1s "'1166 ■ 03 40.9s 34.1s K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total AM.syn HCM 2010 Signalized Intersection Summary 1: NW 5th Avenue & NW 29th Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 414 4t+ 41, 4t+ Volume (veh/h) 62 400 259 195 191 35 90 50 68 36 177 103 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 0.99 1.00 0.99 0.99 0.98 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap, veh/h 182 1015 625 457 742 137 335 179 258 153 526 282 Arrive On Green 0.53 0,53 0.53 0.18 0.18 0.18 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 162 1903 1172 547 1392 256 679 676 973 202 1984 1064 Grp Volume(v), veh/h 415 0 344 205 0 238 109 0 111 181 0 151 Grp Sat Flow(s),veh/h/In 1758 0 1479 547 0 1648 823 0 1505 1763 0 1487 Q Serve(g_s), s 0.0 0.0 6.2 11.5 0.0 5.4 3.3 0.0 2.6 0.0 0 0 3.6 Cycle Q Clear(g_c), s 5.8 0.0 6.2 17.7 0.0 5.4 6.9 0.0 2.6 3.4 0.0 3.6 Prop In Lane 0.16 0.79 1.00 0.16 0.87 0.65 0.21 0.72 Lane Grp Cap(c), veh/h 1033 0 788 457 0 879 373 0 399 567 0 394 V/C Ratio(X) 0.40 0.00 0.44 0.45 0.00 0.27 0.29 0.00 0.28 0.32 0.00 0.38 Avail Cap(c_a), veh/h 1536 0 1228 679 0 1368 852 0 1036 1281 0 1024 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.89 0.00 0.89 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.1 0.0 6.2 18.6 0.0 10.6 15.3 0.0 12.7 13.0 0.0 13.1 Incr Delay (d2), s/veh 0.1 0.0 0.1 2.8 0.0 0.7 0.3 0.0 0.3 0.2 0.0 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 Back of Q (50%), veh/In 2.1 0.0 1.8 2.7 0.0 2.3 1.0 0.0 0.9 1.4 0.0 1.2 Lane Grp Delay (d), s/veh 6.2 0.0 6.3 21.4 0.0 11.3 15.7 0.0 13.0 13.3 0.0 13.6 Lane Grp LOS A A C B B B B B Approach Vol, veh/h 759 443 220 332 Approach Delay, s/veh 6.3 16.0 14.3 13.4 Approach LOS A B B B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 27.9 27.9 15.6 15.6 Change Period (Y+Rc), s 4.7 4.7 4.1 4.1 Max Green Setting (Gmax), s 36.2 36.2 30.0 30.0 Max Q Clear Time (g_c+I1), s 8.2 19.7 8.9 5.6 Green Ext Time (p_c), s 2.8 2.7 2.7 2.8 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Notes K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total AM.syn Timings 2: NW 2nd Avenue & NW 29th Street Future Total A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 410 4110 t Volume (vph) 47 380 172 372 21 233 74 460 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.1 33.1 33.1 33.1 24.2 24.2 24.2 24.2 Total Split (s) 46.0 46.0 46.0 46.0 29.0 29.0 29.0 29.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.7% 38.7% 38 7% 38.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.1 4.1 4.2 4.2 4.2 4.2 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 40 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 2: NW 2nd Avenue & NW 29th Street Ie4 1P2() 46 s zs f "'"116 (R) 4'''' 08 46 s I 29 s I K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 Signalized Intersection Summary 2: NW 2nd Avenue & NW 29th Street Future Total A.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 + 4t+ 'i 'to v Volume (veh/h) 47 380 39 172 372 38 21 233 61 74 460 40 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 0.99 1.00 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 0 2 0 0 2 0 1 1 0 1 1 0 Cap,veh/h 174 1128 113 372 718 75 324 576 152 476 685 60 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow. veh/h 176 2873 288 572 1829 191 875 1420 374 1064 1687 148 Grp Volume(v), veh/h 252 0 234 259 0 348 22 0 307 77 0 521 Grp Sat Flow(s),veh/h/In 1695 0 1642 932 0 1660 875 0 1793 1064 0 1835 Q Serve(g_s), s 0.0 0 0 4.2 6,9 0.0 6.6 0.9 0.0 5.1 2.3 0.0 9.7 Cycle Q Clear(g_c), s 3.9 0.0 4.2 11.0 0 0 6.6 10.6 0.0 5.1 7.4 0.0 9.7 Prop In Lane 0.19 0.18 0.69 0.12 1.00 0.21 1.00 0.08 Lane Grp Cap(c), veh/h 770 0 645 514 0 652 324 0 728 476 0 745 V/C Ratio(X) 0.33 0.00 0.36 0.50 0.00 0.53 0.07 0.00 0.42 0.16 0.00 0.70 Avail Cap(c_a), veh/h 1751 0 1670 1210 0 1688 495 0 1080 684 0 1105 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.00 0.94 0.31 0.00 0.31 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.8 0.0 8.9 11.6 0.0 9.6 14.6 0.0 8.8 11.4 0.0 10.2 Incr Delay (d2), s/veh 1.1 0.0 1.5 1.1 0.0 1.0 0.1 0.0 0.3 0.1 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 1.7 0.0 1.7 2.2 0.0 2.5 0.2 0.0 1.8 0.5 0.0 3.8 Lane Grp Delay (d), s/veh 9.9 0.0 10.3 12.7 0.0 10.6 14.6 0.0 9.1 11.5 0.0 11.1 Lane Grp LOS _ A B B B B A B B Approach Vol, veh/h 486 607 329 598 Approach Delay, s/veh 10.1 11.5 9.4 11.1 Approach LOS B B A B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 20.3 20.3 20.9 20.9 Change Period (Y+Rc), s 4.1 4.1 4.2 4.2 Max Green Setting (Gmax), s 41.9 41.9 24.8 24.8 Max Q Clear Time (g_c+I1), s 6.2 13.0 12.6 11.7 Green Ext Time (p_c), s 2.4 2.4 3.7 3.8 Intersection Summary HCM 2010 Ctrl Delay 10.7 HCM 2010 LOS B Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn Timings 3: N Miami Avenue & NW 29th Street/NE 29th Street Lane Group EBL EBT WBL WBT NBT SBT Lane Configurations 4T4 41) +T+ +T Volume (vph) 84 349 125 342 387 1563 Turn Type Perm NA Perm NA NA NA Protected Phases 4 8 6 2 Permitted Phases 4 8 Detector Phase 4 4 8 8 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 26.0 26.0 26.0 26.0 49.0 49.0 Total Split (%) 34.7% 34 7% 34.7% 34.7% 65.3% 65.3% 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 Optimize? Recall Mode None None None None Min Min Intersection Summary Future Total A.M. Peak Hour Cycle Length: 75 Actuated Cycle Length: 72.1 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Spiits and Phases: 3: N Miami Avenue & NW 29th Street/NE 29th Street 0 s a s `m s ■-- III26 s ma K:IFTL_TPTO1043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 Signalized Intersection Summary 3: N Miami Avenue & NW 29th Street/NE 29th Street Future Total A.M. Peak Hour 1 1_ 4\ t Movement EBL EBT EBR WBL WBT WBR NBL NBT _ NBR SBL SBT SBR Lane Configurations 41 4i t ,; ti, Volume (veh/h) 84 349 91 125 342 62 0 387 51 0 1563 225 Number 7 4 14 3 8 18 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 0.99 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 1.00 1.00 1.00 Adj Sat Flow veh/h/In 190.0 186.3 190.0 190.0 186.3 190.0 0.0 186.3 190.0 0.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap,veh/h 112 371 98 110 384 70 0 1803 236 0 1784 251 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.00 0.56 0.56 0.00 0.56 0.56 Sat Flow. veh/h 84 1344 355 38 1392 _254 0 3228 422 0 3196 450 Grp Volume(v), veh/h 111 0 436 130 0 421 0 231 225 0 934 928 Grp Sat Flow(s),veh/h/In 155 0 1627 38 0 1647 0 1863 1788 0 1863 1783 Q Serve(g_s), s 2.0 0.0 19.2 0.8 0.0 18.0 0.0 4.5 4.6 0.0 32.2 34.7 Cycle Q Clear(g_c), s 20.0 0.0 19.2 20.0 0.0 18.0 0.0 4.5 4.6 0.0 32.2 34.7 Prop In Lane 0.79 0.22 1.00 0.15 0.00 0.24 0.00 0.25 Lane Grp Cap(c),veh/h 132 0 449 110 0 454 0 1040 998 0 1040 995 V/C Ratio(X) 0.85 0.00 0.97 1.18 0.00 0.93 0.00 0.22 0.23 0.00 0.90 0.93 Avail Cap(c_a), veh/h 132 0 449 110 0 454 0 1105 1061 0 1105 1058 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.6 0.0 25.9 36.2 0.0 25.5 0.0 8.1 8.1 0.0 14.2 14.7 Incr Delay (d2), s/veh 36.3 0.0 34.5 143.2 0.0 24.9 0.0 0.0 0.0 0.0 9.1 13.3 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 Back of Q (50%), veh/In 3.3 0.0 11.8 6.3 0.0 10.3 0.0 1.8 1.8 0.0 15.6 17.1 Lane Grp Delay (d), s/veh 69.8 0.0 60.4 179.4 0.0 50.4 0.0 8.1 8.1 0.0 23.3 28.1 Lane Grp LOS E E F D A A C C Approach Vol, veh/h 547 551 456 1862 Approach Delay, s/veh 62.4 80.8 8.1 25.7 Approach LOS E F A C Timer Assigned Phs 4 8 6 2 Phs Duration (G+Y+Rc), s 26.0 26.0 46.5 46.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 20.0 43.0 43.0 Max Q Clear Time (g_c+I1), s 22.0 22.0 6.6 36.7 Green Ext Time (p_c), s 0.0 0.0 7.9 3.7 Intersection Summary HCM 2010 Ctrl Delay 38.1 HCM 2010 LOS D Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 4: NW 5th Avenue & NW 25th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 6.5 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 13 16 178 0 0 504 Conflicting Peds, #/hr 0 0 0 9 9 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 14 17 193 0 0 548 Major/Minor Minorl Majorl Mojor? Conflicting Flow All 473 106 0 0 193 0 Stage 1 193 - - Stage 2 280 - - Follow-up Headway 3.52 3.32 - - 2.22 - Pot Capacity-1 Maneuver 520 928 - - 1378 - Stage 1 821 - - - - Stage 2 742 - - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 516 921 - - 1368 - Mov Capacity-2 Maneuver 516 - - - - Stage 1 821 - - Stage 2 736 - - - - Approach HCM Control Delay, s HCM LOS WB 10.5 B NB 0 SB 8.5 Minor Lane / Major Mvmt NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) - - 681 1036 1368 HCM Lane V/C Ratio - - 0.046 0.003 HCM Control Delay (s) - - 10.5 8.5 8.5 HCM Lane LOS B A A HCM 95th %tile Q(veh) . 0.145 0.009 0 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 5: NW 2nd Avenue & NW 25th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 32 23 49 25 282 28 93 572 22 Conflicting Peds, #/hr 5 0 15 15 0 5 29 0 20 20 0 29 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 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 0 0 0 34 25 53 27 303 30 100 615 24 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1214 1226 362 639 0 0 348 0 0 Stage 1 387 387 - - - Stage 2 827 839 - Follow-up Headway 3.518 4.018 3.318 2.218 - 2.218 - Pot Capacity-1 Maneuver 201 179 683 945 - 1211 - Stage1 686 610 - - - - Stage 2 430 381 - - - - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 162 # 0 658 922 - 1182 - Mov Capacity-2 Maneuver 162 # 0 - - Stage 1 653 # 0 - - - - - - Stage 2 364 # 0 - - - - - - - Approach WB NB HCM Control Delay, s 24.2 0.7 HCM LOS C Minor Lane / Major Mvmt NBL NBT NBR WBLn1 SBL SBT SBR Capacity (veh/h) 922 - 298 1182 HCM Lane V/C Ratio 0.029 - 0.375 0.085 HCM Control Delay (s) 9.022 0 - 24.2 8.327 0 HCM Lane LOS A A C A A HCM 95th %tile Q(veh) 0.09 - 1.681 0.277 Notes SB 1.1 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 6: NW 6th Avenue & NW 24th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 25 16 112 23 60 127 Conflicting Peds, #/hr 0 0 0 1 1 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 27 17 122 25 65 138 Major/Minor Minorl Majorl Major2 Conflicting Flow All 402 135 0 0 147 0 Stage 1 134 Stage 2 268 Follow-up Headway 3.518 3.318 2.218 Pot Capacity-1 Maneuver 604 914 - - 1435 Stage 1 892 Stage 2 777 Time blocked -Platoon, % Mov Capacity-1 Maneuver 574 913 - - 1434 Mov Capacity-2 Maneuver 574 Stage 1 892 Stage 2 738 Approach HCM Control Delay, s HCM LOS WB 10.7 B NB 0 Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 671 1434 HCM Lane V/C Ratio - 0.066 0.045 HCM Control Delay (s) - - 10.7 7.63 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) - 0.213 0.143 Notes SB 2.4 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total AM.syn HCM 2010 TWSC 7: NW 5th Avenue & NW 24th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT _SBR Vol, veh/h 55 5 3 0 0 0 103 113 24 41 310 155 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 60 5 3 0 0 0 112 123 26 45 337 168 Major/Minor Minor2_ _ Majorl Conflicting Flow All 795 883 254 505 Stage 1 510 510 Stage 2 285 373 Follow-up Headway 3.52 4.02 3.32 Pot Capacity-1 Maneuver 325 283 745 Stage 1 568 536 Stage 2 738 617 Time blocked -Platoon, % Mov Capacity-1 Maneuver 274 # 0 744 1055 - - 1429 Mov Capacity-2 Maneuver 274 # 0 Stage 1 542 # 0 Stage 2 652 # 0 Approach HCM Control Delay, s HCM LOS EB 21.7 C 2.22 1056 Maior2 149 2.22 1430 NB SB 39 0.7 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) 1055 - 283 1429 HCM Lane V/C Ratio 0.106 0.242 0.031 HCM Control Delay (s) 8.817 0.2 - 21.7 7.6 0.1 HCM Lane LOS A A C A A HCM 95th %tile Q(veh) 0.355 - 0.926 0.097 Notes 0 0 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 8: NW 2nd Avenue & NW 24th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 10 48 0 336 619 0 Conflicting Peds, #/hr 1 5 28 0 0 28 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 11 53 0 369 680 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1054 713 685 0 - 0 Stage 1 685 - - - - Stage 2 369 - - - - - Follow-up Headway 3.518 3.318 2.218 - Pot Capacity-1 Maneuver 250 432 908 - - - Stage 1 500 - - - Stage 2 699 - - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 248 420 887 - - - Mov Capacity-2 Maneuver 248- Stage 1 498 - - - - Stage 2 696 - - - - Approach EB NB SB HCM Control Delay, s 16.6 0 0 HCM LOS C Minor Lane I Major Mvmk NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 887 - 375 HCM Lane V/C Ratio - 0.17 HCM Control Delay (s) 0 - 16.6 HCM Lane LOS A C HCM 95th %tile Q(veh) 0 0.605 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total AM.syn HCM 2010 TWSC 11: NW 5th Avenue & NW 23rd Street (North) Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 4.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 0 81 155 0 154 157 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 88 168 0 167 171 Major/Minor Minor1 Maiorl Major2 Conflicting Flow All 590 84 0 0 168 0 Stage 1 168 - - Stage 2 422 - Follow-up Headway 3.52 3.32 2 22 - Pot Capacity-1 Maneuver 439 958 - 1407 Stage 1 844 - - Stage 2 629 - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 439 958 - - 1407 - Mov Capacity-2 Maneuver 439 - Stage 1 844 Stage 2 629 - - Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB NB SB 9.1 0 5.3 A NBT NBR WBLn1 SBU SBL SBT - 958 903 1407 - 0.092 0.001 0.119 - 9.1 7.9 2.7 A A A 0.303 0.004 0.404 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 12: NW 2nd Avenue & NW 23rd Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 5.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 6 124 376 359 584 51 Conflicting Peds, #/hr 0 0 13 0 0 13 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 7 136 413 395 642 56 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1891 683 698 0 0 Stage 1 670 - - - - Stage 2 1221 - - Follow-up Headway 3.518 3.318 2.218 Pot Capacity-1 Maneuver 77 449 898 Stage 1 509 - - Stage 2 279 - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 31 444 888 - - - Mov Capacity-2 Maneuver 31 - - - - Stage 1 509 - - Stage 2 113 - - - - Approach HCM Control Delay, s HCM LOS EB 31.4 D NB 6.4 Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 888 275 HCM Lane V/C Ratio 0.465 - 0.519 HCM Control Delay (s) 12.532 0 31.4 HCM Lane LOS B A D HCM 95th %tile Q(veh) 2.505 - 2.777 Notes SB 0 Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total AM.syn HCM 2010 TWSC 13: NW 6th Avenue & NW 23rd Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 2.6 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 13 49 122 7 35 110 Conflicting Peds, #/hr 0 0 0 1 1 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 14 53 133 8 38 120 Major/Minor Minorl Majorl Maior2 Conflicting Flow All 332 137 0 0 140 0 Stage 1 136 - Stage 2 196 - - Follow-up Headway 3.518 3.318 - 2.218 Pot Capacity-1 Maneuver 663 911 - 1443 Stage 1 890 - - Stage 2 837 - - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 644 910 - - 1442 Mov Capacity-2 Maneuver 644 Stage 1 890 Stage 2 813 Approach WB NB HCM Control Delay, s 9.7 0 HCM LOS A Minor Lane / Maior Mvmt NBT NBR WBLn1 SBL SBT SB 1.8 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes 837 1442 0.081 0.026 9.7 7.564 0 A A A 0.262 0.081 Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuturc Total AM.syn HCM 2010 TWSC 14: NW 5th Avenue & NW 23rd Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 6.5 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 14 152 405 173 129 19 Conflicting Peds, #/hr 0 0 9 0 0 9 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 15 165 440 188 140 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1219 160 161 0 - 0 Stage 1 151 - - - - - Stage 2 1068 - - - - Follow-up Headway 3.518 3.318 2.218 - Pot Capacity-1 Maneuver 199 885 1418 - Stage 1 877 - - - Stage 2 330 - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 130 878 1407 - - - Mov Capacity-2 Maneuver 130 - - - - Stage 1 877 - - - - - Stage 2 215 - - - - - Approach HCM Control Delay, s HCM LOS EB 13.7 B NB 6.1 Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1407 - 591 HCM Lane V/C Ratio 0.313 - 0.305 HCM Control Delay (s) 8.719 0 13.7 HCM Lane LOS A A B HCM 95th %tile Q(veh) 1.351 - 1.286 Notes SB 0 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 15: NW 3rd Avenue & NW 22nd Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 59.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 83 187 42 151 530 118 Conflicting Peds, #/hr 0 10 10 0 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized None - None None Storage Length 100 0 Veh in Median Storage, # 0 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 95 215 48 174 609 136 MJor/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 311 0 474 214 Stage1 - - - 204 Stage 2 - 270 Follow-up Headway 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - 1249 - # 549 826 Stage1 - - 830 Stage 2 - 775 Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver - 1239 - # 521 818 Mov Capacity-2 Maneuver - - # 521 Stage1 - - - 829 - Stage 2 - - - - 735 - Approach HCM Control Delay, s HCM LOS EB 0 WB 1.7 NB 101.1 F Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 521 818 - 1239 - HCM Lane V/C Ratio 1.169 0.166 - 0.039 - HCM Control Delay (s) 121.3 10.3 8.023 0 HCM Lane LOS F B A A HCM 95th %tile Q(veh) 21.6 0.592 - 0.122 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 16: NW 2nd Avenue & NW 22nd Street Future Total A.M. Peak Hour Intersection Intersection Delay, slveh 4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 87 32 82 401 451 222 Conflicting Peds, #/hr 0 0 12 0 0 12 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 - Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 93 34 87 427 480 236 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1199 610 716 0 - 0 Stage 1 598 Stage 2 601 - Follow-up Headway 3.518 3.318 2.218 Pot Capacity-1 Maneuver 205 494 885 Stage 1 549 - Stage 2 547 Time blocked -Platoon, % Mov Capacity-1 Maneuver 178 489 876 Mov Capacity-2 Maneuver 178 Stage 1 549 Stage 2 476 Approach HCM Control Delay, s HCM LOS EB 36.6 E NB 1.6 Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 876 178 489 HCM Lane V/C Ratio 0.1 0.52 0.07 HCM Control Delay (s) 9.564 0 45.3 12.9 HCM Lane LOS A A E B HCM 95th %tile Q(veh) 0.331 - 2.611 0.224 Notes SB 0 Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn Timings Future Total Optimized Improvements 17: NW 3rd Avenue & NW 20th Street A.M. Peak Hour _ 4_ t p t Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SI3T Lane Configurations 11 f t 'I t i, 4 r '9 I Volume (vph) 258 578 133 582 44 121 129 85 60 Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Protected Phases 1 6 5 2 4 3 8 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 4 4 4 3 8 Switch Phase Minimum Initial (s) 4.0 7.0 4.0 7.0 7.0 7.0 7.0 4.0 7.0 Minimum Split (s) 8.0 28.0 8.0 28.0 24.4 24.4 24.4 8.0 24.4 Total Split (s) 19.0 46.0 9.0 36.0 26.0 26.0 26.0 9.0 35.0 Total Split (%) 21.1% 51.1% 10.0% 40.0% 28.9% 28.9% 28.9% 10.0% 38.9% Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 2.4 2.4 2.4 0.0 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 3.0 6.0 6.4 6.4 3.0 6.4 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 17: NW 3rd Avenue & NW 20th Street e--02 (R) (-05 s 1 36s "nos I,R) 46s 1 CI 35s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM_opt with improvements.syn HCM 2010 Signalized Intersection Summary Future Total Optimized Improvements 17: NW 3rd Avenue & NW 20th Street A.M. Peak Hour 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I 1 11 +t 4 i* 1 1 Volume (veh/h) 258 578 35 133 582 281 44 121 129 85 60 108 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 0.96 0.98 0.96 0,98 0.97 0.99 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 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 1 1 0 Cap,veh/h 388 1366 83 453 811 391 128 247 275 313 166 301 Arrive On Green 0.12 0.39 0.39 0.02 0.11 0.11 0.18 0.18 0.18 0.06 0.28 0.28 SatFlow,veh/h 1774 3468 211 1774 2338 1128 303 1383 1536 1774 588 1063 Grp Volume(v), veh/h 272 326 319 140 488 421 173 0 136 89 0 177 Grp Sat Flow(s),veh/h/In 1774 1863 1816 1774 1863 1604 1685 0 1536 1774 0 1651 Q Serve(g_s), s 5.1 8.0 8.0 3.1 15.8 15.8 2.3 0.0 5.0 2.4 0 0 5.3 Cycle Q Clear(g_c), s 5.1 8.0 8.0 3.1 15.8 15.8 5.6 0.0 5.0 2.4 0 0 5.3 Prop In Lane 1.00 0.12 1.00 0.70 0.27 1.00 1.00 0.64 Lane Grp Cap(c), veh/h 388 734 715 453 646 556 375 0 275 313 0 467 V/C Ratio(X) 0.70 0.44 0.45 0.31 0.76 0.76 0.46 0.00 0.50 0.28 0.00 0.38 Avail Cap(c_a), veh/h 630 1201 1170 491 901 775 596 0 485 386 0 761 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.30 0.30 0.30 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.5 13.8 13.8 12.1 24.9 24.9 23.1 0.0 23.0 18.1 0.0 17.9 Incr Delay (d2), s/veh 2.3 1.9 2.0 0.1 2.5 3.0 0.3 0.0 0.5 0.5 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 4.3 3.7 3.7 1.3 8.3 7.2 2.3 0.0 1.8 1.0 0.0 2.1 Lane Grp Delay (d), s/veh 14.8 15.8 15.8 12.3 27.5 27.9 23.4 0.0 23.5 18.5 0.0 18.0 Lane Grp LOS BBBBCCC C B B Approach Vol, veh/h 917 1049 309 266 Approach Delay, s/veh 15.5 25.6 23.5 18.2 Approach LOS B C C B Timer Assigned Phs 1 6 5 2 4 3 8 Phs Duration (G+Y+Rc), s 10.6 30.4 7.6 27.5 17.5 6.5 24.0 Change Period (Y+Rc), s 3.0 6.0 3.0 6.0 6.4 3.0 6.4 Max Green Setting (Gmax), s 16.0 40.0 6.0 30.0 19.6 6.0 28.6 Max Q Clear Time (g_c+I1), s 7.1 10.0 5.1 17.8 7.6 4.4 7.3 Green Ext Time (p_c), s 0.5 4.1 0.0 3.4 1.3 0.0 1.6 Intersection Summary HCM 2010 Ctrl Delay 20.9 HCM 2010 LOS C Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM_opt with improvements.syn Timings Future Total 17: NW 3rd Avenue & NW 20th Street A.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations fib i 1' ;4 r Volume (vph) 258 578 133 582 44 121 129 85 60 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 2 2 4 4 4 8 8 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 24.4 24.4 24.4 24.4 24.4 Total Split (s) 45.6 45.6 45.6 45.6 44.4 44.4 44.4 44.4 44.4 Total Split (%) 50.7% 50.7% 50.7% 50.7% 49.3% 49.3% 49.3% 49.3% 49.3% 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 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None None Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 17: NW 3rd Avenue & NW 20th Street P02t:0 t ,-; 45.6 s i a2r.4 _ P L. I. 06 (R) a5.6 , 1 1, ° e+.:.: K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 Signalized Intersection Summary 17: NW 3rd Avenue & NW 20th Street Future Total A.M. Peak Hour At 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 ti4 vl t T+ 4 r Volume (veh/h) 258 578 35 133 582 281 44 121 129 85 60 108 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 0.97 0.99 0.97 0.99 0.98 0.99 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 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 190.0 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Cap, veh/h 307 1971 120 472 1336 645 133 326 394 152 105 142 Arrive On Green 0.57 0.57 0.57 0.19 0.19 0.19 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 608 3471 211 774 2353 1136 268 1282 1550 329 414 557 Grp Volume(v), veh/h 272 326 319 140 485 424 173 0 136 266 0 0 Grp Sat Flow(s),veh/h/In 608 1863 1819 774 1863 1626 1550 0 1550 1299 0 0 Q Serve(g_s), s 23.4 6.4 6.4 11.3 16.1 16.2 0.0 0.0 5.0 8.4 0.0 0.0 Cycle Q Clear(g_c), s 39.6 6.4 6.4 17.7 16.1 16.2 5.4 0.0 5.0 13.8 0 0 0.0 Prop In Lane 1.00 0.12 1.00 0.70 0.27 1.00 0.33 0.43 Lane Grp Cap(c), veh/h 307 1058 1033 472 1058 923 460 0 394 399 0 0 V/C Ratio(X) 0.88 0.31 0.31 0.30 0.46 0.46 0.38 0.00 0.35 0.67 0.00 0.00 Avail Cap(c_a), veh/h 307 1058 1033 472 1058 923 930 0 844 810 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.1 7.9 7.9 22.3 18.8 18.8 21.4 0.0 21.3 24.7 0.0 0.0 Incr Delay (d2), s/veh 28.9 0.8 0.8 1.3 1.2 1.4 0.2 0.0 0.2 0.7 0.0 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 7.1 2.8 2.8 2.6 8.5 7.5 2.4 0.0 1.9 4.2 0.0 0.0 Lane Grp Delay (d), s/veh 54.9 8.6 8.7 23.6 20.0 20.2 21.6 0.0 21.4 25.4 0.0 0.0 Lane Grp LOS _ D A A C B C C C C Approach Vol, veh/h 917 1049 309 266 Approach Delay, s/veh 22.4 20.5 21.5 25.4 Approach LOS C C C C Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 45.6 45.6 24.1 24.1 Change Period (Y+Rc), s 6.0 6.0 6.4 6.4 Max Green Setting (Gmax), s 39.6 39.6 38.0 38.0 Max Q Clear Time (g_c+I1), s 41.6 19.7 7.4 15.8 Green Ext Time (p_c), s 0.0 3.7 2.0 1.9 Intersection Summary HCM 2010 Ctrl Delay 21.8 HCM 2010 LOS C Notes K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total AM.syn Timings 18: NW 20th Street & NW 2nd Avenue Future Total A.M. Peak Hour 4, Lane if, rcn.Ip EBL EBT WBT SBL SBT 06 07 Lane Configurations t1 +T' 1 t Volume (vph) 149 608 774 226 8 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 6 7 Permitted Phases 5 3 Detector Phase 5 5 1 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 30.0 30.0 27.0 10.4 Total Split (s) 33.0 33.0 60.0 30.0 30.0 27.0 30.0 Total Split (%) 36.7% 36.7% 66.7% 33.3% 33.3% 30% 33% 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 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.4 6.4 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 105 Control Type: Pretimed Splits and Phases: 18: NW 20th Street & NW 2nd Avenue #18 4- 01(R) #18 03 60 s #18 #19 -16 30s - 19 -103_ T. 33s s L_ .30s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM Signalized Intersection Capacity Analysis 18: NW 20th Street & NW 2nd Avenue Future Total A.M. Peak Hour Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft '5 'to Volume (vph) 149 608 48 0 774 285 0 0 0 226 8 255 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 6.4 6.4 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.98 Flpb, ped/bikes 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.99 0.96 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1759 3489 3344 1759 1553 Flt Permitted 0.15 1.00 1.00 0.95 1.00 Satd. Flow (perm) 274 3489 3344 1759 1553 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) 157 640 51 0 815 300 0 0 0 238 8 268 RTOR Reduction (vph) 0 6 0 0 42 0 0 0 0 0 125 0 Lane Group Flow (vph) 157 685 0 0 1073 0 0 0 0 238 151 0 Confl. Peds. (#/hrl 18 10 10 18 11 5 5 11 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 Permitted Phases 5 3 Actuated Green, G (s) 27.0 27.0 54.0 23.6 23.6 Effective Green, g (s) 27.0 27.0 54.0 23.6 23.6 Actuated g/C Ratio 0.30 0.30 0.60 0.26 0.26 Clearance Time (s) 6.0 6.0 6.0 6.4 6.4 Lane Grp Cap (vph) 82 1046 2006 461 407 v/s Ratio Prot 0.20 c0.32 0.10 v/s Ratio Perm c0.57 c0.14 v/c Ratio 1.91 0.65 0.53 0.52 0.37 Uniform Delay, d1 31.5 27.4 10.6 28.3 27.1 Progression Factor 0.86 0.83 0.09 1.00 1.00 Incremental Delay, d2 452.3 3.1 0.6 4.1 2.6 Delay (s) 479.4 25.9 1.5 32.4 29.7 Level of Service F C A C C Approach Delay (s) 109.9 1.5 0.0 31.0 Approach LOS F A A C Intersection Summary HCM 2000 Control Delay 44.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.07 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.8 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:1FTL_TPT01043629001-Mana Wynwood SAP1Calcs\Synchro\Future Total AM.syn Timings 19: NW 1st Place & NW 20th Street Future Total A.M. Peak Hour Lane Group EBT WBT NBL NBT 01 03 07 Lane Configurations t.1 ft) ►� �, Volume (vph) 842 898 162 6 Turn Type NA NA Perm NA Protected Phases 5 7 5 6 1 3 7 Permitted Phases 6 Detector Phase 5 7 5 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 27.0 30.0 10.4 Total Split (s) 33.0 27.0 27.0 60.0 30.0 30.0 Total Split (%) 36 7% 30.0% 30.0% 67% 33% 33% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.4 2.4 2.0 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.4 6.4 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 105 Control Type: Pretimed Splits and Phases: 19: NW 1st Place & NW 20th Street 60 s w1$ =19 N .---` 0 5 (R) 33s 1 03 #19 27 30 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM Signalized Intersection Capacity Analysis 19: NW 1st Place & NW 20th Street Future Total A.M. Peak Hour Movement EBL EBT EBR WB1- WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t` "i '11 ftb Volume (vph) 0 842 0 0 898 8 162 6 22 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.4 6.4 Lane Util. Factor 0.95 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3533 1767 3079 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm). 3539 3533 1767 3079 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0 97 0,97 Adj. Flow (vph) 0 868 0 0 926 8 167 6 23 0 0 0 RTOR Reduction (vph) 0 0 0 0 1 0 0 18 0 0 0 0 Lane Group Flow (vph) 0 868 0 0 933 0 167 11 0 0 0 0 Confl. Peds. (#/hr) 28 15 15 28 1 3 3 1 Turn Type NA NA Perm NA Protected Phases 5 7 5 6 Permitted Phases 6 Actuated Green, G (s) 57.0 27.0 20.6 20.6 Effective Green, g (s) 50.6 27.0 20.6 20.6 Actuated g/C Ratio 0.56 0.30 0.23 0.23 Clearance Time (s) 6.0 6.4 6.4 Lane Grp Cap (vph) 1989 1059 404 704 v/s Ratio Prot c0.25 c0.26 0.00 v/s Ratio Perm c0.09 v/c Ratio 0.44 0.88 0.41 0.02 Uniform Delay, d1 11.4 30.0 29.6 26.9 Progression Factor 0.09 1.00 1.00 1.00 Incremental Delay, d2 0.5 10.5 3.1 0.0 Delay (s) 1.6 40.5 32.7 26.9 Level of Service A D C C Approach Delay (s) 1.6 40.5 31.8 0.0 Approach LOS A D C A Intersection Summary HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.8 Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total AM.syn Timings Future Total Optimized Improvements 20: N Miami Avenue & NW 20th Street A.M. Peak Hour 4- 4\ t Lane Group EBL EBT EBR WST WBR NBL NBT SBL SBT Lane Configurations ) + Volume (vph) 89 387 290 550 181 273 316 190 1204 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 3 8 4 4 Switch Phase Minimum Initial (s) 7.0 7.0 7 0 7.0 7.0 4.0 7 0 7.0 7.0 Minimum Split (s) 24.3 24.3 24.3 24.3 24.3 8.0 24.3 24.3 24.3 Total Split (s) 32.0 32.0 32.0 32.0 32.0 12.0 58.0 46.0 46.0 Total Split (%) 35.6% 35.6% 35 6% 35.6% 35.6% 13.3% 64.4% 51.1% 51.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.5 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 0.5 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 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 4.0 6.3 6.3 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 48 (53%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street (R) 32s 12s 146s o 5 (R) toe 32s 58s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM_opt with improvements.syn HCM 2010 Signalized Intersection Summary Future Total Optimized Improvements 20: N Miami Avenue & NW 20th Street A.M. Peak Hour 4\ t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i t r t r 11 T 4t Volume (veh/h) 89 387 290 0 550 181 273 316 16 190 1204 90 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 0.99 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 1.00 1.00 1.00 Adj Sat Flow veh/h/In 186.3 186.3 186.3 0.0 186.3 186.3 186.3 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 1 1 0 0 2 0 Cap, veh/h 80 538 454 0 538 455 238 1009 52 222 1152 89 Arrive On Green 0.10 0.10 0.10 0.00 0.29 0.29 0.09 0.57 0.57 0.44 0.44 0.44 Sat Flow, veh/h 696 1863 1572 0 1863 1575 1774 1757 90 390 2611 202 Grp Volume(v), veh/h 94 407 305 0 579 191 287 0 350 782 0 780 Grp Sat Flow(s),veh/h/In 696 1863 1572 0 1863 1575 1774 0 1847 1544 0 1659 Q Serve(g_s), s 0.0 19.2 16.9 0.0 26.0 8.8 8.0 0.0 9.0 39.3 0.0 39.7 Cycle Q Clear(g_c), s 26.0 19.2 16.9 0.0 26.0 8.8 8.0 0.0 9.0 39.7 0.0 39.7 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.05 0.26 0.12 Lane Grp Cap(c), veh/h 80 538 454 0 538 455 238 0 1061 731 0 732 V/C Ratio(X) 1.17 0.76 0.67 0.00 1.08 0.42 1.21 0.00 0.33 1.07 0.00 1.07 Avail Cap(c_a), veh/h 80 538 454 0 538 455 238 0 1061 731 0 732 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.7 37.6 36.6 0.0 32.0 25.9 26.1 0.0 10.1 26.5 0.0 25.2 Incr Delay (d2), s/veh 155.3 9.6 7.7 0.0 60.8 2.8 126.0 0.0 0.8 53.4 0.0 52.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 5.4 11.0 8.1 0.0 21.0 3.8 13.7 0.0 4.0 27.5 0.0 26.5 Lane Grp Delay (d), s/veh 209.0 47.2 44.3 0.0 92.8 28.7 152.1 0.0 10.9 79.9 0.0 77.4 Lane Grp LOS F D D F C F B F F Approach Vol, veh/h 806 770 637 1562 Approach Delay, s/veh 65.0 76.9 74.5 78.6 Approach LOS E E E E Timer Assigned Phs 2 6 3 8 4 Phs Duration (G+Y+Rc), s 32.0 32.0 12.0 58.0 46.0 Change Period (Y+Rc), s 6.0 6.0 4.0 6.3 6.3 Max Green Setting (Gmax), s 26.0 26.0 8.0 51.7 39.7 Max Q Clear Time (g_c+I1), s 28.0 28.0 10.0 11.0 41.7 Green Ext Time (p_c), s 0.0 0.0 0.0 17.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 74.7 HCM 2010 LOS E Notes K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total AM_opt with improvements.syn Timings 20: N Miami Avenue & NW 20th Street Future Total A.M. Peak Hour Lane Group 4- T EBL EBT EBR WBT WBR NBL NBT SBL SBT Lane Configurations ►j t fi r 4.4 4T Volume (vph) 89 387 290 550 181 273 316 190 1204 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 8 8 4 4 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) 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 Total Split (s) 34.0 34.0 34.0 34.0 34.0 26.0 26.0 26.0 26.0 Total Split (%) 56.7% 56 7% 56.7% 56.7% 56.7% 43 3% 43 3% 43.3% 43.3% 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 2.3 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 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 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 60 Actuated Cycle Length: 60 Offset: 48 (80%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street I '4 2(R) 34s #�- 06 (R) 34s 0 K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 Signalized Intersection Summary 20: N Miami Avenue & NW 20th Street Future Total A.M. Peak Hour 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL_ SBT SBR Lane Configurations i '� r r 4i 41 Volume (veh/h) 89 387 290 0 550 181 273 316 16 190 1204 90 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 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 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 186.3 186.3 186.3 0.0 186.3 186.3 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 0 2 0 0 2 0 Cap, veh/h 277 869 736 0 869 737 120 525 27 164 645 50 Arrive On Green 0.47 0.47 0.47 0.00 0.47 0.47 0.33 0.33 0.33 0.33 0.33 0.33 SatFlow.veh/h 696 1863 1576 0 1863 1578 0 1599 82 249 1963 153 Grp Volume(v), veh/h 94 407 305 0 579 191 287 0 350 528 0 1034 Grp Sat Flow(s),veh/h/In 696 1863 1576 0 1863 1578 0 0 1680 698 0 1668 Q Serve(g_s), s 7.3 8.9 7.7 0.0 14.4 4.4 0.0 0.0 10.6 9.1 0.0 19.7 Cycle Q Clear(g_c), s 21.7 8.9 7.7 0.0 14.4 4.4 19.7 0.0 10.6 19.7 0 0 19.7 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.05 0.38 0.09 Lane Grp Cap(c), veh/h 277 869 736 0 869 737 120 0 552 312 0 548 V/C Ratio(X) 0.34 0.47 0.41 0.00 0.67 0.26 2.39 0.00 0.63 1.69 0.00 1.89 Avail Cap(c_a), veh/h 277 869 736 0 869 737 120 0 552 312 0 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.8 10.9 10.6 0.0 12.4 9.7 30.0 0.0 17.1 26.0 0.0 20.2 Incr Delay (d2), s/veh 3.3 1.8 1.7 0.0 4.0 0.9 651.0 0.0 5.5 324.9 0.0 407.1 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 Back of Q (50%), veh/In 1.5 3.9 2.9 0.0 6.8 1.7 23.4 0.0 4.9 32.6 0.0 69.5 Lane Grp Delay (d), s/veh 24.1 12.7 12.3 0.0 16.4 10.6 681.0 0.0 22.6 350.9 0.0 427.2 Lane Grp LOS C B B B B F C F F Approach Vol, veh/h 806 770 637 1562 Approach Delay, s/veh 13.9 15.0 319.2 401.5 Approach LOS B B F F Timer Assigned Phs 2 6 8 4 Phs Duration (G+Y+Rc), s 34.0 34.0 26.0 26.0 Change Period (Y+Rc), s 6.0 6.0 6.3 6.3 Max Green Setting (Gmax), s 28.0 28.0 19.7 19.7 Max Q Clear Time (g_c+11), s 23.7 16.4 21.7 21.7 Green Ext Time (p_c), s 1.4 2.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 226.0 HCM 2010 LOS F Notes K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 23: NW 23rd Street & Internal Driveway Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 3.7 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 12 43 127 146 109 39 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 - 0 Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 47 138 159 118 42 Major/Minor Maior1 Maior2 Minor2 Conflicting Flow All 297 0 - 0 290 217 Stage 1 - 217 Stage 2 - 73 Follow-up Headway 2.218 - - 3.518 3.318 Pot Capacity-1 Maneuver 1264 - - 701 823 Stage 1 - - 819 - Stage 2 - - 950 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 1264 - 693 823 Mov Capacity-2 Maneuver - - - 693 Stage 1 - 819 Stage 2 - - 940 Approach EB WB SB HCM Control Delay, s 1.7 0 11.4 HCM LOS B Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1264 - 723 HCM Lane V/C Ratio 0.01 - - 0.223 HCM Control Delay (s) 7.878 0 - - 11.4 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.031 - 0.848 Notes _ : Volume Exceeds Capacity; $ Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 27: Internal Driveway & NW 24th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 7.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 32 29 119 29 96 62 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 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 35 32 129 32 104 67 Major/Minor Majorl Maior2 Minorl Conflicting Flow All 0 0 66 0 341 51 Stage 1 - - - 51 Stage 2 - - 290 Follow-up Headway - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - 1536 - 655 1017 Stage 1 - - - 971 Stage 2 - - - - 759 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver - 1536 - 599 1017 Mov Capacity-2 Maneuver - - - - 599 Stage 1 - - 971 Stage 2 - - 694 Approach HCM Control Delay, s HCM LOS EB 0 WB 6.1 Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 714 - 1536 HCM Lane V/C Ratio 0.241 , 0.084 HCM Control Delay (s) 11.6 , 7.559 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.937 - 0.275 Notes NB 11.6 B : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total AM.syn HCM 2010 TWSC 39: NW 5th Place & NW 20th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 101 835 39 8 481 126 23 6 9 41 13 60 Conflicting Peds, #/hr 2 0 6 6 0 2 5 0 1 1 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None - None Storage Length 65 65 - - - Veh in Median Storage, # 0 - 0 0 - 0 Grade, % 0 0 0 - 0 Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 107 888 41 9 512 134 24 6 10 44 14 64 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 651 0 0 935 0 0 1414 1797 476 1268 1751 334 Stage1 - - 1129 1129 601 601 Stage 2 - 285 668 667 1150 Follow-up Headway 2.22 - 2.22 - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 931 - 728 - 98 79 535 125 85 662 Stage1 - - 217 277 454 488 Stage 2 - 698 455 414 271 Time blocked -Platoon, % - Mov Capacity-1 Maneuver 926 - 724 - 74 68 530 107 74 656 Mov Capacity-2 Maneuver - - - 151 160 216 170 Stage1 - - - 191 244 - 400 480 Stage 2 - - - 601 447 348 239 - Approach EB HCM Control Delay, s HCM LOS Minor Lane / Major Mvmi Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB 0.1 NB SB 30 23 D C NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 184 926 - 724 - - 319 0.22 0.116 - 0.012 0.38 30 9.397 - 10.032 - - 23 D A B C 0.808 0.392 - 0.036 1.72 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 40: NW 6th Avenue & NW 29th Street Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 27 652 134 9 350 6 38 15 7 1 16 9 Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None - None Storage Length - - 0 Veh in Median Storage, # 0 - 0 - 0 0 Grade, % 0 - 0 - 0 0 Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 776 160 11 417 7 45 18 8 1 19 11 Ma'or/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 425 0 0 937 0 0 1161 1367 471 905 1444 215 Stage 1 - - - 921 921 443 443 - Stage 2 - - - - - - 240 446 - 462 1001 - Follow-up Headway 2.22 2.22 - 3,52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 1131 727 - - 150 146 539 232 131 790 Stage 1 - - - 291 347 - 564 574 Stage 2 - - - - 742 572 - 549 319 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 1129 - - 726 - 122 134 538 192 120 788 Mov Capacity-2 Maneuver - - - - - 122 134 192 120 Stage 1 - - - - - 273 326 529 562 Stage 2 - - - - - 692 560 479 299 Approach HCM Control Delay, s HCM LOS EB WB NB SB 0.4 0.3 40.1 30.3 E D Minor Lane / Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 122 152 1129 - - 726 - - 173 HCM Lane V/C Ratio 0.247 0.272 0.028 - 0.015 - - 0.179 HCM Control Delay (s) 43.9 37.3 8.282 0.2 10.033 0.1 - 30.3 HCM Lane LOS E E A A B A D HCM 95th %tile Q(veh) 0.913 1.04 0.088 - 0.045 - - 0.631 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn HCM 2010 TWSC 41: NW 5th Place & NW 21st Terrace Future Total A.M. Peak Hour Intersection Intersection Delay, s/veh 7.2 Movement _ EBT EBR WBL WBT NBL NBR Vol, veh/h 3 52 102 1 63 63 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 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 57 111 1 68 68 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 60 0 255 32 Stage 1 32 Stage 2 - 223 Follow-up Headway - 2.218 3.518 3.318 Pot Capacity-1 Maneuver - - 1544 - 734 1042 Stage 1 - 991 Stage 2 - 814 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver - 1544 - 681 1042 Mov Capacity-2 Maneuver - . 681 Stage 1 - - 991 Stage 2 - - - 755 Approach EB WB NB HCM Control Delay, s 0 7.4 10.2 HCM LOS B Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 824 - 1544 HCM Lane V/C Ratio 0.166 - - 0.072 HCM Control Delay (s) 10.2 - - 7.512 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.594 - 0.232 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total AM.syn PM Peak Hour Timings 1: NW 5th Avenue & NW 29th Street Lane Group EBL EBT WBL WBT NBU NBL NBT SBL SBT Lane Configurations 413 44 41, 41, Volume (vph) 109 370 122 525 16 259 309 26 98 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 2 2 4 4 4 8 8 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) 33.7 33.7 33.7 33.7 20.5 20.5 20.5 26.1 26.1 otal Split (s) 40.9 40.9 40.9 40.9 34.1 34.1 34.1 34.1 34.1 Total Split (%) 54.5% 54.5% 54.5% 54.5% 45.5% 45.5% 45.5% 45.5% 45.5% 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) 0.7 0.7 0.7 0.7 0.1 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 4.7 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min None None None None None Intersection Summary Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: NW 5th Avenue & NW 29th Street 02 () 90.9s o3 f 31.1s Future Total P.M. Peak Hour 90.9 s �r34.1s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 Signalized Intersection Summary 1: NW 5th Avenue & NW 29th Street Future Total P.M. Peak Hour i1 '\ t t �► Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations 4+ 4t 41, 4T Volume (veh/h) 109 370 127 122 525 73 16 259 309 239 26 98 Number 1 6 16 5 2 12 7 4 14 3 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow veh/h/In 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 190.0 190.0 186.3 Lanes 0 2 0 0 2 0 0 2 0 0 2 Cap, veh/h 195 607 211 220 830 115 392 405 327 124 398 Arrive 0n Green 0.48 0.48 0.48 0.16 0.16 0.16 0.40 0.40 0.40 0.40 0.40 Sat Flow, vehlh 225 1258 436 300 1719 238 771 1012 817 137 994 Grp Volume(v), veh/h 151 0 530 241 0 568 398 0 509 65 0 Grp Sat Flow(s),veh/h/In 303 0 1616 606 0 1652 1055 0 1545 464 0 Q Serve(g_s), s 11.7 0 0 18.9 13.5 0.0 24.5 22.4 0 0 22.1 1.2 0.0 Cycle Q Clear(g_c), s 36.2 0 0 18.9 32.4 0.0 24.5 28.0 0 0 22.1 23.3 0.0 Prop In Lane 0.81 0.27 0.57 0.14 0.73 0.53 0.44 Lane Grp Cap(c), veh/h 233 0 780 368 0 797 505 0 618 255 0 V/C Ratio(X) 0.65 0.00 0.68 0.65 0.00 0 71 0.79 0.00 0.82 0.26 0.00 Avail Cap(c_a), veh/h 233 0 780 368 0 797 505 0 618 255 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.50 0.00 0.50 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.5 0.0 14.9 35.4 0.0 26.6 24.6 0.0 20.1 16.7 0.0 Incr Delay (d2), s/veh 4.9 0.0 2.0 4.5 0.0 2.7 7.9 0.0 8.6 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 0.0 0.0 %ile Back of Q (50%), veh/In 3.1 0.0 7.3 5.2 0.0 11.4 8.1 0.0 9.4 0.8 0.0 Lane Grp Delay (d), s/veh 34.3 0.0 16.9 39.8 0.0 29.3 32.5 0.0 28.8 17.1 0.0 Lane Grp LOS C B D _ C C C B Approach Vol, veh/h 681 809 907 235 Approach Delay, s/veh 20.8 32.4 30.4 15.8 Approach LOS C C C B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 40.9 40.9 34.1 34.1 Change Period (Y+Rc), s 4.7 4.7 4.1 4.1 Max Green Setting (Gmax), s 36.2 36.2 30.0 30.0 Max Q Clear Time (g_c+I1), s 38.2 34.4 30.0 25.3 Green Ext Time (p_c), s 0.0 0.9 0.0 2.6 Intersection Summary HCM 2010 Ctrl Delay 27.2 HCM 2010 LOS C Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 Signalized Intersection Summary 1: NW 5th Avenue & NW 29th Street Future Total P.M. Peak Hour Movement 4/ SBR La£onfigurations Volume (veh/h) 85 Number 18 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus Adj 1.00 Adj Sat Flow veh/h/In 190.0 Lanes 0 Cap, veh/h 347 Arrive On Green 0.40 Sat Flow, veh/h 869 Grp Volume(v), veh/h 170 Grp Sat Flow(s),veh/h/In 1536 Q Serve(g_s), s 5.6 Cycle Q Clear(g_c), s 5.6 Prop In Lane 0.57 Lane Grp Cap(c), veh/h 614 V/C Ratio(X) 0.28 Avail Cap(c_a), veh/h 614 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 15.2 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile Back of Q (50%), veh/In 2.0 Lane Grp Delay (d), s/veh 15.4 Lane Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn Timings 2: NW 2nd Avenue & NW 29th Street Future Total P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 4+ 4' '9 t '9 1 Volume (vph) 91 526 131 545 64 560 24 229 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 33.1 33.1 33.1 33.1 24.2 24.2 24.2 24.2 Total Split (s) 46.0 46.0 46.0 46.0 29.0 29.0 29.0 29.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.7% 38.7% 38.7% 38.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.1 4.1 4.2 4.2 4.2 4.2 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None Intersection Summa Cycle Length: 75 Actuated Cycle Length: 75 Offset: 40 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Solits and Phases: 2: NW 2nd Avenue & NW 29th Street �.•'+ 1- 02 (R) 46 s L 29IIs T'd8 M- 6(R) 46s i 29q K:IFTL_TPTO1043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total PM.syn HCM 2010 Signalized Intersection Summary 2: NW 2nd Avenue & NW 29th Street Future Total P.M. Peak Hour c k 4\ 4, Movement EBL EBT EHR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 . 4i+ ) i4 t+ Volume (veh/h) 91 526 51 131 545 68 64 560 130 24 229 52 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 0.99 1.00 0.99 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 0 2 0 0 2 0 1 1 0 1 1 0 Cap, veh/h 186 915 88 235 841 104 435 595 138 134 597 137 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 228 2011 194 318 1849 229 1073 1457 338 733 1462 334 Grp Volume(v), veh/h 236 0 453 262 0 505 66 0 711 25 0 290 Grp Sat Flow(s),veh/h/In 773 0 1660 743 0 1653 1073 0 1796 733 0 1796 Q Serve(g_s), s 5.8 0.0 12.4 9.8 0.0 14.6 2.8 0.0 23.5 1.3 0 0 6.9 Cycle Q Clear(g_c), s 20.4 0 0 12.4 22.2 0 0 14.6 9.7 0.0 23.5 24.8 0.0 6.9 Prop In Lane 0.40 0.12 0.52 0.14 1.00 0.19 1.00 0.19 Lane Grp Cap(c), veh/h 435 0 755 428 0 752 435 0 733 134 0 734 V/C Ratio(X) 0.54 0.00 0.60 0.61 0.00 0.67 0.15 0.00 0.97 0.19 0.00 0.40 Avail Cap(c_a), veh/h 719 0 1145 692 0 1141 435 0 733 134 0 734 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.00 0.76 0.14 0.00 0.14 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.7 0.0 12.4 17.1 0.0 13.0 16.1 0.0 17.6 30.0 0.0 12.7 Incr Delay (d2), s/veh 3.7 0.0 2.7 0.9 0.0 0.7 0.1 0.0 25.7 0.5 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 Back of Q (50%), veh/In 3.4 0.0 5.2 3.6 0.0 5.5 0.7 0.0 14.7 0.4 0.0 2.8 Lane Grp Delay (d), s/veh 18.4 0.0 15.1 18.1 0.0 13.7 16.2 0.0 43.3 30.5 0.0 12.9 Lane Grp LOS B B B B B D C B Approach Vol, veh/h 689 767 777 315 Approach Delay, s/veh 16.2 15.2 41.0 14.3 Approach LOS B B D B Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 31.7 31.7 29.0 29.0 Change Period (Y+Rc), s 4.1 4.1 4.2 4.2 Max Green Setting (Gmax), s 41.9 41.9 24.8 24.8 Max Q Clear Time (g_c+I1), s 22.4 24.2 25.5 26.8 Green Ext Time (p_c), s 3.3 3.3 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 23.2 HCM 2010 LOS C Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn Timings 3: N Miami Avenue & NW 29th Street/NE 29th Street Future Total P.M. Peak Hour -► t l Lane Group EBL EBT WBL WBT NBT SBT Lane Configurations ''( 41 ft+ +1 Volume (vph) 225 431 106 450 1427 660 Turn Type Perm NA Perm NA NA NA Protected Phases 4 8 6 2 Permitted Phases 4 8 Detector Phase 4 4 8 8 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 54.0 54.0 54.0 54.0 96.0 96.0 Total Split (%) 36.0% 36.0% 36.0% 36.0% 64.0% 64.0% 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 Optimize? Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 88 (59%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Spl its and Phases: 3: N Miami Avenue & NW 29th Street/NE 29th Street P ■ m2 (R) �t�4 96s P173 f-- aa 96s 54s [ 06 (R. K:IFTL_TPTO1043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total PM.syn HCM 2010 Signalized Intersection Summary 3: N Miami Avenue & NW 29th Street/NE 29th Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT _ NBR SBL SET SLii.t Lane Configurations 41, 4 +I 14+ Volume (veh/h) 225 431 52 106 450 151 0 1427 172 0 660 230 Number 7 4 14 3 8 18 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 0.99 0.99 1.00 0.99 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 190.0 186.3 190.0 190.0 186.3 190.0 0.0 186.3 190.0 0.0 186.3 190.0 Lanes 0 2 0 0 2 0 0 2 0 0 2 0 Cap, veh/h 197 594 72 171 671 223 0 1629 195 0 1317 460 Arrive On Green 0.80 0.80 0.80 0.40 0.40 0.40 0.00 0.50 0.50 0.00 0.50 0.50 Sat Flow. veh/h 343 1482 179 322 1674 556 0 3263 390 0 2638 921 Grp Volume(v), veh/h 230 0 493 281 0 440 0 825 807 0 475 433 Grp Sat Flow(s),veh/h/In 343 0 1661 964 0 1588 0 1863 1791 0 1863 1696 Q Serve(g_s), s 20.5 0.0 17.4 18.5 0.0 27.5 0.0 47.7 49.2 0.0 20.5 20.6 Cycle Q Clear(g_c), s 48.0 0.0 17.4 35.9 0.0 27.5 0.0 47.7 49.2 0.0 20.5 20.6 Prop In Lane 1.00 0.11 0.38 0.35 0.00 0.22 0.00 0.54 Lane Grp Cap(c), veh/h 197 0 665 428 0 636 0 930 894 0 930 847 V/C Ratio(X) 1.16 0.00 0.74 0.66 0.00 0.69 0.00 0.89 0.90 0.00 0.51 0.51 Avail Cap(c_a), veh/h 197 0 665 428 0 636 0 1399 1345 0 1399 1274 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.65 0.00 0.65 1.00 0.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 0.0 8.9 35.7 0.0 29.8 0.0 27.0 27.4 0.0 20.2 20.2 Incr Delay (d2), s/veh 104.0 0.0 2.8 3.4 0.0 3.0 0.0 1.3 1.6 0.0 2.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 11.4 0.0 3.8 8.1 0.0 11.4 0.0 22.1 21.9 0.0 9.9 9.1 Lane Grp Delay (d), s/veh 132.8 0.0 11.6 39.0 0.0 32.7 0.0 28.3 29.0 0.0 22.2 22.4 Lane Grp LOS F B D C C C C C Approach Vol, veh/h 723 721 1632 908 Approach Delay, s/veh 50.2 35.2 28.6 22.3 Approach LOS D D C C Timer Assigned Phs 4 8 6 2 Phs Duration (G+Y+Rc), s 54.0 54.0 65.8 65.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 48.0 48.0 90.0 90.0 Max Q Clear Time (g_c+I1), s 50.0 37.9 51.2 22.6 Green Ext Time (p_c), s 0.0 5.4 8.6 8.8 Intersection Summary HCM 2010 Ctrl Delay 32.3 HCM 2010 LOS C Notes K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 4: NW 5th Avenue & NW 25th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 7.1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 62 73 583 0 0 336 Conflicting Peds, #/hr 11 3 0 10 10 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 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 72 85 678 0 0 391 Major/Minor _ Minorl Major' Major2 Conflicting Flow All 908 360 0 0 689 0 Stage 1 694 - - Stage 2 214 Follow-up Headway 3.52 3.32 - - 2.22 Pot Capacity-1 Maneuver 275 637 - 901 Stage 1 457 - - - - Stage 2 801 - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 270 626 - - 893 - Mov Capacity-2 Maneuver 270 - - - - - Stage 1 453 - Stage 2 794 - - Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB 20.3 C NB 0 SB 13.9 NBU NBT NBR WBLn1 SBU SBL SBT 390 416 893 0.403 0.022 20.3 - 13.9 13.9 C B 1.897 0.069 0 B Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 5: NW 2nd Avenue & NW 25th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 3.6 Movement _ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 26 22 34 27 769 31 28 406 38 Conflicting Peds, #/hr 38 0 18 18 0 38 149 0 48 48 0 149 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 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 0 0 0 28 24 37 29 827 33 30 437 41 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1457 1478 1031 477 0 0 898 0 0 Stage 1 940 940 - - - - Stage 2 517 538 - - Follow-up Headway 3.518 4.018 3.318 2.218 - - 2.218 Pot Capacity-1 Maneuver 143 126 283 1085 - - 756 Stage 1 380 342 - - - Stage 2 598 522 - Time blocked -Platoon, % - Mov Capacity-1 Maneuver 107 # 0 240 950 - - 662 - Mov Capacity-2 Maneuver 107 # 0 - - - Stage 1 346 # 0 - - - - Stage 2 491 # 0 - - - - - - Approach WB NB HCM Control Delay, s 54 5 0.3 HCM LOS F Minor Lane / Major lvlvrn( NBL NBT NBR WBLn1 SBL SBT SBR Capacity (veh/h) 950 156 662 HCM Lane V/C Ratio 0.031 - 0.565 0.045 HCM Control Delay (s) 8.909 0 - 54.5 10.697 0 HCM Lane LOS A A F B A HCM 95th %tile Q(veh) 0.094 - - 2.905 0.143 Notes SB 0.6 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM.syn HCM 2010 TWSC 6: NW 6th Avenue & NW 24th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 3.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 54 61 171 36 30 100 Conflicting Peds, #/hr 0 1 0 5 5 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 59 66 186 39 33 109 Major/Minor Minorl Majorl Major2 Conflicting Flow All 380 211 0 0 226 0 Stage 1 206 - - Stage 2 174 - - - Follow-up Headway 3.518 3.318 - 2.218 - Pot Capacity-1 Maneuver 622 829 - 1342 - Stage 1 829 Stage 2 856 Time blocked -Platoon, % Mov Capacity-1 Maneuver 603 825 - - 1336 Mov Capacity-2 Maneuver 603 Stage 1 828 Stage 2 830 Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes WB 11.2 B NB 0 NBT NBR WBLn1 SBL SBT 703 1336 0.178 0.024 11.2 7.762 0 B A A 0.643 0.075 SB 1.8 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total PM.syn HCM 2010 TWSC 7: NW 5th Avenue & NW 24th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 5.6 Movement EBL _ EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 171 6 7 0 0 0 51 365 35 27 167 110 Conflicting Peds, #/hr 15 0 6 6 0 15 8 0 4 4 0 8 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 186 7 8 0 0 0 55 397 38 29 182 120 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 676 913 174 316 0 0 435 0 0 Stage 1 367 367 Stage 2 309 546 Follow-up Headway 3.52 4.02 3.32 2.22 - 2.22 Pot Capacity-1 Maneuver 387 272 839 1241 - 1121 - Stage1 671 621 Stage 2 718 516 Time blocked -Platoon, % Mov Capacity-1 Maneuver 355 # 0 823 1233 - 1114 - Mov Capacity-2 Maneuver 355 # 0 _ Stage 1 663 # 0 Stage 2 667 # 0 Approach_ EB NB SB HCM Control Delay, s 26.4 1.1 0 HCM LOS D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 SBU SBL SBT SBR Capacity (veh/h) 1233 - 363 - 1114 HCM Lane V/C Ratio 0.045 0.551 - 0.026 HCM Control Delay (s) 8.057 0.2 26.4 - HCM Lane LOS A A D HCM 95th %tile Q(veh) 0.141 - 3.184 0.081 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 8: NW 2nd Avenue & NW 24th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 39 76 0 798 430 0 Conflicting Peds, #/hr 1 2 126 0 0 126 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 42 83 0 867 467 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1336 596 469 0 0 Stage 1 469 - - Stage 2 867 - - - - Follow-up Headway 3.518 3.318 2.218 - - Pot Capacity-1 Maneuver 169 504 1093 Stage 1 630 - - - - Stage 2 411 - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 168 450 978 - - - Mov Capacity-2 Maneuver 168 - - - Stage 1 629 - - - Stage 2 410 - - - Approach EB NB SB HCM Control Delay, s 26.9 0 0 HCM LOS D Minor Lane / Maior Mvmt NBU NBL NBT EBLn1 SBT SBR Capacity (veh/h) - 978 - 287 HCM Lane V/C Ratio - - 0.436 HCM Control Delay (s) - - 26.9 HCM Lane LOS D HCM 95th %tile Q(veh) - 0 - 2.098 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 11: NW 5th Avenue & NW 23rd Street North) Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 6.1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 11 245 199 0 71 90 Conflicting Peds, #/hr 3 13 0 9 9 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 12 266 216 0 77 98 Major/Minor Minorl Majorl Major2 Conflicting Flow All 454 130 0 0 229 0 Stage 1 231 - Stage 2 223 - - Follow-up Headway 3.52 3.32 - 2.22 Pot Capacity-1 Maneuver 535 896 . - 1336 Stage 1 785 - - Stage 2 793 - - - Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 525 880 - 1326 Mov Capacity-2 Maneuver 525 - - Stage 1 776 - Stage 2 787 - - Approach HCM Control Delay, s HCM LOS WB 11.2 B NB 0 SB 5.7 Minor Lane / Major Mvmt NBU NBT NBR WBLn1 SBU SBL SBT Capacity (veh/h) 855 512 1326 - HCM Lane V/C Ratio - 0.325 0.019 0.058 HCM Control Delay (s) 11.2 8.5 3.3 HCM Lane LOS B A A HCM 95th %tile Q(veh) - - 1.419 0.058 0.185 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 12: NW 2nd Avenue & NW 23rd Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 482.6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 100 394 295 704 350 115 Conflicting Peds, #/hr 0 0 38 0 0 38 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 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 115 453 339 809 402 132 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1955 506 534 0 Stage 1 468 - - - Stage 2 1487 - - Follow-up Headway 3.518 3.318 2.218 - Pot Capacity-1 Maneuver # 70 566 1034 - Stage 1 630 - - Stage 2 207 - Time blocked -Platoon, % - Mov Capacity-1 Maneuver # 27 548 1001 - Mov Capacity-2 Maneuver # 27 - - - Stage 1 630 - - - Stage 2 # 80 - - Approach HCM Control Delay, s HCM LOS EB $ 1907.7 F NB 3.1 Minor Lane / Maior Mvmt NBL NBT EBLn1 SBU SBT SBR SB 0 Capacity (veh/h) 1001 - 112 HCM Lane V/C Ratio 0.339 - 5.07 HCM Control Delay (s) 10.427 0$ 1907.7 HCM Lane LOS B A F HCM 95th %tile Q(veh) 1.509 - 60.497 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM.syn HCM 2010 TWSC 13: NW 6th Avenue & NW 23rd Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 32 43 183 14 48 121 Conflicting Peds, #/hr 0 0 0 1 1 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 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 38 51 215 16 56 142 Major/Minor Minorl Majorl Major2 Conflicting Flow All 479 225 0 0 232 0 Stage1 224 Stage 2 255 - - - Follow-up Headway 3.518 3.318 - 2.218 - Pot Capacity-1 Maneuver 545 814 - 1336 - Stage 1 813 - Stage 2 788 Time blocked -Platoon, % Mov Capacity-1 Maneuver 519 813 - - 1335 Mov Capacity-2 Maneuver 519 - Stage 1 813 - - - Stage 2 751 - - - A_p_proach WB NB SB HCM Control Delay, s 11.4 0 2.2 HCM LOS B Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes NBT NBR WBLn1 SBL SBT 655 1335 0.135 0.042 11.4 7.816 0 B A A 0.464 0.132 - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 14: NW 5th Avenue & NW 23rd Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 10.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 24 500 186 177 92 37 Conflicting Peds, #/hr 0 0 19 0 0 19 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 26 543 202 192 100 40 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 717 139 140 0 - 0 Stage 1 120 - - - Stage 2 597 - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 396 909 1443 - - - Stage 1 905 - - - Stage 2 550 - - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 333 895 1420 - - - Mov Capacity-2 Maneuver 333 - - - - - Stage 1 905 - - - Stage 2 463 - - - Approach HCM Control Delay, s HCM LOS EB 18.2 C NB 4.1 Minor Lane / Major Mvmt NBL NBT EBLn1 SBU SBT SBR Capacity (veh/h) 1420 831 HCM Lane V/C Ratio 0.142 - 0.685 HCM Control Delay (s) 7.956 0 18.2 HCM Lane LOS A A C HCM 95th %tile Q(veh) 0.496 - 5.582 Notes SB 0 • : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM.syn HCM 2010 TWSC 15: NW 3rd Avenue & NW 22nd Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 21.3 Movement _ EBT EBR WBL WBT NBL NBR Vol, veh/h 137 517 122 87 268 103 Conflicting Peds, #/hr 0 6 6 0 9 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - '100 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 149 562 133 95 291 112 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 720 0 799 445 Stage 1 - 439 Stage 2 - - 360 Follow-up Headway - 2.218 - 3 518 3.318 Pot Capacity-1 Maneuver - 882 - 355 613 Stage 1 - - 650 Stage 2 - - 706 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 878 294 605 Mov Capacity-2 Maneuver - - - 294 Stage 1 - - - 645 Stage 2 - - 590 - Approach _ EB WB NB HCM Control Delay, s 0 5.7 67.8 HCM LOS F Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 294 605 - 878 HCM Lane V/C Ratio 0.991 0.185 - 0.151 HCM Control Delay (s) 89.1 12.3 - 9.828 0 HCM Lane LOS F B A A HCM 95th %tile Q(veh) 10.285 0.674 - 0.531 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICaIcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 16: NW 2nd Avenue & NW 22nd Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 52 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 250 84 41 492 405 121 Conflicting Peds, #/hr 3 0 24 0 0 24 Sign Control Stop Stop Free Free Free Free RT Channelized None None - None Storage Length 100 0 - - Veh in Median Storage, # 0 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 284 95 47 559 460 138 Major/Minor Minor2 Majorl Maior2 Conflicting Flow All 1184 556 601 0 0 Stage 1 532 - - - Stage 2 652 - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver # 209 531 976 - - - Stage1 589 - - - - Stage 2 518 - - Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver # 193 519 956 - - Mov Capacity-2 Maneuver # 193 - - - Stage 1 588 - - Stage 2 480 - - - Approach EB HCM Control Delay, s 215.7 HCM LOS F NB 0.7 Minor Lane / Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 956 - 193 519 HCM Lane V/C Ratio 0.049 - 1.472 0.184 HCM Control Delay (s) 8.959 0 283.6 13.5 HCM Lane LOS A A F B HCM 95th %tile Q(veh) 0.153 - 17.481 0.668 Notes SB 0 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total PM.syn Timings Future Total Optimized Improvements 17: NW 3rd Avenue & NW 20th Street P.M. Peak Hour } --► �--- 4\ t Lane Gaup EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations 11 f ' ft 4 r I Volume (vph) 159 590 97 613 153 106 214 274 114 Turn Type pm+pt NA pm+pt NA Perm NA Perm pm+pt NA Protected Phases 1 6 5 2 4 3 8 Permitted Phases 6 2 4 4 8 Detector Phase 1 6 5 2 4 4 4 3 8 Switch Phase Minimum Initial (s) 4.0 7.0 4.0 7.0 7.0 7.0 7.0 4.0 7.0 Minimum Split (s) 8.0 28.0 8.0 28.0 24.4 24.4 24.4 8.0 24.4 Total Split (s) 13.0 36.0 10.0 33.0 34.0 34.0 34.0 10.0 44.0 Total Split (%) 14.4% 40.0% 11.1% 36 7% 37.8% 37.8% 37.8% 11.1% 48.9% Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 2.4 2.4 2.4 0.0 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 3.0 6.0 6.4 6.4 3.0 6.4 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None Intersection Surnmary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 17: NW 3rd Avenue & NW 20th Street 0 i �I--- 0::!� p3 ta4 13ss 33s L: la 34s 1R ■ a5 r"�ar !Ft; II',: 10s 36s 44s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM_opt Improvements.syn HCM 2010 Signalized Intersection Summary Future Total Optimized Improvements 17: NW 3rd Avenue & NW 20th Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li +1 li ti 4 r vi t Volume (veh/h) 159 590 30 97 613 147 153 106 214 274 114 260 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 0.92 0.97 0.95 0.99 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 vehlh/In 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 1 1 0 Cap, veh/h 273 1105 55 303 826 198 238 127 506 230 221 505 Arrive 0n Green 0.09 0.32 0.32 0.02 0.09 0.09 0.32 0.32 0.32 0.08 0.44 0.44 Sat Flow. veh/h 1774 3501 175 1774 2871 688 528 391 1561 1774 502 1145 Grp Volume(v), veh/h 183 360 352 111 457 417 298 0 246 315 0 430 Grp Sat Flow(s),veh/h/In 1774 1863 1814 1774 1863 1696 919 0 1561 1774 0 1647 Q Serve(g_s), s 5.7 14.0 14.0 3.7 20.6 20.6 20.8 0.0 10.8 7.0 0 0 16.8 Cycle Q Clear(g_c), s 5.7 14.0 14.0 3.7 20.6 20.6 27.6 0.0 10.8 7.0 0.0 16.8 Prop In Lane 1.00 0.10 1.00 0.41 0.59 1.00 1.00 0.70 Lane Grp Cap(c), veh/h 273 588 572 303 536 488 365 0 506 230 0 727 V/C Ratio(X) 0.67 0.61 0.61 0.37 0.85 0.85 0.82 0.00 0.49 1.37 0.00 0.59 Avail Cap(c_a), veh/h 321 656 639 338 590 538 365 0 506 230 0 727 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.35 0.35 0.35 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.3 24.7 24.8 21.0 36.8 36.8 31.7 0.0 23.1 21.6 0.0 18.0 Incr Delay (d2), s/veh 4.2 4.7 4.9 0.3 6.3 6.9 12.6 0.0 0.3 190.7 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 4.2 7.2 7.0 1.7 11.3 10.4 7.7 0.0 4.1 17.2 0.0 6.7 Lane Grp Delay (d), s/veh 24.5 29.5 29.6 21.3 43.1 43.7 44.4 0.0 23.4 212.4 0.0 18.9 Lane Grp LOS CCCCDDD C F B Approach Vol, veh/h 895 985 544 745 Approach Delay, s/veh 28.5 40.9 34.9 100.7 Approach LOS C D C F Timer Assigned Phs 1 6 5 2 4 3 8 Phs Duration (G+Y+Rc), s 10.7 32.9 8.3 30.5 34.0 10.0 44.0 Change Period (Y+Rc), s 3.0 6.0 3.0 6.0 6.4 3.0 6.4 Max Green Setting (Gmax), s 10.0 30.0 7.0 27.0 27.6 7.0 37.6 Max Q Clear Time (g_c+I1), s 7.7 16.0 5.7 22.6 29.6 9.0 18.8 Green Ext Time (p_c), s 0.1 3.4 0.0 1.9 0.0 0.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 50.4 HCM 2010 LOS D Notes K:1FTL TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM_opt Improvements.syn Timings 17: NW 3rd Avenue & NW 20th Street Future Total P.M. Peak Hour Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations,, it 4, Volume (vph) 159 590 97 613 153 106 214 274 114 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 2 2 4 4 4 8 8 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 24.4 24.4 24.4 24.4 24.4 Total Split (s) 45.6 45.6 45.6 45.6 44.4 44.4 44.4 44.4 44.4 Total Split (%) 50.7% 50 7% 50.7% 50 7% 49.3% 49.3% 49.3% 49.3% 49.3% 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 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None None None None Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated splits ana rnases: i r: NVV ira Avenue & NW 2Uth Street P Z (R) I44 45,6s ! 144.4s P ""006 (R) _ Il� 08 45.6 s l 11144.4 s _ I ILi K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 Signalized Intersection Summary 17: NW 3rd Avenue & NW 20th Street Future Total P.M. Peak Hour 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 +1 'I +t 4' r 4+ Volume (veh/h) 159 590 30 97 613 147 153 106 214 274 114 260 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 0.94 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 186.3 186.3 190.0 186.3 186.3 190.0 190.0 186.3 186.3 190.0 186.3 190.0 Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Cap,veh/h 212 1543 77 300 1262 302 314 193 661 166 45 103 Arrive On Green 0.44 0.44 0.44 0.15 0.15 0.15 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 624 3506 176 721 2868 687 592 458 1566 258 107 245 Grp Volume(v), veh/h 183 360 352 111 458 416 298 0 246 745 0 0 Grp Sat Flow(s),veh/h/In 624 1863 1819 721 1863 1692 1050 0 1566 611 0 0 Q Serve(g_s), s 19.0 12.1 12.1 13.1 20.6 20.6 0.0 0.0 9.7 17.9 0.0 0.0 Cycle Q Clear(g_c), s 39.6 12.1 12.1 25.2 20.6 20.6 20.1 0.0 9.7 38.0 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.41 0.59 1.00 0.42 0.40 Lane Grp Cap(c), veh/h 212 820 800 300 820 744 507 0 661 315 0 0 V/C Ratio(X) 0.86 0.44 0.44 0.37 0.56 0.56 0.59 0.00 0.37 2.37 0.00 0.00 Avail Cap(c_a), veh/h 212 820 800 300 820 744 507 0 661 315 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 38.2 17.5 17.5 38.0 30.3 30.3 20.5 0.0 17.8 37.7 0.0 0.0 Incr Delay (d2), s/veh 34.6 1.7 1.8 2.9 2.3 2.5 1.2 0.0 0.1 624.8 0.0 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 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 6.2 5.8 5.7 2.8 11.0 10.0 5.3 0.0 3.6 61.8 0.0 0.0 Lane Grp Delay (d), s/veh 72.8 19.2 19.3 40.9 32.6 32.8 21.8 0.0 18.0 662.5 0.0 0.0 Lane Grp LOS E B B D C C C B F Approach Vol, veh/h 895 985 544 745 Approach Delay, s/veh 30.2 33.6 20.0 662.5 Approach LOS C C C F Timer Assigned Phs 6 2 4 8 Phs Duration (G+Y+Rc), s 45.6 45.6 44.4 44.4 Change Period (Y+Rc), s 6.0 6.0 6.4 6.4 Max Green Setting (Gmax), s 39.6 39.6 38.0 38.0 Max Q Clear Time (g_c+I1), s 41.6 27.2 22.1 40.0 Green Ext Time (p_c), s 0.0 3.4 5.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 178.2 HCM 2010 LOS F Notes K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total PM.syn Timings 18: NW 20th Street & NW 2nd Avenue Future Total P.M. Peak Hour -► '- \ON 1 Lane Group EBL EBT WBT SBL SBT 06 o7 Lane Configurations +I I, Volume (vph) 179 729 703 345 2 Turn Type Perm NA NA Perm NA Protected Phases 5 1 3 6 7 Permitted Phases 5 3 Detector Phase 5 5 1 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 4.0 Minimum Split (s) 27.0 27.0 27.0 30.0 30.0 27.0 10.4 Total Split (s) 33.0 33.0 60.0 30.0 30.0 27.0 30.0 Total Split (%) 36 7% 36.7% 66.7% 33.3% 33.3% 30% 33% 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 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.4 6.4 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 145 Control Type: Pretimed Splits and Phases: 18: NW 20th Street & NW 2nd Avenue #18 1- 10 1(R) 60 s #18 #19 #18 33 s K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM Signalized Intersection Capacity Analysis 18: NW 20th Street & NW 2nd Avenue Future Total P.M. Peak Hour Movement EBL EBT Lane Configurations ti Volume (vph) 179 729 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.0 6.0 Lane Util. Factor 1.00 0.95 Frpb, ped/bikes 1.00 0.98 Flpb, ped/bikes 0.97 1.00 Frt 1.00 0.98 Flt Protected 0.95 1.00 Satd. Flow (prot) 1713 3373 Flt Permitted 0.16 1.00 Satd. Flow (perm) 294 3373 Peak -hour factor, PHF 0.88 0.88 Adj. Flow (vph) 203 828 RTOR Reduction (vph) 0 18 Lane Group Flow (vph) 203 975 Confl. Peds. (#/hr) 89 Turn Type Perm NA Protected Phases 5 Permitted Phases 5 Actuated Green, G (s) 27.0 27.0 Effective Green, g (s) 27.0 27.0 Actuated g/C Ratio 0.30 0.30 Clearance Time (s) 6.0 6.0 Lane Grp Cap (vph) 88 1011 v/s Ratio Prot 0.29 v/s Ratio Perm c0.69 v/c Ratio 2.31 0.96 Uniform Delay, di 31.5 31.0 Progression Factor 1.17 1.18 Incremental Delay, d2 612.5 16.6 Delay (s) 649.5 53.2 Level of Service F D Approach Delay (s) 154.5 Approach LOS F Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1• EBR WBL 145 0 1900 1900 0.88 0.88 165 0 0 0 0 0 55 55 73.7 1.33 90.0 73.0% 15 WBT irk 703 1900 6.0 0.95 0.95 1.00 0.96 1.00 3223 1.00 3223 0.88 799 38 1036 NA 1 54.0 54.0 0.60 6.0 1933 c0.32 0.54 10.6 0.08 0.6 1.4 A 1.4 A t 4, WBR NBL NBT NBR SBL SBT SBR t 242 0 0 0 345 2 179 1900 1900 1900 1900 1900 1900 1900 6.4 6.4 1.00 1.00 1.00 0.98 0.99 1.00 1.00 0.85 0.95 1.00 1759 1553 0.95 1.00 1759 1553 0.88 0.88 0.88 0.88 0.88 0.88 0.88 275 0 0 0 392 2 203 0 0 0 0 0 94 0 0 0 0 0 392 111 0 89 8 5 5 8 Perm NA 3 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 0.0 A E 18.8 3 23.6 23.6 0.26 6.4 461 c0.22 0.85 31.5 1.00 17.6 49.1 D 23.6 23.6 0.26 6.4 407 0.07 0.27 26.4 1.00 1.7 28.0 C 41.9 D K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM.syn Timings 19: NW 1st Place & NW 20th Street . . 4 Lane Grou EBL EBT WBT NBL NBT 01 03 kl7 Lane Configurations tt T k Volume (vph) 5 1075 795 153 34 Turn Type Perm NA NA Perm NA Protected Phases 5 7 5 6 1 3 7 Permitted Phases 5 7 6 Detector Phase 5 7 5 7 5 6 6 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 7.0 7.0 7.0 7.0 7.0 4.0 27.0 27.0 27.0 27.0 30.0 10.4 33.0 27.0 27.0 60.0 30.0 30.0 36.7% 30.0% 30.0% 67% 33% 33% 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.4 2.4 2.0 2.4 2.4 0.0 0.0 0.0 6.0 6.4 6.4 Lead Lag Lag Yes Yes Yes Max Max Max Max Max Max Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 1:WBT and 5:EBTL, Start of Green Natural Cycle: 145 Control Type: Pretimed Splits and Phases: 19: NW 1st Place & NW 20th Street *18 4- 01(R) 60 s 33 5 *19 *18 03 F30s Q_, 27 s Future Total P.M. Peak Hour 1L� K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM Signalized Intersection Capacity Analysis 19: NW 1st Place & NW 20th Street Future Total P.M. Peak Hour f Movement EBL EBT Lane Configurations in Volume (vph) 5 1075 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 1.00 Flt Protected 1.00 Satd. Flow (prot) 3538 Flt Permitted 0.95 Satd. Flow (permL 3369 Peak -hour factor, PHF 0.85 0.85 Adj. Flow (vph) 6 1265 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 0 1271 Confl. Peds. (#/hrl 119 Turn Type Perm NA Protected Phases 5 7 Permitted Phases 5 7 Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vph) 1894 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 HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 57.0 50.6 0.56 c0.38 0.67 13.8 0.28 0.8 4.7 A 4.7 A p 4\ EBR VOL WBT WBR NBL 0 0 795 10 153 1900 1900 1900 1900 1900 6.0 6.4 0.95 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.95 3525 1758 1.00 0.95 3525 1758 0.85 0.85 0 0 0 0 0 0 43 43 23.6 0.69 90.0 60.2% 15 0.85 0.85 0.85 935 12 180 1 0 0 946 0 180 119 5 NA Perm NA 5 6 6 27.0 20.6 20.6 27.0 20.6 20,6 0.30 0.23 0.23 6.0 6.4 6.4 1057 402 740 c0.27 0.02 0.90 30.1 1.25 9.0 46.7 D 46.7 D c0.10 0.45 29.8 1.00 3.6 33.4 C HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 0.07 27.2 1.00 0.2 27.3 C 31.5 C t' `► 4, NBT NBR SBL SBT SBR 34 34 0 0 0 1900 1900 1900 1900 1900 6.4 0.95 0.99 1.00 0.93 1.00 3237 1.00 3237 0.85 085 085 085 085 40 40 0 0 0 31 0 0 0 0 49 0 0 0 0 8 8 5 C 18.8 B 0.0 A K:1FTL_TPT01043629001-Mana Wynwood SAP\Calcs\Synchro\Future Total PM.syn Timings Future Total Optimized Improvements 20: N Miami Avenue & NW 20th Street P.M. Peak Hour Lane Gaup EBL EBT EBR WBT WBR NBL NBT SBL SBT Lane Configurations t ri t ri , 4t Volume (vph) 125 545 362 467 209 142 780 154 478 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 3 8 4 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 7.0 7.0 7.0 Minimum Split (s) 24.3 24.3 24.3 24.3 24.3 10.3 24.3 24.3 24.3 Total Split (s) 36.7 36.7 36.7 36.7 36.7 10.3 53.3 43.0 43.0 Total Split (%) 40.8% 40.8% 40.8% 40.8% 40.8% 11.4% 59.2% 47.8% 47.8% 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 0.0 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 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 4.0 6.3 6.3 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Pretimed Slits and Phases: 20: N Miami Avenue & NW 20th Street I-Po2(R) 36.7 s 36.7s j 10.3 s t=d K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM_opt Improvements.syn HCM 2010 Signalized Intersection Summary Future Total Optimized Improvements 20: N Miami Avenue & NW 20th Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ii t r 4, r ' 1 41 Volume (veh/h) 125 545 362 0 467 209 142 780 23 154 478 106 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 0.99 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 186.3 186.3 186.3 0.0 186.3 186.3 186.3 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 1 1 0 0 2 0 Cap, veh/h 154 635 532 0 635 533 241 940 27 153 547 121 Arrive 0n Green 0.11 0.11 0.11 0.00 0.34 0.34 0.07 0.52 0.52 0.41 0.41 0.41 Sat Flow, veh/h 728 1863 1561 0 1863 1562 1774 1801 52 179 1342 298 Grp Volume(v), veh/h 133 580 385 0 497 222 151 0 854 164 0 622 Grp Sat Flow(s),veh/h/In 728 1863 1561 0 1863 1562 1774 0 1853 179 0 1640 Q Serve(g_s), s 9.1 27.7 21.4 0.0 21.6 9.8 4.2 0.0 36.8 10.2 0 0 32.6 Cycle Q Clear(g_c), s 30.7 27.7 21.4 0.0 21.6 9.8 4.2 0.0 36.8 36.7 0 0 32.6 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.18 Lane Grp Cap(c), veh/h 154 635 532 0 635 533 241 0 968 153 0 669 V/C Ratio(X) 0.87 0.91 0.72 0.00 0.78 0.42 0.63 0.00 0.88 1.07 0.00 0.93 Avail Cap(c_a), veh/h 154 635 532 0 635 533 241 0 968 153 0 669 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.8 38.6 35.8 0.0 26.6 22.8 20.1 0.0 19.1 42.6 0.0 25.4 Incr Delay (d2), s/veh 43.7 19.7 8.3 0.0 9.3 2.4 11.7 0.0 11.5 93.1 0.0 21.3 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 Back of Q (50%), veh/In 5.1 17.6 10.2 0.0 11.6 4.1 4.2 0.0 18.7 7.4 0.0 16.9 Lane Grp Delay (d), s/veh 96.4 58.3 44.1 0.0 35.9 25.2 31.9 0.0 30.5 135.7 0.0 46.8 Lane Grp LOS F E D D C C C F D Approach Vol, veh/h 1098 719 1005 786 Approach Delay, s/veh 58.0 32.6 30.7 65.3 Approach LOS E C C E Timer Assigned Phs 2 6 3 8 4 Phs Duration (G+Y+Rc), s 36.7 36.7 10.3 53.3 43.0 Change Period (Y+Rc), s 6.0 6.0 4.0 6.3 6.3 Max Green Setting (Gmax), s 30.7 30.7 6.3 47.0 36.7 Max Q Clear Time (g_c+I1), s 32.7 23.6 6.2 38.8 38.7 Green Ext Time (p_c), s 0.0 2.1 0.0 5.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 46.9 HCM 2010 LOS D Notes K:IFTL TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM_opt Improvements.syn Timings 20: N Miami Avenue & NW 20th Street f Future Total P.M. Peak Hour 4- t i Lane Group EBL EBT EEBH WBT WBR NBL NBT SBL SBT Lane Configurations Ii ti r I r 4ti4 4Ts Volume (vph) 125 545 362 467 209 142 780 154 478 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 2 2 2 6 6 8 8 4 4 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) 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 24.3 Total Split (s) 56.0 56.0 56.0 56.0 56.0 34.0 34.0 34.0 34.0 Total Split (%) 62 2% 62.2% 62.2% 62.2% 62.2% 37.8% 37 8% 37.8% 37.8% 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 2.3 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 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 6.3 6.3 Lead/Lag Lead -Lag Optimize? Recall Mode Max Max Max Max Max Max Max Max Max Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 78 (87%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Pretimed Splits and Phases: 20: N Miami Avenue & NW 20th Street 1 -4 02 (R) 56 s 4- 06 (R){ yy Q a 56 .34s K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total PM.syn HCM 2010 Signalized Intersection Summary 20: N Miami Avenue & NW 20th Street Future Total P.M. Peak Hour f Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 4 Volume (veh/h) 125 545 362 0 467 209 142 780 23 154 478 106 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 0.99 1.00 0.98 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 186.3 186.3 186.3 0.0 186.3 186.3 190.0 186.3 190.0 190.0 186.3 190.0 Lanes 1 1 1 0 1 1 0 2 0 0 2 0 Cap, veh/h 367 1035 872 0 1035 873 80 504 15 80 413 92 Arrive On Green 0.18 0.18 0.18 0.00 0.56 0.56 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 728 1863 1570 0 1863 1571 0 1638 47 0 1341 298 Grp Volume(v), veh/h 133 580 385 0 497 222 151 0 854 164 0 622 Grp Sat Flow(s),veh/h/In 728 1863 1570 0 1863 1571 0 0 1686 0 0 1639 Q Serve(g_s), s 15.2 25.5 19.6 0.0 14.6 6.6 0.0 0.0 27.7 0.0 0.0 27.7 Cycle Q Clear(g_c), s 29.8 25.5 19.6 0.0 14.6 6.6 27.7 0 0 27.7 27.7 0.0 27.7 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.18 Lane Grp Cap(c),veh/h 367 1035 872 0 1035 873 80 0 519 80 0 504 V/C Ratio(X) 0.36 0.56 0.44 0.00 0.48 0.25 1.89 0.00 1.65 2.05 0.00 1.23 Avail Cap(c_a), veh/h 367 1035 872 0 1035 873 80 0 519 80 0 504 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.2 26.7 24.3 0.0 12.1 10.4 45.0 0.0 31.2 45.0 0.0 31.2 Incr Delay (d2), s/veh 2.8 2.2 1.6 0.0 1.6 0.7 442.6 0.0 299.3 513.0 0.0 121.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/In 3.3 13.4 8.6 0.0 6.7 2.5 11.7 0.0 54.7 13.2 0.0 28.2 Lane Grp Delay (d), s/veh 38.0 28.9 26.0 0.0 13.7 11.1 487.6 0.0 330.4 558.0 0.0 152.3 Lane Grp LOS D C C B B F F F F Approach Vol, veh/h 1098 719 1005 786 Approach Delay, s/veh 29.0 12.9 354.0 237.0 Approach LOS C B F F Timer Assigned Phs 2 6 8 4 Phs Duration (G+Y+Rc), s 56.0 56.0 34.0 34.0 Change Period (Y+Rc), s 6.0 6.0 6.3 6.3 Max Green Setting (Gmax), s 50.0 50.0 27.7 27.7 Max Q Clear Time (g_c+I1), s 31.8 16.6 29.7 29.7 Green Ext Time (p_c), s 2.7 2.8 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 161.6 HCM 2010 LOS F Notes K:IFTL_TPT01043629001-Mana Wynwood SAP\Calcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 23: NW 23rd Street & Internal Drivewa Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 7.2 Movement _ EBL _EBT WBT WBR SBL SBR Vol, veh/h 38 126 69 100 248 18 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 - 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 137 75 109 270 20 Major/Minor Majorl Conflicting Flow All 184 0 Stage 1 - Stage 2 - Follow-up Headway 2.218 - Pot Capacity-1 Maneuver 1391 - Stage 1 Stage 2 Time blocked -Platoon, % Mov Capacity-1 Maneuver 1391 Mov Capacity-2 Maneuver Stage 1 - Stage 2 - M'a,+or2 Minor2 0 349 129 220 - 3.518 648 897 817 627 627 897 791 Approach EB WB SB 129 3.318 921 921 HCM Control Delay, s 1.8 0 15.1 HCM LOS C Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1391 - - 641 HCM Lane V/C Ratio 0.03 - - - 0.451 HCM Control Delay (s) 7.667 0 - - 15.1 HCM Lane LOS A A C HCM 95th %tile Q(veh) 0.092 - 2.341 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM.syn HCM 2010 TWSC 27: Internal Driveway & NW 24th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 5.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 49 96 170 48 44 94 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 0 - Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 53 104 185 52 48 102 Major/Minor Maiorl Major2 Minorl Conflicting Flow All 0 0 158 0 527 Stage 1 - - - 105 Stage 2 - - - 422 Follow-up Headway - - 2.218 3.518 Pot Capacity-1 Maneuver - - 1422 512 Stage 1 - - - 919 Stage 2 - - - 662 Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver - - 1422 - 443 Mov Capacity-2 Maneuver - - - 443 Stage 1 - - - - 919 Stage 2 . - - - 573 Approach HCM Control Delay, s HCM LOS EB 0 WB 6.2 Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 696 - 1422 HCM Lane V/C Ratio 0.216 - 0.13 HCM Control Delay (s) 11.6 - - 7.909 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.814 - 0.447 Notes NB 11.6 B 105 3.318 949 949 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 39: NW 5th Place & NW 20th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 40.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 84 656 39 14 897 108 47 33 9 124 14 128 Conflicting Peds, #/hr 16 0 9 9 0 16 4 0 6 6 0 4 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 65 65 - - Veh in Median Storage, # - 0 0 0 - 0 Grade, % - 0 0 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 93 729 43 16 997 120 52 37 10 138 16 142 Major/Minor _ Malorl Major2 Minorl Minor2 Conflicting Flow All 1123 0 0 778 0 0 1486 2097 408 1669 2059 580 Stage 1 - 943 943 - 1094 1094 Stage 2 - - 543 1154 575 965 Follow-up Headway 2.22 - - 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 618 - - 834 86 51 593 # 63 54 458 Stage 1 - - 282 339 - 228 288 Stage 2 - - - 492 270 470 331 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver 610 - - 823 - - # 46 42 582 # 40 44 450 Mov Capacity-2 Maneuver - 124 115 - # 127 144 Stage1 - - - 238 286 - 192 281 Stage 2 - - - - 308 263 337 279 Approach HCM Control Delay, s HCM LOS EB WB NB SB 1.3 0.1 88.6 297.4 F F Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 131 610 - 823 - 196 HCM Lane V/C Ratio 0.755 0.153 - 0.019 - - 1.508 HCM Control Delay (s) 88.6 11.965 - 9.458 - - 297.4 HCM Lane LOS F B A F HCM 95th %tile Q(veh) 4.405 0.537 - - 0.058 - - 18.451 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn HCM 2010 TWSC 40: NW 6th Avenue & NW 29th Street Future Total P.M. Peak Hour Intersection Intersection Delay, s/veh 80.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 40 599 62 10 839 7 139 69 39 9 8 25 Conflicting Peds, #/hr 5 0 6 6 0 5 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 - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 658 68 11 922 8 153 76 43 10 9 27 Major/Minor Majorl MaLor2 Minorl Minor2 Conflicting Flow All 930 0 0 726 0 0 1267 1732 369 1403 1762 471 Stage 1 - - - 780 780 - 948 948 Stage 2 487 952 - 455 814 Follow-up Headway 2.22 - 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Capacity-1 Maneuver 731 - 873 # 126 87 628 100 83 539 Stage 1 - - 354 404 280 338 Stage 2 - - - - - 531 336 554 390 Time blocked -Platoon, % - - - Mov Capacity-1 Maneuver 727 - - 869 - - # 98 76 625 # 3 73 536 Mov Capacity-2 Maneuver - - - - - # 98 76 # 3 73 Stage1 - - - - - 318 362 251 329 Stage 2 - - - - 475 327 - 364 350 Approach HCM Control Delay, s HCM LOS Minor Lane / Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Notes EB 1 WB NB SB 0.2 $ 301.7 $ 1734.2 F F NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 98 107 727 - 869 - - 13 1.039 1.585 0.06 0.013 - 3.55 181.9 $ 373.6 10.27 0 5 9.196 0.1 -$ 1734.2 F F B A A A F 6.424 12.795 0.193 - 0.038 - 6.72 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\Synchro\Future Total PM.syn HCM 2010 TWSC 41: NW 5th Place & NW 21st Terrace Intersection Future Total P.M. Peak Hour Intersection Delay, s/veh 8.4 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 5 100 84 5 141 112 Conflicting Peds, #/hr 0 1 1 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 0 Grade, % 0 - 0 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 6 116 98 6 164 130 Maior/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 124 0 267 Stage 1 - 66 Stage 2 - 201 Follow-up Headway - 2.218 3.518 Pot Capacity-1 Maneuver - 1463 722 Stage 1 - 957 Stage 2 - 833 Time blocked -Platoon, % - - Mov Capacity-1 Maneuver - 1462 672 Mov Capacity-2 Maneuver - - 672 Stage 1 - 955 Stage 2 777 Approach HCM Control Delay, s HCM LOS EB 0 WB NB 7.2 12.3 Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 785 - 1462 - HCM Lane V/C Ratio 0.375 - 0.067 HCM Control Delay (s) 12.3 - 7.639 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 1.748 - - 0.215 Notes B 67 3.318 997 995 : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined K:IFTL_TPT01043629001-Mana Wynwood SAPICalcs\SynchrolFuture Total PM.syn TAB 2 Principals Hernando J. Navas, P.E. Mark S. Johnson, P.S.M. Of Council Alfonso C. Tello, P.E., P.S.M. �e12f.1 -EgkE - �/2LSl2lYL o411oeriatEi., LTrze. Civil Engineers - Land Planners - Surveyors 3240 Corporate Way • Miramar, Florida 33025 Phone: (954) 435-7010 • Fax: (954) 438-3288 WYWIWOO,) S][TIE TU[T][]L][TY STUDY Prepared By: �eficvEgkE-cgii 2LYL gne. (E13 # 87) #58710 , ice President State of Florida Registered) Engineer Luis F. Leon, P.E. Alberto A. Mora, P.E. John C. Tello, P.E. Michael D. Gonzalez, P.E. Ronald A. Fritz, P.S.M. Jose G. Hernandez, P.S.M. Michael J. Alley, P.S.M. Emilio E. Llufrio, P.S.M. Mana Wynwood Site Utility Study TABLE OF CONTENTS I) Introduction SECTION 1 II) Site Location Map SECTION 2 III) Water Distribution System SECTION 3 IV) Sanitary Sewer Collection System SECTION 4 V) Florida Power and Light and AT&T SECTION 5 VI) Teco Gas SECTION 6 VII) Stormwater Management and Finished Floor Elevation SECTION 7 APPIE NJDIICIES Existing Water Distribution Atlas APPENDIX A Projected Proposed Water Mains .APPENDIX B Existing Sanitary Sewer Collection Atlas .APPENDIX C Projected Proposed Sanitary Mains .APPENDIX D Receiving Pump Station information APPENDIX E AT&T Transmission Correspondence APPENDIX F Teco Gas Atlas .APPENDIX G Rainfall Maps and Firmette APPENDIX H Mana Wynwood Site Utility Study INTRODUCTION SECTION' Mana Wynwood Site Utility Study I. Introduction The Mana Wynwood project is a proposed major mixed -use development that will encompass approximately 29 Acres of the Wynwood District in the City of Miami. The project is generally bounded by NW 6th Avenue to the West, NW 2nd Avenue to the East, by NW 25th Street to the North, and by NW 21 Terrace/NW22 Street/NW 20th Street to the South (see Site Location Map on Section 2). The Special Area Plan consists of two separate zoning designations that are labeled as East and West. The proposed zoning for the West half is T6-24 and for the East half it is T6-12. Below please find the development breakdown for the subject project: • Residential Apartment Units 1, 2, and 3 Bedroom Units • Hotel • Retail Spaces • Light Industrial • Galleries • Showrooms • Educational • Office Space • Restaurants • Bar/Lounge/Night club • Coffee Shops/Juice Bar/Bakeries/etc. See Table 1 on the next page for a description of the densities of the program_ Mana Wynwood Site Utility Study Table 1 — Development Density Occupancy Units Floor Area (SF) Retail 122,561 Flex Office 1,882,016 Flex Industrial (wet/dry manufacturing) 564,605 Flex Galleries 877,728 Flex Showroom 451,684 Educational 112,921 Coffee shop/Bakery/Juice Bar 55,281 Lounge/Bar/Night Club Restaurant (Full Service) 55,281 55,281 Hotel 1,144 Residential 2,651 Mana Wynwood Site Utility Study S][T]E LOCATION MAP SECTION 2 ;V NW 21 ST TERR NW 24TH ST NW 22ND ST NW 23RD ST NW 22ND LANE NW 22ND TER NW 21ST ST Lu U Q oc NW 20TH TERR z z NW 20TH ST MANA WYNWOOD SAP LOCATION MAP DENOTES SUBJECT SITE Mane Wynwood Site Utility Study WATER ID I STR][ ]ByTC CT][ON SYSTEM SECTION 3 Mana Wynwood Site Utility Study EEL Water Distribution System A summary of the water mains owned and operated by the Miami -Dade Water and Sewer Department (M-DWASD) in the vicinity of the project is shown in Table 2 below. Appendix A provides the M-DWASD Atlas graphical representation for reference. Table 2 — Existing Water Mains Roadway Between Water Main(s) NW 24 Street NW 6th Avenue and NW 5th Avenue 8" NW 24 Street NW 5th Avenue and NW 2nd Avenue 4" and 12" NW 23 Street NW 6th Avenue and NW 5th Avenue 6" NW 23 Street NW 5th Avenue and NW 2nd Avenue 4" and 12" NW 22 Lane NW 5th Avenue and NW 2nd Street 6" and 12" NW 22 Street NW 6th Avenue and NW 5th Avenue 12" NW 22 Street NW 5th Avenue and NW 2nd Avenue 8" NW 21 Terrace NW 6th Avenue and NW 5th Avenue 8" NW 24th Street and NW 21st Terrace 2" NW 6th Avenue NW 5th Avenue NW 24th Street and NW 21st Terrace 12" NW 2th Avenue NW 23rd Street and NW 22nd Street 8" and 48" NW 5th Place NW 21st Terrace and NW 20th Street 8" NW 20th Street I-95 Expressway and NW 5th PLace 8" Due to the proposed zoning and the density of the development, M-DWASD will require the project to construct offsite water mains with a minimum 12" in diameter to provide adequate flow for the fire demand of the project. The projected offsite water main requirements are depicted in Table 3 and Appendix B. Mana Wynwood Site Utility Study In addition to the offsite water main requirements, the project will be required to relocate and/or remove any of the existing water main that would be in conflict with the proposed development. Any on -site water mains looped within the project will also be required to be 12" in diameter per MDWASD rules and regulations. All structures exceeding 75' in height measured from the Fire Department Staging Area will require dual fire line systems for the purpose of redundancy per the latest NFPA code. The City of Miami Fire Prevention Department requires fire hydrants to be located no more than 100 feet from the fire department connections for each of the proposed buildings or structures for commercial areas and multi -family residential areas. The code also requires that there be no more than 300 feet between fire hydrants along the frontage of the property, as measured along the water hose lay length. Final determination of fire hydrants, water meters, backflow preventers and fire department connections will need to be determined and approved when a final site plan is prepared. Table 3 — Projected Proposed Water Main Requirements Roadway From Water To Main(s) NW 24th St. Ex. 12" at NW 5th Ave. Ex. 12" at Mid -block between NW 2nd Ave. and NW 5th Ave Prop. 12" NW 24th St. Prop. 12" at NW 6th Ave. Ex. 12" at NW 5th Ave. Prop. 12" NW 23rd St. NW 6th Ave. NW 5th Ave. Remove Ex. 6" NW 22nd Ln Relocate Ex. 12" WM to match prop. new private road alignment Between NW 5th Ave. and NW 22nd Ave. NW 22nd St. Ex. 12" at NW 5th Ave. West Property Line of Development Prop. 12" NW 21st Tr. Prop. 12" at NW 6th Ave. Ex. 12" at NW 5th Ave. Prop. 12" NW 6th Ave. Prop. 12" at NW 21st Tr. Prop. 12" at NW 24th St. Prop. 12" NW 2th Ave. South Property Line of Development Ex. 12" at NW 23rd St. Prop. 12" New Road Prop. 12" at NW 24 Street Ex. 12" at NW 22nd St. Prop. 12" NW 25th Ln. Prop. 12" at NW 21st Tr. Prop. 12" at NW 2th Street Prop. 12" NW 20th St. Prop. 12" at NW 25th Ln. West Property Line of Development Prop. 12" Mana Wynwood Site Utility Study SANITARY SEWER COLLECTION SYSTEM SECTION 4 Mana Wynwood Site Utility Study IV , Sanitary Sewer Collection System A summary of the existing sanitary sewer mains adjacent to the properties are shown in Table 4 below. Appendix C provides the M-DWASD Atlas for graphical representation for reference. Table 4 — Existing Sanitary Sewer Mains Roadway - Between Sanitary Sewer Main(s) NW 24 Street NW 6th Avenue and NW 5th Avenue 8" NW 24 Street NW 5th Avenue and NW 2nd Avenue 8" NW 23 Street NW 6th Avenue and NW 5th Avenue 8" NW 23 Street NW 5th Avenue and NW 2nd Avenue 8" NW 22 Lane NW 5th Avenue and NW 2nd Street 8" and 8" Force Main NW 22 Street NW 6th Avenue and NW 5th Avenue 8" and 18" NW 22 Street NW 5th Avenue and NW 2nd Avenue 8" and 24" NW 21 Terrace NW 6th Avenue and NW 5th Avenue 8", 15" and 18" NW 6th Avenue NW 24th Street and NW 21st Terrace 8" NW 5th Avenue NW 24th Street and NW 21st Terrace 8" and 15" NW 2th Avenue NW 23rd Street and NW 22nd Street 10" and 27" NW 5th Place NW 21st Terrace and NW 20th Street 8" I-95 Expressway and NW 5th Place 15" NW 20th Street The existing gravity sanitary sewer mains adjacent to the properties and the downstream pump station are not under moratorium at this time and there is no restriction to sanitary sewer in flows anticipated. It is important to note that a pipe capacity analysis performed by the Master Planning Department of Miami -Dade water and Sewer Department is required to confirm the Mana Wynwood Site Utility Study capacity due to the size of the project. A letter of availability request is recommended to verify the points of connection and requirements for this project. The pump station receiving the flows for the subject project is MDWAS Pump Station #30-002 located at 1075 BISCAYNE BLVD Miami, FL 33132-1701. As of August 11, 2015, this pump station is projected to have a Nominal Average Operating Run Time (NAPOT) of 6.29 hours per day, which is well below its ultimate capacity. Therefore, this project will not trigger any upgrade requirements to the receiving pump station. The proposed flow generated by the development will yield an additional 0.62 hours of operation to Pump station #30-002 Please refer o Appendix E. The subject project falls within a special Basin (Biscayne) that requires an additional connection charge that is being collected for future infrastructure improvements that the County will implement by action of the Miami -Dade Board of County Commissioners (BCC). This fee has been calculated and approved by the BCC to be $4.24 per gallon per day generated by the proposed development. This connection charge together with the standard $6.99 per gallon per day is required to be paid at Verification Form request during the building department approval process. A request for a letter of Sanitary Sewage Capacity Certification must be submitted to the Miami -Dade County Regulatory and Economic Resources Waste Water Permitting Section during the building permitting phase of the project in order to reserve the necessary allocation for the proposed development. In Table 5, are the estimated water and sewer flow generated rates per Miami -Dade Water and Sewer Department's schedule of daily flows. Please be aware that all retail space usage has been categorized as a store, (for full service restaurant use the usage rate will be 100GPD/100SF). Further coordination with MDWASD is recommended. The project will be required to remove and/or relocated existing sanitary sewer mains that will be in conflict with the proposed development as per the concept plan provided by Zyscovich for the SAP application. Please refer to Appendix D for clarification. Mana Wynwood Site Utility Study Table 5 — Estimated Water and Sewer Flow Generation (Per MDWASD Schedule of Daily Rates) Type of Occupancy Quantity (Units or SF) Usage Rate Total Average Daily Flow (GPD) % of Daily Flow Retail 122,567 SF 10 GDP/100 SF 12,256 1.37% Flex Office 1,882,016 SF 5 GPD/100 SF 94,101 10.48% Flex Industrial (Dry Manufacturing) 423,454 SF 2.5 GPD/100 SF 10,586 1.18% Flex Industrial (Wet Manufacturing) 141,151 SF 20 GPD/100 SF 28,230 3.14% Flex Galleries 833,816 SF 10 GPD/100 SF 87,773 9.78% Flex Showroom 451,684 SF 10 GPD/100 SF 45,168 5.03% Educational 112,921 SF 12 GPD/100 SF 13,551 1.51% Hotel 1,144 Units 100 GPD/Unit 114,400 12.74% Coffee shop/Bakery/Juice Bar 55,281 50 GPD/100 SF 27,641 3.08% Lounge/Bar/Night Club 55,281 20 GPD/100 SF 11,056 1.23% Restaurant (Full Service) 55,281 100 GPD/100 SF 55,281 6.16% Residential — Mixed -Use 2,651 Units 150 GPD/Unit 397,650 44.30% Total flow generated by proposed development 897,692 100% Mane Wynwood Site Utility Study ]F]L(0)R][]D A\ P{O)\W]ER A\N1D LIGHT AND SsECTI/O N5 Mana Wynwood Site Utility Study �V Florida Power & Light (FPL) Florida Power and Light (FPL) is the current provider for electrical service in the area. A request for a utility load letter will have to be submitted to FPL to determine if the existing infrastructures has the capacity for the proposed loads. Any relocation of exiting overhead (to underground) will have to be designed by FPL and coordinated with/through an FPL representative. Easements may have to be provided for these relocations as well as electrical rooms and pad mounted transformers. Based on the program provided by Zyscovich it is anticipated that existing overhead power lines will have to be relocated underground, specifically along NW 23 Street between NW6th Ave. and NW 5th Ave. as well as the NW 22 Ln. alignment from NW 5th Ave. to NW 2nd Ave. No evidence or record drawings are available that show evidence of existing underground FP&L transmission or distribution duct banks throughout the project's surrounding streets. All electrical distribution feeds are currently overhead. VI. Communications (AT&T) AT&T Corp. Long Lines and TCG South Florida have high capacity fiber optic within 2-4" HDPE conduits along NW5th Ave. and NW 22 Street. Please refer to Appendix F for letters provided by PEA, Inc. Consulting which include an approximate location of the utilities described. AT&T currently serves the area. It is highly recommended that they be contacted for further coordination of possible upgrades and points of service. Easements may be required for the installation of additional extensions of said communication lines. Please refer to Appendix F for correspondence provided by AT&T with respect to existing services within the area. Mana Wynwood Site Utility Study TIE (C0O) (GAS sSIECTIION 6 Mana Wynwood Site Utility Study VII. Gas (TECO) TECO Gas can provide gas service if the development has the need for it. Table 6 below provides the existing infrastructure as shown in the Atlas provided by TECO Gas, please refer to Appendix G for copies of said Atlas. Table 6 — Existing Gas Mains Roadway Between Sanitary Sewer Main(s) NW 24 Street NW 6th Avenue and NW 5th Avenue 2" in 4" casing and 4" NW 24 Street NW 5th Avenue and NW 2"d Avenue 2" NW 23 Street NW 6th Avenue and NW 5th Avenue 10" and 12"Trans NW 23 Street NW 5th Avenue and NW 2"d Avenue 4" Abandoned NW 22 Lane NW 5th Avenue and NW 2nd Street 4" and 12" Trans NW 22 Street NW 5th Avenue and NW 2nd Avenue 10" NW 21 Terrace NW 6th Avenue and NW 5th Avenue 10" HP NW 6th Avenue NW 24th Street and NW 23rd Street 4" NW 5th Avenue NW 23th Street and NW 21st Terrace 4"HP, 8" and 10" NW 5th Avenue NW 24th Street and NW 23rd Street 4"HP, 6" and 8" NW 2th Avenue NW 23rd Street and NW 22"d Street 4" in 10" casing" NW 20th Street West Property Line and NW 5th Place 10" CI Based on the program provided by Zyscovich it is anticipated that existing gas lines will have to be relocated, specifically along NW 23 Street between NW6th Ave. and NW 5th Ave. as well as the NW 22 Ln. alignment from NW 5th Ave. to NW 2"d Ave. Mena Wynwood Site Utility Study srroamwAiriElFt MANAGEMENT A\N]D> ]F][N][ S]H[]EID ]FILO(OR ]E]L]EVA\T][(0N SIECTION7 Mana Wynwood Site Utility Study VIII. On -Site Stormwater Management and Drainage Systems Based on site observations and involvement on previous sites within the vicinity, many parcels have either outdated drainage systems that are no longer accepted by RER or do not have any drainage at all. Most of these sites were/are discharging into the public Rights of Way by splashing on grade or via rain water leaders under the public sidewalks. Most of the existing if not all the existing drainage systems will have to be removed or abandoned due to the location of the proposed buildings dictated by program configuration provided by Zyscovich. The subject project lies within the limits of the saltwater intrusion boundary, therefore, the drainage system of the proposed development will consist of a combination of drainage wells and French Drains. The use of drainage wells should provide adequate flood protection while minimizing the foot print of the underground drainage system. The rate of discharge that can be achieved will determine the number and the location of the proposed drainage wells. It is recommended that testing be performed to obtain a realistic capacity. The subject project will require an Environmental Resources Permit from RER (General Permit) which requires that the 25 year-72 hour storm event be retained on -site. This storm has a rainfall volume of 12.5" as shown on the rainfall map in Appendix H. IX. Flood Zone and Minimum Finished Floor Elevation The subject site lies within Federal Flood Zone X as depicted in the Firmette provided in Appendix H (Map Number 12086C0312L, Revised September 11, 2009). The finished floor elevation will be determined by the Flood Plain Manager at the City of Miami Building Department using the topography fronting each one of the proposed buildings. The finished floor of each one of the buildings will have to be handled on a case by case basis since the topography of the street surrounding the sites vary from 19' NGVD to 13' NGVD. The minimum finished floor requirements in the City of Miami when a flood elevation is not determined by FEMA shall be 4" above the highest crown of road fronting the site for commercial spaces and 8" above the highest crown of road fronting the site for residential spaces. In the past residential lobbies have been viewed as commercial space at the discretion of the developer and the acceptance of the Flood Plain Manager. This is done in an attempt to ease the mitigation of the difference in elevation from the public sidewalk in cases where the proposed access to the proposed buildings are within closed proximity due to maximum allowable set -backs. Mana Wynwood Site Utility Study APPENDIX A\ 7235-11 0 3101 ��16'aG3r u SI1 1 414 4e- F--tEie31.11-8' 1Eua2 ! 1E2i3-11 NW 20TH ST xy 9 I 1E073 tI ?I IN E6331 T TER 1E033-1F-1 i IE823.1}' 1 '9 1170 ki955y.9I IEE 1055474— k fe®ot �ca57a1� 75 6761 r 674 8 _ 1 '43i' aT 5' MANA WYNWOOD SAP M-DWASD WATER ATLAS 5771 •aT 1€58e-1 !i !JIM LW I.J-��� 7111 /2014 E1381i•I tit NWsT i13 E NW 23150 ST ice\ 13tl ide6 D 2006-24 DW 2d 1 204 RDS0 _ NW 22ND ST.. a � IE7882.1 —'1 NW 21ST ST NW 20711TER Eel W 207N ST 662 '127 195 892' Eld 20T N 5T 13993-1 12014 4" I7Y� DENOTES SUBJECT SITE NW ev 097 Mana Wynwood Site Utility Study APPENDIX ]B> EXISTING 8" WATER MAIN TO REMAIN /,,-- EXISTING 6" TO REMAIN / Ufl EXISTING 8" WATER MAIN TO REMAIN EXISTING 12" TO REMAIN ER MAIN irPROPOSED 12" WATER MAIN \\- PROPOSED 12" WATER MAIN EXISTING 8" WATER MAIN TO REMAIN MANA WYNWOOD SAP PROJECTED PROPOSED WATER MAINS •- PROPOSED 12" WATER MAIN PROPOSED 12" WATER MAIN EXISTING 8" WATER MAIN TO REMAIN 4 EXISTING 12 ' WATER MAIN TO REMAIN PROPOSED 12" WATER MAIN _ • _ EXISTING 12" WATER MAIN ID REMAIN TER MAIN •REMAIN EXISTING 8" WATER MAIN -/ TO REMAIN DENOTES PROPOSED WATER MAIN DENOTES EXISTING WATER MAIN TO REMAIN DENOTES EXISTING WATER MAIN TO BE REMOVED Mana Wynwood Site Utility Study A\]PIP']EN]D][X (C NW WITH sT —i0t111.1f wiIsr TER .198E 19r8 ' 222 ro71 19ri _2 _ - gee �^'� 1s+'iss+drire 15 15"- 35504e=11 1S_ 1551—~1i NW zorH si = NW zarx sr 9Wer if 1797 9 H 1Ho9 8si w fet.— zsr. 98 2—{E63?n-d z>n3 r� MN/ rrn 3r iA . w " SS 201349 11i2 11 4'952 NW tarry Sr 924 u-B25 18212 93iy e 1 wr [®�t a1E®�t et iDd F - T 4B—-t9W ytm3 NW lar�Sr -Vor M11 Y—9538.2S.1 ehl_ � 2-2 ' 11874 a MANA WYNWOOD SAP M-DWASD SEWER ATLAS 09r o J1998 Nw :arri er ---F av iarw sr 1 1846 i,Abim 2012-; ese e SB 2012-5969/2014 6" me 1 1888 @IH 41 I 1808 5 1111 �z� ::409r tpriru-,� 3 1893 = e'er9--� -.n 8�0 NW /1ST Sr essrao.l , 0H4 • —2.cteee.l DENOTES SUBJECT SITE F 11992 Mana Wynwood Site Utility Study A\P]P']EN]D][X ]D EXISTIN u SAN. M PROPOSED 18" SAN. MAI EXISTING 15" SAN. MAIN NWfh1r3l --- EXISTING 8" �'- EXISTING 24" SAN. MAIN \--- EXISTING 8" SAN. MAIN S— EXISTING 18" SAN. MAIN MANA WYNWOOD SAP PROJECTED PROPOSED SANITARY MAINS \"-- EXISTING 24" SAN. MAIN EXISTING 8" SAN. MAIN DENOTES PROPOSED SANITARY MAIN DENOTES EXISTING SANITARY MAIN TO REMAIN 11/4 1 ` t 1 DENOTES EXISTING SANITARY MAIN TO BE REMOVED Mana Wynwood Site Utility Study APPENDIX ]E Pump Station Capacity Estimator This Is Not An Official Document 8/11/2015 9:30 AM - Version i2.10 Calculations are based on the criteria stipulated in Section 24-42.3, Miami -Dade Code, and Federal Consent Decree (Case: No. 1:12-cv-24400-FAM) For more information about the Consent Decree, please visit the .. website. Please be aware that the information obtained with this Application is for general information only, and it is only correct as of the time and date in which the search was executed. Consequently, the information obtained with this application DOES NOT CONSTITUTE AN OFFICIAL DEPARTMENTAL DETERMINATION or APPROVAL for your project. For any additional information about the Pump Station Capacity Estimator application, please refer to the rtjr.Ation 3 iutrj+n a or conlac! the RER—DERM Wastewater Permitting Section at 305-372-6600 or via email ei'"?-7'+lame in0 rir: q0J, • Required fields Search Criteria Sanitary Sewer Utility • 1.30 - UNINCORPORATED DADE COUNTY vI Pump Station Number * 10002 v11 Proposed Projected Flow (GPD) • 1897692 I GPD (Only numbers are allowed) Project will require, or is part of, a Sewer Extension • INO VI SubnH1 neat J Pump Station Capacity Estimator Result —> UNCONDITIONAL ALLOCATION ALLOWED — Search Criteria Detailed Result Sanitary Sewer Utility 30 - UNINCORPORATED DADE COUNTY Pump Station Number 0002 Proposed Projected Flow (GPD) 897,692 GPD Project will require, or is part of, a Sewer Extension No Pump Station Downstream Pump Station Owner Pump Station Number Moratorium Code Projected NAPOT Proposed Hrs (At) Proposed Projected Hrs Receiving PS 30 0002 OK 6.29 0.62 6-91 30 CD — -• — •- Treatment Plant Codes CD Cent al District Treatment Plant ND North District Treatment Plant SD South District Treatment Plant TP Homestead Treatment Plant Moratorium Godes AC Approved And Corrected AH Approved And Corrected - HAMA Limited AM Absolute Moratorium - NAPOT Above 10. Plan Submitted CH Conditional Moratorium - HAMA Limited CM Conditional Moratorium CN Conditional Moratorium - New Collection System FH No Allocations - MH GT 10 HAMA Ltd —P„mp Station Acronyms GDP Gallons Per Day HAMA High Annual Monthly Average NAPOT Nominal Avg. Pump Operating Time FN No Allocations - MH GT 10 IM Initial Moratorium IN Incomplete - Information Missing OH OK - HAMA Limited OK OK RM Restricted Moratorium TH No Allocations - Due To High Hours With HAMA TM Temporary Moratorium •-�' i Disclaimer I ADA Notice I Contact Us © 2014 Miami -Dade County, All rights reserved. Mana Wynwood Site Utility Study APPENDIX ]F P. .Inc, CONS( ',TING SOLUTIONS at&t Engineering Office Orlando May 15, 2015 Schwebke-Shiskin & Associates, Inc. Attn: Mr. Jose A. Lopez, E.I. 3240 Corporate Way Miramar, FL 33025 (954) 435-7010 RE: Mana Wynwood Design Ticket No: 124501809 Miami Dade County 6000 Metro West Blvd. Suite 201 Orlando. 1 1. 32835-76 3 Phone: (407) 578-8000 Fax: (407) 578-7300 Email: seriksson@pea-inc.net AT&T Corp Long Lines (Transmission) has a high capacity fiber optic cable in a conduit and within the project limits. AT&T Corp records have been reviewed and based on project limits, detailed plans will be necessary to determine any or no conflict with proposed construction at this time. If you have any questions please call us at (407) 578-8000. Since ly Stefan riksson Assistant Project Engineer Representing AT&T, Inc. SGE/CM 15-01-001 Cc: C. Jacobson (AT&T) File Orlando, FL Gainesville, FL Miami, FL .Inc, CONSULTING SOLI'l'U)NS at&t L:ngineering Office - Orlando May 15, 2015 Schwebke-Shiskin & Associates, Inc. Attn: Mr. Jose A. Lopez, E.I. 3240 Corporate Way Miramar, FL 33025 (954) 435-7010 RE: Mana Wynwood Design Ticket No: 124501809 Miami Dade County 6000 Metro West Blvd. Suite 20I Orlando. FL 32835-763I Phone: (407) 578-8000 Fax: (407) 578-7300 Email: seriksson'a pea-inc.nct TCG South Florida has a high capacity fiber optic cable in a conduit and within the above project limits. TCG records have been reviewed and based on project limits, detailed plans will be necessary to determine any or no conflict with proposed construction at this time. If you have any questions please call us at (407) 578-8000. Since efan Eriksson Assistant Project Engineer Representing AT&T, Inc. SGEJ CM 08-04-001 Cc: C. Jacobson (AT&T) File Orlando, FL Gainesville, FL Miami, FL RECEIVED MAY 0 81015 Gr4 Stefan eriksson From: JACOBSON, GREGORY T [gj1529@att.comj Sent: Friday, May 08, 2015 6:57 AM ro: 'cpetrie@pea-inc.net Cc: 'seriksson@pea-inc. ner Subject: FW: Mana Wynwood Attachments: Map.pdf Greg Jacobson Sr. Tech Project Manager National Construction & Engineering AT&T Corp 6015 Benjamin Rd. Suite 306 Tampa, FI. 33634 Office 813-342-0512 CeII 813-505-1807 gi1529@att.com From: Jose Lopez [mailto:jlopez@shiskin.comj Sent: Thursday, May 07, 2015 9:10 AM To: JACOBSON, GREGORY T Subject: Mana Wynwood ,iay 7, 2015 Mr. Greg Jacobson AT&T 955 E 25th St Hialeah, FL 33013 800-993-7546 Re: Mana Wynwood Dear Mr. Jacobson This is to notify your company of the proposed right-of-way infrastructure improvements for the referenced site. Attached please find a sketch showing the project location. The project will consist of drainage, watermain, and incidental sanitary sewer provements within all right-of-ways of the referenced area. Please ...,rward to our office any as -built drawings or plans of any existing or proposed utilities your company may have within the area of the project. The Sunshine State One CaII of Florida design ticket number(s) for this project are: 124501809 Regards, Jose A. Lopez, E.I. Project Engineer Schwebke-Shiskin & Associates, Inc. civil Engineers, Surveyors, Land Planners 3240 Corporate Way Miramar, Florida 33025 )54) 435-7010 Tel. (954) 438-3288 Fax Email: ilopez@shiskin.com DISCLAIMER OF LIABILITY: This e-mail and any attached electronic files are confidential and Intended solely for the use of the Individual or entity to which they are addressed. If you have received this e-mail and /or data in error, please delete it and notify the sender. Schwebke-Shiskin & Associates, Inc makes electronically transmitted data available for Informational purposes only. No warranty, either expressed or implied, Is made. Schwebke-Shiskln & Associates, Inc. reserves the right to revise or modify Its electronically stored data, Indudingthe attached data, without notice. Schwebke- Shlskin & Associates, Inc, assumes no responsibility for any Issues which may arise from the use of its electronically transmitted data. Schwebke-Shiskln & Associates, Inc. makes every effort to ensure that Its data Is virus free; however, Schwebke-Shlskin & Associates, Inc. assumes no responsibility for damages caused by the use and/or Installation of its electronically transmitted data. By viewing or utilizing the Information and files attached herein, the recipient accepts the terms and conditions set forth above. 2 Legend Points of Interest Train Stations ti 4 Shopping Centers Schools Oyler Points Marine Terminals Hospitals Highway Exits ? Golf Courses Churches II Cemeteries Bus Terminals Buidkigs 0 Dig She Dig Site Streets Weis -tales Ramps Major Roads .. Minor Highways Stunts Unnamed Streets fj Grids TRSQ - Section Railroads ti landmarks Landmark Areas Other Parks .�_�,,,.._�yy_�Y� Milkary qN Golf Courses Airports Counties 0 Water IrthGIS Map KtW 29171 S1 fi':: ;41.1;i219 N1Etiani ST 2OC-299 NW 27TH its 2.; a,ii pNL 24rrl;T. av� 2111[r • E71i 19;i 511Y;1k'r :;S Incioon Nix trig sr ;-9. NW 25T11 ST 1OO$99 NV+27TNSI 1-99 NW ;TWIST `xi Nib,yrr1S „69+rv:i ST AO 4W 147'4 'Ail - -'• - - 430•:.9,r NW 7.` LT.) ST r1. - it ,' -•;, • c 1' �` .. • .. is. x 4 ¢ c ` R w ii 4: _ �j� ioo-w NO 19n ST re, . s 1 A z 1 of 22?0 to It �I 1 i • 1.99 NE 29T11 ST ‘Ni i Ini lI V 1-99 NE 27TN ST NE 25T113T 1 • • tiklf • • I f ►E21r2TI 1� 2' as Mi. ziousr f• 1.39. 'YE UMsi �ZZ f•r an t7t Map Center: -80.200983, 25.798962 f,+1S i a. 7o 5 ._,,.,rrn 14 'o Dimensions: 1.02 x 0.78 mi i Mana Wynwood Site Utility Study A\lP'PP'lENID1[X (GG TERRA MANA WYNWOOD SAP TECO GAS ATLAS la OWL, I I t I LW 14671 - DENOTES SUEJECT SITE Mana Wynwood Site Utility Study A\]P']P']END>][X ]H[ 1] NAPLESI 13 12 li 11 124047 FIGURE C-8. 11 11 ots UNIT • INCHES 0 10 20 30 MILES 3-DAY RAINFALL: 25-YEAR RFTl1RN PERIOC MANA WYNWOOD LOCATION 12.5" RAINFALL Figure C-8 RLAN00 .t.7L4.%rlc 14 12 2 FT. PIERCE 14 165TUART UPTTER 16 WEST PALM BEACH 16 UNIT s INCHES 0 10 29 30 M TLES MAMA VVYNWOOD LOCATION 16" RAINFAL FIGURE C-9. 3-DAY RAINFALL: 100-YEAR RETURN PERIOD Figure C-9 NW 28TH ST NW 27TH ST NW 26TH ST 0 NW 25TH ST z NW 24TH ST NW 23RD ST N'V'! 22N D I hJ.'dd 22NN0 Sr qv.' 221!1D ST l2 i Ss NW 20TH TE 25 NW 29TH ST NW 26TH ST NW 24TH NW 23RC tFV{VPr r fKrW KIf JUI>Z1 ELL i 1V1j MAP SCALE 1" = 500' 50 0 500 1000 FEET METER PANEL 0312L FIRM FLOOD INSURANCE RATE MAP MIAMI-DADE COUNTY, FLORIDA AND INCORPORATED AREAS PANEL 312 OF 1031 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONTAWS: COMMUNITY 1.8A41, CITY OF NUMBeR PANEL US FFIX 120650 0312 I Kohut b User; Tna Map Number shoxo below should be used when placing map orders; Use Community Number shown abole should be used on Insurance applicators for the select co mmuNty. MAP NUMBER 12086C0312L MAP REVISED SEPTEMBER 11, 2009 Federal Emergency Management Agency This is an official copy of a paaimn at the above reterencec flood map It was extracted using F•MITOn-Line. this man does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest pt0Knrct enfarmetion ebnul ISatlonel Flood Irncurarlcc Program Saud ntsos check the FEW. Flood Mad Stare at Y.MNY rr1SC tems.goo TAB 3 ECONOMIC IMPACT ANALYSIS: MANA WYNWOOD - Prepared by - Lambert Advisory, LLC - Prepared for - Mana Wynwood November 2015 Economic Impact Analysis — Mana Wymvood Economic Impact Analysis Mana Wynwood Introduction and Summary of Key Findings Lambert Advisory has completed an economic impact analysis for the proposed development of Mana Wynwood, a large scale mixed use residential and commercial project located in the City of Miami's Wynwood District. The analysis estimates the tangible direct and indirect economic impacts that will be derived from the construction and operation of the development and based upon the inputs and assumptions set forth herein. This report identifies and quantifies the benefits created by the proposed Mana Wynwood development within Miami Dade County and the City of Miami. The methodology, assumptions, and analysis governing this document are detailed in the Methodology, Analysis and Results section below, with a summary of economic benefit headlines as follows: • For all phases of development, and in aggregate, there will be an estimated 11,400 short term construction jobs and $615 million in short term construction wages and expenditure — o including $15 million in permit and impact fees; • There is estimated to be more than $238 million annual marginal expenditure generated from residents, hotel visitors, retail patrons, exhibition visitors, office tenants, and industrial tenants upon stabilized operations; • Upon stabilized operations, the proposed development will generate more than $31 million in annual ad valorem taxes, $4 million in Hotel Bed Tax Revenue, and $3.3 million in total sales tax collections; and, • The development will create more than 22,000 direct and indirect full time jobs and approximately $1 billion in direct and indirect wages annually related to building employment and operating expenditures. Methodology, Analysis and Results The Mana Wynwood property is situated in the City of Miami's Wynwood District. The property is adequately accessible to major thoroughfares, including 1-95, 1-195, and US 1. The residential, hotel, retail, office, exhibition and light development will have a positive impact on the surrounding community in terms of taxes, jobs, and general investment generated, and will also enhance the area's existing commercial/retail demand. This development will help maintain economic stability within the area and attract on -going investment during the next several years. As of the date of this analysis, there have been no development schematics, development program details, development timing, construction costs, and/or any performance estimates for the proposed development provided to Lambert. We have completed this analysis on the basis of generalized development and performance information (i.e., development timing, development costs, residential and commercial sales/rental rates, absorption/occupancy, and 2 Economic Impact Analysis — Mana Wymvood other operating performance measures) that is estimated based upon input from Mana Wynwood, its planning consultants, and/or in-house data. Importantly, Lambert has not independently verified through a market study, or otherwise, the development cost and/or operating performance data and cannot attest to the accuracy of the estimates herein. Given the level of variability in development details at this point in time, the analysis herein is being prepared on an order -of -magnitude basis. The Mana Wynwood development is presumed to be built in multiple phases; however, detailed phasing as not been established to date. Therefore, our analysis has been prepared to reflect the economic impact of development related activity upon completion of all construction phases in approximately 7 years (from current date), and the recurring economic impacts from resident, and commercial uses upon stabilized operations in 10 years from current period. The economic impacts as stated herein from construction and operation of the Mana Wynwood development are presented in current (2015) dollars. Any change in development and/or operating assumptions from those utilized as part of this analysis can have a material impact on the direct and in -direct economic indicators stated herein. The overall development master plan contemplated for this analysis includes: 1,825 residential units (25 percent of which are assumed to be rental and 75 percent condominium); 1,144 hotel units; 288,403 square feet of retail; 1.89 million square feet of flex office/amenities space; 564,605 square feet of light industrial/flex space; 112,921 square feet of education space; and, 1.32 million square feet of gallery, museum, exhibition and showroom space. Additionally, there will be more than 7,800 parking space built to accommodate the aggregated development program. A profile of the project follows: Figure 1: Mana Wynwood — Site & Building Summary Profile Source: Mana Wynwood Use Residential Hotel Retail Den' 1,639,526 Sq.Ft. 512,680 Sq.Ft. 288,403 Sq.Ft. Retail 122,561 Sq.Ft. Market 55,281 Sq.Ft. Restaurant/Entertain 110,561 Sq.Ft. Office Flex Space 1,882,006 Sq.Ft. Flex Space - Office 1,430,322 Sq.Ft. Flex Space - Amentities 451,684 Sq.Ft. Light Industrial Flex Space/Assembly 564,605 Sq.Ft. Education/Trade School 112,921 Sq.Ft. Gallery, Museum, Exhibition & Showroom 1,329,142 Art Gallery, Museum, Exhibition 1 877,458 Sq.Ft. Showroom 451,684 Sq.Ft. Total 6,329,283 Sq.Ft. Residential/Motel Units 1,825 Units 1,144 Rooms (1/4Keys) 1.) Includes 188,202 of existing Exhibition Space 3 Economic Impact Analysis — Mana Wymvood As noted, for the purposes of this analysis the construction of Mana Wynwood is projected to be completed within 84 months. Based upon the information provided and estimates made, construction and subsequent operations of Mana Wynwood will generate considerable benefits to the immediate area, the City of Miami, and the broader Miami Dade County community. There are four key areas in which the project will provide positive economic impacts: 1. Short-term construction employment and expenditure 2. Long-term residential expenditure 3. Long-term building employment and operating expenditure 4. Indirect flow -through benefits (employment) For both short-term and long-term impacts, which are detailed in the following analysis, the economic benefit to the area is the result of projected increases in revenue from primary sources, including employment, wages, and taxes. Accordingly, the impact from these key sources comes from two distinct measures: • Direct Expenditures — disbursements for site acquisition and development (hard and soft costs), resident/visitor expenditure, and expenditures associated with the operation of the grounds and building • Indirect Expenditures — net additional expenditures that flow into the local economy as a result of the new development Estimates of the tangible impacts from direct and indirect expenditures are captured by this analysis. However, potential intangible impacts — such as the project's ability to serve as a catalyst for future development in the immediate area — are not included, as they are nearly impossible to quantify. Economic impacts from the four key sources are detailed in the following sections. 1. Short -Term Construction Employment and Expenditure The impact from short-term construction employment and expenditure is directly associated with the project's development; the table below shows a summary of estimated development costs: 4 Economic Impact Analysis — Mana Wynwood Figure 2: Mana Wynwood — Summary of Development Costs Source: Mana Wynwood Mana Wynwood Economic Impact Analysis Development Costs Item Cost Land Cost $145,700,000 Hard Costs $1,267,200,000 Soft Costs $190,100,000 Total $1,603,000,000 Note: Land cost estimated based upon residual evaluation upon project build out and is subject to change. Development costs are estimates and subject to change. The majority of development -related expenditures will be made in Miami Dade County, and the City of Miami will capture a significant share of these expenditures. Labor will account for approximately 60 percent ($760 million) of hard costs, and materials will account for 40 percent ($506 million). At an average annual construction wage of $51,1681 in Miami Dade County, with a benefit/overhead multiplier of 1.3, there will be approximately 11,400 Full Time Equivalent (FTE) jobs created in aggregate during the construction period; or, 1,630 jobs averaged annually during the development over a seven year development timeline. Additionally, over $29 million in professional fees (or approximately 2.0 percent of total development costs excluding land) are expected to be paid to Miami area firms (e.g., architecture, engineering, legal). Assuming an average profit margin of 15 percent and overhead of 30 percent, more than $16 million in professional wages will be paid out by these firms. The proposed development will generate significant Impact and other fees payable to the City and County during the construction period which will be available for public expenditures associated with the project including developmental, administrative, permitting, schools, parks and other costs. It is very difficult at this point to determine the impact fee and other fees since many of these costs are dependent upon certain utility and design components that underlie the fee calculation (ie. the number of seats in a restaurant determines gallons per day of water/sewer utilization and, in turn, the associated water and sewer connection fees). Nonetheless, based upon an understanding of impact fees related to large-scale mixed use development, the impact fees are estimated to be more than $15 million, and more than half of these fees should be received by the City of Miami. 2. Long -Term (On -Going) Resident, Shopper, Employment and Visitor Expenditure The Mana Wynwood development will generate long term area -wide expenditure from residents living in the development, shoppers and hotel guests visiting the property, and office Florida Department of Economic Opportunity, QECW 4ih Quarter 2014 5 Economic Impact Analysis — Mana Wynivood and industrial workers/tenants within the building. Following is a summary of expenditure by demand component: Residential: Based on demographic and housing trends in the greater Downtown Miami area (including the Wynwood district), the Mana Wynwood resident base is expected to consist primarily of younger working professionals. Estimated operating data indicate Mana Wynwood residential tenants will be paying an estimated stabilized average monthly rental rate of roughly $2,100J and condominium purchases would be in the range of roughly $350,000. These pricing levels generally imply an average household income between $75,000 and $115,000. Therefore, with a total of approximately 1,825 households in the building (at 92.5 percent stabilized occupancy), total personal income for the building is estimated to be nearly $152 million. However, a portion of this expenditure represents residents who currently reside within the City limits and simply moving from one location within the City (or Downtown area) to another. In the effort to quantify the level of rental demand the Mana Wynwood will generate from new residents outside of the City, Lambert contacted select comparable/competitive luxury apartment communities in Downtown Miami. Although this information is not made readily available by property representatives, cursory discussions with leasing personnel point to relative consensus that a minimum of approximately 50± percent of the resident base moving into Downtown is from outside of the City. Considering this, we assume that half of the tenants within Mana Wynwood will relocate from outside of the City; or, nearly $77 million of marginal personal income will flow into Miami. We have estimated the marginal impact of $77 million in household income on retail sales and space demanded, using the Lambert Advisory Retail Trade Model. The following table provides a summary of additional retail expenditure and demand for space as a result of development of the Mana Wynwood apartments upon stabilized operations (in 2015 $'s) and indicates potential net new demand for retail space of approximately 87,000 square feet. 6 Economic Impact Analysis — Mana Wynwood Figure 3: Mana Wynwood — Area Expenditure Potential (from New -to -Miami Mana Wynwood Residents) Mana Wynwood Area Expenditure Potential (from New -to -Miami Mana Wynwood Residents) Stabilized Operations (2015 $'s) General Merchandise Apparel and Accessories Furniture and Home Equipment Electronic and Appliance Stores Sporting Goods, Books and Music Stores Miscellaneous Shoppers/Other Goods Shoppers Goods - Sub -Total I�lelKtr'Er fi 1y�V'. tit bi $1,905,284 $300 6,351 $983,580 $330 2,981 $268,613 $270 995 $262,953 $350 751 $127,987 $280 457 $543,939 $325 1,664 $4, 092, 356 $310 13,198 Food Stores $7,694,596 $300 25,649 Eating & Drinking Establishments $14,156,303 $395 35,839 Health & Personal Care Stores $3,303,520 $385 8,581 Convenience Goods - Sub -Total $25,154,418 $359 70,068 Building Materials $416,194 $127 3,290 Total $29,662,968 $343 86,557 Retail: The roughly 288,000 square feet of retail, which include restaurant and market, will also attract retail expenditure. Given its potential positioning as a destination property, it is assumed that at least 50 percent of the expenditure in Mana Wynwood retail will come from outside the City, and based upon an average sales per square foot (for Shopper Goods and Eating and Drinking Establishments) of $340, approximately $49 million will be expended within the City per year which is now going to other areas. Hotel: For the 1,114 hotel rooms, we assume that the hotel inventory in total will have an average annual occupancy of 70 percent (or more than 285,000 occupied annual room nights), with an average daily rate of $230. Furthermore, based upon a hotel guest surveys completed by Lambert Advisory for the Miami Downtown Authority (DDA) during the past several years, we estimate each hotel room (with an average double occupancy) spends an average of $100 per visit in retail/restaurant expenditure, $125 per visit in retail (shopping) purchases, $58 per visit in local transportation, and $32 per visit sporting events and entertainment within the City. Therefore, each occupied hotel room spends on average approximately $315 per visit outside of hotel room charge (for an average 3 night length of stay), or nearly $68 million in marginal visitor expenditure in the Miami area assuming 50 percent of the expenditure is net new hotel demand to Miami and 25 percent is assumed to already have been captured in the Mana Wynwood retail space (as described above). 7 Economic Impact Analysis — Mana Wynivood Gallery/Museum/Exhibition/Showroom Space: The more than 1.3 million square feet of exhibition, gallery, museum and showroom space will generate significant retail expenditure to the area. It is very difficult to ascertain at this point the level of expenditure that will be generated by this type of space, since there is very limited definition as to how the showroom, gallery, and museum space is to be designed (ie. large open space vs. smaller multi -bay space). Furthermore, for exhibition, it is important to a more in-depth concept for the type and number of events that will be conducted at the exhibition hall. For this analysis, we assume that at least 50 percent of the exhibition/gallery visitors will be guests within one of the Mana Wynwood hotels and will be shoppers within the Mana Wynwood retail. Therefore, much of the potential expenditure for these visitors is already accounted for in the retail and hotel uses above. To account for additional visitors to the gallery and/or exhibition space, and maintain a conservative approach to the analysis, it is assumed that there will be an additional 20 percent of the hotel and retail expenditure calculated above that will flow through as net new expenditure from the gallery, museum, exhibition and showroom space; or, roughly $22 million in net expenditure from gallery/exhibition space. Office Flex and Amenities Space: The development proposes approximately 1.89 million total rentable office square feet, which we assume will operate at a stabilized 10 percent vacancy factor. Based upon recent office metrics studies for the Miami DDA, there is an average 230 square feet per employee for office space. However, the Mana Wynwood envisions a large portion of the space to be shared working space, which may accommodate one employee per 110 square feet.' To be conservative, the analysis herein utilizes a metric for traditional professional office space (or 230 per square foot). Considering this, Mana Wynwood office space will accommodate approximately 7,360 workers. Based upon data published by the Urban Land Institute (ULI) in a 2011 office worker survey, the average downtown office worker spends roughly $5,790 annually on goods and services during the work day, and assuming that 50 percent of this retail expenditure is already captured in the Mana Wynwood retail, total worker expenditures are estimated to be nearly $21 million. Light Industrial Flex: There is a proposed 564,000 square feet of light industrial/assembly uses within the Mana Wynwood development. Based upon data published by the Institute of Transportation Engineers (ITE), the average square foot per employee ratio for warehouse space ranges from 780 square feet to more than 2,000 square feet. For this analysis, we assume 1,200 square feet per employee for the subject's light industrial use. This creates 425+ industrial related jobs. In terms of retail expenditure, industrial wages (Wholesale Trade sector) are roughly 5 percent below that of Professional and Business Services according to FDEO. Therefore, we make a slight downward adjustment to retail expenditure per worker, which generates nearly $1.1 million in total worker expenditure from light industrial uses. Education/Trade: The proposed development plan indicates 113,000 square feet for education related facilities; although, at this point it is uncertain as to the composition of what those educational facilities entail. Therefore, for this analysis, it is very difficult to ascertain the appropriate mix of student and faculty. However, if we assume that two- thirds of the total education area is classroom space (with the balance comprising corridors, open space and administrative offices), we use standardized ratios of between 600 and 750 2 Office Finder, LLC, a leading web based office referral and Information network. 8 Economic Impact Analysis -- Mana Wynwood square feet per student and 1 faculty and support staff per 5 to 10 students, then there would be approximately 140 to 170 students and faculty within the proposed facility. While we recognize that the students and faculty will provide supporting expenditure within the area, for this analysis, we maintain a conservative approach and assume that the expenditure related to the education facility is already captured within the existing retail. In sum, there is estimated to be more than $238 million in net new retail expenditure annually from the proposed Mana Wynwood development, and summarized as follows: Figure 4: Summary of Retail Expenditure Generated (by Use) from Mana Wynwood Upon Stabilized Operations USE EXPENDITURE Residential (Rental and Condominium) $77,000,000 Retail/Showroom $49,000,000 Hotel $ 68, 000, 000 Exhibition/Gallery $22,000,000 Office Flex $21,000,000 Light Industrial Flex $1.,100,000 TOTAL $ 238,100,000 3. Long -Term (On -Going) Building Employment and Operating Expenditure There are a number of areas where positive public benefits or economic impacts will result from the on -going operation of the residential development. These include: • Additional employment from operation of the residential buildings, retail, exhibition, office and industrial facilities; • Property tax revenue to the City of Miami and Miami County, as well as Sales Tax to the State; and • Purchase of goods and services. As summarized above, we estimated employment for office and light industrial to derive expenditure for those specific uses. However, there will also be employment from operation of the residential building, retail space, gallery/exhibition space, office and light industrial buildings. We estimate that 60 FTE workers will be needed to operate the rental apartment and condominium buildings (1 worker per 30+ units), approximately 1,050 FTE workers will be employed in the retail stores (1 worker per 125 square feet for restaurants and 1 worker per 450 square feet for retail), 560 hotel employees (0.6 workers per room), 890 FTE positions for the gallery/exhibition space (1 worker per 1,500+ square feet). Again, for the education component, we maintain a conservative approach and represent this as a marginal impact on employment. Positions such as building managers, parking garage attendants, maintenance staff, and security personnel will need to be filled. At an average Miami County wage of $51,2283 the operation of the buildings and related employment will generate approximately 3 Florida Department of Economic Opportunity, QECW 4`h Quarter 2014 9 Economic Impact Analysis — Mana Wynwood $530 million in wages each year. Positions at various skill levels will be made available to area residents. Figure 5: Summary of Net New Employment (by Use) and Direct Wages Created by Mana Wynwood Upon Stabilized Operations USE Employment Residential (Rental and C.on.clo►ninium) 60 Retail/Showroom 1,050 Hotel 560 Exhibition/Gallery 890 Shared Office 7,360 Light Industrial 425 TOTAL— Direct Employment 10,345 Average Annual Wages (All) $51,228 TOTAL — Direct Wages (rd) $530,000,000 Increased State and local sales tax revenue will result from the operation of the 288,000 square feet of new retail space. Assuming the net new retail expenditure in stores totals $49 million, approximately $3.3 million in additional sales tax will be collected from retail sales. Importantly, the City of Miami and/or Miami Dade County are among the primary beneficiaries of a 6.0 percent Tourist and Convention Development Tax (or Bed Tax), which is comprised of the Convention Development Tax (3%), Tourist Development Tax (2%), and Professional Sports Facilities Franchise Tax. Based upon estimated ADR and occupancy rates, the total Bed Tax generated from Mana Wynwood is estimated to be $4.0 million per annum. Finally, the development of Mana Wynwood will provide significant benefit to the City and County by way of real property and personal property (ad valorem) taxes. The tax amount is based upon the County Tax Collector's (2014) millage rate of 22.6786 (per thousand dollars of value), broken down as follows. 10 Economic Impact Analysis — Mana Wymvood Figure 5: Mana Wynwood — Ad Valorem Tax Estimate Source: Miami Dade County Property Appraiser; Mana Wynwood; Lambert Advisory Millage Annual Tax City of Miami Operating 7.6465 $10,418,360 City of Miami Debt 0.739 $1,006,207 Miami Dade County Operating 4.6669 $6,358,654 Miami Dade County Debt 0.4500 $613,125 Miami Dade County Schools Ops 7.775 $10,593,441 Miami Dade County School Debt 0.199 $271,138 South Florida Water Mgmt. 0.1577 $214,866 Okeechobee Basin 0.1717 $233,941 Everaglade Construction 0.0548 $74,665 Library District 0.284 $386,950 Children's Services 0.500 $681,250 FIND 0.0345 $47,006 TOTAL 22.6786 $30,899,604 Real property is typically assessed at between 80 and 90 percent of Fair Market Value (FMV); or, for the purposes of this analysis, we calculate ad valorem taxes for Mana Wynwood based on the estimated total development cost (including land) of approximately $1.5 billion. As a result, the development should generate approximately $31 million in real property taxes upon stabilized operations (in 2015 $'s). 4. Indirect Flow -Through Benefits There will be a number of long term indirect flow -through benefits beyond construction from the project, particularly from the residential and commercial building operations and employment. This multiplier is derived from a profile of Input -Output Models for Impact Analysis: Suggestions for Practitioners Using RIMS II Multipliers (2011) which is based upon the U.S. Department of Commerce's RIMS II model, and identifies indirect secondary and tertiary impacts created throughout the region due to the "ripple effect" of the direct output and primary employment. Based upon our assessment of the RIMS II documentation, development and building operations are assumed to have a 1.2 multiplier impact. Considering this, the 10,345 FTE jobs created as a result of residential and commercial operations are estimated to create 12,400 additional jobs. A summary of both short term and long term (recurring) economic impacts from the proposed Mana Wynwood development is summarized in the following table. 11 Economic Impact Analysis — Mana Wymvood Figure 6: Mana Wynwood — Summary of Economic Impacts (Rounded) Short Term Construction Employment & Expenditure Full Time Jobs (Aggregated During All Development Phases) 11,430 Direct Wages (Aggregated During All Development Phases) $584,800,000 Professional Wages (Miami Dade County) $16,000,000 Impact Fees Toward Public Expenditure $15,000,000 Total Impact, Short Term Const. Employment & Expenditure $615,900,000 Long -Term (On -Going) Resident and Commerical Expenditure Marginal Expenditure Growth —Residents $70,000,000 Marginal Expenditure —Retail, Hotel, Exhibition, Office, Industrial $168,000,000 Marginal Impact from On -Going Resident, Commercial Expenditure $238,000,000 Long -Term (On -Going) Building Employment and Operating Expenditure Full Time Jobs 10,345 Total Direct Wages Created $530,000,000 Sales Tax from Additional Retail Sales $3,300,000 Hotel Bed Tax $4,000,000 Ad Valorem Taxes $31,000,000 Total Impact from On -Going Operations of the Buildings $568,200,000 Indirect Flow Through Benefits Full Time Jobs (Indirect) — Miami Dade County 12,410 Total Indirect Wages Created $635,900,000 Total Flow Through Indirect Benefits $635,900,000 12 TAB 4 SURVEYOR'S NOTES: vox MOW. ftflot4 ASSFAIEO SOW POIOVOCE NSW er indi NA. WSW IMMO Ora. jr OM orri 1.0. Ilf• MS A. 4,00-130 .44 OVA. PO. ?Yet.. • RAW deE HOMO. OW P.f WW1.. 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