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HomeMy WebLinkAboutArticle III. Tab H. Traffic Impact AnalysisTAB H TRAFFIC IMPACT ANALYSIS Traffic Impact Analysis for Submittal to the City of Miami City Center MUSP Miami, Florida Prepared for: RNG Overtown, LLC Miami, Florida Prepared by: ❑ 111111 KimleyHorn and Associates, Inc, 043355000 Apri12010 © 2010 Kimley-Hom and Associates, Inc. Certificate of Authorization Number 00000696 4431 Embarcadero Drive West Palm Beach, Florida 33407 561/845-0665 TEL 561/863-8175 FAX Christ9ph1-HEggen, . Florida Registration Number .58636 41.574 IGmley-Hom 1 and Associates, Inc. Traffic Inpac1 Analysis TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 7 Level of Service Standard 7 Transportation Corridor Level of Service Methodology 7 Intersection Level of Service Methodology 8 EXISTING CONDITIONS (2010) CAPACITY ANALYSIS 9 Transportation Corridors 9 Intersections 13 BACKGROUND TRAFFIC 14 Background Area Growth 14 Committed Developments 14 PROJECT TRAFFIC 16 Existing and Proposed Land Uses 16 Project Access 16 Trip Generation 16 Trip Distribution and Assignment 18 TOTAL (2014 WITH PROJECT) TRAFFIC 20 FUTURE CONDITIONS (2014) CAPACITY ANALYSIS 22 Future (2014) Background Traffic Conditions 22 Future (2014) Total Traffic Conditions 25 PROJECT DRIVEWAY ANALYSIS 28 TRANSPORTATION CONTROL MEASURES PLAN 29 FUTURE TRANSPORTATION IMPROVEMENTS 30 CONCLUSIONS 31 K:\WPB TPTO\0433\043355000 -NW 1st Ave MUSP\Report\TIA.doc Page-i April 2010 KGmley-Horn ©� V and Associates, Inc. Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: Appendix I: Appendix J: Traffic Impact Analysis LIST OF APPENDICES Methodology Correspondence Traffic Count Data Miami -Dade Transit Data Existing Conditions (2010) SYNCHRO 7.0 Outputs Growth Calculation Cardinal Trip Distribution Volume Development Worksheets Future Conditions (2014 Without Project) SYNCHRO 7.0 Outputs Future Conditions (2014 With Project) SYNCHRO 7.0 Outputs Project Driveway Analysis LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: Intersection Lane Configurations 4 Figure 3: 2010 P.M. Peak Hour Traffic Volumes 6 Figure 4: 2014 P.M. Peak Hour Background Traffic 15 Figure 5: Project Trip Distribution & Assignment 19 Figure 6: 2014 P.M. Peak Hour Total Traffic 21 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds 8 Table 2: 2010 P.M. Peak Hour Roadway Volumes 9 Table 3: 2010 P.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard 11 Table 4: 2010 P.M. Peak Hour Transportation Corridor Segment Conditions 12 Table 5: 2010 P.M. Peak Hour Intersection Conditions 13 Table 6: Proposed Trip Generation 17 Table 7: Cardinal Trip Distribution 18 Table 8: Future (2014) Background P.M. Peak Hour Transportation Corridor Segment Conditions 23 Table 9: Future (2014) Background P.M. Peak Hour Intersection Conditions 24 Table 10: Future (2014) P.M. Peak Hour Transportation Corridor Segment Conditions 26 Table 11: Future (2014) P.M. Peak Hour Intersection Conditions 27 K:\WPB TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - ii April 2010 IGmley-Hom ©�r1 and Associates, Inc. Traffic Impact Analysis INTRODUCTION City Center is a proposed residential development located west of NW 1st Avenue and south of NW 12th Street, in Miami, Florida. Figure 1 depicts the location of the project. The current site plans show that 340 residential condominium units are proposed to be constructed. Construction is expected to be completed by the year 2014. Kimley-Horn and Associates, Inc. has completed this traffic impact analysis for submittal to the City of Miami as part of the Major Use Special Permit (MUSP) application. The purpose of the study is to assess the project's impact on the surrounding roadway network and determine if adequate capacity is available to support future demand. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic studies. This report summarizes the data collection, project trip generation, distribution, and capacity analyses. An initial methodology meeting was conducted with the City of Miami's Traffic Consultant on March 19th, 2010. All methodology correspondence is included in Appendix A. K:\WPB TPTO\0433\043355000 -NW 1st Ave MUSP\Report\TIA.doc Page -1 April 2010 N NOT TO SCALE PPP] INE Kimley-Horn and Associates, Inc. © 2010 Figure 1 Location Map City Center City of Miami, Florida J ©-� KImleyHom and Associates, Inc. Traffic Impact Analysis DATA COLLECTION A study area was examined for this traffic impact analysis commensurate with the anticipated increase in traffic associated with the project. The following intersections and roadway segments will be examined as part of the study area: • NW 1st Avenue & NW 1 lth Terrace • NW 1st Court & NW l lth Terrace • NW 1st Court & NW 12th Street • NW 1st Avenue & NW 12th Street • NW 3rd Avenue & NW l lth Street • NW 3rd Avenue & NW 10th Street The following corridors were identified for analysis: • NW 1 l th Street • NW 10th Street Lane configurations for each of the examined intersections within the study area are provided in Figure 2. K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 3 April 2010 Legend NOT TO SCALE 4. 4- STOP ® Study Intersection 0 Site S Traffic Light NW 12th Street 4 STOP -+ NW 1st Court 4 4 NW 11th Terrace 4 NW 11th Street NW 10th Street 4 4 4 4 .=0 3rd Avenue EMI � Kimfey-Hom ME and Associates, Inc. NW 1st Avenue Figure 2 Intersection Lane Configuration City Center City of Miami, Florida © 2010 J ��/ KImley-Hom and Associates, Inc. Traffic Impact Analysis P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected at each intersection under study on March 24, 2010 (Wednesday). The study area peak hour was determined to occur from 4:45 P.M. to 5:45 P.M. The traffic count data is included in Appendix B. The FDOT peak season conversion factor was applied to the traffic counts to adjust the traffic to peak season conditions. The appropriate peak season conversion factor for when the traffic counts were collected is 1.01. The peak season conversion factor table is also provided in Appendix B. Figure 3 presents the 2010 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections. K:\WPB_TPTO\0433\043355000 -NW Ist Ave MUSP\Report\TIA.doc Page - 5 April 2010 N NOT TO SCALE j. 2 a m n 4 444 r 4 NW 1st Court 4 NW 11th Terrace NW 11th Street NW 10th Street s ,1 l htr► cr "` 3 Legend Study Intersection Site 000 Existing Traffic (Vehicles) Q00 Existing Traffic (Person -Trips) NW 12th Street ht o e 3rd Avenue ht Kimley-Hom ®® r and Associates, Inc ©2010 NW lst Avenue Figure 3 2010 Traffic P.M. Peak Hour City Center City of Miami, Florida/ ©�� IGmley-Hom and Associates, Inc. Traffic Impact Analysis CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person - trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular roadway capacity. Level of service analyses were perfoinied to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person - trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2009 version of FDOT's Quality/Level of Service Handbook. K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 7 April 2010 IGmley-Hom ©1111111and Associates, Inc, Traffic Impact Analysis Table 1: Transportation Corridor Level of Service Thresholds NW 11 Street(2)(3)(4) NW 19th Street(2)(3>t4) Peak'Hour. Peak Hour Directional V/C Directional V/C LOS Volume Ratio Volume' Ratio Thresholds Thresholds (1) (1) (1) (1) e (1) (1) (1) (1) 1,037 0.71 1,037 0.71 D 1,380 0.95 1,380 0.95 1,458 1.00 1,458 1.00 - >1.00 - >1.00 Note: (1) Cannot be achieved per "Table 7" from FDOT's 2009 Quality/Level of Service Handbook. (2) Based on Class II. roadway. (3) Based on Other Signalized Roadway 35 Percent Reduction. (4) Based on One -Way Adjustment factor of 1.2. Intersection Level of Service Methodology Level of service analyses were performed for study intersections using Trafcware's SYNCHRO 7.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition. K:\WPB_TPTO\0433\043355000 - NW Ist Ave MUSP\Report\TIA.doc Page - 8 April 2010 ©—FM Walley-Horn and Associates, Inc. Traffic Impact Analysis EXISTING CONDITIONS (2010) CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine current level of service for the transportation corridors examined in this study. Table 2 presents the unadjusted 2010 P.M. peak hour directional traffic volumes, peak season conversion factors, and the 2010 peak season P.M. peak hour directional traffic volumes for the study corridors. Corridor count data is included in Appendix B. Table 2: 2010 P.M. Peak Hour Roadway Volumes Roadway Segments NW 11th Street NW 10th Street Direction WB EB 2010 P.M. Peak Hour Volumes 216 147 FDOT Peak Season Adjustment Factor 1.01 1.01 2010:Peak Season P.M. Peak Hour Volumes- 218 148 Existing transit conditions were examined considering the ridership on and capacity of the Miami -Dade Transit (MDT) bus service operating in the corridors. MDT staff was contacted to obtain the P.M. peak hour ridership and capacities for the bus routes. Two (2) Miami -Dade transit routes presently serve the two analyzed corridors during the P.M. peak hour. • Route 21 operates with 30 minute headways in both directions. • Metrorail operates with 8 minute headways in both directions. Data was obtained to determine existing P.M. peak hour ridership for the identified routes. The data reflect typical ridership on the routes using the most recent ridership data .available. Table 3 presents the existing P.M. peak hour ridership on the routes studied and the ridership data as obtained from Miami -Dade Transit is included in Appendix C. K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page- 9 April 2010 IGmiey-Hom and Associates, Inc. Traffic Impact Analysis 0 In order to determine person -trip level of service for the study area's transportation corridors, total person -trip volumes (vehicular and transit) were compared to the total person -trip capacities. The person -trip volume to capacity (v/c) ratios were compared to the person -trip v/c level of service designations outlined in Table 1. Table 4 presents the existing transportation corridor level of service. As indicated in Table 4, the transportation corridors have excess person -trip capacity during the P.M. peak hours and operate at acceptable levels of service. K:\WPB_TPTO\0433\043355000 - NW Ist Ave MUSP\Report\TIA.doc Page -10 April 2010 ©� ley-Hom and Associates, Inc. Traffic Impact Analysis Table 3: 2010 P.M. Peak Hour Miami -Dade Transit Conditions NW 11th Street and NW 10th Street Transit Route Information Direction of Travel P.M. Peak - Hour Headways Buses/Trains per Hour P.M. Average Bus/Train Capacity (riders) Peak Hour Directional Person_ Trip Capacity Peak Hour Average Directional Route Ridership P.M. NW llth Street Metrorail Northbound 8 minutes 7 504 3,528 310 [44 riders per train] Total - - 7 - 3,528 310 (44 riders per train) NW loth Street Route 21 Northbound 30 minutes 2 53 106 14 [7 riders per bus] Metrorail Southbound 8 minutes 7 504 3,528 142 [20 riders per train] Total - - 9 - 3,634 156 (17 riders per bus/train) K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 11 April 2010 r1kimley-Hom and Associates, Inc. Table 4: 2010 P.M. Peak Hour Transportation Corridor Segment Conditions Traffic Impact Analysis Principal Roadways Peak P.M. Peak Roadway Volumes Season Hour P.M. Peak Hour Transit Ridership P P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service Vehicles Person- Trips (I) Person- Trips Person- Trips Vehicles Person- : Trips (I) Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 11"' Street WB 218 305 310 615 1,458 2,041 3,528 5,569 4,954 0.11 C NW 10"' Street EB 148 207 156 363 1,458 2,041 3,634 5,675 5,312 0.06 C (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 2009 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. K:\WPB_TPTO\0433\043355000 - NW Ist Ave MUSP\Report\TIA.doc Page -12 April 2010 ©-� KimleyHom and Associates, Inc. Traffic Impact Analysis r Intersections P.M. peak hour capacity analyses were also performed for the study intersections. Table 5 presents the results of the analyses. The signalized and the stop -controlled approaches at the unsignalized intersections are currently operating at LOS A. Detailed SYNCHRO 7.0 outputs are included in Appendix D, along with existing intersection traffic signal timing plans. Table 5: 2010 Peak Hour Intersection Conditions IntersectionP.M. 2010 Peak Hour Overall Level of- Service LOS Delay (secs), . NW 1st Avenue &NW 11th Terracetl A 8.7 NW 1st Court & NW 11th Terracel'l A 8.7 NW 1st Court & NW 12th Streetlll A 9.0 NW 1st Avenue & NW 12th Streetltl A 8.9 NW 3rd Avenue & NW 11th Street A 6.1 NW 3rd Avenue & NW 10th Street II A 8.1 Note: [1] Overall intersection LOS not provided for two-way stop -controlled intersections. The worst minor street movement is indicated. K:\WPB_TPTO\0433\043355000 -NW 1st Ave MUSP\Report\TIA.doc Page -13 April 2010 prim IGmiey-Horn and Associates, Inc. Traffic Impact Analysis BACKGROUND TRAFFIC Background traffic conditions are defined as the expected traffic conditions on the study roadway network in the Year 2014 (corresponding to total buildout) 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 calculations from volumes obtained from the 2015 and 2030 M-D MPO FSUTMS Model. 2015 and 2030 FSUTMS plots and growth calculations are included in Appendix E. Committed Developments The Real Estate Development Database was reviewed and no unconstructed major use special permits (MUSP) projects were identified. Therefore, no projected traffic was added to background traffic in the volume development worksheets. K:\WPB_TPTO\0433\043355000 - NW ist Ave MUSP\Report\TIA.doc Page -14 April 2010 N NOT TO SCALE t 2 sr 44 4 +0 14 4" Legend 0 0 000 Study Intersection Site Background Traffic (Vehicles) Background Traffic (Person -Trips) NW 12th Street 4 .: 1 2 NW 1st Court 1 hte 3 z 2 m4 41 1 NW 11th Terrace 627 t 30 60 r 9 5mt 14 muj 5J 15 7. ht NW 11th Street NW 10th Street ht m 3rd Avenue >• Kimley-Hom 1• and Associates, Inc. \ © 2010 NW 1st Avenue Figure 4 2014 Background Traffic P.M. Peak Hour City Center City of Miami, Florida./ mley-Hom ��11 K and Associates, Inc. Traffic Impact Analysis PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses As previously indicated, the project proposes to construct 340 multi -family residential units. The lot proposed for development is currently vacant. The buildout and occupancy of the project is expected to occur by 2014. Project Access Access to the site is proposed via two (2) full access driveways along NW lst Avenue. Trip Generation Proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation, Eighth Edition. The trip generation for the proposed land uses was determined using ITE Land Use 232 (High - Rise Condominium/Townhouse). Project trips were estimated for the P.M. peak hour. ITE trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle are more appropriate for the local area. Therefore, vehicular trips were reduced by 16 percent to adjust for these vehicle occupancy assumptions. The vehicular trip generation calculations for the project are presented in Table 6. K:\WPB_TPTO\0433\043355000 - NW Ist Ave MUSP\Report\TIA.doc Page -16 April 2010 ©-rl IGmiey-Hom and Associates, Inc. Traffic Impact Analysis Table 6: Proposed Trip Generation Future Land Use (ITE Code) Scale P.M. Peak Hour Driveway Volumes Gross Total Trips Internal Capture Reduction Net External Trips Pass -By Capture Reduction Net New External Trips Entering Exiting % Trips % Trips. High Rise Condominiums (232) 340 d.u. 131 N/A 131 - 131 62% 81 38% 50 Total 131 131 131 81 vph 50 vph ITE/Miami vehicular occupancy adjustment (16% reduction) 110 vph 68 vph 42 vph Person -Trip Conversion (1.4 persons per vehicle) 154 p.t. (1) 95 p.t. i'i 59 p.t. (1) p.t. = person -trips K:\WPB_TPTO\0433\043355000 - NW Ist Ave MUSP\Report\TIA.doe Page -17 April 2010 ©—/1 IGniley-Hom and Associates, Inc. Traffic Impact Analysis Trip Distribution and Assignment The likely distribution of project traffic was forecast for trips expected to be generated by the project. The trip distribution was based on a cardinal trip distribution obtained from the 2015 Cost Feasible Plan for the project site's traffic analysis zone (TAZ 514). The cardinal trip distribution for TAZ 514 is provided in Table 7. The detailed cardinal distribution is included in Appendix F. Table 7: Cardinal Trip Distribution Cardinal Direction North -Northeast Percentage of Trips. 9.22% East -Northeast 4.88% East -Southeast 10.55% South -Southeast 15.65% South -Southwest 13.62% West -Southwest 18.63% West -Northwest 16.90% North -Northwest 10.55% •Total:; , 100.009/0 , Figure 5 shows the project trip distribution and assignment at the project driveways and adjacent intersections. The project trips (vehicular and person -trips) were then distributed and assigned to the roadway network. As part of the directional person -trip distribution, the maximum possible directional project traffic assignment was determined for the entire transportation corridor segment. K:\WPB TPTO\0433\043355000 - NW Ist Ave MUSP\Report\TIA.doc Page -18 April 2010 -� K mley-Hom and Associates, Inc. Traffic Impact Analysis TOTAL (2014 WITH PROJECT) TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2014) analysis for this project are the sum of 2014 background traffic volumes and the expected project traffic volumes. Figure 6 presents the 2014 total traffic for the study area. Total turning movement volume development worksheets for the study intersections are included in Appendix G. K:\WPB_TPTO\0433\043355000 -NW 1st Ave MUSP\Report\TIA.doe Page - 20 April 2010 N NOT TO SCALE °%—► 0% NW 1st Court Legend L 3 Study Intersection {a Site 000% % Project Distribution (Vehicles) 000 Project Traffic (Vehicles) % Project Distribution/ProjectTraffic (Person -Trips) o-0 NW 12th Street 1 81 Ji 0% 3 5% J 15 42% 3 7% • 15 43% o Jl NW 11th Terrace 15?%ottF,Ni NW 11th Street NW 10th Street 2010 K X Jl NW 3rd Avenue L 0% 4. 15% 6 ht Kimley-Hom rn ®/ \ and Associates, Inc. m♦ 0.15% 4 3 5%�► F 25% 40% 3 5% J 40% NW 1st Avenue Figure 5 Trip Distribution and Assignment City Center City of Miami, Florida Legend O Study Intersection • Site 000 2014 Total Traffic (Vehicles) ktladt 2014 Total Traffic (Person -Trips) NOT TO SCALE NW 12th Street NW 11th Terrace s3s6 NW 11th Street NW 10th Street 4 46.1 64 a t a 57 y 15 Z go' cn rool Kimiey-Hom ® mom pro and Associates, Inc. ©2010 Figure 6 2010 TotalTraffic P.M. Peak Hour City Center City of Miami, Florid © -yl lOmiey-Horn and Associates, Inc. Traffic Impact Analysis FUTURE CONDITIONS (2014) 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. The future conditions analysis were performed for (1) the 2014 background traffic conditions and (2) the 2014 total traffic conditions, which included the 2014 background traffic and the new trips expected to be generated by the project. Future (2014) Background Traffic Conditions Table 8 presents the results of the transportation corridor capacity analysis for the 2014 P.M. peak hour background traffic conditions. As indicated in Table 8 the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS C). Table 9 presents the results of the intersection capacity analysis for the 2014 P.Ivi. peak hour background traffic conditions. All the intersections operate at LOS A. Detailed SYNCHRO 7.0 outputs are included in Appendix H. K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 22 April 2010 ©-/1 Kimley-Hom — and Associates, Inc. Table 8: Future (2014) Background P.M. Peak Hour Transportation Corridor Segment Conditions NW 11th Street NW 10th Street 2014 P.M. Peak Hour i Background Volumew Person -Trips::: WB EB 627 370 2014 P.M. Peak. Hour Total Capacity (C) (2) Person Trips 5,569 5,675 2014 P.M. Peak Hour Excess Capacity Person - Trips 4,942 2014 P.M. Peak Hour Total Level of Service v/C Ratio 0.11 LOS 5,305 0.07 Traffic Impact Analysis (1) An annual growth rate (0.5 percent) was applied to the 2010 P.M. peak hour total volume to determine the 2014 background volume. (2) Total capacity determined in Table 4. K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 23 April 2010 ©� IGmley-Hom and Associates, Inc. Traffic Impact Analysis Table 9: Future (2014) Background P.M. Peak Hour Intersection Conditions Table 9: 2014 Peak Hour Intersection Conditions Intersection 2014 Peak Hour Overall Level of Service P.M: LOS Delay (secs)' NW 1st Avenue & NW 11th Terracettl A 8.7 NW 1st Court & NW 11th Terracetll A 8.7 NW 1st Court & NW 12th Streetl13 A 9.0 NW 1st Avenue & NW 12th Streetltl A 8.9 NW 3rd Avenue & NW 11th Street A 6.1 1 NW 3rd Avenue & NW 10th Street A 8.1 Note: [1] Overall intersection LOS not provided for two-way stop -controlled intersections. The worst minor street movement is indicated. K:\WPB_TPTO\0433\043355000 -NW 1st Ave MUSP\Report\TIA.doc Page - 24 April 2010 jr1-/1KGmley-Hom and Associates, Inc. Traffic Impact Analysis Future (2014) Total Traffic Conditions Table 10 presents the results of the transportation corridor capacity analysis for the 2014 P.M. peak hour total traffic conditions. As indicated in Table 10, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS C). Table 11 presents the results of the intersection capacity analysis for the 2014 P.M. peak hour total traffic conditions. All the intersections operate at LOS A. Detailed SYNCHRO 7.0 outputs are included in Appendix I. K:\WPB_TPTO\0433\043355000-NW 1st Ave MUSP\Report\TIA.doc Page - 25 April 2010 1 \ © —,1 Kimley-Hom and Associates, Inc. (1) (2) (3) Table 10: Future (2014) P.M. Peak Hour Transportation Corridor Segment Conditions Traffic Impact Analysis Principal Roadway 2014 P.1VI Peak Hour Background Volume ti> Project P.M. peak Hour Distribution (Maximum) Project P.M. Peak Flour Assignment `2014 P.M. Peak Hour Total > cZY Volume (V) 2014 P.M. Peak Hour Total (3) Capacity (C) 2014 P.M. Peak Hour Excess Capacity 2014 P.M. Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 11' Street WB 627 15% OUT 9 636 5,569 4,933 0.11 C NW 10`h Street EB 370 15% IN 14 384 5,675 5,291 0.07 C An annua growth rate (0.5 percent) was applied to the 2010 P.M. peak hour total volume to determine the 2014 background volume. 2014 P.M peak hour total volume (V) is defined as the sum of the project P.M. peak hour assignment and the background volume. Total capacity determined in Table 4. K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 26 April 2010 ©�� IGmley-Hom and Associates, Inc. Traffic Impact Analysis Table 11: Future (2014) P.M. Peak Hour Intersection Conditions Intersection 2014 P.M. Peak Hour Overall Level of Service LOS Delay (s) Existing Timings NW 1st Avenue & NW 11th Tenaceltl A 9.2 NW lst Court & NW 11th Terrace111 A 8.8 NW 1st Court & NW 12th Streetltl A 9.0 NW 1st Avenue & NW 12th Street A 9.0 NW 3`d Avenue & NW 11th Street A 6.3 NW 3rd Avenue & NW 10th Street 1 A 8.3 Note: [1] Overall intersection LOS not provided for two-way stop -controlled intersections. The worst minor street movement is indicated. K:\WPB_TPTO\0433\043355000-NW 1st Ave MUSP \Report \TIA.doc Page - 27 April 2010 �—/1 Klmley-Hom and Associates, Inc. Traffic Impact Analysis PROJECT DRIVEWAY ANALYSIS Two (2) resident parking garages with access on NW 1St Avenue are proposed to provide access to the project site. The proposed driveways serving the parking garages are proposed to operate with a coded -card reader for residents. As a result, a queuing assessment consistent with the methodology outlined in Van Nostrand Reinhold's Parking Structures: Planning, Design, Construction, Maintenance, and Repair, 1989 was performed for this access gate location. The driveway analysis is included in Appendix J. As indicated by the trip assignment, a total of 68 vehicles are expected to enter both parking garages during the P.M. peak hour or 34 vehicles per garage. Assuming a gate service rate of 257 vehicles per hour, the 99 percentile queue length is one (1) vehicle. A minimum of two (2) vehicles of storage will be provided. K:\WPB_TPT010433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 28 April 2010 rifQmiey-Hom and Associates, Inc. Traffic Impact Analysis TRANSPORTATION CONTROL MEASURES PLAN A Transportation Control Measures Plan is required for this site to demonstrate how the developer plans to alleviate traffic from the proposed site on the surrounding roadway network. Miami -Dade County provides public transit in close proximity to the project site. In addition, other measures of transportation control can be used by the developer to encourage people to use public transportation, promote bicycling and walking, encourage car/vanpooling and offer alternatives to the typical workday hours. Examples of these incentives include, but are not limited to: ■ Provide transit subsidies for residents of the site ■ Provide transit information within the site including route schedules and maps • Provide convenient and secure areas for bicycles • Provide other transit -oriented amenities The applicant intends to make the site pedestrian- and transit -friendly and will consider these features for incorporation into the site. K:\WPB_TPTO\0433\043355000 - NW I st Ave MUSP\Report\TIA.doc Page - 29 April 2010 ©-� IGmley-Hom and Associates, Inc. Traffic Impact Analysis FUTURE TRANSPORTATION IMPROVEMENTS As part of this traffic impact analysis, future transportation improvements (programmed and planned) were identified within the corridors adjacent to the project site. The following project was identified within the transportation improvement plan but will not impact the capacity of the corridors adjacent to the project site: - DT4209171 — Bike Path/Trail along NW 11 th Street K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page-30 April 2010 -n KGmley-Hom and Associates, Inc. Traffic Impact Analysis CONCLUSIONS This traffic impact study assessed the impacts of the City Center residential project on the surrounding transportation network. The analysis was conducted in accordance with the City of Miami requirements and included data collection; project trip generation, distribution, and assignment; transportation corridor segment capacity analysis and intersection capacity analysis. This report is being submitted as part of a MUSP application. Transportation corridor capacity analyses and intersection capacity analyses were performed for the existing 2010 peak season conditions. Results of the analyses demonstrate that the transportation corridors and major intersections in the vicinity of the project site operate at acceptable levels of service. Trip generation calculations indicate that the project is expected to generate 110 new vehicular trips and 154 person -trips during the P.M. peak hour. These trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2015 Cost Feasible Plan. Capacity analyses were also performed for the future (year 2014) with project conditions. Results of these analyses demonstrate that the transportation corridors and major intersections will continue to have sufficient capacity and operate at acceptable levels of service. In conclusion, this project is not expected to have a significant traffic impact on the regional roadway network. K:\WPB TPTO\0433\043355000 - NW 1st Ave MUSP\Report\TIA.doc Page - 31 April 2010 APPENDIX A: Methodology Correspondence pwlise1 KimleyHom and Associates, Inc. Memorandum ■ 5200 NW 33rd Avenue Suite 109 To: Raj Shanmugam, P.E. Fort Lauderdale, Florida URS Southern Corporation 33309 From: Adrian K. Dabkowski, P.E.(A), PTOF4 ....),4 Date: March 23, 2010 Subject: NW 1 st Avenue — Miami, Florida MUSP Traffic Impact Analysis Methodology The purpose of this memorandum is to summarize the MUSP traffic impact analysis methodology as discussed at our March 19th meeting. The proposed development is bounded by NW 12th Street to the north, NW 11`h Terrace to the south, NW 1S` Court to the west, and NW 1 st Avenue to the east. The proposed development includes 340 multi -family residential units and 3,130 square -feet of ancillary retail space. The lot proposed for development is currently vacant. The following items were discussed at the meeting: Trip Generation Trip generation calculations for the proposed development were performed using Institute of Transportation Engineer's (ITE) Trip Generation, 8th Edition. ITE Land Use Code 232 (High -Rise Residential Condominium/Townhouse) was utilized for the proposed development. Please note that although retail space is proposed as part of the development it will be ancillary to the residential units and is not expected to generate external traffic, and is limited to 3,130 square - feet. The trip generation calculations indicate that the proposed development will generate 131 net new unadjusted P.M. peak hour trips. The trip generation calculations are provided in Attachment A. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the Miami -Dade County's MPO 2015 Cost Affordable Plan. The appropriate TAZ for this development is 514. The cardinal distribution is provided in Attachment B. Committed Development The City of Miami will be contacted to obtain the most recent edition of the Large Scale Development Report. Projects currently under construction or approved will be included. Projects in the application stage who have submitted a traffic study will also be included. • TEL 954 535 5100 FAX 954 739 2247 prim KimleyHom 1116-111111111 and Associates, Inc. Raj Shanmugam, P.E., March 23, 2010, Pg. 2 Study Area The following intersections and roadway segments will be examined as part of the study area: • NW lst Avenue and NW 11th Terrace (unsignalized) • NW 11th Terrace and NW 1st Court (unsignalized) • NW 1st Court and NW 12th Street (unsignalized) • NW 1st Avenue and NW 12th Street (unsignalized) • NW 3`d Avenue and NW 11th Street (signalized) • NW 3'1 Avenue and NW 10th Street (signalized) The following corridors were identified for analysis: • NW 11th Street • NW 10th Street Data Collection P.M. peak hour turning movement counts will be conducted at all identified study intersections. 24-hour machine counts will be conducted on all study corridors where Florida Depaitnient of Transportation (FDOT) 24-hour traffic data is not available. All traffic counts will be adjusted to account for peak season using the appropriate FDOT seasonal correction factors. Signal timing information will be obtained from Miami -Dade County Public Works Department — Signals and Signs Division. Capacity Analysis Capacity analyses will be conducted for the P.M. peak hour at ail identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. In addition, all project driveways will be addressed in this analysis with respect to access (controlled/uncontrolled) and queuing. Site parking information will also be provided in the report. Loading area maneuverability will also be address ed. Documentation The results of the analysis will be summarized in a report. The report shall include all necessary supporting documents including signal timings, lane geometry, and software output sheets. K:\F L TPT01043355000-NW 1st St MUSP - RNG 0vcrtown\Correspondence\memo \NW lst Ave MUSP Methodology 03 23 10.doc Attachment A PEAK UR TRIP GENERATION COMPARISON PROPOSED PM PEAK HOUR TRIP GENERATION E ITS TRIP GENERATION CHARACTERISTICS DIRECTIONALTRIIN' DISTRIBUTION = G UME - VOLUMES INTERNAL CAPTURE N' EXTERNAL TRIPS '>CAPAPT BY CAPTURE " .-NET EXTERNAL TRIPS NALTRP Use • RE Edition RE Code Scale RE Units Percent In Out Total Percent IC Trips In Out Total Percent PB Trips In Out OutLaIn G R 0 U P 2 1 Ftgh-Rise Residential CondodnlndTowr .oe 8 232 340 du 62% 38% 81 50 131 0.0% 0 81 50 131 0.0% 0 81 Total 2 50 131 3 4 5 6 7 8 9 10 11 12 13 14 15 ITE LUC 232 T = Equation Total: 81 50 131 81 50 131 81 50 131 0.34(X) + 15.47 K:\FTL_TPTO\043355000-NW 1st St MUSP - RNG Overtown\Calcs\TRIP GEN 8.xls: PRINT -PEAK HOUR 3/23/2010,8:24 AM Attachment B Miami -Dade Interim 2015 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL NNE ENE ESE SSE SSW WSW WNW NNW 511 TRIPS 74 31 14 8 55 140 76 122 520 PERCENT 14.23 5.96 2.69 1.54 10.58 26.92 14.62 23.46 512 TRIPS 159 66 59 92 172 231 200 202 1181 PERCENT 13.46 5.59 5.00 7.79 14.56 19.56 16.93 17.10 513 TRIPS 769 363 288 675 703 1222 1041 956 6017 PERCENT 12.78 6.03 4.79 11.22 11.68 20.31 17.30 15.89 514 TRIPS 208 110 238 353 307 420 381 238 2255 PERCENT 9.22 4.88 10.55 15.65 13.61 18.63 16.90 10.55 515 TRIPS 387 121 135 279 265 572 494 461 2714 PERCENT 14.26 4.46 4.97 10.28 9.76 21.08 18.20 16.99 516 TRIPS 149 56 39 116 102 247 195 184 1088 PERCENT 13.69 5.15 3.58 10.66 9.38 22.70 17.92 16.91 517 TRIPS 642 311 255 756 583 1195 1135 879 5756 PERCENT 11.15 5.40 4.43 13.13 10.13 20.76 19.72 15.27 518 TRIPS 164 54 47 130 106 267 205 194 1167 PERCENT 14.05 4.63 4.03 11.14 9.08 22.88 17.57 16.62 519 TRIPS 147 58 40 110 129 268 219 224 1195 PERCENT 12.30 4.85 3.35 9.21 10.79 22.43 18.33 18.74 520 TRIPS 811 499 161 116 856 1888 1117 1785 7233 PERCENT 11.21 6.90 2.23 1.60 11.83 26.10 15.44 24.68 521 TRIPS 1075 498 54 38 195 4064 4354 3064 13342 PERCENT 8.06 3.73 0.40 0.28 1.46 30.46 32.63 22.97 522 TRIPS 490 392 215 106 832 1554 1077 1188 5854 PERCENT 8.37 6.70 3.67 1.81 14.21 26.55 18.40 20.29 523 TRIPS 258 153 74 104 341 583 441 416 2370 PERCENT 10.89 6.46 3.12 4.39 14.39 24.60 18.61 17.55 524 TRIPS 2037 721 150 576 1282 3907 2408 3258 14339 PERCENT 14.21 5.03 1.05 4.02 8.94 27.25 16.79 22.72 525 TRIPS 475 224 101 386 364 945 679 709 3883 PERCENT 12.23 5.77 2.60 9.94 9.37 24.34 17.49 18.26 - 35 - 1/18/05 APPENDIX B: Traffic Count Data Intersection Turning Movement Counts NW 11TH TERRACE & NW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: ALAN OZAETTA .NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 11TE_1AV Page : 1 NW 1ST AVENUE INW 1ST AVENUE INW 11TH TERRACE From North [From South !From West Thru Right J UTurn Left Thru UTurn Left Right Total Date 03/24/10 07:00 3 0) 0 1 3 I 0 0 2 1 9 07:15 7 0 j 0 0 7 1 0 1 3( 18 07:30 7 0 1 0 1 4 I 0 0 4 I 16 07:45 16 1 1 0 0 8 1 0 1 3 1 29 Hr Total 33 1 0 2 22 1 0 2 12 1 72 08:00 8 0) 0 0 3) 0 1 4) 16 08:15 8 0 1 0 0 2 I 0 0 1 1 11 08:30 2 0 j 0 0 6 I 0 0 1 j 9 08:45 12 0 1 0 1 4 1 0 1 2 20 Hr Total 30 0 1 0 1 15 1 0 2 8 1 56 * BREAK 16:00 7 2 1 0 1 8 1 0 0 5 1 23 16:15 7 0 J 0 0 6 1 0 1 2 1 16 16:30 7 0 1 0 0 9 1 0 1 6 1 23 16:45 11 0 1 0 0 18 1 0 0 5 1 34 Hr Total 32 2 1 0 1 41 1 0 2 18 1 96 17:00 5 0 0 0 13 1 0 0 0 1 18 ��15 5 2 0 0 11 0 2 4 24 �30 7 0 j 0 0 17 1 0 3 6 1 33 17:45 2 0 1 0 0 4 1 0 0 2) 8 Hr Total 19 2 0 0 45 1 0 5 12 1 83 *TOTAL* 114 5 J 0 4 123 1 0 11 50 1 307 1-1 Pq toy ram. 4x7A NW 11TH TERRACE & NW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: ALAN OZAETTA (�r SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. 11TE 1AV Page : 3 NW 1ST AVENUE INW 1ST AVENUE INW 11TH TERRACE I From North From South 'From West 1 Thru Right I UTurn Left Thru I UTurn Left Right I Total Date 03/24/10 Peak Hour Analysis Hy Entire Intersection for the Period: 16:00 to 18:00 on 03/24/10 Peak start 16:45 16:45 16:45 Volume 28 2 0 0 59 0 5 15 Percent 931 71 0% 01 1001 01- 251 75* Pk total 30 59 20 Highest 16:45 16:45 17:30 Volume 11 0 0 0 18 0 3 6 Hi total 11 18 9 PHF .68 .82 .56 NW 1ST AVENUE • 0 2 28 0 2 28 0 1 30 1 94 NW 11TH TERRACE o 0 2 2 5 5 0 20 15 15 J 0 0 22 5 59 0 64 • ALL VEHICLES Intersection Total 109 0 28 15 43 102 59 0 59 0 59 NW 1ST AVENUE ( i 0 0 Nm FLo(do_ Marck Z512o/0 claw :LcaAs kovt10 Ro-r s .9r1a.1,i sez( NW 11TH TERRACE & NW 1ST COURT MIAMI, FLORIDA COUNTED BY: VALERIE SPAULDING NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 11TE_1CT Page : 1 NW 1 COURT From North INW 11TH TERRACE 'From East INW 11TH TERRACE 'From South !From West UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 03/24/10 07:00 0 1 0 0 j 0 0 0 1 1 0 0 0 0 1 0 1 1 0 1 4 07:15 0 1 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 3 0 1 4 07:30 0 3 0 0 l 0 0 0 1 1 0 0 0 0 1 0 0 1 0 1 5 07:45 0 2 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 2 0 1 4 Hr Total 0 7 0 0 j 0 0 0 2 1 0 0 0 0 1 0 1 7 0 1 17 08:00 0 2 0 0 1 0 0 0 0 1 0 0 0 0 1 0 2 3 0 1 7 08:15 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 1 0 l 2 08:30 0 1 0 0 l 0 0 0 0 1 0 0 0 0 1 0 1 0 0 1 2 08:45 0 0 0 0 1 0 0 0 1 1 0 0 0 0 1 0 1 3 0 1 5 Hr Total 0 3 0 0 1 0 0 0 1 1 0 0 0 0 1 0 5 7 0 1 16 * BREAK * 16:00 0 2 0 0 1 0 0 0 2 1 0 0 0 0 1 0 0 2 0 I 6 16:15 1 1 0 0 1 1 0 0 0 1 0 0 0 0 1 0 1 2 0 1 6 16:30 0 4 0 0 1 0 0 0 0 1 0 0 0 0 1 0 1 3 0 1 8 16:45 1 2 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 4 0 1 7 Hr Total 2 9 0 0 1 1 0 0 2 1 0 0 0 0 1 0 2 11 0 1 27 17:00 0 0 0 0 1 0 0 0 1 1 0 0 0 0 1 0 2 0 0 1 3 `,15 0 0 0 0 1 0 0 2 o f 0 0 0 0 1 0 1 5 0 1 8 ,30 0 4 0 0 1 0 0 0 0 j 0 0 0 0 I 0 2 5 0 I 11 17:45 0 2 0 0 I 0 0 0 0 l 0 0 0 0 I 0 1 0 0 1 3 Hr Total 0 6 0 0 1 0 0 2 1 1 0 0 0 0 1 0 6 10 0! 25 *TOTAL* 2 25 0 0 j 1 0 2 6 1 0 0 0 0 1 0 14 35 0! 85 Nc= 4-S4-8 e)-66 Ax1I NW 11TH TERRACE & NW 1ST COURT MIAMI, FLORIDA COUNTED BY: VALERIE SPAULDING NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 11TE_1CT Page 3 NW 1 COURT (NW 11TH TERRACE ( (NW 11TH TERRACE From North 'From East (From South (From West UTurn Left Thru Right ( UTurn Left Thru Right ( UTurn Left Thru Right ( UTurn Left Thru Right Date 03/24/10 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/24/10 Peak start 16:45 16:45 16:45 16:45 Volume 1 6 0 0 0 0 2 1 0 0 0 0 0 5 14 0 Percent 14% 86% 0% 0% 0% 0% 67% 33% 0% 0% 0% 0% 0% 26% 74% 0% Pk total 7 3 0 19 Highest 17:30 17:15 07:00 17:30 Volume 0 4 0 0 0 0 2 0 0 0 0 0 0 2 5 0 Hi total 4 2 0 7 PHF .44 .38 .0 .68 NW 11TH TERRACE (Th 0 2 0 2 5 5 14 0 0 NW 1 COURT 0 7 0 7 14 19 0 0 J • 0 0 21 7 13 5 0 1 6 • ALL VEHICLES Intersection Total 29 0 0 0 0 0 0 0 24 0 0 0 ( 0 1 Total 0 1 2 3 2 0 0 21 NW 11TH TERRACE 0 0 7 14 0 ow 5ro eukki Ft.° ci 86,_ Mox,k 25,, 20 l 0 C i CU v\ " L-W. S 1 i u'v ,� rt.v VVOE S2.e-A NW 12TH STREET & NW 1ST COURT MIAMI, FLORIDA COUNTED BY: JUAN REYES -NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 12ST_1CT Page : 1 NW 1ST COURT From North INW 12TH STREET !From East INW 1ST COURT From South INW 12TE STREET 'From West UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 03/24/10 07:00 0 0 0 0 1 0 0 1 0 I 0 1 0 0 1 0 2 0 0 1 4 07:15 0 0 0 2 1 0 0 0 0 1 0 0 1 0 1 1 0 0 0 I 4 07:30 0 2 1 1 1 0 0 2 0 1 0 0 2 0 1 0 1 0 2 I 11 07:45 0 0 2 1 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 3 Hr Total 0 2 3 4 1 0 0 3 0 1 0 1 3 0 1 1 3 0 2 1 22 08:00 0 3 1 3 1 0 0 0 0 1 0 1 1 0 1 0 1 1 1 I 12 08:15 0 0 0 2 1 0 0 0 1 1 0 0 1 0 1 0 3 1 0 1 8 08:30 0 0 1 2 1 0 0 1 0 1 0 0 1 0 1 1 1 0 0 1 7 08:45 0 0 0 4 1 0 0 0 0 1 0 1 1 0 1 0 1 0 0 1 7 Hr Total 0 3 2 11 1 0 0 1 1 1 0 2 4 0 1 1 6 2 1 I 34 * BREAK * 16:00 0 0 3 1 1 0 0 3 0 1 0 2 2 0 1 0 0 0 0 1 11 16:15 1 0 3 0 1 0 1 0 0 1 0 1 1 0 1 0 0 0 0 1 7 16 : 3 0 0 2 2 1 1 0 2 1 2 1 1 0 1 0 1 0 2 0 2 1 16 16:45 0 0 1 2 1 0 1 0 0 1 0 0 0 1 1 0 2 1:. 0 I. 8 Hr Total 1 2 9 4 1 0 4 4 2 1 1 3 4 1 1 0 4 1 2 1 42 17:00 0 0 0 2 1 0 0 0 0 1 0 0 2 0 1 0 0 0 0 1 4 '----",15 0 0 1 3 1 0 1 0 0 1 0 0 1 0 1 0 1 0 1 1 8 ,,,:30 0 0 2 2 1 0 0 2 0 1 0 0 2 1 1 1 1 1 0 1 12 17:45 1 0 3 1 1 0 0 1 0 1 0 0 0 0 1 1 2 0 0 1 9 Hr Total 1 0 6 8 1 0 1 3 0 1 0 0 5 1 1 2 4 1 1 1 33. *TOTAL* 2 7 20 27 I 0 5 11 3 1 1 6 16 2 1 4 17 4 6 1 131 Ico Xz4 NW 12TH STREET & NW 1ST COURT MIAMI, FLORIDA COUNTED BY: JUAN REYES ...NOT SIGNALIZED / TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 12ST_1CT Page : 3 NW 1ST COURT INW 12TH STREET INW 1ST COURT INW 12TH STREET 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 Date 03/24/10 Peak Hour Analysis By Entire intersection for the Period: 16:00 t Peak start 16:00 16:00 Volume 1 2 9 4 0 4 4 2 Percent 6% 12% 56% 25% 0% 40% 40% 20% Pk total 16 10 Highest 16:30 16:30 Volume 0 2 2 1 0 2 1 2 Hi total 5 5 PHF .80 .50 • 0 4 0 4 NW 12TH STREET 4 4 12 4 4 4 1 1 7 2 2 18:00 on 03/24/10 16:00 1 3 4 1 11% 33% 44% 11% 9 16:00 0 2 2 0 4 .56 NW 1ST COURT 9 9 16 19 3 3 26 4 4 2 16:00 0 4 1 2 0% 57% 14% 29% 7 16:30 0 2 0 2 4 .44 10 0 • ALL VEHICLES Intersection Total 42 24 4 4 9 2 15 4 NW 1ST COURT 15 Total 0 2 2 10 4 9 4 4 4 4 4 5 NW 12TH STREET 0 0 3 1 1 3 N J 1) tJw (ZS-r M (km.i mck(ck2s12010 cw..tuVtloul' Lais Palo rvt.tN.o wnT e'.nna.L1 NW 12TH STREET & NW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO _NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 12ST_1AV Page : 1 NW 1ST AVENUE From North 'From East UTurn Left Thru Right UTurn Left Thru Date 03/24/10 07:00 0 0 2 1 1 0 0 07:15 0 0 7 0 1 0 0 07:30 0 0 7 2 0 0 07:45 0 0 13 0 1 0 0 Hr Total 0 0 29 3 1 0 0 0 0 0 0 0 08:00 0 0 5 0 1 0 0 0 08:15 0 0 7 0 I 0 0 0 08:30 0 0 2 0 0 0 0 08:45 0 0 10 0 1 0 0 0 Hr Total 0 0 24 0 1 0 0 0 * BREAK * INW 1ST AVENUE From South Right 1 UTurn Left Thru INW 12TH STREET 'From West Right I UTurn Left Thru Right 1 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 0 1 0 0 0 0 0 0 1 0 0 1 1 6 3 9 19 2 1 6 4 13 0 0 0 0 0 0 0 0 0 0 O 0 0 0 1 4 O 0 0 0 1 13 O 2 0 0 14 O 0 0 2 1 25 O 2 0 2 1 56 O 1 0 3 1 12 O 0 0 1 I 10 O 0 0 0 1 8 O 0 0 0 1 14 O 1 0 4 1 44 16:00 0 0 9 0 1 0 0 0 0 16:15 2 0 7 0 0 0 0 0 16:30 0 0 5 2 0 0 0 0 16:45 0 0 12 1 1 0 0 0 0 Hr Total 2 0 33 3 1 0 0 0 0 17:00 ( )15 )30 17:45 Hr Total 0 0 0 1 1 0 0 0 0 0 5 7 5 2 19 0 2 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 1 1 2 1 0 2 0 3 0 0 2 1 3 7 7 7 19 40 14 13 18 3 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 2 2 4 01 0 0 01 0I 17 17 18 34 86 19 22 28 10 79 *TOTAL* 3 0 105 9 0 0 0 0 5 7 120 0 "3 `� 1 5 0 10 1 265 NW 12TH STREET & NW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO NOT SIGNALIZED NW 1ST AVENUE From North 'From East UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 03/24/10 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 12ST_lAV Page : 3 Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 16:45 16:45 Volume 0 0 29 3 0 0 0 0 Percent 0% 0% 91% 9% 0% 0% 0% 0% Pk total 32 0 Highest 16:45 07:00 Volume 0 0 12 1 0 0 0 0 Hi total 13 0 PHF .62 .0 NW 12TH STREET 3 0 6 3 0 3 0 3 I 2 2 0 0 4 • 2 2 INW 1ST AVENUE IFrom South 1NW 12TH STREET 'From West 18:00 on 03/24/10 16:45 16:45 1 2 64 0 0 2 0 2 1% 3% 96% 0% 0% 50% 0% 50% 67 4 17:30 16:45 1 2 18 0 0 0 0 2 21 2 .80 .50 NW 1ST AVENUE 29 29 32 0 10 0 98 2 64 0 66 • ALL VEHICLES Intersection Total 103 98 0 3 29 2 31 3 NW 1ST AVENUE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -z Mdw\A l FL ocid4L. Maf G(/1, 2-J t Zo 1 0 ‹ick.wikb: Luk s kfcv't vtW AaL Lo NW 11TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 11ST_3AV Page : 1 NW 3RD AVENUE INW 11TH STREET INW 3RD AVENUE INW 11TH STREET I From North 'From East 'From South 'From West I I 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 03/24/10 07:00 0 0 15 7 I 0 0 4 0 1 0 3 34 0 j 0 0 0 0 I 63 07:15 0 0 22 7 I 0 0 8 2 I 0 8 39 0 I 0 0 0 0 I 86 07:30 0 0 34 4 I 0 0 1 20 4 36 0 I 0 0 0 0' 81 07:45 0 0 30 14 1 0 4 3 5 1 0 10 46 0 1 0 0 0 0 1 112 Hr Total 0 0 101 32 1 0 4 16 9 1 0 25 155 0 0 0 0 0 1 342 08:00 0 0 31 22 0 0 5 6 0 9 58 0 I 0 0 0 0 I 131 08:15 0 0 30 14 I 0 1 9 6 I 0 12 70 0 I 0 0 0 0 I 142 08:30 0 0 21 14 I 0 5 8 2 I 0 9 42 0 I 0 0 0 0 I 101 08:45 0 0 29 16 f 0 2 10 5 f 0 10 30 0 1 0 0 0 0 1 102 Hr Total 0 0 111 66 I 0 8 32 19 1 0 40 200 0 0 0 0 0 1 476 * BREAK * 16:00 0 0 19 11 ) 0 0 7 4 I 0 15 57 0 I 0 0 0 0 I 113 16:15 0 0 27 12 I 0 1 8 2 I 0 8 51 1 I 0 0 0 0 I 110 16:30 0 0 23 7 I 0 2 13 8 I 0 11 50 0 I 0 0 0 0 I 114 16:45 0 0 23 19 1 0 4 9 6 1 0 14 63 1 1 0 0 0 0 1 139 Hr Total 0 0 92 49 I 0 7 37 20 I 0 48 221 2 1 0 0 0 0 476 17:00 0 0 26 15 I 0 2 15 8 I 0 24 51 0 I 0 0 0 0 I 141 �'''" `1s 0 0 19 17 I 0 0 24 8 I 0 18 97 1 I 0 0 0 0 I 184 30 0 0 20 12 I 1 2 10 7 0 12 81 0 0 0 0 0 I 145 '17:45 0 0 19 13 1 0 1 12 5 1 0 6 53 0 1 0 0 0 0 1 109 Hr Total 0 0 84 57 I 1 5 61 28 I 0 60 282 1 I 0 0 0 0 1 579 *TOTAL* 0 388 204 1 24 146 76 I 0 173 858 3 0 0 0 0 1873 t-q-v1L-t1+18(41q5 0 83 [eL-1 NW 11TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 1 1l ALL VEHICLES NW 3RD AVENUE From North UTurn Left Date 03/24/10 INW 11TH STREET IFrom East Thru Right 1 UTurn Left INW 3RD AVENUE 'From South Thru Right 1 UTurn Left Thru Site Code : 00100039 Start Date: 03/24/10 File I.D. : 11ST_3AV Page : 3 INW 11TH STREET 'From West Right UTurn Left Thru Right I Total Peak Hour Analysis By Entire Peak start 16:45 Volume 0 0 88 Percent 0t Ot 58% Pk total 151 Highest 16:45 Volume 0 0 23 Hi total 42 PHF .90 Intersection for the Period: 16:00 t 16:45 63 1 8 58 29 42% 1% 8% 60t 30% 96 17:15 19 0 0 24 8 32 .75 • 0 63 0 63 NW 11TH STREET i 68 58 189 63 0 0 0 0 0 0 18:00 on 03/24/10 16:45 0 68 292 0% 19t 81% 362 17:15 0 18 97 116 .78 NW 3RD AVENUE 88 88 151 0 189 0 472 0 292 29 321 • ALL VEHICLES Intersection Total 609 459 9 68 88 0 97 68 NW 3RD AVENUE 2 It 1 96 98 362 • 292 292 16:45 0 Ot 0 07:00 0 0 .0 0 0 0 0% 0% 0% 0 0 0 29 29 58 58 9 9 2 NW 11TH STREET 0 0 2 clxvocck rn �[.d r;do, Mock:is-I 20 1 0 raw rti (03 I. Lkks 6104 tto Si5nalim-cj NW 10TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ SIGNALIZED TRAFFIC SURVEY 624 GARD DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. ENIA TERRACE FLORIDA 33444 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 10ST_3AV Page : 1 NW 3RD AVENUE From North INW 10TH STREET From East INW 3RD AVENUE 'From South UTurn Left Thru Right UTurn LeEt Thru Right UTurn Date 03/24/10 07:00 0 5 8 07:15 0 10 12 07:30 0 8 19 07:45 0 13 23 Hr Total 0 36 62 08:00 0 12 15 08:15 0 17 18 08:30 0 8 13 08:45 0 13 17 Hr Total 0 50 63 16:00 16:15 16:30 16:45 Hr Total 17:00 (/// k15 r)30 17:45 Hr Total * BREAK * 0 0 0 0 0 0 0 0 0 0 4 10 4 12 30 8 14 6 6 34 Left Thru INW 10TH STREET 'From West Right 1 UTurn Left Thru Right I Total 0 0 0 0 0 0 0 O 1 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 1 0 0 0 0 0 0 O ) 0 0 0 0 0 0 O ) 0 0 0 0 0 0 O 0 0 0 0 0 0 O f 0 0 0 0 0 0 O 1 0 0 0 0 0 0 34 41 38 45 158 59 64 41 28 192 7 12 5 4 28 3 3 4 10 20 0 0 0 0 0 0 0 0 0 0 3 6 7 9 25 11 13 11 11 46 5 18 25 25 73 26 22 19 27 94 2 9 9 10 30 9 6 6 6 27 64 108 111 129 412 135 143 102 112 492 11 16 18 9 54 15 9 14 11 49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43 44 51 55 193 66 95 68 47 276 3 2 1 4 10 2 6 2 4 14 0 0 0 0 0 0 0 0 0 0 25 12 15 14 66 8 15 25 9 57 15 6 10 ' 15 46 13 10 8 10 41 6 7 0 6 19 4 1 4 1 10 107 97 99 115 418 116 150 127 88 • 481 *TOTAL* 0 150 228 0 0 0 0 0 1 0 0 819 72 1 0 194 254 86 1 1803 0.83 14>t5O NW 10TH STREET & NW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL CRUZ SIGNALIZED ( TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00100039 Start Date: 03/24/10 File I.D. : 10ST_3AV Page : 3 NW 3RD AVENUE 'NW 10TH STREET 1NW 3RD AVENUE INW 10TH STREET From North 'From East 'From South 'From West I I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right ' UTurn Left Thru Right 1 Total Date 03/24/10 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/24/10 Peak start 16:45 16:45 16:45 16:45 Volume 0 40 47 0 0 0 0 0 0 0 284 14 0 62 46 15 Percent 0% 46% 54% 0% 0% 0% 0% 0% 0% 0% 95% 5% 0% 50% 37% 12t Pk total 87 0 298 123 Highest 17:00 07:00 17:15 17:30 Volume 0 8 15 0 0 0 0 0 0 0 95 6 0 25 8 4 Hi total 23 0 101 37 PHF .95 .0 .74 .83 0 0 0 0 _NW 10TH STREET 0 0 0 0 62 62 46 NW 3RD AVENUE 47 47 87 46 123 15 15 40 40 433 62 284 0 346 • ALL VEHICLES 123 100 Intersection Total 508 360 0 0 47 15 62 0 NW 3RD AVENUE 298 • 284 284 0 0 0 0 0 0 0 0 0 100 NW 10TH STREET 40 46 14 i Nw loss' 7 24-Hour Machine Counts i Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 1 Volume Report with 24 Hour Totals Page 1 ****************************************************************************** Data File : D0324015.PRN Station : 000000032302 Identification : 009601150077 Interval : 15 minutes Start date : Mar 24, 10 Start time : 00:00 Stop date : Mar 24, 10 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 10 Street East of NW 7 Avenue ******************************************************************************* Mar 24 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 5 2 1 2 1 1 8 25 52 42 38 24 30 6 4 5 1 1 1 12 38 67 40 29 28 45 10 2 4 0 1 7 13 52 50 42 39 40 00 1 0 0 1 4 6 24 62 36 32 31 34 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 22 8 10 4 7 15 57 177 205 156 137 126 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 32 43 46 40 39 30 32 25 13 22 13 3 30 28 40 29 45 37 38 25 30 22 17 10 9 45 35 52 41 45 45 29 31 24 18 17 14 7 00 44 34 48 43 43 32 27 14 6 17 9 6 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 139 169 164 173 164 129 115 93 59 73 46 25 �, ) Hour Total : 2273 AM peak hour begins : 07:30 AM peak volume : 233 Peak hour factor : 0.87 PM peak hour begins : 12:45 PM peak volume : 179 Peak hour factor : 0.86 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 16zi- +12-9 14-1- 2_ Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 (--,�****************************************************************************** -..ata File : D0324014.PRN Station : 000000032301 Identification : 000110252089 Interval : 15 minutes Start date : Mar 24, 10 Start time : 00:00 Stop date : Mar 24, 10 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 11 Street East of NW 7 Avenue ******************************************************************************* Mar 24 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 10 4 4 3 4 0 2 22 39 26 28 26 30 8 4 5 1 0 1 12 40 45 16 25 23 45 5 4 1 0 2 5 18 28 37 26 31 27 00 5 1 1 1 4 2 25 36 25 16 25 32 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 28 13 11 5 10 8 57 126 146 84 109 108 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 30 23 34 35 40 80 32 20 15 14 12 9 30 37 37 36 48 41 63 34 25 17 19 24 5 45 27 28 61 54 74 48 30 18 21 8 18 8 00 24 33 35 44 48 38 25 10 14 18 11 6 Hr Total 118 121 166 181 203 229 121 73 67 59 65 28 C-1, Hour Total : 2136 .__.i peak hour begins : 07:45 AM peak volume : 157 Peak hour factor : 0.87 PM peak hour begins : 16:30 PM peak volume : 265 Peak hour factor : 0.83 ******************************************************************************* LL)b = 203-r-229 21L FDOT Peak Season Conversion Factor Report 2008 Peak Season Factor Category Report - Report Type: ALL Category: 8700 MIAMI-DADE NORTH Week MOCF: 0.95 Dates SF PSCF 01/01/2008 - 01/05/2008 1.02 1.07 01/06/2008 - 01/12/2008 1.00 1.05 01/13/2008 - 01/19/2008 0.99 1.04 01/20/2008 - 01/26/2008 0.97 1.02 * 5 01/27/2008 - 02/02/2008 0.96 1.01 * 6 02/03/2008 - 02/09/2008 0.95 1.00 * 7 02/10/2008 - 02/16/2008 0.93 0.98 * 8 02/17/2008 - 02/23/2008 0.94 0.99 * 9 02/24/2008 - 03/01/2008 0.94 0.99 *10 03/02/2008 - 03/08/2008 0.95 1.00 *11 03/09/2008 - 03/15/2008 0.95 1.00 *12 03/16/2008 - 03/22/2008 0.95 1.00 *13 03/23/2008 - 03/29/2008 0.96 1.01+47 *14 03/30/2008 - 04/05/2008 0.96 1.01 *15 04/06/2008 - 04/12/2008 0.97 1.02 *16 04/13/2008 - 04/19/2008 0.97 1.02 *17 04/20/2008 - 04/26/2008 0.97 1.02 18 04/27/2008 - 05/03/2008 0.98 1.03 19 05/04/2008 - 05/10/2008 0.98 1.03 20 05/11/2008 - 05/17/2008 0.99 1.04 21 05/18/2008 - 05/24/2008 0.99 1.04 22 05/25/2008 - 05/31/2008 1.00 1.05 23 06/01/2008 - 06/07/2008 1.01 1.06 24 06/08/2008 - 06/14/2008 1.01 1.06 25 06/15/2008 - 06/21/2008 1.02 1.07 26 06/22/2008 - 06/28/2008 1.02 1.07 27 06/29/2008 - 07/05/2008 1.03 1.08 28 07/06/2008 - 07/12/2008 1.03 1.08 29 07/13/2008 - 07/19/2008 1.04 1.09 30 07/20/2008 - 07/26/2008 1.04 1.09 31 07/27/2008 - 08/02/2008 1.05 1.10 32 08/03/2008 - 08/09/2008 1.05 1.10 33 08/10/2008 - 08/16/2008 1.05 1.10 34 08/17/2008 - 08/23/2008 1.05 1.10 35 08/24/2008 - 08/30/2008 1.04 1.09 �.6 08/31/2008 - 09/06/2008 1.04 1.09 7 09/07/2008 - 09/13/2008 1.03 1.08 d8 09/14/2008 - 09/20/2008 1.03 1.08 39 09/21/2008 - 09/27/2008 1.02 1.07 40 09/28/2008 - 10/04/2008 1.02 1.07 41 10/05/2008 - 10/11/2008 1.02 1.07 42 10/12/2008 - 10/18/2008 1.02 1.07 43 10/19/2008 - 10/25/2008 1.02 1.07 44 10/26/2008 - 11/01/2008 1.02 1.07 45 11/02/2008 - 11/08/2008 1.02 1.07 46 11/09/2008 - 11/15/2008 1.02 1.07 47 11/16/2008 - 11/22/2008 1.02 1.07 48 11/23/2008 - 11/29/2008 1.02 1.07 49 11/30/2008 - 12/06/2008 1.02 1.07 50 12/07/2008 - 12/13/2008 1.02 1.07 51 12/14/2008 - 12/20/2008 1.02 1.07 52 12/21/2008 - 12/27/2008 1.00 1.05 53 12/28/2008 - 12/31/2008 0.99 1.04 * Peak Season Page 1 of 8 APPENDIX C: Miami -Dade 1 I a11ML IlQt t Route Maps Transit Page 1 of 2 Miami -Dade County Transit Website and content provided by Miami -Dade County Metrorail Map The 22 accessible Metrorail stations are about one -mile apart, providi access for bus riders, pedestrians, and passengers being dropped off up. For station information, places of interest, connecting bus service and information, Click on a station name to the right or on the map. ng easy and picked parking Stations Palmetto Okeechobee Hialeah Tri-Rail Northside Dr. Martin Luther King Jr. Plaza Brownsville Earlington Heights Allapattah Santa Clara Civic Center Culmer Historic Overtown/Lvric Theatre Government Center Brickell Vizcaya Coconut Grove D uglas Road University South Miami Dadeland North http://www.miamidade.gov/transit/metrorailstations_print.asp 2/1/2010 Transit Page 2 of 2 I -.RAIL NORTHSI OK E : OI#C H ALE4H WNSVILLE �' rtt�r3sst z �ry AIRPORT S y sty e N1"r7st�µ�,l, Flaglar SI ,, kS4V S6 Street vtaler Cr: ve T2 Str sw 8 st SW 24 Street -' and Road sunsuit "e 0t1TH MIAMI as► ' OADELAND NORTH ADMAN i 'SOUTH -- Ken all lnvv SW t S1ficult ,W79st cx R. ( MART If rrvt 62 st UTH R`K NUT rj V A St EARLINGTON E LLAPATTAH S TA CLIRA. i OLIVIER civic CEN itER Hisao t ov;ERTOWtr/ LYRIC THEATRE 0.0 ERI MENT'CENTER � m r t is -GROVE HTS SR1i2 'IM4frai At36St. Dadeland South http://www.miamidade.gov/transit/metrorailstations_print.asp 2/1/2010 Weekday Southbound am. 0 Ew W o w w F. z s o a = S g c� w o 1!!! w a4 ¢cleCO G :J m u7 Z Q N t� C! 2 :J GO C.) CO i C� O V7 O Z G N 5:04 5:07 5:10 5:12 5:14 5:17 5:19 5:22 5:24 5:26 5:27 5:29 5:31 5:33 5:34 5:37 5:40 5:42 5:45 5:47 5:49 5:51 5:19 5:22 5:25 5:27 5:29 5:32 5:34 5:37 5:39 5:41 5:42 5:44 5:46 5:48 5:49 5:52 5:55 5:57 6:00 6:02 6:04 6:06 5:33 5:36 5:39 5:41 5:43 5:46 5:48 5:51 5:53 5:55 5:56 5:58 6:00 6:02 6:03 6:06 6:09 6:11 6:14 6:16 6:18 6:20 5:43 5:46 5:49 5:51 5:53 5:56 5:58 6:01 6:03 6:05 6:06 6:08 6:10 6:12 6:13 6:16 6:19 6:21 6:24 6:26 6:28 6:30 5:53 5:56 5:59 6:01 6:03 6:06 6:08 6:11 6:13 6:15 6:16 6:18 6:20 6:22 6:23 6:26 6:29 6:31 6:34 6:36 6:38 6:40 6:00 6:03 6:06 6:08 6:10 6:13 6:15 6:18 6:20 6:22 6:23 6:25 6:27 6:29 6:30 6:33 6:36 6:38 6:41 6:43 6:45 6:47 6:08 6:11 6:14 6:16 6:18 6:21 6:23 6:26 6:28 6:30 6:31 6:33 6:35 6:37 6:38 6:41 6:44 6:46 6:49 6:51 6:53 6:55 6:15 6:18 6:21 6:23 6:25 6:28 6:30 6:33 6:35 6:37 6:38 6:40 6:42 6:44 6:45 6:48 6:51 6:53 6:56 6:58 7:00 7:02 6:23 6:26 6:29 6:31 6:33 6:36 6:38 6:41 6:43 6:45 6:46 6:48 6:50 6:52 6:53 6:56 6:59 7:01 7:04 7:06 7:08 7:10 6:30 6:33 6:36 6:38 6:40 6:43 6:45 6:48 6:50` 6:52 6:53 6:55 6:57 6:59 7:00 7:03 1:06 7:08: 7:11 7:13 7:15 7:17 6:38 6:41 6:44 6:46 6:48 6:51 6:53 •6:56 6:58 7:00 7:01 7:03 7:05 7:07 7:08 7:11 7:14 7:16 7:19 7:21 7:23 7:25 6:45 6:48 6:51 6:53 6:55 6:58 7:00 7:03 7:05 7:07 7:08 7:10 7:12 7:14 7:15 7:18 7:21 7:23 7:26 7:28 7:30 7:32 6:53 6:56 6:59 7:01 7:03 7:06 7:08 7:11 7:13 7:15 7:16 7:18 7:20. 7:22 7:23 7:26 7:29 7:31 7:34 7:36 7:38. 7:40 7:00 7:03 7:06 7:08 7:10 7:13 7:15 7:18 7:20 7:22 7:23 7:25 7:27 7:29 7:30 7:33 7:36 7:38 7:41 7:43 7:45 7:47 7:08 7:11 7:14 7:16 7:18 7:21 7:23 7:26 7:28 7:30 7:31 7:33 7:35 7:37 7:38 7:41 7:44 7:46 7:49 7:51 7:53 7:55 7:15 7:18 7:21 7:23 7:25 7:28 7:30 ' 7:33 7:35 7:37 7:38 7:40 7:42 7:44 7:45 7:48 7:51 7:53 7:56 7:58 8:00 8:02 7:23 7:26 7:29 7:31 . 7:33 .7:36 7:38. 7:41 7:43 7:45 .7:46 7:48 7:50 7:52 :.7:53, 7:56 7:59 8:01 . 8:04 " 8:06 8:08 ' 8:10 7:30 7:33 7:36 7:38 7:40 7:43 7:45 7:48 7:50 7:52 7:53 7:55 7:57 7:59 8:00 8:03 8:06 8:08 8:11 8:13 8:15 8:17 7:38 .• 7:41 7:44 7:46 7:48 7:51 7:53 7:56: 7:58 8:00 8:01 8:03 .8:05 8:07 8:08 8:11 :8:14 8:16' :8:19 = 8:21 8:23: 8:25 7:45 7:48 7:51 ' 7:53 7:55 7:58 ' 8:00 8:03 8:05 .8:07 8:08 8:10 . 8:12 8:14 8:15 8:18 : 8:21 ' 8:23 8:26. 8:28 '8:30 8:32 7:53 7:56 7:59 8:01 8:03 8:06 8:08 8:11 8:13 8:15 8:16 8:18 8:20 8:22 8:23 8:26 8:29 8:31 8:34 8:36 8:38 8:40 8:00 8:03 8:06 8:08 8:10 8:13 8:15 8:18 8:20 8:22 8:23 8:25 8:27 8:29 8:30 8:33 8:36 8:38 8:41 8:43 8:45 8:47 8:08 8:11 8:14 8:16 8:18 8:21 8:23 8:26 8:28 8:30 8:31 8:33 8:35 8:37 8:38 8:41 8:44 8:46 8:49 8:51 8:53 8:55 8:15 8:18 8:21 8:23 8:25 8:28 8:30 8:33 8:35 8:37 8:38 8:40 8:42 8:44 8:45 8:48 8:51 8:53 8:56 8:58 9:00 9:02 8:23 8:26 8:29 .8:31 8:33. 8:36 ,8:38 8:38 8:41 8:43 8:45 8:46 8:48; . 8:50 852 " 8:53 '8:56 ,8:59 '9:01 9:04 9:06 9:08 .' 9:10 8:30 8:33 8:36 8:38 8:40 8:43: 8:45 8:48 8:50 8:52 8:53 8:55 8:57 8:59' 9:00 9':03 9:06 9:08 9:11 9:13 9:15 ' 9:17 8:38 8:41 8:44 8:46 8:48 8:51 8:53 8:56 8:58 9:00 9:01 9:03 9:05 9:07 9:08 9:11 9:14 9:16 9:19 9:21 9:23 9:25 8:45 8:48 8:51 8:53 8:55 8:58 9:00. 9:03 9:05 9:07 9:08 9:10 : 9:12 9:14 9:15 9:18 9:21 9:23 9:26 9:28 9:30 9:32 9:00 9:03 9:06 9:08 9:10 9:13 9:15 9:18 9:20 9:22 9:23 9:25 9:27 9:29 9:30 9:33 9:36 9:38 9:41 9:43 9:45 9:47 9:15 9:18 9:21 9:23 9:25 9:28 9:30 9:33 9:35 9:37 9:38 9:40 9:42 9:44 9:45 9:48 9:51 9:53 9:56 9:58 1000 1002 9:30 9:33 9:36 9:38 9:40 9:43 9:45 9:48 9:50 9:52 9:53 9:55 9:57 9:59 1000 1003 1006 1008 1011 1013 1015 1017 9:45 9:48 9:51 9:53 9:55 9:58 1000 1003 1005 1007 1008 1010 1012 1014 1015 1018 1021 1023 1026 1028 1030 1032 1000 1003 1006 1008 1010 1013 1015 1018 1020 1022 1023 1025 1027 1029 1030 1033 1036 1038 1041 1043 1045 1047 1015 1018 1021 1023 1025 1028 1030 1033 1035 1037 1038 1040 1042 1044 1045 1048 1051 1053 1056 1058 1100 "1102 1030 1033 1036 1038 1040 1043 1045 1048 1050 1052 1053 1055 1057 1059 1100 1103 1106 1108 1111 1113 1115 1117 • 1045 1048 1051 1053 1055 1058 1100 1103 1105 1107 1108 1110 1112 1114 1115 1118 1121 1123 1126 1128 1130 1132 E 1100 1103 1106 1108 1110 1113 1115 1118 1120 1122 1123 1125 1127 1129 1130 1133 1136 1138 1141 1143 1145 1147 ▪ 1115 1118 1121 1123 1125 1128 1130 1133 1135 1137 1138 1140 1142 1144 1145 1148 1151 1153 1156 1158 1200 1202 1130 1133 1136 1138 1140 1143 1145 1148 1150 1152 1153 1155 1157 1159 1200 1203 1206 1208 1211 1213 1215 1217 cts 1145 1148 1151 1153 1155 1158 1200 1203 1205 1207 1208 1210 1212 1214 1215 1218 1221 1223 1226 1228 1230 1232 1200 1203 1206 :1208. 1210 1213 1215 1218 1220 1222 1223 1225 '1227. 1229 1230 1233 ,.1236 "1238.."1241' 1243 1245 '1247, Q, 1215 1218 1221 1223 1225 1228 1230 1233 1235 1237 1238 1240 1242 1244 1245 1248 1251 1253 1256 1258 1:00 1:02 1230 1233 1236 1238 1240 1243 1245 1248 1250 1252 1253 1255 1257 1259 1:00 1:03 1:06 1:08 1:11 1:13 1:15 1:17 1245 1248 1251 1253 1255 1258 1:00 1:03 1:05 1:07 1:08 1:10 1:12 1:14 1:15 1:18 1:21 1:23 1:26 1:28 1:30 1:32 1:00 1:03 1:06 1:08 1:10 1:13 1:15 1:18 1:20 1:22 1:23 1:25 1:27 1:29 1:30 1:33 1:36 1:38 1:41 1:43 1:45 1:47 1:15 1:18 1:21 1:23 1:25 1:28 1:30 . 1:33 1:35 1:37 1:38 1:40 1:42 1:44 1:45 1:48 1:51 1:53 1:56 1:58 2:00 2:02 • 1:30 1:33 1:36 1:38 1:40 1:43 1:45 1:48 1:50 1:52 1:53 1:55 1:57 1:59 2:00 2:03 2:06 2:08 2:11 2:13 2:15 2:17 Q 1:45 1:48 1:51 1:53 1:55 1:58 2:00 2:03 2:05 2:07 2:08 2:10 2:12 2:14 2:15 2:18 2:21 2:23 2:26 2:28 2:30 2:32 Q Weekday Southbound am. � a E 2:00 Q 2.15. 2:30 '2:45 3`00 3:15 3:23 s'3:30 3:38 3:45 3:53 4:00 4`.08 :4:15 OKEECHOBEE 2:03 2:18 2:33 2:48 3:03 3:18 3:26 3:33' 3:41 S 2:06 2:21 2:36 2:51 3:06 3:21 3:29 3:36 3:44 .J 2:08 2:23 2:38 2:53 3:08 3:23 3:31 3:38 3:46 2:10 2:25 2:40 2:55 3:10 3:25 3:33 3:40 3:48 3:48 3:51 3:53 3:55 3:56 3:59 4:01 4:03 4:03 4:06 4:08 4:10 4:11 4:14 4:16 4:18 4:18 4:21 4:23 4:25 4:23 4:26 4:29 4:31 4:33 4:30 4:33 . 4:36 4:38 4:40 4:38 4:41. 4:44 - 4:46 4:48 4:45 4:48 4:51 4:53 4:55 4:53 - 4:56 ;: 4:59 5:01 5:03 5:00 5:03 5:06 5:08 5:10 5:08 5:11 5:14 5:16 5:18 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"7 06 7;09 711 7:14 717 719 7.20 7 22. 7 24',.; 7 25 727 7:29 7 32 7 34 7 36 7:38 7:40 ' 7:43 7:15, 7:17 ' 719:`: 7,21 7:24 ' 7:26: . 7:29 7 32. 7 34 735 7:37 7.39 -;7.40 7`42 7:44 7:47; 7.49 " 7 51 " . 7:53 7:55 T58: .7:30 7:32 7:34 7:36 7:39 7:41 7:44 7:47 7:49 7:50 7:52 7:54 7:55 7:57 7:59 8:02 8:04 8:06 8:08 8:10 8:13 8:1 E :45 7 47 7 49 ` 7 51 , 754 7 56 7 59 8 02 8 04 8:05 8 07 8 09 .?810 8:12 . 8.14 817 • 819 : 8 21 8:'23 8 25; 8 28 8;3 8:00 8:02 ' 8.04 < '8:06 8`09 8:11` 8:14- ' 8:17 " 8:19 8:20 8,22 8:24 ' 8:25 8 27 8 29 8:32 ' 8:34 8:36 8:38 8:40 8:43 • 8:4E 8:15 8:17 8:19 8:21 8:24 8:26 8:29 8:32 8:34 8:35 8:37 8:39 8:40 8:42 8:44 8:47 8:49 8:51 8:53 8:55 8:58 9:03 8:30 8:32 8 34 8 36 8:39 8 41. 8 44 . 8 47 8 49 8:50 8:52 8:54 8 55 8:57. 8:59 9:02 • 9:04 9 06 9:08 910 913 9:1 E 00 9 02; 9 04 9 06 9 09 911 914 917 919 9 20 „ 9 22 9 24 9 25 9 27 9 29 9 32 9 34 9 36 9 38 9 40 9 43 ' 9:4f 9:30 9:32 9:34 '9:36 9`39 :,9:41 9:44 9:47 9:49 9:50 9:52 9:54 9:55 9:57 9:59 1002 1004 1006 1008 1010 1013 1011 1000 1002 1004 ;1006 .. 1009 1011 1014 1017 1019 "" 102,0 1022 1024 , ' 1025 , 1027 1029 1032 1034 ' 1;036 1038 1040 1043. 1041 1030 1032 1034 .1036 1039 1041: 1044 1047 `1,049 1050 1052: 1054 1055 1057 1059_ 1102 >1104.-1106 1108 1110;: 1113 .1111 E ti,1100 1102 1104 1106 1109 1111 1114 1117 1119 1120 1122 1124 1125 1127 1129 1132 1134 1136 1138 1140 1143 1141 1130 1134 1136 1139 1141: 1144,;1147 ; .1149 :1150 1152 1154. 1155 11,57 .,1159: 1202 1204 1206 1208 1210 1213 1211 E .:'1200 1202 1204 .1206 1209 1211 1214 1217 1219 1220 1222 1224 1225 1227 1229 .1232 1234 1236 1238 1240 1243 1241 E c� � Weekend Southbound am. Pm This schedule may vary up to 12 minutes due to single tracking when southbound and northbound trains alternate trips on the same track while the other track is being maintained. w CIVIC CENTER COCONUT GROVE DOUGLAS ROAD m J SOUTH MIAMI 0 w w 0 CC G Z u h E 5:10 5:13 5:16 5:18 5:20 5:23 5:25 5:28 5:30 5:32 5:33 5:35 5:37 5:39 5:40 5:43 5:46 5:48 5:51 5:53 5:55 5:57 E al 5:45 5:48 5:51 5:53 5:55 5:58 6:00 6:03 6:05 6:07 6:08 6:10 6:12 6:14 6:15 6:18 6:21 6:23 6:26 6:28 6:30 6:32 (Ts 6:15 6:18 6:21 6:23 6:25 6:28 6:30 6:33 6:35 6:37 6:38 6:40 6:42 6:44 6:45 6:48 6:51 6:53 6:56 6:58 7:00 7:02 6:45 6:48 6:51 6:53 6:55 6:58 7:00 7:03 7:05 7:07 7:08 7:10 7:12 7:14 7:15 7:18 7:21 7:23 7:26. 7:28 7:30 7:32 7:15 7:18 7:21 7:23 7:25 7:28 7:30 7:33 7:35 7:37 7:38 7:40 7:42 7:44 7:45 7:48 7:51 7:53 7:56 7:58 8:00 8:02 7:45 7:48 7:51 7:53 7:55 7:58 8:00 8:03 8:05 8:07 8:08 8:10 8:12 8:14 8:15 8:18 8:21 8:23 8:26 8:28 8:30 8:32 8:15 8:18 8:21 8:23 8:25 8:28 8:30 8:33 8:35 8:37 8:38 8:40 8:42 8:44 8:45 8:48 8:51 8:53 8:56 8:58 9:00 9:02 8:45 8:48 8:51 8:53 8:55 8:58 9:00 9:03 9:05 9:07 9:08 9:10 9:12 9:14 9:15 9:18 9:21 9:23 9:26 9:28 9:30 9:32 9:15 9:18 9:21 9:23 9:25 9:28 9:30 9:33 9:35 9:37 9:38 9:40 9:42 9:44 9:45 9:48 9:51 9:53 9:56 9:58 1000 1002 9:45 9:48 9:51 9:53 9:55 9:58 1000 1003 1005 1007 1008 1010 1012 1014 1015 1018 1021 1023.1026 1028 1030 1032 1015 1018 1021 1023 1025. 1028 1030 1033 1035 1037 1038 1040 1042 1044 1045 1048 1051 1053 1056 1058 1100 1102 cti .1045 1048 1051 1053 1055 1058 1100 1103 1105 1107 1108 1110 1112 1114 1115 1118 1121 1123 1126 1128 1130 1132 .1115 1118 1121 1123 1125 1128 1130 1133 1135 1137 1138 1140 1142 1144 1145 1148 1151 1153 1156 1158 1200 .,,1202 R 1145 1148 1151 1153 1155 1158 "1200 :1203 1205 1207:" 1208 ;:1210 .1212 1214•".1215;1218:,1221 .„1223',1226...1228.":1230 1'232��. 1215 1218 1221 1223 1225 1228 1230 1233 1235 1237 1238 1240 1242 1244 1245 1248 1251 1253 1256 1258 1:00 1:02 a 1245; 1248" 1251, "1253, 1255 1258 .100; 103 105. 1:07..1:08 110". -'112 11.4 1:15 • 1.18 1.21 123 126: '1:28 130; 132. 1`.15.; 1 18" .121 123 125 128 ; 130 133 1:35 1.37: 138 :140 1;42 .1:44 145 148 .151 1:53 156' 158 ','2 00 2:021:45 1:48 1:51 1:53 1:55 1:58 2:00 2.03 2:05 2:07 '2:08 2:10 2:12 2:14 2:15 2:18 2:21 2:23 2:26 2:28 2:30 2:32 2.15` 2.18 2:21 2 23 2:25 2 28 2 30 ".2 33 ; 2:35 2 37 <, 2 38 .;2 40 2-:42 2:44 2.45: 2 48 .2.51 ` 2 53 , 2:56 "2:58 ' 3 00 3 02 2.45 2 48, , "2 51 2:53 2:55 2 58 : 3 00" ,3.03 3:05 3.07 3 08 310 312 314 315 !: 318 3 21 3:23 3:26 3 28 .: 3 30 3 32 3:15 3:18 3:21 3:23 3:25 3:28 3:30 3:33 3:35 3:37 3:38 3:40 3:42 3:44 . 3:45 3:48 3:51 3:53 3:56 358 4:00 4:02 3.45 3:48" 3 51 3 53 3:55 3 58 4 00 4.03 : 4:0.5 4:07 4 08" 410 4:12 414 415 ; 418 ',4 21 4:23 4 26 4,28 '4 30 "4 32 41$418' 4 21 4 23 4 25 4 28" `; 4 30 433 4 35 4 37; 4:38 4 40 442 4 44 4 45 " 4 48 4 51 4 5.3 4 56 4 58, >5 00 5'02 4:45 4:48 4:51 4:53 4:55 4:58 500 5:03 505 507 508 510 512 514 5:15 5:18 5:21 5:23 5:26 528 530 5:32 515. 518 5 21 5 23 5.25 5.28 5 30:. 5`33 5:35 5 37 5 38 'S 40 5`42 5 44 5'45 5 48 '5 51 5:53 5 56: 5 58' i6 00 6 02;; 5:45" "5:48 "5.51 `5 53 5:55 ;"5:58 6:00 ":6:03 6:05 6:07 6 21 6:23 6:26 6.28 6.30 6:32 6:15 6:18 6:21 6:23 6:25 6:28 6:30 6:33 6:35 6:37 6:38 6:40 6:42 6:44 6:45 6:48 6:51 6:53 6:56 6:58 7:00 7:02 6:45 6:48 6:51 6:53 6:55 6:58. 7:00- 7:03 7:05 7:07.: 7:08 7.10 7:12 7:14. 7:15 7:18 .7,21. 7:23 7:26;. 7:28 7:30 7:32 715;?: 718 ";7 21 7.23 7 25 7 28, 7 30 733 7 35 7 37 7 38 7 40 7 42 7 44 7 45 7 48 .7 51 7 53 7 56 7 58 8 00 8:02 7:45 7:48 7:51 7:53 7:55 7:58 8:00 8:03 8:05 8:07 808 810 8:12 _8:14 8:15 8:18 8 21 , 8:23. 8:26 8:28 8:30 8:32 815 .: 818 8 21 8:23 8 25_ 8 28 8 30 833 8'35 8 37 8 38" , 8 40 8 42 8 44 8 45 ' 8 48 8 51 8 53 8 56 8 58 '.9 00 902 8 52 8 55 8 58 " 9:00 9.02 9 05 9 07 910 9:1;2 914 9:1.5 :917 919 9.21 9 22,,:: 9 25 9 28 9 30 9 33! 9 35 ;9 37 9 39 9:22 9:25 9:28) 9:30''' 9:32 9:35 9:37 9:40 9:42 9:44 9:45 9:47 949 .9:51 9:52 9:55 9:58 1000 1003 1005 1007 1009 9 52 9 55 9 58 1000 1002 10051007 1010 1012 1014': 1015, ;1017 1019 102.1 .1022 , 1025 1028 1030 1033 1035 "-1037 1039 1022 1025, 1028 1030 1032 1035 '1037 1040 1042 1044"? 1045" 1047 .1049 1051 1052;.'1055, .1058 1100, „1103'. 1105. !1107""1109 1052 1055 1058 1100 1102 1105 .1107 1110 1112 1114 1115 1117 1119 1121 1122 1125 1128 1130 1133 1135 1137 1139 Q- E 11221125 ,1128; 1130 ,.1132 1135 ';1137 -1140 1142 1144 "1145 1147 1149 1151 1152. 1155 .1158 1200 1203 1205 1207 1209 1152 .1155 1158; 1200 1202 1205 1207 1210 1212 1214 1215 1217 1219 1221 1222 1225 1228 1230 1233 1235 1237 1239 cd Weekend Northbound am. pm. This schedule may vary up to 12 minutes due to single tracking when southbound and northbound trains alternate trips on the same track while the other track is being maintained. O GC pp W Q o Z c CN7 5 O y U W CZ N C C1 > m C7 V S_j S W 2 C1 CIVIC CENTER SANTA CLARA BROWNSVILLE aW 0 w a VJ E 5:25 5:27 5:29 5:31 5:34 5:36 5:39 5:42 5:44 5:45 5:47 5:49 5:50 5:52 5:54 5:57 5:59 6:01 6:03 6:05 6:08 6:13 cv 6:00 6:02 6:04 6:06 6:09 6:11 6:14 6:17 6:19 6:20 6:22 6:24 6:25 6:27 6:29 6:32 6:34 6:36 6:38 6:40 6:43 6:48 co 6:30 6:32 6:34 6:36 6:39 6:41 6:44 6:47 6:49 6:50 6:52 6:54 6:55 6:57 6:59 7:02 7:04 7:06 7:08 7:10 7:13 7:18 7:00 7:02 7:04 7:06 7:09 7:11 7:14 7:17 7:19 7:20 7:22 7:24 7:25 7:27 7:29 7:32 7:34 7:36 7:38 7:40 7:43 7:48 7:30 7:32 7:34 7:36 7:39 7:41 7:44 7:47 7:49 7:50 7:52 7:54 7:55 7:57 7:59 8:02 8:04 8:06 8:08 8:10 8:13 8:18 8:00 8:02 8:04 8:06 8:09 8:11 8:14 8:17 8:19 8:20 8:22 8:24 8:25 8:27 8:29 8:32 8:34 8:36 8:38 8:40 8:43 8:48 8:30 8:32 8:34 8:36 8:39 8:41 8:44 8:47 8:49 8:50 8:52 8:54 8:55 8:57 8:59 9:02 9:04 9:06 9:08 9:10 9:13 9:18 9:00 9:02 9:04 9:06 9:09 9:11 9:14 9:17 9:19 9:20 9:22 9:24 9:25 9:27 9:29 9:32 9:34 9:36 9:38 9:40 9:43 9:48 9:30 9:32 9:34 9:36 9:39 9:41 9:44 9:47 9:49 9:50 9:52 9:54 9:55 9:57 9:59 1002 1004 1006 1008 1010 1013 1018 1000 1002 1004 1006 1009 1011 1014 1017 1019 1020 1022 1024 1025 1027 1029 1032 1034 1036 1038 1040 1043 1048 • • 1030 1032 1034 1036 1039 1041 1044 1047 1049 1050 1052 1054- 1055 1057 1059 1102 1104 1106 1108 1110 1113. 1118 ci 1100 1102 1104 1106 1109 1111 1114 1117 1119 1120 1122 1124 1125 1127 1129 1132 1134 1136 1138 1140 1143 1148cv 1130 1132 1134. 1136 1139 1141. 1144 1147 1149 1150 1152 1154 1155 1157 1159 1202 1204 1206 1208 1210.'1213 1218''d 1200 ;1202 1204 1206;1209, 1211 1214 i`1217 1219 1220 1222 1224 1225..1227 .1229'': 1232 '1234. 1236: 1238, 1240.;:1243; 124.8`Q 1230 1232 1234 1236 1239 1241 1244 1247 1249 1250 1252 1254 1255 1257 1259 1:02 1:04 1:06 1:08 1:10 1:13 1:18 1:00 102 ' 1:04 1:06 1:09 •1.11:":1:14 117 , 1:19 1:20 1:22 124 „125 1:27 1:29 132 134 ,1:36 .1:38 140 : 1:43 1:30 132'' 134 ,136 1:39 141` 144 <147 149. 1:50 •1:52 „ 154 . ,155 1:57 1:59 2 02 ' '2 04 2:06 .2 08 21•0 213 218 2:00 2 02 2:04 2:06 2:09 2:11 2:14 2:17 2:19 2:20 2:22_ 2:24 2:25 2:27 2:29 2:32 2:34 2:36 2:38 2:40 2:43 2:48 2:30 2 32 2 34. 2 36 2:39 2;41 ' 2:44:. 2:47 2 49 2:50 ; 2:52 2 54 2 55 ' 2:57, 2 59; 3 02 <3.04 3:06 3 08 3:10 313 318 3:00 3 02 ? 3:04 3 06. 3:09 3:11' 314 317 3:19 3:20 3:22:• 3 24 ' 3 25 3.27 3 29 3 32; 3:34 3:36 3:38, 3 40' 3 43 3 48 3:30 3:32 3:34 3:36 3:39 3:41 3:44 3:47 3:49 3:50 3:52 3:54 3:55 3:57 3:59 4:02 4:04 4:06 4:08 4:10 4:13 4:18 4:00 4 02 4 04 , 4 06 4 09 4:11 4:14 4:17 .4`.19 .4:20 4:22 ` 4 24 , . 4 25 4 27 4:29 4 32 4 34•, 4:36 4 38 4:40 4 43 '4 48, 4:34 4 36 . 4:39 4:41 4:44 4.47 449 4:50, 4:52 `; 4 54 4 55 , 457 4 59,` 5 02 °'S 04 506 5;08 , 510 ! 513 5:18 5:00 5:02 5:04 5:06 5:09 5:11 5:14 5:17 5:19 5:20 5:22 5:24 5:25 5:27 5:29 5:32 5:34 5:36 5:38 5:40 5:43. 5:48 5:41" ' 5:44 ''S 47 .5 49 • 5:50 5.52 5 54 '5 55` 5:57 5:59 ,.6:02 6 04 ;•6 06 ; 6:08 6:00 6:02 6:04 6:06 6:09 6:11 6:14 6:17 6:19 6:20 6:22 6:24 6:25 6:27 6:29 6:32 6:34 6:36 6:38 6:40 ` 6:43 6:48 6:30 6:32 6:34 6:36 6:39 6:41 6:44 6:47 6:49 6:50 6:52 6:54 6:55 6:57 6:59 7:02 7:04 7:06 7:08 7:10 7:13 7:18 0 V.02, 7:04 7 06 7:09 711; 714 7:17 .719 7 2.0 7 22 7 24 7 25 7 27 _7:29... 7 32 7 34 7:36 7:38 7 40, 0 732::,734 736, 7:39 74.1 744 747 7:49 7:50 7:52, 754 755 757 759' 802. "`804 8:06 808' 81'0 813;, :00 8:02 8:04 8:06 8:09 8:11 8:14 8:17 8:19 8:20 8:22 8:24 .8:25 8:27 8:29 8:32 8:34 8:36 8:38 8:40 8:43 8:48 8:32 834 836 8:39 841 < 8:44 847 8:49 8:50 852 854 855 8.57 859 902 `904 906 908 910 '913 9:18':. 9:0.0 9 02 9 04 9:06 9:09 9:11: ` 9:14 9:17 9:19 ' 9:20 9:22' ;:9 249 25 9:27:.' 9:29; 9:32' 9 34 936 938; 940 9 43 .. 9:30 9:32 9:34 9:36 9:39 9:41 9:44 9:47 9:49 9:50 9:52 9:54 9:55 9:57 9:59 1002 1004 1006 1008 1010 1013 1018 100.0 1002.' 1004 .1006 1009 1011 1014 " 1017. 1019 1020 1022 1024 : ,1025 1027 1029`; 1032 1034 1036 ,1038 1040 .1043 1048 1030 .1032 1034 1036 1039 1041 ,1044,'1047 1049 1050 1052' 1054,-1,055 `1057 1059<:1102 1104 11,06 1108. 1110,:j1113'.11181� 1100 1102 1104 1106 1109 1111 1114 1117 1119 1120 1122 1124 1125 1127 1129 1132 1134 1136 1138 1140 1143 1148 a, 1130 1132 '1134 1136 1139 1141 1144 1147 1149 .1150 1152 '1154-1155,. 1157 1159; 1202 1204 1206 1208 1210 1213 1218 1200 1202 1204 1206 1209 1211 1214 1217 1219 1220 1222 1224 1225 1227 1229 1232 1234 1236 1238 1240 1243 1248 cca ca Route 21 Northside Metrorail Station NW 79 St N 4 NORTH MAP NOTTO SCALE 06/09 NW 19 Ave NW 71 St NW 14Ave a) N r z NW 36 St NW 33 St a) N z NW 67 St NW 62 St IDS Allapattah Metrorail Santa Clara Station Metrorail a) Station NW 20 St T Jackson Memoriai Hospital T� Bascom > Palmer Eye < Inst. Cr) Bob Hope Dr NW 17 St a) 10 z NW 11 St 'mow NW 10 St N1 NW 5 St N .? Flagler St :z SW 1 St mcr) Downtown Bus Terminal m Miami -Dade County - <!--#include virtual="transit/banner/web name.htm"--> Page 1 of 1 Transit Text Size: Reset Big Bigger 21 SCHEDULE SERVICE: WEEKDAY DIRECTION SOUTHBOUND Northside Metrorail Station NW 79 St & 27 Ave NW 71 St & 12 Ave Allapattah Metrorail Station NW 17 St & 9 Ave Downtown Bus Terminal 05:24AM 05:26AM 05:34AM 05:44AM 05:50AM 06:03AM 05:46AM 05:48AM 05:56AM 06:09AM 06:17AM 06:33AM 06:13AM 06:15AM 06:25AM 06:38AM 06:46AM 07:03AM 06:38AM 06:40AM 06:50AM 07:O6AM 07:16AM 07:33AM 07:05AM 07:08AM 07:20AM 07:36AM 07:46AM 08:03AM 07:35AM 07:38AM 07:50AM 08:06AM 08:16AM 08:33AM 08:O5AM 08:O8AM [08:20AM 08:36AM 08:46AM 09:03AM 08:37AM 08:40AM 08:52AM 09:08AM 09:17AM 09:33AM 09:10AM 09:13AM 09:24AM 09:38AM 09:47AM 10:03AM 09:41AM 09:44AM 09:55AM 10:09AM 10:18AM 10:33AM 10:11AM 10:14AM 10:25AM 10:39AM 10:48AM 11:03AM 10:41AM 10:44AM 10:55AM 11:09AM 11:18AM 11:33AM 11:11AM 11:14AM 11:25AM 11:39AM 11:48AM 12:03PM 11:41AM 11:44AM 11:55AM 12:09PM 12:18PM 1 12:33PM 12:11PM 12:14PM 12:25PM 12:39PM 12:48PM 01:03PM 12:41PM 12:44PM 12:55PM 01:09PM 01:18PM 01:33PM 01:11PM 01:14PM 01:25PM 01:39PM 01:48PM 02:03PM 01:40PM 01:43PM 01:54PM 02:09PM 02:18PM 02:33PM 02:10PM 02:13PM 02:24PM 02:39PM 02:48PM 03:03PM 02:40PM 02:43PM 02:54PM 03:09PM 03:18PM 03:33PM 03:O6PM 03:09PM 03:22PM 03:37PM 03:46PM 04:03PM 03:36PM 03:39PM 03:52PM 04:07PM 04:16PM 04:33PM 04:06PM 04:09PM 04:22PM 04:37PM 04:46PM 05:03PM 04:36PM 04:39PM 04:52PM 05:07PM 05:16PM 05:33PM 05:07PM 05:10PM 05:23PM 05:37PM 05:46PM 06:03PM 05:40PM 05:43PM 05:56PM 106:10PM 06:18PM 06:33PM 06:14PM 06:17PM 06:28PM 06:40PM 06:48PM 07:03PM 07:03PM 07:06PM 07:17PM 07:29PM 07:37PM 07:52PM 08:05PM 08:07PM 08:16PM 08:28PM 08:35PM 08:50PM 09:20PM 09:22PM 09:30PM 09:40PM 09:46PM 10:00PM 10:56PM 10:58PM 11:O6PM 11:15PM 11:21PM 11:33PM CLOSE WINDOW Home I Privacy Statement j Disclaimer 1 Usinc Our Site I About Us I ADA Notice 1 Phone Directory I Contact Us Mu1/4muL D © 2010 Miami -Dade County. 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COW IN http://www.miamidade. gov/transit/routes/schedule. asp?R 1=WEEKDAY&R2=S outhbound... 3/3 1/2010 Ridership Data Route 21 Ridership Data Route Direction rip ( lime) Stop verage Un rerage Utt ierage Load 21 N 712 NW 10th SI NW 5 A .3 .1 8.64 21 N 742 NW 10th S I NW 5 A .5 .0 12.30 A01 FRAVIZA ;AVON INAM4,4 LIAYAVAIIMIMARN 7 .,.. • -4 1 .:P,,:, ' AR 1014,124 LNorthbound I ota AM Peak Hour Load 24 orthbound Average AM Peak Hour Load 12 Route Direction rip ( lime) Stop verage Un rerage Uttierage Load 21 N 414 NW 10th ST NW 5 A .9 .5 9.32 21 N 444 NW 10th S I NW 5 A 1.1 .9 11.40 VOSNA 04503N.N, gMMA111; iNWAISIttlAt PNWIAA: MFANYWit SINNEVA ErMIMIN iNSINS** HAMO-7.1R RaNkt4;44; AlYvAlutrIALINMW4,INS: 114 atagem gateliolm Northbound Iota liNorthbound AM Peak Hour Load 8 2 Average AM Peak Hour Load 14 Metrorail Ridership Data Direction Station Hour Average Load NB Culmer 7 103 SB Culmer 7 254 NB Culmer 17 310 SB Culmer 17 142 APPENDIX D: Existing Conditions (2010) k)llVL 111 t 7e0 Outputs HCM Unsignalized Intersection Capacity Analysis 1: NW 11th Terrace & NW 1st Avenue 2010 Existing Traffic Conditions PM Peak Hour r * 1 Lane Configurations Volume (veh/h)' fiu„f'y; Sign Control Grade Peak Hour Factor Hourly flow rate'(vp Pedestrians Lane Width (ft) Walking Speed (ft/s) PercenfiBlockage fi Right turn flare (veh) Mediane Median storage veh) Upstream signal (ft) pX, platoon unblocked uC, conflicting volume' vC1, stage 1 conf vol vC2, stage 2'con vol vCu, unblocked voi tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM ca acit f Uoluie Tc Volume Left Volume Right cSH Volume to Capacity f Queue Length 95th (ft) Control Delay (s) Lane LOS Approach; Dela Approach LOS )ntersectio� Stop Free Free 0.80 0.80 0.80 0 80 0.80 0.80 ,5s 111 99 36 98 6 0 19 0 994 1573 1700 38 100 ne :. Average Delay Int 0:-410, Capacity Utilization Analysis Period (min) E :'4� s ti a ,Y�4k�nl�j�1t 1.6 15 evel of ervice+° K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\existing PM.syn Kimley-Horn and Associates 3/31/2010 HCM Unsignalized Intersection Capacity Analysis 2: NW 11th Terrace & NW 1st Court 2010 Existing Traffic Conditions PM Peak Hour f Lane Configurations L�olume (veh! Sign Control Grade Peak Hour Factor Hourly flow rate (vph Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream_ signal (ft) pX, platoon unblocked JC, conflicting volume vC1, stage 1 conf vol vb2, 'Stage-2 confvol vCu, unblocked vol tC single: (s) tC, 2 stage (s) tF (s) p0 queue free cM ca act veh�h reetlon9;La Free Free Stop 0.66 0.66 0.66 0.66 0.66 0.66 100 Norie _None • 99 100 Volume Total Volume Left Volume Right cSH VolumeoCapac Queue Length 95th (ft) Control Delay (s) Lane LOS Appjoach Delay (s)' Approach LOS ;Intersection Summary 8 0 1617 5 1700 11 0 972 Average Delay Ihtersection Capacity Utilization Analysis Period (min) 3.4 33% 15 ;Level ofService l K:\VVPB_TPTO\04331043355000 - NW 1st Ave IvIUSP\synchro i i b\ xiating Plvi.sy l Kimley-Horn and Associates 3/JIlcl)IU HCM Unsignalized Intersection Capacity Analysis 3: NW 12th Street & NW 1st Court 2010 Existing Traffic Conditions PM Peak Hour tC singe:.(s).• .. tC, 2 stage (s) p0 queue free cM ty capaci(veh/h) Direction, xLane�' VolumeTotal Volume Left VolumeR;ight cSH Voaume to;Capacit Queue Length 95th (ft) Control Delay (s)�t �x Lane LOS Approach Delay (s) Approach LOS Intersection Summary:: 2.2' 100 None, Lane Configurations Volume k(veh/Y Sign Control rade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) MO jan type Median storage veh) Upstream signal (ff) pX, platoon unblocked vC, conflicting yolume vC1, stage 1 conf vol `vC2, stage 2 conf vol vCu, unblocked vol 51 7.1 35 99 —II. 4— Stop Stop loroi Free Free 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 45 17 6.5 6.2 100 100 I87 48 48 716'5 99 99 3 3 2 6 953 920 1597 1613 2 Average Delay Intersection Capacity Utilization Analysis Period (min) 4.8 13 3% 15 CU Level of. Service IK:\WFi3_Ir iUA0433\043oJJuuu 1vi63Flayn�ui� Ill ex�iiii� r ivi.oyn Kimley-Horn and Associates 313i,k.uiu HCM Unsignalized Intersection Capacity Analysis 4: NW 12th Street & NW 1st Avenue 2010 Existing Traffic Conditions PM Peak Hour ., Lane Configurations ^t^r� r r'sw �, v^- � Uglume (vefh)? Sign Control Grade Peak Hour Factor Hourly p flow rate (vh)' Pedestrians Lane Wdth (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol yC2, stage 2 conff vol vCu, unblocked vol tC single (s) tC, 2 stage (s) tF' () p0 queue free % cM capacity (veh/l) Direction; Cane #°° Free Free 0.76 0.76 0.76 0.76 0.76 0.76 134 40 42 6:4 6.2 4.1 2 100 100 100 1031 156' Volume.Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) y „w Lane LOS Approach Delay (s) Approach LOS Intersection Summary 3 0 4 937 1567 1700 000 0.3 -A 0.3 = 0.0. Average Delay Intersection Capacity Util¢atlon Analysis Period (min) 0.6 15.9%0 15. CU Level of Service K:\V'vi- _Ti 1U\0433104335oUUu-wvv 1stAft IviUSF\.yncurofiles,txDui iw.oyu Kimley-Horn and Associates J/JI/GUIU HCM Signalized Intersection Capacity Analysis 5: NW 11th Street & NW 3rd Ave 2010 Existing Traffic Conditions PM Peak Hour o , Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flo(perm) Peak -hour factor, PHF Adi: Flow (vph) �_. RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Pfiases:= Permitted Phases Actuated Green,; Effective Green, g (s) Actuated `g/C Ratio Clearance Time (s) Vehicle Extension'(s)=! 4t Lfi5; 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 • 0.95 1.00 1.00 1.00 0.99 0.92 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Perm 5.9 4.3 Yi 46.1 4.2 1.00 1.00 1756 a" 1.00 0.83 0.83 0.83 0.83 18 166 46.1 4.2 Lane Grp Cap (vph) �' u/s Ratio Prot v/s Ratio Perm y/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Level of Service Approach Delay (s Approach LOS HCM Average Control Delay HCM volume'to 0apacity T Actuated Cycle Length (s) Intersection Capacity Utilizatio Analysis Period (min) c `CnticalLane Group 6.1 60.5 15 328 0.03 25.3 1.00. 0.3 HCM Level of Service Sum of lost time (s) ICU Level of Servic 1340 1301 c0.26 2.3 0.80 0.7 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\existing PM.syn Kimley-Horn and Associates 4/1/2010 Phasings 5: NW 11th Street & NW 3rd Ave 2010 Existing Traffic Conditions PM Peak Hour C l Lane Configurations Volume (vph); Turn Type Protected,Phases' Permitted Phases Detec orEE.. Switch Phase Minimum Initial (s) Minimum Split (s) TotaiSpllt (s) Total Split (%) Yell° ma..( .... All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag ` Lead -Lag Optimize? Recal,I. Mode 4 „ ' 1 ; 41) Perm 27.0 33.2 33.2 33.2 45.1% 54.9% 54.9% 54.9% 0.3 0.2 0.2 00 00 00 4.3 4.2 4.2 4.2 0.2 at is u (a Yfi Cycle Length 60€5 Actuated Cycle Length: 60.5 eferenesc Natural Cycle: 65 ControlrTypxel Actuate Splits and Phases: 5: NW 11th Street & NW 3rd Ave ree K:\WPB_TPTO\0433\043355000 - NW lst Ave MUSP\synchro files\existing PM.syn 4/1/2010 Kimley-Horn and Associates HCM Signalized Intersection Capacity Analysis 6: NW 10th Street & NW 3rd Ave 2010 Existing Traffic Conditions PM Peak Hour n�I a1 �(t Lane Configurations Ideal Flow (vphpl) Total Lost timp.,.(p) Lane Util. Factor Fit Protected Satd Flow, (prot) .t. Flt Permitted ;Satd."FFlow. (perm)`, , Peak -hour factor, PHF Adt Flow (vph) RTOR Reduction (vph) Lane Group Flow;(vph) Turn Type Protected Phases Permitted Phases Actuated Green, G s E _, Effective Green, g (s) 6.3 Actuated/C Ratio 0;10 Clearance Time (s) 4.3 .Vehicle Extension`(s) 2.5 Lane Grp Cap (vph) 353 v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1f Progression Factor Incremental Delay, d2 Delay (s) r Level of Service Approach Delay (s) Approach LOS Intersection Sumnaryr 1900 4t 46 1900 1900 0.95 HCM Average Control Delay HCM volume to Capacity rat Actuated Cycle Length (s) 3>� Intersection Capacity Utilization Analysis Period (min) c Cntical Lane Group :. 0.98 0.98 3388 0.85 0.85 54 16'.• 130 Perm 0.04 25.2 1.00 0.5 1900 1900 1900 0.85 0.85 0.85 0'.0 A 8.1 HCM Level of Service 60.5 498% 15 Sum of lost time (s) ICU Level of Service ..•_. I � _ h.\YV('Ui r' 11.i 104331043J6J000 - Ivvv . hvc .V1_ IJyI 110 IIIcJK:nwul iy f vel.Jyu Kimley-Horn and Associates 1900 1900 1900 1900 1900 1.00 1.00 1.00 .1851 0.85 0.85 0.85 0_u 1 0,:.: 353 45.7 076 4.2 1.0 1398 c0 19... 2.2 1.00 0.4 2.7` A 2.7 A 8,5 0.85 Perm 1.00 0.98 1900 0.81 1504. 0.85 0.85 45;7,J 45.7 0.76 .._... _. 44.2 1.0 1136 0.07 009ax 1.9 0.85 0.2 A 1.8 0,01/c.U1U Phasings 6: NW 10th Street & NW 3rd Ave 2010 Existing Traffic Conditions PM Peak Hour tiz Or' Lane Configurations io m ( P. Turn Type rotected Phas Permitted Phases De ectori?;hasek Switch Phase Minimumdnitial (s)F: Minimum Split (s) Total Split (%) Mello 5„111 s All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lagm� Lead -Lag Optimize? Recall Mode fate TAIToh' Summary, CycleA,Leng.. Actuated Cycle Length: 60.5 Offset 34 (56 Y), Referenced to phase 2 SBTL and 6 NBT, Start of Green Natural Cycle: 60 Control Type Actuated Coosdinated in+ F. Perm 4 24.3 33.2 33.2 33.2 45.1% 54.9% 54.9% 54.9% 0.3 0,2 00 0.0 4.3 4.2 4.2 0.2 0.2 4.2 Splits and Phases: 6: NW 10th Street & NW 3rd Ave 02 3 s I o6 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\existing PM.syn 3/31/2010 Kimley-Horn and Associates Miami -Dade County Public Works Department Existing Timing Plans 2010 P.M. Peak Hour Existing Timings AMY PM P U Miami -Dade C. ty Traffic Signals Time Of Day Schedule Report for 2347 : NW 3 Av&NW 10 St MtAIV 111=DB Phase Bank Last In Service Date: Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red P 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 20 - 20 - 20 9 - 9 - 9 20 - 20 - 20 1 -1 - 1 0 - 0 - 0 0 - 0 - 0 4 0.2 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 NBT 20 - 20 - 20 9 - 9 - 9 20 - 20 - 20 1 -1 - 1 0 - 0 - 0 0 - 0 - 0 4 0.2 7 0- 0- 0 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 7 - 7 - 7 9 - 9 - 9 7 - 7 - 7 2.5 -2.5 - 2.5 26 - 26 - 26 0 - 0 - 0 4 0.3 Timing Plan 1 4 5 6 16 Green Time 1 2 3 4 5 6 7 8 Cycle SBT NBT EBT Ring Offset Offset 60 0 29 0 0 0 29 0 23 0 29 60 0 29 0 0 0 29 0 23 0 29 60 0 29 0 0 0 29 0 23 0 34 60 0 29 0 0 0 29 0 23 0 29 100 0 59 0 0 0 59 0 33 0 59 Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS J Permitted Phases 12345678 Default-2--6-8 External Permit 0 External Permit 1 External Permit 2 Printed: 1/17/2009 - 3:38 PM Page 1 of 2 Local Time of Day Schedule Time Plan Dav of Week 0000 Flash Su MT W Th F S 0700 4 Su S 0715 1 MT ThF 0845 4 MT W Th F 1345 1 MT W Th F 1430 4 W 1530 5 MT W Th F 1830 4 MT W Th F 2130 Flash Su MT W Th F S Miami -Dade , y Traffic Signals Time Of Day Schedule Report for 2347 : NW 3 Av&NW 10 St * Settings Blank - Plan - Phase Bank 1, Max 1 Blank - FREE - 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 Printed: 1/17/2009 - 3:38 PM Page 2 of 2 ( XISTIAIS,SEG-TICE PT ;oxr. POLL I7INO PULL BOXES REMAIN (S.B.T.T.) 1. c-R/W LIME --R/W LINE EXIST. SERVICE POINT EP El L.- POLE EXISTING CONTROLLER TO REMAIN I \ EXIST. PULL BOX TO REMAIN ES.S.T.TT .,73 ,r2 INTERSECTION IDENTIFICATION NUMBER 32355. NORTH CORRIDOR LINE SECTION N 21 5 SIGNAL! Z AT I ON 2.3 N.W. 3RD AVE. 5 N.W. I ITH ST . I TE le 1 N.215-t67 Phase Bank Miami -Dade C. fy Traffic Signals Time Of Day Schedule Report for 2355 : NW 3 Av&NW 11 St Last In Service Date: 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 2 SBT 0- 0- 0 0- 0- 0 0- 0- 0 0 -0-0 0- 0- 0 0- 0- 0 0 0 3 0-0-0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 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 0-0-0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 7 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Timing Plan Cycle 1 2 3 4 5 6 7 8 SBT WBT Ring Offset Offset Local Time of Day Function Time Function Settings * Day of Week Permitted Phases 12345678 Default External Permit 0 External Permit 1 External Permit 2 Printed: 1/17/2009 - 3:38 PM Page 1 of 2 Local Time of Day Schedule Time Plan Day of Week Miami -Dade C, ty Traffic Signals Time Of Day Schedule Report for 2355 : NW 3 Av&NW 11 St * Settings Blank - Plan - Phase Bank .1, Max 1 Blank - FREE - 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 Printed: 1/17/2009 - 3:38 PM Page 2 of 2 APPENDIX E: T1 V�1,4-111. m Dam i. uculation \ i __,- Growth Rate Calculations from 2015 and 2030 M-D MPO FSUTMS Model Location Model Volumes Growth Rate 2015 2030 Diff%) NW 11 th St E of 1-95 7,260 8,400 1,140 1.05 10,735 8,892 -1,843 -1.14 NW 11th St W of 1-95 15,488 17,291 1,803 0.78 15,797 17,520 1,723 0.73 16,941 15,800 -1,141 -0.45 NW 10th St E of 1-95 8,659 9,405 746 0.57 8,892 10,861 1,969 1.48 NW 10th St W of 1-95 9,864 11,964 2,100 1.42 14,645 15,908 1,263 0.57 10,365 11,028 663 0.43 Total •118,646 127,069 8,423 0.47 K:\WPB_TPTO\0433\043355000- NW 1st Ave MUSP\Growth rate\Growth Rate_Model.xls 2015 and 2030 MPO FSUTMS Model 11290 12034 4864 4983 3684 4038 18144 18514 4803 5093 4123 4295 9E9 969 18016 4803 5093 8490 2511 5584 11906 2371 6139 5431 862 6196 2707 5633 4171 2862 10364 12363 EE99 5831» LLIb : pp4186 m.o 2721 6255 7223 8014 2862 219 10886 16 942 .... 40 2 5835 6918 4186 9522 8820 23794 98705 99716 0196 9Z9Z LL9Z 9508 9402 6500 8573 7432 15854 13947 23885 icensed to 14390 12829 13608 7,4 vmi 6461 5854 6520 5536 18833 70 14066 a 14898 13399 18284 CO 6484 71N 1 6484 6211 7137 5840 019 6E8 18407 10740 4275 8613 7785 17639 11 4447 7382 7602 7246 1518 7420 2929 17505 18459 5899 4105 14431 16808 7763 6526 14630 17104 7661 8400 395 95.. 19393 20371 21916 7720 98LL 786i.Jr, 5776 6699 5776 :k $ $ 4105 133 5 02 '� 12044 8921 .. ....'�34q 9304 9694 19097 16107 25168 10522 10129 0L06 0L0C 24487 7577 11131 8271 19807 24774 6575 13913 8761 19674 [23580 16002 10842 46C 447 7111 8992 08061 18216 18619 1668Z APPENDIX F: Cardinal Trip Distribution Miami Dade Interim 2015 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL I NNE ENE ESE SSE SSW WSW WNW NNW 511 TRIPS 74 31 14 8 55 140 76 122 520 PERCENT 14.23 5.96 2.69 1.54 10.58 26.92 14.62 23.46 512 TRIPS 159 66 59 92 172 231 200 202 1181 PERCENT 13.46 5.59 5.00 7.79 14.56 19.56 16.93 17.10 513 TRIPS 769 363 288 675 703 1222 1041 956 6017 PERCENT 12.78 6.03 4.79 11.22 11.68 20.31 17.30 15.89 514 TRIPS 208 110 238 353 307 420 381 238 2255 PERCENT 9.22 4.88 10.55 15.65 13.61 18.63 16.90 10.55 515 TRIPS 387 121 135 279 265 572 494 461 2714 PERCENT 14.26 4.46 4.97 10.28 9.76 21.08 18.20 16.99 516 TRIPS 149 56 39 116 102 247 195 184 1088 PERCENT 13.69 5.15 3.58 10.66 9.38 22.70 17.92 16.91 517 TRIPS 642 311 255 756 583 1195 1135 879 5756 PERCENT 11.15 5.40 4.43 13.13 10.13 20.76 19.72 15.27 518 TRIPS 164 54 47 130 106 267 205 194 1167 PERCENT 14.05 4.63 4.03 11.14 9.08 22.88 17.57 16.62 519 TRIPS 147 58 40 110 129 268 219 224 1195 PERCENT 12.30 4.85 3.35 9.21 10.79 22.43 18.33 18.74 520 TRIPS 811 499 161 116 856 1888 1117 1785 7233 PERCENT 11.21 6.90 2.23 1.60 11.83 26.10 15.44 24.68 521 TRIPS 1075 498 54 38 195 4064 4354 3064 13342 PERCENT 8.06 3.73 0.40 0.28 1.46 30.46 32.63 22.97 522 TRIPS 490 392 215 106 832 1554 1077 1188 5854 PERCENT 8.37 6.70 3.67 1.81 14.21 26.55 18.40 20.29 523 TRIPS 258 153 74 104 341 583 441 416 2370 PERCENT 10.89 6.46 3.12 4.39 14.39 24.60 18.61 17.55 524 TRIPS 2037 721 150 576 1282 3907 2408 3258_ 14339 PERCENT 14.21 5.03 1.05 4.02 8.94 27.25 16.79 22.72 525 TRIPS 475 224 101 386 364 945 679 709 3883 PERCENT 12.23 5.77 2.60 9.94 9.37 24.34 17.49 18.26 - 35 - 1/18/05 APPENDIX G: Volume Development Worksheets INTERSECTION Count Date: March 24, Time Period: PM Peak Peak Season Factor: 1.01 Buildout Year: 2014 VOLUME DEVELOPMENT NW 1st AVENUE AND NW llth TERRACE 2010 Hour Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Conditions Existing Volume 0 59 0 0 28 2 5 0 15 0 0 0 2010 Peak Season Volume 0 60 0 0 28 2 5 0 15 0 0 0 Background Traffic Years to Buildout 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Traffic Growth 0 61 0 0 29 2 5 0 15 0 0 0 Total Background Traffic 0 61 0 0 29 2 5 0 15 0 0 0 Project Distribution 0% 80% 0% 0% 85% 0% 5% 0% 0% 0% 0% 0% in out in Project Traffic 0 54 0 0 36 0 3 0 0 0 0 0 Total Traffic 0 115 0 0 65 2 8 0 15 0 0 0 k:\wpb_tpto10433\043355000 - nw 1st ave muse\calcs\[0310.xls]nw 1st ave-nw 11th terrace -� Kimley-Horn and Associa INTERSECTION Count Date: March 24, Time Period: PM Peak Peak Season Factor: 1.01 Buildout Year: 2014 VOLUME DEVELOPMENT NW llth TERRACE AND NW 1st COURT 2010 Hour Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Conditions Existing Volume 0 0 0 7 0 0 5 14 0 0 0 3 2010 Peak Season Volume 0 0 0 7 0 0 5 14 0 0 0 3 Background TraMc Years to Buildout 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Traffic Growth 0 0 0 7 0 0 5 14 0 0 0 3 Total Background Traffic 0 0 0 7 0 0 5 14 0 0 0 3 Project Distribution 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% in Project Traffic 0 0 0 0 0 0 0 3 0 0 0 0 Total Traffic 0 0 0 7 0 0 5 17 0 0 0 3 k:\wpb_tpto\0433\043355000 - nw 1st ave musp\calcs\[0310.xis]nw 11th terr - nw 1st court ��/i !Galley -Flom : I and Associates, Inc. INTERSECTION Count Date: March 24, Time Period: PM Peak Peak Season Factor: 1.01 Buildout Year: 2014 VOLUME DEVELOPMENT NW 3rd AVENUE AND NW llth STREET 2010 Hour Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Conditions Existing Volume 68 294 0 0 88 63 0 0 0 9 56 29 2010 Peak Season Volume 69 297 0 0 89 64 0 0 0 9 59 29 Background Traffic Years to Buildout 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Traffic Growth 70 303 0 0 91 65 0 0 0 9 60 30 Total Background Traffic 70 303 0 0 91 65 0 0 0 9 60 30 Project Distribution 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 15% 0% in out Project Traffic 0 3 0 0 0 0 0 0 0 0 6 0 Total Traffic 70 306 0 0 91 65 0 0 0 9 66 30 k:\wpb_tpto\0433\043355000 - nw 1st ave musp\calcs\[0310.xls]nw 3rd ave- nw 11th st ❑�I—IGmley-Hom 1 1 and Associates, Inc. INTERSECTION Count Date: March 24, Time Period: PM Peak Peak Season Factor: 1.01 Buildout Year: 2014 VOLUME DEVELOPMENT NW 3rd AVENUE AND NW 10th STREET 2010 Hour Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Conditions Existing Volume 0 284 14 40 47 0 62 46 15 0 0 0 2010 Peak Season Volume 0 287 14 40 47 0 63 46 15 0 0 0 Background Traffic Years to Buildout 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Traffic Growth 0 293 14 41 48 0 64 47 15 0 0 0 Total Background Traffic 0 293 14 41 48 0 64 47 15 0 0 0 Project Distribution 0% 5% 25% 0% 0% 0% 0% 15% 0% 0% 0% 0% in in in Project Traffic 0 3 17 0 0 0 0 10 0 0 0 0 Total Traffic 0 296 31 41 48 0 64 57 15 0 0 0 k:\wpb_tpto\0433\043355000- nw 1st ave musp\calcs\[0310.xls]nw 3rd ave- nw 10th st ® ioIl IGmley-Horn ®r , and Associates, Inc. APPENDIX H: Future Conditions (2014 Without Project) SYNCHRO 7.0 Outputs HCM Unsignalized Intersection Capacity Analysis 1: NW 11th Terrace & NW 1st Avenue 2014 Background Traffic PM Peak Hour 1 4, 4, Lane Configurations Votume'(veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Mediatyp n e , Median storage veh) ypstreamsignal (ft) pX, platoon unblocked uC,conflicting volume 1144 vC1, stage 1 conf vol uC2, stage 2 conf vol vCu, unblocked vol .tC, single ,(s) tC, 2 stage (s) tF (s) p0 queue free 0ae cM ca'1eh(t l i Uolutne Total;.° Volume Left Volume Right cSH �Voltame:to`Capacity' Queue Length 95th (ft) Control Delay (s) Lane LOS Approach,Delay (s) Approach LOS ,1.545ection..S M. ary Average Delay Intersection Capaeit Analysis Period (min 114 99 �rx Stop Free Free 0.80 0.80 0.80 0.80 0.80 0.80 38 98 39 100 1.6 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Background PM.syn Kimley-Horn and Associates 3/31/2010 HCM Unsignalized Intersection Capacity Analysis 2: NW 11th Terrace & NW 1st Court 2014 Background Traffic PM Peak Hour Lane Configurations Volume (ve,FU Sign Control Grade Peak Hour Factor Hourly"flow rate (vpt Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent, Blockage Right turn flare (veh Mediantype Median storage veh) ;Upstream signal`(ft) pX, platoon unblocked_ uC, conflietmg volumE vC1, stage 1 conf vol e 2 conf`vol; u, unblocked vol , single<(s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h)x DRec,;ionfLanE plume Total Volume Left Volume Right cSH UolUme to.%Capacity, Queue Length 95th (ft) Control Delay. (s) _'l''' - Lane LOS ApproachDelay (s) Approach LOS I`hterseelion bummary '' Free Free Stop 0.66 0.66 0.66 0.66 0.66 0.66 11, 99 100 Average Delay Intersection Capacity Utilization Analysis Period (min) 3.4 3.3%4 15 ICU Level of Service ,°`'. K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Background FM.syn Kimley-Horn and Associates 3/31/2010 HCM Unsignalized Intersection Capacity Analysis 3: NW 12th Street & NW 1st Court 2014 Background Traffic PM Peak Hour 1'�ta� iay ,Iori ., 1nf. Lane Configurations 06me70/eh/t Sign Control Grade , Peak Hour Factor Hourly flow rate„(vph) A;31 Pedestrians Lane`Width (ft) 6' x Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked k C, cohfltctmg volume *. vC1, stage 1 conf vol MC 2; stage 2 conf,vi vCu, unblocked vol G, smglet(s tC, 2 stage (s) tF(s) p0 queue free % capacity (Ye Direction Stop Stop Free Free 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 51 45 17 48 48 99 100 100 99 99 100 20 100 2 2 �;4 100 ,Volume Total Volume Left Volume Right cSH Uolume to Capacity Queue Length 95th (ft) ttControh Delay (s) Lane LOS Approacha Delay (s) " Approach LOS Intersection Summary t'. 6 6 6 5 3 .3 2, 6 953 920 1597 1613 00_. Average Delay Intersection Capacity Utilization Analysis Period (min) 4.8 13.3% 15 ICU Level ofService ; _...U._ K:1WPB_TPTO\04331043355000 - NW 1st Ave MUSP\synchro files\Background Plvl.syn Kimley-Horn and Associates 3/31/2010 HCM Unsignalized Intersection Capacity Analysis 4: NW 12th Street & NW 1st Avenue 2014 Background Traffic PM Peak Hour t �IoE 4, Lane Configurations Volume"(ve Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) ` y' Walking Speed (ft/s) Percent Blockages Right turn flare (veh) Median type Median storage veh) Upstream„signal,(ft) pX, platoon unblocked �cx 'C,FconflictingTvolume vC1, stage 1 conf vol vC2, stage 2 conf,vol1` vCu, unblocked vol tC smgle(s) , tC, 2 stage (s) (s) ... p0 queue free cMF,capacity (ve Direction; lane #.- Stop Free Free 0.76 0.76 0.76 0.76 0.76 0.76 136 100 41 100 43 100 Volume Volume Left Volume Right cSH Volume`' to` Capacity` Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Inte`rsectio Summary ` 0 4,�.: 934 1565 1700 '0:00 0`03 0 Average Delay Intersection_ Capacity Utilization Analysis Period (min) • Ys::s 0.6 15.9%... 15 ICU Level of Service K:\WPB_TPTO\0433\043353u00 - NW 1st Ave I4iUSP\synciflo iiie6',,1u;,kgrounJ i M.:,yn Kimley-Horn and Associates 3131/23 3 Phasings 5: NW 11 th Street & NW 3rd Ave 2014 Background Traffic PM Peak Hour Lane Configurations ROW h1; Turn Type Proteced Plias' Permitted Phases a'eectohaset Switch Phase Minimum nikialt(s). Minimum Split (s) To{ai Spli?(s)' Total Split (%) Yellow;T.lme=(s) All -Red Time (s) 0.3 0.2 Lost Time Adfust'(s) 0'0 0 0 Total Lost Time (s) 4.3 Lea Lead -Lag Optimize? RecallM0 ;IntersectIRTSu111mai 9Scle LeIngi Actuated Cycle Length: 60.5 Offset ;34 (56%), Reference_ Natural Cycle: 65 Control Type Actuated Cool ase2 4.2 Perm 27.0 33.2 33.2 33.2 45.1% 54.9% 54.9% 54.9% 0.2 4.2 Splits and Phases: 5: NW 11th Street & NW 3rd Ave 0.2 4.2 32+' `f 06 82s K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Background PM.syn Kimley-Horn and Associates 3/31/2010 HCM Signalized Intersection Capacity Analysis 5: NW 11th Street & NW 3rd Ave 2014 Background Traffic PM Peak Hour Lane Configurations Polume Witt, Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Fit Protected Satd Flow (prot) Fit Permitted Sattl Flow (perm) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0.95 1.00 1.00 1.00 0.99 0.92 1.00 1.00 1.00 Peak -hour factor, PHF Adj' Flow(vph RTOR Reduction (vph) Lane Group Flow Turn Type Permitted Phases Actuated Green, G (s) Effective Green, g (s) > 'ctuated;;g/C,Rato, Clearance Time (s) Vehicle Extensi r/ s) Lane Grp Cap (vph) v%s Ratio ;Prot v/s Ratio Perm v/,b Ratio Uniform Delay, d1 Progression, Factor Incremental Delay, d2 d Iay1s)r:, Level of Service Approach'Delay Approach LOS 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Perm 5.9 4.3 328 0.03 25.3 1.00 0.3 Perm 46.1 4.2 1300 c0.26 2.3 0.80 0.7 0.83 0.83 4.2 1340 1.9 1.00 0.2 A .. tarsectron,,Summary„ HCM Average Control Delay HCM Volume to Capacity ratio .' Actuated Cycle Length (s) intersection Capacity Utilization Analysis Period (min) rou 6.1 0.34 60.5 '«9%s 15 HCM Level of Service Sum of lost time (s) ICUS;Level of Service A 8.5 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Background PM.syn Kimley-Horn and Associates 3/31/2010 Phasings 6: NW 10th Street & NW 3rd Ave 2014 Background Traffic PM Peak Hour �} —10 Lane Configurations o.!e �E!+p)s Turn Type Pro ecte j Phase_ Permitted Phases Detajnige Switch Phase Minhur lhitial (s) IciEnt'x.a. SYu { Minimum Split (s) Total Split (%) Yellow T nie, (s) All -Red Time (s) Lost Time Adjust _(s) _„-. 0 0 Total Lost Time (s) 41) Lead -Lag Optimize? Reca l'Mode�� Cycleeng, Actuated Cycle Length: 60.5 Offset34 (56/o),Referel ced to 5h Natural Cycle: 60 Control Type Actuafetl Coordinate Perm 24.3 33.2 33.2 33.2 45.1% 54.9% 54.9% 54.9% 0.3 4.3 0.2 0.0 4.2 an 0.2 0.2 4.2 Splits and Phases: 6: NW 10th Street & NW 3rd Ave 4.2 arto L72 t 06 os K:\WPB_TPT010433\043355000 - NW 1st Ave MUSP\synchro files\Bd,,ngiound Fiv9.syn 3/31/2010 Kimley-Horn and Associates HCM Signalized Intersection Capacity Analysis 6: NW 10th Street & NW 3rd Ave 2014 Background Traffic PM Peak Hour f i Lane Configurations Ideal Flow (vphpl) f6t4i'Lo§tiiMeo) Lane Util. Factor Flt Protected Satd Flow (prot):' Flt Permitted Satd Fiow,(perm) Peak -hour factor, PHF Adf,, Flow (vpl RTOR Reduction (vph) Lane Group Flow (Oh): Turn Type Protected Phases' Permitted Phases Actuated Green; Effective Green, g (s) Acctuated'g/C Clearance Time (s) U_ehicle Extension;(s) , 4 t 4 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0.95 0.98 0.98 1.00 1.00 1.00 0.85 0.85 0.85 Perm 16 132. 0. 6.3 4.3 0.85 0.85 0.85 1.00 0.98 0.80 0.85 0.85 0.85 0.85 0.85 0.85 Lane Grp Cap (vph) vs RatioFrot v/s Ratio Perm v%c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (sY Level of Service 'Approach` Delays (s) 1. Approach LOS intersection, Summary; �; HCM Average Control Delay HCM Volume to Capacity ratiow Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) e,�v�Crit(Cal :'Lane 353 0.04 25.3 1.00:.. 0.5 8.1 HCM Level of Service 60.5 Sum of lost time (s) 49 8% ICU Level of Service15 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Background PM.syn Kimley-Horn and Associates Y360 45.7 4.2 1399 Perm 104. 45.7 4.2 2.2 ,..M 1.00 0.4 1132 0.07 1.9 0.85 0.2 3/31/2010 APPENDIX I: Future Conditions (2014 With Project) SYNCHRO 7.0 Outputs HCM Unsignalized Intersection Capacity Analysis 1: NW 11th Terrace & NW 1st Avenue 2014 Future Traffic Conditions PM Peak Hour QW9,n, Lane Configurations Volume (eh/h) Sign Control Grade Peak Hour Factor Hourly flow rate.(vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Metlian type Median storage veh Upstream' signal; (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol )iC2,stage 2 conf vol vCu, unblocked vol tC, single: (s) tC, 2 stage (s) p0 queue free % cMscapacity Stop Free Free o o 0.80 0.80 0.80 0.80 0.80 0.80 4/ C 'k 226 99 82 98 84 100 s� k Diu Volume Left Volume Right cSH Volume�to Capac Queue Length 95th (ft) ri Con, r3I Delay'(s Lane LOS ''p roach Delapp.. y'( Approach LOS 10 19 0 2 890 1513 1700 J" .t, sJii a ij x� u vJ r?-F sr Average Delay InfersectionCapacity Utihzatl Analysis Period (min) 1.0 15 of Senile K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Future PM.syn Kimley-Horn and Associates 4/2/2010 HCM Unsignalized Intersection Capacity Analysis 2: NW 11th Terrace & NW 1st Court 2014 Future Traffic Conditions PM Peak Hour Lane Configurations _olunie (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate, (vph) Pedestrians ,L'ane Width (ft) Walking Speed (ft/s) Percent B, lockage Right turn flare (veh) Median type Median storage veh Upstream signal (ft) pX, platoon unblocked vC, conflicting volume ;' S5„ 'r vC1, stage 1 conf vol vG2, stage 2 conf+vol vCu, unblocked vol tC smgle`(s) f tC, 2 stage (s) p0 queue free % cabaci 1lolu e,; Volume Left Volume Right cSH V olunie toCapac Queue Length 95th (ft) 010104(s) Lane LOS lpproac Dela Approach LOS 100 1617 1700 Free Free 0% 0% 0.66 0.66 0.66 0.66 0.66 0.66 11 0. 966 Stop 99 100 i:. •r4 Average Delay Intersection Capacity Utilizatiq_ Analysis Period (min) 3.1 15 eve i o ervu K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Future PM.syn Kimley-Horn and Associates 4/2/2010 HCM Unsignalized Intersection Capacity Analysis 3: NW 12th Street & NW 1st Court 2014 Future Traffic Conditions PM Peak Hour 1JY�v ,.. pJ.lB9)•>�f� Lane Configurations Sign Control Peak Hour Factor ov lyflo� sIra#e(up�a .��v Pedestrians Walking Speed (ft/s), P re c nt Bloc gel Right turn flare (veh Median type .�._ Median storage veh Upstream signal (ft) pX, platoon unblocked 101 4) Stop 4i301.. rrAt 4 Stop k. 414 Free 4) Free 4, 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 vC, confli,,uing volume ... 51. 4 ....,. 17 43,.. 46 vC1, stage 1 conf voi 'vC2, stage 2 confvol vCu, unblocked vol 51 45 17 48 48 7 20 tC, single (s) ._ , f:, 7.1 6.5 ,6.2 .....,7.1 6.5 6.2 4.1 tC,,2 stage (s) tF(s) _ 3.5 40 33 35 " 4.0 33. 22 ' 22 p0 queue free % 99 100 100 99 99 100 100 100 cM capacity (veh/t) 936 841 1062 '943 838 1076 1597 " 1613 • Direction, Lane #`• E•i 1i 1 �Nt,^1 Sit Volume Total 11 -15 14 24. Volume Left 6 6 6 5 Volume Right 3 3 2 6 cSH 953 920 1597 1613 Volume to Capacity " ; 0.01 0.02 0.00 0.00 Queue Length 95th (ft) 1 1 0 0 Control Delay (s) 8.8 9.0 3.2 1.^- Lane LOS A A A A hl i-,..:.:.i: veay u. ...0 Approach LOS A A litersection Summary 20 8 4.1 rie Average Delay intersectionCapacity Utilization Analysis Period (min) 4.8 15 evel ofService �! 1 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Future PM.syn Kimley-Horn and Associates 4/1/2010 HCM Unsignalized Intersection Capacity Analysis 4: NW 12th Street & NW 1st Avenue 2014 Future Traffic Conditions PM Peak Hour Lane Configurations CVOSIMOtt§.1EL:;!.: Sign Control Stop Peak Hour Factor Free Free 4, 0.76 0.76 0.76 0.76 0.76 0.76 fr6diVilffigfaffiltwOMPTOi" Pedestrians ^7, R.4-'64Y Walking Speed (ft/s) ..676faire166.ffa:F,KMW:FF2f57, ;x424,444. Right turn flare (veh) • ' Median type None !One Median storage veh) L111-2trearn signal (it) pX, platoon unblocked vC, conflicting volume 1:7 55 57 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 157 55 57 tC, single (s) 6.1 6.2 4.1' tC, 2 stage (s) tF(s) 3.5 33 2.2 . p0 queue free % 100 100 100 cM capacity (veh/h) 832 1012 1548 Directinn. Lane # Volumc Total Volume Left cSH Volurneto Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS App.t;pacl Approach LOS lntrsection Summary 77, _so 1 9'2• 57 0 4 913 1548 1700 0.01 — -6.00 " 0.03 0 0 0 9.0 0.3 0.0 A A .„ 9.6 A ED 1_ 5 3 P 1 TOFIT -74.R.Wri7itniM34,,Arxv..,pw.gm 745agion‘w .1.11.,fteette ,10,T417, Average Delay 0.5 ICU Levejof Service . Analysis Period (min) 15 7.71r- Malf. K:\WPB_TPTO\0433\043355000 - NW lst Ave MUSP\synchro files\Future PM.syn Kimley-Horn and Associates 4/1/2010 HCM Signalized Intersection Capacity Analysis 5: NW 11th Street & NW 3rd Ave 2014 Future Traffic Conditions PM Peak Hour • 1,,.t.VA}' 0'1 ,.,`;�d I41. ': � g Lane Configurations Uoiume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Flt Protected Sate Flow(Prot) Flt Permitted Satd Fiow (perm)''' Peak -hour factor, PHF Adf Flow (vph) RTOR Reduction (vph) Lane Group Flow(vph) Turn Type Protected' Phases.. Permitted Phases Actuated Green,G Effective Green, g (s) Actuatedg/C Ratio Clearance Time (s) Vehicle Extension '(s)Y! Lane Grp Cap (vph) 'Is Ratio Prot vis Ratio Perm Uniform Delay, d1 Progression Factor Incremental Delay, d2 Level of Service "Tproach Dela ?p Y(s Approach LOS e ecti� �S�rntr HCM Average Control Delay .CM volume to Capacity,ratto. Actuated Cycle Length (s) Intersection Capacity Uttlizatior Analysis Period (min) c Criticalf Lane Group,'u' 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.3 4 2 1.00 0.83 0.83 0.83 0.83 6.3 34 60.5 tf% 15 Perm 1.00 3374 1.00 95 6.0 4.3 335 0.03 25.3 1.00 0.3 HCM Level of Service Sum of lost time (s) ICU:Level ofServic. 0.83 Perm 0.99 0.92 0.83 0.83 453. 46.0 4.2 1298 c0.27 2.4 0.79 0.7 8.5 1.00 1.00 1.00 0.83 0.83 46.0 4.2 1337 1.9 1.00 0.2 At 0.83 K:\WPB_TPTO\0433\043355000 - NW lst Ave MUSP\synchro files\Future PM.syn Kimley-Horn and Associates 4/2/2010 Phasings 5: NW 11th Street & NW 3rd Ave 2014 Future Traffic Conditions PM Peak Hour 41- 4\ t Lane Configurations Volumer(vph Turn Type Riede— *Phas Permitted Phases Dete'ctoL Switch Phase Minimum Imtial'(s), Minimum Split (s) Total4,Splrfx(s) Total Split (%) Yellow;Time (s) All -Red Time (s) Lost Time Rdfust (s) Total Lost' Time (s) Leaa ry rf Lead -Lag Optimize? FiecallgMode Perm 27.0 33.2 33.2 33.2 45.1% 54.9% 54.9% 54.9% 0.3 4.3 one; 0.2 4.2 0.2 4.2 0.2 4.2 • rS'6,i0°. s"a 14 Cjicle�L�eh�gtti E Actuated Cycle Length: 60.5 Offset 34 =(5-15 Referencetl to — e Natural Cycle: 65 ontro ctuatec oortlmat� Splits and Phases: 5: NW 11th Street & NW 3rd Ave b K:\WPB_TPT010433\043355000 - NW lst Ave MUSP\synchro files\Future PM.syn Kimley-Horn and Associates 4/2/2010 HCM Signalized Intersection Capacity Analysis 6: NW 10th Street & NW 3rd Ave 2014 Future Traffic Conditions PM Peak Hour Mope ��F rca if Ti j,�r t, 4\ fit Lane Configurations " Volume`(vph)'; !l1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4�3 Lane Util. Factor 0.95 :Fr( f 0 j98 Flt Protected 0.98 Satd , Flow (prot) K } 3f400 Fit Permitted 0.98 Satd Flow .(perm)` Peak -hour factor, PHF Adf Flow:(vph) RTOR Reduction (vph) Lane"Group Flow (vpti) 0.85 Turn Type Perm Protected Phases,`, Permitted Phases Actuated Greens Effective Green, g (s) A,,qtyatect g/C Ratio Clearance Time (s) Vehicle Eztension(s) 1.00 1.00 1.00 11. 1900 1900 1900 1900 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 6.5 4.3 45.5 4.2 Perm 1.00 0.98 1821. 0.80 0.85 0.85 45.5 4.2 Lane Grp Cap (vph) v/s Ratio'Prot v/s Ratio Perm vc Ra Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay O 'h t Level of Service Approach Delay (. Approach LOS 4,5 HCM Average Control Delay HCM VolumeCapacity ratii Actuated Cycle Length (s) Intersection Capacity Utilizatto Analysis Period (min) c.Cntical'Lane}Groiii 365 0.04 25.2 0.5 8.3 HCM Level of Service 029 ASt PI 60.5 Sum of lost time (s) 1383 2.3 1.00 0.5 8.5 1118 0.07 2.0 0.85. _._.._ 0.2 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Future PM.syn Kimley-Horn and Associates 4/2/2010 Phasings 6: NW 10th Street & NW 3rd Ave 2014 Future Traffic Conditions PM Peak Hour t Lane Configurations otume (qF Turn Type Protected Phases Permitted Phases Detector; Switch Phase Minimum; Initial, (s) ; Minimum Split (s) Total Split (s)t ' Total Split (%) Yellow Tune (s) All -Red Time (s) 'Lost lime Adjust (s Total Lost Time (s) Lead/Lag Lead -Lag Optimize? 3ecall_ Me Pie Leng1 Actuated Cycle Length: 60.5 Offset 34"(56% Refereneec Natural Cycle: 60 ontroji' Perm 24.3 33.2 33.2 33.2 273. '332u;`332 332; 45.1% 54.9% 54.9% 54.9% 0.3 0.2 0.2 0.2 4.3 4.2 4.2 4.2 ^�y�raxa'��st ctuateihate ase Splits and Phases: 6: NW 10th Street & NW 3rd Ave I\,. 7' 02 08 K:\WPB_TPTO\0433\043355000 - NW 1st Ave MUSP\synchro files\Future PM.syn 4/2/2010 Kimley-Horn and Associates APPENDIX J: �� Project Driveway Analysis Reference: Analysis: Parking Structures: Planning, Design, Construction, Maintenance, and Repair (Anthony Christ, Mary S. Smith, and Sam Bhuyan, 1989, Van Nostrand Reinhold) Residential Garage Driveway Arrival Rate: 34 vph per garage (based on entering trip generation 68 total between garages) Service Rate: 257 vph (based on Table 3-1: coded card reader — sharp turn) Traffic Intensity: 0.13 = Queue = 1.0 vehicles 2, 0 f✓ co 0 d w >w ¢1 Li co 0 ua z> =o mO o� cr W U) W CC 30 28 28 24 20 I8 16 14 12 10 8 4 2 0 99% PRQBABILITY• ail au% rRv0 DILI T __I ,. ' %ir11N 85•% PROB BILI+Y' SWARM IMI Ell- �80% PRb8 � ;:::11r/411111114711 Mil 11WMMillii 0 I f I 0.2 0.4 0.6 TRAFFIC INTENSITY ( RRIVAL RATE DIVIDED BY SERVICE RATE) Figure -9 Single -channel queue curves. 0.8 Intensity = 0.13 Queue = 1.0 vehicles