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HomeMy WebLinkAboutTraffic Impact AnalysisTraffic Impact Analysis Traffic Impact Analysis Terrazas de Miami River Miami, Florida Prepared for: B&B Developments, L.L.C. Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida 02004 K.imley-I-torn and Associates, Inc. March 2004 042167001 i N i i Kimsey -Horn and Associates, Inc. Traffic Impact Analysis — Ierrazas de Afiainj River TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 5 Level of Service Standard 5 Transportation Corridor Level of Service Methodology 5 Intersection Level of Service Methodology 6 EXISTING CONDITIONS (2003) CAPACITY ANALYSIS 7 Transportation Corridors 7 Intersections 11 BACKGROUND TRAFFIC 12 Background Area Growth 12 Committed Developments 12 Programmed Transportation Improvements 12 PROJECT TRAFFIC 13 Existing and Proposed Land Uses 13 Project Access 13 Trip Generation 13 Trip Distribution and Assignment 15 TOTAL (2006 WITH PROJECT) TRAFFIC 17 FUTURE CONDITIONS (2006) CAPACITY ANALYSIS 19 PROJECT DRIVEWAY ANALYSIS 21 Project Access 21 Data Collection 21 Project Trip Generation, Distribution, and Assignment 22 Future Traffic Volumes 22 Future Intersection Capacity Analysis 23 CONCLUSIONS 24 G:\{342167001;Reports 1TJA2,doc Page - i March 2004 3/11/04 i Kimfey-Haul and Associates, Inc. Traffic Ln2pact Analysis -- Tc:rrnzas de Miami- R car LIST OF APPENDICES Appendix A: City of Miami Review Letter Appendix B: Traffic Counts Appendix C: Miami -Dade Transit Data Appendix D: Miami Comprehensive Neighborhood Plan — Transportation Element: Tables PT-1, PT-2, PT-3 Appendix E: Existing Conditions (2003) SYNCHRO 5.0 Outputs Appendix F: Growth Rate Calculations Appendix G: Volume Development Worksheets Appendix H: Future Conditions (2006 With Project) SYNCHRO 5.0 Outputs Appendix 1: Project Driveway Analysis LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: 2003 Peak Season. Traffic Volumes 4 Figure 3: Project Trip Distribution & Assignment 16 Figure 4: 2006 P.M. Peak Hour Total Traffic 18 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds 5 Table 2: 2003 P.M. Peak Hour Roadway Volumes 8 Table 3: 2003 P.M. Peak Hour Miami -Dade Transit Conditions 10 Table 4: 2003 P.M. Peak Hour Transportation Corridor Segment Conditions 10 Table 5: 2003 P.M. Peak Hour Intersection Conditions 11 Table 6: Proposed Project Trip Generation 14 Table 7: Cardinal Trip Distribution 15 Table 8: Future (2006) P.M. Peak Hour Transportation Corridor Segment Conditions 20 Table 9: Future (2006) P.M. Peak Hour Intersection. Conditions 20 G:10421670011Reports\TTA2.doc 3/11/04 Page - ii March 2004 Kimley-Hom and Associates, Inc. INTRODUCTION Traffic Impact Analysis _,, Terrazas de Miami River B&B Developments, L.L.C., is proposing to construct 324 residential condominium units at 1861 NW South River Drive in Miami, Florida. The project is expected to be completed in 2006. The project site is currently occupied by a acant mental health hospital. Figure 1 depicts the location of the project. Kimsey -Horn and Associates, Inc., has completed this traffic impact analysis for submittal to City of Miami. The purpose of the study is to assess the project's impact on the surrounding roadway network and deteiniine 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 submitted as part of a major use special permit (MUST') application. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. Please note that this report is an update of the traffic study previously submitted for the project in August 2003. The previous study was reviewed and its findings were accepted by the City of Miami's traffic consultant. The correspondence for this review is included as in Appendix A. This report was updated to account for four (4) atlitional residential units added to the project. This report will demonstrate that the traffic generated by these four (4) additional residential units will have a negligible impact on the transportation network. G_1(742167001 ;Reporis\TLA2.doc 3!I1!04 Page - F March 2004 FIGURE 1 PROJECT LOCATION MAP V1nley Hom Ki and Associates, inc...// i i• I I I I I I ko 1 I I 1 1 1 1 1• rill Kimley-Hom r 1 and Associates, Inc. Traffic Impact Analysis Terrnzas de Miami River DATA COLLECTION The study area assessed in this traffic impact analysis was generally bound by the Miami River on the north, NW 7th Street on the south, NW 17th Avenue on the east, and NW 22nd Avenue on the west. Specific transportation corridors and intersections required to be analyzed were deterrnined in a methodology meeting with City of Miami Staff. Traffic counts were collected in the study area during July 2003 and are included in Appendix B. The traffic data includes 24-hour traffic counts along the following transportation corridors: • NW 7th Street between NW 17th Avenue and NW 22n1 Avenue • NW 17th Avenue between NW 7th Street and the Miami River • NW 22nd Avenue between NW 7th Street and the Miami River In addition, peak period (4:00 to 6:00 PM) turning movement counts were collected at two intersections: • NW South River Drive and NW 17tt' Avenue ▪ NW 11th Street and NW 22nd Avenue The Florida Department of Transportation's (FDOT) seasonal adjustment factor was applied to the traffic counts to adjust the traffic to peak season volumes. The appropriate peak season conversion factor for the week in July when the traffic counts were collected is 1.05. Figure 2 presents the 2003 peak season transportation corridor volumes (person -trips including transit riders) and the peak season taming movement volumes at the study intersections. Please note that the traffic counts collected for this study were likely inflated due to construction on the State Road (S.R.) 836 toll plaza. At the time the traffic counts were collected, the exact change toll lanes at the plaza were closed because of construction. The toll plaza construction significantly impacted traffic flow on S.R. 836 and a number of vehicles diverted to the surrounding surface streets to avoid the congestion. G:1042167001\Reports\T1A2.doc Page - 3 March 2004 3111 /04 to a; ▪ :rs cn 22nd Avenue 42 9 N NW 11th eet —.4470 RIB XX 90� 83-► 111 i • N If) • f--- Q) SITE Doiphlri Expressway (S.R. 836) NW South River Dr, m 7.5 m z 91 79� NW 7th Street k Iv-- 212 22 LEGEND P.M. PEAK HOUR VOLUMES (VEHICLES) P.M. PEAK HOUR VOLUMES (PERSON— MPS) hi--- 1,629 ,628 ► FIGURE 2 2003 PEAK SEASON TRAE?C VOLUMES Kimley-Horn and Associates, Inc..... EC:mkeytiern T 1 and Associates, Inc. Traffic Impact Analysis — Terrazas de Miami River 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 Iong 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 perfoiined to assess the capacity of the transportation corridors evaluated in this study, based on a comparison between person -trip volumes and person -trip capacities 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 the study corridors. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, was obtained from an excerpt of the Transportation Element of the Miami Neighborhood Comprehensive Neighborhood Plan entitled "Transportation. Corridors: Meeting the Challenge of Growth Management in Miami" (Revision: September 1990). Table 1: Transportation Corridor Level of Service Thresholds WC Ratio LOS 0.01 --- 0.60 0.61 --- 0.70 A 0.71 — 0.80 0.81 — 0.90 0.91-1.00 1.01+ G:104216700111tcports1TIA2.doc 31 1 /04 Page - 5 March 2004 -�IGmfey-Hm o and Associates, inc. Traffic Impact Analysis Terrazas de Miami River Intersection Level of Service Methodology Level of service analyses were perfoiailed for study intersections using Trafficware's SYNCHRO 5.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition, G:0421670011ReportsVT1A2.doc Page - 6 March 2004 3/11iO4 i ©at Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Terrazas de Miami River EXISTING CONDITIONS (2003) CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine the current level of service for the transportation corridors examined in this study. Table 2 presents the 2003 P.M. peak hour directional traffic volumes measured in July 2003, seasonal adjustment factors, and the 2003 peak season P.M. peak hour directional traffic volumes for the study corridors. Existing transit conditions were examined considering the ridership on and capacity of the Miami -Dade Transit (MDT) bus service operating in the corridors. This information could not be obtained from Increment II of the Downtown Miami Development of Regional Impact (DRI) Update because the study corridors are located outside of the DRI study area. MDT staff was contacted to obtain the P.M. peak hour ridership and capacities for the bus routes. However, the only infomuation readily available was the ridership by route on a typical weekday. Therefore, additional research was conducted to deteiri►ine the transit ridership and capacities in the study corridors. Four Miami -Dade Metrobus Routes presently serve the study corridors. ■ Route 7 operates on NW 7th Street in both directions with 20 minute headways during the P.M. peak hour. • Route 17 operates on NW 17th Avenue in both directions with 15 minute headways during the P.M. peak hour. • Route 22 operates on NW 22nd Avenue in both directions with 20 minute headways during the P.M. peak hour. • Route 6 operates on NW 22nd Avenue in both directions from NW 14th Street to the south with 60 minute headways during the P.M. peak hour. G:\042167001'Reports\TiA2.doc Page - 7 March 2004 3/11iO4 MION M M I I N i M = I Kimley-Hom and Associates, Inc. Table 2: 2003 P.M. Peak Hour Roadway Volumes T rrrjfic Impact Analysis— — Terrazas de Miami River do Coral Way Corridor Roadway SegYnents Direction 2003. P.M. Peak Hour Volume: (7/24/03) FDOT Seasonal Adjustment Factor 2003. Peak Season P.M. Peak Hour Volume NW 7th Street NW 17th Avenue to NW 22"" l Avenue EB 1,041 1.05 1,094 WB 1,043 1.05 1,095 NW 17th Avenue NW South River Drive To NW 7h Street NB 980 1.05 1,029 SB 2,707 2,842 NW 22" Avenue NW South River Drive To NW7rh Street NB 1,175 1.05 1,234 SB 1,184 1.05 1,243 G:\042167001\ReportsMA2.doc 3/ 11 /04 Page - 8 March 2004 Kirnley-Haul r 1 and Associates, inc. Traffic Impact Analysis — Terrazas de Miami River MDT staff indicated that the bus routes, with the exception of Route 6, use standard full size (40 feet long) buses that have seating capacity for 41 riders and additional standing room for 21 riders, for a total capacity of 62 riders. Route 6 currently uses mini -buses that have seating capacity for 22 riders and additional standing capacity for 11 riders, for a total capacity of 33 riders. The ridership capacities for the bus routes were calculated for the P.M. peak hour using the appropriate headways and capacities. Metrobus route schedules and headway calculations are included in Appendix B. Table 3 summarizes the transit capacity provided by the routes. Data were obtained to determine the existing P.M. peak hour ridership for Metrobus Routes 6, 7, 17, and 22. The data reflects typical ridership on the routes over the past three years. Table 3 presents the existing P.M. peak hour ridership on the routes and the ridership data is also included Appendix C. 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. The transportation corridor vehicular capacities presented in Table 4 were obtained from an excerpt of the Transportation Element of the Miami Neighborhood Comprehensive Neighborhood Plan entitled "Transportation Corridors: Meeting the Challenge of Growth Management in Miami" (Revision: September 1990, in Tables PT-1, PT-2, PT-3). These tables are included in Appendix D. As indicated in Table 4, the transportation corridors have excess person -trip capacity during the P.M. peak hour and operate at acceptable levels of service. i G:',042167001\Reports' r1A2.doc Page - 9 March 2004 3/11/04 Kimley-Hom and Associates, Inc. • Table 3: 2003 P.M. Peak Hour Miami -Dade Transit Conditions • Traffic Impact Analysis - Terraas de Miirnri River Miami -Dade Transit Route 2003 P.M. Peak Headways Buses per Hour (directional) Coral Way Corridor RoadwayHour Bus Capacity (riders) 2003 P.M. Peak Hour Directional Person -Trip Capacity 2003 P.M. Peak Hour Average Directional Route Ridership Route 7 NW 7th Street 20 min. 3 62 186 96 (32 riders per bus) Route 17 NW 17th Avenue 15 min. 4 62 248 60 (15 riders per bus) Route 6 NW 22" d Avenue 60 min. 1 33 5(5 riders per bus) Route 22 NW 22" Avenue 20 min, 3 62 186 48 (16 riders per bus) Table 4: 2003 P.M. Peak Hour Transportation Corridor Segment Conditions 2003 Peak Season 2003 P.M. 2003 P.M. Directional Peak 2003 P.M. 2003 P.M. 2003 P.M. 2003 P.M. Coral Way P.M. Peak Hour Roadway Volumes Peak Hour Transit Peak. Hour Total Hour Vehicular p p 3 ** Capacity Peak Hour Transit Peak Hour Total Peak Hour Excess Peak Hour Level of Corridors Ridership Volume (V) Capacity Capacity (C) Capacity Service Vehicles Person- Trips* Person- Trips Person- Trips Vehicles Person- Trips*** Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 7th EB 1,094 1,532 96 1,628 2,720 4,352 186 4,538 2,910 0.36 A Street WB 1,095 1,533 96 1,629 2,720 4,352 186 4,538 2,909 0.36 A NW 17th NB 1,029 1.441 60 1,501 2,720 4,352 248 4,600 3,099 0.33 A Avenue SB 2,842 3,979 60 4,039 2,720 4,352 248 4,600 561 0.87 D NW 22"d NB 1,234 1,728 53 1,781 3,600 5,760 219 5,979 4,198 0.42 A Avenue SB 1,243 1,740 53 1,793 3,600 5,760 219 5,979 4,186 0.43 A ** Peak Season F',M. Peak i-Ior r Roadway olumes (vehicles) were converted to person -trips using 1.4 person -vehicle occupancy. Directional peak hour capacity obtained from the "Transportation Corridors: Meeting the Challenge of Growth Management in Miami," an excerpt from the Transportation Element of the Miami Comprehensive Neighborhood Plan 1989-2000. (Tables PT-1, PT-2, or PT-3). See Appendix D. Volumes (vehicles) were converted to person -trips using 1.6 person -vehicle occupancy. 6:10421670011Reports1T1A2.doc 3/11/04 Page - 10 March 2004 ►1�� kmfey-Horn I• and Associates, Inc. Traffic Impact Jaalysis -- Terrazas de M ami River Intersections P.M. peak hour capacity analyses were also performed for the study intersections. Table 5 presents the results of the analyses. As indicated, both study intersections currently operate at acceptable levels of service. Detailed SYNCHRO 5.0 outputs are included in Appendix E, along with existing intersection traffic signal timing plans. Table 5: 2003 P.M. Peak Hour Intersection Conditions NW 1 Street and NW 22nd Avenue 2003 P.M. Peak Hour Overall Level of Service. (Existing: Timings) V(C Ratio LOS 0.68 NW South River Drive and NW 17`b Avenue 0.98 G:1042167001 \Reports\T1A2_doe Page -11 March 2004 311704 Kimley-Nord and Associates, Inc. Traffic Impact .Analysis -- Terrazas de Miami Kizer BACKGROUND TRAFFIC Background traffic conditions are defined as the expected traffic conditions on the prevailing roadway network in the Year 2006 (corresponding to the total buildout of the both phases of the project) without the 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 Historical traffic growth was examined at two FDOT traffic count stations located near the study area. The two count stations are located on State Road 9 (NW/SW 27th Avenue) to the northwest and southwest of the project. Both count stations demonstrated little traffic growth over the past five years. However, in order to provide for a conservative analysis, an annual growth rate of 0.5 percent was linearly applied to existing traffic volumes. Growth rate calculations are included in Appendix F. Committed Developments City of Miami staff was contacted to determine if any projects have been approved but not yet completed in the vicinity of the project site. City staff did not identify any committed developments in the immediate area that needed to be considered in the analysis. Programmed Transportation Improvements The Miami -Dade 2003 Transportation Improvement Program (TIP) was reviewed to determine if roadway improvements are programmed in the study area over the next five (5) years. No improvements were listed. G10421€i7001',Reports \T1A2.doc 3!11:04 Page - 12 March 2004 i • Kimley-Hone and Associates, Inc. Traffic Impact Analysis - Terra -as de Mann' River PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project (Terrazas de Miami River), and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses The project site is currently occupied by a vacant mental health hospital. The mental health hospital is currently not generating traffic; therefore, no credit for existing site traffic was taken into account for the proposed project. Please note that trip generation calculations indicate that the mental health hospital would generate 31 vehicular trips during the P.M. peak hour if it was operating. The project proposes to redevelop the site with 324 high-rise residential condominiums. Buildout of the project is expected to occur in 2006. Project Access The site will access NW South River Drive via two full access driveways. NW South River Drive directly accesses the NW 17th Avenue corridor and indirectly accesses (via NW 11 th Street) the NW 22nd Avenue corridor. Trip Generation Vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation, Seventh Edition. Trips were calculated for the proposed land use to determine the project's vehicular trip impact. The trip equation applied to the proposed land use was for ITE Land Use 232 (High -Rise Residential Condominium/Townhouse) and project trips were estimated for the P.M. peak hour. G:10421670011ReportslTIA2.doc 3111/04 Page - 13 March 2004 ��© Kirnley-Hom i• and Associates, Inc. Traffic Impact Analysis — Terrazas de Miwni River 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. The redevelopment of the project site is expected to generate 106 vehicular trips (148 person -trips) during the P.M. peak hour. Please note that the redevelopment of the project site will only increase vehicular traffic by 75 trips in the P.M. peak hour in comparison to the trips that would be generated by the mental health hospital if it was operating. Table 6: Proposed Project Trip Generation rt 9/0 Trips.' P.M.Peak Hour:`. Driveway Volumes:. Exit Trips High -Rise Residential Condominium/Townhouse 232 324 DU ITE/Miami vehicular occupancy adjustment (16% reduction) Person -Trip Conversion (1-4 persons per vehicle) 62% 79 vph 66 vph 92 person - trips 38% 48 vph 40 vph 127 vph 106 vph 56 person - trips 148 person - trips G: 0421 E7001 Reports\TiA2.d oc 3/11/04 Page - 14 March 2004 i miey-Nora ab.111111,and Associates, Inc. Tragic Impact Analysis — Terrazas de Main' River Trip Distribution and Assignment The likely distribution of project traffic was forecast for the trips expected to be generated by the project. The trip distribution was based on a cardinal trip distribution obtained from Miami - Dade County for the project site's traffic analysis zone (TAZ 751). The cardinal trip distribution for TAZ 751 is provided below in Table 7. Table 7: Cardinal Trip Distribution North -Northeast entage: of Trips 11% North -Northwest 13°a South -Southeast South -Southwest 12% East -Northeast 13% East -Southeast 17% West -Northwest 14% West -Southwest 14% Total 100%': Figure 3 shows the project trip distributions and assignments for both vehicular trips and person - trips. Minor adjustments were made to the trip distribution to account for the location of the project's driveway connections to the roadway network and local circulation patterns. 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 each transportation corridor segment. Directional person - trip assignment could not be determined for the NW 7th Street corridor. Therefore, the maximum possible directional assignment was assumed. G:10421670011Reports\T1A2.doc Page - IS March 2004 3!I1/04 .73 c z 22rd Avenue z — 20% 1N/19 20 % C U i /11----► 20%/1 D ♦-- 14%/7 19%/9 NW € 1th Street XX%/XX XX% IN/XX 14%/11,. —� 0) l TU Dolphin Expressway (S.R. 836) c 7 N z A r-- CV 4J NW South River Dr. 24%/12 23%/11 —` NW 7th Street LEGEND P.M. PEAK HOUR DISTRIBUTION/ASSIGNMENT (VEHICLES) P.M. PEAK HOUR D1STRIBUTION/ASSGNMENT (PERSON —TRIPS) ♦- ----18 % IN/7 18% IN/17......-.- -OP. 16%/12 FIGURE 3 PROJECT .TRIP iD'STR!BU TION AND ASSIGNMENT P7 MO LA Kimley-Horn and Associates, Inca% Kimley-Horn and Associates, Inc. Traffic' impact Analysis — 7errazas de Mravi River TOTAL (2006 WITH PROJECT) TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2006) analysis for this project are the sum of 2006 background traffic volumes and the expected project traffic volumes. Figure 4 presents the 2006 total traffic for the study area. Total turning movement volume development worksheets for the study intersections are included in Appendix G. 610421670011Report.svTIA2.doc 311104 Page - 17 March 2004 i N a1IN cn w > r �53 411-- 202 9 N NW 11 th Street 91 3 op 0 S1 Doiphln Expressway (S.5. 836) co 0 NW South River Dr. 104 91 NW 7th Street 215 411 13 22 LEGEND P.M. PEAKHOUR VOLUMES (VEHICLES) P.M. PEAK HOUR VOLUMES (PERSON ---TIPS) 1..............._ 1, 6 7 0 1,669 _,__.__O. FIGURE 4 2006 P.M. PEAK HOUR TOTAL TRAFFIC Kimley-Horn 1 and Associates, Inc. Kimley-Haar and Associates, Inc. Traffic Impact Analysis — Terrazas de M!ami River FUTURE CONDITIONS (2006) CAPACITY ANALYSIS Two separate future conditions peak hour capacity analyses were performed. • A transportation corridor capacity analysis was performed examining person -trip volumes and capacity. ▪ Intersection capacity analysis was performed at the two study area intersections within the study area. The future conditions analysis were based on the 2006 total traffic, which included the 2006 background traffic and the new trips expected to be generated by both phases of the project. Table 8 presents the results of the transportation corridor capacity analysis for the 2006 P.M. peak hour traffic conditions. As indicated in Table 8, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS E or better). Table 9 presents the results of the intersection capacity analysis for the 2006 P.M. peak hour conditions. As indicated in Table 9, the study intersections also have sufficient capacity and are expected to operate at acceptable levels of service (LOS E or better). Detailed SYNCHRO 5.0 outputs are included in Appendix H. G:10427 670011ReportslTiA2.doc 3' I 1 /04 Page - 19 March 2004 i Ill Kimley-Hom and Associates, Inc, Traffic Impact Analysis — Terrazas tier Miami River Table 8: Future (2006) P.M. Peak Hour Transportation Corridor Segment Conditions Coral Way Corridor Roadway Segments 2003 P.M. Peak Hour Total volume 2006 P.M. Peak Hour Background Volume*Distribution Project :P P.M. Peak Hour (Maximum) Project P.M. peak Hour Assigucnent 2006 P.M. Peak Hour Total Volume (V) 2006 P.M. Peak Hour Total Capa**t* (C) 2006 P.M. Peak Hour Excess Capacity 2006 P.M. Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 7`F' Street NW 17'' Avenue to NW 22"`!Avenue EB 1,628 1,652 18% IN 17** 1,669 4,538 ' 2,869 0.37 A WB 1,629 1,653 18% IN 17** 1,670 4,538 2,868 0.37 A NW 17th Avenue Mani River to NW 7'h Street NB 1,501 1,524 24% OUT 14 1,538 4,600 3,062 0.33 A SB 4,039 4,100 17% IN 16 4,116 4,600 484 0.89 D NW 22" Avenue Miami River to NW 7th Street NB 1,781 1,808 19% IN 17 1,825 5,979 4,154 0.31 A SB 1,793 1,820 20% IN 18 1,838 5,979 4,141 0.31 A *** A 0.5 percent annual linear growth rate was applied to the 2003 P.M. Peak Hour Total Volume to determine the 2006 Background Total Volume. Maximum possible project assignment was conservatively assumed for NW 7th Street. 2006 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. Table 9: Future (2006) P.M. Peak Hour Intersection Conditions intersection 2006 P.M. Peak Hour Overall Level of Service (Existing Timings) 2006 P.M. Peak Hour Overall Level of Service (Optimized Timings) V/C Ratio LOS V/C Ratio LOS NW 11th Street and NW 22" d Avenue 0.66 B _._ 0.70 B NW South River Drive and NW 17th Avenue 1.02 D 1.01 C G:1042167001\ReportsVT1A2 doc 3/11/04 Page - 20 March 2004 I7 Kimley-Horn / and Associates, Inc. Traffic Impart Analysis -- Terrazas de Miami River PROJECT DRIVEWAY ANALYSIS In addition to the traffic impact analysis, a project driveway analysis was also conducted at the request of the City of Miami. The following sections summarize the methodology and findings of this analysis. Project Access The proposed condominium will have two access points on the north side of NW South River Drive. The east driveway will be located just west of NW 18th Court providing the primary access for residents and guests. The west driveway will be located just west of NW 18th Place and will serve as a service driveway. Data Collection A P.M. peak hour turning movement count was conducted at the intersection of NW South River Drive and NW 18t" Place on Thursday, August 14, 2003. The count was conducted from 4:00 P.M. to 6:00 P.M. A turning movement count was also collected during the same time period at the intersection of NW South River Drive and NW 18t" Court. The turning movement count data is included in Appendix 1. NW South River Drive and NW 18t" Place are two-lane residential streets in the project vicinity. NW 18th Place is a dead-end street to the south of NW South River Drive. NW 18th Court is a one -lane northbound alley to the east of NW 18t" Place providing no outlet to the south. NW 18th Place and NW 18th Court are both controlled by a STOP sign at NW South River Drive. The P.M. peak hour was determined to be from 4:30 P.M. to 5:30 P.M in the vicinity. Approximately 313 vehicles were observed on NW South River Drive during the P.M. peak hour. Approximately 185 vehicles approach the proposed project from the east (westbound), while 128 vehicles approached the proposed project from the west (eastbound). The P.M. peak hour volumes experienced near the project's proposed driveways were less than the volumes G:1042I6700I\Reports\ 1A2.doc 3I11i0d Page - 21 March 2004 i /! Klmiey-Horn r 1 and Associates, Inc. Traffic Impact Analysis - 7errazas de Miami River experienced at the intersections examined in the traffic impact analysis (NW 11`h Street & NW 22nd Avenue and NW South River Drive & NW 171h Avenue). This is primarily due to additional traffic generated to the east and west of the site along NW South River Drive by existing land uses. The turning movement count data is included in Appendix I. Project Trip Generation, Distribution, and Assignment The project trip generation, distribution, and assignment was outlined previously in this traffic impact analysis. The project is expected to generate 106 vehicles (66 vehicles entering, 40 vehicles exiting) during the P.M. peak hour. Project traffic accounts for a thirty-three percent increase in traffic on NW South River Drive. It should be noted, however, that the peak hour bi-directional capacity of NW South River Drive is approximately 1,200 vehicles per hour (FDOT Quality/LOS Handbook, Table 4-4, Other Signalized Roadways, LOS E). The future 2006 bi-directional volume on NW South River Drive with project traffic is projected to be only approximately 390 vehicles per hour. Therefore, the roadway is expected to operate at LOS C with sufficient excess capacity. Because the east driveway will provide primary ingress and egress for the project, it was assumed the ninety-five percent (63 vehicles entering, 38 vehicles exiting) of the project traffic will utilize this driveway. The remaining five percent (3 vehicles entering, 2 vehicles exiting) is assumed to enter and exit the site out of the service driveway. Forty-seven percent of project traffic is expected to travel to and from the east while fifty-three percent will travel to and from the west. Volume development sheets illustrating the traffic assignment are included in Appendix I. Future Traffic Volumes The methodology for the development of future volumes was also outlined previously in this traffic impact analysis. The existing traffic data was seasonally adjusted using the appropriate FDOT peak season adjustment factor. A linear annual growth rate of 0.5 percent was applied to G:1042 i 67001 \Reports'; T!A2.doc Page - 22 March 2004 3?11/04 Kimiey-Hom and Associates, Inc. Traffic impact Analysts -- Terrazas de Miami River the existing traffic data to obtain 2006 background traffic conditions. Volume development sheets are included in Appendix I. Future Intersection Capacity Analysis Intersection capacity analyses were performed at the intersection of NW South River Drive and both project driveways, as well as NW South River Drive and NW 18th Place. The capacity analyses were performed using Trafficware 's SYNCHRO 5.0 Software, which applied methodologies outlined in the Highway Capacity Manual, 2000 Edition. The intersection capacity analyses indicated that the stop -controlled sidestreet approaches on both project driveways (NW 18th Place and NW 18th Court) are expected to operate at LOS B under 2006 total traffic (with project) conditions. The detailed SYNCHRO 5.0 outputs are included in Appendix I. According to the project driveway analysis outlined above, the proposed project is not expected to significantly impact the traffic operations during the P.M. peak hour on NW South River Drive, NW 18`h Place, or NW 18th Court. G:\042167001 1Reports \TIA2_doc Page - 23 March 200=I 3/11/04 i • Q KimleyHom and Associates, inc. Traffic Impact Analysis — Terrazas deMiami 'er CONCLUSIONS This traffic impact study assessed the impacts of Terrazas de Miami River 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. Transportation corridor capacity analyses and intersection capacity analyses were performed for the existing 2003 peak season conditions. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site currently have sufficient capacity and operate at acceptable levels of service. Trip generation calculations indicate that the project is expected to generate 106 vehicular trips and 148 person -trips during the P.M. peak hour. These trips were assigned to the roadway network based on a cardinal trip distribution provided by Miami -Dade County. Capacity analyses were also performed for the future (Year 2006) conditions. Results of these analyses demonstrate that the transportation corridors and study intersections will continue to have sufficient capacity and operate at acceptable levels of service. Additionally, the proposed project is not expected to significantly impact the traffic operations on NW South River Drive, NW 18th Place, or NW 18th Court during the P.M. peak hour. No capacity improvements to the transportation infrastructure are necessary. In conclusion, the transportation demand associated with the buildout of the Terrazas de Miami River will not significantly impact the local transportation infrastructure and no off -site capacity improvements to the transportation infrastructure are necessary. G:\042167001 \R.eportsIA2.doc 3111 /04 Page - 24 March 2004 i • • APPENDIX A: City of Miami Review Letter (21002/004 I• mo le August 1€3, 2003 Ms. Ulla I. Medina Senior Planner City of Miami - Planning & Zoning Department 444 SW 2nd Avenue P-O_ Box 330708 Miami, Florida 33233-0708 Re: Terrazas de Miami River - Residential Condominium Development Class 11 / MUSP Traffic Impact Analysis Review WO, # 32 Dear Ms. Medina: We have reviewed the Traffic Impact Analysis report prepared by Kimley-Hom and Associates, Inc. (KHA) for the Terrazas de Miami River - Residential Condominium Development project. This report was received by URS from KHA on August 12, 2003. The proposed development will be located along the south side of Miami River, north of NW South River Drive in the vicinity of NW 18th Place, and across from Edenholmes Gardens. According to the report, the project site is currently occupied by a vacant mental health hospital_ The report states that the proposed 320 condominium units will be constructed in two phases, Phase I consisting of 200 units and Phase II consisting of the remaining 120 units, And the traffic impact is also presented in two separate reports, first report consisting of the first phase and the second report consisting of both phases of the project. Construction is estimated to be complete in 2006 for either phase. Therefore, it is unclear why the traffic impact has to be presented in two separate reports. We only reviewed the second report, which reflects the traffic impact of the entire development_ Our findings are as follows: 1. General Location Map: The report includes a location map, which identifies the project location (Figure 1). 2. Study Area: According to the traffic report, Miami River to the north, NW 7th Street to the south, NW 17th Avenue to the east and NW 22" Avenue to the west define the study area boundaries. This study area is consistent with the methodology discussions we had with KHA staff. The study identifies two intersections — NW South River Drive/NW 17th Avenue, and NW 11th Street/NW 22"d Avenue, and three roadway links — NW 7th Street from NW 17th Avenue to NW 22nd Avenue, NW 17th Avenue from NW 7tn Street and the Miami River, and NW 22nd Avenue from NW 7th Street to the Miami River, as most significant to the project. Again, the study intersections and roadway corridors are uFis con consistent with the methodology discussions we had with KHA staff.on pora Lakeshore Complex 51.00 NW 33rd Avenue, Suite 150 Fart Lauderdale, FL 33309-6375 Tel: U54,739_1881 Fax: 954.739.1789 i 08/17/03 SUN 17:13 [TX/RX NO 9094] u{5/I, r / -,:uuj 16: l6 FAX 003/004 N Ms. Lilia L Medina Terrazas de Miami 12iver-Trafc Impact Analysis Reviv' August 17, 2003 Paga 2 of 3 3.. Site Access: The site access is proposed via two driveways, set apart approximately 150 feet from each other along NW South River Drive. 4. Traffic Counts: The report contains a summary of morning and evening turning movement counts collected for two hour at the two intersections - NW South River Drive/NW 17th Avenue, and NW 11th Street/NW 22nd Avenue, and 24-hour machine counts collected along NW 7th Street from NW 17th Avenue to NW 22nd Avenue, NW 17th Avenue from NW 7th Street and the Miami River, and NW 22nd Avenue from NW 7th Street to the Miami River. These data were collected during the last week of July 2003. 5. Adjustment Factors: Given the dates of the data collection, we concur with the average peak season adjustment factor of 1.05. Consistent with the Miami Comprehensive Plan — Transportation Element, the total vehicle trips were adjusted by 1.4 person/vehicle to arrive at person trips_ 6. Existing Conditions Capacity Analysis: An existin level of service analysis of the connector street, NW South River Drive/ NW 11 Street, is performed using Synchro 5.0 operational analysis software. The analysis also includes the two signalized intersection at both ends of the connector street, NW South River DrivefNW 17th Avenue, and NW 1lth Street/NW 22n1 Avenue. Both of these intersections currently operate at LOS `C' and `B' respectively. We agree with the use of Synchro 5.0, which is based on HCS2000, to determine the intersection operational conditions, and the findings. The three critical roadway segments, NW 7th Street from NW 17th Avenue to NW 22nd Avenue, NW 17th Avenue from NW 7th Street and the Miami River, and NW 22nd Avenue from NW 7th Street to the Miami River, are also evaluated using the `Miami - Dade County Transportation Corridor' methodology. All three corridors are found to operate at LOS `A' except the southbound movement on NW 17th Avenue, which is found to operate at LOS `D'. We agree with these findings. 7. Planned Roadway Improvements: The 2003 TIP was reviewed for planned or programmed roadway improvements within the study area. According to the report there are no transportation improvement projects listed within the study area. 8. Background Traffic: A 0_5% background growth rate was applied to account for future growth of un-identified developments in the area. This percentage was conservatively selected based on FDOT data. We agree that a 0.5% growth rate is reasonable for local arterials. 9. Committed Developments: According to the traffic report there are no other major projects identified within the area. We agree with this finding. 10. Trip Generation: The trip generation for the proposed land uses on the site is from the most current edition of the ITE Trip Generation manual_ ITE LUC 232 — High - Rise Residential Condominium/Townhouse. We agree with the use of this LUCs. 08/17/03 SUN 17:1.3 [TX/RX NO 9094] ii• i Ms. Lilia I. Meelirla Ten- zas do Miami River- Traffic Impact Analysis Review August17,2003 Page 3 of 3 The proposed use is estimated to generate 106 vehicle trips during the PM peak hour, which is equivalent to 148 person trips. 11. Trip Distribution: The project is located within TAZ 751. We agree with the cardinal distribution for TAZ 751 obtained from Miami -Dade County that is used to distribute the traffic. 12. Future Conditions with Project: The report concludes that the two signalized intersection, NW South River DrivelNW 17fh Avenue, and NW 11th Street/NW 22nd Avenue, will function at LOS `D' and 'B' respectively with the project traffic in year 2006_ The three critical roadway segments, are also projected to operate well within the acceptable LOS `E' threshold. We agree with these findings_ KHA submitted an addendum (a copy is attached) to the report dated August 14, 2003, primarily addressing the local residents concerns that the project traffic will degrade the operating conditions along NW South River Drive/NW 11t' Street. The addendum includes PM peak hour turning movement counts at the two stop controlled intersection in the vicinity of the project, NW South River Drive at NW le Place and NW 18th Court intersections. Further, the addendum includes operational analysis of the two stop controlled intersections and the two project driveways_ The operational analysis demonstrates that the intersections will function adequately. Approximately 400 PM peak hour trips are projected on NW South River Drive in front of the project, approximately 33% of which are project trips. The projected traffic volumes are well within the acceptable LOS `E' threshold. The projected traffic volumes on NW South River Drive will be only 1/3 of the LOS 'E' threshold volume of 1200 trips per hour. Therefore, we agree with KHA`s conclusion that the project traffic will not significantly degrade the operations of NW South River Drive during the PM peak hour. We conclude that the applicant have adequately addressed the traffic impact related to this project and demonstrated the local transportation infrastructure will not be degraded by this project. Should you have any questions, please call me at 954.739,1881. Raj ' han Senior Tra cc: Gregory S. Kyle, AICP (KHA) i 08/17/03 SUN 17:13 (TX/RX NO 90941 • APPENDIX B: Traffic Counts 1 • • • 24-Hour Traffic Counts CLIENT . HORN 4 A,..0.t,..,.ATES .30E N6 . - 6 . PROJECT: TR:RATA.S DE `1i011. 6::796 (37 5ETY : MI 24I-DADE Stt44,er; name :1:54 STREET P/W 1:ni 17TH Cros9 street CROSSROADS ENGINEERING DATA 13541 5✓' _28'11 STREET 79.126 101 14:69 Code 870111.321100 MI_A1I, FLORIDA 33136 Start Date: 07/24/2503 Bile_ T.D. . 87411 -_3 1714 22E5 FgT4.1.DIL ;AST/WEST :ace • 1 gin 'La xFriday �n16 A.M. P.M. _ P.M. A.C. ..2:00 07/24 7g 26.3 I 46 163 1 124 446 12:15 60 262 I 72 183 1 110 445 12:30 46 256 I 26 195 1 ,, 4:51 12:45 36 230 761 1542 I 33 147 182 743 1 69 377 443 1785 01:00 39 242 22 175 I 61 417 01:15 39 261 16 187 155 454 01:30 33 279 18 179 51 456 01:45 26 139 248 1036 s 11 67 184 725 1 39 206 432 1761 02:11 26 276 14 152 400 430 02:15 34 305 10 166 E 44 471 02:30 27 241 12 184 39 425 02:45 18 105 252 1076 1 9 4`-' 169 671 I 27 15 421 1747 03:00 23 253 24 2166 43 459 03:15 19 26e I 1.4 214 33 452 03:30 26 283 1.5 218 41 551. 03:45 23 91 257 1061 1 8 57 243 892 31 148 50,. 1953 04:00 18 258 1 6 234 1 24 492 04:15 22 247 1 11 236 1 33 483 04:30 24 268 I 11 225 35 493 04:45 35 99 77 1043 I 14 42 223 918 49 141 453 1961 55:90 48 281 1 22 354 77 585 05:15 68 227 ! 22 265 I 90 492 05:30 125 259 35 245 147': 499 05:45 133 354 274 1041 I 53 132 234 1043 186 486 509 2053 06:60 179 297 € 63 188 1 241 475 06:15 243 254 77 210 I 315 464 06:30 279 227 90 197 1 369 424 5E:45 246 946 263 1031 99 324 172 761 1 345 1278 435 1798 57:00 291 232 92 165 I 383 397 17:15 324 206 1.53 140 1 121 354 0,:31 345 202 132 164 1 4': 366 07:45 336 1296 200 840 134 461 143 620 1 470 1757 343 1460 08:55 373 209 125 125 I 431 334 15 339 231 121 133 I 46-5 .334 '20 323 215 113 137 Sac 3`': P:45 285 1230 211 866 143 5115 112 52'.'' . .23 1. 55 323 1.393 09:00 210 210 1 153 112 _ 473 322 09:15 295 205 1.38 112 1 433 317 09:35 266 197 152 92 1 118 289 09:45 227 1058 199 ell 147 590 96 412 ' 374 1640 295 1223 14.7" 751 190 147 86 I 391 216 15:15 267 189 256 85 I 423 2.4 1 E:39 223 185 I 157 98 l 377 203 10:45 245 982 147 711 , 183 636 87 -330 I 428 1619 214 1047 11.00 290 1�,9 157 4 183 11:15 235 154 162 53 4447, 00 157 11:30 271 121 ..5. 4176 11.:45 261 10;.0 79 413 I 166. 639 57 239 427 1649 136 652 Totals 7561 10571. 3645 7893 11206 19864 Day Totals 18532 11538 30077 Split 9 67.4% 58.1% 92.5% 41.119 Peak Hour 57:30 11:35 10:30 05:00 07:31 05:55 V073447 7.323 1110 562 1043 ].830 2384 P.H.F. .95 .90 .90 .85 .96 .89 i i i i CLI6147 1 ZTR1%,EL BORN 9 A88-49 TATES CE2JS3ROAD5 EIsGIP?EERINO DATA iJOOE 13) : 2003-97 13001. SW 1.29.9 STREET SUITE 101 PROJECT: 7Ea 0 0 DE i9i.-_`.= K."•;'"r:R MIAMI, FLORIDA 331516 Street name. - 4 7.7T6 el - , W SR nss _t -276 MIAM; RIVER 50k'IH/SOUDE me A.M. P.M. A.M.P.M. A.M. P.M. 12:1512:30 29 ?'749 27649 343 88 33 671 634 12:45 25 124 254 1885 I 38 215 366 1473 ; 43 339 660 3559 01:09 202 1 22 251 1 49 633 0 :15 28 310 I 33 353 I 01 01:30 10 6 27J I 35 422 45 F9252 01:45 22 37 262 1124 1 20 11.0 318 1444 I 42 197 560 2563 02:00 22 251 27 303 4.9 554 02:15 19 255 23 474 33 709 02:30 20 210 I 21 305 I 41 656 72:45 22 74 199 1015 ; 50 69 459 1622 1 40 163 653 .7631 033)0 15 34 i 24 577 42 917 03:15 9 279 I 15 550 i 27 629 03=50 16 239 I 19 919 I _s5 951 33:45 14 260 1.1.16 ; 19 89 .53 2298 I. 33 's 3., 913 316 04:72 13 280 i 24 596 42 876 04:15 21. 229 I 19 639 40 866 04:30 70 9-74 r 29 664 19 533 04:45 30 09 227 1909 p 2.7 95 655 75.53 57 188 852 35.62 a6 ?c7 6= 9a9 05:00 28 262 I 1 - I 053)5 53 217 ; 56 631 1 109 090 05:33 88 246 3 _ 556 15° 202 05:45 1.14 283 225 950 I 94 257 504 2448 2208 545 729 3999 863)0 142 207 I 109 465 251 672 06:15 220 241 162 363 382 694 06:30 299 229 ISE, 325 ! 465 553 05:45 968 1029 215 892 1 199 645 296 1443 I 556 1.574 501 2335 2 :00 336 180 I 207 305 1 543 465 07:15 339 17.0 254 273 593 443 07:30 406 159 280 310 i 496 465 97:45 376 1452' 190 648 I 303 1044 225 1113 679 2501 395 1761 08:00 369 158 1 205 229 ! 659 447 0�:15 390 141 268 240 7 -64 301 :30 3B5 lr-p I 275 231 €60 391 ,:95 .1.' 497 3) 585 I 300 1132 228 888 617 2599 354 1573 09:00 265 135 184 209 449 344 39:15 379 105 345 192 123 301 99:30 327 110 1 260 199 597 334 09:45 266 1256 1.23 23 I 302 1091 152 141 589 2347 275 1224 10:00 266 1.22 1 295 172 1 55.1 278 10:15 242 35 I 300 1.38 1 542 233 13:30 236 105 I 318 111 1 554 222 10:45 249 992 1.00 400 I 298 1291 120 553 549 2193 220 953 11:00 262 74 , 991 102 1 653 192 11:15 223 65 i 342 101 565 166 11.:30 282 51 I 319 134 6Q^ _. 11:45 263 1330 52 252 ! 351 1436 109 452 ' 627 2438 lEl 704 Totals 7945 9561 7371 17128 15316 29689 Day Totals 1750 24499 42005 03191 k 51.64 35.344 46.14 s4._, o ak Beer „) <11 12:45 11:00 54:3C 07:13 04:32 Volume 1547 1.156 1408 2777 258"7 3687 _ .9 T< .95 .95 . 97 .:a5 • Site Code : 870222121100 Start gate: C'1/24/2015 Pale I.D. : 6.9 1n day 45N1nNT ' KINLEY PC369 a 9,11,02ATE13 CRO5SPLANs ENLIMGERING DATA 3'09 INA ' 2001-12 13501 SW 129TH STREET SUITE 111. Site: Co -de : 900323121:103 PROjECT3 TFRA22AS 118. IAMVER MIAMI, EN05:7114. 33181 start Date: 07/21/2033 COUNTA' : 12dA1311-3ADE File 11:L,. : E73333-3 Str9--'-' name :NM 221D AVENUE 8FM 28 R36 a aoss street:MR: M%739317. RIVER NORTH/SOUTH EY,5'd : 1 i 1111 2200 97/2: N a H N. 3G B SE B. 191 %::,,V. 37 F.M. 223 >: -:7,51:13ined Frida A.M. I 73 P.M. 4'9 y 1215 27 203 i 31 199 55 132 1223 30 00 I 24 219 i 47 102 1215 15 101 210 792 I 10 192 2173 844 I 25 203 413 1636 01:00 8 236 10 154 i 19 431 01:15 13 105 ' 16 2'6 J 29 391 01:11 13 207 ,u, 207 23 414 01:45 11 45 192 821 I 14 50 204 311 23 95 396 1131 02:00 9 154 I 13 185 22 379 02:15 G 238 I E, 243 14 481 02:30 11 193 7 134 IR 392 02:45 14 40 237 867 11 39 222 844 25 79 439 1.711 0309 4 218 8 143 16 361 03:15 e 239 13 302 18 '.4511 225 03:30 13 249 I 3 11 4%4 03:45 11 40 229 934 1 6 77 243 913 1 17 67 471 184/ 04:00 10 234 1 8 23/ 1 18 191 04'15 10 266 1 4 231 14 457 04:30 13 245 la 272 26 517 04:45 16 49 772 1037 32 276 1016 23 81 549 2053 05:00 24 315 30 291 54 G10 35:15 29 311 29 312 57 123 05:30 44 277 37 301 81 518 05:45 52 148 258 1161 19 135 253 1167 91 283 511 2328 01:80 97 270 10 272 1 117 542 01'15 97 266 78 244 175 510 05:38 175 207 115 219 1 299 126 06145 196 545 190 933 120 313 204 939 1 306 910 394 1872 07:00 192 09 1 153 159 1 295 396 07:15 201 1.86 1 213 214 1 114 391 07:30 207 127 163 419 290 01:45 181 731 132 11112 I 243 821 129 701 431557 231 1363 08:00 154 111 244 171 332 39:15 158 172 273 131 431 343 0 :30 :45 187 123 300 159 4/17 262 183 182 122 579 273 1053 150 611 159 1773 272 1139 09:00 210 111 252 135 241 09:15 191 112 217 ]1-7692 219 0930 206 12U 253 4 459 224 09:45 171 718 138 451 222 444 109 455 393 1712 217 906 10:00 162 102 1.14 83 1 341 185 10:15 162 100 195 92 1 357 192 1030 111 '.16 158 73 1 '63 149 0:45 269 703 59 137 151 193 15 313 1 425 1396 124 150 11500 181 76 253 70 1 437 111 11:15 170 49 1 195 68 1315 117 11:30 13/ 57 185 49 1 382 101 11:45 201. 752 39 220 ! 847 17 224 _ 415 1599 494 Totals 4609 8792 5141 9929 9755 179 Day Tctsis 13401 13934 27395 Split. % 47.2% 49.95 52. 50.1% Peak Ude:: 1045 04:15 08:15 04:45 38:15 0445 : Voloine 920 11/5 1101 1194 1839 2359 P_N.F. .78 .33 _91 .90 14 .94 • Intersection Turning Movement Counts CLIENT : KIMLEY HORN & ASSOCIATES II JOB NO : 2003-67 OJECT: TERAZAS DE MIAMI RIVER OUNTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET MIAMI, FLORIDA SUITE 101 off. 305-233-3997 fax. 305-233-7720 Groups Printed- AUTO - HEAVY VEHICLES Pile Narne : 22ND&11 Site Code : 22110301 Start Date : 07/24/2003 Page No : 1 NW 22ND AVENUE From North NW 11TH STREET From East NW 22ND AVENUE From South NW 11TH STREET From West Start Time Right Thru Left Pods Right Thru Left Pods Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1-0 07:00 AM 6 131 13 4 4 9 8 0 9 139 9 0 18 24 9 1 384 07:15 AM 8 181 5 1 4 8 11 0 12 168 5 0 16 22 15 3 459 07:30 AM 10 190 7 0 8 6 9 0 7 162 8 0 24 21 15 0 467 07:45 AM 7 226 6 0 10 5 1 0 10 166 10 0 17 24 17 3 502 Total 31 728 31 5 26 28 29 0 38 635 32 0 75 91 56 7 1812 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05.45 PM Total Grand Total Apprch % Total 19 10 15 11 55 22 17 17 15 72 26 21 33 31 111 269 6,8 2.9 225 236 273 243 977 201 210 215 246 872 237 284 240 174 935 3512 88.4 37.6 6 9 12 15 42 8 13 14 11 46 2 2 0 5 9 4 5 0 6 15 4 5 10 2 8 4 11 2 33 13 152 3.8 1-6 42 1.1 0.5 6 12 7 4 9 11 7 6 10 7 8 9 24 35 37 17 5 16 8 46 13 11 14 2 40 136 18.4 1.5 49 43 183 365 49.3 3.9 26 30 33 30 119 21 15 23 13 72 37 20 54 18 31 16 85 223 30.1 2.4 0 0 0 0 0 0 0 8 2 10 0 0 0 6 16 2-2 0.2 8 12 11 8 39 21 22 18 17 78 22 21 25 22 90 245 6.7 2.6 128 122 144 124 518 240 218 253 213 924 306 281 271 258 1116 3193 87.6 34.2 7 4 12 4 27 14 14 10 14 52 21 27 23 21 92 203 5.6 2.2 0 0 0 0 0 0 0 2 2 4 2 0 0 0 2 6 0-2 0.1 29 14 25 19 87 18 18 22 24 82 30 27 28 21 106 350 36,2 3.8 24 22 25 17 88 10 15 16 14 55 19 10 14 36 79 313 32.4 3-4 13 24 14 14 65 20 13 28 12 73 25 14 15 32 86 280 29.0 3.0 2 3 7 1 3 3 8 0 0 2 0 2 24 2.5 0.3 488 480 555 487 2010 623 598 678 629 2528 773 780 757 669 2979 9329 CLIENT : KIMLEY HORN & ASSOCIATES JOB NO : 2003-67 ,OJECT: TERAZAS DE MIAMI RIVER UNTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET MIAMI, FLORIDA SUITE 101 off. 305-233-3997 fax. 305-233-7720 File Name : 22ND&11 Site Code : 22110301 Start Date : 07/24/2003 Page No : 3 NW 22ND AVENUE From North NW 11TH STREET From East NW 22ND AVENUE NW 11TH STREET From South From West Start Time Right Thru Left Peds A. Total Right Thru Left Peds App_ Total Right Thru Left Peds APP Total Rigl t Thn Left Peds App. Total Int. Total ea k Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 111 935 33 13 10.2 85.6 3.0 1.2 Intersection Volume Percent 05'15 Volume Peak Factor High Int- 05:15 PM Volume 21 284 Peak Factor 10 • 1092 21 284 10 2 317 10 2 317 0.861 40 183 85 6 314 12.7 58.3 27.1 1.9 11 54 18 0 83 05:30 PM 14 49 31 0 94 0.835 90 1116 92 2 6,9 85.8 7.1 0.2 21 281 27 0 05:00 PM 22 306 1300 329 21 2 351 0,926 106 79 86 2 273 38.8 28.9 31.5 0.7 27 10 14 0 51 05:45 PM 21 36 32 NW 22ND AVENUE 12421 North 2a341 724103 5:00_:00 PM 7r24103 645:00 PM AUTO HEAVY VEHICLES 1 11261 24261 Out In Total NW 22ND AVENUE 89 0.767 2979 780 0.955 i i CLIENT : KIMLEY HORN & ASSOCIATES JOB NO : 2003-67 ,OJECT: TERAZAS DE MIAMI RIVER LINTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET MIAMI, FLORIDA SUITE 101 off. 305-233-3997 fax. 305-233-7720 Groups Printed- AUTO - HEAVY VEHICLES File Name : 17&SRD Site Code : 28070315 Start Date : 07/24/2003 Page No : 1 NW 17TH AVENUE From North S- RIVER DRIVE From East NW 17TH AVENUE From South S. RIVER DRIVE From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int, Total Factor 1.0 1.0 1-0 1.0 1.0 1.0 1.0 _ 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 4 175 0 0 146 3 1 0 0 162 7 0 11 0 25 0 534 07:15 AM 6 232 0 0 149 1 2 0 0 160 3 0 9 0 25 1 588 07:30 AM 7 266 0 4 175 0 3 3 0 191 5 3 12 0 43 3 715 07:45 AM 3 297 0 0 162 0 0 2 0 189 4 0 18 0 33 0 708 Total 20 970 0 4 632 4 6 5 0 702 19 3 50 0 126 4 2545 08:00 AM 08:15 AM 08:30 AM 08.45 AM Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05':00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total 7 290 5 277 9 251 7 293 28 1111 30 35 147 34 246 36 51 43 26 156 450 6.2 3.6 603 640 535 608 2386 683 643 543 495 2364 6831 93.7 54.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0,0 0-0 0 0 0 0 0 0 0 2 0 2 0 0 0 7 0-1 0.1 157 151 137 128 573 0 0 0 0 0 10 2 1 3 1 0 0 2 5 0 75 1 7 0 50 0 4 0 59 0 4 2 53 0 7 0 237 1 22 2 54 0 36 1 40 0 56 0 186 1 1628 93.8 12.9 0.3 0.0 8 2 8 10 28 6 66 3.8 0,5 2 7 16 2 27 36 2.1 0.3 0.0 0-0 O 171 2 O 183 5 O 200 6 0 173 0 0 727 13 O 188 14 O 182 8 O 197 9 O 164 9 0 731 40 0 189 8 fl 180 7 fl 164 8 O 172 8 O 705 31 O 2865 96.2 22.6 103 3.5 0-8 0 0 0 0 0 0 2 0 0 2 3 1 0 2 6 11 0.4 0.1 13 8 14 11 46 14 12 27 20 73 17 11 20 16 64 233 36.0 1.8 0-0 0.0 0 29 0 34 0 39 D 30 4 132 0 0 0 0 0 0 0 0 0 0 16 14 28 17 75 29 13 15 19 76 0 409 63,1 3.2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 6 0.9 0-0 670 666 659 647 2642 948 947 1010 912 3817 1030 952 857 808 3647 12651 i i i i i i i CLIENT : KIMLEY HORN & ASSOCIATES JOB NO : 2003-67 WOJECT: TERAZAS DE MIAMI RIVER UNTY : MIAMI-DARE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET MIAMI, FLORIDA SUITE 101 off. 305-233-3997 fax. 305-233-7720 File Name : 17&SRD Site Code : 28070315 Start Date : 07/24/2003 Page No : 3 NW 17TH AVENUE S. RIVER DRIVE From North From East NW 17TH AVENUE From South 5. RIVER DRIVE From West Start Time Right ThruLeft Pads App. Right Total Thru Left Peds App. Total Right Thai Left Peds App Total Right Thru Left Peds App. Total Int. Total Peak Hour From 04:00 PM to 0545 PM - Pr+ak 1 of 1 Intersection 04:30 PM Volume 268 2469 0 3 2740 202 Percent 9.8 90.1 0.0 0.1 86,0 05:00 36 683 0 1 720 54 Volume Peak Factor High int- 05:00 PM Volume 36 683 0 Peak Factor 14, i 1 21 11 0.4 8.9 4.7 0 8 04:30 PM 720 59 0 0.951 235 2 64 4 2 65 0.904 0 730 33 4 0.0 95.2 4.3 0.5 0 189 8 3 04:30 PM 0 197 767 200 75 0 87 0 162 46.3 0-0 53.7 0.0 17 0 29 0 46 04:30 PM 9 0 206 27 0 0.931 NW 17TH AVENUE Out In Total 10191 ht Thru C_ett T North 37551 Peels 7/24/03 4:30-:00 PM 7/24iO3 5:15:00 PM AUTO HEAVY VEHICLES 25651 I 33321 NW 17TH AVENUE 28 0 55 0, 736 3904 1030 0.948 • APPENDIX C: Miami -Dade Transit Data • 0 0 • Headway Calculations WE MEM • rad tNrW25 St NW 74 St iagter MAX Station If W1ESt E9 ` 3 St Miami-:Q 0 Springs lib a West.aa rd Dr ▪ '90.) `;rrr=. ¢ ¢' 141 St ▪ N �0.q. g' w _`9�� W Miami -Dade ransit Map Tripext Selaat Teel M Station J Hiaie4h Dr t4ialeah Market MIA rri-Fait Shuttle Miami international Airport NW19St Peak -Hour L itn ited-Stop Bus Service a+ AIRY NW 7 S1 W Fiao t St Fagter MAX Kimley-Horn 111110 and Associates, Inc. j 5 Miami Airport MIAMI NW71 S Brownsville 'Station Etarl"tngton Heights Station NW 36 0 28 St NW20St l8S Hav : a Citc. Santa Cla a Station Liberty City W 67 5t NW 62 St Z ort Xway ter MAX it e"llatr Ciro. SW 1 St SW 7 .St Flsciler MA NW 27 St CI cy NE,71 St, . Little 1i NE 62 St NE625 NE 54 St Arena Station Ss ; lii11117 �I lalmagpm 111 DOWNTOWN BUS TE flMJNAL SVJ 7 St f f .:;.;: a? Overtownl • • TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891.3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 6 SCHEDULE SERVICE: WEEKDAY DIRECTION: NORTH BOUND Grand Av & McFarlane Rd Coconut Grove Station SW 8 St & 32 Ave NW 7 St & 37 Ave NW 14 St & 22 Ave Hagler St & 22 Ave Brickell Station SW 1 St & Miami Ave NW 29 St & N Miami Ave NW 29 St & 18 Ave NW 12 St & 19 Ave 08:13AM 08:22AM 08:31 AM 08:41AM 08:51AM 08:56AM 09:10AM 09:18AM 09:26AM 09:35AM : 09:13AM 09:22AM 09:31 AM 09:41AM 09:51 AM 09:56AM 10:10AM 10:18AM 10:26AM 10:35AM 10:13AM 10:22AM 10:31AM 10:41 AM 10:51 AM 10:56AM 11:10AM 11:18AM 11:26AM 11:35AM 11:13AM 11:22AM 11:31AM 11:41AM 11:51AM 11:56AM 12:10PM 12:18PM 12:26PM 12:35PM : 12:13PM 12:22PM 12:31PM 12:41PM 12:51 PM 12:56PM 01:10PM 01:18PM 01:26PM 01:35PM : 01:13PM 01:22PM 01:31 PM 01:41PM 01:51 PM 01:56PM 02:10PM 02:18PM 02:26PM 02:35PM : 02:13PM 02:22PM 02:31PM 02:41PM 02:51PM 02:56PM 03:10PM 03:18PM 03:26PM] 03:35PM 03:13PM 03:22PM 03:31PM 03:41 PM€ 03:51 PM 03:56PM 04:10PM 04:18PM 04:26PM, 04:35PM : , 04:13PM 04:22PM 04:31PM 04:41 PM [04:51 PM 04:56PM 05:10PM 05:18PM 05:26PM 05:35PM 05:40PM CLOSE WINDOW Iwolumtl ein. 22 7110l70f11 • • • A D fi TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing) 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 6 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOUTH BOUND NW 12 St & 19 Ave NW 29 5t & 18 Ave NW 29 St & N Miami Ave SW 1 St & Miami Ave Brickell Station Flagler St & 22 Ave NW 14 St & 22 Ave NW 7 St & 37 Ave SW 8 St & 32 Ave Coconut Grove Station Grand Av & McFarlane Rd 08:32AM 08:37AM 08:45AM 08:55AM ,09:01 AM 09:15AM 09:21AM 09:31AM 09:39AM 09:48AM 09:55AM : 09:37AM 09:45AM 09:55AM 10:01 AM 10:15AM 10:21AM 10:31AM 10:39AM 10:48AM 10:55AM 10:37AM 10:45AM 10:55AM 11:01AM 11:15AM 11:21AM 11:31AM 11:39AM 11:48AM 11:55AM : 11:37AM '11:45AM 11:55AM 12:01 PM 12:15PM 12:21 PM 12:31 PM 12:39PM 12:48PM 12:55PM : 12:37PM 12:45PM 12:55PM 01:01 PM 01:15PM 01:21 PMF 01:31 PM 01:39PM 01:48PM 01:55PM 01:37PM 01:45PM 01:55PM 02:01PM 02:15PM 02:21PM 02:31PM 02:39PM 02:48PM 02:55PM . 02:37PM 02:45PM 02:55PM 03:01PM 03:15PM 03:21 PM 03:31PM 03:39PM 03:48PM 03:55PM 1 : Il03:37PMI 04:37PM 03:45PM 04:45PM 03:55PM 04:55PM 04:01 PM 05:01 PM 04:15PM `05:15PM 04:21 PM 05:21 PM 04:31PM 05:31 PM] 04:39PM 05:39 PM 04:48PM 05:48PM 04:55PM 05:55PM CLOSE WINDOW '711C11']!1!1'1 M I A A 0 E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends. 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 7 SCHEDULE SERVICE: WEEKDAY DIRECTION EAST BOUND Dolphin Mall Miami Internat. Mall Mall of the Americ as Flagler & 72 Ave Hook Square NW 36 St & 42 Ave Miami Intl Airport NW 7 St & 42 Ave NW 7 St & 22 Ave SW 1 St & 1 Ct SW 1 St & Miami Ave 04:50AM 04:53AM : : : 05:04AM 05:11AM C05:23AM 05:28AM :• : : 05:16AM 05:23AM ' 05:28AM 05:34AM1 05:41AM 05:53AM 05:58AM 05:24AM 05:31AM 05:44AM 05:47AM : : : 05:58AM 06:07AM 06:23AM 06:28AM' : 06:02AM 06:09AM 06:15AM 06:23AM 06:32AM 06:48AM 06:53AM 06:05AM 06:12AM 06:29AM 06:33AM : 06:47AM 06:56AM 07:12AM 07:18AM : 06:42AM 06:49AM 06:55AM 07:05AM ,07:16AM 07:32AM 07:38AM �06:36AM 06:43AM 07:04AM 07:10AM 07:25AM) 07:36AM 07:52AM 07:58AM : 07:20AM 07:28AM 07:35AM 07:45AM 07:56AM 08:12AM 08:18AM 07:16AM 07:23AM 07:44AM 107:50AM : : : 08:05AM 08:16AM 08:32AM 08:38AM : 08:OOAM 08:08AM 08:15AM 08:25AM 08:36AM 08:52AM 08:58AM 07:56AM 0$:O3AM 08;24AM 08:30AM 08:45AM 08:56AM 09:12AM 09:18AM `08:41AM 08:49AMJ 08:56AM 09:06AMJ 09:16AM 09:32AM 09:38AM 08:38AM 08:45AM 09:06AM 09:11AM 09:26AM 09:36AM 09:52AM 09:58AM� : 09:21 AM 09:29AM 09:36AM 09:46AM 09:56AM 10:12AM 10:18AM 09:2OAM 09:29AM 09:46AM 09:51AM : 10:06AM 10:16AM 10:32AM 10:38AM 09:41AM 09:50AM 10:07AM 10:12AM : : : 10:26AM 10:36AM 10:52AM 10:58AM : 10:21AM 10:29AM 10:36AM 10:46AM 10:56AM 11:12AM 11:18AM 10:21AM 10:30AM 10:47AM 10:52AM : : : 11:06AM 11:16AM 11:32AM 11:38AM 11:01AM 11:09AM 11:16AM 11:26AM '11:36AM 11:52AM 11:58AM 11:01 AM 11;1 OAM 11:27AM F 11:32AM 11:46AM 11:56AM 12:12PM 12:18PM : 11:41AM 11:49AM 11:56AM 12:06PM 12:16PM 12:32PMM 12:38PM 11:41AM 11:50AM 12:O7PM 12:12PM : : : 12:26PM 12:36PM [12:52PM 12:58PM 12:21 PM 12:29PM 12:36PM 12:46PM 12:56PM 01:12PM 01:18PM 12:21 PM€12:3OPM 12:47PM'12:52PM : : 01:06PM 01:16PM 01:32PM 01:38PM 01:01PM 01:09PM J 01:16PM 01:26PM 01:36PM, 01:52PM 01:58PM 12:59PM 01:08PM 01:25PM 01:30PM : : : 01:44PM 01:54PM 02:11 PM 02:18PM : 01:38PM01:46PM 01:53PMJ02:03PM 02:14PM 02:31PM [02:38PM 01:3$PM 01:47PM 02;04PM 02:09PM 02:23PM O2:34PM 02:51PM 02:58PM - [ : : 02:17PM 02:26PM 02:33PM 02:43PM 02:54PM 03:11 PM 03:18PM [ II 11 II II II ii II II li II 71100001 fir IO2:16PMII02:25PM 02:42PM 102:47PMII : 1 : II : II03:03PM [03:14PM 1I03:31 PMj 03:38PM] : : : : 02:57PM 03:06PM 03:13PM 103:23PM 03:34PM 03:51 PM 03:58PM 02:54PM 03:03PM 03:21 PM 03:27PM : : : 03:43PM 03:54PM 04:11 PM 04:18PM : : 03:38PM 03:47PM 03:54PM 04:04PM 04:15PM 04:31PM 04:38PM 03:33PM 03:42PM 04:01 PM 04:07PM : : : I04:24PM 04:35PM 04:51PM 04:58PM : : : 04:18PM 04:27PM 04:34PM 04:44PM 04:55PM 05:11 PM 05:18PM 04:14PM 04:23PM 04:42PM 04:48PM : : : ,05:05PMj 05:15PM 05:31 PM 05:38PM : : : : 04:59PM 05:08PM 05:15PM 05:25PMM 05:35PM 05:51PM 05:58PM 04:55PM 05:04PM 05:23PM 05:29PM : : 05:46PM 05:56PM 06:12PM 06:18PM : : : 05:41 PM 05:50PM 05:57PM 06:07PM 06:17PM 06:32PM 06:38PM 05:39PM 05:48PM 06:07PM 06:12PM : : 06:27PM 06:37PM 06:52PM 06:58PM : : 06:35PM 06:43PM 06:50PM][07:00PM 07:09PM 07:23PM 07:28PM 06:47PM 06:56PM 07:14PM 07:18PM : : : 07:30PM 07:39PM 07:53PM 07:58PMI 08:00PM 08:09PMj08:23PM 08:28PM' : : 07:50PM 08:30PM 08:39PMJ 08:53PM, 08:58PM 07:50PM 07:58PM 08:14PM 08:18PM : : : : : : 08:53PM 09:03PM 09:11PM 09:23PM 09:28PM 08:43PM 08:51 PM 09:07PM 09:11PM : : : 09:23PM 09:31PM 09:43PM 09:48PM 10:41PM 10:46PM 10:21PM 10:29PM : : : 09:45PM 09:52PM 10:05PM 10:09PM : : : : : 10:OOPM 10:07PM 10:20PM : : : : : : 10:30PM 10:37PM 10:50PM : CLOSE WINDOW �j 6AiNJl 0,1 i ^7 P7 fl !r1l1Ll `7 • • • TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 7 SCHEDULE SW 1 St & Miami Ave 05:30AM 06:00AM 06:30AM 06:55AM 07:20AM 07:40AM 08:OOAM 08:20AM 08:40AM 09:OOAM 09:20AM 09:40AM 10:OOAM 10:20AM 10:40AM 11:OOAM 11:20AM 11:40AM 12:OOPM 12:20PM 12:40PM 01:OOPM 01:20PM 01:40PM 02:OOPM 02:20PM 02:40PM 03:OOPM 03:20PM SERVICE: WEEKDAY Overtown Station 05:33AM 06:03AM 06:33AM 06:58AM 07:23AM 07:43AM ' 08:03AM 08:23AM 08:43AM 09:03AM 09:23AM 09:43AM 10:O3AM 10:23AM 10:43AM 11:03AM 11:23AM 11:43AM 12:03PM 12:23PM 12:43PM 01:03PM 01:23PM 01:43PM 02:03PM 02:23PM 02:43PM 03:03PM 03:23PM II NW7St 22 Ave 05:40AM' 06:15AM 06:45AM 07:13AM 07:38AM 07:58AM 08:18AM 08:38AM 08:58AM 09:18AM 09:38AM 09:58AM 10:18AM 10:38AM 10:58AM 11:18AM 11:38AM 11:58AM 12:18PM 12:38PM 12:58PM 01:18PM 01:38PM [01:58PM 02:18PM 02:38PM 02:58PM 03:18PM 03:38PM 11 NW 7 St 42 Ave 05:48AM 06:24AM 06:54AM 07:24AM 07:49AM 08:09AM 08:29AM 08:49AM [09:10AM 09:30AM 09:50AM 10:11AM 10:31AM 10:51 AM 11:11AM 11:31AM 11:51 AM 12:11 PM 12:31PM 12:51PM 01:11PM 01:31 PM 01:51 PM 02:12PM 02:32PM 02:52PM 03:13PM 03:33PM 03:53PM 11 Miami Intl Airport 06:31 AM 07:31 AM ,08:16AM 08:56AM 09:37AM 10:19AM 10:59AM 11:39AM 12:19PM 12:59PM 01:39PM 02:20P 03:OOPM 03:41PM 11 NW 36 St 42 Ave 06:39AM 07:39AM 08:24AM 09:04AM 09:45AM 10:27AM 11:07AM 11:47AM 12:27PM 01:07PM 01:47PM 02:30PM 03:10PM 03:51 PM II DIRECTION: WEST BOUND Hook Square 06:45AM 07:45AM 08:30AM 09:10AM 09:51 AM 10:34AM 11:14AM 11:54AM 12:34PM 01:14PM 01:54PM 02:37PM 03:17PM 03:58PM 11 Flagler & 72 Ave 05:59AM 07:08AM 08:03AM 08:43AM 09:24AM 10:04AM 10:45AM 11:25AM 12:05PM 12:45PM 01:25PM 02:05PM 02:46PM I 03:27PM 04:10PM Mail of the Americ as 06:04AM 07:13AM 08:08AM 08:48AM 09:29AM 10:09AM 10:50AM 11:30AM 12:10PM 12:50PM 01:30PM 02:10PM 02:51 PM [03:33PM 04:16PM II Miami Internat. Mall 06:17AM 07:27AM 08:22AM 09:02AM 09:43AM 10:23AM 11:04AM 11:44AM 12:24PM 01 A4PM 01:44PM 02:24PM 03:05PM 03:47PM 04:32PM 11 Dolphin Mali 06:25AM 07:35AM 08:30AM 09:11AM 09:52AM 10:32AM 11:13AM 11:53AM 12:33PM 01:13PM 01:53PM 02:33PM 03:14PM 03:56PM 04:41 PM if '7 N7ll M /Vl') 03:40PM1103:43PM 04:00PM 04:20PM 04:40PM 05:OOPM' 05:20PM 05:40PM 06:OOPM 06:20PM 06:40PM 07:OOPM 07:30PM 08:00PM 08:30PM 09:OOPM 09:30PM 10:OOPM 04:03PM 04:23PM 04:43PM 05:03PM 05:23PM 05:43PM 06:03PM 06:23PM 06:43PM 07:03PM 07:33PM 08:03PM 08:33PM 09:03PM 09:33PM 10:03PM 03:58PM1104:13PM1104:21 PM 04:19PM 04:39PM 04:59PM 05:19PM 05:39PM 05:59PM 06:16PM 06:36PM 06:56PM 07:15PM 07:45PM 08:15PM 08:45PM 09:13PM 09:43PM 10:13PM 04:34PM 04:54PM 05:15PM 05:35PM 05:55PM 06:15PM 06:31 PM 06:51 PM 07:11PM 07:25PM 07:55PM 08:25PM 08:55PM 09:21 PM 09:51 PM 10:21PM 05:02PM 05:43PM 06:23PM 06:59PM 07:31 PM 08:31PM 04:31 PM 104:39PM]1 : 11 : 1 : 05:12PM 05:53PM 106:31 PM 07:07PM 05:20PM 06:01 PM 06:38PM 07:13PM 04:51 PM' 05:32PM 06:12PM 106:45PM '07:23PM 08:07PM 09:07PM 09:32PM 10:02 PM 10:32PM 04:57PM [05:38PM 06:17PM 06:50PM 07:28PM 08:12PM 09:11PM 09:36PM 10:06PM 10:36PM 05:13PM 05:54PM 06:32PM 07:05PM 07:42PM 08:26PM 09:22PM 09:47PM 10:17PM 05:22PM 06:03PM 06:41 PM 407:13PM 07:50PM 08:34PM 09:30PM 09:55PM 10:25PM CLOSE WINDOW i Zi)nr�nn� • • TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (!or deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gav ROUTE 17 SCHEDULE SERVICE: WEEKDAY DIRECTION: NORTH BOUND Vizcaya Station Flagler St & 17 Ave NW 29 St & 18 Ave NW 36 St & 17 Ave Parrngt°n Heights Station NW 79 St & 17 Ave NW 95 St & 17 Ave NW 105 St & 7 Ave NW 151 St & 22 Ave NW 191 St & 22 Ave NW 183 St & 7 Ave 05:04AM 05:15AM 05:24AM 05:27AM 05:32AM 05:44AM 05:47AM : 06:02AM 06:11AM 06:24AM 05:29AM 05:40AM 05:49AM 05:52AM 05:57AM 06:13AM 06:16AM : 06:31AM 06:40AM 06:53AM : : 06:20AM 06:27AM 06:43AM 06:46AM : 07:01 AM 07:10AM 07:23AM 06:15AM] 06:29AM 06:40AM 06:43AM 06:50AM 07:06AM 07:09AM : 07:24AM 07:33AM 07:46AM : 06:44AM 06:55AM 06:58AM 07:05AM 07:21 AM 07:24AM 07:30AM : . 06:45AM 06:59AM [07:10AM' 07:13AM 07:20AM 07:36AM 07:39AM 07:54AM 08:03AM 08:16AM : 07:14AM 07:25AM 07:28AM 07:35AM 07:51 AM 07:54AM 08:00AM : . . 07:15AM 07:29AM 07:40AM 07:43AM 07:50AM 08:06AM 08:09AM : 08:24AM 08:33AM 08:46AM 07:44AM 07:55AM 07:58AM [08:05AM 08:21AM 08:24AM 08:30AM : 07:45AM 07:59AM 08:10AM 08:13AM 108:20AM 08:36AM 08:39AM : 08:54AM 09:03AM 09:15AM : 08:14AM 08:25AM 08:28AM 08:35AM 08:51AM 108:54AM 09:OOAM : . 08:15AM 08:29AM 08:40AM 08:43AM 08:50AM 09:06AM 09:09AM : 09:22AM 09:30AM 09:42AM 08:44AM 08:55AM' 08:58AM 09:05AM 09:18AM i09:21 AM I : 09:34AM 09:42AM 09:54AM 08:43AM 08:57AM 09:O8AM 09:12AM 09:17AM 09:30AM 09:33AM 09:46AM 09:54AM 10:06AM 09:11AM 09:22AM 09:26AM 09:31AM 09:44AM 09:47AM : '10:00AM 10:08AM 10:20AM 09:10AM 09:24AM 09:35AM 09:39AM 09:44AM 09:57AM 10:OOAM : 10:13AM 10:21AM 10:33AM 09:40AM 09:54AM 10:05AM 10:09AM 10:14AM 10:27AM 10:30AM : 10:43AM 10:51 AM 11:03AM 10:10AM 10:24AM 10:35AM 10:39AM 10:44AM 10:57AM 11:00AM : 11:13AM 11:21 AM 11:33AM 10:40AM 10:54AM 11:05AM 11:09AM 11:14AM 11:27AM 11:30AM : 11:43AM 11:51 AM 12:03PM `11:10AM 11:24AM 11:35AM 11:39AM 11:44AM 11:57AM 12:00PM 12:13PM 12:21PM 12:33PM 11:40AM' 11:54AM 12:05PM 12:09PM 12:14PM ,12:27PM 12:30PM : 12:43PM 12:51PM 01:03PM 12:10PM 12:24PM 12:35PM' 12:39PM 12:44PM 12:57PM 01:00PM 01:13PM 01:21 PM` 01:33PM 12:40PM [12:54PM 01:05PM 01:09PM 01:14PM 01:27PM 01:30PM : 01:43PM 01:51PM 02:03PM 01:10PM 01:24PM 01:35PM 01:39PM 01:44PM 01:57PM 02:00PM : 02:14PM 02:22PM 02:34PM 01:40PM 01:54PM 02:05PM 02:09PMM 02:15PM 02:29PM 02:32PM 02:47PM 02:57PM 03:08PM 02:22PM 02:33PM 02:37PM 02:43PM 02:57PM 03:00PM : 03:15PM 03:25PM 103:36PM 02:12PM 02:24PM 02:35PM 02:39PM 02:45PM 02:59PM 03:02PM : 03:17PM 03:27PM 03:38PM 02:42PM 02:54PM 03:05PM 03:09PMI 03:16PM 03:30PM 03:33PM : 03:48PM 03:58PM 04:08PM 03:24PM 03:35PM 03:39PM 03:46PM [04:00PM 04:03PM'04:09PM : : . -rrzn/�nn� • 103:17PMI03:29PMI 03:45PM 03:44PM 03:59PM 03:40PM 03:44PM 03:51 PM 04:05PM I04:08PMII : 104:23PM 104:33PM 04:43PMI 03:55PM 03:59PM 04:O6PM 04:20PM 04:23PM 04:29PM : : : 04:10PM 04:14PM 04:21 PM 04:35PM 04:38PM : 04:53PM 05:03PM 05:12PM : 04:14PM 04:25PM 04:29PM 04:36PM 04:50PM 04:53PM 04:59PM : : : 04:15PM 04:29PM 04:40PM 04:44PM 04:51 PM 05:05PM 05:08PM : 05:23PM 05:33PM 05:42PM : 04:44PM, 04:55PM 04:59PM 05:06PM 05:20PM 05:23PM 05:29PM [ : : 04:59PM 05:10PM 05:14PMj 05:21PM 05:35PM 05:38PM : 05:53PM 06:03PM 06:12PM 04:45PM : 05:14PM` 05:25PM 05:29PM 05:36PM 05:50PM 05:53PM 05:59PM : : 05:15PM 05:29PM 05:40PM 05:44PMJ 05:51PM 06:05PM 06:08PM : 06:22PM 06:31 PM 06:40PM 05:44PM 05:55PM 05:59PM 06:06PM 06:18PM 06:21 PM 06:26PM : : 05:46PM 06:OOPM 06:11 PM 06:14PM 06:20PM t 06:32PM 06:35PM : 06:49PM 06:58PM 07:07PM, 06:15PM 06:29PM 06:40PM 06:43PM , 06:49PM 07:01PM 07:04PM : 07:18PM 07:27PM 07:36PM� 06:40PM 06:54PM 07:05PM 07:08PM 07:14PM 07:26PM 07:29PM : 07:43PM 07:52PM 08:01 PM 07:10PM 07:24PM 07:35PM 07:38PM 07:44PM 07:56PM 07:59PM : 08:13PM 08:22PM 08:31PM 07:35PM 08:35PM 09:35PM 10:35PM 11:35PM 12:11AM 07:49PM 08:49PM 09:49PM 10:45PM 1,11:45PM 12:21 AM 08:OOPM 09:OOPM 10:OOPM 10:56PM 11:56PM 12:32AM 08:03PM 09:03PM 10:03PM' 10:59PM 11:59PM 12:35AM 08:09 PM 09:09PM 10:08PM 11:04PM 12:04AM 12:40AM 08:21 PM 09:21 PM 10:19PM 11:15PM 12:15AM 12:51AM 08:24PM 09:24PM 0:22PM 11:18PM 12:18AM 12:54AM 08:38PM 09:38PM 10:34PM 11:30PM 12:30AM 101:06AM 08:47PM 09:47PM 10:42PM 11:38PM 12:38AM 01:14AM 08:56PM 09:56PM 10:50PM 11:46PM 12:46AM 01:22AM CLOSE WINDOW skit / rv)nnrz i i i i i TRANSIT INFORMATION: 305-770-3131 Residents south of SW 216 St.; 305-891-3131 TTY Users (for deaf/hard of hearing); 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamiciade,gov ROUTE 17 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOUTH BOUND NW 183 St & 7 Ave NW 191 St & 22 Ave NW 151 St & 22 Ave NW 105 St & 7 Ave NW 95 St & 17 Ave NW 79 St & 17 Ave Farlington Heights Station NW 36 St & 17 Ave NW 29 St & 18 Ave Flagler St & 17 Ave Vizcaya Station 04:47AM 04:56AM 05:04AM : 05:17AM 05:20AM 05:31AM 05:36AM 05:38AM 05:48AM 06:00AM 05:13AM 05:22AM 05:30AM : 05:43AM 05:46AM 05:57AM 06:04AM 06:07AM 06:18AM 06:30AM 05:34AM 05:43AM 05:51AM : 06:07AM 06:12AM 06:27AM 06:34AM 06:37AM 06:48AM 07:OOAM : : 06:11 AM 4 [06:20AM 06:25AM 06:40AM 06:47AM 06:50AM 07:01AM : 06:03AM 06:13AM 06:21 AM : 06:37AM 06:42AM 06:57AM 07:04AM 07:07AM 07:18AM 07:30AM : 06:41AM 06:50AM 06:55AM 07:10AM 07:17AM 07:20AM 07:31 AM : 06:18AM 06:28AM 06:36AM : 06:52AM : : : : . 06:33AM 06:43AM 06:51AM : 07:07AM 07:12AM 07:27AM ' 07:34AM 07:37AM 07:48AM 08:00AM : : 07:11AM 07:20AM 07:25AM 07:40AM (07:47AM 07:50AM 08:01AM : 07:03AM 07:13AM 07:21 AM : 07:37AM 07:42AM 07:57AM 08:04AM 08:07AM 08:18AM 08:30AM . : 07:41 AM 07:50AM 07:55AM 08:10AM [08:17AM 08:20AM 08:31 AM 07:33AM 07:43AM 07:51AM : 08:07AM 08:12AM 08:27AM 08:34AM 08:37AM 08:48AM 09:00AM : 08:10AM 08:19AM (08:24AM 08:39AM 08:46AM 08:49AMJ 09:01 AM : 08:02AM 08:12AM 08:20AM : 08:36AM 08:41AM 08:56AM 09:03AM r09:06AM 09:18AM 09:30AM 08:36AM 08:46AM `08:54AM : 09:10AM 09:14AM 09:27AM 09:33AM 09:36AM 09:48AM 10:OOAM 09:03AM 09:15AM 09:24AM : 09:40AM 09:44AM 09:57AM 10:03AM 10:06AM 10:18AM 10:30AM 09:33AM 09:45AM 09:54AM : 10:10AM 10:14AM 10:27AM '10:33AM 10:36AM 10:48AM 11:OOAM 10:03AM 10:15AM 10:24AM : 10:40AMI 10:44AM 10:57AM 11:03AM '11:06AM 11:18AM 11:30AM 10:33AM ,10:45AM 10:54AM : 11:10AM 11:14AM 11:27AM 11:33AM 11:36AM€ 11:48AM 12:00PM 11:03AM 11:15AM 11:24AM : 11:40AM 11:44AM 11:57AM 12:03PM 12:06PMj 12:18PM1 12:3OPM 11:33AM 11:45AM J11:54AM : 12:10PM 12:14PM 12:27PM 12:33PM 12:36PM 12:48PM 01:00PM 12:03PM 12:15PM 12:24PM : 12:40PM 12:44PM 12:57PM 01:03PM 01:06PM 01:18PM ;01:30PM€ 12:33PM 12:45PM 12:54PM : 01:10PM 01:14PM 01:27PM 01:33PM 01:36PM CO1:48PM 02:OOPM 01:02PM 01:14PM 01:23PM : 01:39PM [01:43PM 01:56PM 02:03PM 02:06PM 02:18PM 02:30PM 01:32PM, 01:44PM 01:53PM : 02:09PM 02:13PM 02:27PM 02:34PM 02:37PM 02:48PM 03:OOPM . 02:38PM 02:42PM1 02:56PM J 03:O3PM 03:06PM 03:17PM 02:01 PM 02:16PM 02:24PM : 02:39PM 02:43PM 02:57PM 03:04PM 03:07PM 03:18PM 03:30PM 02:23PM 02:38PM 02:48PM : 03:06PM 03:10PM 03:26PM 03:32PM 03:36PM 03:48PM 04:OOPM '03:03PM 02:38PM 02:53PM : 03:21PM 03:25PM 03:41PM [03:47PM 03:51 PM 04:03PM : '7J2nr)nVV2 • • i • 02:53PMJ103:08PM 103:18PMI II03:36PMIM03:4OPMII 03:56PM 1 04:02PM 03:28PM 04:01 PM 04:31 PM 05:03PM 05:35PM 03:42PM 04:14PM 04:44PM 05:16PM 05:48PM 03:52PM 04:24PM 04:54PM' 05:26PM 05:58PM 03:43PM 04:13PM 04:43PM 05:13PM 05:43PM 03:52PM 04:10PM 04:22PM 04:40PM 04:52PM 05:10PM 05:22PM 05:42PM 05:52PM 06:14PM 03:56PM 04:14PM 04:26PM 04:44PM 04:56PM 05:14PM 05:26PM 05:46P 05:56PM 06:18PM 04:12PM 04:28PM 04:40PM 04:58PM 05:10PM 05:28PM 05:40PM 06:OOPM 06:10PM 06:30PM 04:18PM 04:34PM 04:46PM 05:04PM 05:16PM '05:34PM 05:46PM 06:06PM 06:16PM 06:36PM I04:06PMII04:18PMI 04:34PMI 04:22PM 04:37PM 04:49PM 05:07PM 05:19PM 05:37PM 05:49PM 06:09PM 06:19PM 06:39PM 04:48PM 05:OOPM 05:18PM 05:30PM 05:48PM 06:OOPM 06:20PM 06:30PM 06:50PM 04:30PM 05:OOPM 05:30PM 06:00PM 06:30PM 07:OOPM 06:05PM 06:18PM 06:28PM : 06:44PM 06:48PM 07:OOPM 07:06PM 07:09PM 07:20PM 07:30PM 07:05PM 07:18PM 07:28PM : 07:44PM 07:48PM1 08:00PM 08:06PM '08:09PM 08:20PM 08:30PM 08:05PM 08:18PM 08:28PM [ : 08:44PM 08:48PM 09:OOPM '09:06PM 09:09PM 09:20PM 09:30PM' 09:09PM 09:22PM 09:32PM : 09:48PM 09:52PM 10:04PM 10:09PM 10:11 PM 10:21 PM 10:30PM 10:24PM 10:31PM 10:38PML : 10:51PM 10:54PM 11:04PM 11:09PM 11:11PM 11:21PM 11:30PM 11:04PM 11:11PM 11:18PM 11:31 PM 11:34PM 11:44PM 11:49PM 11:51PM 12:01AM 12:10AMj CLOSE WIN❑OW At f era l was, 4-C rA canes 4i , r)nr�nn� i i i i i i i i A ) E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 Si.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m, to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 22 SCHEDULE Coconut Grove Station 06:26AM' SERVICE: WEEKDAY SW 22 St & 22 Ave 06:34AM 07:26AM 08:24AM 09:24AM 10:24AM 11:24AM 12:24PM 01:24PM 02:23PM ,03:23PM 04:23PM 07:34AM 08:33AM 09:33AM 10:33AM 11:33AM 12:33PM 01:33PM 02:33PM 03:33PM 04:33PM Flagler St & 22 Ave 06:42AM 07:42AM 08:42AM 09:42AM 10:42AM 11:42AM 12:42PM 01:42PM 02:42PM 03:42PM 04:42PM Santa Clara Station 05:14AM 05:44AM 06:23AM 07:03AMJ 07:23AM 08:04AM 08:24AM 09:14AM 10:14AM 11:14AM 12:14PM 01:14PM 02:13PM 03:13PM 03:28PM 04:03PM 04:23PM DIRECTION: NORTH BOUND NW 36 St & 22 Ave Earfington Heights Station NW 79 St & 22 Ave NW 22 Ave & 135 St NW 167 St & 17 Ave Golden Glades NE 167 St & 15 Ave Mali 05:22AM 05:24AM 05:33AM 05:42AM 05:50AM 06:02AM 06:15AM 05:52AM 05:54AM 06:06AM 06:18AM 06:29AM 06:41AM 06:54AM 06:34AM 06:54AM 07:14AM 07:34AM 07:54AM 08:14AM 08:34AM 08:54AM 09:24AM 09:54AM 10:24AM 10:54AM 11:24AM 11:54AM 12:24PM 12:54PM 01:24PM 01:54PM 02:24PM 02:54PM 03:24PM '03:39PM 03:54PM 04:14PM 04:34PM 04:54PM 06:36AM 06:43AM 06:56AM 07:16AM 07:36AM 07:56AM 08:16AM 08:36AM 08:56AM 09:26AM 09:56AM 10:26AM 10:56AM 11:26AM, 11:56AM 12:26PM 12:56PM 01:26PM 01:56PM 02:26PM 02:56PM 03:26PM 03:41 PM 03:56PM 04:16PM 04:36PM 04:56PM 06:48AM 06:55AM 07:08AM 07:28AM 07:48AM- 08:O8AM 08:28AM 08:48AM 09:08AM 09:38AM 10:08AM 10:38AM 11:08AM, 11:38AM 12:08PM 12:38PM 01:08PM 01:38PM, 02:08PM 02:38PM 03:08PM 03:38PM 03:53PM 04:08PM 04:28PM 04:48PM 05:08PM 07:OOAM 07:07AM [07:20AM 07:40AM 08:OOAM 08:19AM 08:39AM 08:59AM 09:19AM 09:49AM 10:19AM 10:49AM 11:19AM 11:49AM 12:19PM 2:49PM 01:19PM 01:49PM 02:21 PM 02:51PM 03:21 PM 03:51PM 04:06PM ,04:21 PM 04:41 PM 05:01 PM 05:21 PM 07:11 AM 07:18AM 07:31 AM '07:51 AM 08:10AM 08:29AM 08:49AM 09:09AM 09:29AM 09:59AM 10:29AM 10:59AM f 11:29AM 11:59AM 12:29PM 12:59PM 01:29PM 01:59PM 02:32PM 03:02PM 03:32PM 04:02PM 04:17PM 04:32PM 04:52PM 05:12PM 05:32PM 07:23AM 07:30AM 07:43AM` 08:03AM 08:22AM 08:41AM 09:01 AM 09:21AM 09:41 AM '10:11AM 10:41AM 11:11AM 11:41AM 2:11PM) 12:41 PM 01:11 PM‘ E 01:41PM 02:11PM 02:44PM 03:14PM 03:44PM 04:14PM 04:29PM 04:44PM 05:04PM 05:24PM 05:44PM 07:36AM 07:43AM 07:56AM 08:16AM 08:35AM 08:54AM 09:14AM '09:34AM 09:54AM 10:24AM 10:54AM 11:24AM 11:54AM 12:24PM 12:54PM 01:24PM 01:54PM 02:25 P M 02:58PM 03:28PM 03:58PM 04:28PM 04:43PM 04:58PM 05:18PM '05:38PM 05:58PM i ^r VT n r"nn-1 I i I I i i t• i i : 11 . 1 : J 05:03PMIIO5:14PM1I05:16PM 105:28PM 105:41PMII05:52PMI06:04PMI106:16PM1 06:01 PM 06:10PM 06:20PM106:32PM 05:23PM 05:34PM 05:36PM ] 05:48PM 05:23PM 05:33PM 05:42PM : 05:54PM 05:56PM 06:08PM 06:19PM 06:28PM 06:38PM 06:50PM : 06:05PM 06:14PM ` 06:16PM 06:26PM 06:37PM [06:46PM 06:56PM 07:08PM 06:23PM ,06:31 PM '06:38PM 06:47PM 06:49PM 06:59PM 07:10PM 07:19PM 07:29PM 07:41PM 07:08PM 07:16PM 07:23PM 07:32PM 07:34PM 07:44PM 07:55PM 08:04PM 08:14PM 08:26PM 08:08PM 08:16PM 08;23PM : .I 08:32PM 08:34PM 08:44PM 08:55PM[09:04PM 09:11 PM [09:22PM) ©9:48PM' 09:58PM 10:06PM 10:13PM 10:24PM 09:28PM : 09:37PM 09:39PM I09:14PM 09:21PM 10:08PM 10:15PM 10:22PM 10:31 PM 10:33PM 10:42PM 10:52PM 11:OOPM 11:07PM 11:18PM 10:52PM 10:59PM 11:06PM : 11:15PM 11:17PM 11:26PM 11:36PM 11:44PM 11:51PM 12:02AM : : 11:37PM : 11:46PM 11:48PM 11:57PM 12:07AM 12:15AM I12:22AM 12:33AM CLOSE WINDOW 66 t av (tea) b-vt t 22Aw).. • • A A t E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St,: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade,gov ROUTE 22 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOUTH BOUND NE 167 St & 15 Ave Mall Golden Glades NW 167 St & 17 Ave NW 22 Ave & 135 St NW 79 St & 22 Ave Earlington Heights Station NW 36 St & 22 Ave NW 17 St & 10 Ave Santa Clara Station Flagler St & 22 Ave 5W 22 St & 22 Ave • • 05:03AM 05:08AM• 04:44AM 04:54AM 05:04AM 05:13AM 05:21AM 05:23AM 05:30AM 05:35AM : : 05:09AM 05:19AM 05:28AM 05:36AM 05:38AM : : 05:45AM 05:50AM 0 : 04:59AM : 05:19AM 05:29AM 05:39AM 05:48AM 05:56AM 05:58AM 06:09AM 06:16AM 06:25AM 06:32AM 0 05:39AM 05:49AM 05:58AM 06:09AM 06:12AM : : 05:18AM 05:29AM 05:36AM 05:47AM 05:57AM 06:09AM ; 06:24AM 06:35AM 06:38AM 06:49AM 06:56AM : . 05:51AM 06:04AM 06:17AM 06:29AM 06:44AM 06:55AM 06:58AM 07:09AM 07:16A14 06:11 AM 06:24AM 06:37AM 06:49AM 07:04AM 07:15AM 07:18AM : : 07:31 AM 07:38AM 0 06:31AM 06:44AM 06:57AM 07:09AM 07:24AM 07:35AM 07:38AM 07:49AM 07:56AM : : 06:51 AM 07:04AM 07:17AM 07:29AM 07:44AM 07:55AM 07:58AM 08:09AM 08:16AM : (07:10AM 07:23AM 07:36AM 07:48AM 08:03AM 08:15AM 08:18AM : : 08:30AM 08:37AM 0 �07:44AM 07:57AM 08:10AM 08:21 AM 08:33AM 08:45AM 08:48AM 08:59AM 09:06AM 08:14AM 08:27AM 08:40AM 08:51AM 09:03AM 09:15AM 09:18AM : : 09:30AM 09:37AM 0 08:44AM 08:57AM' 09:10AM 09:21AM 09:33AM 09:45AM 09:48AM 09:59AM .10:06AM : 09:14AM 09:27AM 09:40AM 09:51AM 10:03AM 10:15AM 10:18AM : : 10:30AM 10:37AM 1 09:44AM 09:57AM 10:10AM 10:21AM 10:33AM 10:45AM 10:48AM 10:59AM 11:06AM . 10:14AM 10:27AM 10:40AM 10:51 AM 11:03AM 11:15AM 11:18AM : : 11:30AM 11:37AM 1 10:44AM 10:57AM 11:10AM 11:21 AM) 11:33AM 11:45AM 11:48AM 11:59AM 12:06PM [ : : 11:14AM 11:27AM 11:40AM 11:51 AM 12:03PM 12:15PM 12:18PM : : 12:30PMJ 12:37PM 1 11:44AM 11:57AM 12:10PM 12:21 PM 12:33PMJ 12:45PM 12:48PV 12:59PM 01:06PM ; . 12:14PM 12:27PM 12:40PM 12:51PM 01:03PM 01:15PM 01:18PM : : 01:30PM 01:37PM C 12:44PM 12:57PM 01:10PM 01:21PM 01:33PM 01:45PM 01:48PM 01:59PM 02:06PM : 01:11PM 01:24PM 01:37PM 01:48PM 02:02PM 02:15PM 02:18PM : : 02:30PM 02:37PM C 01:41PM 01:54PM 02:07PM 02:18PM 02:32PM 02:45PM 02:48PM 02:59PM 03:06PM : : 03:19PM 03:26PM 02:10PM 02:24PM 02:37PM 02:48PM 03:02PM 03:15PM 03:18PM : : 03:30PM 03:37PM p 02:30PM [02:44PM 02:57PM 03:08PM 03:22PM 03:35PM 03:38PM 03:49PM 03:56PM : : _ 02:50PM 03:04PM 03:17PM) 03:28PM 03:42PM 03:55PM 03:58PM 04:09PM 04:16PM : : C C 03:10PM 03:24PM 03:37PM ,03:48PM 04:02PM 04:15PM 04:18PM : : 04:30PM 04:37PM r.2n r')nn'2 03:30PMII03:44PM 03:57PMI 04:08PMJ 04:22PM 104:35PM 1104:38PMII04:49PMI 04:56PM : II : IL 03:50PM 04:04PM 04:17PM 04:28PM 04:42PM 04:55PM 04:58PM 05:09PM 05:16PM : 04:10PM 04:24PM 04:37PM 04:48PM 05:02PM 05:15PM 05:18PM : 05:30PM 05:37PM 0 04:30PM 04:44PM 04:57PM 05:08PM 05:22PM 05:35PM 05:38PM 05:49PM 05:56PM : : C 04:50PM 05:04PM 05:17PM 05:28PM' 05:42PM £ 05:55PM 05:58PM 06:09PM 06:14PM : : C 05:23PM 05:37PM 05:50PM 06:01 PM 06:11 PM 06:22PM 06:24PM : : 06:34PM 06:39PM C 06:29PM 06:41 PM 06:51 PM` 07:01 PM 07:11 PM 07:22PM 07:24PM : : 07:34PM 07:39PM C C 08:33PM 08:45PM 08:55PM 09:05PM 09:14PM 09:22PM 09:24PM L.: : 09:31PM 09:36PM C 09:29PM 09:40PM 09:47PM 09:56PM 10:05PM 10:13PM 10:15PM : : 110:22PM 10:27PM C CLOSE WINDOW 1 kr "ujil ^7I')nr�nn� • ND • Ridership Data I I I I i i i • Miami -Dade Transit Route #7 Ridership Data s d'� k Fs`sN ..:.✓ �:.��'9 �3 ....d'k a` 'i# �ti' kM Z �_„��X^ �,zf may' 4v �' lam. g� f r 00- g Tues. 8/13/2002 1626 27 EB 42 Wed. 11/13/2002 1617 30 EB 38 Thur. 12/5/2002 1600 34 EB 38 Mon. 8/12/2002 1659 34 EB 43 Thur. 6/28/2001 1746 18 EB 38 Tue. 3/6/2001 1651 39 EB 38 Fri. 3/9/2001 1559 35 EB 38 Tue. 3/6/2001 1610 58 EB 43 Wed. 3/29/2000 1737 15 EB 38 Thur. 8/24/2000 1600 36 EB 43 Wed. 8/16/2000 1640 26 EB 38 Mon. 4/17/2000 1558 23 EB 43 Thur. 4/6/2000 1648 48 EB 46 Mon. 7/21/2003 1658 14 EB 38 Average= 31.21 Thur. 12/5/2002 1636 23 WB 38 Mon. Aug-02 1731 31 WB not given Fri. 2/1/2002 1637 24 WB 42 Tue. 3/16/2001 1721 51 WB 38 Tue. 3/6/2001 1650 65 WB 43 Thur. 10/26/2000 1539 13 WB 38 Wed. 3/29/2000 1538 32 WB 38 Thur. 8/24/2000 1634 30 WB 43 Wed. 8/16/2000 1713 30 WB 38 Mon. 4/17/2000 1635 33 WB 43 Mon. 7/21/2003 1732 16 WB 38 Mon. 7/21/2003 1548 22 WB 38 verage= 30.83 Total Average= 31.04 I I I I I I 14, I I I I I I I I• Miami -Dade Transit Route #17 Ridership Data Wed. 5/28/2003 1616 9 SB 38 Wed. 2/19/2003 1539 17 SB 38 Thur. 8/15/2003 1746 22 SB 38 Wed. 8/14/2003 1614 11 SB not given Wed. 2/13/2002 1732 12 SB 43 Thur. 2/21/2002 1548 26 SB 42 Mon. 5/14/2001 1704 9 SB 38 Wed. 1/17/2001 1721 40 SB 38 Tue. 1/16/2001 1656 3 SB 43 Thur. 10/26/2000 1632 15 SB 43 Tues. 11 /21 /2000 1752 14 SB 38 Thur. 2/17/2000 1624 18 SB 38 SB Average= 16.33 Wed. 2/19/2003 1625 20 NB 38 Thur. Feb-02 1524 13 NB 43 Tue. 2/12/2002� 1540 22 NB 38 Thur. 2/21/2002 1633 31 NB 42 Wed. 1/23/2002 1533 0 NB 43 Mon. 5/14/2001 1723 4 NB 38 Wed. 1/17/2001 1804 15 NB 38 Tue. 1/16/2001 1721 10 NB 43 Thur. 10/26/2000 1654 1 NB 43 Thur. 2/17/2000 1703 17 NB 38 NB Average= 13.30 Total Average= 14.95 i i• Miami -Dade Transit Route #6 Ridership Data $ ����� s" .i f, F h Tue. 11/18/2002 1737 10 SB 26 Tue. 11/19/2002 1644 8 SB 26 Thur. 9/9/1999 1622 7 SB 12 SB Average. 8.33 Wed. 2/12/2003 1651 3 NB 26 Tue. 11/5/2003 1715 3 NB 26 Tue. 11/18/2002 1601 3 NB 26 Tue. 11/19/2002 1700 1 NB not given 11 Fri. 8/6/1999 1650 NB Fri. 9/10/1999 1648 2 NB 11 NB Average= Total Average= 2.17 4.22 Miami -Dade Transit Route #22 Ridership Data Wed. 1 /8/2003 1639 12 SB 43 Thur. 5/4/2000 1542 16 SB 46 Tue. 1/7/2003 1851 13 SB 42 Wed. 5/28/2003 1839 5 SB 38 Thur. 12/12/2002 1530 8 SB 43 Mon. 9/24/2001 1 625 6 SB not given Mon. 6/11/2001 1536 5 SB 38 verage= 9.29 Tue. 2/13/2001 1545 30 NB 43 Tue. 1/7/2003 1549 24 NB 42 Wed. 5/28/2003 1549 24-NB 38 Thur. 12/12/2002 1646 18 NB 43 Mon. 6/11/2001 1648 20 NB 38 verage= 23.20 Total Average- 15.08 • • APPENDIX D: Miami Comprehensive Neighborhood Plan —Transportation Element: Tables PT-1, PT-2, PT-3 File: PTt(Rl)..4C3 Revised. 03/23/90 TABLE PT-1 (RI) SttetANT OF PEAK.NOUR PER90N-TRIP CAPACtTZE5444D LEVEL CF SERVICE 1N DESIGNATE, T•RAN5PORTATION•-CORRIDORS .. SCENARIa 1 - NAXIMLII TRANSIT CORRIDOR ROADWAY WOE -- MASS.TRNISIT NODE - TOTALS CORRIDOR NAME 1989 ROADWAY NANO 4AY ROADWAY ROADWAY ROADWAY RfYiL1AY LOCA1. BUS EXPRS.BU5 RAIL IRAN TOTAL TOTAL- TRANSIT CORRIDOR CORR10oR CORRIDOR CCRR100R Principal Roadway(s) CORR. VEHICLLAR .PER.TRIP VEHICULR PELTRIP EXCESS P!"RSOF4 PER.TRIP PER:TRIP PER.TRIP TRANSIT TRANSIT PERSON PERSON PERSON PERSON PERSON TYPE CAPACITY CAPACITY VOLUME MIME. PER.TRIP TRIP CAPACITY CAPACITY CAPACITY CAPACITY PERSON ' TRIP TRIP TRIP TRIP TRIP IPPV 1 IPPV Y CAPACITY V/C LOS I LOAD • 8 LOAD 1 $ LOAD s I LOAD • TRIP EXCESS CAPACITY .MINE EXCESS V/C LOS 1.4 1.4 DESIGN DESIGN DESIGN..- DESIGN VOLI1ttE, ;.. CAPACITY CAPACITY (Notes) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17). SOUTH DIXIE U.S. 1 HS 7,980 11,172 7,610 10,654 518 0.95 E -- 11,700 11,700 3,500 8,200 22,872 14,154 8,718 0.62 8 OOLPH1N NS SR 836 4.42 Av.-1.Corp. 11,400 15,960 9,463 13,248 2,712 0.83 D -- b SR 836 1-95-4.42 Av. 15,200 21,280 10,666 14,932 6,348 0.70 8 - 375 _ - - -- 15,960 13,248 2,712 0.83 0 375 - - "- 21,280 14,932 6,348 0.70 B UQ CIVIC CENTER NS CD N.W. 12th Avewe 3.600 5,040 2,107 2,950 2,090 0.59 A 1,500 ,-. S.R. 112 11,400 15,960 7,067 9,894 6,066 0.62 8 - W 11,700 I3,200 2,200 11,000 34,21:0 15,044 19,156 0.44 A I-95 I.R. 95 N.W. 7th Avenue 19,000 26,600 15,100 21,140 5,460 0.79 C 2,720 3,808 2,098 2,937 871 0.77 C 1,500 -- 2,250 690 1,560 32.658 24,767 7,891 0.76 C 81SCAY!E LS Biscayne Boulevard 2,720 3,808 3,360 4,704 (896) 1.24 F 1,500 N.E. 2rd Averue 2,720 3,808 1.455 2,037 1,771 0.53 A 1,500 Miami Avenue 2,720 3,008 1,444 2,022 1.786 0.53 A -- -- 3,000 920 2,000 14,424 9,683 4,741 0.67 8 FLAELER LS Flagler St. 4.7 Av.-4.27 Av. 2,180 3,052 1,819 2,547 505 0.83 0 1,500 Flagler St. 4.27 Av.-W.Corp. 3,600 5,040 3,589 5,025 15 1.00 E 1,500 $W 8 St. 54.7 Av.-SW.27 Av. 2,180 3,052 1,783 2,494 556 0.82 0 1,500 SW 8 St. S4.27 Av.-ii.Corp. 2,720 3,808 2,775 3,885 (77) 1.02 F 1,500 6,000 1,600 4,400 20,952 15,552 5,400 0.74 C CORAL WAY LS 3,600 5,040 2,418 3.385 1,655 0.67 B 1,500 N.W. 7TH STREET LS 2,72D 3,808 2,476 3,466 342 0.91 E 1,500 N.W. 20TH 51rk,I LS 2,720 3,808 2.173 2,972 836 0.78 C 1,500 N.W. 54TH STREET LS 2,720 .3,808 1,685 2,359 1,449 0.62 8 1,500 N.W. 62110 S[rIur LS 2,720 3,808 1.750 2,450 1,358 0.64 8 1.500 W. 27TH AVEIILE LS 3,600 5.040 3,735 5,229 (189) 1,04 F 1,500 ''W. MAUVE LS 3,600 5,040 2,500 3,500 1,540 0.69 8 1,500 11.14. 17111 MICE LS 2.720 3.808 2,267 3,126 634 0.83 0 1.500 5.4. 17TH AVEttE LS 2,720 3,800 1,868 2,615 1.193 0.69 0 1,500 4lRTCKEL.L *EKE LS 3,600 5,040 2,478 3,469 1,571 0.69 0 1,500 R1CIETEACXER CAMAY LS 8,550 11,970 3,333 4,666 7.334 '0.39 A 1,500 - - 1,500 125 1,375 6,540 3,510 3,030 0.54 A - -- 1,500 250 1,250 5,308 3,716 1,572 0.70 8 -. - 1,500 275 1,225 5,308 3,247 2,061 0.61 8 - - 1,500 250 1,250 5,308 2,609 2,699 0.49 A - - 1,500 475 1,025 5,303 2,925 2,303 0.55 A - - 1,500 225 1,275 6,540 5,454 1,006 0.83 D - - 1.500 250 1,250 6,540 3,750 2,790 0.57 A - - 1,500 175 1,325 5.300 3,349 1,959 0.63 8 - - 1,500 175 1,325 5,308 2,790 2,518 0.53 A - - 1,500 225 I,275 6,540 3,694 2,846 0.56 A - - 1,500 125 1,375 13,470 4,791 8,679 0.34 A • File: PT2(R1).WK3 Revised: 03/23/90 CORR/DCR MN1E Principal Roadway(s) (Notes) (1) (2) ROADWAY 1100E TABLE PT-2 (R1) SIRWAY OF PEAK 10,01/ERIEM4-1111P,CAPACITIESAND LEVa OF SERVICE IN OESIGNATEO TRANSPCMATION 03RRTOORS, SCENARIO 2 -, MAXIMUM AUTO 1989 ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY CORR. VEHICULAR PER.TRIP'vEHIC RR PER.TRIP EXCESS PERSON TYPE CAPACITY CAPACITY VOL1PE VOLUE PER.TRIP TRIP 1PPV • 1PPV . CAPACITY V/C LOS 1.4 1.4 (3) (4) (5) (6) (7) MSS TRANSIT 1100E LOCK. BUS EXPRS.BUS RAIL TRAM TOTAL TOTAL PER.TRIP PER.TRIP PER.TRIP TRANSIT TRANSIT CAPACITY CAPACITY CAPACITY CAPACITY PERSON •LOAD a 'LOAD ■ 1 LOAD • 1 LOAD • TRIP DESIGN DESIGN DESIGN DESIGN VOLUME (a) •(9) (t0) (11) (12) TRANSIT PERSON TRIP EXCESS CAPACITY (13) CCCR10OR TOTALS ----- CORRIDOR CORRIDOR CORRIDOR CCRRIDOR PERSON PERSON PERSON PERSON TRIP TRIP TRIP TRIP CAPACITY VOLUME EXCESS V/C LOS CAPACITY (14) 05) (16) (17) SOUTH DtXIE HS U.S. 1 7.980 12,768 7,610 10,654 2,114 0.83 0 MINN( Nt5 SR 836 8.42 Av.-W.Corp, 11,400 SR 836 I-95-N.42Av. 15,200 5,014 5,014 3,500 1,514 17,782 14,154 3,620 0.80 C 18,240 9,463 13,248 4,992 0.73 C -- 24,320 10,666 14,932 9,388 0.61 8 -- 375 375 - 18,240 13,248 4,992 0.73 C '- -- -- 24,320 14,932 9,388 0.61 8 CIVIC CENTER HS N.V. 12th Avenue S.R. 112 3,600 5,760 2,107 2,950 2,810 0.51 A 150 11,400 18,240 7,067 9,894 8,346 0.54 A - yr 5,014 5,164 2,200 2,964 29,164 15,044 14,120 0.52 A 1-95 I.R. 95 N,W, 7th Avenue HS 19,000 30,400 15,100 21,140 9,260 0.70 8 -- 750 2,720 4,352 2,098 2,937 1,415 0.67 8 250 1,000 690 310 35,732 24,767 10,985 0.69 8 BISCAYNE Biscayne Boulevard N.E. 2nd Avenue Missi Avenue LS 2,720 4,352 2,720 4,352 2,720 4,352 3,360 . 4,704 1,455 2,037 1,444 2.022 FLAMER LS Flagler St. W.7 Av.-i1.27 Av. Hagler St, 8.27 Av.-it.Corp. S14 est. 5Y.7 Av.-SW.27 Av. SW 8 St. SW.27 Av,-W.COrP, 2,180 3,600 2,190 2,720 CORAL WAY N.W. 7TH STREET MN: 20TH STREET N.W. 54TH STREET H.W. 62MD STREET W. 27TH AVE? , W. 2240 AVENUE N.W. I7TH AVEN.tE S.W. I7TH AVENE 8RIOKELL AVENUE RICIODAIA13fER CAUSEWAY LS LS LS L5 LS LS LS LS LS LS LS 3,600 2,720 2,720 2,720 2,720 3,600 3,600 2,720 2,720 3,600 8,550 3,488 5.760 3,488 4,352 5,760 4,352 4,352 4,352 4,352 5,760 5,760 4,352 4,352 5,760 13,680 1,819 2,547 3,58? 5,025 1,783 2,49E 2,775 3,885 2,418 3,385 2,476 3,466 2,123 2,972 1,685 2,359 1,750 2,450 3,735 5,229 2,500 3,500 2,267 3,174 1.868 2,615 2,478 3,469 3,333 4,66E (352) 1.08 F 600 2,315 0.47 A 650 2,330 0.4E A - 941 735 992 467 0.73 C 600 0.87 0 600 0.72 C 400 0.89 0 400 2,375 0.59 A 200 - 806 0.80 C 300 1,380 0.68 8 3E0 1,993 0.54 A 300 1,902 0.5E A 600 531 0.91 E 250 2,260 0.61 B 300 1,178 0.73 C 400 1,737 0.60 A 200 2,291 0.60 A 250 9,014 0.34 A 200 1,250 330 14,306 9,683 4.623 0.68 8 2,000 1,600 400 19,008 15,552 3,536 0.81 0 - --� 20R-�125-. 75.-- 5.960-.-3,510 .-2,450y 0.59 A -- 300 250 30 4,652 3,71E 936 0.80 C - 300 275 25 4,652 3,247 1,405 0.70 8 -- 300 250 50 4,452 2,609 2,043 0.56 A - 600 475 125 4,452 2,925 2,027 0.59 A - 250 225 25 6,010 5,454 556 0.91 E 300 250 50 6,060 3,750 2,310 0.62 8 -- 400 175 225 4,752 3,349 1,403 0.70 C - 200 175 25 4,552 2,790 1,762 0.61 8 - 250 225 25 6,010 3,694 2,316 0.61 B -- 200 125 75 13,880 4,791 9,089 0.35 A Fite: PT3(R1).11(3 Revised: 03/23/90 ROADWAY MODE TABLE PT-3 (RI) 9LWARY OF PEAK'N♦dJI PER5tiN-TRIP CAPACITIES AND LEVEL. OF SERVICE IN DESIk2MTED TRANSPORTATION CORRIDORS SCENARIO -- MIXED 1100f5 CORRIDOR __.____,._____- MASS TRANSIT * EE --- TOTALS CORRIDOR MANE 1989 ROADWAY ' ROADWAY ROACWAY ROADWAY ROADWAY ROADWAY LOCAL BUS EKPRS.EUS RAIL T 4• TOTAL TOTAL TRANSIT CORRIDOR CORRIDOR CDRRIOUR €E RIDOR Principal Auedtsay(s) MFR. VEHICILPR PER.TRIP VEHIC[,I.R PER.TRIP EXCESS PERSON PER.TRIP PER.TRIP PER.TRIP TRANSIT TRANSIT PERSON PERSON PERM PERSON PE33Scl€ TYPE CAPACITY CAPACITY VOLUME VOLUME PER.TRIP TRIP CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP TRIP TRIP TRIP TRIP QPPV -= OPPV 4 CAPACITY V/C LOS 1 LOAD a 1 L040 • F LOAD • 1 LOAD • TRIP EXCESS CAPACITY VOLLRE EXCESS V/C LOS 1.5 I.4 DESIGN DESIi,Y.. DESIGN- OESIFIN VOLLMIE, • CAPACITY CAPACITY (Notes)(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) SOUTH DIXIE NS 8,773 8,775 3,500 5,275 20,745, 14,154 6,591 0.68 0 U.S. 1 7,980 11,970 7,610 10,654 1,316 0.09 0 DOLPHIN NS SR 836 14:42 Av.-W.Corp. 11,400 17,100 9,463 13,248 3,852 0.77 C -- 750 - -- -- - 17,100 13,248 3,852 0.77 C C SR 836 1-95-14.42 Av. 15,200 22,800 10,666 14,932 7,868 0.65 8 -- 750 -- - 22,800 14,932 7,868 0.65 0 CD CIVIC CENTERHS 8.775 9,419 2,200 7,219 31,919 15,044 16,875 0.47 A F-' N.W. 12th Avenue 3,600 5,400 2,107 2,950 2,450 0.55 A 644 -- Cn S.R. 112 11,400 17,100 7,067 9,894 7,206 0.58 A -- -» 1-95 HS 1,394 690 704 23,974 24,767 9,207 0.73 C 1.R. 95 19,000 28,500 15,100 21,140 7,360 0.74 C - 750 N.W. 7th Avenue 2,720 4,080 2,098 2,937 1,143 0.72 C 644 81SCAYNE 15 -- 1,288 920 368 13,528 9,683 3,845 0.72 C Biscayne Boulevard 2,720 4,080 3,360 4,704 (624) 1.15 F 644 - N.E. 2nd Avenue 2,720 4,080 1,455 2,037 2,043 0.50 A 644 - Miami Avenue 2,720 4,080 1,444 2,022 2,050 0.50 A . -- -- FLA(X.ER LS 2,576 1,600 976 18,596 15,552 3,044 0.84 D Hagler St. W.7 Av.-4f.27 Av. 2,180 3,270 1,819 2,547 723 0.70 C 644 Nagler St. W.27 Av.-II.Ccrrp. 3,600 5,400 3,50? 5,025 375 0.93 E 644 -- SW 8 St. SW,7 Av.-SW.27 Av. 2,180 3,270 1,783 2,496 774 0.76 C 644 - 5W 8 St. SW.27 Av.-W.Corp. 2,720 4,000 2.775 3,885 195 0.95 E 644 •- CORAL WAY LS 3,600 5,400 2,418 3,385 2,015 0.63 8 644 - -- 644 123 519 6,044 3,510 2,534 0.58 A c N.W. 71H STREET LS 2,720 4,080 2,476 3,466 614 0.85 0 644 -- - 644 250 394 4,724 3,716 1,008 0.79 C N.W. 20TH Sitjf LS 2,720 4,080 2.123 2,972 1,108 0.73 C 644 -- -- S44 275 369 4,724 3.247 1,477 0.69 8 N.W. 54111 STREET LS 2,720 4,000 1,683 2,359 1,721 0.58 A 644 -- -- 644 250 394 4,724 2,609 2,115 0.55 A W.W. 6240 STREET 1.5 2,720 4,080 1,750 2,450 1,630 0.60 A 644 - -- 644 475 169 4,724 2,925 1,779 0.62 8 41. 27TH AVM LS 3.600 5,400 3,735 5,229 171 0.97 E 644 -- 644 225 419 6,044 5,454 590 0.90 D .+ 4. 22ND AVEIA)E IS 3,600 5,400 2,500 3,500 1,900 0.65 8 644 -- -- 644 250 394 6,044 3,750 2,294 0.62 8 N.W. 17TH AVENUE LS 2,720 4,000 2,267 3,174 906 0.78 C 644 -- 644 175 469 4,724 3,349 1,375 0,71 C S.W. 17114 AVENUE LS 2,720 4,000 1,868 2,615 1,465 0.64 8 644 -- -- 644 175 449 4,724 2,790 1,934 0.59 A BRICKELL NAME LS 3,600 5,400 2,478 3,469 1.931 'L0.64 8 644 -- - 644 225 419 6,044 3,694 2,350 0.61 8 R1CAI NBACKER CAUSEWAY LS 0,550 12,025 3,333 4,666 8,159 :0.36 4 644 -- -- 644 125 519 13,46? 4,791 8,678 0.36 A 0 0 • APPENDIX E: Existing Conditions (2003) SYNCHRO 5.0 Outputs • • Miami -Dade County Public Works Department Existing Timing Plans • o* I I I I I I I I• 5189 NW 17 AVE & S RIVER DR TIMING FOR DAY # 4 (SECTION 145) PAGE 4 TIME PT OFF NSG G Y R EWG Y R NL Y S Y M CYC MIN: 1 8 5 0 23 0 20 2 4 1 9 4 1 0 0 3 7 41NITE 0/4 600 9 0 20 8 4 1 12 4 1 0 0 3 7 50NITE 0/1 620 8 0 20 15 4 1 17 4 1 6 3 7 71EARLY MO 700 6 35 20 31 4 1 19 4 1 7 3 90AM PEAK 900 5 78 20 24 4 1 17 4 1 6 3 80AVERAGE 1530 7 0 40 99 4 1 17 4 1 10 3 7 179PM PEAK 1800 5 78 20 24 4 1 17 4 1 6 3 80AVERAGE 1830 8 0 20 15 4 1 17 4 1 6 3 7 71EARLY MO 2200 9 0 20 8 4 1 12 4 1 0 0 3 7 50NITE 0/1 3616 NW 22 AVE & 11 ST TIMING FOR DAY # 11 (SECTION 65) PAGE 4 TIME PT OFF NSW F Y R EL Y EWP Y R NL Y S Y M CYC MIN: 20 14 5 105 0 19 22 23 14 4 1 0 0 15 4 1 5 3 2 70NITE 0/3 100 23 22 22 14 4 1 0 0 11 4 1 5 3 2 6 65LATE NIG 500 9 22 28 14 4 1 0 0 10 4 1 5 3 2 8 70EARLY MO 530 4 19 24 14 4 1 0 0 19 4 1 5 3 2 75PRE AM 630 5 21 30 14 4 1 18 3 12 4 1 10 3 100AM PEAK 930 6 70 23 14 4 1 11 3 16 4 1 10 3 90MID-DAY 1530 7 6 46 14 4 1 11 3 24 4 1 9 3 120PM PEAK 1830 8 68 29 14 4 1 0 0 19 4 1 5 3 2 80POST PM 2000 12 64 29 14 4 1 0 0 19 4 1 5 3 2 80EVENING I 2003 P.M. Peak Hour Existing Timings • i i 10 • 8/1/2003 HCM Signalized Intersection Capacity Analysis 2003 PM Peak Hour -Existing Timings 3: NW 11 Street & NW 22 Avenue Lane Configurations Ideal Fiow (vphpl) Total Lost time (s) Lane Utrls Factor Frt Ftt Protected Satd. Flow (prof) Fit Perrrl t !ci Said. Flow (perm)` Volume (kph) Peak -hour facto Lane Group Flow (vph) Merl: Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green,;g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (r ph) v/s Ratio Prot %Vs Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 . Delay (s) Level of Service Approach Delay (s) Approach LOu" PHF 1900 1900 1900 1900 1900" 1900 4.0 4.0 4.0 4.0 4.0 1,00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.97 0.95 1.00 1.00 0.95 # t 1770 1863 1583 1770 1813 0.27 " 1.00 100 0.70 508 1863 1583 1305 90 83 111 89 0.95 0.95 0.95 0.95 87 117 87 117 94 Perm Perm 95 95 -Pt 7 4 4 8 27.1 27.1 27.1 15.6 15.6 28.1 28.1 281 166 166 0.32 0.32 0.32 0.19 0.19 5.05.0 5.0 5.0 5 t3 3.0 3.0 3.0 3.0 269 594 504 246 c0.03 0.05 0 08' 0.07 0.07 0.35 0.15 0.23 0.38 0.72 22.4 215 221 31.3 " "33 6 1.00 1.00 1.00 1.00 1.00 0.8' 0:1?2 1':ti 7.3 23.2 21.6 22.3 32.3 41.0 CCCCD 22.4 38.6 1813 1+ 2 42 0.95 0.95 202 44 246 Zlignittitt HCM Average ntroi Delay HCM Volume to Capacity ratio Actuated Cycle Length (s), Intersection Capacity Utilization c Critical Lane Group !' 88 0.68 882 72.5% 3.0 c0.14 4\ 1900 19 0 1900 1900:. 1900 1900 4.0 4.0 4.0 4.0 1.00 0.99 095 1770 012 224 7:i 0.95 102 102 1334 pt 5 2 51.1 51.1 2 1 ;52.1 0.59 0.59 4.0 " 5.0 3.0 3.0 236 2067 0.03 c0.38 3499 3499 172 0.95 0.43 0.65 11.9 11.9 1.00 1.00 13 • 07 13.1 12.6 E3 B 12.7 Level of Service" Sum of lest; time (s) ICU Level of Service 0.95 F.0 1.00 {} 95' 1.00 0.98 1770 3483 299 3483 0.95 117 0.95 123 37 1157 0 Perm 6 41.2 41.2 42 2 42 0.48 0.48 5.0' 3.0 3.0 143" 1656i' c0.33 0.95 0.12 0.26 0.69 13.7 18.0 1.00 1.00 14.7 19.2 B B: 19.1 HCM Signalized Intersection Capacity Analysis G:\0421670011Calcs\Synchro12003 Ex Time12211_PM_2003_Ex.sy6 Kimley-Horn and Associates Terrazas de Miami River i• 8/1/2003 HCM Signalized Intersection Capacity Analysis 2003 PM Peak Hour -Existing Timings 3: South River Drive & NW 17 Avenue efr t 1.1 :744ATEAV Lane Configurations ideal Flow(Vphp) Total Lost time (s) Lane UtirFactOr Frt ) ) + ++ 1900 ' 1900 ; -1900 1900, 1900 1900. ' 1900 1900 '1900 '1900 1900 1900. 4.0 4.0 4.0 4.0 4.0 4.0 4.0 1,00 s , 1,00. - :1.00 ' ''' '', ' '1.00 , ''.1.00,' '-' ' - '''''' ' 0.95 '.' ' 1,00 0.94 1.00 1.00 Fit:Prgtgqty.qcli'N.,, '-:r'llY;=.'..':''.:::',:i!21'.;!;g.!' ....,PiiiR7P: 0.95 1.00 Satd. Flow (prot) 1701 1770 1663 pic#606:iti6krii;Riiiii::.,.,..,',,,E:.::.,:,,i,,.:;:i'.,:',igl:i:,:', :;'6A3:',','=!St:':,';'.;',,'''',E'E:.<';::!;'.0.l'.;'=5:*.E:0=1EA00:'.':''''':!:',','.'i,:.1=j;;; .:,.. Satd. Flow (perm) 1453 1000 1863 52 1863 V'0(00iktOki.Y'.fg:i,!i',ik:•:',i'-:::''1'.4:i'.!1:!9V:::::::.,!::',E;!'.:!:-0jq'.',''I1,9:::11!'-tgz':::'.:::. 4.,:,:,!:,.!:::,:i'--3:$'-::...!':,,',70:z:.!:,.,=!'.:i',:::::::':'.!.01:i.::::=:::z:,,:',•0:::'-:.:::::2$'0,i;:i'.:;,';ZOI' Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) Lane Group Flow (vph) Turn Type „.. Protected Phases Permitted Phases 4 Actuated Green, G (s) Etfective Green, g (s) Actuated g/C Ratio C(earanco Time (s) Vehicle Extension (s) Lane Grp Gap (vph) v/s Ratio Prot vic Ratio 1.21 Progression Factor 1.00 96 0 83 23 1 0 179 0 23 1 Perm Perm 17.0 18.0 0.10 5.0 3.0 148 8 0 37 807 0 0 37 807 0 prti-,pt 5 8 2 17.0 17.0 18.0 18.0 0.10 0.10 3.0 3.0 02 90 0.00 0,02 0.23 0.01 73.0 71.4 1.00 1.00 increrneritat. laefirid2'.'' ' ,:....':':? 141 :;,2.,: 1..::':.::::. ,':.:':,...!.,;:.',.:.:.,:,.'..:::Il0...:.: '..ciP.. ....: ..:': .. :: .:.i..l.:...:: . Delay (s) 220.6 74.1 71.4 Level of Service . .:!: :, : ::Ft : !I.':. ' , ;': :: : , , ' E .:: ,: : ..i: E Approach Delay (s) 220.6 74.0 Approach LOS . -.: ' i F,...<:... .:'..:.F' • 1.00 1.00 095 1.00 1770 1863 149.8 149.8 150,8 150,8 0.85 0.85 4.0 5,0 3.0 3.0 109 1589 0.01 c0.43 028 0.34 0.51 60.7 3.4 1.00 1.00 1.9 0.3 62.5 3.6 A 6.2 A HCMAVerage.otottor Delay ' '30.5 . ,HCM Level of Service HCM Volume to Capacity ratio 0.98 Actuated Cycle Length (s) ' ' 176.8 ' Sum of lost time (s) 12.0: Intersection Capacity Utilization 99.2% c Critical Lane Group ' 1.00 0.85 1.00 1,00 3539 1583 1„00 1.00 3539 1583 0 2728 296 0 2728 296 Perm ICU Level of Service 139.1 139.1 140.1 140.1 0.79 0.79 5..0 5.0 3.0 3.0 2804 1254 c0.77 0.19 0.97 0.24 16.6 4.7 1.00 1.00 11.4 0.1 28.0 4.8 C A 25.7 HCM Signalized Intersection Capacity Analysis G:10421670011Calcs\Synchro\2003 Ex Time117SRDPM_2003_ Ex.sy6 Kimley-Horn and Associates Terrazas de Miami River • • • 2003 P.M. Peak Hour Optimized Timings 8/1/2003 HCM Si9natized Intersection Capacity Analysis 2003 PM Peak Hour -Optimized Timings 3: NW 11 Street & NW 22 Avenue Lane Configurations Ideal Flo (vpllpt) Total Lost time (s) Lane Uttl Factc r Frt Fit P; Satd. Flow (prot Fit Perri:° i Satd. Flow (perm Vrlute th) . "' Peak -hour factor, PHF Adj.Plow Lane Group Flow (vph Turn Type Protected Phases Perrrrttte; Actuated Green, G (s) EectiveGt Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Ca h) v/s Ratio Prot V/S Ratio Perrri v/c Ratio Uniform,' Delay, d1 Progression Factor lncrerriental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS (vp 1900 19 0 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 1 00 1.0E 1.0E 1€ 0 .00 1.0E 1.00 0.85 1.00 0.97 770 1863 1583 1770 0.27 506 1863 1583 1305 1813 gi 0.95 95 rl+pt 7 4 28.3 28.3 28.3 16.3 16.3 29.3 1 3 17 3 0.32 0.19 5.0 3.0 3.0 272 596 506 c0.03 0.05 0.95 0.95 87 117 0.32 0.32 5.0 3..0 Perm germ 3.0 0.19 3. c0.14 0.08 0.07 0.07 0.35 0.15 0.23 0.38 0.72 23 2 22.2 229 32 5 1.00 1.00 1.00 1.00 08 0.1 02 .0 24.0 22.3 23.1 33.5 G G C C 23.2 G 1.00 71 41.9 a 39.6 4.0 .00 0.99 217 3499 89 42 9 0.95 0.95 0.95 0.95 4 94 246 0 102 1334 m+pt 5 0.95 53.3 53.3 0.59 0.59 3.0 3.0 0.03 c0.38 0.21 0.41 0.64 12.4 ``123'' 1.00 1.00 1•1 07 13.5 13.0 13.0 0.95 1900 190E 4.0 4.0 10i7 0.9 .00 0.98 770 3483 305 3483 0.95 0.95 37 1157 42.2 42.2 0.47 0.47 5. 5.0. 3.0 3.0 c0.33 0.12 0.26 0.70 14619;1 1.00 1.00 € , t 15.5 20.5 20.4 7 0.95 average Control telay HCM Volume to Capacity ratio Actuated :Cycle Length' (s) Intersection Capacity Utilization c Critical Lane Group 0.68 916 72.5% HCM Level:; of Service Sum; of lost time. (s) ICU Level of Service 16,0. C HCM Signalized Intersection Capacity Analysis G:1042167001 \Gales\Synchro12003 Opt Time122_11 _PM_2003_Opt.sy6 Kimley-Horn and Associates Terrazas de Miami River ane Configurations 40 t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Utir Factor 1:00 1.00 1.00 Frt 0.94 1.00 1.00 Fit Protected Satd. Flow (prat) 1701 Fit Permitted 0.83.. Satd. Flow (perm) 1453 Volume (vph)- '' 91 0 0.95 0.95 0.95 96 0 0 179 Perm 8/1/2003 HCM Signalized Intersection Capacity Analysis 2003 PM Peak Hour -Optimized Timings 3: South River Drive & NW 17 Avenue Peak -hour factor, A€j Flow (vph) Lane Group Flow (vph) Turn Ty e Protected Phases Permute Phases Actuated Green, G (s) Etfecttve Greene; 9 (s) Actuated g/C Ratio Oleara o e Ttrrie` (s) , Vehicle Extension (s) L:ne $r Cap (vph) v/s Ratio Prot v/s Hatto Perm v/c Ratio Ur iforrn ;Delay, c 1 Progression Factor 1ripremental ©el y, ci2 Delay (s), Level of `Service' Approach Delay (s) Approach LOS PHF HAM Auerage CpntR t3elay HCM Volume to Capacity ratio Actuated'Cycle Length`;(s) Intersection Capacity Utilization c Critical Lane Group 20.4 214 0.12 5<0 3.0 175 c0.12 1.02 781 1.00 74.1 152.3 152.3 F 0 0.97 1777 99.2% 0.95 0.95 23 20.4 20.4 0.12 0.12 5.0 _0 3.0 3.0 123 : 24 0.00 002 0.19 0.00 70.3 ...:8 1.00 1.00 0.7 „[ 0 71.1 68.8 E E 71.0 E 900. 1900. 1900 4.0 4.0 1.00 1 00, 1.00 1.00 096 100 1770 1863 51 1863 0.95 0.95 0.9 0 37 807 0 37 807 rn±pt 5 2 147.3 148.3 14 0.83 0.83 900 4.0 1t70 0.85 .00 3539 1583 00 1583 81 0.95 0.95 0.95 0.95 96 2728 296 Perim 3.0 3.0 74>1555.. 0.01 c0.43 0.41 0.50 61 1.00 66.5 0.52 4.3 1.00 0.3.; 4.6 E 7.3 HGM Leevel of Service Sum.. cif lost:: t!me (s) ICU Level of Service 0 0.79 5€j 3.0 2810 c0.77 0.97 16.4 1.00 11:t1 27.5 C 25.3 6 140.1 41.1 0.79 5.0 3.0 1257 0.19 0.24 46 1.00 0.1 4.7 A HCM Signalized Intersection Capacity Analysis 3539 Terrazas de Miami River G:10421670011Calcs\Synchro12003 Opt Tirne117 SRD_PM_2003_Opt.sy6 Kimley-Horn and Associates • • APPENDIX F: Growth Rate Calculations 0 I Print Date: July 30, 2003 Florida Department of Transportation Transportation Statistics Office Historical AADT Report County: 87 DADE IE 1166 SR 9/SW/NW 27 AV, 200' N NW 17 ST MP Year AADT Direction 1 Direction 2 I 2002 C 52,500 N 27,000 N 28,Sflfl S 25,500 2001 C 54,500 S 26,000 2000 C 55,000 N 26,500 S 28,500 1999 C 52,000 N 27,000 S 25,000 I 1998 C 53,500 N 26,040 S 27,500 1997 C 51,000 N 25,500 S 25,500 1996 C 51,500 N 26,500 S 25,000 I 1995 C 46,500 N 23,500 N 2I ,000 S 23,000 1994 C 43,000 S 22,000 1993 C 40,000 N 19,000 S 21,000 I 1992 C 37,000 N 19,000 S 18,000 1991 41,720 N 20,619 S 21,141 1990 45,364 N 23,534 S 21,830 1989 45,790 N 22,905 S 22,885 I 1988 44,975 N 22,280 S 22,695 1987 46,208 N 25,000 S 21,208 1986 44,280 N 22,415 S 21,865 I1985 40,671 N 21,402 S 19,269 i I* 1• 1 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 • 60000 50000 ca c N OI 40000 s ar 30000 a. 20000 - 10000 0 1998 TRAFFIC TRENDS SR 9 -- North of NW 17th Street Observed Count *"'•Fitted Curve 2003 2008 2013 Year 2018 County: Station #: Highway: Miami -Dade County 87-1166 SR 9 2023 ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2002 to Design Year): Printed: 50 0.4% 0.09% 0.09% 30-Jul-03 Straight Line Growth Option Traffic (ADT/AADT) Year Count* Trend** 1998 1999 2000 2001 2002 53500 52000 55000 54500 52500 53400 53500 53500 53600 53600 2006 Opening Yea. Trend 2006 N/A 53800 2007 Mid -Year Trend 2007 N/A 53900 2008 Design Year Trend 2008 N/A 53900 TRANPLAN Forecasts/Trends *Axle -Adjusted Print Date: July 30, 2003 lib i County: 87 - DADE Florida Department of Transportation Transportation Statistics Office Historical AADT Report 0 0552 SR 9/SW/NW 27 AV, 200' S SR 836/DOLPHIN EXPWY Year AADT Direction 1 Direction 2 2002 C 59,000 N 24,500 S 34,500 2001 C 56,000 N 24,500 S 31,500 2000 C 57,000 N 24,500 S 32,500 1999 C 58,500 N 25,500 S 33,000 1998 C 63,000 N 29,000 S 34,000 1997 C 55,500 N 24,500 S 31,000 1996 C 53,500 N 23,500 S 30,000 1995 C 51,000 N 30,500 S 20,500 1994 C 42,000 N 20,500 S 21,500 1993 C 49,000 N 24,000 S 25,000 1992 C 47,000 N 23,500 S 23,500 1991 47,889 N 23,673 S 24,216 1990 51,160 N 26,184 S 24.976 1989 46,616 N 23,033 S 23,583 1988 42,077 N 20,785 S 21,292 1987 41,962 N 22,019 S 19,943 1986 46,666 N 20,745 S 25,921 1985 45,748 N 20,704 S 25,044 1984 39,968 N 18,299 S 21,669 1983 40,402 N 18,790 S 21,612 1982 43,130 N 20,640 S 22,490 1981 44,330 N 21,500 S 22,830 1980 44,890 N 21,200 S 23,690 1979 38,946 N 18,868 S 20,078 1978 41,432 N 19,535 S 21,897 1975 42,646 N 0 S 0 1973 38,899 N 0 S 0 1972 34,816 N 0 S 0 1971 39,697 N 0 S 0 1970 42,006 N 0 S 0 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page • • 60000 50000 .) d • 40000 L 30000 ar ' 20000 10000 1998 TRAFFIC TRENDS SR 9 -- South of SR 836 2003 2008 2013 Year 2018 ** Annual Trend Increase: -1,050 Trend R-squared: 38.3% Trend Annual Historic Growth Rate: -1.73% Trend Growth Rate (2002 to Design Year): -1.86% Printed: 30-Jul-03 Straight Line Growth Option County: Station #: Highway: 2023 Miami -Dade County 87-0552 SR 9 Year Traffic (ADT/AADT) Count* Trend** 1998 63000 60800 1999 58500 59800 2000 57000 58700 2001 56000 57700 2002 59000 56600 200: Opening Yeah Trend 2006 N/A 52400 2007 Mid -Year Trend 2007 N/A 51400 2008 Design Year Trend 2008 N/A 50300 TRAMPLAN Forecasts/Trends *Axle -Adjusted • • 0 APPENDIX G: Volume Development Worksheets VOLUME DEVELOPMENT SHEET NW 17th Avenue @ South River Drive PM PEAK HOUR Description NW Left 17th Avenue Southbotmd South Left River Drive Westbound Right Left NW 17th Avenue Northbound Right South Left River Drive Eastbound Right Through Right Through Through Through Observed (07/24/2003) 0 2469 268 21 1 202 33 730 0 87 0 75 Peak Season Factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 2003 100th Highest 0 2592 281 22 1 212 35 767 0 91 0 79 Annual 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 Growth 0 39 4 0 0 3 1 12 0 1 0 1 2006 Background Traffic 0 2631 285 22 1 215 36 779 0 92 0 80 Project Traffic 0 0 13 0 12 0 11 0 0 12 0 11 2006 Total Traffic 0 2631 298 22 13 215 47 779 0 104 0 91 •\042J6700J\rn!c,\eouflts\/rFpwxjJf7&srd 8/1/2003 8:58 Kimtey-Horn and Associates, Inc. Copyright ©2003. Kimley-Horn and Associates, Inc. i i• VOLUME DEVELOPMENT SHEET NW 22nd Avenue @ NW llth Street PM PEAK HOUR NW 22nd Avenue NW I 1th Street NW 22nd Avenue NW llth Street Description Southbound Westbound Northbound Eastbound Left Through Right Through Through Through Left Right Left Right Left Right Observed{07/24/2003) Peak Season Factor 33 935 111 85 183 40 92 1116 90 86 79 106 2003 100th Highest 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 35 982 117 89 192 42 97 1172 95 90 83 111 Annual Growth Rate Background 0.57e 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0,5% 0.5% 0.5% 1 15 2 1 3 1 1 18 1 1 1 2 Growth 2006 Background Traffic 36 997 119 90 195 43 98 1190 96 91 84 113 Project Traffic 16 0 0 9 7 10 0 0 15 0 11 0 2006 Total Traffic 52 997 119 99 202 53 98 1190 111 91 95 113 S042167001\ca1(coWU/[1,fl(X(]j 1 &22 8/12003 8:58 11111111 Kimley-Horn Ibabi r and Associates, Inc. Copyright 12 2003, Kimley-Ham and Associares. Azc • • • APPENDIX H: Future Conditions (2006 With Project) SYNCHRO 5.0 Outputs • 2006 (With Project) PM Peak Hour Existing Timings o 8/1/2003 HCM Signalized intersection Capacity Analysis Lane Configurations Ideal Flow (vphp ) Total Lost time (s) Le Utt1:=Ito° Frt Fft Prote Satd. Flow (prot Fit'Pernfi ted ` Satd. Flow (perm) Volume (vpn) Peak -hour factor, PHF Adj Flow .(vph) Lane Group Flow (vph) 96 Turn Type prrt p Protected Phases 7 Perrnittes F hases Actuated Green, G (s) 28.0 Effeetive r :en, (s) :.' 29 0.: Actuated g/C Ratio 0.32 Clearance; Time ;(s) Vehicle Extension (s) (aperr dap (uph) v/s Ratio Prot v/s Ratte .Perry .. . v/c Ratio Llr iform E elay, di • 22.5 Progression Factor 1.00 lncrementat Delay, d2 0 9 Delay (s) 23.4 Level of Service C Approach Delay (s) Apj roach L OS 1900 1900 1 9i00 1900 1900 1900. 4.0 4.0 4.0 4.0 4.0 100 1 Ott 1.00 "l. t0 1= 00 • 1.00 1.00 0.85 1.00 0.97 9 1:0 1770 1863 0251 00 1'.0' 461 1863 91 95 0.95 0.95 4 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 1583 1290 1805 2006 PM Peak Hour -Existing Timings 3: NW 11 Street & NW 22 Avenue t r i 900 1900 1900 ;` 4.0 4.0 0 95 .00 0.99 0 1 3 99 2(2 53 98 1190 11 ' 0.95 0.95 0.95 0.95 0.95 0.95 0.95 119 ..104 213 56 '103 1253, 100 119 104 269 0 103 1370 0 55 Perm Perm pm+pt 4 8 5 4.0 4.0 1.00 0.98 4 28.0 28.0 16.6 6.6 0.32 0.32 0.20 0.20 5.0 . 50 50 0 3.0 3.0 3.0 3.0 3.0 25i_ 60 514 254 356 ... c0.03 0.05 c0.15 0 09` 0.08 0.0B 0.37 0.17 0.23 0.41 0.76 21:5 22€l 31'.3 3'3:8 1.00 1.00 t00 1.00 51.3 52.3 0.59 0.59 4.0 5.0 3.0 3.0 2265 2046 0.03 c0.39 0.24 0.46 0.67 12.5 12.6 1.00 1.00 51.3 0.1 0.2 1:1 8.8 1.5 0.8 21.6 22.2 32.4 42.6 13.9 13.5 CCCD 8 B 22.4 39.8 13.5 C D B. 19.5 0.66 883 74.9% vel f Service Sum.af lost time (s) ICU Level of Service 12.0 C 0.95 "errs`. 0.95 41.5 41.5 0.48 0.48 3.0 3.0 0 1658 0.34 020 0.42 0.71 15 4 18.5:` 1.00 1.00 2 2-.: 1 4::. 17.6 19.9 B B 19.8 9 0.95 5 HCM Signalized Intersection Capacity Analysis G:10421670011Ca1cs\Synchro12006 TL Opt Time122_11_PM_Proj_Ex.sy6 Kimley-Horn and Associates Terrazas de Miami River 8/1/2003 HCM Signalized Intersection Capacity Analysis 2006 PM Peak Hour -Existing Timings 3: South River Drive & NW 17 Avenue Lane Configurations Ideal Flow (yphp» Total Lost time (s) Lane Utit Fact€ r Frt F.it. Prete ted. Satd. Flow (prot Fit:: Perrot Satd. Flow tfgItt Peak -hour factor, PHF tdt Flog (vph€) Lane Group Flow (vph) Turn Ty Protected Phases Permitt ; Phas s Actuated Green, G (s) Etlecttve Green, g (s)' Actuated g/C Ratio Clearance Tirne'(s) Vehicle Extension (s) Lane t p Caph). v/s Ratio Prot vfs: Ratio Perm v/c Ratio Uniform Delay I.1• Progression Factor Incremental belay, rf2 Delay (s) LRevet of Service' Approach Delay (s) Approach QS 1900 1900 1900 4.0 1.00 0.94 .. 0,95 HCM Average Control Clelay HCM Volume to Capacity ratio Actuated' Cycle"Length (s) Intersection Capacity Utilization c Critical Lane Group' 1700 1770 1863 0.83 1.00 1442 992 1863 91 0.95 0.95 t . 96 17.0 180 0.10 5.0 3.0 147 c0.14 1.39 79.5 1.00 2135 293.1 293.1 F 0.95 °23 0 23 33.3 1.02 1771 101.8% 1900 1900 4.0 4.0 9 1900 .1900. 1900'. 4.0 4.0 1.00 1.00 .00 • 1.00 1.00 00" 1770 1863 1 00 52 1863 47 779 0 0.95 0.95 0.95 0.95 0.95 820. 14 0 49 820 Pt 5 2 17.0 17.0 1 0 18,0 0.10 0.10 5.0 50 3.0 3.0 101 189 0.01 002 0.23 0.07 73.2 72.0 1.00 1.00 2 02 74.3 72.2 E E 73.5 150.1 150,1 1 1 51," 0.85 0.85 3.0 3.0 0.02 c0.44 0•36: 0.44 8.0 1.00 2.7 86.7 HCIVI Level of Serve Sum of lost time (s) ICU Level of Service 0.52 3.4 • 1.00 03` 3.7 A 8.4 0 12.0 ++ 1900 1900 4.0 0.95 0 t900 4.0 1.00 00 0.85 1.t)ti 1 „00 3539 1583 1..0 1 A)0 3539 1583 298 0.95 0.95 2769 314 2769 314 Perm 6 39.1 139.1 0 1401 0.79 0.79 5:0 3.0 3.0 1252 c0.78 020 0.99 0.25 17. 48 1.00 1.00 14.3 0.1 32.1 4.9 C: 4 29.3 HCM Signalized intersection Capacity Analysis Terrazas de Miami River G:10421670011Calcs\Synchro12006 TL Opt Time117_SRD_PM_Proj_Ex.sy6 Kimley-Horn and Associates • It • 2006 (With Project) PM Peak Hour Optimized Timings • 8/ 1 /2003 HCM Signalized Intersection Capacity Analysis Lane Configurations Idea! Florio (vphpf) Total Lost time (s) Lane Uttf _ Factor Frt F#t Protetedt= Satd. Flow (prot Fft Perm tte i Satd. Flow (perm) Volume (tp# } Peak -hour factor, PHF Adj Flow (vph) Lane Group Flow (vph) Turn Type Protected Phases Per'rmttiedPhases Actuated Green, G (s) Effective Green=..__ Actuated g/C Ratio C[earance Time- (s). Vehicle Extension (s) Lane Grp,Gap (yph) v/s Ratio Prot vls Ratio Perm . v/c Ratio Uniform Detay, d Progression Factor Incremental Delay, d2 Delay (s) Level of. Service Approach Delay (s) Approach'L.OS 190E 19001900 1900 4.0 4.0 4.0 4.0 1 ti0 1.00` 1.00 .... ... ... .................. 1.00 1.00 0.85 1.00 0.97 9' 100; 1770 1863 1583 1770 1805 1,00. 1.00 479 1863 1583 26.2 26.2 27 2' 27. 27F 0.31 0.31 0.31 5.0 ` 5.0 5 C 3.0 3.0 3.0 23€3 c0.03 0.05 c0.15 010 0:08 ,008, 0.42 0.17 0.24 0.40 0,74 23.E 22,1' 22.6 30 4 3 8 1.00 1.00 1.00 1,00 1.00 1.2. 01' t?: 10 .7 :. ?' 24.2 22.2 22.8 31.4 40.5 C' C' :0' 23.1 4.0 1290 1805 {12 0.95 0.95 04 13 104 269 `e# Chi f CM Average Ci rol Delay, HCM Volume to Capacity ratio Actuated 'Cycle 'Length (s), Intersection Capacity Utilization c Critical Lane Group 0.70 877 74.9% 0.20 0.20 3.0 3.0 38.0 L 0' 2006 PM Peak Hour- Optimized Timings 3: NW 11 Street & NW 22 Avenue 4 900. '1900 ' 1900 1900 190Ct 4.0 4.0 4.0 1 00 0.96.', 1.00 :.- 0.99 00 770 3494 00. 215 3494 190 0.95 0.95 1253 117 1370 0.60 0.60 4.0 5:0 3.0 24 0.03 c0.39 0.22. 0.42 0.65 117. 11 1.00 1.00 12 12.9 12.4 B B 12.4 Sum ;of lost time (s): ICU Level of Service 3.0 16.E C i00 1900 4.0 1.00 0.98 0 95 1:00 1770 3483 290 3483 40.9 40.9 1 9 0.48 0.48 3.0 3.0 0.40 0.71 14,7 18.0: 1,00..: 1,00 1.9'' 1' 16.6 19.4 19.3 HCM Signalized Intersection Capacity Analysis G:\042167001\Calcs\Synchro12006 IL Opt T€me\22._11_PM_ProLOpt.sy6 Kimley-Horn and Associates Terazas de Miami River 0 8/1/2003 HCM Signalized Intersection Capacity Analysis Lane Configurations Ideal Flow (vplpl) Total Lost time (s) Lane.Util Factor Frt FIt Protected Satd. Flow (prot fit Perm tte Satd. Flow (perm) olrrr3e:vp) Peak -hour factor, PHF Adf FI (vpft) , Lane Group Flow (vph) Tum Tye Protected Phases F ermitted Phases Actuated Green, G (s) l*i f ecttve Greertr 9. (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane C rp Gap: (vpft) v/s Ratio Prot Ws; Ratio Perrn v/c Ratio Urrrform Delay, ,di Progression Factor Increrner taf y, Defd2 Delay (s) Levelof Service' Approach Delay (s) Approach LOS 1900 1900 1900 4.0 1.0 0.94 1700 :83 1442 104 0 91 0.95 0.95 0.95 109 0 96 0 205 0 2006 PM Peak Hour- Optimized Timings 3: South River Drive & NW 17 Avenue 1900 1900 1900 4.0 4.0 1=00 1.00 1.00 1.00 .95 1; 00 1770 1863 054 1.00 1007 1863 22 13 0 0.95 0.95 0.95 23 14 , 0 23 14 Perm HCM A .eradO- Co ltref Delay' HCM Volume to Capacity ratio Actuated Cycle Length''(s) Intersection Capacity Utilization c Critical Lane Group 22.0 0.13 50 3.0 186 c0..144 1.10 776.. 1.00 960 173.6 F 173.6 F. . 345 1.01 1782 101.8% 0 0 22.0 22.0 23.0 23.0 0.13 0.13 5.0 5 0 3.0 3.0 1.30 240 0.01 0.02 0.18 0.06 69.2 68.1 1.00 1.00 0.7 0.1 69.8 68.2 E E 69.2 4\ 1900 ' .1900 ` 190f 4.0 4.0 1.0 100 1.00 1.00 0 95 1 00 1863 0.03 1.00 52 1863 47 779 0 0.95 0.95 49 820 49 820 ptn-Ept 5 2 146.2 146.2 147.2 1472 0.83 0.83 4.0 5.0 3.0 3.0 74 1539 0.01 c0.44 0.54 0.66 0.53 61.0 4.8 1.00 1.00 200.: ': 0.4 81.0 5.2 F A 9.4 1770 0.95 0.95 ft 900 1900 4.0.. 0 95 s i9or ro 4.0 €30 1.00 0.85 100 100 3539 1583 1 1:0 3539 1583 8' 2631 298 0.95 0.95 0; 2769 3.14 0 2769 314 HC1l Level of SeRlce Sum of lost time (s) ICU Level of Service 12.0 139.0 139.0 14t1: ..1400 0.79 0.79 5.0 5.0 3.0 3.0 2780 1244 c0.78 0.20 1.00 0.25 18:8 5:1 1.00 1.00 5.2 A HCM Signalized Intersection Capacity Analysis G:10421670011Calcs\Synchro12006 IL Opt Time117_SRD_PM_Proj_Opt.sy6 Kimley-Horn and Associates Terrazas de Miami River • • APPENDIX I; Project Driveway Analysis • • • • Turning Movement Count Data TURNING MOVEMENT COUNT DATA NW 18th Place @ NW South River _Drive PM PEAK HOUR TIME PERIOD 4:00PMto4:I5PM 4:.i 5 PM to 4:30 PM 4:30 PM to 4:45 PM 4:45 PM to 5:00 PM Hit TOTAL 5:00 PM to 5:15 PM 5:15 PM to 5:30 PM 5:30 PM to 5;45 PM 5:45 PM to 6:00 PM FIR TOTAL 2-1-IOUR TOTAL PEAK HOUR 4:30 PM to 5:30 PM • g3042.167001Wiesitountsyrrnc p1 & p2.xlsftmc 87152003 7:58 NW South Rives Drive 1Vestbound Left Through Right NW 18th Place Northbound Left Through Right NW South River Drive Eastbound Left Through Right 1 16 0 0 2 28 2 2 5 0 2 33 I 35 0 1 24 1 1 42 1 I 22 1 6 119 4 4 99 2 1 40 1 3 0 35 2 59 2 2 40 1 34 4 0 1 20 0 1 37 1 1 22 1 4 176 4 6 lEl 7 10 295 8 10 210 9 4 I74 5 6 j 1I5 8 min Kimley-Horn and Associates, Inc. Copyright © 2003, K rnley-Horn and Associates, Inc. • • • Volume Development Sheets i i• i i VOLUME DEVELOPMENT SHEET Main (East) Project Driveway @ NW South River Drive PM PEAK HOUR Description Observed (8/14/03) Peak Season Factor* 2003 100th Highest Annual Growth Rate Background Growth 2006 Background Traffic Project Traffic 2006 Total Traffic Main (East) Project Driveway Southbound Left Through Right 0 1.04 0 1.04 0 0 0.5% 0.5% 0 0 0 0 18 20 18 20 NW South River Drive NW l8th Court Westbound Northbound Left Through Right Left Through Right 174 1.04 181 0.5% 3 184 1 30 185 30 1 1.04 0.5%v 2 1.04 NW South River Drive Eastbound Left Through Right 115 1.04 2 I 120 0.5%, J 0.5% 0 0 1 2 0 0 2 2 122 33 1 33 123 * Peak Season Factor o • a d from FDOT's Florida Traffic Information CI) for 8/14/02. Si6700J c U5V(nic p/ & p2 xls/. rd & main project driveway 8/1 5/2003 10-14 ® kimley-Horn ® Fri and Associates, Inc. copyright.© 2003, Kirnley-Hon: and ATS'OcialCS, Inc. i i• i i i i VOLUME DEVELOPMENT SHEET NW 18th Place @ NW South River Drive PINT PEAK IlOUR Description Observed (8/14/03) Peak Season Factor` 2003 I00th Highest Annual Growth Rate Background Growth 2006 Background Traffic Project Traffic 2006 Total Traffic NW South River Drive Southbound Westbound Left Through Right Left Through Right 4 174 1.04 I.04 NW 18th Place Northbound Left Through Right 4 181 0.5% 0.5% 0 3 4 184 0 21 4 205 5 6 1.04 1.04 5 6 NW South River Drive Eastbound Left Through Right 0.5% 0.5% 0 0 5 6 0 0 5 6 115 8 1.04 1.04 120 8 0.5% 0.5% 2 0 122 8 34 0 156 8 * Peak Season Factor obtained from FDOT's Florida Traffic Information CD for 8/14/02. .21670011rn4's'v-ounrsl(to e p1 & p2:as/srd & 18th place 8/15/200310:14 ®� Kimley-Horn ® and Associates, Inc. i Copyright P 2003. Kimley-Horn arid Associates, lrsc. i• VOLUME DEVELOPMENT SHEET Service (West) Project Driveway @ NW South River Drive PM PEAK HOUR Description Service (West) Project Driveway NW South River Drive ISouthbonnd Westbound Left Trough Right Left Through Right Observed (8/14/03) Peak Season. Factor* 2003 100th Highest Annual Growth Rate Background Growth 2006 Background Traffic Project Traffic 2006 Total Traffic 0 0 1.04 1.04 0 0 0.5% 0.5% 0 0 0 1 0 174 1.04 181 0.5% 3 184 20 204 * Peak Season Factor obtained from FDOTs Florida Traffic information CD for 8/14/02. i2167JVafrounVne PI & p2.xlijsrd & sery project driveway /t/15/2003 10:14 NW South River Drive Eastbound Left Through Right 115 1.04 120 0.5% 2 122 2 33 2 155 :ii ®n Kimley-Horn ® and Associates, Inc. Capyriglu 02003, Kitnlev-Horn andAssoctates, 1rsc. • N • Future Conditions (2006 With Project) SYNCHRO 5.0 Outputs 8/15/2003 i i i i HCM Unsignalized intersection Capacity Analys1sNW South River Drive & Main20PM Peak Hour (Wes) Project Driveway Lane Configurations Grade Volume /f Peak Hour Factor 0eu y flow 'af Pedestrians Lan tcfl Walking Speed (ftls) Percei 8(ic a Right turn flare Med Median storage veh Upstrearrtal {p�(X, /pllattofo�nc unblockedr/�j� ve,'ctst�fftttn, `,y'1liyji}.y. vC1, stage 1 conf vol WW e, 5 vCu, unblocked vol 4- 0% 0% .... ........ .... :<..::�- 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 34 425 423 217 tC, 2 stage (s) �... p0 queue free /97 100 ...-.s_:�$v e, P . -�....:..,.�;,�_,:�_...:�.'� 3 i00 Volume Left cSH VOA Queue Length (ft) Gaptrolfleiaj- Lane LOS yY�,}(�[ry Approach LOS Average Delay ntersecforCaacit 1334 1700 7f6 650 2 t11 Zatior :` <: G:1042167001 iCalcslSynchro12008 TL OptimelPl&PII1Drivewa .s 6 Terrazas de Miami River kimleylvi7-ff51 y Y Kimley Horn and Associates I I i I i i I i 1 p0 queue free 8/15/2003 HCM Unsignalized Intersection Capacity Analysis Lane Configurations Srgr �.: ire Grade Peak Flour Factor Houri`fla ra Pedestrians Larey ilrclt Walking Speed (Ws Percent Right turn flare Median storage veh E s:ei: pX, platoon unblocked vC1, stage 1 conf vol v 2, sta e vCu, unblocked vol i I I I I I I tC, 2 stage 405 174 99 99 2006 PM Peak Hour 2: NW South River Drive & NW 18th Place Volume Left VPIWOO cSH Queue Length (ft) Lane LOS Approach LOS ARM Average Delay intirsecrja'h" C �a m 0.4 Terrazas de Miami River G:10421670011Calcs\Synchro12006 IL Opt Time\Pl&Pll\Drivewaysy6 Kimley-Horn and Associates kimleylv17-ff51 i 8/15/2003 2006 PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 3: NW South River Drive & Service (West) Driveway --* 1-- \ Lane Configurations Sign° oritro Grade Vo[ume { Peak Hour Factor Hourly:A1Eovr`:=iraf(ve Pedestrians Laneii4WW0tik# Walking Speed (ftls) Pe'rcen Bl ck ery Right turn flare (veh e440yp£ ._ Median storage veh psaRazr °s% j. pX, platoon unblocked vC1, stage 1 conf vol 0% 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 u, unblocked Vol 223 tC, 2 stage (s) p0 queue free % eM Volume Left VOW cSH u QueueLength trol_e[a Lane LOS IpfirQ ch o.a' Approach LOS Average Delay 100 395 222 G:10421670011Calcs\Synchroi2OO6 TL Opt Time\PI&P111DrivewaY .sY6 Terraoasn and d Ass mRiver kimleylvl7-ff51 Kimiey Horrn ciates i • • • Kimley-Horn and Associates, Inc. Memorandum To: Raj Shanrnugam, P.E. From: Greg Kyle, AICP Copy: Lilia Medina Date: April 28, 2004 Response Date: N/A Subject: Terrazas de Miami River — Residential Condominium Development Class II/MLTSP Traffic Impact Analysis Review Response to Comments We received your comments pertaining to the above referenced project on April 27, 2004, via facsimile. We thank you for immediately meeting with us to discuss the comments. The purpose of this memorandum is to provide a response to your comments consistent with the discussion in our meeting earlier today. We offer the following responses: 1. The PM peak hour volumes for two of the three study corridors were interpreted incorrectly for both existing (2003) and future (2006) conditions. In order to provide for a conservative analysis, the volumes from each individual corridor's P.M. peak hour were utilized in the analysis. Per our discussion, all future Class II/MUSP traffic analyses will be conducted using an overall study area P.M peak hour. 2. The Software Package SYNCHRO used to analyze the Level of Service (LOS) for signalized intersection was run with incorrect volumes for both existing (2003) and future (2006) conditions. According to the review comment memorandum, two (2) specific study intersections were identified as having errors. The analysis at the intersection of NW 11 `� Street and NW 22"d Avenue was noted to have the incorrect southbound right -tuning volumes. A review of the report indicates that all the existing (2003) condition intersection analyses were performed with the correct volumes. However, the figure illustrating these volumes (Figure 2) was incorrect. A revised Figure 2 is attached. TEL 954 739 2233 FAX 954 739 2247 Suite 157 5100 N.W. 33rd Avenue Ft. Lauderdale, Florida 33309 • • • Fr! Kimley-Horn and Associates, Inc. Mr. Raj Shanmugam, P.E., April 28, 2004, Pg. 2 Additionally, the comment memorandum noted the absence of the westbound right -turning volumes in the intersection analyses performed for NW South River Drive and NW 17th Avenue. This movement was excluded in the existing and future conditions analyses. Field information indicates that the westbound right - turn movement operates under free flow conditions at this intersection with an exclusive northbound receiving lane on NW 17th Avenue. Therefore, the westbound right -turn movement is not under signalized control at this location and was properly excluded from the analyses. 3. The PM peak hour intersection LOS was referred to the wrong parameter (V/C radon) for both existing (2003) and future (2006) conditions. Tables in the report summarize both the LOS and the V/C ratio at each intersection. However, the LOS presented in the report was based upon intersection delay. The V/C ratio was provided for informational purposes only. In future Class II/MUSP analyses, the overall intersection delay will be indicated in the tables rather than the V/C ratio. 4. The ITE/City of Miami vehicular occupancy adjustment factor was calculated incorrectly in the report. The report assumed a 16% vehicular occupancy adjustment factor. Per our discussion, the more appropriate adjustment factor for this analysis is 14%. A review of the trip generation calculations indicate the new adjustment factor would result in three (3) additional vehicular trips and five (5) additional person - trips. These additional trips generated by the site are minimal and will have little or no impact on the results of the analysis. In future Class II/MUSP analyses, the appropriate adjustment factor (14%) will be utilized. a N A co `---- 4 2 j1�. NW l 1 th Street 11141114114440444% Ar. 111" 83 -O' n N u� 11 �r.� XX x,xxx 111:1orn SITE l Dolphin Expressway (S.R. 836) LEGEND P.M. PEAK HOUR VOLUMES (VEHICLES) P.M. PEAK HOUR VOLUMES (PERSON -TRIPS) N CO to N NW South River Dr, 1,628 --110. 91 79 NW 7th Street 212 (Free --Flow) 22 r- Lo FIGURE 2 2003 PEAK SEASON TRAFFIC VOLUMES Kimsey -Horn and Associates, Inc,