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HomeMy WebLinkAboutTraffic Impact AnalysisC. SUFFICIENCY LETTER / TRAFFIC IMPACT ANALYSIS MIADOCS S88978 I 03/02/2008 18:42 F5.X CIRS ktIOD2/002 URS March 2, 2006 Ms.. Lille I. Medina, MCP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2nd Avenue (10t Floor) Miami, Florida 33130 Re: Tfzlano Phase 2 (WO # 147) Sufficiency Letter Dear Ms. Medina: Via Fazjnd US Mali Subsequent to our January 13, 2008 review comments for the subject project, we have received a revised traffic report along with a 'formal response from Kimley-Hare and Associates Inc. (KHA) an February 20. 2006. We have also received a revised site plan and a satisfactory letter (via e-mail) from FDOT Planning office. Photocopies of the response letter, site plan and the e- mail from FDOT are attached herewith. At this time, we conclude that the revised traffic report along with the subsequent submittal meets all the traffic requirements and the report Is found to be sufficient. Should you have any questions, please call Qum Masood or me at 954.739.1881, Sincerely, U - -�� • • filen Southern R- Shanmugam, P.E. Se for Traffic Engineer Attachment Cc: Mr. Kevin Waffonl Planner ll, City of Mlarrrl Planting (Fax - 305.4184443) Mr. Manny A. Vega, Engineer1, City or Miami Zoning (Fax -305.4f 6.2153j Mr. John McWilliams, PE, Kimley-klom and Associates, Inc. (KHA) URS Corporittan Lakeshore Complex 51.00 NW 33►d Avenue, Suite 150 Fort Lauderdale. fL 33309-S37S Tal: 9'34,739.1381 Fee: 954.1.39.1199 03/02/06 THU 17:33 (TI/Ra NO 7975] ■ Revised Traffic Impact Analysis for Submittal to the City of Miami Tiziano Phase II Miami, Florida Prepared for: Edgewater, LLC Miami, Florida Prepared by: Kimiey-Horn and Associates, Inc. Fort Lauderdale, Florida ©2005 Kimley-Horn and Associates, Inc. January 2006 042785000 Kimley-Horn and Associates, Inc. Revised Traffic Impact Analysis for Submittal to the City of Miami Tiziano Phase II Miami, Florida Prepared for: Edgewater, LLC Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida 02005 Kimley-Flom and Associates, inc. January 2006 042785000 ❑—o and Associates, Inc. Traffic Impact Analysis TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 7 Level of Service Standard 7 Transportation Corridor Level of Service Methodology 7 Intersection Level of Service Methodology 8 EXISTING CONDITIONS (2005) CAPACITY ANALYSIS 9 Transportation Corridors 9 Intersections 14 BACKGROUND TRAFFIC 15 Background Area Growth 15 Committed Developments 15 PROJECT TRAFFIC 16 Existing and Proposed Land Uses 16 Project Access 16 Trip Generation 16 Trip Distribution and Assignment 18 TOTAL (2009 WITH PROJECT) TRAFFIC 20 FUTURE CONDITIONS (2009) CAPACITY ANALYSIS 22 PROJECT DRIVEWAY ANALYSIS 25 TRANSPORTATION CONTROL MEASURES PLAN 26 CONCLUSIONS 27 G:1042785000-Tizian o1REV ISED1Report\TIA 1.doc Page - i January 2006 a—o �- and Associates, Inc. Traffic Impac! Analysis Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: Appendix I: LIST OF APPENDICES Methodology Correspondence Traffic Count Data Miami -Dade Transit Data Existing Conditions (2005) SYNCHRO 6.0 Outputs Growth Trend Analyses Cardinal Trip Distribution Volume Development Worksheets Future Conditions (2009 With Project) SYNCHRO 6.0 Outputs Driveway Queuing Analysis LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: Intersection Lane Configurations 4 Figure 3: 2005 P.M. Peak Hour Traffic Volumes 6 Figure 4: Project Trip Distribution & Assignment 19 Figure 5: 2008 P.M. Peak Hour Total Traffic 21 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds 8 Table 2: 2005 P.M. Peak Hour Roadway Volumes 9 Table 3: 2005 P.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard 11 Table 4: 2005 P.M. Peak Hour Miami -Dade Transit Conditions — NE 20th street 12 Table 5: 2005 P.M. Peak Hour Transportation Corridor Segment Conditions 13 Table 6: 2005 P.M. Peak Hour Intersection Conditions 14 Table 7: Proposed Trip Generation 17 Table 8: Cardinal Trip Distribution 18 Table 9: Future (2009) P.M. Peak Hour Transportation Corridor Segment Conditions 23 Table 10: Future (2009) P.M. Peak Hour Intersection Conditions 24 G:\042785000-Tiziano\R.EV1SED\Report1TlA1.doc Page - II January 2006 ❑god Assodates, Inc. Traffic Impact Analysis INTRODUCTION Edgewater, LLC is proposing to construct a mixed -use development located at NE 23rd Street and NE 41h Avenue in Miami, Florida. Figure 1 depicts the location of the project. The project proposes to construct 55 residential condominium units, 2,400 square feet of retail, and 8,500 square feet of office space. Construction is expected to be completed by the year 2009. Kimley-Hom and Associates, Inc. has completed this traffic impact analysis for submittal to the City of Miami as part of the Major Use Special Permit (MUSP) application. The purpose of the study is to assess the project's impact on the surrounding roadway network and determine if adequate capacity is available to support future demand. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic studies. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. A methodology meeting was conducted with the City of Miami's Traffic Consultant on November 28th, 2005. Methodology correspondence is included in Appendix A. G:1042785000-Tiziano\REV ISED\Report\TIA l .doc Page - I January 2006 FIGURE 1 PROJECT LOCATION MAP in KinlepHom 1.1=U and Anode* prim Kin>orn and Assoaates, Inc. Traffic Impact Analysis DATA COLLECTION A study area was examined for this traffic impact analysis commensurate with the anticipated increase in traffic associated with the project. The study area for this project is defined as: • I-195 (north) • I-395 (south) • 1-95 (west) • Biscayne Bay (east) Additionally, several intersections were examined within the study area including the following: • NE 22nd Street and Biscayne Boulevard • NE 23rd Terrace and NE 4th Avenue • NE 23rd Street and NE 4th Avenue • NE 23rd Street and Biscayne Boulevard • NE 23rd Terrace and NE 5th Avenue The following corridors were identified for analysis: • Biscayne Boulevard • NE 20th Street/ NE 20th Terrace Lane configurations for each of the examined intersections within the study area are provided in Figure 2. G:1042785000-Tiziano\REVISED1Report\TIA 1.doc Page - 3 January 2006 4Ta Q. NE 24th Street 4. )(6-4€4 41Lf- 4. 41)tt' 4 , C CA O = FE. 4.4- 4t 4 4: NE 23rd Terrace NE 23th Street NE 22th Terrace NE 22th Street LEGEND 4. ENE CONFIGURATION 1:1:1 a FIGURE 2 INTERSECTION LANE CONFIGURATIONS ❑ Inc.. ' LA and Inc. Traffic Impact Analysis P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected in the study area on November 30, 2005 (Wednesday). The study area peak hour was determined to be from 4:45 P.M. to 5:45 P.M. It is important to note that one of the corridors identified for analysis was NE 20th Street/NE 20th Terrace. Machine counts were conducted on NE 20th Terrace and NE 20th Street. The machine counts indicated that higher volumes exist on NE 20th Street. As a result, the corridor analysis utilized NE 20th Street volumes to provide for a conservative result. All traffic count data is included in Appendix B. The FDOT seasonal adjustment factor was applied to the traffic counts to adjust the traffic to average volumes. The appropriate peak seasonal adjustment factor for when the traffic counts were collected is 1.04. The conversion factor table is provided in Appendix B. Figure 3 presents the 2005 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections. G:1042785000-Tiziano\REV ISED\Report\TIAI .doc Page - 5 January 2006 NE 24th Street At. 24 4— 2 15 r iL ra > rn Zfrl Efi S c 3 _J 1 4_11 r 4-8 NE 23rd Terrace ivtr' g— L9 4-18 Ti-7 1_ 7 -* SITE 4-34 NE 23th Street err 11f NE 22th Terrace NE 21th Street NE 20th Terrace NE 20th Street 492 497 NE 22th Street XX P.M. PEAK HOUR VOLUMES (VEHICLES) ® P.M. PEAK HOUR VOLUMES (PERSON-TRIPS)12 FIGURE 3 2005 P.M PEAK HOUR -PEAK SEASON TRAFFIC VI larnleMorn pro-n -Horn .. and Associates, Ina Traffic Impact Analysis CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Metbodoloiw 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 performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person - trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2002 version of FDOT's Quality/Level of Service Handbook. G:1042785000-Tiziano\REV ISED\Report\TlAl .doc Page - 7 January 2006 rim n K -Hom — and Associates, Inc. Traffic Impact Analysis Table 1: Transportation Corridor Level of Service Thresholds Biscayne Boulevard NE 20th Street/ NE 206 Terrace Peak Hour Peak Hour LOS Directional V/C Directional V/C Volume Ratio Volume Ratio Thresholds Thresholds(1) A (2) (2) (2) (2) B (2) (2) (2) (2) C 650 0.38 1,064 0.65 D 1,510 0.88 1,539 0.94 E 1,720 1.00 1,634 1.00 F - >1.00 - >1.00 (l) Peak hour directional volumes adjusted for median type, presence of turn lanes, and one-way operation. (2) Cannot be achieved per "Table 4-7" from FDOT's 2002 Quality/Level of Service Handbook. Intersection Level of.Service Methodology Level of service analyses were performed for study intersections using Traf cware's SYNCHRO 6.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition. G:1042785000-Tiziano\REVISED\Report1TIA1.doc Page - 8 January 2006 -T and Associates, Inc. Traffic Impact Analysis EXISTING CONDITIONS (2005) 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 unadjusted 2005 P.M. peak hour directional traffic volumes, seasonal adjustment factors, and the 2005 peak season P.M. peak hour directional traffic volumes for the study corridors. Table 2: 2005 P.M. Peak Hour Roadway Volumes Roadway Segments Direction 2005 P.M. Peak Hour Volumes FDOT Peak Season Adjustment Factor 2005 Peak Season P.M. Peak Hour Volume 1092 SB 996 EB I 333 WB 322 NB Biscayne Boulevard NE 20th Street 1.04 1.04 1.04 1.04 1,136 1,036 346 335 Existing transit conditions were examined considering the ridership on and capacity of the Miami -Dade Transit (MDT) bus service operating in the corridors. MDT staff was contacted to obtain the P.M. peak hour ridership and capacities for the bus routes. The only information readily available was the ridership by route on a typical weekday. Therefore, additional research was conducted to determine the transit ridership and capacities in the study corridors. Six (6) Miami -Dade Metrobus routes presently serve the Biscayne Boulevard corridor during the P.M. peak hour. • Route 3 operates with 15 minute headways in both directions. • Route 16 operates with 15 minute headways in both directions. • Route Biscayne Max operates with 15 minute headways in both directions. • Route 95 operates with variable minute headways in the northbound direction. In the southbound direction, there is not P.M. operation within the study area. G:1042785000-Tiziano\REVISED\Report\TIA l .doc Page - 9 January 2006 !rigor'KenierHom lab.111111Li and Associates, Inc. Traffic Impact Analysis • Route T operates with 20 minute headways in the northbound direction. • Route 62 operates with 20 minute headways in both directions. It should be noted that Biscayne Boulevard is also currently served by Metrobus Route 36. However, ridership data was not available for this route. Therefore, Route 36 was not included in the transportation corridor analysis. One (1) Miami -Dade Metrobus route presently serves the NE 20th Street corridor adjacent to the project site during the P.M. peak hour. • Route 32 operates with 15 minute headways in both directions. MDT staff indicated that the Metrobus routes on the studied corridors use different bus types on the same route with variable capacities. For purposes of this analysis, an average capacity for each route was determined using data obtained from Miami -Dade County. 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 C. Tables 3 and 4 summarize the transit capacity provided. Data were obtained to determine the existing P.M. peak hour ridership for the identified Metrobus routes. The data reflect typical ridership on the routes using the most recent ridership data available. Tables 3 and 4 present the existing P.M. peak hour ridership on the routes and the ridership data is also included in 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 vlc level of service designations outlined in Table 1. Table 5 presents the existing transportation corridor level of service. As indicated in Table 5, the transportation corridors have excess person -trip capacity during the P.M. peak hour and operate at acceptable levels of service. G:1042785000-Tizian01REV ISED1Report\TIAl.doc Page - 10 January 2006 a—n �� — and Associates, Inc. Traffic Impact Analysis Table 3: 2005 P.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard Transit Route Information Direction of Travel P.M. Peak Hour Headways Buses per Hour Average Bus Capacity (riders) P.M. Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional Route Ridership Biscayne Boulevard Route 3 Northbound 15 minutes 4 58 232 140 (35 riders per bus) Southbound 15 minutes 4 58 232 104 (26 riders per bus) Route 16 Northbound 15 minutes 4 56 224 60 (15 riders per bus) Southbound 15 minutes 4 53 212 56 (14 riders per bus). Route 95 _ Northbound Variable 8.5 _ 53 451 0 (0 riders per bus) Southbound No P.M. operation within the study area Route Biscayne Max Northbound 15 minutes 4 60 240 40 (10 riders per bus) Southbound 15 minutes 4 59 236 52 (13 riders per bus) Route T Northbound 20 minutes 3 53 159 45 (15 riders per bus) Route 62 Northbound 20 minutes 3 56 168 27 (9 riders per bus) Southbound 20 minutes 3 58 174 12 (4 riders r per bus) Northbound - 26.5 - 1,474 312 (12 riders per bus) Total Southbound - 23.5 - 854 224 (10 riders per bus) G:1042785000-Tiziano\REV ISED\Report\TIA l .doc Page - II January 2006 �i..D 4n • and Associates, Inc. Traffic Impact Analysis Table 4: 2005 P.M. Peak Hour Miami -Dade Transit Conditions — NE 20th street Transit Route Information Direction of Travel P.M. Peak Hour Headways Buses per Hour Average Bus Capacity (riders) P.M. Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional Route Ridership NE 20th Street Route 32 Eastbound 15 minutes 4 ' 53 212 8 (2 riders per bus) Westbound 15 minutes 4 53 212 28 (7 riders per bus) Total Eastbound - 4 - 212 8 (2 riders per bus) Westbound - 4 - 212 28 (7 riders per bus) G:1042785000-Tiziano\REVISED\Report1T1A1.doc Page - 12 January 2006 rimy' Cal ivid Associates, Inc. Traffic Impact Analysis Table 5: 2005 P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season P.M. Peak Hour Roadway Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service Vehicles Person- Trips (1) Person- Trips Person- Trips Vehicles Person- Trips (1) Person- Trips Person- Trips Person- Trips V/C Ratio LOS Biscayne Boulevard NB 1,136 1,590 312 1,902 v 1,720 2,408 1,474 3,882 1,980 0.49 D SB 1,036 1,450 224 1,674 1,720 2,408 854 3,262 1,588 0.51 D q NE 20th Street I b EB 346 484 8 492 1,634 2,288 212 2,500 2,008 0.20 C WB 335 469 28 497 1,634 2,288 212 2,500 2,003 0.20 C (1) Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy (2) Directional peak hour capacity derived from the 2002 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. G:1042785000-Tiziano\REVISED\Report\TIAl.doc Page - 13 January 2006 Traffic Impact Analysis Intersections P.M. peak hour capacity analyses were also performed for the study intersections. Table 6 presents the results of the analyses. The signalized intersection NE 22nd Street and Biscayne Boulevard operates at LOS A and the majority of the stop -controlled approaches at the remaining unsignalized intersections operate at LOS A. The stop -controlled approach of the intersection NE 23rd Street and Biscayne Boulevard (westbound) is shown to operate at LOS F. This result is common where a stop -controlled minor approach intersects with a high -volume major street. Detailed SYNCHRO 6.0 outputs are included in Appendix D along with existing intersection traffic signal timing plans. Table 6: 2005 P.M. Peak Hour Intersection Conditions Intersection 2005 P.M. Peak Hour Overall Level of Service (Existing Timings) LOS Delay (s) NE 22m Street and Biscayne Boulevard A 4.7 NE 23rd Terrace and NE 4th Avenue A(1) 8.8(1) NE 23rd Street and NE 4th Avenue A(1) 9.2 (1) NE 23rd Street and Biscayne Boulevard F(1) 192.1 (1) NE 23rd Terrace and NE 5th Avenue A(1) 8.5 (1) (1) Overall intersection LOS not provided for two-way unsignalized intersections. The worst sidestreet movement is indicated. G:1042785000-Tiziano\REVISED\Report\TLA ] .doc Page -14 January 2006 c—n Ki� i and Associates, Inc. Traffic Impact Analysis BACKGROUND TRAFFIC Background traffic conditions are defined as the expected traffic conditions on the prevailing roadway network in the Year 2009 (corresponding to the total buildout) 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 Future traffic growth on the transportation network was determined based upon historic growth trends at nearby FDOT traffic count stations. The following FDOT count stations were referenced for this analysis: • Count station 5056 is located on SR 5/US 1 north of NE 19h Street • Count station 5058 is located on SR 5/US 1 north of NE 29h Street The growth rate analysis calculated a negative growth rate of -1.72 percent (-1.72%) for station number 5056 and a negative growth rate of -0.12 percent (-0.12%) for count station number 5058. However, a growth rate of 0.5 percent (0.5%) was applied annually to the traffic counts to attain future (2009) background conditions. Historical traffic count data and growth trend calculations are included in Appendix E. Committed Developments City of Miami staff was contacted to determine if any projects that have been approved but not yet completed in the vicinity of the project site should be accounted for in this analysis. The following six (6) major use special permits (MUSP) projects were identified: • Rosabella Lofts (Edgewater Tower) • Biscayne Park • Mondrian Miami (Gallery Art Condominium) • Onyx 2 • Paramount Bay (Paramount at Edgewater Square) • Soho The projected traffic from the above projects was added to background traffic. G:1042785000-Tiziano\RE V ISED\Report\TLA l . doc Page - 15 January 2006 ❑ and Associates, Inc. Traffic Impact Analysis PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of this traffic over the roadway network, Existing and Proposed Land Uses As previously indicated, the project proposes to construct 55 residential condominium units, 2,400 square feet of retail, and 8,500 square feet of office space. The buildout and occupancy of the project is expected to occur by 2009. Project Access The site will be accessed via one (1) primary driveway that will connect to NE 23rd Terrace and one (1) service driveway that will connect to NE 23`d Street. Trip Generation Proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation, Seventh Edition. The trip generation for the proposed land uses was determined using ITE Land Use 232 (High - Rise Condominium/Townhouse), ITE Land Use 814 (Specialty Retail Center), and ITE Land Use 710 (General Office Building). Project trips were estimated for the P.M. peak hour. ITE trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle are more appropriate for the local area. Therefore, vehicular trips were reduced by 16 percent to adjust for these vehicle occupancy assumptions. The vehicular trip generation calculations for the project are presented in Table 7. G:1042785000-Tiziano\REVISED\Report\TIAM.doc Page - 16 January 2006 PPP-1=TV K iey-Han and Associates, Inc. Traffic Impact Analysis Table 7: Proposed Trip Generation Future Land Use (ITE Code) Scale P.M. Peak Hour Driveway Volumes Gross Total Trips Internal Capture Reduction Net External Trips Pass -By Capture Reduction Net New External Trips Entering Exiting % Trips % Trips High -Rise Condominiums (232) 55 d.u. 34 8.8% (3) 31 - 31 61 % 19 39% 12 Specialty Retail Center k�0 27 11.1 % (3) 24 34.0% (8) 15 44% 7 56% 9 General Office Building 8,500 Q k.s.f. 88 88 - 88 I7% 15 83% 73 Total 149 3 1 143 135 41 vph 94 v'P h ITE/Miami vehicular occupancy adjustment (16% reduction) 113 vph 34 vph 79 vph Person -Trip Conversion (1.4 persons per vehicle) 159 p.t. (I) 48 t a} p.t. 111 t cil p.t. (I) p.t. = person -trips G:1042785000-Tiziano\REVISED1Report\TIA I .doc Page - 17 January 2006 on Wiley-Ham Inc. Traffic Impact Analysis 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 the 2005 Cost Affordable Plan for the project site's traffic analysis zone (TAZ 504). The cardinal trip distribution for TAZ 504 is provided in Table 8. The detailed cardinal distribution is included in Appendix F. Table 8: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 11.43 % East -Northeast 4.11 % East -Southeast 5.08% South -Southeast 4.25% South -Southwest 21.36% West -Southwest 23.94% West -Northwest 13.27% North -Northwest 16.56% Total , 100.00% Figure 4 shows the project trip distribution and assignment at the project driveways and adjacent intersections. The project trips (vehicular and person -trips) were then distributed and assigned to the roadway network. As part of the directional person -trip distribution, the maximum possible directional project traffic assignment was determined for the entire transportation corridor segment. 0:1042785000-Tiziano\REV ISED1Report\TIA 1.doc Page - 18 January 2006 NE 23th Street w 4X/11 many PUZ 3N r m 0 a a. A 1 25X/8—► L102/ac3> 411-132/5 a1 0 r0 ♦---- 23%/18 72/5 NE 20th 152/5J 102/4 ---40 25%/9 r Street 252 IN/12 —♦ 4-- 30X OUT/33 r' 1; 1 25X/9<1>- a a v L 552/18<3>--11 1 202/7-11 NE 24th Street NE 23rdTerrace 1002/34<4>--ir SITE t NE 23th Street NE 22th Terrace NE 22th Street FIGURE 4 1 LEGEND TRIP DISTRIBUTION AND ASSIGNMENT XXX/XXCO(> NEW DISTRIBUTION/NEW ASSIGNMENT<PASS—BY ASSIGNMENT> XXX IN ftX PERSON TRIP DISTRIBUTION/ASSIGNMENT (MAXIMUM) =CALM Inc._J r-riand Assoc ates, Inc. Traffic Impact Analysis TOTAL (2009 WITH PROJECT) TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2009) analysis for this project are the sum of 2009 background traffic volumes and the expected project traffic volumes. Figure 5 presents the 2009 total traffic for the study area. Total turning movement volume development worksheets for the study intersections are included in Appendix G. G:1042785000-Tiziano\REVISED1Report\TIA 1.doc Page - 20 January 2006 NE 24th Street J1(. 41g ! 1: 3E ♦— 29 (-101 a i C A 1t. z rn S At-17 4-75 TT 1 4.-11 4—a NE 23rd Terrace V V 4—27 u17 err 1 1) 7 —0. SITE 63-ON, 4-53 NE 23th Street NE 22th Terrace NE 22th Street 38 -) 74 —No 24--.# 4)t r ,..1,..,v NE 21th Street NE 20th Terrace NE 20th Street B54- 11--- 574 XX P.M. PEAK HOUR VOLUMES (VEHICLES) 4wa4 P.M. PEAK HOUR VOLUMES (PERSON —TRIPS) FIGURE 5 2009 P.M PEAK HOUR TOTAL TRAFFIC NmA and Assosiates, Inc. _1 nand Assodates. Inc. Traffic Impact Analysis FUTURE CONDITIONS (2009) 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 study intersections. The future conditions analysis were based on the 2009 total traffic, which included the 2009 background traffic and the new trips expected to be generated by the project. Table 9 presents the results of the transportation corridor capacity analysis for the 2009 P.M. peak hour traffic conditions. As indicated in Table 9, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS E or better). Table 10 presents the results of the intersection capacity analysis for 2009 P.M. peak hour with project conditions. The signalized intersection at NE 22nd Street and Biscayne Boulevard operates at LOS B and the majority of the stop -controlled approaches at the unsignalized intersections operate at LOS B or better. However, the two stop -controlled approaches of the intersection at NE 23rd Street and Biscayne Boulevard (eastbound and westbound) are shown to operate at LOS F. This result is common where a stop -controlled minor approach intersects with a high -volume major street. In addition, traffic may divert one block to the south to access Biscayne Boulevard at its signalized intersection with NE 22nd Street. Detailed SYNCHRO 6.0 outputs are included in Appendix H. G:1042785000-Tiziano\REV ISED1Report1T1A1.doc Page - 22 January 2006 pP-im Inc.NW Associates, I Traffic Impact Analysis Table 9: Future (2009) P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadway 2005 P.M. Peak Hour Background t Committed Peak Hour Volume (2) 2009 P.M. Peak Hour Volume t3> Project P.M. Peak Hour Distribution (Maximum) Project P.M. Peak Hour Assignment 2009 P.M. Peak Hour Total Volume (V) (4) 2009 P.M. Peak Hour Total Capacity (C) t� 2009 P.M. Peak Hour CapacityExess 2009 P.M. Peak Hour of Sl Level Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS Biscayne Boulevard NB 1,940 1,389 3,329 30% IN 14 3,343 3,882 539 0.86 D SB 1,708 1,444 3,152 55% OUT 61 3,213 3,262 49 0.98 E 1 a +, r ; w4. z EB 502 140 642 25% IN 12 654 2,500 1,846 0.26 C WB 507 134 641 30% OUT 33 674 2,500 1,826 0.27 C An annual growth rate (0.5 percent) was applied to the 2005 P.M. peak hour total volume to determine the 2009 background volume. Total traffic generated along the corridors by committed developments The summation of 2009 peak hour background volumes and committed trips. 2009 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 5. G:1042785000-Tiziano\REV ISED\Report\TIA I .doc Page - 23 January 2006 own �om lt� and Associates, Inc. Traffic Impact Analysis Table 10: Future (2009) P.M. Peak Hour Intersection Conditions Intersection 2009 P.M. Peak Hour Overall Level of Service (Existing Timings) LOS Delay (s) NE 22aa Street and Biscayne Boulevard B 14.4 NE 23rd Terrace and NE 4th Avenue B(1) 10.1(1) NE 23rd Street and NE 4a' Avenue B(1) 10.4 (1) NE 23rd Street and Biscayne Boulevard F(1) *(1) NE 23'' Terrace and NE 5th Avenue A(1) 8.5 (1) NE 23'd Terrace and Driveway A(1) 9.1 (1) (1) Overall intersection LOS not provided for two-way unsignalized intersections. The worst sidestreet movement is indicated. *(1) Overall intersection LOS could not be calculated by the Synchro Software G:1042785000-Tiziano\REVISED1Report\TIAl .doc Page - 24 January 2006 Q�A andand Associates. Inc. Traffic Impact Analysis PROJECT DRIVEWAY ANALYSIS As previously indicated, two (2) driveways are proposed to provide access to the project site. Access restrictions are not planned at the driveway connection for the service driveway. The proposed driveway connection along NE 23rd Terrace will have gated entry. As a result, a queuing assessment was performed for this access gate location. The driveway analysis is included in Appendix I. Figure 6 indicates that approximately 38 vehicles are expected to enter the residential garage from the NE 23rd Terrace driveway during the P.M. peak hour. All entering vehicles will enter the residential garage via a proximity card reader. Assuming a gate service rate of 300 vehicles per hour, the expected 90 percentile queue length is less than one (I) vehicle. G:10427850O0-TizianokREVISED1ReportlTIAi.doc Page - 25 January 2006 � Klmiey-Hom r and Associates. Inc. Traffic Impact Analysis TRANSPORTATION CONTROL MEASURES PLAN A Transportation Control Measures Plan is required for this site to demonstrate how the developer plans to alleviate traffic from the proposed site on the surrounding roadway network. Miami -Dade County provides public transit in close proximity to the project site. In addition, other measures of transportation control can be used by the developer to encourage people to use public transportation, promote bicycling and walking, encourage car/vanpooling and offer alternatives to the typical workday hours. Examples of these incentives include, but are not limited to: • Provide transit subsidies for residents of the site • Provide transit information within the site including route schedules and maps ■ Provide convenient and secure areas for bicycles • Provide other transit -oriented amenities The applicant intends to make the site pedestrian- and transit -friendly and will consider these features for incorporation into the site. G:10427S5000-Tiziano\REVISED1Report\TIAI .doc Page - 26 January 2006 lb.J1LA and Associates, Inc. Traffic Impact Analysis CONCLUSIONS This traffic impact study assessed the impacts of the Tiziano project on the surrounding transportation network. The analysis was conducted in accordance with the City of Miami requirements and included data collection; project trip generation, distribution, and assignment; transportation corridor segment capacity analysis and intersection capacity analysis. This report is being submitted as part of a MUSP application. Transportation corridor capacity analyses and intersection capacity analyses were performed for the existing 2005 peak season conditions. Results of the analyses demonstrate that the majority of transportation corridors and intersections in the vicinity of the project site operate at acceptable levels of service. Trip generation calculations indicate that the project is expected to generate 113 new vehicular trips and 159 person -trips during the P.M. peak hour. These trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2005 Cost Feasible Plan. Capacity analyses were also performed for the future (year 2009) with project conditions. Results of these analyses demonstrate that the transportation corridors and major intersections will continue to have sufficient capacity and operate at acceptable levels of service. Two stop - controlled approaches of the intersection NE 23rd Street and Biscayne Boulevard (eastbound and westbound) are shown to operate at LOS F. It should be noted that the stop -controlled approaches at this intersection currently operate at LOS F. This result is common where a stop - controlled sidestreet intersects with a high -volume major street. In addition, traffic may divert one block to the south to access Biscayne Boulevard at its signalized intersection with NE 22nd Street, which operates at LOS B under future (year 2009) with project condition. G:1042785000-Tiziano\REVISED \Report1TIA1.doc Page - 27 January 2006 APPENDIX A: Methodology Correspondence Memorandum To: Mr. Quazi Masood, E.I. URS Southern Corporation From: John McWilliams, P.E. Cc: Ms. Miranda Blogg, PhD., P.E. Kittleson and Associates, Inc. Date: November 28, 2005 Subject: Tiziano Phase II — NE Corner of NE 23'd Street and NE 4th Avenue MUSP Traffic Impact Analysis Methodology The purpose of this memorandum is to summarize the MUSP traffic impact analysis methodology as agreed to during the November 28th methodology meeting. The proposed development is bounded by NE 23`d Street to the south, NE 23rd Terrace to the north, NE 4th Avenue to the east, and NE 5th Avenue to the west (see attached map). The proposed development plan includes 55 residential units and 2,800 square feet of retail space. The following items were discussed: Trip Generation Trip generation calculations for the proposed development will be performed using ITE Trip Generation, 7th Edition and the ITE Trip Generation Handbook. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the 2005 Cost Affordable Plan. Committed Development The City of Miami will be contacted to obtain the most recent edition of the Large Scale Development Report. Projects currently under construction or approved will be included. Projects in the application stage who have submitted a traffic study will also be included. Mr. Quazi Masood, E.I., November 28, 2005, Pg.2 Study Area The study area for this project was generally defined as I-195 (north), 1-395 (south), I-95 (west), and Biscayne Bay (east). Within the study area, five (5) intersections were identified for analysis: • NE 23`d Street and NE 4th Avenue • NE 23rd Terrace and NE 4th Avenue • NE 2311 Street and Biscayne Boulevard • NE 22nd Street and Biscayne Boulevard • NE 23rd Terrace and NE 5th Avenue The following corridors were identified for analysis: • Biscayne Boulevard • NE 20th Street/NE 20th Terrace Data Collection P.M. peak hour turning movement counts (4 p.m. to 6 p.m.) will be conducted at the identified study intersections. 24-hour machine counts will be conducted on the identified corridors during a typical weekday. All traffic counts will be adjusted to reflect peak season conditions using the appropriate FDOT adjustment factors. Capacity Analysis Capacity analyses will be conducted for the P.M. peak hour for the identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. Capacity analyses will be conducted for three (3) scenarios: existing, build -out without project, and build -out with project. In addition, project driveways will be addressed in this analysis with respect to access (controlled/uncontrolled) and queuing. Site parking information will also be provided in the report. Loading area maneuverability will also be addressed. Documentation The results of the analysis will be summarized in a report. The report shall include necessary supporting documents including signal timings, lane geometry, and software output sheets. A site plan illustrating the proposed driveways will also be provided in this submittal. The report will include a summary of FDOT five (5) year work program projects and long range transportation plan projects in the vicinity of the project site. Mr. Quazi Masood, E.1., November 28, 2005, Pg.3 The report may also provide transportation control measures plan including provisions for alternative modal facilities. APPENDIX B: Traffic Count Data Intersection Turning Movement Counts 1 NE 22ND STREET & BISCAYNE BOULEVARD/US 1 MIAMI, FLORIDA METED BY: JOEL SANTANA 3NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (5611 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050313 Start Date: 11/30/05 File I.D. : 22SUS1 Page : 1 BISCAYNE BOULEVARD/US 1 Fro. North Right Thru UTurn Left Date 11/30/05 16:00 16:15 16:30 16_145 Er Total 1 0 2 l0 3 217 227 197 230 871 - 0 0 0 0 0 NE 22ND STREET Fro. East Right Thru UTurn left BISCAYNE BOULEVARD/US 1 Fro. South Right Thru UTurn Left NE 22ND STREET From Nest Right Thru UTurn Left Total 4 1 8 3 16 10 4 10 6 30 0 3 5 2 10 0 0 0 0 0 12 5 15 9 41 5 299 0 2 8 326 0 4 3 330 0 2 12 304 0 6 28 1259 0 14 4 3 1 3 0 5 5 0 10 11 0 0 0 0 0 3 2 6. 4 15 560 584 583 581 2308 17:00 0 244 0 11 8 1 0 15 8 336 2 6 1 0 T 635 17:15 1 281 0 3 3 2 0 5 6 282 0 3 5 5 0 8 604 17:30 1 266 0 3 I 0__, 10 9 JO 0 1 5 ) D 1, 614 Er Total 2 1024 0 21 22 5 0 38 32 1184 0 11 20 10 0 16 2385 *TOTAL* 5 1895 0 37 I 52 4 zZ (, q} ';�(:k. 5 tZ31 15 0 79 I 60 2443 0 25 I 30 21 0 1 : s 1-V boy -k C, - o.� 31 I 4693 NE 221D STREET R BISCAYNE BOULEVARD/US 1 MIAMI, FLORIDA '7UNTED BI: NOEL SANTANA ;NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 PAX (561) 272-4381 ALL VEHICLES Site Code : 00050313 Start Date: 11/30/05 File I.D. : 22SUS1 J Page :2 BISCAYNE BOULEVARD/US 1 Pros North Right Thru UTurn Lett Date 11/30/05 Peak Hour Analysis By Entire Peak start 16:45 Volute 2 1021 Percent 01 9B1 Pk total 1043 Highest 17:15 Volute 1 281 Ili total 285 PffF .91 NB 221D STREET From Bast Right Thru UTurn Left BISCAY33 BOULEVARD/US 1 Frot South Right Thru UTurn Left NE 22ND STREET Frog (lest Right Thru UTurn Left Total Intersection for 16:45 0 20 22 01 2t 331 67 17:00 0 3 8 24 .70 NE 22ND STREET 12 6 2 20 the Period: 16:00 to 18:00 on 11/30/05 16:45 6 0 39 35 1231 0 9t 01 58% 3% 96% 0% 1278 17:00 1 0 15 8 336 0 346 .92 BISCAYNE BOULEVARD/US 1 2 2 17 17 8 8 46 • 21 21 66 l • 1,021 20 1,021 20 1,043 2,313 17 1,231 22 1,270 ALL VEHICLES Intersection Total 2,434 39 1,021 27. 1,081 13 2,359 r--� 1, 278 • 12 12 • 1,231 1,231 BISCAYNE BOULEVARD/US 1 16:45 12 21 8 0 17 11 461 17t 0% 37% 46 17:15 2 5 5 0 8 18 .64 67 35 35 0 0 • 22 22 6 6 39 39 63 NE 22ND STREET 0 0 20 8 35 NE 22ND STREET & BISCAYNE BOULRVARD/US 1 MiIAMI, FLORIDA "7DBTED BY: JOEL SANTAJA 3NALI8ED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACE, FLORIDA 33444 1561) 272-3255 FBI (561) 272-4381 PEDESTRIANS Site Code : 00050313 Start Date: 11/30/05 File I.D. : 22SUS1 Page : 1 BISCAYNR BOULEVARD/US 1 Pros North Peds light Thru Left Date 11/10/05 16:00 0 0 16:15 0 0 16:30 0 0 16:45 1 0 Br Total 1 0 0 0 0 0 0 17:00 0 0 0 17:15 0 0 0 17:30 0 0 0 17:45 0 0 0 Er Total 0 0 0 NE 221D STREET Frog East Peds Right Thru Left BISCAYNE BOULEVARD/US 1 Pros South Peds Right Thru Left NE 22ND STREET Frol Nest Peds Right Thru Left Total 4 0 0 0 4 0 5 0 0 0 0 0 3 0 0 0 4 0 2 0 0 0 2 0 14 0 0 0 10 0 2 0 0 0 0 0 1 0 0 0 0 0 3 0 0 0 2 0 5 0 0 0 0 0 11 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 2 0 3 0 0 0 8 0 0 4 2 4 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 7 10 5 33 2 5 7 9 23 *TOTAL* 1 0 0 f a5 0 0 012 0 0 0 18 0 0 01 56 • UKfTED - cW-R.s cc DADe. 0 NE. zz. sr. i 1 i 1 1 1 A �r> North uM zz. sr. i M IAM I , FL Li DA DE.C.EMSE.R t , moo .AWN By , MicKAEc.. MALOt E NE 23RD TERRACE A NE 4TH AVENUE MIAMI, FLORIDA 'WITBD BY: LUIS ROJAS f SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAI (561) 272-4381 ALL VEHICLES 6 PEDS Site Code : 00050313 Start Date: 11/30/05 Pile I.D. : 23TE4AVE Page : 1 NE 4TH AVENUE Fray North Peds light Thru Date 11/30/05 16:00 16:15 16:30 j6:45 Er Total Left ME 231D TERRACE Pros Bast Peds Right Thru Left NE 4T1 AVENUE Pros South Peds Right Thru Left II 231D TERRACE Froa lest Peds fight Tine Left Vehicle Total 0 0 1 0 4 0 1 0 2 2 2 4 0 0 3 2 5 2 1 1 0 7 4 18 7 0 0 0 1 2 4 10 0 2 3 0 4 5 0 3 2 - 4 5 0 13 15 0 1 0 0 D 1 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 1 0 0 8 20 1.� 15 58 17:00 3 0 3 0 7 0 0 1 0 3- 9 0 0 0 0 0 17:15 0 0 3. 0 3 0 0 0 0 2. 0 1 0 0 0 0 6 17 :30 _0_ 0 2 0 11 0 0 3 0 0 I- 0_ Q 0 0 0 6 17:45 1 0 2 1 9 0 0 2 0 1_ 4 0 0 0 0 0 10 Mr Total 4 0 10 1 30 0 0 6 0 6 14 1 0 0 0 0 38 *TOTAL* 5 0 17 5 1 48 7 0 16 1 0 19 29 Vox 21 0 1 0 96 NE 23RD T&RRACB A JE #TH AYEJIVE MIAIRI, FLORIDA COUNTED BY: LUIS ROJAS T SIGNALISED TRAFFIC SURYHT SPECIALISTS, INC. 624 GARDENIA TRRRAC& DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES R PEDS Site Code : 00050313 Start Date: 11/30/05 File I.D. : 23TE4A7E Page : 2 NE 4TH AYENUE From North Peds Right Thru Left Date 11/30/05 Peak Hour Analysis By Entire Peak start 16:15 Volume - 0 9 4 Percent - 09 69% 311 Pk total 13 Highest 16:30 Voln'e - 0 3 2 Hi total 5 PIP .65 NE 23RD TERRACE 1 0 0 1 0 0 0 0 0 0 0 NE 23RD TERRACE Pros last Peds Right Thru Left NE 4TH AVENUE From South Peds Right Thru Left NH 23RD TERRACE Fro' Nest Peds Right Thru Left Vehicle Total Intersection for the Period: 16:00 to 18:00 on 11/30/05 16:15 16:15 7 0 10 - 14 - 41% 0k 591 - 391 17 36 16:15 17:00 6 .71 0 0 4 0 2 16:15 21 1 0 0 0 588 3k 08 0% Ok 0 16:00 3 9 0 - 1 0 0 12 0 .75 .0 NE 4TH AVENUE 9 13 9 4 4 41 0 21 7 28 ALL VEHICLES & PEDS 3 Intersection Total 66 10 9 0 19 17 55 36 — 1 1 NE 4TH AVENUE 21 21 21 21 7 7 0 0 10 10 18 NE 23RD TERRACE 0 0 4 0 14 2 C � Nor w t eitS Eaov t Fo,C -' ' V���#iGLr�..5 To PASS =r' Noh N E. 'toe T u MtANI% FLoiztDA be-cE.N1SER t , z_oo5 'MAWR $ y , M ICI4 �.LL MAL-otuE- 1 v[VALtZer> EH 23RD STREET & NE 4TH AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO T SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY REACH, FLORIDA 33444 (561) 272.3255 FAX (561) 272-4381 ALL VEHICLES & REDS Site Code : 00050313 Start Date: 11/30/05 File I.D. : 23ST4AVE Page : 1 NB 4TH AVENUE From North Peds Right Thru Date 11/30/05 Left NE 23RD STREET From Bast Peds light Thru Left NE 4TE AVENUE From South Peds Right Thru Left NE 23RD STREET From Nest Peds Right Thru Left Vehicle Total 16:00 0 3 1 2 16:15 0 0 3 1 16:30 0 1 3 1 Er Total 0 7 10 4 17:00— 3 1 0 17:15 4 4 2. 0 17:30 Er Total 14 11 6 4 1,4 *TOTAL* 14 18 16 4 3 5 3 0 3 2 2 3 1 7 3 1 2 1 2 4 1 7 3 1 2 2 5 1 5 4 -..__a.. 4 1 2 2 19 10 23 11 6 8 7 11 5 0 5 0 2- 3. 0 1 4 0 1 1_ _ 0 13 4 21 5 3 7 7 3 8 I 32 14 44 16 I 9 ".4�� _ Zc0-13\ O - 3� x� 0 1 0 1 0 1 0 2 7 10 3 1 21 4 8 2 3 17 .6 0 3• 6. 2 3.: 8. 36 38 3.1... _ 26 131 26 4 15 26 11 tO le tiZ 120 15 14 14 I 6 17 47 28 I 251 NB 23RD STREET & NH 4TH AVENUE MIAMI, FLORIDA ('OUNTED BY: LEIS PALOMINO T SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAI (561) 272-4381 ALL VEHICLES 6 PEDS Site Code : 00050313 Start Date: 11/30/05 File I.D. : 23ST4AVE Page : 2 NI 4TH AVENUE From North NB 23RD STREET From Bast Peds Right Thru Left Peds Right Thru Left Date 11/30/05 Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:00 16:00 Volume - Percent - Pk total 21 Highest 16:00 Volume - Hi total 6 PHF .88 7 10 4 338 488 191 3 1 2 NE 23RD STREET 11 23 41 7 17 17 1 21 NB 471 AVENUE Fro South Pede Right Thru Left NB 23RD STREET From Nest Pede Right Thru Left Vehicle Total 16:00 to 18:00 on 11/30/05 16:00 10 23 11 238 528 251 44 16:00 3 5 3 11 1.00 7 7 1 21 40 2 2 2 26 16:30 9 .72 NE 4TH AVENUE 10 10 8 7 11 311 27% 421 2 2 17 10 41 34 21 --------1 55 ALL VEHICLES & PEDS Intersection Total 131 11 10 2 23 • 5 16:00 40 16:15 18 .56 2 21 17 58 528 42% 0 10 8 19 10 19 10 23 44 23 77 11 49 26 -- 11 11 NE 4TH AVENUE 7 7 11 33 NE 23RD STREET 6 6 4 21 8 ME z3 ST. 1L� Li) 2 IA Nw z3 ST- M+AMi FLORI DA OCceMR t- I , 7.005 tatmAIK Nsy , 1A1 [..K AE.L. MALO E- %dr Stat4AL.1Z. C) NB 23RD TERRACE i NE 5TH AVENUE NIANI, FLORIDA MINTED BI: LUIS VASQUEZ t SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES 6 PHDS Site Code : 00050313 Start Date: 11/30/05 File I.D. : 237E5AVE Page :1 NE 5TH AVENUE From North Peds Right Thru Left Date 11/30/05 16:00 8 0 0 16:15 4 1 0 16:30 2 0 0 16.45 fl '--1 0 Er Total 0 0 1 0 NE 231D TERRACE From Bast Peds Right Thru Left PARKING LOT Frol South Peels light Thru Left NE 23RD TERRACE From Vest Peds Right Thru Left Vehicle Total 0 0 1 0 0 0 2 4 0 0 0 0 4 0 0 0 O. —4 0 0 0 0 0 0 0 0 0 0 ---0-- --0 0 0 2 0 0 0 4 0 0 0 3 2 0 0-- 31-- --2- 3 11 10 7 -- 31 31 17:00 3 1 0 0 0 1 1 0 0 0 D 0 0 0 4. 0 71 17:15 4 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 17:30 2 1 0 1 0 0 3 0 0 0 0 0 0 0 0 0 5 17:45 5 0 0 0 0 1 0 0 0 0 0 0- 0 1 0 2 Hr Total 14 2 0 1 0 1 5 0 0 0 0 0 0 0 6 1 16 *TOTAL* 31 4 0 2 I 0 3 18 0 0 (ot 0 0 0 f 0 17 3 f 47 NE 23RD TERRACE & NE 5TH AVENUE MIAMI, FLORIDA - 1'OUNTED BY: LUIS VASQUEZ T SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACH, FLORIDA 33444 (561) 272.3255 FAX (561) 272-4381 ALL VEHICLES A PEDS Site Code : 00050313 Start Date: 11/30/05 File I.D. : 23TE5AVE Page :2 NE 5TH AVENUE Frost North Peds Right Thru Left Date 11/30/05 NE 23RD TERRACE From East Peds Right Thru Left PARIING LOT Fro. South Peds Right Thrs Left WE 23RD TERRACE Fro' Nest Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 11/30/05 Peak start 16:00 16:00 16:00 Volute - 2 0 1 - 2 13 0 - 0 0 Percent - 671 0% 331 - 131 871 01 01 01 Pk total 3 15 Highest 16:15 16:15 Volute - 1 0 0 - 2 4 0 Hi total 1 6 PHF .75 .62 17 17 NE 23RD TERRACE 0 13 15 2 2 2 1 11 2 2 0 01 0 16:00 - 0 0 0 0 .0 NE 5TH AVENUE 0 3 8 11 13 0 0 0 1 1 2 0 2 4 16:00 0 11 2 0I 851 15f 13 16:30 5 .65 0 3 2 0 0 7 — 2 2 ALL VEHICLES & PEDS Intersection Total 31 0 0 0 0 0 0 PARKING LOT 0 15 13 27 • 0 0 • 0 0 0 13 0 0 12 NE 23RD TERRACE • 0 0 1 11 0 d N z 11 µEzaTE�. NE 2-3 TER -.do I_ Li...I 15 VAKKINO coT MUAM% , FLORIDA p6GEM .R. 1 , ZD c 5 bitomitg $Y , MIctkket.._ 1A6C Gt114L. tzet> STol StT45 oN F LDOt� HB 23RD STRBBT & BISCAYNR BOULEVARD/US 1 NIA1I, FLORIDA "1UNTED BY: ABGBL RIYBBA SIGNALISED TRAFFIC SURYBY SPECIALISTS, INC. 624 SARDINIA TERRACH DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAI (561) 272-4381 ALL VEHICLES Site Code : 00050313 Start Date: 11/30/05 Pile I.D. : DS1_23ST Page : 1 BISCAYNE BOULEVARD/US 1 Froa North Right Thru UTurn Date 11/30/05 16:00 5 216 16:15 8 229 16:30 5 202 16:45 L( 332 Kr Total 22 879 17:00 17:15 17:30 17:45 4 247 lir Total 22 999 *TOTAL* 43 1878 0 1 1 0 2 Left NB 23RD STREET From Bast Right Thru UTura Left BISCAYNE BOULEVARD/US 1 From South Right Thru UTurn Left NB 23RD STREET Fro' Nest Right Thru Slum Left Total 6 10 0 0 1 6 2 0 2 12 0 0 2 7 23 35 5 6 0 9 0 25 l(2 2 5 6 5 8 24 0 0 3 2 0 8 0 1 1- 0 2 0 0 0 0 0 4 4 3 2 13 38 1 59 4 0 21 1 8 291 0 11 314 0 4 330 0 3 303 0 26 1238 0 6-. 334 3. 296 8 .301 5 285 22 1216 zQ tZ3y 9 8 6 7 30 0 10 0 5 0_ 4 1 9 1 28 6 1 1 1 552 6 2 0 1 596 4 0 1 7 _ 578 _ 8 1 4 _ 3.. 571.1 24 4 2 12 2297 7 2 0 2 627 11 1 0 5 • 604 9 1 0 1 589 8 2 0 3 583 35 6 0 11 2403 48 2454 1 581 59 10 23 1 4700 NE 23RD STREET 6 BISCAYNE BOULEVARD/US 1 NIAXI, FLORIDA "BUNTED BY: ANGEL RIVERA r SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAY (561) 272-4381 ALL VEHICLES Site Cade : 00050323 Start Date: 11/30/05 File I.D. : US1 23ST Page : 2 BISCAYNE BOULEVARD/US 1 From North NE 23RD STREET From East BISCAYNE BOULEVARD/US 1 From South Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Date 11/30/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 11/30/05 Peak start 17:00 17:00 Volute 21 999 0 25 24 Percent 29 961 01 21 621 Pk total 1045 39 Highest 17:15 17:15 Volume 3 263 0 6 6 1 0 4 Hi total 272 11 PHF .96 .89 NE 23RD STREET 29 2 52 21 2 0 13 51 01 331 17:00 22 1216 21 961 1267 17:00 6 334 350 .90 BISCAYNE BOULEVARD/US 1 21 21 999 999 1,045 25 25 6 52 35 35 104 2,296 NE 23RD STREET From Nest light Thru UTurn Left Total 17:00 1 28 35 6 0 11 01 21 671 121 01 211 52 17:15 0 10 11 1 0 5 17 .76 11 1,216 24 1,251 ALL VEHICLES Intersection Total 2,403 13 999 35 1,047 2,314 • 29 29 92 1,267 • 1,216 1,216 BISCAYNE BOULEVARD/ITS 1 39 0 0 24 24 2 2 13 13 53 NE 23RD STREET 0 0 25 6 22 NE 231D STREET A BISCAYBE BOULEVARD/US 1 MANI, FLORIDA ^OUNTND BY: ANGEL RIVERA r SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACB, FLORIDA 33444 (5611 272-3255 FAI (5611 272-4381 PEDESTRIANS Site Code : 00050313 Start Date: 11/30/05 File I.D. : US1_23ST Page :1 BISCAYNE BOULEVARD/US 1 From Borth Peds Right Thru Left Date 11/30/05 16:00 3 0 0 16:15 0 0 0 16:30 4 0 0 16:45 0 0 0 Br Total 7 0 0 17:00 2 0 17:15 6 0 17:30 4 0 17:45 7 0 Er Total 19 0 0 0 0 0 0 1B 231D STREET From East Peds tight Thru Left BISCAYNE BOULEVARD/US 1 From South Peds Right Thru Left NB 23RD STREET From Nest Peds Right Thru Left Total 7 0 0 2 0 0 3 0 0 2 0 0 14 0 0 4 0 0 6 0 0 3 0 0 4 0 0 17 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 3 0 0 1 1 1 3 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 3 1 6 19 1 1 5 10 17 0 0 a 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 5 9 9 43 7 14 13 22 56 *TOTAL* 26 0 0 0 31 0 0 0 6 0 0 0 I 36 0 0 0 I 99 REACT y i ALA N NE zS sT. N ith Ne z.3 5T- a. N o gel M tAMt FLOR.[ DA Dcc.EMSF 1 zaD05 DRAWN 8V , MALo1sE. 07 S% G t L.tzED 24-Hour Machine Counts Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D1130007.PRN Station : 000000112903 Identification : 009845970075 Interval : 15 minutes Start date : Nov 30, 05 Start time : 00:00 Stop date : Nov 30, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard South of NE 24 Street ******************************************************************************* Nov 30 Southbound Volume for Lane 1 End Time 00 01 02 15 56 30 21 30 55 33 21 45 56 22 18 00 29 29 15 Hr Total 196 114 75 03 04 05 06 12 17 29 100 15 16 36 141 16 14 56 187 26 23 70 205 69 70 191 633 07 233 271 331 318 1153 08 330 295 339 290 1254 09 10 307 255 274 228 276 216 283 237 1140 936 11 214 218 221 240 893 End Time 12 13 15 245 266 30 256 254 45 242 237 00 305 236 "r Total 1048 17 254 993 972 855 899 1014 14 257 259 236 220 15 190 208 223 234 16 219 236 208 23 18 252 233 233 269 987 19 243 213 215 233 904 20 206 172 159 139 676 21 121 109 131 116 477 22 114 103 114 117 448 23 82 74 65 66 287 z4 Hour Total : 16284 AM peak hour begins : 07:45 AM pe me : 1282 Peak hour factor : 0.95 PM peak hour begins : 12:15 PM peak volume : 1069 Peak hour factor : 0.88 ******************************************************************************* Nov 30 Northbound Volume for Lane 2 cq a volt End Time 00 01 02 03 04 05 06 07 15 85 48 41 19 11 21 52 102 30 94 41 22 12 13 32 25 121 45 70 38 17 19 16 35 81 125 00 57 21 19 26 17 25 105 118 Hr Total 306 148 99 76 57 113 263 466 08 09 202 184 173 185 666 744 159 164 160 183 10 191 186 200 198 775 11 228 201 194 224 847 End Time 12 13 15 252 220 30 255 252 45 252 245 00 222 215 Hr Total 981 932 14 239 238 237 249 963 15 239 265 288 258 1050 16 269 281 306 Tnn 1134 24 Hour Total : 15127 17 285 266 263 257 1071 18 302 290 262 222 1076 19 20 21 22 23 238 206 162 154 203 217 188 139 151 174 188 166 163 109 129 196 182 141 155 99 839 742 605 569 605 AM peak hour begins : 11:30 AM peak volume : 925 Peak hour factor : 0.91 PM peak hour begins : 16:15 PM peak volume : 1150 Peak hour factor : 0.94 ************************************************************************ ******* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1130007.PRN Station : 000000112903 Identification : 009845970075 Interval : 15 minutes Start date : Nov 30, 05 Start time : 00:00 Stop date : Nov 30, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard South of NE 24 Street ******************************************************************************* Nov 30 Total Volume for All Lanes • End Time 00 01 02 15 141 78 62 30 149 74 43 45 126 60 35 00 86 50 34 Hr Total 502 262 174 03 04 05 31 28 50 27 29 68 35 30 91 52. 40 95 145 127 304 06 152 166 268 310 896 07 335 392 456 436 1619 08 489 459 499 473 1920 09 509 458 449 468 1884 10 446 414 416 435 1711 11 442 419 415 464 1740 End Time 12 13 15 497 486 30 511 506 45 494 482 00 527 451 '- Total 2029 1925 14 496 497 473 469 1935 15 429 473 511 492 1905 16 488 517 514 514 2033 17 532 531 511 511 2085 18 554 523 495 491 2063 19 481 430 403 429 1743 20 412 360 325 321 1418 21 283 248 294 257 1082 22 268 254 223 272 1017 23 285 248 194 165 892 44 Hour Total : 31411 AM peak hour begins : 08:15 AM peak volume : 1940 Peak hour factor : 0.95 PM peak hour begins : 17:15 PM peak volume : 2107 Peak hour factor : 0.95 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification : Start date Stop date City/Town Location D1130008.PRN 000000112901 000110252090 Nov 30, 05 Nov 30, 05 Miami, Florida NE 20 Street West of NE 2 Interval Start time Stop time County Avenue : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Nov 30 Westbound Volume for Lane 1 End Time 00 15 30 45 00 7 5 9 4 01 02 7 5 7 4 6 7 4 5 03 3 9 4 2 Hr Total 25 24 21 18 04 3 1 6 4 0S 06 7 19 5 23 13 30 15 47 14 40 119 07 43 37 58 102 240 08 74 61 56 60 64 59 57 66 47 66 41 63 58 63 60 68 243 249 214 257 09 10 11 End Time 12 13 14 15 15 30 45 00 64 63 59 72 83 66 56 60 55 50 60 57 41 71 87 64 16 67 74 94 76 17 18 89 52 861 51 71 42 58 37 19 20 47 28 33 25 29 25 14 28 21 22 18 20 13 15 18 19 19 21 -"r Total 258 265 222 263 311 304 182 133 96 66 77 4 Hour Total : 3702 3zZJ AM peak hour begins : 07:30 AM peak volume 298 Peak hour factor : 0.73 PM peak hour begins : 16:30 PM peak volume : 345 Peak hour factor : 0.92 ******************************************************************************* Nov 30 Eastbound Volume for Lane 2 23 12 19 21 9 61 End Time 00 01 15 10 5 0 30 5 10 3 45 8 5 3 00 5 4 5 Hr Total 28 24 11 02 03 04 1 4 3 6 4 4 1 3 05 5 6 11 14 9 17 36 06 21 30 31 38 120 07 41 45 53 41 180 08 63 57 77 59 256 09 63 65 62 63 253 10 58 63 67 66 254 11 81 65 70 63 279 End Time 12 13 14 15 74 60 86 30 88 60 77 45 86 72 59 00 81 64 68 15 84 68 76 68 Hr Total 329 256 290 296 16 101 94[ 79 65 84 54 88 78 49 �77 80 45 331 336 227 17 18 19 51 48 47 42 20 21 35 24 38 17 21 21 23 15 22 23 20 18 12 18 18 16 11 11 188 117 77 68 56 24 Hour Total : 4038 AM peak hour begins : 11:30 AM peak volume : 295 Peak hour factor : 0.84 PM peak hour begins : 16:30 PM peak volume : 343 Peak hour factor : 0.91 *******************************,*********************************************** Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1130008.PRN Station : 000000112901 Identification : 000110252090 Interval : 15 minutes Start date : Nov 30, 05 Start time : 00:00 Stop date : Nov 30, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 20 Street West of NE 2 Avenue ******************************************************************************* Nov 30 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 17 12 5 4 7 12 40 84 137 124 114 141 30 10 17 7 12 7 11 53 82 121 124 120 131 45 17 11 10 8 10 24 61 111 124 128 108 133 00 9 8 10 3 7 29 85 143 117 126 126 131 Hr Total 53 48 32 27 31 76 239 420 499 502 468 536 End Time 12 13 14 15 16 17 18 19 20 21 22 23 -^- 15 138 143 141 125 168 1831 131 98 64 42 _ 38 _ 30 30 151 126 127 139 139 170 105 76 63 37 37 35 45 145 128 119 163 182 149 91 80 35 34 31 32 00 153 124 125 132 153 138 82 67 51 30 39 20 'r Total 587 521 512 559 642 640 409 321 213 143 145 117 24 Hour Total : 7740 AM peak hour begins : 11:30 AM peak volume : 553 Peak hour factor : 0.92 PM peak hour begins : 16:30 PM peak volume : 688 Peak hour factor : 0.94 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D1130006.PRN Station : 000000112902 Identification : 009600270003 Interval : 15 minutes Start date : Nov 30, 05 Start time : 00:00 Stop date : Nov 30, 05 Stop time : 24:00 City/Town : Miami, Florida County Dade Location : NE 20 Terrace East of NE 2 Avenue ****************************************************************************** Nov 30 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 3 1 1 0 0 1 1 8 10 4 3 11 30 1 2 2 0 0 1 3 5 7 13 8 11 45 1 3 2 3 0 2 3 9 11 8 8 19 00 1 3 0 1 0 2 4 5 6 8 9 12 Hr Total 6 9 5 4 0 6 11 27 34 33 28 53 End Time 12 13 14 15 16 15 21 9 9 15 14 30 12 11 7 4 7 45 7 11 8 6 6 00 13 9 13 8 L10 ---- ---- ---- ---- -'r Total 53 40 37 33 37 �4 Hour Total : 576 17 715J AM peak hour begins : 11:30 AM peak volume : 64 Peak hour factor : 0.76 PM peak hour begins : 12:00 PM peak volume : 53 Peak hour factor : 0.63 *******.************************************************************************ Nov 30 Westbound Volume for Lane 2 18 19 20 21 22 23 10 9 9 1 3 0 13 2 9 5 3 2 12 8 5 3 3 1 8 6 2 2 1 1 43 25 25 11 10 4 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 3 1 0 0 2 0 7 4 12 9 7 12 30 3 4 2 1 1 0 3 9 18 13 10 12 45 2 0 1 1 1 1 9 7 16 14 13 17 00 2 1 0 2 0 3 11 20 3 8 19 20 Hr Total 10 6 3 4 4 4 30 40 49 44 49 61 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 17 18 10 18 9 14 7 7 14 7 1 5 30 12 15 12 12 7 10 10 7 12 8 3 4 45 16 12 13 6 11 1 7 8 2 5 8 1 00 17 11 10 22 _I 8 6 12 0 3 7 3 Hr Total 62 56 45 58 38 48 30 34 28 23 19 13 24 Hour Total : 758 Z1\ AM peak hour begins : 07:45 AM peak volume : 66 Peak hour factor : 0.82 PM peak hour begins : 12:30 PM peak volume : 66 Peak hour factor : 0.92 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D1130006.PRN Station : 000000112902 Identification : 009600270003 Interval : 15 minutes Start date : Nov 30, 05 Start time : 00:00 Stop date : Nov 30, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 20 Terrace East of NE 2 Avenue ******************************************************************************* Nov 30 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 6 2 1 0 2 1 8 12 22 13 10 23 30 4 6 4 1 1 1 6 14 25 26 18 23 45 3 3 3 4 1 3 12 16 27 22 21 36 00 3 4 0 3 0 5 15 25 9 16 28 32 Hr Total 16 15 8 8 4 10 41 67 83 77 77 114 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 38 27 19 33 23 22 17 16 23 8 4 5 30 24 26 19 16 14 20 23 9 21 13 6 6 45 23 23 21 12 17 33 19 16 7 8 11 2 00 30 20 23 30 21 15 14 18 2 5 8 4 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- -r Total 115 96 82 91 75 90 73 59 53 34 29 17 24 Hour Total : 1334 AM peak hour begins : 11:30 AM peak volume : 130 Peak hour factor : 0.86 PM peak hour begins : 12:00 PM peak volume 115 Peak hour factor : 0.76 ******************************************************************************* Print Date: Nov/29/2005 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report M1AMI-DADE NORTH MOCF = 0.97 Category: 8700 Week Dates SF PSCF 2 3 4 5 * 6 * 7 * 8 * 9 * 10 * 11 * 12 * 13 * 14 * 15 * 16 * 17 * 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 01/01/2004 - 01/03/2004 01/04/2004 - 01 / 10/2004 01/11/2004 - 01/17/2004 01/18/2004 - 01/24/2004 01/25/2004 - 01/31/2004 02/01/2004 - 02/07/2004 02/08/2004 - 02/14/2004 02/15/2004 - 02/21/2004 02/22/2004 - 02/28/2004 02/29/2004 - 03/06/2004 03/07/2004 - 03/13/2004 03/14/2004 - 03/20/2004 03/21/2004 - 03/27/2004 03/28/2004 - 04/03/2004 04/04/2004 - 04/10/2004 04/11/2004 - 04/17/2004 04/18/2004 - 04/24/2004 04/25/2004 - 05/01/2004 05/02/2004 - 05/08/2004 05/09/2004 - 05/15/2004 05/16/2004 - 05/22/2004 05/23/2004 - 05/29/2004 05/30/2004 - 06/05/2004 06/06/2004 - 06/12/2004 06/13/2004 - 06/19/2004 06/20/2004 - 06/26/2004 06/27/2004 - 07/03/2004 07/04/2004 - 07/10/2004 07/ 11 /2004 - 07/17/2004 07/18/2004 - 07/24/2004 07/25/2004 - 07/31/2004 08/01/2004 - 08/07/2004 08/08/2004 - 08/14/2004 08/15/2004 - 08/21/2004 08/22/2004 - 08/28/2004 08/29/2004 - 09/04/2004 09/05/2004 - 09/11/2004 09/12/2004 - 09/18/2004 09/19/2004 - 09/25/2004 09/26/2004 - 10/02/2004 10/03/2004 - 10/09/2004 10/10/2004 - 10/16/2004 10/17/2004 - 10/23/2004 10/24/2004 - 10/30/2004 10/31/2004 - 11/06/2004 11/07/2004 - 11/13/2004 11/14/2004 - 11/20/2004 11/21/2004 - 11/27/2004 11/28/2004 - 12/04/2004 12/05/2004 - 12/11/2004 12/ 12/2004 - 12/18/2004 12/19/2004 - 12/25/2004 12/26/2004 - 12/31/2004 1.00 1.00 0.99 0.99 0.99 0.98 0.98 0.97 0.97 0.97 0.97 0.96 0.97 0.97 0.98 0.98 0.98 0.98 0.99 0.99 0.99 0.99 0.99 1.00 1.00 1.01 1.02 1.03 1.04 1.04 1.03 1.03 1.02 1.02 1.03 1.04 1.05 1.06 1.05 1.03 1.01 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 0.99 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.03 1.03 1.04 1.05 1.06 1.07 1.07 1.06 1.06 1.05 1.05 1.06 1.07 1.08 1.09 1.08 1.06 1.04 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.03 1.03 1.03 1.02 Note: "*" indicates peak season week Page 1 APPENDIX C: Miami -Dade Transit Data Route 3 WHEELCHAIR ACCESSIBLE NE 199 St Q tri NE172St Z NE 171 St NE 167 St ►� L. NE 163 St Z 163 St Mall Government Center Metrorail Station Flagler St a b a DIPLOMAT MALL Hallandale Beach Blvd 192 St Cswy Aventura Blvd Ail MAC', J AVENTURA MALL OM NI OMNI TERM NAL TE1ZMi,4L Ga G U as SW/SE 1 St —t DOWNTOWN BUS TERMINAL f- NE 14 St 2 aci ♦ Wal-Mart N Country Club TURNBERRY ISLE COUNTRY V CLUB c' U 3 0 1 ■.r North Map not to scale 9/02 Route 16 WHEELCHAIR ACCESSIBLE Government Center Metrorail Station North Miami Miami Shores NE 17 Terr 15 St OMNI Bus 3 Terminal m nof a I r Downtown f �, Bus Terminal U SW/SE 1 St (o uJ z NE 167 St iff_163 Street z Mall NE 163 St NE 159 St NE 125 St North Miami Beach Z Biscayne Park NE 123 St North Map not to scale Biscayne MAX METRO AREA EXPRESS MAKES ALL LOCAL STOPS NORTH OF 163 ST O Limited Stop MAKES ALL LOCAL STOPS SOUTH OF 19 ST Downtown Bus m Government - Terminal c Center Metrorail ini ,, Station Flagler St.� U 91 St a co c°' A9y Sit 'o Aventura Mali 163 St 151 St 146 St 135 St 123 St Sans Souci Blvd 107 St 96 St 79 St 62 St 54 St 36 St 29 St 19 St C;Ra) ":1. _1' U] SW/SE 1 St 15 St OMNI BUS TERMINAL m NE 17 Terr 1, North Map not to scale NW 199 St w a Golden ■ Glades Park & Ride DA` Route 95 Downtown Civic Center Norwood North Map not to scale NORWOOD DOWNTOWN / CIVIC CENTER NW 39 St VA Hosp ■ 17 St Civic Center NW 11 St `YSr Downtown a Miami NW6St z r` ¢ N z Z Flagler a) E z ap NE 183 St NE36St 1 Route T Legend Weekend Only Q - Limited Stop NE38St NE 36 St NE 29 St NE 19 St Toll Booth —I HAULOVER L► PARK MARINA BAL a HARBOUR m Evening & Weekend Short Turn MIAMI BEACH Julia Tuttle Cswy NE 17 Terr OMNI r.. NE 14 Str Omni Bus Terminal W N W z Government 0 Q NE 4 St Center a' MDCC Metrorail — Downtown Station Campus J FFlaglerSt Downtown Bus Terminal , ..2 SW/SE 1 St 0 m m z 96 St SURFSIDE c 0 U 72 St 0 U c North Map not to scale HIALEAH N E 9 St North Map not to scale NW 64 St Liberty City Martin L. King Jr. Metrorail Station Route 62 NW 62 St ' NE 61 St NE 38 St NE 36 St i 41 St ch -> Julia Tuttle ill to °'es a 39 St WHEELCHAIR ACCESSIBLE MIAMI BEACH Rush Hour Only c a m N U m L c L o coNE 17 Terr o - Omni .c Omni Bus : g, co Terminal co z W. NE 14 St NW 206 Terr r Landmark Learning Center z NW 167 SI > NW 203 Terr NW 201 St NW 191 SI NW 171 St Florida Memorial ■ College a z z z NW 159 SI NW 157 St North Map not to scale CAROL CITY St.Thomas University . N 1 z NW151St Opa-locka Blvd 135 St z MCC ar North z Campus iNW 113St NW 110 St 2 16 w Northside Metrorall ��� Station ROUTE 32 Southbound bus does not enter station. Route 32 kJ WHEELCHAIR ACCESSIBLE ALL TRIPS SERVE TRI-RAIL STATION NORTHBOUND O . . Opa-locka Tri-Rail Station SOUTHBOUND qC‘ cri? Opa-locka Tri-Rail Station NW 20 St Santa Clara Metrorail Station Pi v 20St 20 St z VA Hospital m NW17St N 16 St LIBERTY CITY NE 17 Terr Bus Terminal tf m NE 14 St Z OMNI 3 0 in OMNI Ridership Data IRoute 3 Day Date Time Number of Passengers Direction Seats Standees Capacity Monday 11/22/2004 1704 24 NB 38 15 53 Friday 8/27/2004 1626 21 SB 38 15 53 Monday 3/10/2003 - 1747 31 SB 43 20 63 Monday 11/8/2004 1540 45 NB 43 20 63 Average Per Direction Ridership Capacity NB 35 58 SB 26 58 1 Route 16 Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 5/31/2005 1624 12 SB ^ 38 15 53 Tuesday 5/31/2005 1653 19 NB 38 15 53 Thursday 4/15/2004 1603 4 NB 38 _ 15 53 Wednesday 6/4/2003 1559 21 NB 43 20 63 Friday 1/3/2003 1640 7 SB 38 15 53 Friday . 2/7/2003 1536 28 SB 38 15 53 , Wednesday 12/10/2003 1524 9 SB 38 15 53 Average Per Direction Ridership Capacity NB 15 56 SB 14 53 I Biscayne Max 93 Day_ Date Time Number of Passengers Direction Seats ,Standees ,Capacity Monday 7/11/2005 1554 15 SB 38 15 53 Monday 7/11/2005 1617 9 NB 38 15 53 Friday 12/27/2002 1554 4 NB 42 20 62 Friday 12/27/2002 1755 14 SB 42 _ 20 62 Monday 6/7/2004 1607 20 SB 38 15 53 Wednesday 9/17/2003 1605 7 SB 42 20 62 Wednesday 9/17/2003 1625 19 NB 42 20 62 Wednesday 6/11/2003 ^ 1737 9 SB 43 - 20 63 _ Wednesday 6/11/2003 1755 7 NB 43 20 63 Average Per Direction r Ridership . Capacity NB 10 60 SB 13 59 r. l Route 95 Civic Center e Day Date Time Number of Passengers `Direction Seats Standees Capacity Tuesday _ 3/18/2003 1651 0 NB 38 15 53 Average Per Direction Ridership Capacity NB , 0 53 SB _ #DIV/0! #DIV/0! I Route T I Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 4/9/2003 1710 19 NB 38 15 53 Thursday 4/10/2003 1624 17 SB 43 _ 20 63 Thursday 4/10/2003 1651 10 NB 38 15 53 Average Per Direction Ridership Capacity NB 15 53 , SB 17 63 Route 62 W Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 3/8/2005 1605 6 WB 38 15 53 Tuesday 3/8/2005 1802 0 EB 38 15 53 Tuesday 3/8/2005 1805 8 WB 38 15 53 Tuesday 2/17/2004 1631 4 EB 42 20 62 Tuesday 9/23/2003 1619 12 WB 38 15 53 ` Tuesday 9/23/2003 ^ 1757 6 EB 38 15 53 Wednesday 8/6/2003 1559 1 EB 38 15 53 Thursday 6/19/2003 1723 5 EB 43 20 63 Wednesday 6/18/2003 1713 5 WB 43 20 63 Tuesday 6/17/2003 1605 4 WB 43 20 63 Tuesday 6/17/2003 1758 0 EB 43 20 63 Thursday 5/1/2003 1726 13 EB 43 20 63 Monday 4/21/2003 1658 0 EB 38 15 53 Monday 4/21/2003 1705 17 WB 38 15 53 Avera a Per Direction Ridership , Capacity EB 4 58 WB 9 _ 56 Route 32 , . _ _ I Day Date Time Number of Passengers Direction Seats Standees Capacity Monday 5/19/2003 1707 . 2 EB 38 15 53 Thursday 4/28/2005 1618 7 WB 38 15 53 1 Average Per Direction Ridership Capacity EB 2 53 WB 7 53 Summary Route NB/ER SBIWB Average Ridership 1 Averate Capacity Averate Ridership Average Capacity Route 3 �.r. 35 58 _ 26 58 i _ Route 16 15 56 14 53 Biscayne MAX 93 10 60 13 59 Route 95 0 53 0 0 Route T 15 53 17 63 Route 62 4 58 9 56 Route 32 2 53 7 53 Total Ridership 86 APPENDIX D: Existing Conditions (2005) SYNCHRO 6.0 Outputs 2005 P.M. Peak Hour Existing Timings 3: NE 22nd Street & Biscayne Boulevard HCM Signalized Intersection Capacity Analysis 2005 Peak Hour Present Traffic Conditions Lane Configurations tdr (yphpl) Total Lost time (s) Frt Satd. Flow (perm RTOR Reduction (vph) Turn Type Effective Green, g (s) Clearance Time (s) e� tensi Lane Grp Cap (vph) v s Jt~Prot ..: v/s Ratio Perm v/c,Ratio Uniform Delay, d1 Incremental Delay, d2 Level of Service Approach:Delay (s Approach LOS Perm HCM Average Control Delay Actuated Cycle Length (s) Ifite*61100-Capacity Utilization :. Analysis Period (min) Lane Group'_ 4.0 00 0.94 a 98 1714 1505 0.96 21 8.5 4.0 111 0.02 50.3 4.7 115.0 19 6% 15 Perm 4.0 0.96 8.5 007 4.0 3.0 108 c0.04 51.3 4.5 ft) 1900 4.0 4.0 0 95 1.00 1.00 1770 3525 460 3525 0.96 0.96 Perm 98.5 98.5 4.0 3D 4.0 394 3019 0.03 0.03 1.2 0.1 HCM Level of Service Sum of lost time (s) ICU Levet of Service 1.9 1 00 • 0.5 =24 A 8.0 +T 1900`' 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 Perm 98.5 98.5 98.5 086` 4.0 4.0 30 293 0.06 1.3 0.5 3030 0.31 0.3� 1.7 0.3 2.1 A 2.1 A 2/2/2006 G:1042785000-Tiziano\REVISED\CaIcs\SYNCHROIEXISTING.sy7 Kimley-Horn and Associates, Inc. 3: NE 22nd Street & Biscayne Boulevard Timings 2005 Peak Hour Present Traffic Conditions Lane Configurations Umelvatt) Turn Type Protected Phases Permitted Phases Detector. Phases Minimum Initial (s) Mini..` Total Split (s) Sp{it (%) Yellow Time (s) All -Red Lead/Lag Recall Mode 4 4.0 4.0 4.0 4.0 4.0 4.0 4.0 200,, 0.0 20.0 20.0 20.0 20.0 95.0 95.0 95.0 7::4% 4.0 4.0 4.0 4.0 4.0 4.0 4.0 0.0 0.0.__. 6 4.0 95.0 4.0 None None None None C-Max C-Max C-Max C-Max Cycle Length: 115 meted COe Lengthw Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Control Type: Actuated -Coordinated Splits and Phases: 3: NE 22nd Street & Biscayne Boulevard 04 2/2/2006 G:1042785000-Tiziano\REVISEDICalcs\SYNCHROIEXIS'ING.sy7 Kimley-Horn and Associates, Inc. 13: NE 23rd Terrace & NE 4th Avenue HCM Unsignalized Intersection Capacity Analysis 2005 Peak Hour Present Traffic Conditions Lane Configurations Sign Grade Volume::1G8 :m Peak Hour Factor Pedestrians r�kr-.;dry Walking Speed (fits l3 -wWmT Right turn flare (veh Media Median storage veh) 1.1ps **._--...-_ pX, platoon unblocked vC1, stage 1 conf vol ,ate2 oprit vCu, unblocked vol 49 sin :is) tC, 2 stage (s) I Stop 0% 0 0.67 0.67 0.67 None 1 0.67 1 1 13 13 47 47 31 13 -62 7.1 65 tF (s) _ ` 4.0 3.35 4.0 p0 queue free % 100 100 100 99 100 100 100 cm -m 837 -1044 1605 VolumeTotalr l 3 39 13 Volume Left 0 12 1 0 V 1 : 13 cSH 1700 963 1605 1573 me toCapacity " 0.00 0.81 . 0.00 € Queue Length 95th (ft) 0 1 0 0 Control Delays,) 1 0 8.8 03 0.0 Lane LOS A A A Approtagb"'( m 00 8.8 0.3 0.0 A A Approach LOS Average Delay intersectidn9SacitY Analysis Period (min) 2.0 13.3% 15 ICU Level of Service. 0% 0.67 0.67 0.67 37 37 100 4, 4. Free 0% 9 0 0.67 0.67 0 2/2/2006 G:1042785000-Tiziano\REVISEDtCalcs\SYNCHRO\EXISTING.sy7 Kimley-Horn and Associates, Inc. 11: NE 23rd Street & NE 4th Avenue HCM Unsignalized Intersection Capacity Analysis 2005 Peak Hour Present Traffic Conditions -04 Lane Configurations Sign Control Stop Grade 0% Volume-(veh/h)" 12 19 10 Peak Hour Factor 0.91 0.91 0.91 13 .. 1 . ra Pedestrians Walking Speed Right turn flare (veh) ii dian _µ. Median storage veh) Upstreamg allft) pX, platoon unblocked vC- Conflicting volume 62 vC1, stage 1 conf vol stage 2 f vCu, unblocked vol sl tC, 2 stage (s) tF-(a) "._.: 1.5 p0 queue free % m_y (viet Volume Tt l Volume Left ._w. Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control;r elay'(s) Lane LOS teach Delay (ay Approach LOS 62 99 5 Average Delay Intersection Capacity Utilization "' Analysis Period (min) 16. 0.91 4 4\ Stop 0% 18 =-9 0.91 0.91 20 90 46 16 63 50 10 6.2 .1; 0.91 24 tip 3.3 ".." 3.5 4 ii 3 98 99 99 98 99 100 1063 901 837 7 8 903 0,04 3 2 26 2 1591 1604 0.00 0.00 0 0 2.0 0,6, A A 2.0 0.6 6.3 .''13.5%" 15 ICU Level of Service Fre 0% 6 7 0.91 0.91 0.91 14 100 1604;' 4 Free 0% 7 15 0.91 0.91 8.. " ':16 1/23/2006 G:1042785000-Tiziano\REVISED\Calcs\SYNCHROIEXISTING.sy7 Kimley-Hom and Associates, Inc. f 0.95 0% 0.95 0.95 3 2554 550 2033 25 k• I P 4/ 24 2' 0.95 0.95 1883 2554 550 2033 2554 686 1100 67 78 92 10: NE 23rd Street & Biscayne Boulevard HCM Unsignalized Intersection Capacity Analysis 2005 Peak Hour Present Traffic Conditions Grade Volume hTh) Peak Hour Factor Pedestrians Walking Speed (ft/s Percent plod Right turn flare (veh Me Median storage veh i ( pX, platoon unblocked vC ng rim vC1, stage 1 conf vol vC2, stage 2 vCu, unblocked vol tC, 2 stage (s) p0 queue free % (v cSH 88 Volumeto Gapa0.62:: Queue Length 95th (ft) 73 Lane LOS Appro3elay Approach LOS Average Delay ter i Ca Analysis Period (min F 192.1 F 3.5 34 91 3..3 95 Free w: Free 0% 0% 1283 21 17 1023 22 0.95 0.95 0.95 0.95 0.95 18 077 23 53 630 1700 1700 496 1700 1700 81 0.05 0.53 .04 .42 0.22' 86 4 0 0 3 0 0 0.0 12.5 0 B 02,. 5.4 46.9' ICU Level of Service 15 1373 96 2/2/2006 G:1042785000-Tiziano\REVISEDICalcs\SYNCHROIEXISTING.sy7 Kimley-Horn and Associates, Inc. 18: NE 23rd Terrace & NE 5th Avenue HCM Unsignalized Intersection Capacity Analysis 2005 Peak Hour Present Traffic Conditions Lane Configurations Sign Control Grade Volume (vehlh) Peak Hour Factor Hourly flow rate (vp)). Pedestrians Lane Walking Speed Right turn flare Median Median storage veh U sign pX, platoon unblocked v C, conflicting volume vC1, stage 1 conf vol vC2, 2.._ vCu, unblocked vol tC, 2 stage (s) tF (s p0 queue free % rapacity (vet f Free 0% 1 .... 0.75 12 100 0.75 V ume Total 11 12 Volume Left 1 0 Volume i!t -1 cSH 1607 1610 1048 Volume to Capacity 0.00 0 0.01 Queue Length 95th (ft) 0 0 0 ControlDelay fay (s) 0.9 0.0 8.5 Lane LOS A A roach0.0 8.5 Approach LOS A 0.75 4 Free 0% n 8 1 0.75 0.75 0.75 0 0 Average Delay Intersection-: amity tilization` Analysis Period (min 2.0 13.3% 15 9 2.2 100 1610 ICU Level of Sery 4' 0.75 27 0% 0.75 24 0 1 0.75 0.75 o 3.5 4.0: 100 100 100 23 0.75 0% 0 3 0.75 4 23 11 i5. 82 3.5 4.0 .3.3 100 100 100 1070 1/23/2006 G:1042785000-TizianolREVISEDICalcs1SYNCHROIEXISTING.sy7 Kimley-Hom and Associates, Inc. Miami -Dade County Public Works Department Existing Timing Plans 3596 US 1 & NE 22 ST TIME PT OFF NSG G Y EWP Y MIN: 20 15 011 3066 1 415 4 15 21 0 30 1 4 15 4 115 23 0 30 1 4 15 4 500 19 0 30 1 4 15 4 545 1 30 66 1 4 15 4 615 2 29 65 1 4 16 4 745 12 48 61 1 4 20 4 845 16 39 85 1 4 16 4 1200 17 48 85 1 4 16 4 1345 10 48 85 1 4 16 4 1545 9 102 90 1 4 16 4 1630 18_38_._90_ 1800 3 28 63 1 4 18 4 1900 1 30 66 1 4 15 4 2130 11 30 66 1 4 15 4 ENTER NEXT PAGE # (1 DIGIT), DAY 3596.txt TIMING FOR DAY # 2 (SECTION 3) S Y M CYC PAGE 4 90EARLY NI 6 54NITE M2 6 54LATE NIG 6 54DAWN M2 90AVG M2 0 90PRE AM M 90AM PEAK 110MID MORN 110NOON MZ 110AFT M1 0 115PRE PM P PEAK 90POST P 90AVG M2 0 # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT)LY NI Page 1 APPENDIX E: Growth Trend Analyses and Committed Projects FDOT Historical Count Information Print Date: November 29, 2005 Florida Department of Transportation Transportation Statistics Office 2004 Historical AADT Report County: 87 - DADE Sue: 5058 Description: SR 5/US-1, 200' N NE 29 ST AADT Direction 1 Direction 2 K Factor D Factor T Factor j zu04 C 43,000 N 21,500 S 21,500 0.09 0.53 6.20 2003 C 37,500 N 18,000 S 19,500 0.09 0.58 6.60 12002 C 38,500 N 19,000 S 19,500 0.10 0.52 3.40 200I C 39,000 N 19,000 S 20,000 0.08 0.54 5.30 12000 C 42,500 N 23,000 S 19,500 0.08 0.53 3.10 1999 C 38,000 N 18,500 S 19,500 0.09 0.53 3.10 1998 C 41,000 N 21,500 S 19,500 0.09 0.53 2.50 1997 C 35,000 N 17,500 S 17,500 0.09 0.65 2.30 1996 C 39,500 N 23,500 S 16,000 0.09 0.53 2.90 1995 C 30,500 N 14,500 S 16,000 0.08 0.63 6.70 1994 C 35,500 N 17,000 S 18,500 0.09 0.60 5.50 1993 C 39,000 N 20,000 S 19,000 0.00 0.00 0.00 1992 C 35,500 N 0 S 0 0.00 0,00 0.00 1991 33,470 N 0 S 0 0.00 0.00 0.00 1990 31,754 N 0 S 0 0.00 0.00 0.00 1989 32,594 N 0 S 0 0.00 0.00 0.00 1988 31,272 N 0 S 0 0.00 0.00 0.00 1987 32,181 N 0 S 0 0.00 0.00 0.00 1986 36,425 N 0 S 0 0.00 0.00 0.00 1985 36,854 N 0 S 0 0.00 0.00 0.00 1976 29,670 N. 0 S 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page 1 Print Date: November 29, 2005 Florida Department of Transportation Transportation Statistics Office 2004 Historical AADT Report County: 87 - DADE `"Fe: 5056 Description: SR 5/US-1, 200' N NE 19 ST AADT Direction 1 Direction 2 K Factor D Factor T Factor 2004 C 35,000 N 16,500 S 18,500 0.09 0.53 6.20 2003 C 36,000 N 18,000 S 18,000 0.09 0.58 6.60 2002 C 36,000 N 18,500 S 17,500 0.10 0.52 3.40 2001 C 37,500 N 19,000 S 18,500 0.08 0.54 5.30 2000 C 37 5 N 19,000 S 18,500 0.08 0.53 3.10 19`9 C 35,500 N 18,000 S 17,500 0.09 0.53 3.10 1998 C 41,000 N 23,000 S 18,000 0.09 0.53 2.50 1997 C 34,000 N 17,500 S 16,500 0.09 0.65 2.30 1996 C 38,500 N 15,000 S 23,500 0.09 0.53 2.90 1995 C 29,500 N 14,500 S 15,000 0.08 0.63 6.70 1994 C 31,000 N 16,000 S 15,000 0.09 0.60 5.50 1993 C 37,000 N 19,000 S 18,000 0.00 0.00 0.00 1992 C 34,000 N 0 S 0 0.00 0.00 0.00 1991 33,484 N 0 S 0 0.00 0.00 0.00 1990 31,877 N 0 S 0 0.00 0.00 0.00 1989 38,882 N 0 S 0 0.00 0_00 0.00 1988 34,807 N 0 S 0 0.00 0.00 0.00 1987 33,938 N 0 S 0 0.00 0.00 0.00 1986 34,330 N 0 S 0 0.00 0.00 0.00 1985 34,286 N 0 S 0 0.00 0.00 0.00 1976 28,461 N 0 S 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F= First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 Growth Trend Analyses TRAFFIC TRENDS SR 5/US-1 -- 200' N of NE 29 ST County: Station #: Highway: Miami -Dade 87-5058 SR 5/US-1 50000 45000 — m 40000 - m 35000 - 30000 -: m 25000 - F 20000 -v W 0 ca 15000 ai a 10000 — 5000 3Observed Count Fitted Curve 2000 2005 2010 2015 2020 2025 Year ** Annual Trend Increase: -50 Trend R-squared; 0.1% Trend Annual Historic Growth Rate; -0.12% Trend Growth Rate (2004 to Design Year); -0.13% Printed: 29-Nov-05 Straight Line Growth Option Year Traffic (ADT/AADT) Trend** Count* 2000 42500 40200 2001 39000 40200 2002 38500 40100 2003 37500 40100 2004 43000 40000 2006 Opening Year Trend 2006 N/A 39900 2 07 Mid -Year Trend 2007 N/A 39900 20 8 Design Yeai Trend 2008 N/A 39800 TRANPLAN ForecasxsTrends *Axle -Adjusted TRAFFIC TRENDS SR 5/US-1 -- 200' N of NE 19 ST "Annual Trend Increase: -650 Trend R-squared: 89.9% Trend Annual Historic Growth Rale: -1.72% Trend Growth Rale (2004 to Design Year): -1.85% Printed: 29-Nov-05 Straight Line Growth Option County: Station #: Highway: Miami -Dade 87-5056 SR 5/US-1 Year Traffic (ADT/AADT) Trend" Count* 2000 37500 37700 2001 37500 37100 2002 36000 36400 2003 36000 35800 2004 35000 35100 2006 Opening Year Trend 2006 N/A 33800 2007 Mid -Year !rend 2007 N/A 33200 2008 Design Yea' Trend 2008 N/A 32500 TAANPLAN Forecasts Trends 'Axte-Adjusted Committed Projects Rosabella Lofts (Edgewater Tower) i 5.0 TRIp GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (ITE) publication, Trip Generation, fith Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230. These trips are the total number of vehicular trips generated by the project before adjusting for pedestrian and mass transit trips. TABLE 11 PROJECT TRAFFIC •i llStf �+jy �' h A tff y r 1M 1'� ri ii,if }.SS �,YT y i - :&4gT�e! , k�'�Zr. ,.. ,J�fi'''ramd d �� "'� :;K � �G8��54d �4 - `1 s ; } 3- 'kt. 1'� ; r e__..7,�. : 4:e1;, fjQl 1. U", �5. r - y ,;r �}_uL)#� Ilil.lLlll } . "1 'r yyy' h� a 4N- Y ` v. Y + ,iyl ,y ,�r'� ,. 1 1v•1 ^ �' t �r [�ri [icy, . 'i;' Hr a ,,, , YFy!�� V�a , f: 1rYl �F $ x ''' ✓�� wt! d', :d3eL �� # �' e hP {+f1 f� f4 �F'j A�+ l' pi. e�� `�1. SAS t .,' T'e i" - ,!", fl q4 t .j yi r7° - k :r ;,� `..�1 F$ -•`r y n t _ i i t-� -, j1 w ' '�w S xa = X j -n -: .!'1 WEEKDAY Min726 726 VPD OUT ' 726 726 VPD TOTAL 1,452 1,452 VPD AM PEAK HOUR OF ADJACENT STREET IN 18 18 VPH OUT 90 90 VPH TOTAL 108 108 VPH PM PEAK HOUR OF ADJACENT STREET IN 90 90 VPH OUT 44 44 VPH TOTAL 134 _, 134_ VPH Because of its proximity to MetroBus routes and the nature of the area, it is anticipated that 5% of the person trips will use mass transit or walk. These person tri ps will not negatively effect the traffic conditions, and therefore, are not included in the ve hicle trips distributed throughout the study area. The remaining 95% of the person trips generated by the project were distributed throughout the study area as vehicle trips. JACKSON M. AHLSTEDT, P.E. EDGEWATER TOWER August 4, 2003 Page 19 r.. W t r a ii NE23St�...�. NE 22 St I[ NE21 St 111E 20 Ter • amainsmoMM NE 26 St 34117 NE25 St 4-4 LLa 84143 7/34 19184 lailawarPr NE19 St NE18 St NE17 Ter NE 24 St • • NTS ag • Project • at 19184:AM/PM PEAK :HOUR :PROJECT TRAFFIC • • • • FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. EDGEWATER TOWER August 4, 2003 Page 22 Biscayne Park Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code High -Rise Apartments Specialty Retail General Office 214 DU 8,700 50. FT. 13,000 SO. FT. 222 814 710 GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment 0 16% of Gross External Trips (1) `Transit Trip Reduction 0 14.90 % of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction it 10.00% of Gross Extemal Trips (3) NET EXTERNAL VEHICLE TRIPS Net External Person Trips in Vehicles 0 1.40 Persons/ Vehicle Net External Person Trips using Transit 0 1.40 Persons/ Vehicle Net External Person Trips (vehicles end transit modes} Net External Person trigs walking / using bicycle 1.40 Persons/ Vehicle PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips 61% 49 39% 32 81 44% 19 56% 24 43 17% 3 83% 16 19 50% 71 50% 72 143 50% 11 50% 12 23 50% 11 50% 11 21 50% 7 50% 7 14 5Q% 42 50%, 43 85 50% 59 50% 60 118 50% 15 50% 15 30 50% 74 50% 75 148 50% 10 50% 10 20 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment 11 (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DR Increment 11 NE 76 ST NE 25 TERR NE 25 ST NE 21 ST iL IL L�, Ir r-" J ,1„ -J 1 nE PROJECT SITE E E I „ aiF r(4) JILLJI NE 23 ST NE 22 ST NE 21 ST it �J n) 1I JL L, W U sw `2) 11 —fa] Eo J1 NE 20 ST a-J PROJECT' BISCAYNE PARK MUSP TRAFFIC IMPACT STUDY PM PEAK HOUR PROJECT TRIPS N. T. S. LEGEND XX - ENTER (XX) - EXIT EXHIBIT do 13 Page 23 Mondrian Miami (Gallery Art Condominium) 5.0 TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (ITE) publication, Trip Generation, 7th Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230 plus the number of office trips calculated using data for ITE Land Use Code 710. These trips are the total number of vehicular trips generated by the project before adjusting for pedestrian and mass transit trips. TABLE 12 PROJECT TRAFFIC WEEKDAY IN OUT TOTAL 506 506 1,013 111111•1111111111 94 553 1,107 VPD VPD VPD AM PEAK HOUR OF ADJACENT STREET OUT TOTAL 66 79 PM PEAK HOUR OF ADJACENT STREET 1E13 OUT TOTAL 63 10 1 11� IMEIMIE11 91 10. on won an 67 VPH VPH 93 63 35 98 VPH VPH VPH Because of its proximity to MetroBus routes and the nature of the area, it is anticipated that 5% of the person trips will use mass transit or walk. These person trips will not negatively effect the traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 95% of the person trips generated by the project JACKSON M. AHLSTEDT, P.E. GALLERY ART CONDOMINIUM June 3, 2004 Page 22 were distributed throughout the study area as vehicle trips. Table 13 summarizes external trips for the project after accounting for modal splits. TABLE 13 FINAL EXTERNAL PROJECT TRAFFIC AM PEAK HOUR OF ADJACENT STREET OUT TOTAL 13 63 75 10 23 64 11111111111=1•n1121 VPD VPD VPD PM PEAK HOUR OF ADJACENT STREET OUT TOTAL 59 29 89 5 60 VPH VPH „ 93 ME As can be seen from Table 13, the estimated number of vehicle trips entering the site during the AM peak hour is 23 vph. The estimated number of vehicle trips leaving the site during the AM peak hour is 64 vph. The estimated number of vehicle trips entering the site during the PM peak hour is 60 vph. The estimated number of vehicle trips leaving the site during the PM peak hour is 33 vph. JACKSON M. AHLSTEDT, P.E. GALLERY ART CONDOMINIUM June 3, 2004 Page 23 2/5 A I ► 3/6 NE 2ND AVE 513 5/13 I 14/7'� B14 NE 29TH STREET 317 NE 26TH STREET rI NE 27TH STREET t8/5 NE 26TH TERRACE 31� 6/14 6114 NE 26TH STREET q-514 NE 25TH STREET 6114 5/4 1�4421111 7 1J� 5/15} g 216 W a cn airs...u. u.,. ommrsrscpc iii itftrai•a ■rr4.0+10412 PROJECT NE 24TH STREET Ow 17/117/21 5/11 NE 23RD STREET 411 /6 l6/3 NE 22ND STREET t 3/6 NE 21 ST STREET — NE 20TH STREET 1271v t 5/12 1 3/11 = AM/PM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT . NORTH NTS FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. GALLERY ART CONDOMINIUM June 3, 2004 Page 25 Onyx 2 5.0 TRIP GENERATION The total number of vehicular trips generated by the project was determined for the A and PM peak hours using the institute of Transportation Engineers (ITE) publication, Ti Generation, 7th Edition. The number of vehicular trips generated by the project was basE on the total number of condominium units, using data for ITE Land Use Code 230 plus tt- number of office trips calculated using data for ITE Land Use Code 710. These trips as the total number of vehicular trips generated by the project before adjusting for pedestria and mass transit trips. TABLE 11 PROJECT TRAFFIC Because of its proximity to MetroBus routes and the nature of the area, it is anticipated that 5% of the person trips will use mass transit or walk. These person trips will not negatively effect the traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 95% of the person trips generated by the project JACKSON M. AHLSTEDT, P.E. ONYX 2 CONDOMINIUM April 15 7S111d r were distributed throughout the study area as vehicle trips. Table 12 summarizes external trips for the project after accounting for modal splits. TABLE 12 FINAL EXTERNAL PROJECT TRAFFIC As can be seen from Table 12, the estimated number of vehicle trips entering the site during the AM peak hour is 10 vph. The estimated number of vehicle trips leaving the site during the AM peak hour is 48 vph. The estimated number of vehicle trips entering the site during the PM peak hour is 45 vph. The estimated number of vehicle trips leaving the site during the PM peak hour is 22 vph. JACKSON M. AHLSTEDT, P.E. ONYX 2 CONDOMINIUM April 15, 2004 Page 21 NE 36 ST N.T.S, w 4613 1/6 1144 us w z NE 33 ST 144/2 2/11 12/5 NE 20 ST -- 2/11> 1/6 )* la/2D ,�9f4 9/411r 2/8 14'2/8 LEGEND 17/8 V i 015 -21/10 ::? :;: PROJECT 26/12 NE 28 ST 4/2S NE 26 ST 12/17 NE 22 ST 3/11 =AM/PM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. ONYX 2 CONDOMINIUM April 15, 2004 Paramount Bay (Paramount at Edgewater Square) ■ r ■ ■ ■ ■ ■ ■ ■ r er ❑1❑ Kmlley�Fbm — w Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square (Quality Restaurant), ITE Land Use 932 (High -Turnover Restaurant), and ITE Land Use 710 (General Office Building). Project trips were estimated for the P.M. peak hour. As Table 11 shows, the existing land uses generate approximately 305 net new external trips during the P.M. peak hour. Table 10: Existing Trip Generation Single -Family Housing (210) -Scale." 1 d.u. Cross Total 'Trips Internal `:?Capture Reduction. 23% Net External Trips 0 Pa*s. By Capture Reduction Net -New. ,External -Trips 0 .Entering' Exiting 63% Trips 1 37% Trips 0 Apartments (220) 34 d.u. 21 23% 17 17 65% 14 35% 7 Specialty Retail Center (814) 7.5 k.s.f. 39 13% 34 10%** 31 44% 17 56% 22 61 51 48 32 29 " Pass -by rate for ITE 814 not provided in Trip Generation Handbook. A ten (10) percent pass -by rate was conservatively assumed for the Specialty Retail Center land use and applied to external trip generation (less internal capture volumes). 6:1042304000-EdgewaterlReports1TIA.doc Page- 21 July 2004 -117 O N N NE 21st Street 1 61 6 5 85 —♦ 45 16 � � D SITF 889 co tO ,-- 24 NE 20th Terrace 78 -f 7 ---•� 16 2� n � n 91 1-- 21B 11 NE 20th Street 41 r' 49 4-- 71 67 NE 29th Street 75 62 -- 4 33 —4 NE 21 st Street 26 - 9--OP 17 41fir' n iD [O N C N c T1- (SEE DETAIL) 196 277 ^110. 66� XX 3 c co r 0 2 411-- 451 548 ---00 174 164 —4 NE 15th Street N N n ♦ NE 20th Terrace lI 31—♦ 24� v M p M ▪ r+1 to a v M 331 �---- 54 78 NE 19th Street LEGEND P.M. PEAK HOUR VOLUMES (VEHICLES) P.M. PEAK HOUR VOLUMES (PERSON —TRIPS) 50 -j 58----+ 80 —4 ✓ • go N go 24 —16 122—PP' 21-4 L 0 > N 3 0 CO 5, 0 En r' N b AL 71 4111— 114 185 11 U1 M M n N Boyshore Drive FIGURE 5 0 Z 2006 P.M. PEAK HOUR TOTAL TRAFFIC Kimley-Hom and Associates, Inc. —) Soho 5.0 TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (ITE) publication, Trip Generation, 7th Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230. These trips are the total number of vehicular trips generated by the project before adjusting for pedestrian and mass transit trips. TABLE 11 PROJECT TRAFFIC i �� Y KH144,: r .I � -) } a'7 . n $ r 9 }R .. n ';. x k t1 • �,$4'6a' �.�"��y^`F %au ++jj��, 4 '-•'"S a i k %% 1 f•ia'37'f �l `� .y. J } c 3 i f 1 �y y, tp,.s T _ E ,}2 q ,•1 �•', r l� ` i 4 �b'� , �nT� '4r �> kva 71- w,o4iV3., �, sY 0 6. ��.7� ,ifh _ - i .'.; 4r a. ti7%4 �'h .1� f4! ro i� f"t�{. AN 5 S ' Jai _ 4 J,A m..,, 5 jlv . ly t, 1G: f'v^ ... .. �3.L ,,,}}},,, cir•�� =4 v � t l -- xy.k , rJ • 4 L�.. �" t�„'h* {� S �'V1 i 4T1� , Pl 1F tP:bT. r-if.4'.CC9 k3' 3 j' ;t.0 } [✓ K E'!` 1 _ Vf _ c L Yitaa C''zY w .j[ �4 �yy 4wt;3 y,.e ,' ,e4'- "t�jd-, r �i tYi ,, 4 M - $ � 1 ) s ' ,:: yt"!: 'yµ,A,� `�:Y.J. �,'..` 4�� k14. .",' . . . �. � .. ;5`a4-I i'�. 1.S} ?!-;s', ��. ,- .71• �f. _ I I N „, . , _'9l "'F 1 y�x1 JL 4'�e �Jk' i-a�. whi WEEKDAY IN 307 307 VPD OUT 307 307 VPD TOTAL i 614 614 VPD AM PEAK HOUR OF ADJACENT STREET IN 8 _ 8 VPH OUT , 41 t _t 41 VPH TOTAL 50 ! 50 VPH PM PEAK HOUR OF ADJACENT STREET IN 39 39 VPH OUT 19 19 VPH - 1- TOTAL 58 - , , 58 1- VPH .,1 Because of its proximity to MetroBus routes and the nature of the area, it is anticipated that 5% of the person trips will use mass transit or walk. These person trips will not negatively effect the traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 95% of the person trips generated by the project were distributed throughout the study area as vehicle trips. JACKSON M. AHLSTEDT, P.E. SOHO CONDOMINIUM May 26, 2004 Page 20 Table 12 summarizes external trips for the project after accounting for modal splits. TABLE 12 FINAL EXTERNAL PROJECT TRAFFIC �sA ii, r �.s ..,.- hdp.S � `i #-t d -R� V � ,,Fsi e, SR p �"r 7 ruux'` itd#:r'1� � e �v _* X e3, i ✓:'. OTA • 0. ' ''1 ..i. r rY , --: N . +y ':' � 'St�yf t. s.. ill �4 ^n J � ,IC L z+1CONDOMt IT ' V, Ci .•`' F z } /. iK �} a -, ,.t W. S yt.Gil1.4 .�'�'r i 1 �; - 'i 1` 6.f �'.. „S v f7 /tiry ' k4, t �S Gz � 4 44 F{ Y gy'*_,N,. '�. W ] '4rsq. • ' A'' ''t y.�'L iY R � "�' � 4 5 % YI ./ `n S' T xxtS•_E'�� r yw 1 4:4 ,.*, , e7✓� Mkt aCw f -i t.tZ. yr --li A J ni f i F F - , *, 3vw yi+. � . Si i �p ?y� r ryy�.! � k • '� y{,�T svi" � r.5 J 1)... I 1 k i'. }^�?�; 5 i' _ �.': yy k is �_.'; F g ��s , .y �' T. AM PEAK HOUR OF ADJACENT STREET IN 8 8 VPD OUT 39 39 VPD TOTAL 47 47 VPD PM PEAK HOUR OF ADJACENT STREET IN 37 i 37 VPH OUT 18 18 VPH TOTAL 55 _' 55 , VPH As can be seen from Table 12, the estimated number of vehicle trips entering the site during the AM peak hour is 8 vph. The estimated number of vehicle trips leaving the site during the AM peak hour is 39 vph. The estimated number of vehicle trips entering the site during the PM peak hour is 37 vph. The estimated number of vehicle trips leaving the site during the PM peak hour is 18 vph. JACKSON M. AHLSTEDT, P.E. SOHO CONDOMINIUM May 26, 2004 Page 21 7 3 116� f 1/54,f/3 6/3 (1 NE 29TH STREET 1/fi11111- NE 28TH STREET NE 27TH STREET r 1 1 1 NE 26TH TERRACE NE 26TH STREET NE 25TH STREET NE 24TH STREET kktL0/9 1�20/10 PROJECT '";1 T NE 23RD STREET t 13/6 Nr-7/4 NE 22ND STREET 3/13 2 311fi 0/3 fl4 NE 21ST STREET 9/4 4- 2/9 m z Y 0 NE 20TFI STREET NE 19TH STREET � w.1M1 r_r w 4/21Ir�1/4 714 f 1f7 3/11 = AM1PM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT NORTH NTS BISCAYNE BAY FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. SOHO CONDOMINIUM May 26, 2004 Page 23 COMITTED PROJECTS PERSON -TRIPS SUMMARY Project Name Biscayne Boulevard NE 20th Street NB SB EB WB Rosabeila Lolls (Edgewater Tower) 35 35 0 0 Biscayne Park 18 18 0 0 Mondrian Miami (Gallery Art Condominium) 22 39 20 11 Onyx 2 35 28 0 0 Paramount Bay (Paramount at Edgewater Square) 41 55 29 33 Soho 13 24 13 6 Total 164 199 62 50 g.-1042785000-021ano ntaupicalcal[o to iedprojectssunamaryarlsfprak hour 11/12/1005 8r17 KirnleyHom end Associates, Inc. Copyrighi ® 2004, Kimtry-Horn and Associates, lam. APPENDIX F: Cardinal Trip Distribution Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS 1 TOTAL 1 NNE ENE ESE SSE SSW WSW WNW NNW 496 TRIPS 129 41 46 111 144 155 117 89 832 PERCENT 15.50 4.93 5.53 13.34 17.31 18.63 14.06 10.70 497 TRIPS 161 64 55 123 193 198 146 136 1076 PERCENT 14.96 5.95 5.11 11.43 17.94 18.40 13.57 12.64 498 TRIPS 638 658 345 853 1426 924 576 607 6027 PERCENT 10.59 10.92 5.72 14.15 23.66 15.33 9.56 10.07 499 TRIPS 225 93 79 191 331 303 202 247 1671 PERCENT 13.46 5.57 4.73 11.43 19.81 18.13 12.09 14.78 500 TRIPS 678 183 300 780 850 1284 624 649 5348 PERCENT 12.68 3.42 5.61 14.58 15.89 24.01 11.67 12.14 501 TRIPS 389 164 142 317 355 633 386 402 2788 PERCENT 13.95 5.88 5.09 11.37 12.73 22.70 13.85 14.42 502 TRIPS 344 150 116 244 291 613 325 386 2469 PERCENT 13.93 6.08 4.70 9.88 11.79 24.63 13.16 15.63 503 TRIPS 1343 521 570 957 1490 2194 1403 1706 10184 PERCENT 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 `4- 504 TRIPS 617 222 274 229 1153 1292 716 894 5397 PERCENT 11.43 4.11 5.08 4.24 21.36 23.94 13.27 16.56 505 TRIPS 934 380 570 400 2148 2499 1567 1502 10000 PERCENT 9.34 3.80 5.70 4.00 21.48 24.99 15.67 15.02 506 TRIPS 732 277 254 434 719 1304 893 909 5522 PERCENT 13.26 5.02 4.60 7.86 13.02 23.61 16.17 16.46 507 TRIPS 593 309 290 197 1085 1232 1107 927 5740 PERCENT 10.33 5.38 5.05 3.43 18.90 21.46 19.29 16.15 508 TRIPS 45 101 79 10 53 238 146 74 746 PERCENT 6.03 13.54 10.59 1.34 7.10 31.90 19.57 9.92 509 TRIPS 339 134 88 47 589 847 705 631 3380 PERCENT 10.03 3.96 2.60 1.39 17.43 25.06 20.86 18.67 510 TRIPS 18 23 10 3 17 73 54 44 242 PERCENT 7.44 9.50 4.13 1.24 7.02 30.17 22.31 18.18 - 34 - 1/I8/05 APPENDIX G: Volume Development Worksheets VOLUME DEVELOPMENT SHEET Biscayne Boulevard & NE 22nd Street PM PEAK HOUR Description Biscayne Left Boulevard Southbound Left NE 22nd Street Westbound Right Biscayne Left Boulevard Northbound Right Left NE 22nd Street Eastbound Right Through Right Through Through Through 2005 Existing Traffic 20 1021 2 39 6 22 12 1231 35 17 8 21 Peak Season Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 2005 Peak Season 21 1062 2 41 6 23 12 1280 36 18 8 22 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 21 0 1 0 0 0 26 1 0 0 0 Committed Projects Rosabella Lofts (Edgewater Tower) 25 0 0 13 17 13 0 0 25 0 34 0 Biscayne Park 0 6 0 0 0 0 1 7 0 0 0 2 Mondrian Miami (Gallery Art Condominium) 0 4 5 3 6 0 0 6 6 5 15 0 Onyx 2 0 4 4 0 0 0 0 9 0 8 0 0 Paramount Bay (Paramount at Edgewater Square) 0 0 0 0 0 0 0 0 0 0 0 0 Soho 0 0 0 4 0 0 0 4 3 0 13 0 2009 Background Traffic 46 1097 11 62 29 36 13 1332 71 31 70 24 Project Traffic 0 4 0 39 0 0 0 5 3 5 4 0 Pass -By Traffic 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 46 1101 11 101 29 36 13 1337 74 36 74 24 VOLUME DEVELOPMENT SHEET NE 4th Avenue & NE 23rd Terrace PM PEAK HOUR Description Left NE 4th Avenue Southbound ht NE Left 23rd Terrace Westbound Right Left NE 4th Avenue Northbound Right Left NE 23rd Terrace Eastbound Right Through Through Through Through 2005 Existing Traffic 0 9 0 8 0 1 1 15 9 0 0 0 Peak Season Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 2005 Peak Season 0 9 0 8 0 1 1 16 9 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 Committed Projects Rosabella Lofts (Edgewater Tower) 0 0 0 0 0 0 0 0 0 0 0 0 Biscayne Park 0 0 0 0 0 0 0 0 0 0 0 0 Mondrian Miami (Gallery Art Condominium) 0 9 0 0 0 0 0 21 0 0 0 0 Onyx 2 0 0 0 0 0 0 0 0 0 0 0 0 Paramount Bay (Paramount at Edgewater Square) 0 0 0 0 0 0 0 0 0 0 0 0 Soho 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 18 0 8 0 1 1 37 9 0 0 0 Project Traffic 9 0 0 66 0 13 0 0 25 0 0 0 Pass -By Traffic 1 0 0 1 0 3 0 0 3 0 0 0 2009 Total Traffic 10 18 0 75 0 17 1 37 37 0 0 0 VOLUME DEVELOPMENT SHEET NE 4th Avenue & NE 23rd Street PM PEAK HOUR Description _ Left NE 4th Avenue Southbound Right Left NE 23rd Street Westbound Right _ Left NE 4th Avenue Northbound Right Left NE 23rd Street Eastbound Right Through Through Through Through 2005 Existing Traffic 2 7 14 7 17 9 5 6 7 12 18 10 Peak Season Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 2005 Peak Season 2 7 15 7 18 9 5 6 7 12 19 10 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 0 0 0 0 0 0 0 0 0 0 0 Committed Projects Rosabella Lofts (Edgewater Tower) 0 0 0 0 0 0 0 0 0 0 0 0 Biscayne Park 0 0 0 0 0 0 0 0 0 0 0 0 Mondrian Miami (Gallery Art Condominium) 0 9 0 0 0 0 0 21 0 0 0 0 Onyx 2 0 0 0 0 0 0 0 0 0 0 0 0 Paramount Bay (Paramount at Edgewater Square) 0 0 0 0 0 0 0 0 0 0 0 0 Soho 0 0 0 10 9 0 0 0 16 0 21 0 2009 Background Traffic 2 16 15 17 27 9 5 27 23 12 40 10 Project Traffic 0 39 27 0 0 0 0 7 0 18 0 0 Pass -By Traffic 0 0 1 0 0 0 0 0 0 3 0 0 2009 Total Traffic 2 55 43 17 27 9 5 34 23 33 40 10 _ VOLUME DEVELOPMENT SHEET Biscayne Boulevard & NE 23rd Street PM PEAK HOUR Description Biscayne Left Boulevard Southbound Left NE 23rd Street Westbound Right Biscayne Left Boulevard Northbound Right Left NE 23rd Street Eastbound Right Through Right Through Through Through 2005 Existing Traffic 16 984 21 14 2 23 26 1234 20 11 5 35 Peak Season Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 2005 Peak Season 17 1023 22 15 2 24 27 1283 21 11 5 36 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 21 0 0 0 0 1 26 0 0 0 1 Committed Projects Rosabella Lofts (Edgewater Tower) 0 25 0 0 0 0 0 13 0 0 0 0 Biscayne Park 0 6 0 0 0 0 1 6 0 0 0 0 Mondrian Miami (Gallery Art Condominium) 0 9 0 0 0 0 0 11 0 0 0 0 Onyx 2 0 8 0 0 0 0 0 17 0 0 0 0 Paramount Bay (Paramount at Edgewater Square) 0 40 0 0 0 0 0 45 0 0 0 0 Soho 17 0 0 0 0 9 0 0 4 0 0 0 2009 Background Traffic 34 1132 22 15 2 33 29 1401 25 11 5 37 Project Traffic 0 0 0 4 5 18 0 0 10 0 8 0 Pass -By Traffic 0 -I 0 -1 0 0 0 -3 3 0 0 0 2009 Total Traffic 34 1131 22 18 7 51 29 1398 38 t 11 13 37 I VOLUME DEVELOPMENT SHEET NE 5th Avenue & NE 23rd Terrace PM PEAK HOUR Description Left NE 5th Avenue Soutbbound Right NE Left 23rd Terrace Westbound Right ,. Left NE 5th Avenue Northbound Right Left NE 23rd Terrace Eastbound, Through Right Through Through Through 2005 Existing Traffic 1 0 3 0 8 1 0 0 0 1 7 0 Peak Season Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 2005 Peak Season 1 0 3 0 8 1 0 0 0 1 7 0 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 0 0 0 0 0 0 0 0 0 0 0 Committed Projects Rosabella Lofts (Edgewater Tower) 0 0 0 0 0 0 0 0 0 0 0 0 Biscayne Park 0 0 0 0 0 0 0 0 0 0 0 0 Mondrian Miami (Gallery Art Condominium) 0 0 0 0 0 0 0 0 0 0 0 0 Onyx 2 0 0 0 0 0 0 0 0 0 0 0 0 Paramount Bay (Paramount at Edgewater Square) 0 0 0 0 0 0 0 0 0 0 0 0 Soho 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 1 0 3 0 8 1 0 0 0 1 7 0 Project Traffic 0 0 0 0 0 0 0 0 0 0 0 0 Pass -By Traffic 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 1 0 3 0 8 1 0 0 0 1 7 0 VOLUME DEVELOPMENT SHEET Driveway & NE 23rd Terrace PM PEAK HOUR Description Left Driveway Southbound Throufh Right NE Left 23rd Terrace Westbound Right Left Driveway Northbound Right Left NE 23rd Terrace Eastbound Right Through Through Through 2005 Existing Traffic 0 0 0 0 11 0 0 0 0 0 9 0 Peak Season Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 2005 Peak Season 0 0 0 0 11 0 0 0 0 0 9 0 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 0 0 0 0 0 0 0 0 0 0 0 Committed Projects Rosabella Lofts (Edgewater Tower) 0 0 0 0 0 0 0 0 0 0 0 0 Biscayne Park 0 0 0 0 0 0 0 0 0 0 0 0 Mondrian Miami (Gallery Art Condominium) 0 0 0 0 0 0 0 0 0 0 0 0 Onyx 2 0 0 0 0 0 0 0 0 0 0 0 0 Paramount Bay (Paramount at Edgewater Square) 0 0 0 0 0 0 0 0 0 0 0 0 Soho 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 0 0 11 0 0 0 0 0 9 0 Project Traffic 0 0 0 0 0 0 79 0 0 0 0 34 Pass -By Traffic 0 0 0 0 0 0 4 0 0 0 0 4 2009 Total Traffic 0 0 0 0 11 0 83 0 0 0 9 38 PEAK HOUR DETERMINATION STUDY AREA INTERSECTION TOTALS Description 4:00 4:15 4:30 PM Peak Hour 4:45 5:00 5:15 5:30 5:45 Biscayne Boulevard & NE 22nd Street 560 584 583 581 635 604 614 532 NE 4th Avenue & NE 23rd Terrace 8 20 15 15 16 6 6 IQ NE 4th Avenue & NE 23rd Street 36 38 31 26 3i 26 30 33 Biscayne Boulevard & NE 23rd Street 552 596 578 571 627 604 589 583 NE 5th Avenue & NE 23rd Terrace 3 11 10 7 7 2 5 2 Totals 1159 1249 1217 1200 1316 1242 1244 1160 4825 4982 4975 5002 4962 g:1042755000-lizianolr sedlcalcsl(tmc.xlsjpei8hoar 1/23/2006I5:13 � f�_� Kimley-Hom and Associates, inc, Copyright © 2004, Kimley-Hone and Associates, Inc. Peak Hour 4:45 PM-5:45 PM APPENDIX H: Future Conditions (2008 With Project) SYNCHRO 6.0 Outputs 3: NE 22nd Street & Biscayne Boulevard HCM Signalized Intersection Capacity Analysis 2009 Peak Hour Future Traffic Conditions Lane Configurations ai ow (vphpl) TW Total Lost time (s) Lane Util Factor Frt Fit Pr' Said. Flow (prot Fit fie Satd. Flow (perm yb Peak -hour factor, PHF Adl•F RTOR Reduction (vph) Lane Grua Turn Type Protect Permitted Phases Effective Green, g (s) Clearance Time (s) t iSitension (s) " -- Lane Grp Cap (vph) cr Prot v/s Ratio Perm Uniform Delay, d1 Incremental Delay, d2 Delay Level of Service Ap-Ordach Delay (s) Approach LOS Perm HCM Average Control Delay Actuated Cycle Length (s) Intel' Analysis Period (min) c Critical Lane Group 4.0 1.00 0.95 0.99 1745 :90 1590 0.96 21 1 4.0 `30 221 0.11 47.8 1.. 15.5 63 E 63..3 E 25.8 115.0 69,0% ICU Level of Service 15 c 4- 4\ t 16.0 16.0 0.14 4.0 3.0. 110 c0.21 49.5 264.2 313.7 '. F 313.7 F 4.0 110 4.0 1.00 0.99 91.0 91.0 4.0 4.0 328 2778 0.03 .�-2.6 43 1.00 1.00 0.2 0.7 2.8 5.0 A A 5.0 HCM Level of Service Sum of lost time (s) 8.0 4/ +T. 1900 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3534 .1-6 ' "1.00 281 3534 wgy 1101 m.1 0.96 0.96 0.96 147 ... 1 I. 1 0 1157 0 6 9.1.0 91.0 0.79 4.0 3.0 222 0.17 0.22 3.0 2.2 5.2 6 91.0 91.0 0.79 4.0 3.0 2796 0.33 0.41 3.7 1.00 0.5 4.2 A 4.2 A 2/2/2006 G:1042785000-TizianolREVISEDICalcs\SYNCHROIFUTURE.sy7 Kimley-Horn and Associates, Inc. 3: NE 22nd Street & Biscayne Boulevard Timings 2009 Peak Hour Future Traffic Conditions Lane Configurations Volume (vph) W. v Turn Type Protected Phases Permitted Phases Detector " Minimum Initial (s) Minimum Total Split (s) (%) Yellow Time (s) -Red _Tiere Lead/Lag Lead -Lag Optimize? Recall Mode Perm 74 1 Perm Perm + ' +I 1337 46 1101 Perm 4.0 4.0 4.0 4.0 4.0 4.0 4.0 20.0 20.0 20:0 20.0 20.0 20.0 20.0 20.0 20.0 95.0 95.0 95.0 95.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 00 0.0 0.0 00 4.0 4.0 None None None None C-Max C-Max C-Max C-Max Cycle Length: 115 -Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural C Control Type: Actuated -Coordinated Splits and Phases: 3: NE 22nd Street & Biscayne Boulevard 2/2/2006 G:1042785000-Tiziano\REVISEDICaIcs1SYNCHROIFUTURE.sy7 Kimley-Horn and Associates, Inc. 3: NE 22nd Street & Biscayne Boulevard HCM Signalized Intersection Capacity Analysis Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protect Satd. Flow (prot Satd. Flow (perm Peak -hour factor, PHF RTOR Reduction (vph) Lane "Group Flow ). 0 Perm 4 1900 1900 1900, 1900 4.0 100 0.95 0.96 Turn Type (sy Effective Green, g (s) Clearance Time (s) Vehicle tens 3 (s) Lane Grp Cap (vph) vls Ratio Perm vlct«Ratio Uniform Delay, d1 Pr Incremental Delay, d2 Level of Service Approach Delay(a) Approach LOS 1745 1605 HCM Average Control Delay HCM'olumeAo Cepacity ratio Actuated Cycle Length (s) Intersection -Capacity Utilization - Analysis Period (min) Lane Group 21.0 0.18 4.0 293 0.11 0.58 43.0 2.9 59 D 5 14.4 0.64 115.0 69.0% 15 Perm 4.0 00 0.97 1754 )52 942 2009 Peak Hour Optimized - Future Traffic Conditions 11 tett �00 :1900 " 1900-_W�� 4.0 4.0 1.00 0.95 1.00 0.99 0.95 1770 0.96 0.96 21.0 4.0 30 172 c0.17 46.5 1. 00 54.7 F 012 F 398 0.96 3511 1,.011 3511 0.96 86.0 36, 86.0 86.0 °a75 0 5 4.0 4.0 -3.0 ..."3.0 298 2626 0.04 0 1 3.8 6.3 9 D0: 0.3 Sum of lost time (s) ICU Level of Service 0.9 900 '-1900 4.0 1.00 1.00 0.95 1770 0.96 8.0 264 0.96 4, 14) 1900 1900 4.0 0.95 1.00 1.00 3534 1.00 3534 01 0.96 0.96 147 ,.:: 11 1 0 1157 0 6 =66.0 86.0 86.0 075` 07 4.0 4.0 0 3.0 197 2643 0.33 0.18 4.5 2.9 0:44 5.4 0.5 6.0 A 60 A 2/2/2006 G:1042785000-Tiziano\REVISEDICalcs\SYNCHROIFUTURE_Optimized.sy7 Kimley-Horn and Associates, Inc. 3: NE 22nd Street & Biscayne Boulevard Timings 2009 Peak Hour Optimized - Future Traffic Conditions Lane Configurations Turn Type Protected Phases Permitted Phases Detector -Ph ._. Minimum Initial (s) l� linimum Total Split (s) Yellow Time (s) Lead/Lag Lead -lei; ip1 1ze? Recall Mode Perm 41, ++ 13 1337 46 °:101 Perm Perm 8 4.0 4.0 4.0 4.0 4.0 4.0 25.0 25.0 25.0 25.0 90.0 ' �[.7 ► '17% 78 3% 4.0 4.0 4.0 4.0 4.0 • Perm 6 4.0 Ofl: 90.0 90.0 % 78.3% 4.0 4.0 4.0 2Q 0 90.0 4.0 None None None None C-Max C-Max C-Max C-Max Cycle Length: 115 Actuated gth: 115 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green ie:60 Control Type: Actuated -Coordinated Splits and Phases: 3: NE 22nd Street & Biscayne Boulevard 2/2/2006 G:1042785000-Tiziano\REVISEDICalcs\SYNCH RO1FUTURE_Optimized.sy7 Kimley-Horn and Associates, Inc. 13: NE 23rd Terrace & NE 4th Avenue HCM Unsignalized Intersection Capacity Analysis 2009 Peak Hour Future Traffic Conditions Lane Configurations eW Grade plume iverut Peak Hour Factor low rate Pedestrians Walking Speed (ft/s Pet Right turn flare (veh Medi ..._..__ Median storage veh 0-902 pX, platoon unblocked vC1, stage 1 conf vol 402, Oastage 2 corlf vat vCu, unblocked vol p0 queue free % -capacity (�) 'ott Volume Left cSH Volume t9 rapacity Queue Length 95th (ft) Lane LOS Approach Delay (s) Approach LOS Average Delay iritersection Capacity Utli Analysis Period (min) 0.67 0.67 168 170 0.67 27 0.67 4 0.67 27 143 143 100 100 100 86 100 112 1049 820 °"74 15 1700 845 1587 1480 }16 0 ?0 001 14 0 1 5.2 19.7% 15 k. 4\ 0.67 83 27 97 100 it ot'SerVice 0.67 4 Free 0% 10 18 '; 0 0.67 0.67 0.67 55 15 27 0 110 99 2/2/2006 G:1042785000-TizianolREVISEDICalcs\SYNCHROIFUTURE.sy7 Kimley-Horn and Associates, Inc. 17 2? 0.91 0.91 173 84 182 173 62 7.1 11: NE 23rd Street & NE 4th Avenue HCM Unsignalized Intersection Capacity Analysis 2009 Peak Hour Future Traffic Conditions Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate w vph Pedestrians 1 idth t Walking Speed (ft/s Right turn flare Median storage veh ;Upstream sign pX, platoon unblocked f 0.91 4 Stop 0% 40 10 0.91 0.91 =44 : 11 vC, �0 174 162 vC1, stage 1 conf vol vC2, o2cifvot vCu, unblocked vol 174 162 tC';'ei tC, 2 stage (s) p0 queue free % 95 94 99 Of'00.0.0itiItim). Volume Total 91 58 68 110 Volume Left 36 19 5 2 te;Righ# 11E 10 =25 47 cSH 761 760 1483 1540 Volume a apacity 0.12 008 : 0.00 0.00 Queue Length 95th (ft) 10 6 0 0 control Malay (o) ' 10.4 10.1 0.6 0.2 Lane LOS BB A A Approach Delay (s) 104 101 :0.6 0.2 Approach LOS B B Average Delay Intersectionpacity Utilization Analysis Period (min) k 4\ 0.91 50 108 4.9 :19.2% ICU Level of:Se'v% 15 63 2.2 100 1/23/2006 G:1042785000-TizianolREVISED\CalcsISYNCHROIFUTURE.sy7 Kimley-Hom and Associates, Inc. 10: NE 23rd Street & Biscayne Boulevard HCM Unsignalized Intersection Capacity Analysis 2009 Peak Hour Future Traffic Conditions Lane Configurations Sign- Grade Volume;ftt :- Peak Hour Factor Hourly t Pedestrians type.; _ Walking Speed Pe,c Right turn flare Med Median storage veh) U 1l?. (ft) pX, platoon unblocked vC, conljtOri9tVolum vC1, stage 1 conf vol ccf( `W vCu, unblocked vol (s) tC, 2 stage (s) p0 queue free % cM capacity +) h) Volume yLeft \fight cSH Volume ty Queue LengthW 95th (ft) Co*(s) Lane LOS ApptOadhDeleyfo Approach LOS Average Delay intereettleq tapacIty L Analysis Period (min) 4 Stop 0% 11 13 0.95 0.95 0.95 `12 14 39 0.95 2 4- 4\ t 1 4/ 0% 51. 0.95 0.95 0% 29 , 1398 0.95 0.95 31 472'. 2128 2846 607 2265 2838 756 1214 `6 35 13 12 39. 34 179 Err 4 Err 0.2 F F 6.5 ..6.9 91 .5 3.5 4.0 0 3 50 31 981 :. 19 31 0 54 0 40 12 570 1700 1700 ) 0.31 0 0 0. 0 85 36 2.2 95 70 438 1700 1700 ).08='_ 0.47 .: 0.-25 0 0 0.0 287.5 3.2% ICU Level of Service 15 0.95 0.95 1512 92 Free 0% 1.131 22 0.95 0.95 'tr191; 23 2/2/2006 G:t042785000-TizianolREVISEDtCalcs\SYNCHROIFUTURE.sy7 Kimley-Hom and Associates, Inc. 18: NE 23rd Terrace & NE 5th Avenue HCM Unsignalized Intersection Capacity Analysis 2009 Peak Hour Future Traffic Conditions Lane Configurations Control Grade Volumei(vehfh) Peak Hour Factor Hourly at rate (vph)= Pedestrians Lane _ Walking Speed Right turn flare (veh Median` ==: Median storage veh Upstreamsignal (tt) - pX, platoon unblocked vC, cling volume . `. vC1, stage 1 conf vol ,C2, e 2 cord vol vCu, unblocked vol Cs) tC, 2 stage (s) p0 queue free % OM capacity (vehih) Volume Tote Volume Left Volume cSH Volumef*Capa ty m Queue Length 95th (ft) Control Delay (s) • Lane LOS Approach Delay(s) 0.9 Approach LOS C k t p\* 4' ee 0% 0% . __...:. 0 8 ... 0.75 0.75 0.75 0.75 0.75 12 100 Average Delay lnterr C i Analysis Period (min) 0 12 1607 1610 1048 A ization-z- 2.0 133% 15 100 0.75 Stop 0% 0 :0 0 0.75 0.75 0.75 0 0 t 27 27 24 7.1. 3.5 100 100 100 100 100 100 978 w .869 072 ; 1 88 869 1070 4 Stop 0% 1 0 3 0.75 0.75 23 0.75 23 11 23 11 ICU Level of Service 1 /23/2006 G:1042785000-Tiziano\REVISED\CalcsISYNCHROIFUTURE.sy7 Kimley-Hom and Associates, Inc. 22: NE 23rd Terrace & Driveway HCM Unsignalized Intersection Capacity Analysis ■--- 4\ Lane Configurations Sign Control Grade 0% Vo►ume ( t � :.:. _ :9` 38 0 Peak Hour Factor 0.92 0.92 0.92 Hourlyfi late Opp) 10_ 1 0 Pedestrians Lane W.:...... Walking Speed (ft/s_) Percent 31 Right turn flare Median type"' Median storage veh Upstream signal; ... pX, platoon unblocked vC, conflicting me vC1, stage 1 conf vol vC2, stage 2--conf bl vCu, unblocked vol tC single (s)::$ tC, 2 stage (s) tF (s) p0 queue free % cM VolumeTo Volume Left cSH Volume to"Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approachs W . Approach LOS 12 0 51 51 .41 2.2 100 1700 1555 969 €f 03,. 0.00 ' 0.09 0 0 8 0.0 0.0 9.1 A 0.0. -� 0.09.1 A Average Delay tnte _oUtilization r =pacity Analysis Period (min) 4 ¥ Free Stop 0% 0% 11 ' 83 0.92 0.92 0.92 42 91 30 100 5.4 6% ICU Level,of-Sery a 15 2009 Peak Hour Future Traffic Conditions 1/23/2006 G:1042785000-Tiziano\REVISEDICalcs\SYNCHROIFUTURE.sy7 Kimsey-Hom and Associates, Inc. APPENDIX I: Driveway Queuing Analysis Reference_ Parking Structures: Planning, Design, Construction, Maintenance, and Repair (Anthony Christ, Mary S. Smith, and Sam Bhuyan, 1989, Van Nostrand Reinhold) Analysis: Residential Garage Driveway Arrival Rate: 38 vph Service Rate: 300 vph Traffic Intensity: 0.13 = Queue = <1 vehicle 30 28 28 24 22 20 16 le 14 12 10 8 4 4 2 0 99% PROBASILI V ----__r y 90% PROBABILI Y ~,�_ . '85% PROBIABILI Y--�,- , 80% PROBi .BILI"Y AVEF AGE QUEUE 0.2 0 4 0 8 0.8 TRAFFIC INTENSITY (ARRIVAL RATE DIVIDED BY SERVICE RATE) Figure 3-9 Single -channel queue curves. Intensity = 0.13 Queue = < 1 vehicle