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TAB N - Sufficiency Letter & Traffic Impact Analysis
11/09/05 WED 09:21 FAX 19547392247 KIMLEY HORN 3 Nrverriber 9, 200 M. Lilia L Medina, A1CP Assistant Transportation Coordinator Cily of Miami, Office of the City Manager 441- SW 21 Avenue (10h1 Floor) Mi:rni, Florida 33130 Rc; 1101 Brickell (WO Sufficiency Letter Der M. Medina: VII Fax and US Mail Sul)secuent to our October Tr, 2005 review comments for the subject project, We have reclived a revised traffic report along with a formal response from Kimley-Horn and Associates Inc, (KHA) on November 4th, 2005. We have also received a satisfactory letter (via e-mail) frorri Kftt'Dson & Associates (K&A) on November el, 2005; who represents the FDOT Planning' office. Phcit000pies of both the response letter from 'KHA and e-mail from K&A are attached herewith, Pielase note that the applicant has mentioned that the project architect would provide the information regarding maneuverabilitY of the delivery trucks within the project site. As this projact progresses through the review process, the applicant must submit an acceptable site circi ilation plan for approval by the City staff. At this time, we conclude that the revised traffic report along with the subsequent submittal meets ail the traffic requirements and the report is found to be sufficient. Should you have any questions, please call Quazi Masood or me at 954 739 1881, Raj !ilhanrnu Se r. Traffic En Attaclimerit Cc: Mr. Kevin Waiturtl, Planner it, Cy of tvfiarra; John Mcwiltiorns, FE, Kimiey-Harn and Asscichetes, Inc, (KHA) IIIRS Corporation tire campicx !,1.043 NW :31ril Akienur, suite ino tort LauClereltuu, FL 3209-6375 11:1: 954..79.18a2. Fax:. 954..7:39.1782 11/09/05 WED 08: 56 (TX/RX NO 71091 WED 09:21 FAX 19547392247 KIMLEY HORN e004 Kimfey-liorn and Associates, Inc, November 2, 2005 Mr, Rajendran Shanmugam, RE. URS Southern Corporation 7650 Corporate Center Drive, Suite 400 Miami, FL 33126 Re: 1101 Brickell Project URS Workorder #131 MUSP Traffic Impact Analysis Response to Comments Dear Mr. Shanmugam: We received your comments dated October 17, 2005, regarding the traffic study submitted for the above referenced project. We offer the following responses: The study was performed based on 650-high-rise condominium units and 13, 175 square feet (sq. ft.) of restaurant as opposed'to 650-high, rise condominium units, 30,007 sq.ft. of retail and 301,000 sq.ft, of office space shown in the site plan. The internal capture, trip generation and trip distribution calculations may be incorrect as a result, and must be revised. Please note that the land use inforznation given in the 'introduction' section of the report is iticonsistent with the trip generation table (Table 7), which must also be revised; The study has been revised to include 650 high-rise residential condominium units, 22,200 square feet of restaurant space, and 7,900 square feet of retail per the latest site plan. lt should he noted that a portion of the site is currently occupied by approximately 301,568 square feet of office space and additional supportive retail, All existing development will remain. The existing traffic counts at the 13riekell Avenue driveway utilized in the traffic study account for the existing development2. , The attached site plan does not provide maneuvering (turning radius) of the delivery trucks, which must be provided; This comment will be addressed as part of the architectural resubnTittaL 3. Four study intersections namely; SE/SW 10th StreetjS Miami Avenue, SE/SW le' StreettUrickell Avenue, 1101 Driveway/Brill Avenue and SE 12'1' Streetillrickell Avenue intersections operate at LOS F during future condition analysis. The report must include specific Transportation Control Measures (TCM) to reduce the auto trips at these particular intersections; TEL, 954 739 2233 FAX 954 739 2247 StMe 157 510014,W. 33rtil Avenue Ft. Lauderdale, Ho6ria 331:09 WED 09:22 FAX 547392247 KIMLEY HORN Kimiey-Horn and Associates, Inc, M. Raj Shaninugam, P,, Noverrollco. 2, 2005, P. 2 A Traffic Control Measures P1n (TCIVP) has been included in the revised report. 4. The southbound right -turn volume at Brickell 13ay Drive/South Driveway intersection is inserted incorrectly u Figure 5, which must be revised; Figure 5 has been revised accordingly. S. The signal titning/phasing information used in the Synchro software program must be provided for each signalized inteiseetions; Signal timing/phasing irrfo nation has been included in the revised report, 6. The southhound 'ti-turre volumes must be entered separately in the capacity analyses for SE/SW 1014 Street/Brickell Avenue and 1101 Driveway/Brickell Avenue intersections for both existing and future conditions; The report has been re accordingly. 7. The eastbound through volume at SE 12th Street/Brickell Bay Drive intersection is inserted incorrectly in the existing condition capacity analysis (Appendix D), which must be revised; The report has been revised accordingly. 8. The project trips were incorrectly distributed based on Hie year 2000 cardinal distribution percentages, which must be revised using the year 2005 percentages. The cardinal distribution has been revised to reflect the 2005 percentages. It should be noted that the di.fference.s. between the 2000 cznd 2005 percentages were ininimal, As a result, the project traffic distribution remained uncha7r ged. We trust these responses should address your coIumen, Should you have any qui:istions, please feel free to contact me. Very truly yours, KTMLEY-HORN AND ASSOCIATES, INC. McWj11jam, RE. cc: Miranda Blogg, Kittelson and Associates, inc. 0;.\0,0703001- 1101 BrickeInCorre pondcmco.111 02 05 11.1RS kr.doc 11/09 47 WED 09: 2 FAX 195473 KI EY HORN 421000 McWilliams, John Fro 'n: Marais Lombard [mlombard@kittelson.com} Sent.: Tuesday, November 08, 2005 4:14 PM To: McWilliams, John cc: Miranda Biogg Sublect: RE, 1101 Brickeit Avenue MUSP - Response to verbal FDOT comments Hello John; This will work yes, the Department approves Marais From: :lohn.McWilliams@kimtey-horn.com [maitto:John.McWilliams@kimley-hom.comil Sent uesday, November 08, 2005 7:57 AM To: Ma as Lombard Subject RE: 1101 Etrickell Avenue MUSP - Response to verbal FDOT comments Marais: 1 was nol planning on revising the report to include this seenano I think it would be acceptable to Quazi if you responced to my emair stating that you find the report and supplemental analysis acceptable, He will likely include a copy of the email and attachments as back up information in his sufficiency letter. Please let me know jf this wilt ,vork for you. I really appreciate your assistance on this project and willingness to accommodate our schedul Thanks, John John J, McWWjarns RE. (FL) Kimley-,lorn and Associates, Inc. Suite 15.' 5100 NW 33rd Avenue Fort Lauderdale, Florida 33309 Ph: 954-739-2233 Fax: 954-739-2247 John.McWilliams@kimley-hom,com 1,***** Yic,* Thk e- ma from Kimlcy-liorn and Associates, 'Inc. and ny Giles transmitted with it may contain confidential irirorrnation. It is intenc'eci solely for the individual named above..if you 211-C nut the int,:nded recipient, please nurify the sender and delete ir immedioiciy. Any other use or distribution is prohilAted. ***1, 11/912005 11/09/05 WED 09:22 FAX 19547392247 KIIIILEY HORN 007 From Marais Lombard [mailto:mlornbard©kittelson.carn] Sent: Monday, November 07, 2005 8:49 PM To: IA:Williams, John Cc: M,randa Blogg S Wed: RE: 1101 Brickell Avenue MUSP - Response to verbal FOOT comments Hello ,ohn, I I I Thank :i for checking into our questions, Are you going to provide that scenario as part of the report? To my knowledge that should cover everything, If there are any more driveway realignments etc. on Brickell Avenue rm sure that will go through FOOT as well. Also, per URS' comments we would assume that a condition of approval is a consistent land use mix as used in the traffic analysis. Marais From: Miranda Blogg Sent: Monday, November 07, 2005 4:15 PM To: Na as Lombard Subjeclr: FW: 1,101 Brickell Avenue MUSP - Response to verbai FOOT comments Pease Lssess adequacy, Miranclz From: :ohn.MciAtilliams@kimley-horn.com [mailto:John.McWilliams(Okimley-horn.com] Sent: Noonday, November 07, 2005 4:14 PM To: Mitre nda Blogg Cc: QuaitMasood@URSCorp.com; mpicard@kobikarp.com Subject: 1101 Brickell Avenue MUSP - Response to verbal FOOT comments Miranda: Per our d:acussion earlier today, you have indicated that FOOT ha.s concerns with the 'future operation of the existing 1101 Brickell iivenue driveway with tho addition of project traffic, The most recent traffic impact study indicates that thc sidestrect approach is expected to operate at LOS F. We ,havc examined the intersection in detail and offer the following recommelidationsirespooses: IL The developer has agreed to providing a two-lane approach from the site to Brickell Avenue providing for left and right turn lanes This will significantly reduce the delay for westbound right -turning vehicles at this inbcrsection. 2. The NAN s(bound left -turn movement currently experiences 1.0 left -turns during the PM peak hour, The proposed developmnnt is expected to create an additional 15 pass -by trips and no new trips tbr the subject movement. A supplemeiitary capacity analysis has been performed examining the redistribution of these 15 trips tothe following route: a, Performing an eastbound right -turn from the projeers south driveway onto 13rickell Bay Drivh.e PerlOrin a southbound right -turn from 13rickell Bay Drive to SE 12th Terrace c. Perform a westbound left -turn, at SE 12th Terrace to Brickell Avenue The updaud synchro reports are provided indicating that the following intersections will operate acceptably: a. South Driveway andi3rickell Bay Drive (additional 15 trips added to the eastbound right -tarn movement) - Sidestreet ..i.ppro,:teh LOS: LOS B b, SF 12th Street and Brickcil Bay Drive (additional 15 trips added to the southbound through movement) - Worst Approach 105: LOS 1119/2005 11/0 WED 09:23 FAX 19547392247 K I MLEY HORN al 008 The pi iivious analysis indicated that the intersection of SE 13th Street and Iirickell Avenue operated at LOS E (Overall Delay 68.7i) under future PM peak hour conditions with project traffic. A supplementary analysis was conducted with thc additico of 15 project trips to the eastbound left -turn movement at. this intersection. As indicated, the additional 15 trips were pass-b,: trips. As result, it was assumed that they were originally destined for points south of SE 13th Street along Brickell Avenuit. The supplementary analysisindicated that the intersections will nut experience a decrease in overall LOS as a result of this leassignment Therefore, the reassignment could bc accommodated within thc regional roadway network, With the introduction of a westbound right -turn lane at the Brickell Avenue driveway and viability lof project traffic reassignment via Brickell I3ay Driveways, the proposed development is expected to minimally impact the critical movements at the subject driveway. 3, it si ould he also be noted that the revised traffic impact analysis provides for a Transportation Control Measures Plan (Telvill promoting the use of alternative modes of transportation resulting in reduction in vehicular trips, Furthermore, the proposi construction of residential condominiums On he same site as a significant office use increases the likelihood of pedestrian trips and internal capture, 1 trust t:.at this response adequately addresses F.DOT's concerns on the operation of the Erickell Avenue driveway. Please contact me if you have any ,qucstions. Best Rcgards, Jelin .1. McWilliams, P.E. (FL) Kimicy-iirorn and Associates, Inc., Suitc .57 5 1.00 NW 33rd Avenue Fort Lairderdale, Florida 33309 Ph: 954739-2233 Fax 954-739-2247 John.Mt Williams@kiniley-horn.eom This e-n ail from Kimicy-llorn and Associates, Inc. and any files transmit:or:4 with it may contain confidential information. Tt is intended solely for the individual named bo v c, If you are not the iittended recipient, please notify the sender and delete it immediately. Any other use or distribution is prohibited. 1 1 9/2005 Revised Traffic Impact Analysis for Submittal to the City of Miami 1 01 Brickell iamiq Florida Prenared tbr: Al & BOYMELGREEN, LL Miami„ Florida. Prepared b. Kiniley-Horn and Associates, Fort Lauderdale, Honda ©2005 IIK.Ortiey-Idorn itmi Associates, Mc, November 2005. 042703001 Kirnley-Hom arid Associates, Inc. Revised Traffic Impact Analysis for Submittal to the City of Miami 1101 Thicken Miami Florida Prepared for: Al & BOYME GREEN, LLC Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida ©2005 Kimley-Horn and Associates, Inc, November 2005 042703001 Inc. TABLE OF CONTENTS DATACOLLECTION ... ---- ... ^....... ~~...... ~^—^~^'—~~^`~~~~^`'^^~'^~`^~^—'-''~-'~'^``~^~~^^^-3 CAPACITYANALYSIS ..^.................................................... ---- ................. .7 Transportation Corridor Level nfService Methodology ..... ............................................... 7 EXISTING CONDITIONS (2005)CAPACITY ANALYS}S.._..... ....... --..-.............. -_-9� Transportation Corridors— ....... ...._—...... ......... ...~......... --....... —.~....... .~.... —__q In&erGectioUls—... --....... ............. ...... ........... ........... ---.~—........................ —__-13 BACKGROUNDTRAFFIC ........... .......................... ......... ........................... -.......... .............. 14 Background AzcaGrovVth-----_.—...-.._—._—...........--.—.--.__—.-....~._i4 Committed Developments ....~....... ............ ,^.,^^,...... ...... _ . PROJECTTRAFFIC ... .......... ....~... ..................... ._—... —........ ~............. .... ..................... ... t6 Existing and Proposed Land Uses .............. _—................. ......... —...... —_........ ....... _16 Trip Generation 7r[}7A[C2009 W[7HPR/Oi EClr TRAFFIC- ... .................. —_—^,,,~,~__.............. ^.~~.^~~... _20 FUTURE CONDITIONS /2A@0\CAPACITY ANALYSIS ...... ._............ ...... ....... ... _.... .... 22 PROJECTANALYSIS ........ ...................... ..................... ---- ^... ................ ..... 25 TRANSPORTATION CONTROL MEASURES PLAN ............ ........ --- ..... .......... ~,.-_---26 FUTURE, TRANSPORTATION IMPROVEMENTS .................... ............. -......... ........... ... ... 27 GA04270001mmxuv18H)\RcpvmT1m.doc Page '/ November 208 Flo Kim ey-F1orn and Associates, Inc. Traffic hapart Analvsis 1101 B,'/ckell LIST OF APPENDICES Appendix A: Methodology Correspondence Appendix B: Traffic Count Data Appendix Miami -Dade Transit Data Appendix a Existing Conditions (2005) SYNCHRO 6.0 Outputs Appendix E: Growth Trend Analyses Appendix F: Cardinal Trip Distribution Appendix G: Volume Development Worksheets Appendix H: Future Conditions (2009 With Project) SYNCL I 0 6.0 Outputs Appendix I: Driveway Queuing Analysis Appendix J: FDOT Future Project Information LIST OF FIGURES Figure I: Project Location Map 2 Figure 2: Intersection Lane Configurations Figure 3: 2005 P.M. Peak Hour Traffic 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 Table 2: 2005 P.M. Peak Hour Roadway Volumes Table 3: 2005 P.M. Peak Hour Miami -Dade Transit Conditions - Brickell Avenue...............,....11 Table 4: 2005 P.M. Peak Hour Miami -Dade Transit Conditions - SE/SW 13th Street Table 5: 2005 P.M. Peak Hour Transportation Corridor Segment Conditions...............,..............12 Table 6: 2005 P.M. Peak Hour Intersection Conditions Table 7: Proposed Trip Generation ............................ .. . .. Table 8: Cardinal Trip Distribution . .„.. „..18 Table 9: Future (2009) P.M. Peak Flour Transportation Corridor Segment Conditions...............„23 Table 10: Future (2009) P.M. Peak Hour Intersection 0:1042703001111A. REVISED \ReportMAI.doe Page - November 2005 prri Kimley-Horn 116,1=Ir and Associates, Inc. INTRODUCTION Traffic Impact Analysis 1101 Brickell Al & Boymelgreen, 1,1..0 is proposing to construct a mixed -use development (1101 Brickell) located between Brickell Avenue and Brickell Bay Drive north of SE 12th Street in the City of Miami, Florida. Figure 1 depicts the location of the project. Currently, 301,568 square feet office space exists and will remain on a portion of the site. The project proposes to add 650 residential condominium units, 22,200 square feet of restaurant, and 7,900 square feet of retail. Construction is expected to be completed and the project will be occupied by the Year 2009. Kimley-Flom 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 August 411, 2005. Methodology correspondence is included in Appendix A. (1 A04270300" \TM REVISED \ReportMAI ..doe Page - November 2005 Kimley-I-torn and Associates, Inc. DATA COLLECTION TraIjrc a mei awlysis 1101 lirickell A study arca 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: Miami River (north) SE 15th Road (south) 1-95 (west) Biscayne Bay (east) Additionally, several intersections were examined within the study area including the following: • SE 8th Street and Brickell Bay Drive • S. Miami Avenue and SE/SW 10th Street • Brickell Avenue and SE 10th Street • Brickell Avenue and 1101 Driveway • Brickell Avenue and SE 12th Street • SE 12th Street and Brickell Bay Drive • Brickell Avenue and SE 13th Street (S,R. 972) SE 12th Terrace The following corridors • Brickell Avenue • SE/SW 13th Street ere identified for analysis: Lane configurations for each of the examined intersections within the study area are provided in Figure 2. G:104270300 TIA RP VISPDIReportVIIA 1 doc Page 3 November 2005 SE 8th Street SE 1Oth Street SE 13th Street LEGEND LANE CONFIGURATION SE 12th Street SE 12th Terrace FIGURE 2 INTERSECTION LANE CONFIGURATIONS Kimley-Horn Li and Associates, Inc. Traffic Impact Analysis I 101 Brieke P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected in the study area on August 18, 2005 (Thursday). The study area peak hour was determined to be from 5:00 P.M. to 6:00 P.M. 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 peak season volumes. The appropriate peak season conversion 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. GA042.7030011TIA REVISED \Report \TM .doe Page - 5 'Nov irther 2005 q N,xx4 27 21 2 ,g 52 g1hSt_ SW 3th Street 855 11- 12 E¥ PEAK HOUR VOLUMES(« (VEHICLES) P.M. PEAK HOUR VOLUMES (ERem-mE)s 1.2 44 2« 94 144 66 30 359 41 264 116 SE Sth Street SE 9m Street SE 12 h a ce 20 4-e2 88 18 495. 254 gt 49- 4 145 32 10 $// FIGURE 2005 P.M PEAK HOUR -PEAK SEASON TRAFFIC -Horn riKimley-Horn and Associates, inc. Traffic Impact Analysis 1101 Briekell CAPACITY ANALYSIS METHODOLOGy Level of Service Standard Level of service (LOS) is thc 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 Servke Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers thc 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. GA042703001. \TIA Rti.VISED1Report. Page - 7 November 2005 KimleyHorn and Associates, Inc. lnrpact Analysis 1101 Table l Transportation Corridor Level of Service Thresholds Brickell Avenue SUS ' V l m Street Peak Hour Peak Hour Directional V/C 1)ireetior>al V/C QS Volume Ratio Volume Ratio Thresholds i"hreshol�is l A (2) (2) (2) (2) 1 (2) (2) (2) (2) ' 650 0.38 618 0.39 D 1,510 0.88 1,501_. 0.95 1,720 1.00 1,577 1.00 1.,. >1.00 , 1,577.... >1.0 1,720 (I) Peak hour directional volumes adjusted for median type, pre (2) Cannot be achieved per "'cable 4-7" from FDOT's 2002 Qua Trrtersection Level of Service Methodoloty nu of 0 rn lanes, and one-way operation. of Service Handbook. Level of service analyses were performed for study intersections using C'lciff cwar :s SYNCH'(. 6.0 Software, which applies methodologies outli ed in the Highway Capacity Manual, 2000 Edition. CI:10427t 30 I1"rIA 1 1?V 19 fl 1\12apsarOlTA l .doc Page - 8 Now. err 2005 Kim rn and Associates, Inc. Thaffic hnpact Ana1ysis 1101 Brick& 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 ftrickefl Avenue SEISW 13th Street Direction NB S13 I EB WB 2005 P.M. Peak Hour Volumes FDOT Peak Season Adjustment Factor 2005 Peak Season P.M. Peak Hour Volume 1,189 1,408 540 1,070 1.04 1.04 1.04 1.04 1,237 1,464 562 1,113 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. Four (4) Miami -Dade Metrobus routes presently serve the Bricke 1 Avenue and SE 13th street corridor during the P.M. peak hour. Route 24 operates with 15 minute hcadways in both directions. Route 48 operates with 30 minute headways in both directions. Route 102 (B) operates with 15 minute headways in both directions. Route 248 (Briekell Key Shuttle) operates with 15 minute headways on both directions. 042'703001111A REVISFD I eporIVI .doc Page - 9 November 2005 rill KinVey-Horn r .3 and Associates, Inc, Traffic linpaer Analysis 110 Bridal! It should be noted that the corridors are also currently served by Route 95. However, ridership data was not available for this route. Therefore, Route 95 was not included in the transportation corridor analysis. 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 hcadways and capacities. Metrobus mute 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 v/c 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. 0:10,42703001 \T1A R EV IS b ep orIVIIA doe Page - 10 November 2005 Kimsey-Nom and Associates, Inc. Transit Route Information Route 48 Route 102 Total Transit Route Information G: 042703 Route 248 Table 3: 2005 P.M. Peak Hour Miami -Dade Transit Conditions — Brickell Avenue Direction of Travel P.M. Peak Hour Headways Average P.M. Peak per Hour Bus Capacity Hour Directional (riders) Person -Trip Capacity Southbound 30 minutes Northbound Southbound Northbound Southbound minutes 15 minutes 4 6 4 53 53 Table 4: 2005 P.M. Peak Hour Miami;Dade Transit Conditions o SE/S Westbound 15 minutes Eastbound 15 minutes TIA REVISED ?Repo rt\TIA 1,doc Page - l 1 82 212 212 294 188 (3 riders per bus) tnpact Anal s s - 11 01 Bricke/1 P.M. Peak Hour Average Directional Route Ridership riders per bus) 164 (41 riders per bus) 36 (9 riders per bus) 294 n St P.M. Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional Route Ridership ders per bus) 212 48 (12 riders per bus) 4 (1 rider per bus) ember 2 05 K mleyHom and Associates, Inc. Table 5: 2005 P.M. Peak Hour Transportation Corridor Segment Conditions Tra c Innpact nrr sfs — l ; 01 Brickell al Roadways Peak P.M. Peak Roadway Volumes Season Hour P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) P P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacity P.M.Hour Peak Level of Ser�ce Vehicles Person- Trips ttt Person- Trips Person- Trips Person -Person- elticles Trips ttI Trips Person- Trips Person- VrC LOS P Trips Ratio NB 1,237 1.732 188 1,920 1,720 2,408 294 2,702 782 0.71 D SB 1.464 2,050 68 2,118 1,72E 2.408 294 2,702 584 0.78 D EB 562 787 68 855 1,577 2,208 376 2,584 1>729 0.33 Wld l,i 13 1,558 64 1,622 � 1,577 2.208 376 -_ 2,584 -- — 962 0.63 D Volumes (vehicles) were converted to person -trips using 1,4 person/vehicle occupancy Directional peak hour capacity derived from the 2002 FDOT pualttl=/L©S Handbook and the Mu ni-Dowrnto t DRl G:'\042703001'TIA RE `ISED\Report`,TIAI doc Page - 12 No ember 2005 KrnIey-Rorn and Associates, Inc, Intersections 'Traffic Impact Analysis 1101 Thicken P.M. peak hour capacity analyses were also performed for the study intersections. Table 6 presents the results of the analyses. The signalized intersection of SE 13th Street and Brickell Avenue operates at LOS D. The stop -controlled approaches of the intersections: 1101 Driveway and Brickell Avenue (westbound), and SE 10th Street and Brickell Avenue (eastbound), are shown to operate at LOS F and LOS E, respectively. These results are common where a stop - controlled minor approach intersects with a high -volume major street. Detailed SYNCHRO 6.0 outputs arc 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) SE 8th Street and BrickeIl Bay Drive 13 17.6 SE/SW 10' Street and S Miami Avenue SE 10th Street and I3rickell Avenue 1101 Driveway and Brickell Avenue SE 12th Street and Brickell Avenue SE 1211 Street and Brickell I3ay Drive SE 13th Street and Brickell Avenue B(1) E(1) 15.0(1) 40.8 (1) 130.7 (1) 33.5(1) C (1) 21.9(1) 35,9 (1) Overall intersection LOS not provided for two-way unsignalized intersections, Theworst sidestreet movement is .indicated, \042703001 \Tin REvISIM\Report1TiAl.dor Page - 13 November 2005 Kirnley-Horn and Associates, Inc. Traffic Tact Analysis 01 Brick& 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 of 1101 Brickell) 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 5090 is located on SW 8`h Street west of SR 5/US 1 Count station 0086 is located on SW 13th Street west of SR 5/US 1 Count station 5041 is located on SR 5/US 1 south of SE 13th Street Count station 5042 is located on SR 5/US 1 south °ISE 8th Street The growth rate analysis resulted in a growth rate of -4.14 percent (-4.14%) for station nut ber 5090, a growth rate of -1.77 percent (-1.77/0) for count station number 0086, a growth rate of 1.32 percent (1.32%) for count station number 5041, and a growth rate of L7 percent (1.7%) for count station number 5042. Therefore, a growth rate of 1.7 percent (1.7%) was applied annually to 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 twelve (12) major use special permits (MLISP) projects were identified: G:\0427O3OWVflA B neport TIA „doc Page - 14 November 2005 pi Kimley•Hom Ir 3 and Associates, Inc. Traffic hnpaci Aitalysis - 1101 Blarkell Club at Brickell Bay, The (Brickell Bay Plaza) Mary Brickell Village & Skyline at Mary Brickell Village (Brickell Main Street) Park Place at Brickell (Phase 1 - Residential) Avenue, Thc (1060 Brickell Option "A") Infinity at Brickell (Coral Way Development) Pointe at ickell Village, The Premiere Towers Brickell Village South Bayshore Tower Villa Magna The projected traffic from the above projects was added o background traffic. G:10427030 -HA REVISED Reporffl A 1 doe Page - /5 November 2005 /1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis 1101 Briekell PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project (101 Brickell), and the distribution and assignment of this traffic over the roadway network. Existin2 and Proposed Land Uses As previously indicated, the project site is currently occupied by a general office building of 301,568 square feet. This project proposes to add 650 residential condominium units, 22,200 square feet of a restaurant, and 7,900 square feet of retail. The build out and occupancy of the project is expected to occur by 2009. Prolect Access The site will he accessed via three (3) primary driveways. One (1) driveway will connect to Brickell Avenue, and two (2) driveways will connect to Brickell Bay Drive. Trip Generation Proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (1TE) Trip Generation, Seventh Edition. The trip generation for the proposed land uses was determined using 1TE Land Use 232 (High - Rise Condominium/Townhouse), ITE Land Use 931 (Quality Restaurant), and ITE Land Use 814 (Specialty Retail Center). Project trips were estimated for the P.M. peak hour. 1TE 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 arc more appropriate for the local area. Therefore, vehicular trips were reduced by 16 percent to adjust for these vehicie occupancy assumptions. The vehicular trip generation calculations for the project are presented in Table 7. (3:10427030011TR It EV ISI,A) Repooff IA 1 .doc, Page lo November 2005 Kinifey-Horn and Associates, Inc. Table 7: Proposed Trip Generation Thiffie Impact Analysis -1101 Ileickell Future Land Use (1TE Code) Con orniniums (232) Quality Restaurant (931) Specialty Retail Center Total Scale P.M. Peak Hour " e ay VOIUMBS 442 Internal Capture Reduction 9.3% (22) 15.1% (25) 32.5% (13) Net External Trips 214 141 27 382 Pass -By Capture Reduction Net New External Trips 44.0% (62) 34,0% (10) 214 79 17 310 Entering Trips 64% 136 84% 66 41% 7 209 vph Exiting Trips 3 6% 59% 78 13 10 101 vph FEE/Miami vehicular occupancy adjustment (16°A) reduction) Person -Trip Conversion (1.4 persons per vehicle) 260 vph 364 p.t. (11 176 vph 246 p 1 85ph (I) p.t. = person -trips (3:\042703001\TIA RBNISLED\Report\ FIAO.tioc Page - November 2005 :riKimleyHorn and Associates, Inc. Trip Distribution and Assignment lipffic Impact Analiwis -1 101 thicken 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 Affbrdable Plan for the project site's traffic analysis zone (TAZ 571). The cardinal trip distribution for TAZ 571 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 15.66% East -Northeast 4.75% East -Southeast 0.26% —,....„ South -Southeast 1,41% South -Southwest 3.64% West -Southwest 25.33% West -Northwest 19.62% North -Northwest 29.33% Total 1 00.00°/0 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. G:104270300 \TM REV ISEDIReport\TIAl.doe Page - 18 November 2005 20%/35 17%/15 SE th Street 1%/2 SE 1Oth Stre 10%/17 10%/1S 7%/12 7%/12 11* A -€ I A as v �' V ns SE 12th Street 30%/52 3%/3 2%/2 15%/13<3> 35%/30[5> 5 t► SW 1th Stre 15%/25 5%/9 �► n LEGEND XX%/XX©(X> NEW OISTRIBUTION/NEW ASSIGNMENTGPASS- BY ASSIGNMENT> XX% IN/XX PERSON TRIP DISTRIBUTION/ASSIGNMENT (MAXIMUM) 2O%/17 10%/B SE 12th Terrace 27%/4B __- 27% IN/66 —* +>- 30% OUT/36 m FIGURE 4 x TRIP DISTRIBUTION AND ASSIGNMENT Kirnley-Horn and Associates, Inc. Trtdfie Impact Analysis 1101 Iltickell TOTAL (2009 WITH PROJECT) TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2009) analysis for this project are the surn 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. (3 V42 703001 vrin R IS ED ReportVil A 1 reroc Page - 20 November 2005 xx k,xxxj 264 56 --10. P.M, PEAK HOUR VOLUMES (VEHICLES) PM, PEAK HOUR VOLUMES (PERSON —TRIPS) 315 193 --pi. 188 c k69 41-357 4-139 reet SE 12th Terrace 1,173 0 21 411612 102 V.> 52 4 155 - -34 3 CD rt FIGURE 5 2009 P.M PEAK HOUR TOTAL TRAFFIC Ty Kimley-Horn and Associates, Inc. Traffic Impact Analysis 1101 Brickell 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 of SE 13th Street and Brickell Avenue is expected to operate at LOS E. The stop controlled approaches of the following unsignalized intersections operate at LOS F: SE/SW 10th Street and S Miami Avenue, SE/SW 10th Street and Brickell Avenue, 1101 Driveway and Brickell Avenue, and SE 12th Street and Brickell Avenue. The stop controlled approach of SE 12th Street and Brickell Bay Drive is expected to operate at a LOS E. These results are common where a stop -controlled sidestreet intersects with a high -volume major street. The other unsignalized intersections operate at LOS D or better. Detailed SYNCIIRO 6.0 outputs are included in Appendix H. G:10427( PIA Ri VISLD\Report\TIAl.doe Page - 22 November 2005 Tragic Impact .anal Isis —1 1 01 B Table 9: Future (2009) P.I. Peak Hour Transportation Corridor Segment Conditions 'kelt Principal Roadway 2005 P.M. Peak Hour Background Volume tit Committed Peak Hour Volume t2t 2009 P.M. Peak Hour Total Volume „ , Project P.M. Peak Hour Distribution (laximum) Project P.M. peak Hour Assignment 2009 P.M. Peak Hour Total (4) Volume (V)Capacity 2009 P.M. Peak Hour Total s Et (C) 2009 P.M. Peak Hour Excess Capacity 2009 P.M. Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS \B 2,054 171 2.225 60% OUT 71 2,296 2,702 406 0.85 D SB 2,266 329 2,595 40% IN 98 2,693 2,702 9 0.99 EB 915 200 1,115 2 7 ©/© IN 66 1,181 2,584 1.403 0.46 D rvB 1.735 126 1,861 30% OUT 36 1,897 2,584 687 0.73 D (4) (5) An annual growth rate (1.7 percent) was applied to the 2005 P.M. peak hour total volume to determine the 2009 background v=olun 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 `©,12703001 \TLA REVISED.Report\\TIA 1.doc Page - 23 November 2005 EMI Kimley-Horn and Associates, Inc, frawart Analysis .. 110l ll ickell Table l0: Future (2009) P.M. Peak Hour Intersection Conditions section 13rickell. Bay Drive SE/SW 10`"1' Street and S Miami Avenue SE 10`'' Street and Brickell Avenue 1101 Driveway and Brickell Avenue SE 12°t° Street and Brickell Avenue SE 12`'" Street and Brickell Bay I3rive SE 13Street and Brickell Avenue North Driveway and. Brickell Bay Drive South Driveway and Brickell Bay Drive MI I 2009 P.M. Peak Motor Overall Level of Service (Existing Timings) l�r 127.9 (1) (2) 99.7 (1) 35.7(1) 68.7 16,6 (1) 15.3 (1) ) Overall intersection LOS not provided for two-way u ignalizee intersections. The worst lcstrcct movement is indicated Sidestrcet movement delay can not be measured, G A10427'4Y397Crt 1`rIA RtsV VSV:?A t .doc Page - 24 November 2005 1111.7=11r11 kimley-Horn 1116,11 L_1 and Assoctates„ Inc. Driveway Analysis Thaffir Impact Am lysis 1101 Brickell PROJECT DRIVEWAY ANALYSIS As previously indicated, three (3) driveways are proposed to provide access to the project site. Two driveways will connect to Brickell Bay Drive. Access restrictions are not planned at the driveway connections for the commercial parking garage and the residential drop-off/valet area along Brickell Bay Drive. Please note that all guests of the residential condominium will be required to valet park. The proposed driveway connection along Brickell Avenue for the residential parking garage 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 5 indicates that approximately 101 vehicles are expected to enter the residential garage from the Brickell Avenue driveway during the P.M. peak hour. All entering vehicles (resident or valet) 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 one (1) vehicle. G :1042 70300 1VHA REV S FL Report TO A 0 doe Page - 25 November 2005 Kimley-Horn and Associates, Inc. Traffie Impact Analysis --I 101 Brick('11 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 Metrobus and Metromover 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 work clay hours. Examples of these incentives include, but are not limited to: Provide transit subsidies for employees and 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:\04270300 RTLA2EVISFD11 eportilAl.doe Page - 26 November 2005 ri Kimley-Horn El= LA and Associates, l'raffic hitpact FUTURE TRANSPORTATION IMPROVEMENTS lysis 101 Brickell As part of this traffic impact analysis, future transportation improvements (programmed and planned) were identified within the corridors adjacent to the project site. Project documentation is included in Appendix J. The following projects was identified: Traffic Operations Improvements — According to Miami-Dadc County MPO's interacTIP and FDOT's Work Program, there will be traffic operation improvements along SR 5 (Brickell Avenue) from SE 13th Street to SE 15th Street. G:\0427030 . REVISEDIReport1TIA „doe Page - 27 November 2005 Kimley-Horn and Assocetes, Inc. Traffic !war, Ana4,515 -1101 thicken . . CONCLUSIONS This traffic impact study assessed the impacts of the 1101 Brickell 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 transportation corridors and intersections in the vicinity of the project site currently have sufficient capacity and operate at acceptable levels of service, with the exception of the stop - controlled sidestreet approach to several intersections. Trip generation calculations indicate that the project is expected to generate 260 new vehicular trips and 364 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. The stop controlled approaches of the following unsignalized intersections are expected to operate at LOS F: SE/SW 1 Oth Street and South Miami Avenue, SE 1001 Street and Brickell Avenue, 1101 Driveway and Brickell Avenue, and SE 12'1' Street and Brickell Avenue. This result is common where a stop -controlled sidestreet intersects with a high -volume major street. Please note that a Transportation Control Measures Plan was recommended to reduce the auto trips at these particular intersections. CiA04270300IMA REVISED\ReporalTIAl.doc Page - 28 November 2005 APPENDIX A: Metho ology Correspondence Memorandum To: Mr. Quazi Masood, DRS Southern Corporation From: John McWilliams, P.E. Cc: Ms. Miranda Blogg, PhD., P.E. Kittleson and Associates, Inc. Date: August 10, 2005 Subject: 1101 I3rickell - Between Brickell Avenue and Brickell Bay Drive MUSP Traffic Impact Analysis Methodology The purpose of this memorandum is to summarize the MUSP traffic impact analysis methodology as agreed to during the August 4'1' methodology meeting. The proposed development is bounded by Brickell Bay Drive to the east and Brickell Avenue to the west (see attached map). The proposed development plan includes 400 condominium units, 22,000 s.f. retail, and 340,000 s.f. of office space. The following items were discussed: Trip Generation Trip generation calculations for the proposed development will be performed using ITE Trip Generation, 7'h Edition and the ITE Trip Generation Handbook. Trip Distributien Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the 2005 Cost Allbrdable 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 Quaz Masood, 1., August 10, 2005, Pg.2 Study Area The study area for this project was generally defined as North Fork Miami River (north), SW 15'1' .Road (south), 1-95 (west), and Biscayne Bay (east). Within the study area, seven (7) intersections were identified for analysis: • Brickell Avenue and SW 10th Street • Brickell Avenue and SE 12'1Street • Brickell Avenue and SW 131 Street • S. Miami Avenue and SW le Street • SE 8'1' Street and Brickell Bay Drive • SE 12'1' Street and Brickell Bay Drive • Brickell Avenue and Project Driveway The foliowing corridors were identified for analysis: • Brickell Avenue • SW 13th Street 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-Il (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, EL, August 10, 2005, PO The report may also provide transportation control measures plan including provisions for alternative modal facilities. I I SW SIN ilth St dri SW 12:11, W 13th Si A A, 911 SW 9ih St 015 s4. 44 55 Sif, 51 SW A& St SW tool si 55 SW 4,lth SI 41455 Pork 7.*6 NI Yarn I '12th St ow Wilt St 125 1246 St 55 43u1 51Ilse 1215 '6" '31Iir "IlY? st Loh 0:11500 Brickell MUSP\CorrespOrOdellCe\08_02_05 URS Merno.doc 43/1(.yo,/ 1,ay Dissorim Boy knuatk WeBeive APPEnDIX B: Traffic Count Data Intersection Turning Movement Counts SE 8TH STREET & BRICEELL BAY DRIVE MIAMI, FLORIDA COUNTED BY: MIKE MALONE 'GRALIZED BRICKELL BAY DRIVE SE 8TH STREET From North From East TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS BRICKELL BAY DRIVE From South 58 8TH STREET From Nest Site Code : 00050224 Start Date: 08/18/05 File J.D. 8ST_BRIC Page : 1 Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left 16:00 7 10 8 0 2 4 16:15 5 10 5 2 2 1 16:30 1 13 4 4 3 2 26:45 0 18 3 1 3 2 Er Total 13 51 20 7 10 9 119 119 112 137 487 17:00 8 16 8 0 5 3 146 17:15 6 17 4 1 5 6 140 17:30 3 20 10 3 3 6 139 17:45 5 10 8 1 3 4 125 Er Total 22 63 30 5 16 19 550 *TOTAL* 18 12 13 11 54 18 25 20 22 85 2 21 3 66 5 58 102 9 5 19 1 56 1 52 93 5 7 18 2 61 1 55 97 2 25 14 2 35 0 42 93 10 39 72 8 218 7 207 385 26 15 26 15 21 7 31 12 23 49 101 Vehicle Total 418 375 383 368 1544 7 94 3 48 98 4 468 4 56 2 55 116 5 450 8 78 2 70 124 2 511 11 71 1 71 138 6 490 30 299 8 244 476 17 1919 35 114 50 12 1 26 28 1037 139 88 173 38 517 j 15 451 861 43 1 3463 SE 0TH STREET fi BRICKELL BM D MIAMI, FLORIDA COUNTED BY: MIKE MALONE 'GNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561J 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS BRICIELL BAY DRIVE SE 8TH STREET BRICKELL BAY DRIVE SE 0TH STREET From North From East From South From Nest Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Date Q8/18/ Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08/18/05 Peak start 17:00 17:00 17:00 Volume .. 63 30 5 19 550 85 Percent - 641 311 54 31 841 131 Pk total 98 654 Highest 17:30 17:15 Volume - 20 10 Hi total 33 PHF ,74 SE 8TH STREET 299 550 912 63 17 17 171 .96 140 25 430 17:00 127 85 BRICKELL BAY DRIVE 1,649 164 101 30 23% 71 26 7 17 30 19 ALL VEHICLES & PEDS 1,236 Intersection Total 1,919 789 430 85 . 2991. 30 30 244 17:00 299 244 476 17 70% 331 651 2% 737 17:45 71 138 1. 215 .86 16 16 Site Code : 00050224 Start Date: 08/18/05 File I.D. : 0ST_BRIC Page : 2 Vehicle Total 85 85 582 BE 8TE STREET 49 359 299 30 101 49 BRICICELL BAY DRIVE 5 476 101 IMINNINnommisseIllea E3'1 A IT Zoo$' SW IOTH STREET & SOUTH MI MIAMI, FLORIDA. COUNTEDBY: SUSIE MALONE 7T SIGNALIZED D 16:00 16:15 16' : 30 y6:45 Er Total 17:00 17:15 17:30 17:::45 Er Total. SW 10TR STREET From North Peds Right Thru Left s g t TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 4 3 6 7 20 0 7 8 0 0 0 0 0 0 0 0 0 0 0 0 *TOTAL* 41 0 0 0 0 0 ALL VEHICLES & PEDS SOUTH NIAMI AVENUE S1 10TB STREET From East From South. Peds Right Thru Left Fed Rih 8 35 5 3 18 8 6 32 7 2 33 19 118 28 1 56 0 45 7 43 2 35 10 183 18 14 13 5 50 os a 0 Left Site Code : 00050224 Start Date: 08/18/05 File I.D. : IOSTMIAM Page 1. 11 SOUTH MIA MI AVRNDE From West Peds Right Thru Left 18 6 54 3 4 12 3 81 8 2 31 2 62 3 11 20 4 83 81 15 280 17 20 0 0 30 2 88 4 4 0 23 4 75 6 4 0 32 4 80 6 8 0 11 8 70 4 6 0 103 18 313 20 22 0 29 301 78 0 I 184 93 37 42 3 5 1 11 6 12 4 7 14 35 3 20 7 7 26 34 61 'I Vehicle Total 111 130 1.24. 142'. 507 182 157 136 630 SR 10TE STREET & SOUTH MIAI4I AVENUE MIAMI, FLORIDA COURTEDBY: SUSIE MALONE 1T SIGNALIZED SR 10TE STREET From North Peds Right Thru Left Volume Percent Pk total 0 Highest 16:00 Volume El total 0 PIEF .0 TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS SOUTH MIAMI AVENUE 5 10TE STREET Prc Bast From South Peds Right Thru Left Peds Right Thru Left Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08/18/05 Peak start 16:45 16:45 SO 19 53 0 AVE 72 26 26 21 0 01 21 47 0 0 19 19 16:45 230 17:00 74 .78 119 177 771 53 23% 56 18 14 326 4 911 359 17:00 94 .95 SW 10TH STREET 26 326 177 529 529 88 L VEHICLES & PEDS Intersection Total 636 0 359 19 SW 1OTH STREET 2 19 Site Code : 00050224 Start Date: 08/18/05 File I.D. : IOSTMIAM Page : 2 SOUTH MIAMI AVENUE' From West Peds Right Thru Left 16:45 0 21 26 at 45% 551 47 17:00 19 .84 SO 10 35 10 0 22. 14 AMI AVENUE Vehicle Total ) FW Mt lAE mitLoNe SE 10TE STREET & BRICEELL AVM CM FLORIDA COUNTED BY: KEITH MONEREAU 'IT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DBLRAY BRAM FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES m BRICKELL AVENUE 'SE 10TH STREET BRICKELL AVENUE SE 10TE STREET FroNorth From East From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left 16:00 14 279 6 2 0 0 16:15 11 297 4 0 0 0 16:30 10 287 4 1 0 0 16:45 9 312 3 2 0 0 Er Total 44 1175 17 5 0 0 0 0 0 17:00 31 323 5 0 0 0 0 17:15 14 311 3 2 0 0 0 17:30 22 281 4 2 0 0 0 17:45 21 308 3 3 0 0 0 Er Total 88 1223 15 7 0 0 0 0 0 4 200 6 22 0 204 3 13 1 222 6 16 0 200 3 27 5 826 18 7 1 234 0 195 1 191 0 181 2 801 1 27 3 29 4 21 3 16 11 93 11 11 10 16 48 12 11 13 42 0 0 3 0 0 5 0 0 0 0 0 0 0 2 0 ) 0 13 0 0 0 2 0 3 0 1 0 6 Site Code : 00050224 Start Date: 08/18/05 Pile LD. : lOSTBRIC Page : 1 Total. 547 548 559 575 2229 634 570 542 542 2288 *TOTAL* 132 2398 32 12 0 0 0 0 7 1627 29 171 90 0 0 19 4517 Highest Volume Hi total PEE SE 10TH STREET & BRICKELL A MIMI, FLORIDA COUNTED BY: KEITH MOREAU "OT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEAU, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES BRICKELL AVENUE From North SE 10TH STREET BRICKELL AVENUE SE 10TH STREET From Bast From South From Nest Date 08/18/05 Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08/18/05 Peak start 16:30 16:30 16:30 Volume 64 1233 15 5 0 0 0 0 2 851 13 Percent 51 941 11 0t 01 01 01 0 Oi 881 It Pk total 1317 0 965 16:0 17:00 0 0 17:80 31 359 .92 23 SE 10TH STREET ,e 1 263 .92 RICKELL AVENUE 64 , 1,232 112 0 176 64 7 7 232 0 0 56 49 49 20 2,175 LL VEHICLES 234 Inter ection Total 2,338 0 1,233 49 2,247 112 112 7 851 0 858 22 965 Site Code : 00050224 Start Date: 08/18/05 File I.D. : IOSTBRIC Page : 2 16:30 99 49 0 0 10t 881 Ot Ot 12t 56 16:45 27 16 19 .74 0 0 0 7 3 0 0 0 0 22 SE 10TH STI 0 20 0 2 SR ION STREET & ERICKELL AVENUE ?CANT, FLORIDA COUNTED BY: KEITH MONRREAU 1T SIGNALIZED Date OS TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 PEDESTRIANS BRICKELL AVENUE SE 10TE STREET BRICKELL AVENUE SE 10TH STREET From North Fro East From South From West Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left 16:00 4 0 0 0 16:15 4 0 0 16:30 13 0 0 0 16:45 0 0 0 0 Hr Total 21 0 0 0 17:00 6 0 0 0 17:15 1 0 0 0 17:30 2 0 0 0 12;45 6 0 0 0 Er Total 15 0 0 2 1 5 0 0 0 0 0 1 0 0 0 0 0 4 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 8 0 6 0 6 0 21 0 7 0 2 0 2 0 10 0 21 0 0 0 0 0 0 0 0 2 0 0 4 0 0 4 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 Site Code : 00050224 Start Date: 08/18/05 File I.D. 1OSTBRIC Page : 1 Total 17 28 60 14 3 4 2Z 43 *TOTAL* 36 0 0 0 1 13 0 0 01 42 0 0 0 1 12 0 0 0 1 103 VI v AAM 1 Aug si ri a2.00S DRAWNI3y , M; cl4 A 'NIALO 4 Na 5 Gtl AL1 ► i 1101 BLOCK DRIVEWAY & R1CK8LL AVEUE MIAMI, FLORIDA COUNTED BY: ANGEL RIVERA T SIGNALIZED BRICKELL AVENUE From North Right Thru UTurn Left 16:00 0 289 2 10 16:15 0 308 0 1 16:30 0 319 1 2 16:45 0 340 1 6 Er Total 0 1256 4 19 17:00 0 366 5 5 17:15 0 377 0 1 17:30 0 370 3 4 17:45 0 355. 1 10 Hr Total 0 1468 9 20 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES 1101 BLOCK DRIVEWAY From East Right Thru UTurn Left 10 0 0 4 8 0 0 4 14 0 0 6 12 0 0 7 44 0 0 21 16 0 0 4 17 0 0 3 21 0 0 11 9 01 0 11 63 0 0 29 BRICKELL AVENUE 'From South West Site Code : 00050224 Start Date: 08/18/05 File I.D. : 1101BR1C Page : 1 Right Thru UTurn Left Right Thru rum Left 8 229 2 14 3 230 10 0 9 239 7 0 7 ..,231 18 1 27 929 37 15 3 311 25 0 5 268 39 0 6 310 35 0 3 269 25 17 1158 124 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 568 564 597 §23 2352 735 710 760 683 2888 *TOTAL* 0 2724 13 39 1 107 0 0 50 1 44 2087 161 15 1 0 0 0 0 1 5240 1101 BLOCK DRIVEWAY & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL RIVERA 17 SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- BRICKELL AVENUE 1101 BLOCK DRIVEWAY BRICKELL AVENUE From North From Bast From South Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date 08/18/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08/18/05 Peak start 17:00 17:00 17:00 17:00 Volume 0 1468 9 20 63 0 0 29 17 1158 124 0 0 0 0 Percent 0% 98t it It 681 01 0% 32% it 89t 101 0t et 01 Ot Pk total 1497 92 1299 0 Highest 17:15 17:30 17:30 16:00 Volume 0 377 0 1 21 0 0 11 6 310 35 0 0 0 0 Hi total 378 32 351 0 PHF .99 72 .93 .0 BRICKELL AVENUE 124 0 124 0 0 0 124 ALL CLES 0 1,158 63 Intersection Total 2,888 2,796 138 1,299 1,158 1,158 From West 92 Site Code : 00050224 Start Date: 01/18/05 File I.D. : 1101ERIC Page : 2 0 0 63 0 0 29 29 46 29 0 17 1101 BLOCK DRIVEWAY 17 17 0 0 1101 BLOCK DRIVE AY & ERICXBLL AVJ4U MIAMI, FLORIDA COUNTED BY: ANGEL RIVERA IT SIGNALIZED BRICKELL AVENUE From North TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 1101 BLOCK DRIVEWAY From East PEDESTRIANS BRICIELL AVENUE From South From West Site Code : 00050224 Start Date; 08/18/05 File I.D, : 1101BRIC Page : 1 Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left /05 16:00 5 0 0 16:15 2 0 0 16:30 8 0 0 16:45 4 0 0 Hr Total 19 0 0 0 17:00 2 0 0 0 17:15 4 0 0 0 17:30 3 0 0 0 17:45 21 0 0 0 Br Total 30 0 0 0 7 0 0 0 8 0 0 0 13 0 0 0 11 0 0 0 39 0 0 0 7 0 0 0 16 0 0 0 15 0 0 0 31 0 0 0 69 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 4 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 *TOTAL* 49 0 0 0 ( 108 o o ol 7 0 0 ols 0 0 Total 19 11 21 15 66 11 21 19 103 MA AM 'PAWN SI ti 1 5' - SE 12TE STREET & BRICKELL AVE UR MIAMI, FLORIDA COUNTED BY: NICOLE MALONE 17 SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS BRICKELL AVENUE 88 12T8 STREET IRICKELL AVENUE SE 12TH STREET From 2ort Froti East From South From Nest Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Date 08/18/05 16:00 0 0 297 0 0 39 0 0 0 25 204 0 0, 0 16:15 4 0 313 0 5 53 0 0 2 21 181 0 0 0 16:30 5 0 324 0 12 44 0 0 3 19 201 0 0 0 16:45 8 0 357 0 12 44 0 0 2 24 204 0 0 0 Er Total 17 0 1291 0 29 180 0 0 7 89 790 0 0 0 17:00 21 0 361 0 9 9/ 0 0 3 29 232 0 0 0 17:15 6 0 405 0 15 82 0 0 2 28 213 0 0 0 17:30 6 0 400 0 14, 101 0 0 0 27 239 0 0 0 17:45 11 0 384 0 26 70 0 0 0 23 212 0 0 0 Er Total 44 0 1550 0 64 345 0 0 5 107 896 0 0 0 Site Code : 00050224 Start Date: 08/18/0E File IA : 12S_BRIC Page : 1 Thru Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 *TOTAL* 61 0 2841 0 93 525 0 0 1 12 196 1686 0 1 0 0 0 Vehicle Total 565 568 588 629 2350 714 728 767 685 2898 0 1 5248 SE 12TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED EY: NICOLE MALONE -11 SIGNALIZED ERICKELL AVENUE From North Peds Right Thru Left TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS ISE 12TH STREET From Bast Peds Right Thru Left BRICKELL AVENUE From South Peds Right Thru Left Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08/18/05 Peak start 17:00 17:00 17:00 Volume 0 1550 - 345 - 1001 345 17:30 - 101 101 .85 0 Percent 01 1001 Pk total 1550 Highest 17:15 Volume 405 Hi total 405 PHF .96 SE 12'TH STREET 0 0 0 0 44 0 0 0 0 0 0 0 0 01 BRICKE 50 1,550 107 896 • 111 89# 1003 17:30 266 ,94 1,550 0 2,791 27 239 0 896 345 1,241 ALL VEHICLES & PEDS Intersection Total 2,898 0 1,550 1,550 2,553 ERICKELL AVENUE 452 1,003 896 896 107 107 Site Code : 00050224 Start Date: 01/18/05 File I.D. 12S_BRIC Page : 2 SB 12TH STREET From West Peds Right Thru Left 17:00 0 0 0' 01 Ot 0 16:00 0 .0 64 64 0 107 0 107 SE 12TH STREET Vehicle Total 5 MIAMi Zoo D B y MALoNe Hoff' St Li Date 08 SS 12TE STREET & BRICKELL BAY DRIVE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO 'IT SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES S PEDS ..............—........_..............._______________________________ BRICKELL BAY DRIVE SE 12TH STREET BRICKEIL BAY DRIVE SE 12TH STREET From North From East From South From West Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left 8/05 16:00 3 15 59 7 16:15 5 21 58 2 16:30 3 21 52 5 16:45 2 23 68 5 Er Total 13 80 237 15 17:00 3 38. 101 8 17:15 6 12 95 4 17:30 3 33 92 11 17:45 1 25 'az 1 Er Total 13 108 390 26 0 6 0 0 7 0 12 8 2 1 4 3 13 25 5 5 12 1 7 6 2 6 9 0 7 1 0 25 31 3 3 4 2 2 11 1 4 Site Code : 00050224 Start Date: 08/18/05 File I.D. : 125T5RIC Page : 1 0 2 30 11 '.' 9 16 1 14 1 5 45 7 2 17 1 6 7 4 40 7 1 21 3 9 2 5 36 4 6 24 1 5 10 16 151 29 18 78 6 34 3 9 37 9 0 31 3 8 4 4 45 7 1 50 1 16 1 5 59 21 1 30 0 14 0 5 11 19 1 28 0 9 8 23 185 56 6 139 4 47 Vehicle Total 164 173 174 180 691 259 245 275 243 1022 *TOTAL* 26 188 627 45 38 56 8 21 1 18 39 336 85 1 24 217 10 81 1 1713 SE 12TH STREET & BRICKELL BAY DRIVE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO 1T SIGNALIZED BRICKELL BAY DRIVE From North Fro SE 12TH STREET East TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561i 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS BRICKELL BAY DRIVE From South SE 12TE STREET From West Site Cote : 00050224 Start Date: 08/18/05 File I.D. 12STBRIC Page : 2 Date 08/18/05 - Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Vehicle .. .. ........_........_... ........ ......_.........._................_...._...._.........____............. Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08/18/05 Peak start 17:00 17:00 17:00 17:00 Volume - 108 390 26 31 3 10 Percent - 24t 74% 5t - 70% 7% 23% Pk total 524 44 Highest 17:00 17:00 Volume - 38 101 Hi total 147 PHF .89 13 SE 12TH STREET 56 3 167 108 47 47 4 4 190 139 139 6 12 15 .73 264 17:30 85 .78 ERICKELL BAY DRIVE 108 108 357 390 23 185 5 9% 70% 21 5 59 26 47 185 31 26 263 J 787 ALL VEHICLES & PEDS Intersection Tota1 1,022 803 10 56 390 139 539 56 BRICKELL Y DRIVE 97 264 — 18 185 21 44 23 2 • 139 4 47 • 731 2t 25% 190 17:15 67 .71 50 1 31 31 10 10 53 SE 12TH STREET 26 4 23 8 F a► SE 13TH STREET & BRICKELL AVENUE MIAMI, FLORIDA COUNTED BY: IS DRO GONZALEZ TGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-43 1 ALL VEHICLES ...._.................................__________________............_________________ ... ....._____ BRICKELL AVENUE SR 12TR TERRACE' IBRICIELL AVENUE SE13TE STREET From North From East Proni South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total at 08/ / 16:00 75 200 16:15 83 211 16:30 100 204 16:45 113 251 Er Total 371 866 17:00 17:15 17:30 17:45 Er Total 154 148 133 234 569 235 268 264 210 977 7 2 2 4 15 7 3 5 5 20 22 16 23 25 86 21 23 30 35 109 Site Code : 00050224 Start Date: 08/18/o5 File I.D. : 13STBRIC Page : 1 10 41 0 23 4 163 0 42 31 13 0 59 8 43 0 18 12 132 1 37 31 20 10 62 12 52 0 23 9 154 2 52 28 18 0 52 18 45 0 27 11 167 1 50 31 21 0 48 48 181 0 91 36 616 4 181 121 72 0 221 690 676 731 812 2909 7 58 0 18 11 203 1 60 35 16 0 58 884 13 63 0 34 8 175 0 57 24 25 0 47 888 12 73 0 22 13 189 0 78 44 25 1 66 955 7 60 0 38 7 154 0 76 35 24 0 65 850 39 254 0 112 39 721 1 271 138 90 1 236 3577 *TOTAL* 940 1843 35 195 1 87 435 0 203 75 1337 5 452 259 162 1 457 6486 SR 13TH STREET & BRICXELL AVS MIAMI, FLORIDA COINTED BY: ISIDRO GONZALEZ -IGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES ... m HRICKELL AVENUE SE 12TE TERRACE BRICKELL AVENUE SE 13TH STREET FroNorth From East From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Date 08/18/05 Peak Hour Analysis By Entire Peak start 17:00 Volume 569 977 20 Percent 341 58% it 7% Pk total 1675 Highest 17:15 Volume 148 268 Hi total 442 PEP .95 272 254 1,095 569 237 237 90 90 138 138 0 0 ....... .. .. Intersection for the Period: 16:00 to 18:00 on 08/18/05 17:00 109 39 254 10% 631 405 17:15 13 63 110 .92 0 112 0% 28% 34 17:00 39 41 032 17:30 13 260 .92 BRICKELL AVENUE 1,560 663 465 17:00 721 1 271 138 90 1 236 70# 0% 261 30% 19% 0% 51% 465 17:30 0 78 44 25 1 66 136 .85 89 237 721 39 997 2,672 ALL VEHICLES Intersection Total 3,577 39 39 Site Code 7 01050/24 Start Date: 08/18/05 File I,D. 13STBRIC Page : 2 Total 254 405 254 112 112 258 SE 12TH T. 0 129 90 39 CE 1E 13TB STREET & 'BRICZELL AVENUE flIANI, FLORIDA OUSTED BY: ISIDRO GONZALEZ GNALIZED Date 08/ BRICRELL AAENUR From North Peds Right Thru 16::00 7 0 0 16:15 6 0 0 16:30 6 0 0 345 6 0 0 Hr Total 25 0 0 TR TERR. From Bast TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 61) 272-3255 FAX (561) 272-4381 PEDESTRIANS BRICKELL AVENU From South Peds Right Thru Left 13 8 14 10 45 17:00 3 0 0 0 13 17:15 4 0 0 0 8 17:30 8 0 0 0 3 17:45 11 0_ 0 0 6 Hr Total 26 0 0 0 30 .. *TOTAL* 51 0__.�. .....�.�. 75 0 0 0 0 0 0 0 0 Peds Right Thru 7 0 0 3 0 0 1 0 0 3 0 0 14 0 0 2 0 5 0 4 17 0 0 0 0 1 31 0 0 0 0 0 0 0 0 0 0 0 Site Code : 00050224 Start Date: 08/18/05 File I.D. 13STBRIC' Page : 1 3'TH STREET eet Peds Right Thru Lef 4 7 21 3 3 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 32 22 25 26 05 21 20 16 2 82 187 vr- NE 24-Hour Machine Counts End Time Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page, :*********************************** liata File******************************************* 1 : D0818013.PRN Station : 000000081702 Identification : 000411692110 Interval : 15 minutes Start date : Aug 18, 05 Start time : 00:00 Stop date : Aug 18, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Brickell Avenue South of SW 10 Street ******************************************************************************* Aug 18 Northbound Volume for Lane 1 ----------- 00 01 15 59 33 30 63 28 45 35 19 00 29 16 ----- Hr Total 186 ------------- End Time 12 15 257 30 251 45 280 00 263 -------- Hr Total 1051 96 13 229 243 254 235 961 02 15 13 12 8 48 14 265 220 233 232 03 9 4 6 7 26 15 232 251 214 216 04 12 15 7 6 40 16 245 231 251 233 06 07 08 17 44 134 226 14 81 162 300 18 85 217 291 42 131 215 300 91 341 17 323 268 330 268 950 913 960 '1189 Hour Total : 15696 .A peak hour begins : 08:15 AM peak volume : 1194 Peak hour factor : 0.99 PM peak hour begins : 17:00 PM peak volume : 1189 Peak hour factor : 0.90 Aug 18 ***************** ******************************************************* ------ Southbound Volume for Lane 2 End Time 00 ---- ---- 01 02 03 04 05 06 - - --------- ___ 15 76 41 30 56 33 45 50 15 00 52 24 18 234 298 281 211 1024 728 1117 19 212 196 199 171 778 20 196 187 163 169 715 09 303 270 254 160 987 21 162 144 186 158 10 265 254 217 248 984 22 152 140 135 146 11 212 208 219 271 910 23 120 88 90 80 Hr Total 234 __ End Time 12 15 30 45 00 339 345 351 315 10 18 14 7 113 49 13 11 12 7 11 41 14 15 265 313 279 287 Hr Total 1350 1183 1212 1144 308 291 271 313 317 314 288 293 24 Hour Total : 18427 AM peak hour begins : 11:30 AM peak volume : 1303 PM peak hour begins : 17:00 PM peak volume : 1408 Peak hour factor : 0.93 Peak hour factor : 0.97 ******************************************************************************* 12 10 12 16 50 16 316 293 317 328 16 55 20 71 31 86 47 126 114 17 364 356 346 342 05 338 18 07 650 09 149 223 264 161 253 282 169 272 277 215 268 186 694 1016 1009 19 347 259 268 249 1123 08 21 189 174 137 154 573 10 321 315 280 284 1200 22 378 11 253 264 277 342 1136 23 130 115 106 92 311 360 387 209 1254 ;140(31 1267 20 203 229 229 167 828 654 135 120 153 159 567 443 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 *** Volume Report with 24 Hour Totals Data File : D0818013.PRN Station : 000000081702 Identification : 000411692110 Start date : Aug 18, 05 Interval : 15 minutes Stop date Aug 18, 05 Start time : 00:00 City/Town Miami, Florida Stop time : 24:00 Location County : Dade ******************B*********A***************f ***** ******************** W 10 Street Aug 18 _ Total Volume for All Lanes **** End Time 0--0_ __©1 ---- 15 _135 �_74 - 30 119 61 45 85 34 00 81 40 Hr Total 420 End Time 12 15 30 45 00 596 596 631 578 209 537 534 525 548 25 31 26 15 97 582 534 521 525 34123 AM peak hour begins : 11:30 PM peak hour begins : 17:00 AM peak volume 2301 Peak hour factor *******************************1 **�******************************************4* * Peak hour factor : 0 95 20 16 13 18 67 497 564 493 503 24 25 19 22 90 16 05 33 34 49 89 205 17 99 152 171 257 07 08 283 449 323 553 386 563 430 568 679 1422 2133 19 20 559 399 455 416 467 392 420 336 2214 2597 2291 1901 15 543 561 524 568 561 687 624 676 610 545 658 668 420 567 552 531 346 21 323 312 586 569 497 532 Page 2 465 472 496 613 2184 2046 22 23 287 260 288 305 250 203 196 172 Hr Total 2401 2144 2162 _-- Hour Total M&AM{-DAlyEs(}uni Florida DcNmmentuf Transponation r TnmporuriuoS*6micy ,» 2004Pem Season Factor Category Report �Week� �0mtey Sk, 1 01/81/2004 01/03/2804 892 2 0/X04/ 884 O1/10/2804 101 / 01 /11/2004-01/17/2004 Ll] 4 01/18/2084-01/24/2804 1.18 5 01/25/2004-0181D004 L89 6 02/01/2084-02/07/2004 L08 / 02/08/ 004 02/1,4/2004 1.08 u 02/15/2004- 02/21/2004 1.07 y 02/ 2/2004'02/2&O8R4 186 10 02/ O/2001'03/06/2O04 1.85 11 0x0/u004-03 13/2004 L85 12 03V14/2804-0,3/20/ 804 1,04 13 03/21/2004-03/27/2004 1.04 14 03/28/2004'04/03/2004 L84 15 04/04/2004 -O4/iO/2Q04 1.O4 16 04V11/2004-04/17/2004 /.04 17 04V18/2084'04/ 4/2004 1,84 18 0*25/2804-05/01/2804 L04 19 05/02/2004-05/08/ 004 1.04 20 05X9/2004 05 iJ/2004 1,04 21 05/16/2004 05/ 2/2004 1.09 22 05/ 3/28B4-05/29/2OO4 1.03 23 05/ O/2O04 00/05/2004 1.82 24 86/06/2004 06/12/2084 1.O2 25 06/13/2004-06/19/2004 101 26 06/202004' 0026/2084 1.01 27 06/27/2004 87/03/2004 101 28 07/04/2004'07/10/2004 1.01 29 07/I1/2004'07/17/2004 181 30 07/18/2004-07/24/2084 1'00 31 07/ 5/20O4-07/3l/2O04 8'99 32 0801/2804-08/07/2804 099 33 08/08/2004-08/14/2004 0�08 34 �O0/ 0.08 35 68/22/200+' �- 08/------ 2m2ow+ 1.08 36 0029/2004-09/04/ 004 1.02 37 09/05/2004-09/11/2084 104 38 09/12/2004 09/18/2804 186 30 00/19/2004'00/25/2004 i83 * 40 09/28/2004 - 10/02/2004 099 * 41 18/03/2004-10X09/2004 0'96 * 42 l0/l0/2O04-l8/102O04 0'V3 * 43 l0l7/2004 l&2B2O04 8'V3 * 44 l024/20O4 l0302D04 O'V3 * 45 1O8l/28Q4 ll/O�2004 O'A3 � 46 1l/07/2004 /}/13/2004 093 * 47 1Dl�2004- 11/202004 - * 93 48 11/21/2004 - U/2�2CN4 -- * 93 49 U/28/2004' 12/04/ 004 -- * 58 12/05/2O04'l3YlL/2004 -'- * 51 l2/l2/3004'l2U8/2OO4 -�- * 52 12/10/2004 l�25/20O4 --- ' L[A 0.98 1.07 ].i8 L(7 1.16 1.15 1.15 1.14 1.13 Ll2 l.12 L1l LIl l.Q �Jl Li1 1.Il Lil L11 1.10 1.10 1.09 LOg L07 lO7 1.07 1.07 l�07 l{8 1.05 1.05 1.04 [i.04` 1.06 1,09 Lll l.l3 1.}0 1.05 1.02 0-99 0.99 0.90 899 &90 &VA &9A &98 &90 (i9X 1,07 LlD � ` o v r,,`': MOCF =0,A4 APPENDJX C: Miami -Dade Transit Data Headway Calculations FIU SOUTH CAMPUS S FIU Bus Terminal 24 St North Map not to scale 3;03 EFFECTIVE: April 25, 2004 17 St ■ ■ ■ ■ ■ • l/ESTCHESTER SHORT TURN C%•! ti • WESTCHESTER x • SHOPPING ■ CENTER ■ ■ RIEL Dia Fire .-Station SW24St Coral Way onds Recovery zone CORAL GABLES Aragon l Biltmore Way WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. ■ ■ ■ ac ■ ■ ci, Cora Way ■ WESTCHESTER SHOPPING ■ CENTER SW 22 St dalusia co East West West West West DESTINATION SIGN Downtown Miami - 0081 SW 24 St/74 Ave Only - 0085 Westchester - 0084 Coral Way 1137 Ave - 0088 FIU South - 0086 Not In Service - 02D6 Route 24 Government Center Station SWISE S'. 1 VIZCAYA STATION Coconut Grove All RUSES ARE WHEELCHAIR ACCESSIBLE w !n -41 SE 2 St SE 4 St Miami -Dade C ty - Transit Page 1 24 SCHEDULE SERVICE: WEEKDAY TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 am_ to 10 p.m, Weekends, 9 a.m. to 5 p.m, www.miamidade,gov/transit DIRECTION: EASTBOUND SW 26 St & SW 26 St & FIU SW 24 St SW 24 St & S 24 St Andalusia SW 22 St Vizcaya 1 SVV 13 St & SW 1 St & 137 Ave 122 Ave Main & 88 Ave 87 Ave 74 Ave & LeJeune & 27 Ave Station 2 Ave 1 Ave T Terminal Rd • • 05:34AM I-05:56AM 06:20AM 06:42AM 07:40AM 08:10AM I 08:49AM 05:38AM 06:00AM 06:24AM [06:46AM 07:15AM 07:45AM P 08:15AM 08:54AM • 05:46AM 06:09AM 06:33AM 06:55AM 04:46AM 04:49AM 105:16AM [05:39AM 06:31A • 07:25AM 07:55AM 08:25AM 09:04AMI 07:48AM 08:18AM 08:56AM I09:27AM 05:19AM 05:42AM 05:55AM 06:08AM I 06:21AM 06:35AM 06:45AM 06:54AM 07:08AM 07:23AM 07:38AM 07:53AM 08:08AM 08:23A1 08:38AM 09:01AM 09:16AM 04:53AM 05:23AM 05:34AM 05:46AM 05:59AM 06:14AM 06:27AM 06:41AM 06:51AM 07:06AM 07:20AM 07:35AM 07:50AM 08:05AM 08:20AM 08:35AM 08:50AM 09:07AM 09:22AM 09:37AM 05:02AM 05:32AM I 05:43AM I 05:55AM I 06:10AM 06:25AM 06:38AM 06:52AM 07:05AM 07:20AM 07-34AM - 07:49AM 1 08:04AM 08:19AM 08:34AM 08:49AM [09:04AM 09:19AM 09:34AM 1 09:49AM 05:07Aq 05:37AM 05:48AM 06:02AM 06:17AM 06:32AM 06:45AM ,06:59AM 07:14AM 07:29AM 07:43AM 07:58AM 08:13AM 08:28AM 08:43AM 08:58AM 09:13AM 09:28AM 09:43AM 09:58AM 05:15AM 05:45AM 05:56AM 106:11AM !06:26AM 06:41AM 06:54AM 07:09AM 07:24AM 07:39AM 07:53AM 08:08AM 08:23AM' 08:38AM 08:53A 09:08AM 09:23AM 09:38AM 09:53AM 10:08AM 05:20AM I-05:50AM 06:02AM 06:17A 06:32AM 06:47AM 07:OOAM 07:15AM 07:30AM 07:45AM 07:59AM 08:14AM 08:29AM 08:44AM 08:59AM 09:14AM 09:29AM 09:44AM 09:59AM 10:14A 05:2 AM 05:58A 06:1 AM 06:28AM 06:43AM 06:58AM 07:13AM 07:28AM 07:43AM 07:58AM 08:13AM 08:28AM 08:43AM 08:58AM I 09:13AM 09:28AM 09:43AM 09:58AM 10:13AM 10:28AM http://www.miamidade.gov/transit/routestscheduleiasOR1=WEE AY%2O&R2=Eastbound%20%20%20%20%20%20%20%20%20%20%20... 8/1 2005 Miami -Dade C' -ty - Transit 09:21AM 11 09:25AM 10:21A 1:21AM 11:51AM 12:21 PM 01:21PM 02:24PM 02:54PM 03:24PM 03:54PM 04:24PM 04:39PM 05:09PM 05:39PM 06:11PM 06:48PM 09:55AM 10:25AM 10:55AM I 11:25A 1:55AM 12:25P 12:55PM 01:57PM 02:28PM 02:58PM 03:28PM 03:58PM 04:28PM 06:15PM 06:52PM 09:34A 10:04AM 10:34AM 11:04AMI 12:04PM 12:34PM 01:04PMI 01:34PM 02:06PM 02:37PM 03:37PM 0407PM 04:37PM 04:52PMI '05:22PM I05:52PM 06:24PM 07:01 PM 0:23A 12:08PM 12:23Pt 2:38PM �12:53PM 01:08PM ]0 01:53PM 02:08PM 02:23PM !02:38PM 02:55PM E03:10PM 03:25PM [03:40PM 03:55PM 104:10PI 04:25P 04:40P 04:55P 105:10 P 05:40PM I06:40PM 07:11PM I07:41 PM 0:29AM 10:43AM 10:44AM 10:59AM 1:29AM 11 59AM 2:14PM 12:29PM 12:44PM 12:59PM 01:14PM 01:29PM 01:44PM 101:59PM 02:14PM 02:44PM 03:01 PM 10:58AM I 11:28AM 11:43AM 11:58AM 12:28PM 12:43PM 12:58PM 01:13PM 01:28PM 01:43PM 01:58PM 02:28PM 02:58PM 03:13PM I 03:28PM 03:43PM 04:01 PM 04:13P 04:16PM 04:31PM 04:46PM 05:01 PM 05:16PM 04.28P 04:43P 04:58P 05:31 PM ' 05:4 05:46P.. 06:16P 06:46PM 07:17PM 107:47PM If I09:57AM 10:27AM 10:57AM 11:27AM 11:57AM [12:27PM 12:57PM 01:57PM 02:3OPM 02:59PM 103:59PM 04:29PM 09:46AM II_ 09:52AM II 10:04A 10:16AM 10:31AM 110:46AM i 11:01AM 11:16AM 11:31AM 11:46AM 12:16PM 12:46PM 0 01:46PM 02:01 PM 02:34PM 02:49P1 03:04PM 03:19PM r03:34 P M 04:04PM 04:19PM 05:04PM 05:34PM 06:04PM 1 06:36PM 10:07AM 10:22AM 10:37AM 10:52AM 1:07AM 1:22AM :37AM 11:52AM 12:07PM 12:22PM 1 12:37PM 2:52P 01:07PM 01:22PM I 01:37PM 01:52PM 02:07PM 02:24PM 02:40PM 02:55PM 03:10PM 03:25PM 03:40PM 03:55P 04:10PM 04:25PM 04:40PM 04:55PM 05:10PM 05:40PM 06:10PM j 06:42PM 7:16PM II II II If 11 110:34AM 10:49AM 111:04AM 11:19AM 12:04PM 12:19PM I 12:34PM 12:49P 01:04PM 01:19PM 01:34PM I 102:04PM 02:19PM 02:36PM 02:52 P M [03:08PM 03:38PM 03:53PM] 04:08PM I 04:23P 04:38PM 105:08PM 05:53PM 06:23PIVI 06:55PM 07:27PM 10:13A 10:28AM 10:43AM 10:58AM 11:28AM 11:43AM 11:58AM 2:28P 12:58Pt1 I 01:13PM 01:28PM 01:58PM 02:13PM1 02:28PM 02:45PM 03:01 PM 03:31 PM 03:46PM 04:16PM] 04:31 PM 04:46PM 05:16PM I06:01 PM 06:31 PM 07:33PM] 05:58P1 06:28PM 06:58PM 07:28PM 07:58PM I Page 2 of 3 http: iat idade.gov/transi outeslsehedule.asp?R1=WEEKDAY%20&R2=Eastbound%20%20%20%20%20%20%n20 r 0 20%20%20... I11/2005 a -Dade Cm ®y - Transit I07g9PM 07:2 PM : a1Pe I 07 4lPN :5 PM 07:49PM 08a9P I0:4P 09:23PM 3U 10:57PM I 23P 09:2 PM 1201PM CLOSE WINDOW 08g1PM 08:31PM 0931P 09:35PM 1eQ FM § 0 fM1 D g1P 08:41PM 09:4 PM [ƒ&18PM 07:46PM I[ 37Pm 110E03P 08:16PM- 08:46PM 09:6PM 1\22PM 11:22PM 08:27PM I 08:57PM 1e01PM 1 t31FM I1 0:3 6PM 11:36PM 08:11P 10 41PM 1tom PM 08:17P >08a7PM 10§ 9PM 10:49PM 0828PM 08:58PM 2 28PM 09:58PM 10:28PM I 11:58P maw 3 of 3 hR///w*»,mbmida deƒov/DanQUeGkhed @w_O� asp?&!=� EEC&Y+9 � k2R£a4bound+20+20 0%20+0 +20+20+20+2002070., $11/2005 Miami -Dade County - Transit Page I of 2 MIA 24 SCHEDULE TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deat/hard of hearing). 305-654-6530 Monday -Friday, 6 am. to 10 p,m. Weekends, 9 a.m„ to 5 p.m, www„miamidade,gov/transtt SERVICE: WEEKDAY 1SW 1 St & 11 Ave 05:30AM 06:00AM ] 06:15AM 06:30AM 106:45AM 1_ 07:00AM 07:15AM 07:30AM 07:45AM 08:OOAM 1 08:15AM 08:30AM 08:45AM 09:00AM 1 09:15AM 1 09:30AM 09:45AM 10:OOAM 1 : 5AM 110:30AM 110:45AM' frooAm 1 11:15AM 1 11:30AM 1 ' :45A [ 12:00PM 1SW 13 St & 2 Ave 05:35AM 06:22AM 06:37AM 06:52AM 07:07AM 07:22AM 07:37AM 07:52AM 08:27AM [ 08:42AM 08:57AM 09:11AM 09:26AM 1 09:56AM 10:11AM 1 10:26AM 10:41AM 10:56AM r 11:26AM 11:41AM ] Vizcaya Station 105:39AM ]06:10AM 06:27AM] 06:42AM] 06:57AM 07:12AM [07:27AM 07:42AM] 07:57AM 108:32AM] 108:47AM 109:18AM 09:33AM 10:18AM [10:48AM [11:03AM, 111 :56AM jft-2-:03PM-] 12:11 PM 12:26PM -,-12:18PM [2:48 PM DIRECTION: WESTBOUND SW 22 St & 27 Ave 05:44AM 106:17AM {06:34AM 07:05AM 107:20AM11 07:35AM- 07:50AM j [08:06AM] ]08:41AM1 [28:56AM1 109:27AM1 109:42AM] 09:57AM] 10:12AM] 10:27AM 10:57AM 11:12AM 1:27A 11:42AM -LI 2:27PM ] 12:42PM Coral Way & LeJeune 'Rd 05:51AM 06:24AM. 06:41AM 06:56AM 07:14AM 1 07:29AM -1 [ 07:44AM 07:59AM 1 08:15AM 08:50AM [ 09:05AM 1 [ 09:22AM [ 09:36AM 1 09:51AM 10:06AM 10:21AM 1 10:36AM ] 11:21AM 1 11:51AM -1 ] 12:06PM ] 12:21PM L 12:36PM 1 12:51PM SW 24 St & 74 Ave 04:41AM 05:11AM 1 [-05:34AM 06:OOAM r 06:25AM 06:50AM 07:08AIVI 07:26AM 07:41AM ] 07:56AM -1 08:12AM 08:28AM 1 09:03AM 09:17AM 1 09:34AM 09:48AM 10:03AM ] 10:48AM 11:03AM 11:18AM ] 12:03PM —12:18PM ] 12:48PM 01:03PM ] SW 24 St & 88, Ave 104:45AM 06:04AM 06:30AM 06:38AM 106:55AM 07:13,AM 07:31AM 08:01AM 108:17AM I 08:33AM 1-09:08AM [09:22AM] 709:39AM] [09:53AM] 10:08AM1 10:53AM 11:23AM [11:38AM [11:53AM1 [12:08PM1 [12:23PM "12:53PM 101:08PM1 01:23PM1 FIU Main Terminal 06:13AM 106:47AM] 107:05AIVIj 107:23AM] 07:56AM] 08:27AM 09:32AM 10:03ANI 10:33AM 11:03AM 12:33PM SW 26 St & 122 Ave ] 06:21AM 06:55AM [07:14AM [ 07:32AM 08:05AM 08:36AM 09:41AM 10:42AM 1:12AM 11:42AM 1 12:42PM 01:12PM :42PM 1SW 26 St & 137 Ave 06:26AM 07:00AM 07:19AM 07:37AM 1 08:10AM 1] 1 1 08:41AM j 09:17AM 09:46AM 10:17AM 10:47AM 11:17AM 11:47AM 12:17PM-I 12:47PM 1 01:17PM ] :47P )ttp://www.m.iamidade.govitransittroutesischedule.asp?R1 WEEKDAY%20&R2=Westbound%20%20%2... 8/1 1/2005 Mlarn:l Dade County - Transit. Page 2 ©f [05:00PM 1 2:45PM [ 12:56PM j 01:03P 01:00PM 01' :15PM 01:45PM 1 02:OOPM 1 02:15P [02::3OPM1 1 02:45PM 1 03:00PM P 03:30PM-1 1 04:00PM 1 L0 :26PM '' 01:56PM 02:11PM 02:26P 1 02:41 PM 02:56PM 03:26PM j 1 03:41PM 03:56P 04:11P 04:15PM 04:26P .......... 04:30PM ! 04:41 PI 04:45PM 04:56P1 05:10PP 05:15PM 05:25P 05:30PM 05:40P 05:45PM 05:55PM 06:OOP P 06:30PM 07:OOPM 07:30PM 08:00PM 1 08:30PM 1 09:OOPM 1 09:30PM 10:00PM 1 0:3OPM f 11:10PM 12:1 OAM 06:10PM 06:40PM J 07:06PM r07:36PM 08:06PM 1 08:36PM 09::06PM 09:36PM 10:05PM 10:35PM 11:15PM 12:15AM 01:18PM 02:03PM 01:12P 01:27PM 101:42PM 01:57PM '02:12PM 02:18PMI@02:27P 02:33P02:42P 102:48PM] 03:03PM] 103::30PM 03:45PM 04:0OPM 04:15PM 04:30PM 4:45P 05:01 PM 105:15PM 0 '05:45PM 06:00PM 06:15PM 06:45PM 107:1 OPMI ,07:4OPM 108:10PM 08:40PM 09:10PM] 09:4OPMJ _10:09PMJ 110:39PM 112:19AM 102:57PM 03:4OPM 03:55PM 04:10P 04:25PM 1 04:40PM 04:55P 05:11PM 05:25PM 05:40P 105:55PM 06:10PM 06:25PM-- 06:55PM 07:17PM 07:47PMj 08:17PM1 108:47PM 09:17PM ' 09:47PM 10:14P 10:44PM1 11:24PM 12:24AM 01:21 P P 01:36PM 01:51 PM 02:21 PM 1 02:36PM PM C 03:O6PM 03:22PM 03:49PM 04:06PM 1-04:36PM 04:51PM 05:06P 05:20PM 05:34PM 05:49P 1 06:04PM 1 06:19PM f 06:34PM P 107:04PM 07:24PM 07:54PM 08:24 P M 08:54PM 09:24PM' 09:54PM ! 10::21 PM ] j 10:51PM f 11:31PM 12:31AM 01:33P'M n 01:38PM 1 : lV 01:48PM 02:O3PM 02:18P 02:33P 02:48PM 03:20PM 03:36PM 04:05PM 1 04:22PM 04:52PM 05:O7PM' 1 ' 05:21P 05:35PM 05:49PM 06:04P 06:19PM 1 06:34PM 06:49P 07:15PM 1 07:35PM' 08:05PM 08:35PM 1 09:05PM 1 f 09:35PM 10:05PM 10:30PM 11:00PM 11:40PM 12:40AM 01:53PM , L02:08PM1 02:38PM 02:53PM] 03:26PM 103:42PM 104:12PM, L04:29PM1 104:59PM 05:14PM 1 105:42PM] [05:56PM[ 06:11P 106:26PM-1 P06:41 PM] 06:56PM 07:20PM r0'7:4OPM 1 08:10PM 108:40PMI 09:10PM 09:40PM d T10:34PM1 111:O4PMJ _11:44PM 02:03PM 103:05PM 03:3'8PM [04:41 PM [05:11 PM1 05:26PMJ 105:54PM 06:08PM 06:23P 106:38PM1 06:53PM 07:08PM [57:30PM, 07:50PM '08:20PM. '08::50PM 09:20PM 10:17PM 11:12PM 11:52PM 02:12PM 7 02:42PM 03:14PM 1 04:5OPM 05::20PM 1 03:19PM 03:52PM L 04:55PM 05:25PM 1 06:17PM 06:47PM 07:02PM 07:16PM L 07:38PM 07:58PM 08:28PM 09:28PM 10:25PM 11:20PM 1 12:00AM CLOSE WINDOW ' 06:22PM f 06:52PM P 07:07PM P 07:21PM 1. 07:43PM 1 108:O3PM 1 d 09:33PM 10:29PM 1 J 11:24PM 12:04AM 1 http://www.ml pdade.gcw/tran©utes/schedl'e.asp?R1 EEK,DAY%20&R2=Westbound%20%20%2... 8, 2005: Santa Clara Metrorai Station SW 66 St 21 St NW 20 St Bob Hope Rd Jackson • Memoria • Hospital z < C Winn -Dixie NW 6 St 5 S a) Downtown Bus Terminal co Douglas Road .t Peacock CD Metrorail- -1 Station Grand Ave University Metrorail 2 Station South Miarni Metrorail Station Hardee Somerville Residences NW 3 St SW/SE 2 St Mercy Way 111. Mercy Hospital Route 48 ere WHEELCHAIR SERE ACCESS BB LE ACCES SIR LE Downtown Miami St Q) w Cr) w Cr) 'FP- SE 4 St North Map not to scale Miami -Dade County - Transit Page 1 of MIA 48 SCHEDULE TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hand of hearing): 305-65,4-6530 Monday -Friday, 6 a.m. to 10 p,m. Weekends, 9 a.m. to 5 p,m. www,miamidade.gov/trans11 SERVICE: WEEKDAY South Miami Station 05:05AM 05:55AM [06:25AM C16:55AM 07:25AM 07:55AM 1-08:25AM University Station 05:12AM 06:0 AM 06:33AM] 07:03AM 07:33AM 08:03AM 08:33AM Douglas Road Station 05:25AMJ 06:21AM 106:51AM 1-07:21A 108:21AM 08:51AIM 08:55AM 09:0 A 09:21AM 10:56AM 11:56A 112:56PM 0 :56PM 02:58PM 03:28PM 193:58PM 10:04AM :04AM 12:04PM 101:04PM 02:04PM 10:22AM 11:22AM 01:22PM 02:22PM 03:06PM 03:22PM 103:36PM 04:06PM 03:52PM 04:22PM 04:28PM 04:36PM04:52PM [04:58PM 05:28PM 05:5 PM 06:30PM 107:04PM 05:06PM 05:36PM 06:06PM 06:38PM 07:11PM 05:22PM 05:52PM 06:22PM] 06:54PM 107:26PM DIRECTION: NORTHBOUND e rcy Hospital 05:38AM 06:37APt 07:07AM 07:37AM I09:07AM 09: 7A 10:38AM 11:38AMJ 12:38P 01:38PM, 02:38PM 03 8PM 04:08PM 04:38PM 05:08P SE 13 St & Shekel! 'Ave [05:49AM 06:50A1V1 1 07:20AM 07:50AM L98:50AM 09:20AM 09:50Allif 10:50AM 11:50AM 01:50P1V1 02:50PM 03:50PM 04:20PM 04:50PM 05:20P 05:38PM 06:08P 06:38PM [6-7:10PM 07:40PM 05:5OPM 06:20PM 06:50PM 07:21PIV1_ F-07:51PM 05:55AM 07:00AM 07:30AM 08:00AM 08:30AM 109:00AM 09:30AM 11:00A 2:00PM [02:00PM 03:00PM 04:OOPM 04:30PM 05:OOPM 05:30PM 06:00PM 06:30PM 07:00PM 07:30PM _08:00PM NW 5 St & 4 Ave 07:06A 107:36AM 08:06AM Santa - Clara Station 06:1 AMII 7:15A 7 07:45AM 08:15AM 08:36AMJ 08:45AM 09:06A 109:36AM -EOTO-6A 11:06AM :06PM 02:06PM 03:06PM 09:15AM 109:45AM1 [T67i5AM 11:15AM 12:15PM [6-1715-PIV-111 02:15PM 03:15PM 04:06PM [04:15PM 04:36PM 05:06PM 04:45PM f05:15PM 5: 6P r65:45Pg 06:06PM 06:36PM 107:05PM 107:35PM 08:05PM CLOSE WINDOW 06:15PM 06:45PM 07:1 PM 07:43PM 08:13PMj http://ww 1". midade.gov/transit/routes/schedule.asp?R 1 -.WEEKDAY%208cR2=Northbound%20%20%2 ... 8/1 /2005 Miami -Dade County - Transit Page 1 of 1 MIA 48 SCHEDULE TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St,: 305-891-3131 TTY Users (tor deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 am. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www,miamidade,govitransit SERVICE: WEEKDAY iSanta ' Clara 1Station 05:27AM 06:25AM 06:55AM 07:25AM 07:55AM 08:25AM NW 5 St & 4 Ave 105:35AM 06:05AMi 06:35AM 07:05AIVf 107:35AM 708:05AM 108:35AM] SW 1 St & 1 Ave 105:40AM 06:10AM 06:40AM 07:10AM 07:40AM 08:10AM 08:4OAM 09jj :35AM 09:40A 5AM 1:25A 10:35AM 11:35AM 2:25PM]12:35PMJ 01:25PM 02:25PM 03:54PM 04:24PM 04:54P 05:24PM 05:54PM 06:24PM1 107:26PM -01:35Prvl 102:35PM 103:35PM_ 04:05PM 04:35PM I05:05PM 05:35PM 06:05PM 07:35PM 10:40AM 11:40AM 2:40PM 01:40PM 03:40PM 04:10PM 104:40PM 05:10PM DIRECTION: SOUTHBOUND SE 13 St & Brickell Ave 05:46AM 06:17AM I 06:47AM 07:17AM 07:47AM 08:17AM 08:47AM Mercy Hospital 05:55A a 06:29AM 06:59AM 07:29AM 107:59AM 08:29AM 08:59AM 9:47AM j1(-59N1 10:47AM 11:47AM 10:59AM 11:59AM li1-1:47i1\7111i 2:59PM 01:47PM 02:47PM 01:59PM 02:59PM 03:48PM 04:OOPM 04:18PM 04: OP 04:48P 05:00PM Douglas Road Station 06:11AM 06:45AMj 07:15AM 07:45AM 08:15AM 08:45AM [o9:15Ar University Station 06:29AM ,707:03AM 08:33AM 09:03AM 09:33AM South IMiarni Station 06:38AM 07:42AM 08:12AM CE8-4--72TAITi 09:12AM 09:42AM i-0:15-AM 10:32AM [10:4 11 : 2AM 12:15PM 02:15PM 04:17PM 04:47PM 05:17PM 05:1 8PM 05:30T)Tv11 5:47PM 05:40PM 06:10PM 06:40PM 07:40PM 05:48P I 06:18PM 15:48PM 07:47PM 06:00PM 06:30PM 07:00P 107:56PM 06:17PM 06:47PM 107:14PM 108:10PM 12:32PM 2PM [02:32PM 03:35PM 04:36PM 05:06PM 05:36PM L.` 06:06PM 06:36PM 107:06PM [07:29PM] 08:25PM CLOSE WINDOW 11:41AM_, 12:41PM 02:41PM 03:47PM 05:18PM' 05:48PM 06: 8PM 06:48PM 07:16PM 07:39PM 08:35PM ttp://www .miamidade.gov/transitiroutes/schedule.asp?R 1- EEKDAYW20SCR2=Southbound%20%20%2... 8/] /2005 Government Center Metrorail Station Brickell Metrorail Station WI IEELCI1A1RS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. DOWNTOWN Rickenbacker Causeway DESTINATION SIGN NORTH DOWNTOWN MIAMI - 021D SOUTH KEY BISCAYNE VIA HARBOR - 021E SOUTH KEY BISCAYNE VIA CRANDON - 0220 NOT IN SERVICE - 02D6 North Map riot to scale 1 1 /03 EFFECTIVE December 7, 2003 SE 4 St 1 ,ayovr SW/SE 1 St SW/NW 1 Av SW SE 2 St Seaquarium KEY BISCAYNE Crandon 111 Park ee'c: Gape .Florida State Park ' IP Route Route 102 VIIIEELCHAVIR A.CCESSIRIF Miami -Dade County - Transit Page 1 of 2 TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (tor deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 am. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamida de.g ov/t ran sit 102 ROUTE B SCHEDULE SERVICE: WEEKDAY SVV 1 St & 1 Ave 05:51AM 06:14AM 106:27AM 106:40AM 06:55AM 07:08AM 1_07:20AM 07:32AM 07:44AM 07:56AM 108: 4AM 108:26AM 08:43A 109:24AM BrckeIJ Station [05:59AM 06:23AM 06:36AM 06:49AM 07:06AM 07:19ANT 07:31AM 07:43A 07:55AM 08:07AM 08:25AM 08:37AM 08:54AM 09:35AM Miami Seaquarium 06:10AM 06:34AM 06:47AM 07:03AM 07:20AM 1 07: 3AM 07:45AM 07:57AM 08:09AM 08:21AM 08:30AM 08:39AM 08:51AM 09:08AM 09:19AM 09:47AM 09:54A 10:05A1V1 10:17AM 10:24AM 0:54AM I 11:24A 11:54AM r 12:24PM 01:24PM 01:39PM 01:541PM 02:09PM 02:24PM 02:39PM 02:54PM 03:09PM 10:35AM 92:35PM 01:05PM 01: 5PM 01:50PM 02:05PM 02:20PM 02:35PM 02:50PM 103:19PM 10:47AM 12:17PM 12:47PM 01:17PM 01:47PM 02:O2PM 02:17PM 02:32PM 02:47PM 03:03PM 03:18PM 0 :32PM DIRECTION: KEYBISCBOUND Harbor Dr 1& Mashta Dr 06:44AM ,..07:43AM 08:31 AM 1Cape FL State Park 06:23AM 07:OOAM 07:16AM L07:33AM 07:58AM 08:10AM 08:22AM : 1i-a37:43AM 09:29AM 10:27AM 1:27A1M 01:27P 102:12PM r 0 :13PM] 08:52AM ] 09:04AM 09:19A 09:58AM 10:58A [02:28PM 102:43PM 02:58PM 03:29 P 03:43PM ittp://www.miamidade.gov/transitiroutes/schedule.asp?R1=WEEKDAY%20&R2=KeyBischound%20%20... 8/11/2,005 Miami -Dade County - Transit Page 2 of 2 [ 03:24PM tj1PM 03:47PM • I 03.39PM 03:55PM 021:C9PM 13:49PM 04:02P 04:05P 04:18PM 04:19PM 04:32P 04:35P 04:49PM 04:54PM 05:04PM 05:O9PM 0519P 05: 9P 05:49P 05:55PM 06:05PM 06:34PM 09:10PM 10:30PM 111:35PM 07:59P 04:48P 05:02P 05:17P 06:02PM 06:15PM 06:53PM 07:32PM ij 08:09PM 08:39PM 09:18PM -10:38PM CLOSE IMNDOW 08:49 P M 10:48PM 04:12PM 05:12PM 07:02PM_ L03:58PM 04:29PM 04:59PM 05:43PM 07:42P 08:19PFTA1 09:38PM lttp://wwwJniamidade.gov/transitJroutesjscheduleasp9R EEKDAY%20&R2=KeyBischound%20%20... 8/ 112( ( Miami -Dade County - Transit Page I of 2 MIA TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St,: 305-691-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 pm. www.miamidade.govitransit 102 ROUTE B SCHEDULE SERVICE: WEEKDAY Cape FL State Park 07:00AM 07:16AM 07:58AM 08:10AM 0822AM L 0 :52AM 09:04AM 09:19AM 09:58AM 10:58A 11:58AM 12:58PM 02:28PM 02:43PM 02:58PM 03:29PM 03:43PM 03:58PM Harbor Dr & Mashta Dr 06:44AM 07:43AM 08:31AFt 09:29AM 10:27AM 11:27AM 2:27PM 01:27PM 02:12PM 03:13PM 04:12PM-- DIRECTION: NORTHBOUND Brickell Station 06:44AM 07:06AM 07:21AM 07:37AM 07:54AM 08:06AM 08:19AM 08:31AM 08:43AM 08:54AM 09:14AM 09:26A1V1 09:41AM 09:52AM 10:20Aa 10:50AM SW 1 St & 1 Ave 06:52AM 07:14AM, 07:29A 07:45AM [08:02A 08:14AM 08:27AM 08:39AM 08:51AM 09:23AM 09:35AM 09:5OAM 10:29AM 10:59AM VT1.25A1V111 11:50AM 12:23PM 12:5 PM 61:23PM 01:53PM 02:23PM 02:38P 02:53PM 03:08PM 03:23PM 03: 9PM 03:54PM 11/1iarni Seaquarium 06:34AM 06:56AM 07:11AM 07:27AM 07:44AM 07:56AM 08:09AM 08:21AM r 08:33AM 08:44AM 09:04AM 09: 6AM 09:31AM 10:10AM 10:40AM 11:10AM 11:40AM 12:11PM T 12:41 PM 01:11PM 01:41PM 02:26PM 02:41 PM 02:56PM 03:11PM 03:27PM 03:42PM 03:56PM 04:11P 11:59AM 12:32PM :02PM 01: 2PM 02:02PM 02:32PM r 02:47PM 03:02PM F.D3:17P 03:32PM 03:48PM 04:03PM 04:17PM 4:32PM 04:47PM , itp://www.mi amidade.gov/tran sit/routes/schedu le.asp?R 1 =WEEKDAY%2O&R2=NorthBound /020%20%.., 8/ /2005 Miami -Dade County - Transit Page 2 of 2 04:29PM 04:42P M 04:54PM 1 05:03PM [04:43PM 04:59PM 0526PM 04:56PM 05:28PM 05:43PM 06:25P 08:19PM 09:38PM 10:18PM 10:58PM 12:03AM 07:02PM LIi 06:23PM 06:36PM 07:14PM 07:53PM 08:30PM 09:10PM 09:48PM 10:28PM 11:08PM 12:1 3AM r- 05:08PM 05:24PM 05:38PM 06:3 P 06:46PM 07:24P 08:03PMJ 08:40PM 09:19PM 09:57PM 10:37PM 1 : 7PM 2:22A 05: 3PM 06:02PM 06:53PM 07:31 PM 08:47PM 09:25PM 10:03PM 10:43P 11:23PM CLOSE WINDOW hittp://www miamidadegov/transitJroutes/schedu1c.asp?R —WEEKDAY%20&122=NorthBound%20%20%... 8/1 /2005 Brickell Key Shuttle St North Map not to scale . . . . . . . . Eighth SW 8 St 1 SE St Street• Q Station Tenth Street/ Promenade Station ■ St Financial Distri Station • Entrance Gate Mandarin Oriental Hotel y Miami -Dade County - Transit Page 1 of Ifti MIA TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St,: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m, Weekends, 9 a,m. to 5 p.m. www.miamidade.gov/transit 248 BRICKELL KEY SHUTTLE SCHEDULE SERVICE: WEEKDAY Brickeit Metromover Station 06:30AM 06:45AM 07:OOAM 07:15AM 07:30AM 07:45AM 08:00AM 08:15AM 08:30AM 09:OOAM 09:15AM 1 09:30AM 09:45AM 10:00AM 10:15AM 10:45A 111:00AM 11:15AM 11:3OAM 11:45AM 12:00PM 12:15PM 12:45P 01:00PM 01:15PM 01:30PM] 01:45PM 02:00PM j 02:15PM SE 8 St & Brickell Ave 06:34AM 06:49AM 07:O5AM 07:20AM 07:35AM [07:50AM1 08:O5AM 08:20AM 08:35AM 09:05AM 09:20AM 09:35AM 09:50AM 0:05AM 10:20AM 10:35AM 1:05AM 11:20AM 11:35AM 11:50AM- 12:20PM 12:35PM 12:50PM 101:05PM 01:35PM.: FO :50PM 02:05PM Brickell Key 106:36AM 06:51AM 07:08AM L07:23AM 07:38AM 07:53AM 108:08AM] !08:23AM 108:38AM 108:53AM 09:08Ati 109:23AM1 109:38A MI L09:53AM] 10:O7AMj 10:22AM 10:52AMI 11:07AM 11:37AM 11 52AM 12:07PM 112:22PM 12:37PM 12:52PM 01:07PM-I 01:22PM 01:52PM 02:07P MI 02:20PW11 iffZi2T5g DIRECTION: EASTBOUND itto: midade.goy/transit/routes/sehedule.asp?Rl= EEKDAY%2O&R2=Eastbound%207020%20... 8/11/2005 Miami -Dade County - Transit 02:30PM 1[02:35PM 02:37PM 02:45PM 02:50PM 02:52PM Page 2 of 03:00PM 03:05PM 03:07PM 0 :15P ro3:20P 03:22P 03:30PM 103:35PM 03:45PM 03:50PM 03:37PM 3-52PM 04:00PM 04:05P 04:15PM 04:20P 04:30P 04:35P 04:45PM 04:50PM 05:00PM 05:05PM 05:15P 05:20P 05:30P 05:35P r 05:45PM 11 06:00P r 06:15PM 4:07P 04:22PM] 04:37PM 04: 2P 05:07PM 06:30P 06:04P 06:19PM I-06:34PM 05:22P 05:37P 05:52PM 06:06PM PMI 06:36PM CLOSE WINDOW lup://www rnianiidade.gov/transitiromes/sc11edujeap?Rl= EE AY%2O&R2=Eastbound%20%20%20... 8/11/2005 Miami -Dade County - Transit Page 1 of TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamadado.goy/transit 248 BRICKELL KEY SHUTTLE SCHEDULE SERVICE: WEEKDAY Brickell Key 06:36AM 06:51AM 07:08A Mi 07:23AM 107:38AM 07:53AM 08:08Aa 08:23AM 108:3 AM' 0 :5 A 09:08A1V1 09:23AM1 09:38AM 09:53AMj [10:07AIVII 10:22AM 0:37AM 10:52AM 11:07AM :22A 11:37AM 11:52AM 12:07PM 12:22PM 12:37PM 12:52P M 01:07PM 01:22PM 01:37PM 0 :52PM 102:07PM BrckeH Ave & SW 12 Terr 06:39AM 06:54AM 0711A 07:26AM 07:41AM 07:56AM 08:11AM 08:26AM 08:41AM 08:56AM 09:11AM 09:26AM 09:41AM 09:56AM 10:10AM 10:25AM 10:40AM 10:55AM 11:10AM :25AM 11:40AM 1 :55AM 12: OPM 12:25PM 12:40PM 12:55PM 01:10PM 01:25PM 01:40PM 01:55PM 02:10PM 02:2'5PM Brickell Metromover Station 06:43AM 07:15AM 0730AM 07:45AM 08:00AM 08.15AM 08:30AM 08:45AM 09:OOAM 09:15AM 09:30AM 09:45AM 0:00A 10:14AM - 10:29AM I 10:44A 10:59AM 11:14AM 1:29AM 11:44AM 1159AM 12:14P M 12:29PM 12.44PM 2:59PM 01:29PM 01:44PM 01:59PM 02:14PM 02:29PM DIRECTION: WESTBOUND litp://www.miamidade.govitransit/routes/schedu e.asp?Rl= lEE AY%2O&R2=Westbound%20%20%2.., 8/11/2005 02:59P Miami -Dade County - Transit 02:37PM 02:40PM L 02:44PM 02:52PM 02:55P Page 2 of 03:14PM 03:29PM 03:44PM 03:59PM 03:07PM 03:22PM -03:37PM' 03:52PM 03:10PM n03:40PM 03:55PM 4:07PM 04:10PM 04:52PM] 04:55PM 04:59P 05:22P 05:37PM 105: 2PM 06:06PM 05:25P 05:29PM 05:40PM 05:44PM 06:09PM 06:21PM 06:0-IP 06:36PM] I 06:39PM 06:28P I 06:43PM CLOSE WINDOW http://ww iamidade.gov/transit/routes/schedule.asp?R1=WEEKDAY%20&R2=Westbound%20%20%2... 8/11/2005 Ridership Data Route 24 Day Wednesday Wednesday Monday Monday Wednesday Tuesday uesclay Tuesday Tuesday Thursday Thursday Date 7/28/2004 7/28/2004 9/20/2004 9/20/2004 11/26/2003 7n/2003 7/1/2003 2/18/2003 2/18/2003 8/12/2004 8/12/2004 9 WB 38 15 53 1649 7 EB 38 15 1 53 1701 1 14 WB 38 15 53 1751 18 WB 38 15 1626 31 EB 38 15 53 1641 6 WB 38 15 53 Number of Time Passengers Direction Seats Standees Capacity 1610 19 ' LB 38T 15 53 1624 1619 1635 EB 53 15 53 38 15 53 1625 19 WB 38 15 53 WB 38 15 53 1610 15 EB EB WB Average Per Direction Capacity 53 53 Ridership 16 Rot e 48 Day Friday Thu day Wednes Wednesday Wednesday Monday Monday Date 4/1 2005 2/24/2005 2/23/2005 4 7 2Z 004 2Z 3 8/11/2003 %!!gam 3 T 1617 1739 1549 1704 1650 1744 Number of — Passengers 10 16 7 ec n SB N13 NB SB SB NB SB 26 26 26 26 26 Standees 15 15 15 \ 15 Ca 41 41 41 41 41 41 41 A e 7e Per Direction +d whip NB Capacity 41 41 Day Monday Monday Monday Tuesday Tuesday Tuesday Tuesday Tuesday Tuesday ednesday Wednesday 'Ionday londay Date 6/27/2005 6/27/2005 6/27/2005 4/26/2005 4/26/2005 4/26/2005 4/26/2005 0/19/20 Num Time Passe 1600 1630 1722 1600 1638 01 1641 1/26/2003 1639 26/2003 1722 2003 1737 Avery e Per Direction Ridersh 41 9 Ca ac 53 53 4: 4 6 20 7 57 UULe 1L ler of lgers Direction Seats Standees Capacity i Miamibound-1 38 15 53 Keybound 38 15 53 > Miamibound 38 15 - 5 G Miamibound 38 --t 15 — 5-3 bound Key53 _ Miamibound s.. 38 15 53 Keybound 38 15 53 Keybound 38 15 53 Miamibound 38 15 53 Miamibound 38 5 53 Keybound 38 15 53 Keybound 38 15 53 1Sliambound J8 15 53 —i Route 248 Day Friday Friday Friday Friday Friday Friday Date 3/25/2005 3/25/2004 3/25/7004 3/25/2004 3/25/2004 _ 3/25/2004 Time 1602 1607 1635 1642 1704 1708 Number of Passengers J Direction 2 0 5 6 EB WB EB WB EB WB Seats 26 26 26 26 26 Standees 15 15 15 15 15 26 15 Capacity 41 41 41 41 41 41 EB WB Average Per Direction Ridership 4 Capacity 41 41 Route Rome 24 Route 48 Route 102 Route 248 Total Ridership Stiintrnary NIVE OUND Average Ridership 16 12 41 1 Average Capacity 53 41 53 41 SB/W131KEYBOU ND Average Ridership Average Capacity 12 9 4 70 30 53 41 53 41 APPENDIX I): Existing Conditions (2005) SYNCHRO 6.0 Outputs Miami -Dade County Public Works Department Existing Timing Plans 4799 BRICKELL BAY & SE 8 ST TIME PT OFF EWW F Y R NSP MIN: 10 10 020 0 10 10 30 22 0 10 10 100 23 0 10 10 315 24 0 14 10 345 23 0 10 10 600 5 22 30 10 700 6 2 60 10 930 7 103 65 10 1545 13 2 75 10 1800 12 53 50 10 1900.9 54 50 10 2300 20 0 10 10 ENTER NEXT PAGE # 4799N2255,txt TIMING FOR DAY # G Y R EL Y 6 4 1 9 1 4 1 6 3 4 1 9 1 4 1 6 3 4 1 9 1 4 1 6 4 1 9 1 4 1 6 3 4 1 9 1 4 1 6 4 1 9 1 4 1 7 4 1 9 1 4 1 7 4 1 9 1 4 1 7 3 4 1 9 1 4 1 7 4 1 9 1 4 1 7 A 1 9 1 4 1 7 3 4 1 9 1 4 1 6 3 ;1 DIGIT), DAY # (2 DI'GIT,99=HELP) 2255 us 1 & CORAL WAY TIMING TIME PT OFF ACG G Y R EW F G Y MIN: 28 16 1 0 20 0 28 1 4 1 4 16 1 4 30 22 0 28 1 4 1 4 16 1 4 100 2.3 27 28 1 4 1 4 16 1 4 315 24 0 32 1 4 1 4 16 1 4 345 23 27 28 1 4 1 4 16 1 4 600 5 27 31 1 4 1 410 1 4 700 6 10 43 1 4 1 4 16 1 4 930 7 102 48 1 4 1 4 16 1 4 1545 13 100 58 1 4 1 4 10 1 4 1800 12 51 41 1 4 1 4 10 1 4 1900 9 5641 1 4 1 410 1 4 2300 20 0 28 1 4 1 4 16 1 4 ENTER NEXT PAGE # (1 DIGIT), DAY # I 3 (SECTION 223) PAGE 4 S Y M CYC 6 49EARLY NI 6 49LATE NIG 6 49LATE NIG 7 53RECALL T 6 49LATE NIG 4 70PRE AM 12 100AM PEAK 12 105MID DAY 16 115PM PEAK 8 90P05T-PM 8 90EVE & WE 6 49EARLY NI OR ASSET # (4 DIGIT) FOR DAY # 3 (SECTION 223) PAGE 4 R DG Y R ACJ Y S Y M CYC 8 5 1 10 4 1 7 3 7 85EARLY NI 1 10 4 1 7 3 6 85LATE NIG 1 10 4 1 7 3 6 85LATE NIG 1 10 4 1 7 3 7 89RECAILL T 1 10 4 1 7 3 6 85LATE NIG 1 8 4 1 7 3 7 80PRE AM 1 10 4 1 7 3 100AM PEAK. 1 10 4 1 7 3 105MID DAY 1 16 4 1 7 3 115PM PEAK 1 8 4 1 7 3 90POST-PM 1 8 4 1 7 3 90EVE & WE. 1 10 4 1 7 3 7 85EARLY NI 2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) Page 1 Kimley-Horn and Associates, Inc. HCM Signalized intersection Capacity Analysis 1101 Brickell MUSP 9: SE 8 Street & Brickell Bay Drive 2005 PM Peak -Existing Timings 41.\ t efr Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 111 ft) 4io 4 Ideal Flow (vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4,0 Lane Utii. Factor 1.00 0.95 0.95 1.00 1.00 0,95 Frt 1.00 0.95 1.00 1.00 0.85 0.90 Fit Protected 0.95 1.00 0.99 0.96 1.00 1.00 Satd. Flow (prot) 1770 3359 3501 1782 1583 3186 Fit Permitted 0.27 1.00 0.78 0.67 1.00 0.93 Satd. Flow (perm) 505 3359 2747 1242 1583 2981 Volume(vph) 18 495 254 88 572 20 311 31 105 5 31 66 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 10.96 Adj. Flow (vph) 19 516 265 92 596 21 324 32 109 5 32 69 RTOR Reduction (vph) 0 129 0 0 4 0 0 0 78 0 49 10 Lane Group Flow (vph) 19 652 0 0 705 0 0 356 31 0 57 0 Turn Type pm+pt Perm Perm Perm Perm Protected Phases 7 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 19.7 19.7 15.8 10.5 10.5 10.5 Effective Green, g (s) 20.7 20.7 16.8 11.5 11.5 11.5 Actuated g/C Ratio 0.51 0.51 0.42 0.29 0.29 0.29 Clearance Time (s) 3.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 260 1730 1148 355 453 853 v/s Ratio Prot c0.19 v/s Ratio Perm 0.04 c0.26 c0.29 0.02 0.02 vic Ratio 0.07 0.38 0.61 1.00 0.07 0.07 Uniform Delay, di 4.9 5.9 9.2 14.4 10.5 10.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 incremental Delay, d2 0.1 0.1 1.0 48.5 0.1 0.0 Delay (s) 5.0 6.0 10.1 62.8 10.5 10.5 Level of Service A A B E B B Approach Delay (s) 6.0 10.1 50.6 10.5 Approach LOS A B D 6 Intersection Summary HCM Average Control Delay 17.6 HCM Level of Service B HCM Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 40.2 Sum of lost time (s) 12.0 intersection Capacity Utilization 76.3°/0 ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group G:\042703001-1101 Brickell\Calcs\Synchro\Existing PM.sy7 Synchro 6 Report Page 1 Timings 1101 Brickell MUSP 9: SE 8 Street & Brickell Bay Drive 2005 PM Peak -Existing Timings Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations ) ft* 4.14 4 r 414 Volume (vph) 18 495 88 572 311 31 105 5 31 Turn Type pm+pt Perm Perm Perm Perm Protected Phases 7 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phases 7 4 8 8 2 2 2 6 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 Minimum Split (s) 8.0 90.0 90.0 90.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 10.0 100.0 90.0 90.0 15.0 15.0 15.0 15.0 15.0 Total Split (%) 8.7% 87.0%© 78.3% 78.3% 13.0°A 13.0% 13.0°/0 3,0% 13.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 38.2 Natural Cycle: 140 Control Type: Semi Act-Uncoord Splits and Phases: 15,ttkz/4, 9: SE 8 Street & Brickell Bay Drive AFROOMMIPOSPAINg 67 , g38 MaiierairfatiarINCranbfli18,61611,1118102111101MINPON0021,661600,111/AdiAl G:1042703001-1101 Brickell\Calcs\Synchro\Existing PM.sy7 Synchro 6 Report Page 1 Kimley-Horn and Associates, Inc. HCM Unsignalized Intersection Capacity Analysis 12: SE/SW 10 Street & South Miami Ave 2005 PM Peak -Existing Timings ..J _.# Movement EBL EBT EBR WBL WBT Lane Configurations 4 I Sign Control Stop Stop Grade 0% 0% Volume (veh/h) 27 21 0 0 52 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 28 22 0 0 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 439 403 0 404 393 180 0 359 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 439 403 0 404 393 180 0 359 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 92 96 100 100 90 76 99 100 cM capacity (veh/h) 349 527 1084 509 534 832 1622 1196 Direction, Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary None 7.5 6.5 6.9 7.5 6.5 6.9 4.1 EB1 WB1 NB1 NB2 50 252 192 190 28 0 22 0 0 198 0 20 410 743 1622 1700 0.12 0.34 0.01 0.11 10 38 1 0 15.0 12.3 0.9 0.0 B B A 15.0 12.3 0.5 B B Average Delay Intersection Capacity Utilization Analysis Period (min) 4, WBR NBL NBT NBR SBL SBT SBR 414 Free Free 0% 0oy©. 190 21 326 19 0 0 0 0.96 0.96 0.96 0.96 0.96 0.96 0.96 198 22 340 20 0 0 0 38.0% ICU Level of Service A 1101 Brickell MUSP G':1042703001-1101 Brickell\Calcs\Synchro\Exsting PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. Page 1 Kimley-Horn and Associates, Inc. HCM Unsignalized Intersection Capacity Analysis 1101 BrickeIl MUSP 14: SE/SW 10 Street & Brickell Avenue 2005 PM Peak -Existing Timings -.. Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations 44 Sign Control Stop Stop Free Grade 0% 0°/0 0% Volume (veh/h) 6 0 44 0 0 0 11 97 833 2 16 7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 6 0 46 0 0 0 0 101 868 2 0 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 0.00 vC, conflicting volume 2023 2459 710 1794 2506 435 0 1421 0 870 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2023 2459 710 1794 2506 435 0 1421 0 870 tC, single (s) 7.5 6,5 6.9 7.5 6.5 6.9 0.0 4.1 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 0.0 2.2 p0 queue free % 78 100 88 100 100 100 0 79 0 99 cM capacity (veh/h) 28 24 376 37 22 569 10 475 0 771 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 52 101 578 291 670 758 Volume Left 6 101 0 0 7 0 Volume Right 46 0 0 2 0 96 cSH 151 475 1700 1700 771 1700 Volume to Capacity 0.34 0.21 0.34 0.17 0.01 0.45 Queue Length 95th (ft) 35 20 0 0 1 0 Control Delay (s) 40.8 14.6 0.0 0.0 0.3 0.0 Lane LOS E B A Approach Delay (s) 40.8 1.5 0.1 Approach LOS E Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 G A042703001-1101 Brickell \Calcs\Synchro Existing PM.sy7 Synchro 6 Report Page 1 Kimley-Horn and Associates, Inc. HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 14: SE/SW 10 Street & Brickell Avenue 2005 PM Peak -Existing Timings Movement SBT SBR Lane Configure ions 4'4 Sign Control Free Grade 0°/0 Volume (veh/h) 1272 92 Peak Hour Factor 0.96 0.96 Hourly flow rate (vph) 1325 96 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol IC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Direction, Lane # GA042703001-1101 Brickell\Calcs\SynchrolExisting PM.sy7 Synchro 6 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 15: 1101 Driveway & Brickell Avenue 2005 PM Peak -Existing Timings f..- 4,,,., fl t P \•.. Movement WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations 'Y 411, 4-it Sign Control Stop Free Free Grade 0% 0°/0 0% Volume (veh/h) 30 66 129 1204 18 9 21 1527 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 31 69 0 1254 19 0 22 1591 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 0.00 vC, conflicting volume 2103 636 0 0 1273 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2103 636 0 0 1273 tC, single (s) 6.8 6.9 0.0 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 0.0 2.2 p0 queue free % 27 84 0 0 96 cM capacity (vehlh) 43 420 0 0 541 Direction, Lane # WB 1 NB 1 N 2 SB 1 SB 2 Volume Total 100 836 437 552 1060 Volume Left 31 0 0 22 0 Volume Right 69 0 19 0 0 cSH 111 1700 1700 541 1700 Volume to Capacity 0.90 0.49 0.26 0.04 0.62 Queue Length 95th (ft) 136 0 0 3 0 Control Delay (s) 130.7 0.0 0.0 1.1 0.0 Lane LOS F A Approach Delay (s) 130.7 0.0 0.4 Approach LOS Intersection Summary Average Delay 4.6 Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 G:1042703001-1101 Brickell\Calcs\Synchro\Existing PM.sy7 Synchro 6 Report Page 1 Kimley-Horn and Associates, Inc. HCM Unsignallzed Intersection Capacity Analysis 1101 Brickell MUSP 17: SE 12 Street & Brickell Avenue 2005 PM Peak -Existing Timings Movement WBL Lane Configurations Sign Control Stop Grade 0% Volume (veh/h) 0 Peak Hour Factor 0.96 Hourly flow rate (vph) 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1868 543 vC1, stage 1 conf voi vC2, stage 2 conf vol vCu, unblocked vol 1868 543 tC, single (s) 6.8 6.9 tC, 2 stage (s) tF (s) 3.5 3.3 p0 queue free °./c, 100 23 cM capacity (veh/h) 64 484 Direction, Lane # WB 1 NB 1 Volume Total 374 647 Volume Left 0 0 Volume Right 374 0 cSH 484 1700 Volume to Capacity 0.77 0.38 Queue Length 95th (ft) 171 0 Control Delay (s) 33.5 0.0 Lane LOS Approach Delay (s) 33.5 0.0 Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) BR NBT NBR SBL SBT ? 1'4 tt Free Free 0% 0% 359 932 111 0 1612 0.96 0.96 0.96 0.96 0,96 374 971 116 0 1679 NB 2 439 0 116 1700 0.26 0 0.0 4,0 58.2% 15 SB 1 840 0 0 1700 0.49 0 0.0 0.0 1086 1086 4.1 2.2 100 638 SB 2 840 0 0 1700 0.49 0 0.0 ICU Level of Service B GA042703001-1101 Brickell\Calcs\SynchrolExisting PM.sy7 Kimley-Horn and Associates, Inc. Synchro 6 Report Page 1 Kimley-Horn and Associates, Inc. HCM Unsignalized Intersection Capacity Analysis 18: SE 12 Street & Brickell Bay Drive 1101 Brickell MUSP 2005 PM Peak -Existing Timings 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ +1+ 4. 4, Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 49 4 145 10 3 32 58 192 24 27 406 112 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 51 4 151 10 3 33 60 200 25 28 423 117 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 906 883 481 1024 929 212 540 225 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 906 883 481 1024 929 212 540 225 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 78 98 74 93 99 96 94 98 cM capacity (veh/h) 230 262 585 147 247 828 1029 1344 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 206 47 285 568 Volume Left 51 10 60 28 Volume Right 151 33 25 117 cSH 416 379 1029 1344 Volume to Capacity 0.50 0.12 0.06 0.02 Queue Length 95th (ft) 67 10 5 2 Control Delay (s) 21.9 15.8 2.3 0.6 Lane LOS CC A A Approach Delay (s) 21.9 15.8 2.3 0.6 Approach LOS Intersection Summary Average Delay 5.7 Intersection Capacity Utilization 57.6% ICU Level of Service Analysis Period (min) 15 G:1042703001-1101 Brickell\Calcs\SynchrolExisting P 1.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 1101 Brickeli MUSP 20: SE 13 Street & Brick°II Avenue 2005 PM Peak-ExistingTimings Movement Lane Configurations ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vis Ratio Prot vis Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary c EBL EBT EBR WBL WBT lrj 4 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.95 0.98 1.00 0.95 1.00 1681 1730 1583 1770 1863 0.95 0.98 1.00 0.95 1.00 1681 1730 1583 1770 1863 246 94 144 116 264 0.96 0.96 0.96 0.96 0.96 256 98 150 121 275 0 0 130 0 0 173 181 20 121 275 Split Perm Split 4 4 8 8 4 14.5 14.5 14,5 18.0 18.0 15.5 15.5 15.5 17.0 17.0 0.14 0.14 0.14 0.15 0.15 5.0 5.0 5.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 228 234 214 263 277 0.10 c0.10 0.07 c0.15 0.01 0.76 0.77 0.09 0.46 0.99 47.7 47.8 43.4 44.6 48.7 1.00 1.00 1.00 1.00 1.00 13.5 14.7 0.2 1.3 51.8 61.2 62.5 43.5 45.8 100.5 E E D D F 56.4 79.7 E E WBR NBT NBR SBU SBL SBT tio 1900 1900 1900 4.0 4.0 4.0 1.00 1.00 0.95 0.85 1.00 0.99 1.00 0.95 1.00 1583 1770 3512 1.00 0.18 1.00 1583 332 3512 41 283 750 0.96 0.96 0.96 43 295 781 37 0 3 6 295 821 Perm pm+pt 5 2 8 2 18.0 66.0 59.0 17.0 66.0 60.0 0.15 0.58 0.52 3.0 3.0 5.0 3.0 3.0 3.0 235 267 1840 c0.06 0.23 0.00 c0.58 0.03 1.10 0,45 41.7 22.5 16.9 1.00 1.00 1.00 0.0 86.1 0.8 41.7 108.6 17.7 D F B 41.7 iHih 1900 1900 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3539 0.27 1.00 495 3539 41 21 113 1016 0.96 0.96 0.96 0.96 43 22 118 1058 0 0 0 0 0 0 140 1058 pm+pt pm+pt 1 1 6 6 6 66.0 59.0 66.0 60.0 0.58 0.52 3.0 5.0 3.0 3.0 352 1854 0.02 0.30 0.21 0.40 0.57 12.1 18.5 1.00 1.00 0.7 1.3 12.9 19.7 B B 16.1 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 35.9 1.03 114.5 80.3°/o 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 GA042703001-1101 Brickell\Carcs\Synchro\Existin Kimley-Horn and Associates, Inc. P .sy7 Synchro 6 Report Page 1 Kimiey-Horn and Associates, Inc. HCM Signalized Intersection Capacity Analysis 1101 Brickell MUSP 20: SE 13 Street & Brickell Avenue 2005 PM Peak -Existing Timings Movement SBR LaftetConfigurations ideal Flow (vphpl) 1900 Total Lost time (s) 4.0 Lane Util. Factor 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1583 Flt Permitted 1.00 Satd. Flow (perm) 1583 Volume (vph) 592 Peak -hour factor, PHF 0.96 Adj. Flow (vph) 617 RTOR Reduction (vph) 30 Lane Group Flow (vph) 587 Turn Type pm--ov Protected Phases 4 Permitted Phases 6 Actuated Green, G (s) 73.5 Effective Green, g (s) 75.5 Actuated g/C Ratio 0.66 Clearance Time (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 1099 v/s Ratio Prot 0.07 v/s Ratio Perm 0.30 vie Ratio 0.53 Uniform Delay, d1 10.3 Progression Factor 0.99 incremental Delay, d2 0.5 Delay (s) 10.6 Level of Service Approach Delay (s) Approach LOS intersection Summary G:1042703001-1101 BrickenCalcs\SynchrolExisting PM.sy7 Synchro 6 Report Page 2 Timings 20: SE 13 Street & Brickell Avenue Lane Group EBL Lane Configurafions Volume (vph) 246 Turn Type Split Protected Phases 4 Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary EBT EBR WBL 4 r 94 144 116 Perm Split 4 8 4 4 4 4 8 4.0 4.0 4.0 4.0 20,0 20.0 20.0 20.0 20.0 20.0 20.0 21.0 17.4% 17.4% 17.4% 18.3% 4.0 4.0 4.0 3.0 1.0 1.0 1.0 0.0 None None Cycle Length: 115 Actuated Cycle Length: 114.5 Natural Cycle: 90 Control Type: Semi Act-Uncoord Splits and Phases: 20: SE 13 Stree None None WBT 264 8 8 4.0 20.0 21.0 18.3% 3.0 0.0 WBR NBL 41 283 Perm pm+pt 5 8 2 8 5 4.0 4.0 20.0 8.0 21,0 10.0 18.3% 3.0 0.0 8.7% 55.7% 3.0 4.0 0.0 1.0 Lead Lag None None None Brickell Avenue 6 4 Ili g a ITS fitrOPORMINAN b;;;AWNIMONIghe 2011tathge 1101 Brickell MUSP 2005 PM Peak -Existing Timings 14, \* 4. 4/ NBT SBU SBL SBT SBR 1'4 A ILt r 750 21 113 1016 592 pm+pt pm+pt pm+ov 2 1 1 6 4 6 6 6 2 1 1 6 4 4.0 4.0 4.0 4.0 4.0 20.0 8.0 8.0 20.0 20.0 64.0 10,0 10.0 64.0 20.0 8.7% 8.7% 55.7% 17.4% 3.0 3.0 4.0 4.0 0.0 0.0 1.0 1.0 Lead Lead Lag Max None None Max None .211-011S110111 GA042703001-1101 Brickell\Calcs\Synchro\Existing PM.sy7 kimley-Horn and Associates, Synchro 6 Report Page 1 APPENDIX E: Growth Trend Analyses TRAFFIC TRENDS SR 90/US 41/SW 8 ST (one way EB) 200W of SR 5/US 1 County: Station #: Highway: Vehicles/Dal Average Daily Traffic 16000 14000 12000 - 10000 8000 - 6000 4000 2000 2000 -2000 Observed Coun Fitted Curve 2005 20 0 2015 2020 202 Year **Annual Trend Increase: -600 Trend R-squared: 43.4% Trend Annual Historic Growth Rate: -4.14% Trend Growth Rate (2004 to Design Year): -4.96% Printed: 14-Sep-05 Straight Line Growth Option Miami -Dade 87-5090 pR 90/US 41/SW 8 ST (one way EB Traffic (ADT/AADT) Year Count* - Trend** 2000 2001 2002 2003 2004 14500 13500 13000 14500 11000 14500 13900 13300 12700 12100 2007 Opening Yew Trend 2006 N/A 10900 2007 Mid -Year Trend 2007 N/A 10300 2008 Design Yeav Trend 2008 - N/A 9700 TRANFLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR972JSW13ST--200'WofSR5/US1 County: Station #: Highway: 25000 20000 N 47 U 1E 1..5000 verage Daily Traffic 0000 5000 a 2000 Observed Count Fitted Curve 2005 2010 Year 2015 2020 2025 " Annual Trend Increase: -340 Trend R-squared: 6,1 % Trend Annual Historic Growth Rate: -1.77% Trend Growth Rate (280410 Design Year): -2,05% Printed: 14-Sep-05 Straight Line Growth Option Miami -Dade 87-0086 SR 972/SW 13 ST Traffic {ADT/AADT Year Count* t Trend 2000 20200 18400 2001 17600 18100 2002 16100 17800 2003 15200 17400 2004 19700 17100 2006 Opening Year Trend 2006 N/A 16400 2007 Mid -Year Trend 2007 N/A 16100 20$8 Design Year Trend 2008 - N/A 15700 TRANPLAN ForecalsiTrends *Axle -Adjusted TRAFFIC TRENDS SR5/US1-- 200' S of SE 13 ST Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2004 to Design Year): Printed: County: Station ighwav: 40000 Observed Count -Fitted Curve * Annual Trend' Increase. 350 16.8% 1.32% 1.25% 14-Sep-05 Straight Line Growth Option Miami -Dade 87-5041 SR 5/US Traffic (ADT/AADT) Year Count* Trend** 2000 2001 2002 2003 2004 26500 26500 27000 26900 28000 27200 25500 27600 29000 27900 2006 Opening Ye Trend 2006 N/A 28600 2007 Mid -Year Trend 2007 N/A 29000 208 Design Yeai Trend 2008 N/A 29300 TRAt't_AN orecasYYs//Trends *Axle -Adjusted TRAFFIC TRENDS SR 5IUS 1 -- 200' S of SE 8 ST/SR 90 County: Station #: Highway: 7.) 1. 4, 50000 45000 40000 35000 30000 25000 20000 15000 10000 5000 0 Observed Count Fitted Curve 2000 2005 2010 Year 2015 2020 2025 **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2004 to Design Year): Printed: 550 26.8% 1.74% 1.62%© 14-Sep-05 Straight Line Growth Option Miami -Dade 87-5042 SR 5/US 1 Year Traffic (ADT/AADT) Count* Trend** 2000 32000 31700 2001 32500 32300 2002 33000 32800 2003 31000 33400 2004 35500 33900 2006 Opening Year Trend 2006 N/A 35000 2007 Mid -Year Trend 2007 N/A 35600 2008 Design Year Trend 2008 N/A 36100 TRANPLAN Forecasts/Trends *Axte-Adjusted FDOT Historical Count Information Print )ate: August 19, 2005 Florida Department of Transportation Transportation Statistics Office 2004 Historical AAD'F Report -lc County: 87 - DADE - f,e: 5090 Description: SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W SR 5/1.1S-1 ar AADT Direction 1 Direction 2 K Factor D Factor T Factor 2004 C 11,000 E 11,000 0 0,08 1.00 7.00 2003 C 14,500 E 14,500 W 0 0.09 1.00 6.60 2002 C 13,000 E 13,000 W 0 0.09 1.00 450 2001 C 13,500 E 13,500 W 0 0.08 1.00 6.50 2000 C 14,500 E 14,500 W 0 0.08 1.00 4.80 1999 C 13,500 1 13,500 W 0 0,09 1.00 5.30 1998 C 13,000 E 13,000 W 0 0.09 1,00 5.20 1997 C 11,000 E 11,000 W 0 0.09 1.00 7,60 1996 C 11,000 E 11,000 W 0 0,09 1.00 8.40 1995 C 15,000 E 15,000 W 0 0.08 0.63 8.'20 1994 C 13,500 E 0 W 0 0.09 0.60 28,90 1993 C 14,000 E 0 W 0 0,00 0.00 0.00 1992 C 10,500 E 0 W 0 0.00 0,00 0.00 1991 10,456 E 0 W 0 0.00 000 0.00 1990 19,369 E 0 W 0 0.00 0.00 0.00 1989 18,576 E 11,267 W 7,309 0,00 0,00 0,00 1988,17,699 E 10,527 W 7,172 0,00 0,00 0.00 1987 13,899 E 7,908 W 5,991 0.00 0,00 0.00 1985 28,720 E 0 W 0 0,00 0.00 0.00 1984 26,924 E 12,094 W 14,830 0.00 0,00 0.00 1976 12,395 E 7,746 W 4,6,49 0,00 0,00 0.00 AAD'T Flags: C =.• Computed: E = Manual Estimate; F = First Year Est; S = Second Year Est; T -Third Year Est; X = Unknown Page Print Date: August 19,2005 Florida Department of Transportation Transportation Statistics Office 2004 Historical AADT Report County 87 - DADE ' '4e: 0086 Description: SR 972/SE 13 ST, 200' VV SR 5/US-1 .tr AADT Direction 1 Direction 2 K Factor D Factor T Factor 2004 C 19,700 E 10,500 W 9,200 0.08 0.67 6.40 2003 C 15,200 E 7,300 W 7,900 0.08 0.54 580 2002 C 16,100 E 7,300 W 8,800 0,09 0.68 530 2001 C 17„600 E 9,000 W 8,600 0.08 0.54 3,90 2000 C 20,200 E. 11,500 W 8,700 0.08 0.53 5.70 1999 C 15,500 E 7,200 W 8,300 0.09 0.53 6.10 1998 C 15,100 E 7,200 W 7,900 0.09 0.53 1.90 1997 C 11,700 E 5,600 W 6,100 0.09 0.65 5.20 1996 C 10,300 E 4,700 W 5,600 0,09 0.53 5.30 1995 C 8,200 E 3,600 W 4,600 0.08 0.63 10.30 1994 C 10,800 E 5,100 W 5,700 0.09 0.60 2.40 1993 C 10,100 E 4,800 W 5,300 0.00 0,00 0.00 1991 11,482 E 0 W 0 0.00 0.00 0,00 1990 10,480 1.^3 0 W 0 0,00 0.00 0,00 1989 10,470 E 0 W 0 0.00 0,00 0.00 1988 10,205 E 0 W 0 0.00 0.00 0,00 1987 12,820 E 0 W 0 0,00 0.00 0,00 1986 9,978 E 0 W 0 0.00 0.00 0.00 1985 10,202 E 0 W 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 Print Dale: August 19, 2005 Florida Department of Transportation, Transportation Statistics Office 2004. Historical AADT Report County: 87 - DADE 'e: 5041 Description: SR 5/US-1, 200' S SE 13 S'I ar AADT Direction 1 Direction 2 K Factor D Factor T Factor 2004 C 29,000 N 13,000 S .16,000 0.08 0.67 5.00 2003 C 25,500 N 11,500 S 14,000 0.09 0.58 6.60 2(102 C 28,000 N 12,500 S 15,500 0,09 0.68 4.30 2001 C 27,000 N 12,500 S 14,500 0.08 0.54 3,00 2000 C 26,500 N 12,500 S 14,000 0.08 0.53 3.20 1999 C 26,000 N 12,000 S 14,000 0.09 0.53 4.90 1998 C 25,000 N 11,500 S 13,500 0.09 0.53 3.30 1997 C 23,000 N 10,500 S 12,500 0.09 0.65 2,30 1996 C 23,000 N 11,000 S 12,000 0.09 0.53 2.90 1995 C 16,600 N 9,000 S 7,600 0.08 0.63 6.70 1994 C 16,200 N 8,300 S 7,900 0.09 0.60 5.50 1993 C 25,500 N 13,000 S 12,500 0.00 0,00 0.00 1992 C 23,500 N 11,500 S 12,000 0.00 0.00 0.00 1991 25,820 N 12,084 S 13,736 0.00 0.00 0.00 1990 27,345 N 11,149 5 16,196 0.00 0.00 0.00 1989,25,29] N 11,914 S 13,377 0.00 0.00 0.00 1988 24,025 N 11,390 S 12,635 0.00 0.00 0.00 1987 23,778 N 10,664 S 13,114 0.00 0.00 0.00 1986 17,856 N 8,987 S 8,869 0.00 0,00 0.00 1976 13,979 N 6,232 S 7,747 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 Print Date: August 19, 2005 Florida Department of Transportation Transportation Statistics Office 2004 Historical AADT Report 1101 E., County: 87 - DADE '' e: 5042 Description: SR 5/US- I , 200' S SE 8 ST/SR 90!TAMIAIVI1 TRL ir A A DT Direction 1 Direction 2 K Factor D Factor T Factor 2004 C 35,500 N I 6,5 Of/ S 19,000 0.08 0,67 4.40 2'003 C 31,000 N 14,000 S 17,000 0.09 0.58 3.00 2002 C 33,000 N I 6,000 S 17,000 0.09 0.68 3.00 2001 C 32,500 N 15,000 S 17,500 0.08 0.54 5.20 2000 C 32,000 N 14,500 S 17,500 0.08 0.53 3.00 1999 C 29,000 N 12,500 S 16,500 0.09 0.53 3,30 1998 67, 32,500 N 15,000 S 17,500 0,09 0.53 3.30 I 997 C 27,500 N 12,500 S 15,000 0.09 0.65 2.30 1996 C 28,000 N 13,000 S 15,000 0.09 0.53 2,90 1995 C 16,800 N 8,800 S 8,000 0.08 0.63 6.70 1994 C 18,800 N 8,800 S 10,000 0.09 0.60 5.50 1993 C 33,000 N 16,500 S 16,500 0.00 0.00 0.00 1992 C 30,500 N 13,500 S 17,000 0.00 0.00 0.00 1991 32,280 N 14,598 S 17,682 0.00 0.00 0,00 1990 29,253 N 12,459 S 16,794 0.00 0.00 0.00 1989 30,934 N 14,162 S 16,772 0.00 0.00 0,00 1988 29,424 N 16,783 S 12,641 0.00 0.00 0.00 1987 29,675 N 13,446 S 16,229 0.00 0.00 0.00 1986 37,084 N 19,390 S 17,694 0,00 0.00 0,00 1976 34,559 N 18,228 S 16,331 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 API ENIX F: Cardinal Trip Distribution Miami -Dade Interim 2005 Cost Feasible Plan QRIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS ------------I TOTAL I NNE ENE ESE SSE SSW WSW WNW NNW -t.571 TRIPS 3562 1080 60 321 827 5762 4461 6672 22745 PERCENT 15.66 4.75 0.26 1.41 3.64 25.33 19.61 29.33 572 TRIPS 1220 313 163 116 272 1647 1236 1737 6704 PERCENT 18.20 4.67 2.43 1.73. 4.06 24.57 18.44 25.91 573 TRIPS 402 151 118 22. 83 466 322 443 2007 PERCENT 20.03 7.52 5.88 1.10. 4.14 23-22. 16.04 22.07 574 TRIPS 861 613 114 46 189 888 660 833 4204 PERCENT 20.48 14.58 2.71 1.09 4.50 21.12 15.70 19.81 575 TRIPS 578 487 145 43 186 577 552 674 3242 PERCENT 17.83 15.02 4.47 1.33 5.74 17.80 17.03 20.79 576 TRIPS 987 737 124 69 228 1166 766 905 4982 PERCENT 19.81 14.79 2.49 1.38 4.58 23.40 15.38 18.17 577 TRIPS 1644 659 84 32 347 1639 1059 1526 6990 PERCENT 23.52 9.43 1.20 0.46 4.96 23.45 15.15 21.83 578 TRIPS 552 184 27 44 61 527 362 447 2204 PERCENT 25.05 8.35 1.23 2.00 2.77 23.91 16.4220.28 579 TRIPS 860 268 23 21 132 874 700 844 3722. PERCENT 23.11 7.20 0.62 0.56 3.55 23.48 18.81 22.68 580 TRIPS. 1515 364 29 43 307 2603 2056 3152 10069 PERCENT 15.05 3.62 0.29 0.43 3.05 25.85 20.42 31.30 581 TRIPS 625 131 13 27 83. 819 621 962 3281 PERCENT 19.05 3.99 0.40 0.82 2.53 24.96 18.93. 29.32 582 TRIPS 143 20 1 3 6 150 90 146 559 PERCENT 25.58 3.58 0.1.8 0.54 1.07 26.83 16.10 26.12. 583 TRIPS 420 54 4 8 33 327 257 351 1454 PERCENT 28.89 3.71 0.28 0.55 2.27 22.49 17.68 24.14 584 TRIPS 184 0 0 60 405 276 227 0 1152 PERCENT 1.5.97 0.00 0.00 5.21 35.16 23.96 19.70 0.00 585 TRIPS 84 11 0 41 157' 114 161 30 598 PERCENT 14.05 1.84 0.00 6.86 26.25 19.06 26.92 5.02 39 - I/18/05 APPENIMX G: Volume Development Worksheets VOLUME EVELOPMENT SHEET Brickell Bay Drive & SE 8 Street PM PEAK HOUR Descriation Bnckell Left Bay Drive Southbound Right l,el't SE 8 Street tbound Right Brickell 1 eft Bay Dnve Right Left SE 8 Street Eastbound T7rouah Through Through ,Northbound Tltrou=h Right 2005 Existing Traffic Peak Season Category Factor 5 30 63 85 550 19 299 30 101 17 476 2005 Peak Season 1.04 5 1.04 31 I Opt 66 1.04 88 1,04 572 1.04 20 1.04 31 1 31 1.04 105 1.04 1 04 1.04 18 495 254 Annual Growth Rate Background Growth 1.7% 1.7% 1,7% 1 7 e 1.7%c- 40 1.7% 1 1.7%c I7% 177 7 7% 1,7 1.7% l 35 l$ Committed Projects Mary Bnckell Village Bnckell Bay Plaza 'Villa Magna 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 18 0 0 0 1 0 0 0 0 0 25 Premire Towers Brickell Village 1060 Brickell 0 0 0 0 5 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 25 0 The Pointe of Brickell Village 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Infinity. 0 0 0 0 0 0 0 0 0 Park Place at Bnckell -Phase 1 South Bayshore Tower 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 5 33 71 100 612 21 356 33 118 19 530 335 Project Traffic Traffic 0 0 0 0 0 2 0 0 15 0Pass-By 1 0 0 57 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 5 33 71 102 512 2i 371 33 119 19 530 _ 387 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season Annual Growth Rate Background Growth Committed Projects Mary Brickell Village Brickell Bay Plaza Villa Magna Premire Towers Brickell Village 1060 Brickell The Pointe of Brickell Village Infinity Park Place at Brickell - Phase 1 South Bayshore Tower 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic VOLUME DEVELOPMENT SHEET South Miami Ave & SW 10 Street PM PEAK HOUR South Miami Ave SW 10 Street South Miami Ave Southbound Westbound Northbound Through Right Left Through Right Left Through Rieh SW 10 Street Eastbound Through Righ 0 0 0 0 50 183 20 313 8 26 20 0 04 1.0=1• 1.04 1.04 1.04 1, 04 1.04 1.04 1.04 1.04 1.04 1.04 0 0 0 0 52 190 21 326 19 27 21 0 1.7 • 1.7%% L7% 1.7% 1.7�'c 1.7 17% 1 2 1 0 0 0 0 0 0 198 212 70 42 235 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 2 0 22 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 0 0 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56 401 234 656 6=f 264 44 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 56 401 234 656 64 264 56 Descriotio 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season Annual Growth Rate Background Growth Committed Projects Mary Brickell Village Brickell Bay Plaza Villa Magna Premire Towers Brickell Village 1060 Brickell The Pointe of Brickell Village Infinity Park Place at Brickell - Phase 1 South Bayshore Tower 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic U-Turn VOLUME DEVELOPMENT SHEET Brickell Avenue & SE 10 Street PM PEAK HOUR Brickell Avenue Southbound Westbound Through Ri t Left Through Ric: 15 7 1223 88 1.04 1.04 1.04 I.03 16 7 1272 92 0 0 1.04 1.0 0 04 0 1.761, 1.7% 1.7% 1.7% 1.7 r 0 89 6 1 0 0 0 11 93 Brickell Avenue Northbound 801 2 6 1.04 1.04 1.04 l _04 1.04 97 8 2 6 SE 10 Street Eastbound Through Righ 0 42 .04 1.0- .7% 1.7% 1.7`r 1.7 1.7% 7 58 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 2 6 0 0 0 2 0 0 25 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 16 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 11 0 0 0 0 0 0 21 0 0 0 0 0 0 14 0 0 0 0 17 7 1442 252 0 0 0 14 106 983 2 6 0 49 0 0 53 0 0 0 0 0 6 37 0 0 0 12 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 17 495 252 0 0 0 14 112 1020 2 6 0 61 Description 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season nnual Growth Rate Background Growth Cot'iitnitted Projects 9ary Brickell Village Brickell Bay Plaza Vt11a Magna Premire Towers Brickell Village 1060 Briekell The Pointe of Brickell Village i 4 Park Place at Brickeil - Phase 1 South Bayshore Tower 2009 Background Traffic Project Traffic Pass By Traffic 2009 Total Traffic -Turn VOLUME DEVELOPMENT SHEET Briekell Avenue & 1101 Driveway PM PEAK HOUR Brickell Avenue 1101 Driveway Southbound Westbound Through Right Left Throuth Rit;h 9 20 1468 0 1.04 1.04 1.04 1.04 21 1527 O 30 29 .04 1 7`' 17% 1.7% 1.7% 1.7 % 1 l 107 0 0 0 125 0 0 0 0 4 0 0 0 0 25 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 21 0 0 10 22 1839 0 32 0 26 39 0 0 0 15 -15 0 15 10 63 1863 0 47 0 63 IJ-Turn Left Brickell Avenue Northbound Thrauth Right 124 0 1158 17 1.04 1.04 1.04 1.04 I.O- 0 66 129 0 12( 113 I.04 0 0 0 0 32 0 0 0 0 0 8 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 14 0 0 71 138 0 1410 19 0 38 0 0 5 44 0 13 0 0 -13 j3 1?eseription 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season Annual Growth Rate Background Growth Committed Projects y Brickell Village Brickell Bay Plaza Villa Magna Premire Towers Brickell Village 1060 Brickell The Pointe of Brickell Village Infinity Park Place at Brickell - Phase I South Bayshore Tower 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic 0 1.04 0 1.7% 0 0 0 0 0 0 0 0 0 0 0 0 VOLUME DEVELOPMENT SHEET Brickell Avenue & SE 12 Street PM PEAK HOUR nckell Avenue Southbound Right Left SE 12 Street Westbound Right Left Brickell Avenue Northbound Right Left SE 12 Street Eastbound Through Through Through Through Right 1550 0 0 0 345 0 896 107 0 0 0 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1612 0 0 0 359 0 932 111 0 0 0 1.7% 1,7% 1,7% 1.7% 1,7% 1.7% 1,7 : 1.7% 1,7% 1.7% 1.7 c 112 0 0 0 25 0 65 _ 8_ 0 00 125 0 0 0 0 0 32 0 0 0 0 4 0 0 0 0 0 8 0 0 0 0 25 0 0 0 35 0 10 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 11 0 0 0 0 21 0 0 0 0 0 14 0 0 0 0 1929 0 0 0 419 0 1084 129 0 0 0 39 0 0 0 5 0 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19 0 0 0 424 0 1128 129i 0 0 Descripti Br 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season Annual Growth Rate Background Growth Committed Projects Mary Brickell Village Bnckell Bay Plaza Villa Magna Premire Towers Brickell Village 1060 Brickell The Pointe of Brickell Village Infinity Park Place at Brickell n Phase 1 South Bayshore Tower 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic 26 04 27 ,7 c 0 0 0 0 0 0 0 0 0 29 0 0 29 VOLUME DEVELOPMENT SHEET Brickell Bay Drive & SE 12 Street PM PEAK HOUR ckell Bay 1_?ri e Southbound SE 12 Street Brie ell Bay Drive SE 12 Street Westbound Northbound Eastbound Through Through Through Throu h Right left Right 1 ft Ritht Left Richt 390 1.04 108 1.04 10 1.04 3 1.04 31 1.04 56 1,04 185 23 47 4 139 406 112 l0 3 32 58 1.04 1.04 1.04 1.04 1.04 192 24 49 4 145 1.7% 1.7% 1.7% 1.7"c= 1.7 1. 28 8 e roc' 1.7rx 1.7% 1.7% 1.7% 1.7% 1 0 2 4 f 2 0 10 0 0 0 0 0 0 0 0 0 0 0 38 0' 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 472 120 11 3 34 62 224 26 52 4 155 27 0 5 0 0 0 0 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 499 125 11 3 34 62 276 26 52 4 1SS Desert +tio VOLUME DEVELOPMENT SHEET Brickell Avenue & SE 13 St/SE 12 Terr PM PEAK HOUR Brickell Avenue Southbound eft Through Ri 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season Annual Growth Rate Background Growth Committed Projects ivlary Brickell Village Brickell Bay Plaza Villa Magna Premire Towers Brickell Village 1060 Brickell The Pointe of Brickell Village Infinity Park Place at Brickell - Phase 1 South Bayshore Tower 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic 20 109 977 569 1,04 1.04 1.04 1,04 21 113 1016 592 1.7% 1.7% 1.7% 1 8 71 41 0 7 54 65 0 4 0 0 0 25 3 10 0 0 0 0 0 0 4 3 0 0 0 0 0 0 0 0 0 0 23 0 0 2 19 0 22 159 1190 711 0 39 0 0 0 0 0 22 198 1190 711 SE 13 St6SE 12 Terr Westbound ft Through Righ 112 254 39 1.04 1.04 1.04 116 264 41 1.7% 18 0 19 6 6 II 8 0 16 10 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 1 2 1 131 340 69 8 17 0 0 0 0 ckeIl Avenue Northbound Throu h Ribht SE 13 St/SE 12 Terr Eastbound Through Right 272 721 39 2137 90 138 1.04 1,04 1.04 1.04 1.04 1.04 283 750 41 246 94 144 1,7% 17% 1.79 1.7% 1.7% 1,7 0 20 52 3 17 7 10 0 21 0 0 0 II 0 0 11 0 0 0 0 7 0 4 0 0 0 0 0 0 5 0 3 13 2 310 848 68 0 18 0 0 5 35 30 0 18 0 10 16 0 0 0 0 5 0 0 0 0 2 0 11 0 6 0 0 0 3 2 289 184 188 26 9 0 0 0 0 9 357 69 310 866 6 193 18 Descri Lion 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season Annual Growth Rate Background Growth Committed Projects Mary Brickell Village Brickell Bay Plaza Villa Magna Premire Towers Brickell Village 1060 Brickell The Pointe of Brickell Village Infinity Park Place at Brickell - Phase 1 South Bayshore Tower 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic 0 VOLUME DEVE OPMENT SHEET Brickell Bay Drive & North Driveway PM PEAK HOUR Brickell Bay Drive Southb©und_ Through Right 545 0 1.04 1.04 1.04 0 567 0 1.7% 1.7% 1.7% 0_40 0 O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 607 0 0 0 49 0 656 5 0 North Driveway Westbound Left Through Right 0 0 1.04 1.04 1.7% 0 0 0 0 0 0 0 0 0 0 0 0 1.04 0 0 1.7% 1.7% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Brickell Bay Drive Northbound Through Rich 0 447 0 04 1.04 1.04 1.7% 0 0 1.04 th Driveway Eastbound Through Right 0 0 .04 1.04 465 0 1.7% 1,7 0 0 0 0 0 0 0 0 0 0 00 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 497 0 8 13 0 0 0 0 0 0 0 .7% 1.7 1.7% 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 510 Description VOLUME DEVELOPMENT SHEET Brickell Bay Drive & South Driveway PM PEAK HOUR Brickell Bay Drive Southbound Through Right 2005 Existing Traffic Peak Season Category Factor 2005 Peak Season Annual Growth Rate Background Growth Committed Projects 1ary Brickell Village Brickell Bay Plaza Villa Magna Premire Towers Brickell Village 1060 Brickell The Pointe of Brickell Infinity Park Park Place at Brickell Phase 1 South Bayshore Tower 2009 Background Traffic Project Traffic Pass -By Traffic 2009 Total Traffic 0 545 0 .04 1.04 1.04 567 South Driveway Brickell Bay Drive South Driveway Westbound Northbound Eastbound Left Through Right Left Through Right Left Through Right 0 0 0 0 447 0 0 1.04 1.04 1.04 1.04 .04 1.04 1.04 0 0 0 0 465 0 7% 1.7% 1.7% 1.7% 1.7% 1,7% 1.7% 0 40 0 0 0 0 0 0 04 1.7% 1.7% 0 1.7% 0 0 © 0 0 0 0 0 0 0 0 0 0 o © 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49 0 0 0 44 8 0 13 0 30 5 0 0 0 3 a3 0 3 0 5 PEAK HOUR DETERMINATION STUDY AREA INTERSECTION TOTALS 1/eseript ion 113rickelt Bay Drive & SE12th Street Brickell Bay Drive & SE 8th Street IRrickel,1 Avenue & SE 13th Street/SE 12th Terrace Brickell Avenue & SE 0201, Street Brickel1 Avenue & SE 1Dth Street South, Miami Avenue & SW 10th Street Bricke01 Avenue & 110 1 Briekell Driveway Totals ..V.W2703001-1 itrickelArliti.A1 ow xis ktrok !weir Y/14/200,5 1720 PM Peak Hour 4:00 4:15 4 30 4 45 5 00 ,5:15 5 30 5:45 164 173 174 180 259 245 275 243 418 375, 383 368 468 4.50 511. 490 690 676 731 812 884 888 955 850 565 568 588 629 714 728 767 689 547 548 559 57'5 634 570 542 542 I 1 1 1 130 12,4 042 182 155 157 136 568 564 597 623 735 710 760 683 3063 30,34 3156 332,9 3876 3746, 3967 3633 12582 13395 14107 14918 15222 Kimley-Horn ..1r_.1 and Associates, Inc. Copyright 20O4. Way., lbw?? and Assn -torts, Peak Hour 5:00 PM-6:00 PM Peak Hour Fachr 0.96 APPEnDIX H: Future Conditions (2009 With Project) SYNCHRO 6.0 Outpu 9: SE 8 Street & Brickell bay Drive Movement EBL EBT Lane Configurafions Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 0.95 Frt 1.00 0.94 Fit Protected 0.95 1.00 Satd. Flow (prot) 1770 3315 Fit Permitted 0.26 1.00 Satd. Flow (perm) 479 3315 Volume (vph) 19 530 Peak -hour factor, PHF 0.96 0.96 AO. Flow (vph) 20 552 RTOR Reduction (vph) 0 185 Lane Group Flow (vph) 20 770 Turn Type pm+pt Protected Phases 7 4 Permitted Phases 4 Actuated Green, G (s) 22.3 22.3 Effective Green, g (s) 23.3 23.3 Actuated g/C Ratio 0.54 0.54 Clearance Time (s) 3.0 5.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 260 1796 v/s Ratio Prot c0.23 \ifs Ratio Perm 0.04 v/c Ratio 0.08 0.43 Uniform Delay, d1 4.7 5.9 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 0.2 Delay (s) 4.8 6.0 Lev& of Service A A Approach Delay (s) 6.0 Approach LOS A Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critic& Lane Group HCM Signalized Intersection Capacity Analysis 1101 Brickell MUSP 2009 PM Peak-Exisfing Timings -NI' 1r EBR WBL WBT 41* 1900 1900 1900 4.0 0.95 1.00 0.99 3500 0.73 2582 387 102 612 0.96 0.96 0.96 403 106 638 0 0 4 0 0 762 Perm 33.9 0.90 43.0 86.6°/0 15 8 8 18.4 19.4 0.45 5.0 3.0 1165 c0.30 0.65 9.2 1.00 1.3 10.5 B 10.5 B VVBR 1900 1900 21 0.96 22 0 0 4\ NBL 371 0.96 386 0 0 Perm HCM Level of Service Sum of lost time (s) ICU Level of Service 2 t \*' NBT NBA SBL SBT 4 1900 4.0 1.00 1.00 0.96 1 781 0.66 1229 33 0.96 34 0 420 2 10.7 11.7 0.27 5.0 3.0 334 c0.34 1.26 15.7 1.00 138.0 153.6 F 121.3 F 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 119 0.96 124 82 42 +114 1900 1900 4.0 0.95 0.90 1.00 3185 0.93 2973 5 33 0.96 0.96 5 34 0 54 0 59 Perm Perm 2 6 10.7 11.7 0.27 5.0 3.0 431 0.03 0.10 11.7 1.00 0.1 11.8 B 12.0 6 10.7 11.7 0.27 5.0 3.0 809 0.02 0.07 11.6 1.00 0.0 11.7 11.7 SBR 1900 71 0.96 74 0 0 GA042703001-1101 Brickell\Calcs\SynchrolFuturePM.sy7 Kimley-Horn and Associates, inc. Synchro 6 Report Page 1 Kimley-Horn and Associates, Inc. Timings 1101 Brickell MUSP 9: SE 8 Street & Brickell Bay Drive 2009 PM Peak -Existing Timings ..,* Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations .91 ft+ 410 41 r 414 Volume (vph) 19 530 102 612 371 33 119 5 33 Turn Type pm-fpt Perm Perm Perm Perm Protected Phases 7 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phases 7 4 8 8 2 2 2 6 6 Minimum initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 90.0 90.0 90.0 9,0 9.0 9.0 9.0 9.0 Total Split (s) 10.0 100.0 90.0 90.0 15.0 15.0 15.0 15.0 15.0 Total Split (%) 8.7% 87.0% 78.3% 78.3% 13.0°/0 13.0% 13.0% 13.0% 13,0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Recall Mode Intersection Summary None None None None None None None None None Cycle Length: 115 Actuated Cycle Length: 41 Natural Cycle: 150 Control Type: Semi Act-Uncoord Splits and Phases: 9: SE 8 Street & Brickell Bay Drive o2 o4 40167- 06 o7 138 15;:teNt4-io r'.0 istmegoormkgrwsiloggag„,:sonwocigitsvokawgmetatgamolovil G:\042703001-1101 Brickell\Calcs\SynchrolFuturePM.5y7 Synchro 6 Report Page 1 HCM Unsignallized intersection Capacity Analysis 1101 Brickeli MUSP 12: SE/SW 10 Street & South Miami Ave Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak. Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free cM capacity (vehlh) Direction, Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary EBL EBT 4 Stop 0% 264 56 0.96 0.96 275 58 None 1276 1238 EBR. 0 0.96 0 WBL WBT WBR NBL Stop 0% 0 56 401 234 0.96 0.96 0.96 0.96 0 58 418 244 None 1233 1204 375 0 1276 1238 0 1233 1204 375 0 7.5 6.5 6.9 7.5 6.5 6.9 4.1 3.5 4.0 3.3 0 61 100 26 148 1084 3.5 100 82 EB1 WB1 NB1 NB2 333 275 0 30 11.10 Err Err F Err F Average Delay Intersection Capacity Utilization Analysis Period (min) 476 0 418 455 1.05 369 85.4 F 85.4 F 585 244 0 1622 0.15 1' 3 4.0 A 2.4 1872.3 82.2% 15 408 0 67 1700 0.24 0 0.0 4.0 62 155 3.3 33 623 2.2 85 1622 ICU Level of Service 2009 PM Peak -Existing Timings 4/ NBT NBR SBL SBT SBR 414 Free Free 0% 0 656 64 ID 0 0 0.96 0.96 0.96 0.96 0.96 683 67 0 0 0 750 750 4.1 2.2 100 855 GA042703001-1' 101 Brickell\Calcs\SynchrolFuturePM.sy7 IKimley-Horn and Associates, Inc. Synchro 6 Report' Page 1 HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 14: SE/SW 10 Street & Brickell Avenue 2009 PM Peak-Exisfing Timings Movement EBL EBT EBR WBL WBT WBR Lane Configurations 40 Sign Control Stop Stop Grade 0%© Volume (veh/h) 6 0 61 0 0 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 6 0 64 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0,00 vC, conflicting volume 2468 3001 910 2154 3131 532 0 1820 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2468 3001 910 2154 3131 532 0 1820 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 p0 queue free % 44 100 77 100 100 100 0 65 cM capacity (veh/h) 11 9 277 15 7 492 0 333 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total Volume Left Volume Right cSH 88 Volume to Capacity 0.79 Queue Length 95th (ft) 102 Control Delay (s) 127.9 Lane LOS Approach Delay (s) 127.9 Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 0% 70 117 708 356 786 6 117 0 0 7 64 0 0 2 0 333 1700 1700 650 0.35 0.42 0.21 0.01 38 0 0 1 21.5 0.0 0.0 0.3 A 2.1 0.1 3.8 92.4% 15 1041 0 262 1700 0.61 0 0.0 ICU Level of Service NBU NBL 14 112 0.96 0.96 0 117 NBT NBR SBU SBL ft,* Free 0°A) 1020 2 17 7 0.96 0.96 0.96 0.96 1062 2 0 7 0.00 0 1065 0 1065 0.0 4.1 0.0 2,2 0 99 0 650 GA042703001-1101 Brickell\Calcs\Synchro\FuturePM.sy7 Kimley-Horn and Associates, Inc. Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 14: SE/SW 10 Street & Brickell Avenue 2009 PM Peak -Existing Timings Movement SBT SBR Lane Configurations 41# Sign Control Free Grade 0% Volume (veh/h) 1495 252 Peak Hour Factor 0.96 0.96 Hourly flow rate (vph) 1557 262 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vent) Direction, Lane # GA042703001-1101 Brickell\Calcs\Synchro\FuturepM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. Page 2 HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 15: 1101 Driveway & Brickell Avenue 2009 PM Peak -Existing Timings Movement WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations V 4i* 41 Sign Control Stop Free Free Grade 0% 0°/0 0% Volume (vehlh) 47 122 138 1402 76 10 63 1863 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 49 127 0 1460 79 0 66 1941 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 0.00 vC, conflicting volume 2602 770 0 0 1540 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2602 770 0 0 1540 tC, single (s) 6.8 6.9 0.0 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 0.0 2.2 p0 queue free % 0 63 0 0 85 cM capacity (veh/h) 17 343 0 0 428 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 176 974 566 712 1294 Volume Left 49 0 0 66 0 Volume Right 127 0 79 0 0 cSH . 54 1700 1700 428 1700 Volume to Capacity 3.24 0.57 0.33 0.15 0.76 Queue Length 95th (ft) Err 0 0 13 0 Control Delay (s) Err 0.0 0.0 4.7 0.0 Lane LOS F A Approach Delay (s) Err 0.0 1.7 Approach LOS F Intersection Summary Average Delay 473.9 Intersection Capacity Utilization 118.9`)/0 ICU Level of Service Analysis Period (min) 15 GA042703001-1101 Brickell\Calcs\Synchro\FuturePM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. Page 1 HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 17: SE 12 Street & Brickell Avenue 2009 PM Peak -Existing Timings t Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 114 tt Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 424 1128 129 0 1968 Peak Hour Factor 0.96 0.96 0,96 0.96 0.96 0.96 Hourly flow rate (vph) 0 442 1175 134 0 2050 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2267 655 1309 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2267 655 1309 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 0 100 cM capacity (veh/h) 34 409 524 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 442 783 526 1025 1025 Volume Left 0 0 0 0 0 Volume Right 442 0 134 0 0 cSH 409 1700 1700 1700 1700 Volume to Capacity 1.08 0.46 0.31 0.60 0.60 Queue Length 95th (ft) 377 0 0 0 0 Control Delay (s) 99.7 0.0 0.0 0.0 0.0 Lane LOS F Approach Delay (s) 99.7 0.0 0.0 Approach LOS F intersection Summary Average Delay Intersection Capacity Utilization 68.2% ICU Level of Service Analysis Period (min) 15 GA042703001-1101 Brickell\Calcs\Synchro FuturePM.sy7 Synchro 6 Report Kimley-Horn and Associates, Jnc. Page 1 HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 18: SE 12 Street & Brickell Bay Drive 2009 PM Peak -Existing Timings Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Direction, Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS intersection Summary EBL EBT Stop 0`)/0 52 4 0.96 0.96 54 4 None •Nt c k.. 4\ f ./**. \° 4" EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4+ 4) 4) Stop Free Free 0% 0% 0% 155 11 3 34 62 276 26 29 499 125 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 161 11 3 35 65 288 27 30 520 130 None 1112 1089 585 1239 1141 301 650 1112 1089 585 1239 1141 301 650 7.1 6.5 6.2 7.1 6.5 6.2 4.1 3.5 67 162 EB 1 220 54 161 328 0.67 114 35.7 E 35.7 E Average Delay Intersection Capacity Utilization Analysis Period (min) 4.0 98 196 WB 1 50 11 35 270 0.19 17 21.4 21.4 3.3 68 511 NB 1 379 65 27 936 0.07 6 2.2 A 2.2 7.7 65.2% 15 3.5 88 95 SB 1 680 30 130 1246 0.02 2 0.7 A 0.7 4.0 98 182 3.3 95 739 2.2 93 936 ICU Level of Service 315 315 4.1 2.2 98 1246 GA042703001-1101 Brickell\Calcs\Synchro\FuturePM.sy7 Kimley-Horn and Associates, Inc. Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 1101 Brickell MUSP 20: SE 13 Street & Brickell Avenue 2009 PM Peak -Existing Timings Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary •Nt Aki,. 4\ EBL EBT EBR WBL WBT WBR NBL fit 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 4.0 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 0.95 0.99 1.00 0.95 1.00 1.00 1681 1747 1583 1770 1863 1583 0.95 0.99 1.00 0.95 1.00 1.00 1681 1747 1583 1770 1863 1583 315 193 188 139 357 69 0.96 0.96 0.96 0.96 0.96 0.96 328 201 196 145 372 72 0 0 162 0 0 61 258 271 34 145 372 11 Split Perm Split Perm 4 4 8 8 15.0 16.0 0.14 5.0 3.0 15.0 16.0 0.14 5.0 3.0 234 243 0.15 c0.16 1.10 49.5 1.00 89.0 138.5 F HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1.12 49.5 1.00 92.2 141.7 F 114.1 F 15.0 16.0 0.14 5.0 3.0 220 0.02 0.16 43.6 1.00 0.3 43.9 D 68.7 1.43 115.0 96.0% 15 8 18.0 18.0 18.0 17.0 17.0 17.0 0.15 0.15 0.15 3.0 3.0 3.0 3.0 3.0 3.0 262 275 234 0.08 c0.20 0.55 45.5 1.00 2.5 48.0 0 1.35 49.0 1.00 180.8 229.8 F 162.1 F 0.01 0.05 42,0 1.00 0.1 42.1 D NBT 1900 1900 4.0 4.0 1.00 0.95 1.00 0.99 0.95 1.00 1770 3500 0.12 1.00 229 3500 310 866 0.96 0.96 323 902 0 5 323 968 pm+pt 5 2 2 66.0 66.0 0.57 3.0 3.0 212 c0.08 c0.80 1.52 20.8 1.00 258.2 279.0 F HCM Level of Service Sum of lost time (s) ICU Level of Service 59.0 60.0 0.52 5.0 3.0 1826 0.28 0.53 18.2 1.00 1.1 19.3 B 84.0 F NBR SBU SBL SBT ft 1900 1900 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3539 0.21 1.00 385 3539 68 22 198 1190 0.96 0.96 0.96 0.96 71 23 206 1240 0 0 0 0 0 0 229 1240 pm+pt pm+pt 1 1 6 6 6 66.0 59.0 66.0 60.0 0.57 0.52 3.0 5.0 3.0 3.0 293 1846 0.04 0.35 0.41 0.78 0.67 16.9 20,2 1.00 1.00 12.7 2.0 29.6 22.3 C C 20.0 16.0 GA042703001-1101 Brickell\Calcs\Synchro\FuturePM.sy7 Kimley-Horn and Associates, Inc. Synchro 6 Report Page 1 Kimley-Horn and Associates, Inc. HCM Signalized Intersection Capacity Analysis 1101 Brickell MUSP 20: SE 13 Street & rickell Avenue 1/ Movement SBR LatetConfigurations Ideal Flow (vphpl) 1900 Total Lost time (s) 4.0 Lane Util. Factor 1.00 Frt 0.85 Fit Protected 1.00 Satd. Flow (prot) 1583, Fit Permitted 1.00 Said. Flow (perm) 1583 Volume (vph) 711 Peak -hour factor, PHF 0.96 Adj. Flow (vph) 741 RTOR Reduction (vph) 12 Lane Group Flow (vph) 729 Turn Type pm+ov Protected Phases 4 Permitted Phases 6 Actuated Green, G (s) 74.0 Effective Green, g (s) 76.0 Actuated g/C Ratio 0.66 Clearance Time (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 1101 vls Ratio Prot 0.09 v/s Ratio Perm 0.37 v/c Ratio 0.66 Uniform Delay, di 11.8 Progression Factor 0.99 Incremental Delay, d2 1.5 Delay (s) 13.1 Level of Service Approach Delay (s) Approach LOS Intersection Summary 2009 PM Peak -Existing Timings G:1042703001-1101 Brickell\Calcs\Synchro\FuturepM.sy7 Synchro 6 Report Page 2 Kimley-Horn and Associates, Inc. 20: SE 13 Street Timings 1101 Brickell MUSP Brickell Avenue 2009 PM Peak -Existing, Timings t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBU SBL SBT SBR Lane Configurations ) 4 r ) + r ) 114 A tt r Volume (vph) 315 193 188 139 357 69 310 866 22 198 1190 711 Turn Type Split Perm Split Perm pm+pt pm+pt pm+pt pm+ov Protected Phases 4 4 8 8 5 2 1 1 6 4 PermittedPhases 4 8 2 6 6 6 Detector Phases 4 4 4 8 8 8 5 2 1 1 6 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 8.0 20.0 8.0 8.0 20.0 20.0 Total Split (s) 20.0 20.0 20.0 21.0 21.0 21.0 10.0 64.0 10.0 10.0 64.0 20.0 Total Split (%) 17.4% 17.4°A, 17.4% 18.3% 18.3°/0 18.3% 8.7% 55.7% 8.7% 8.7% 55.7% 17.4°/0 Yellow Time (s) 4.0 4.0 4.0 3.0 3.0 3.0 3.0 4.0 3.0 3.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead Lead Lag Lead -Lag Optimize? Recall Mode None None None None None None None Max None None Max None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 110 Control Type: Semi Act-Uncoord Splits and Phases: 20: SE 13 Street & Brickell Avenue 14' 01 ofastamsysigimminnaosiataiNgWatitag I atilOSMAI P211161,040all 4\ o5 o6 UfiETAINfhINWtaghnliNNIOPPAIMIMINSIEMBf:-: G:1042703001-1101 Brickell\Calcs\SynchrolFuturePM.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1101 Brickell MUSP 25: North Driveway & Brickell Bay Drive 2009 PM Peak -Existing Timings Movement EBL EBR NBL NBT SST SBR Lane Configurations 4 +To Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 3 2 8 510 656 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 2 9 554 713 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1010 359 718 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1010 359 718 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 100 99 cM capacity (veh/h) 234 637 879 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Sumrr ry 3 2 193 370 475 243 3 0 9 0 0 0 0 2 0 0 0 5 234 637 879 1700 1700 1700 0.01 0.00 0.01 0.22 0.28 0.14 1 0 1 0 0 0 20.6 10.7 0.5 0.0 0.0 0.0 C B A 16.6 0.2 0.0 Average Delay 0.1 Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15 GA042703001-1101 Brickell\Calcs\SynchrolFuturePM.sy7 Synchro 6 Report Page 1 Kimley-Horn and Associates, Inc. HCM Unsignalized intersection Capacity Analysis 1101 Brickell MUSP 27: South Driveway & Brickell Bay Drive 2009 PM Peak -Existing Timings Nir Movement EBL EBR NBL NBT SBT SBR Lane Configurations vi 41 II* Sign Control Stop Free Free Grade 0Q/0 0% 0% Volume (veh/h) 16 35 47 545 604 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 17 38 51 592 657 59 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1084 358 715 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1084 358 715 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 91 94 94 cM capacity (veh/h) 199 639 881 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 17 38 249 395 438 278 Volume Left 17 0 51 0 0 0 Volume Right 0 38 0 0 0 59 cSH 199 639 881 1700 1700 1700 Volume to Capacity 0.09 0.06 0.06 0.23 0.26 0.16 Queue Length 95th (ft) 7 5 5 0 0 0 Control Delay (s) 24.8 11.0 2.4 0.0 0.0 0.0 Lane LOS C B A Approach Delay (s) 15.3 0.9 0.0 Approach LOS Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 48.2% ICU Level ot Service A Analysis Period (min) 15 G:\042703001-1101 Brickell\Calcs\SynchrolFuturePM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. Page 1 APPENDIX I: Driveway Queuing Analysis Referenee: Parking Structures: Planning, Design, Construction, Maintenance, and Repair (Anthony Christ, Mary S. Smith, and Sam Bhuyan, 1989, Van Nostrand Reinhold) A alysis: Residential Garage Driveway co 0 LU •-• 20 >w CC 18 w 0 C0 18 C LLI 14 z > 12 ° co 10 Cc .3 a 4 L.L./ 2 CC 0 4 4 Arrival Rate: 101 vph Service Rate: 300 vph Traffic Intensity: 0.34 = Queue = 1 vehicle 30 28 28 24 - 0 PROB PROS PROB AGE 0.2 0.4 0.6 0.8 TRAFFIC INTENSITY A WM_ RATE DIVIDED BY SERVICE RATE) Figu e 3-9 5in&e-channel queue curves. Intensity = 034 Queue = 1 vehicle APPENDIX J: FDOT Future Project Information HIGHWAYS DT405641 4056411 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL Facility/Project Name From/Location To/Location Detailed Project Descripti SR 5/US-1/BISCAYNE LVD FROM NE 67 STREET TO NE 87 STREET The project encompasses the to NE, 87th Slreet, "' DT4124741 4124741 DT416472 4164721 DT4106251 4106251 1.24 Type of Work FLEXIBLE PAVEMENT RECONSTRUCT. chon of new roadway, drainage, lighting and srgnafzation s- SR 5/US-1/BISCAYNE Project Cost $000s) Prior Years Cost on Biscayne Boulevard from N € filth Stree Activity Funding /Phase Source INC XA Proposed Funding (ir $000s) 2005 - 2006 0 2006 2007 0 2007 2008 5 00 2009 0 00 2010 0 CST ACXA 8,397 0 0 0 0 0.429 VD FROM N OF NE 207TH ST TO LADE/BROWARU CIL RESURFACING SR 5/US1/BRICKELL AV FROM SE 13TH ST/CORAL WA TO SE 15TH RD Activity, Funding - ;Phase Source TRAFFIC OPS IMPROVEMENT FROI SR 5/US-1/S. DIXIE 3.336 04TH STREET TO S.W. 264TH STREET INTS _ Activit^ (Phas INC Funding Source DS Proposed Funding (in $000s) 2005 - 2006 30 2006 2007 2007 2008 2008- 2009- 2009 2010 Proposed Funding n $000s) 0 2005 - 2006 0 2006 - 2007 24 2007 2008 0 2008 - 2009 2009 2010 RESURFACING Acti,vrt /Phas Funding Source Proposed Funding (in $000s1 2005 - 2006 2006 2007 2007 - 2008 2008 - 2009 2009 - 20010 CST CST DS 0 DIH' 0 0 0,657 94 0 Florida Department of Transportation - Work Program Detail Listing Page 1 of 1 Florida Department of Transpo Work Program 2006-2010 ADOPTED Last Update: 9/14/2005 - 03:00 AM District 6 - MIAMI-DADE County r- - Item Number: 416472-1 Transportation System District Length Description t_ Category: Highways Fiscal Year: 2006 2007 Type of Work 2008 on Item 2009 2010 Non -intrastate State Highway 06 - Manii-dade County 0.271 Miles Traffic Ops Improvement SR 5/US1/BRICKELL AV FROM SE 13TH ST/CORAL WAY TO SE 15TH RD Contract Incentives $24,000 Construction Support $42,570 Click here to review the contact information for the content presented in this web site — — 416472-1 http: 2.dot,state. Lus/programdevelopmentoffice/wp/WPDetall.asp 9/14/2005