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Home My WebLink AboutN. Sufficiency Letter and Traffic Impact Analysis41 0 r G (2 • • June 1€, M. Lille Q. Medina, AtCP Assistant Transportaton Coordinator City of Miami, Offte of the City Manager/Transportation 4.44 S\A! 2 Aven,_Je (1(r Floor) f',Aahni, Florida .1-iv130 Re; Max Tower Sufficiency Latter * W 0. It 145 Dear M. Medina: Via Fa nd US Malt Subsequent to our January 06, 2005 review comments for the subject project, we have received a formai response from David Plummet and Associates (DPA) dated Jun 12, 2006. Via have also received the revised site plan from the architect via e-mail showing the turn:r.g radius of the delivery trucks on june 16, 2006. Photocopies of both the response letter from DPA and the revised site plan are attached herewith. At this time, we conclude that the revisE.,,ct traffc report along with the subsequent submittal meets all the traffic requirements and the report is found to be suffident. Should you have any questions, please calf Quad Masood or me at 954.739.1881, Sincerely, URS - nahroug Se4or Traffic Engineer Southern Aracttrroot Cc: f,4r. Kevin Walford., Planrer IL City Of MiaraPlanning (Fax - 305.416.1443) Mr. Markny A Vega, engirvert i, C.1y of Miami Zoning (Fax - 305 415.21'53) Sot* Shre.nor-Sgart PE, ORA, !Fax - 305444.4986,1 UP.S.•Caq,ra:or, Lisiomt ofe C1X NW Avenve, SuKt 1E0 forLtd4 F, 33303-8375 954.7.3g.1881 Fax! if$4.739.1.71I9 • Max Miami Major Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 June 2006 DPA Project #05205 • • • 4.4 4.5 4.6 ML Ian MUST' Tr' fzie ir.>pjru:t .$iudv TABLE OF CONTENTS .Page List ofExliibits EXECUTIVE SUMMARY 1 LO INTRODUCTION L1 Study Area 2 1.2 Study Objective 7 7 2.0 EXISTING TRAFFIC CONDITIONS 4 2. 1 Data Collection 4 2.1.1 Roadway Characteristic 4 2.1.2 Traffic Counts 4 2.1.3 Intersection Data 5 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis I0 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS ........................12 4.0 FUTURE TRAFFIC CONDITIONS 4.1 .Background Traffic 4.2 Committed Developments 4.3 Project Traffic 4.3.1 Project Trip Generation 4.3.2 Project Trip Assignment 16 Future Corridor Capacity Analysis ")0 Future Intersection Capacity Analysis 20 Site Access 24 13 13 13 13 13 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Methodology & Site Plan Traffic Counts & Signai Tuning FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miarni DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Traffic Control .Measures Plan • • • Al ar Miami Af iSI' Traffic Impart Study LIST OF EXHIBITS E.xh.tbit Page 1 Location Map 2 Existing PM Peak Hour Traffic Volumes 6 3 Existing Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 5 Person -trip Volume and Capacity — Existing Conditions Matrix 1:1 6 Existing Intersection Capacity Analysis Results 10 7 Future Lane Configuration 14 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution .18 11 PM Peak Hour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix -71 13 Project PM Peak Hour Vehicular Volumes 77 l4 Future with project PM Peak Hour Vehicular Volumes 93 15 Future Intersection Capacity Analysis 70 Page Mat Muunf FU.S'Malik Impa-1Sndti • EXECUTIVE SUMMARY The Max Miami project is a proposed rrrixecl-rise. development located on NE 1 Avenue between NE 16 Street and NE 1-7 Street in Miami, Florida_ The project consists of 28 residential dwelling units, 250,000 SF of office space, 50,264 SF of retail space and 168 hotel rooms. Access to the project is proposed via an entrance driveway on NE 1 Avenue and vehicles will exit from a driveway on NE Miami Place. Build out of the project is anticipated by the year 20.11. The subject site is located within the boundaries of the Downtown Minim Area -wide DRI. Existing and future traffic conditions for the project area corridors were established using the person -trip based corridor capacity method. This method, consistent with the City's Comprehensive Plan, promotes improved transportation efficiency through increased private vehicle occupancies and makes mass transit a full partner in the urban transportation systenr. Analysis results show that the project area corridors are projected to operate within the established corridor threshold. The intersection capacity analysis was performed at the intersections under study using vehicular volumes and the Highway Capacity Software (HCS). based on the procedures of the 2000 Highway Capacity Manual. Results of the future intersection analysis show that all intersections operate within the standard adopted by the city. Page I Fax ;+1R'irY • L a0 INTRODUCTION The Max Miami project is a proposed nixed -use development located on NE 1 Avenue between NE .16 Street and NE 17 Street in Miami, Florida (Exhibit 1). The project consists of 28 residential dwelling units, 250,000 SF of office space, 50,264 S.F of retail space and 168 hotel rooms. Access to the ].project is proposed is an entrance driveway on NE 1 Avenue and vehicles will exit from a driveway on NE Miami Place_ Build out of the project is anticipated by the year 2011. The subject site is located within the boundaries of the Downtown Miarni Area -wide DR1_ 1,1 Study Area Consistent with the Downtown Miami DR1, the traffic study was performed for PM peak hour conditions. 1 or traffic analysis purposes, the study area has been defined as NE 20 Street to the north, 1-395 to the south. 1-95 to the west, and Biscayne Bay to the east_ Corridor capacity analysis was performed for Biscayne Boulevard, and NE .15 Street (Venetian Causeway). Intersection capacity analysis was performed for the following intersections: NE 17 Street / ?Vlianzi Place NE17 Street / NE 1 Avenue NE .17 Street f NE 2 Avenue 1.2 Study Objective NE 1.6 Street / Miarni Place NE 16 Street f NE .1 Avenue The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development., discourage suburban sprawl and :improve urban mobility. The method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, thus niakin z mass transit a full partner in the urban transportation system_ Page 2 PRO-TEL-7: NE 29 ST N 17 MAX MIAMI TRAFFIC IMPACT STUDY NE 30 ET NE2IST 7 NE 26 ET LOCATION MAP EXHIBIT No. 1 Page 3 v$(,x i fsct3.d f F SP .Tic; Oct tud • 2.1 Data Collection • • 2M EXISTING TRAFFIC CONDITIONS Data collection for this study included roadway characteristic , intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2,1.1 Roadway Characteristics Biscayne Boulevard Biscayne Boulevard (US-1) is a major arterial that provides north/south access throughout the City of Miami from downtown (the CBD) north to the Broward County line. Between NE 14 Street and NE 20 Street, Biscayne Boulevard is a two-way, 4-lane divided roadway. Exclusive left turn lanes are provided at major intersections. The posted speed limit is 30 mph. .NE 15 Street NE 15 Street between Bayshore Drive and Biscayne Boulevard is a two-way, 2-lane divided roadway. Between Biscayne Boulevard and North Miami Avenue, NE 15 Street is a two-way, 2- lane undivided roadway. There is on -street parking on the south side of the roadway along the Metrornover line. "There are no posted speed limit signs within the study area. 2.1.2 Traffic Counts Peak period vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix A. Exhibit 2 shows the adjusted Existing PM peak season, peak hour traffic volumes at the study intersections. a4e 4 USP 'Traffic !»w1Siudy • • 2.1,3 Intersection Data A fieki survey was conducted to determine the lzwe configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miarni-Dade County for the analyzed intersection. Signal information is included in Appendix A. This information provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 • 6^4 3 - 58 24 NE 17 ST 271 ---- 12 `Kr- 1 t ACE DRIVEWAY NE 16 ST _ 6 5 -1 18 2 I —J aLLJ 2 z 7 30 LIJ z MAX MIAMI w z NE 15 ST EXISTING PM PEAK MUSP TRAFFIC IMPACT STUDY TRAFFIC VOLUMES jEXHiBIT No. 2 Page 6 • NE 17 ST w 2 Z C.) w ACE DRIVEWAY NE 16 ST NE 15 ST T NE 17 TER NE 17 ST w C w z NE 16 ST NE 15 TER EXHIBIT No, MAX MIAMI EXISTING LANE MUSP TRAFFIC IMPACT STUDY CONFIGURATIONS Page USf' Traffic Iv • 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors havebeen established using the person - trip based corridor capacity nmethod. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood. Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E ap-plies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by MOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix B. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study pe-rfor.wed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person - trip capacity of the vehicular traffic system. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle_ This information was obtained directly from Increment II of the Downtown Miami Area -wide DRI. • • • Exhibit 4 Existing Corridor and Transit Conditions CORRIDOR From To Roadway Conditions (vohicles) T ansit Conditions (parsons) Dir Existing Lanes Count Source/ Period Raw PM Peak Hour Volwng Peak Season Factor PM Peak Hour Volume Dir Max Service Volume 11 Total Bus Bus Ridership Capacity 21 21 Total Me[rorall Ridership 2 Metraraa Capably i2' Total Metramnver Ridership '21 Malronr0ver Capacity f2 Total Transit Pidershit} 12 Trarroi1 Capacity 121 B€SCAYNE BOULEVARD NE 20 STREET NE 19 STREET NB 2LD DPA - PM 978 1.02 998 1660 523 1472 0 0 0 0 523 1472 SS 2LD DPA - PM 709 1.02 723 1660 416 2252 0 U 0 0 446 2262 NE 19 STREET NE 15 STREET NB 21..D ()PA - PM 978 1.02 998 1660 442 146.9 0 0 44 960 486 2429 553 2LD DPA - PM 709 1.02 723 15'60 383 2249 0 0 83 960 436 3209 NE.15 STREET NE 14 STREET NB 2LD DPA - PM 978 1.00 978 1660 678 1028 0 0 44 960 722 1986 58 2LD DPA - PM 702 1.00 709 1660 405 1808 0 0 53 960 538 2768 NE 14 STREET NE 13 STREET NB 3LD DPA - PN 996 1.030 996 2490 752 1706 0 0 44 960 796 268E 56 3LD DPA - PM 1 149 1.00 1149 2490 506 2486 0 0 53 960 559 3446 NE 13 STREET I-395 NB 3LD DPA - PM 996 1.00 996 2490 746 1706' 0 0 44 960 792 264E SB 3LD DPA - PM 1149 1.00 1149 2490 498 2486 0 0 03 960 851 3446 NE 15 STREET i-3AY0HOPE DRIVE BISCAYNE BLVD EH ILD DPA - PM 470 1.01 475 851 74 546 0 0 i) 0 74 546 WE €LD DPA - PM 360 1.91 364 651 37 270 C 0 0 0 37 270 BISCAYNE BLVD N MIAMI AVENUE EB ILD DPA - PM 157 1.01 169 851 0 0 0 0 0 9 0 0 WB ILO DPA - PM 104 1.01 105 851 0 0 0 0 0 0 0 0 Notes: ,! Peak Hour Directional Maximum Service Volumes are obtained from FDCT's Qusi:tyJLevel of Service Handbook 2; Transit and roadway information obtained from the Downtown Miami DRI increment €1 3; Per MDTA transit information, bus rouses {excluding roue 95) along Biscayne Boulevard between NE 14S0ee1 ?o 1-395 also run along this segment o1 N_ Bayshore Drive Max Miami Tr, t: c: impoc r Stud • AvailableUerscCan The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix B). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of Service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using ve.hictilar volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual_ Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix C. All five intersections operate within the standard adopted by the city. Exhibit 6 Existing Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SJU Existing LOS* NE 17 Street / Miami Place U € B/B NE 17 Street / NE 1 Avenue U A/A NE 17 Street / NE 2 Avenue (West Leg) S B NE 17 Street / .NE 2 Avenue (East Leg) U AIC NE 16 Street / Miami Place U ' A/.A, NE 16 Street / NE 1 Avenue U AI➢ Source: DPA U= unsignali zed S= signalized *rnajor/tninerapproach LOS for of signalized intersections. Page, JO • • • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix CORRIDOR FROM TO Roadway Mode Transit Mode Segment Total Dir (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity 4PPV=1.6 (a) ' 1.6 (0) Roadway Vehicular Volume (d) Pers-Trig Volume @PPV-1.4 (c) ' 1.4 (0) Excess Pers-Trip Capacity (b) - (d) (t) Total Pars -Trip Capacity (g) Total Pers-Trip Volume (h) Pars -Trip Excess Capacity (O-(gg) (I) Segment Pers-Trip Capacity (b}+(t) (j) Segment Pars -Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity 31-(i1 (IJ Segment Person Trip v/c - (j)/(i) LOS BISCAYNE BOULEVARD Icl t2] [3] 141 {s1 161 17] NE 20 STREET NE 19 STREET NE 1660 2656 998 139'7 '1259 1472 523 949 4128 1920 2208 0.47 0 50 1660 2656 723 1012 1644 2252 416 1836 4908 1428 3480 0.29 C NE 19 STREET NE 15 STREET NB 1660 2656 998 1397 1259 2429 486 1943 5085 1883 3202 0.37 C SB 1660 2656 723 1012 1644 3209 436 2773 5865 1448 44'17 0.25 C NE 15 STREET NE 14 STREET NE 1660 2656 978 1369 '1287 1988 722 1266 4644 2091 2553 0.45 0 60 1660 2656 709 993 1663 2768 538 2230 5424 1531 3893 0.28 C NE i4 STREET NE 13 STREET NB 2490 3984 996 1394 2590 2666 796 1870 6650 2190 4460 0.33 C. SB 2490 3984 1149 1609 2375 3446 559 2887 7430 2163 5262 0.29 C NE 13 STREET 1-395 NB 2490 3984 996 1394 2590 2666 792 1874 6650 2186 4464 0_33 C 88 2 490 3984 1 149 1 609 2375 3446 551 2895 7430 2160 5270 0.29 0 NE 15 STREET 18AYSHORE DRIVE BISCAYNE BLVD EB 851 1362 475 665 697 546 74 472 1908 739 1169 0.39 C WB 851 1 362 364 509 853 270 37 233 1632 546 1086 0.33 C BISCAYNE BLVD N MIAMI AVENUE EB 851 1362 189 264 1097 0 0 0 1362 264 1097 0.19 C W B 851 1362 105 147 1215 0 0 0 1362 147 1215 0.11 C Notes: [1 ] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metrornover capacities (see Exhibit 4). [6] The Total Transit Persian -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook {sae Appendix C). A-ka Miami MU P ]acf e impaci Stress • • 3M PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2006 .Miami -Dade County sportation Improvement Program (TIP) and the 2030 Metro - Dade Transportation Pion Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. Pare 12 Mmirgi s1(;'3:' Trail Ira s<}F ? Stud 4.1 Background Traffic 4.0 FUTURE TRAFFIC CONDITIONS Consistent with other traffic studies performecl in the area, a one (1) percent growth factor was applied to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning oncl Zoning Department Report on Private Development From 1996 to Present (Updated through October 2005). These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. Federal and State projects within the study area are exempt from MUSP applications. Therefore, no traffic data is available for these projects. The projects in the vicinity of Max Miami are shown in Exhibit 7. The project size and trip generations are included in Appendix D. Traffic generated by these developments was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed developments are also included in Appendix D. Future traffic volumes were projected for the build -out year 2011. Exhibit 8 shows the projected turning movement volumes without the project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation is based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the P«ge 13 • 1 1 t .... -I I , L E -,. ......„- -T ! ..... ••••• •••11•••:1 55,,•••,,,, __ / yvv 36 ST i 1 , E r i I A _ : 1NE 29 ST NW17S NE 39 ST NE 29 ST oe NE 26 ST N1N 4 ST j NE 13 ST 1-395 . 0 LEGEND 1-THEI800CLUB _ . 2 - BAYVIEW MARKET 3 - BISCAYNE PARK 4 - DISTRICT LOFTS 5 - ELLIPSE 6 - MIRAMAR CENTRE II 7 - MIRAMAR CENTRE III B - MONDRIAN MIAMI g - ONYX 2 10 - ONYX ON THE BAY 11 - PARAMOUNT BAY ; 12 - PERFORMING ARTS CENTER 13 - PORTICO 14 - QUANTUM ON THE BAY 15 - ROSABELLA LOFTS 16 - SOHO 17 - STAR LOFTS PROJECT SITE pa PROJEC T: MAX MIAMI TRAFFIC IMPACT STUDY COMMII ED DEVELOPMENT X IT No. 7 Page 14 6 i413 0 0 20 1' 62 25 NE 17 ST 288 ACE DRiVEWAY NE 16 ST 6 - NE 17 TER 23 NE 17 ST 2 — NE MIAMI Pi_ 1 cn 32 -- w 0 w NE 15 ST 0 0 0.1 NE 16 ST NE 15 TER MAX MIAMI MUSP TRAFFIC IMPACT STUDY FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES EXH 1314 No. Page 15 1 ruffh. } npafT,S'#aac`r • following= proeedures c • nsistent with Increrrnent 11 methodology: Downtown .DRI and tinc approved • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (1T.E) Trip Generation ?' Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs..IT.E's 1.2 perslveh). • Gross vehicular trips were reduced by 14.9°1% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 10%% for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 9. 4.3..2 Proiect Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 506, shown in Exhibit 10; see Appendix C for data source. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miarni-Dade County. For estimating the trip distribution for the project location, consideration was given to conditions such as the roadway network accessed by the project, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. rue 16 • • • Exhibit 9 Max Miami PM Peak Hour Trip Generation Analysis PM PEAK HOUR TRIPS USES UNITS ITE Land Use Code fN OUT TOTAL Trips % Trips Trips High -Rise Residential Condominium 28 DU 232 62% 15 38% 9 24 Hotel 168 Rooms 310 53% 52 47% 47 99 Office 250,000 SF 710 17% 63 8356 310 373 Retail 50,264 820 4456 90 56% 98 188 Internalization (residential/office/retail) 2% -7 -7 -14 Pass -by (retail) 34% -31 -33 -64 GROSS 3056 182 70% 424 606 Vehicle Occupancy Adjustment © 16.00% of Gross External Trips (1) 30% 29 709-% 68 97 Transit Trip Reduction © 14,90% of Gross External Trips (2) 30% 27 70% 63 90 Pedestrian / Bicycle Trip Reduction © 10.00 % of Gross External Trips (3) 30% 18 7096 42 61 NET EXTERNAL VEHICLE TRIPS 30% 108 70% 250 358 Net External Person Trips in Vehicles © 1.40 Persons/ Vehicle 30% 151 70% 351 501 Net External Person Trips using Transit Q 1.40 Persons/ Vehicle 30% 38 70°.. 88 126 Net External Person Trips (vehicles and transit modes) 30% 189 70°40 439 628 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 30% 26 70% 59 85 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based an projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI increment II ;fa%Miami MUST Traffic a • • Exhibit 10 Cardinal Distribution of ~ips TAZ 506 Cardinal Direction Distribution TAZ 506 NNE ENE ESE SSE SSW WSW WNW NNW Total 12.66% 4.92% 4.39% 6.7867c 12.58% 22.83c/o 17.42% 18.41% 100% Page, J8 PROJECT: NW 36 ST Nvy S MAX MIAMI TRAFFIC IMPACT STUDY PROJECT TRIP ASSIGNMENT Page 19 Mu Miami MIS? Traffic Mpi sStuthr • 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were corbined with the committed development and background growth person -trips to obtain the total year 2011 person -trip volume without project. The net external project person -trips were then added to get the future person -trip volumes with project_ These volumes were compared to the future person -trips capacities to determined future level of service. The future person -trip volume and capacity rnatrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established .LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted existing traffic to get the total year 2011 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 13 shows the project PM peak hour vehicular volumes and Exhibit 14 shows the total (with project) PM peak hour vehicular traffic volumes at the intersections under study. Results of the future intersection analysis show that all intersections operate within the LOS E standard adopted by the city. Exhibit 15 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix C. Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/li LOS Future Without Projects LOS Future with Project'` NE 17 Street / Miami Place U U BIB A/A 1 C/C NE 17 Street / NE 1 Avenue A/A NE 17 Street / NE 2 Avenue (West Leg) � S U ' U B A/C A/A j B NE 17 Street / NE 2 Avenue (East Leg) AiC NE 16 Street / Miami Place A/B NE 16 Street / NE 1 Avenue L A/E A/F Source: tWA I:" unsignalzed S= signalized "major?minor approach LOS for un ignaai cd intersections Pogr 20 • • • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Corridor Frorn To Without Project With Project Dir (a} Existing Pars -Trip Volumes (b) Future Bkg. Pers-Trip 1,012 6 {(;) Committed Development Pars -Trip (a) Future Pers-Trip Volumes (b)-r(c) (e) Projected Transit Capacity (f) Future Pers-Trip Capacity {g) Future wlo7f Proj Pers-Trip (h) Project Pers-Trip Volume in=108 Out=250 0) Total Pers-Trip Volumes (d)+(h) (j) Future Pers-Trip Capacity tk) FL4ure viith Pro] Pars -Trip vlc (9)/f)f} LOS e/c ON() LO5 11] i [2i [31 14] €5] [61 [nit , BISCAYNE BOULEVARD NE 20 STREET NE 19 STREET NB 1920 2038 731 2769 78 4206 0,66 D 38 2806 4206 0.67 D SS 1428 1516 801 2318 1530 6438 0.36 D 16 2334 6436 0.36 C NE 19 STREET NE 15 STREET NE 1883 1998 1635 3633 81 5166 0.70 D 38 3671 5166 0.71 D SB 1448 1538 1617 3554 1533 7398 0.43 D 16 3170 '7398 0,43 D NE 15 STREET NE 14 STREET NB 2091 2220 776 2996 154 4798 0.62 D 22 3017 4798 0.63 D SE3 1531 1625 698 2323 1606 7030 0.33 D 50 2373 7030 0.34 0 NE 14 STREET NE 13 STREET NB 2190 2325 627 2952 42 6692 0.44 D 22 2974 6692 0.44 D 613 2168 2301 566 2867 1494 8924 0.32 C 50 2917 8924 0,33 0 NE 13 STREET 1,395 NB 2186 2321 591 2912 42 6692 0.44 D 22 2934 6692 0.44 D SB 2160 2292 531 2823 1494 8924 0.32 C 50 2873 8924 0.32 C NE 15 STREET EAYSHORE DRIVE BISCAYNE BLVD EB 739 784 35 519 53 1961 0.42 C 25 844 1961 0.43 C GUB 546 580 27 697 81 1713 0.35 C 11 617 1713 0.36 C BISCAYNE BLVD N MIAMI AVENUE EB 264 281 194 474 0 1362 0.35 C 20 494 1362 0.36 0 WE 147 156 173 329 0 1362 0.24 C 9 338 1362 0.25 C Notes: [1 The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 2011 Background Person Trip Volume is derived by applying a 1% growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DRl Increment 11 (Table 211)10 column [4] - Table 2'[,A7 column [15]) [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of lrarlsportation (Exhibit 5, coiumn (1)) and the projected transit cap [51 The Person Trip LOS is provided consistent with the FDOT's Qualify/Level of Service Handbook (see Appendix C) [6) Project Person Trip Volumes are derived from Trio Generation Analysis (Net External Person Trips(Ve8icles + Transit)) y (Exhibit 12, caiurr)l e) • aj. 2 Li/ 175 DRIVEWAY 22 w LU z 6 NE 17 ST ACE DRIVEWAY NE 16 ST NE 15 ST NE 17 TER 1 2 NE 17 ST w (\I w NE 16 ST NE 15 TER MAX MIAMI MUSP TRAFFIC IMPACT STUDY PROJECT TRIPS EXHISI r No. 11 1 3 Page 22 5 GO 0 75 . _175 i .t I DRIVEWAY 78 NE 17 ST 13. - to N. .P..n ACE DRIVEWAY 6 NE 16 ST NE 17 TER 0 r 23 N. 1. NE 17 ST 2 7 2, 194 ---- I I o, CL 111 z z 2 F- 0 LJ4 z NE 16 ST NE 15 ST FUTURE WITH PROJECT PM PEAK TRAFFIC VOLUMES 1 4 1 } NE 15 TER -EXHIBIT No. Page 23 Mx Miami miiSP Trutfi- e impaeu Study • 4.6 Site Access Access to the project is proposed via an entrance driveway on NE 1 Avenue and vehicles will exit from a driveway on NE Miami Place. The project trips were assigned to the driveways. No conflicts will occur with existing driveways. Analysis results show there is sufficient capacity at the driveway and valet locations. Ivfctt 1 ami :YUSP l ro fc Isr..s,tel Study • • 5M CONCLUSIONS An assessment of the PM peak hour traffic associated with the. development of Max Miami was performed. Analysis of future (2011) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridor segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix E. N vernhe-?005 muse report.doc Page 25 • Appendix A Approved Methodology • & Site Plan • AVID PLUMMER & ASSOCIATES, INC. 0 TRANSPORTATION . MIL.. STRUCTURAL . ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE (IRS Corporation Sonia Shreffler-Botgart :Max Tower WISP #05205 :Miranda Blogg. Lilia Medina, file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 October 17, 2005 3 page(s), .including cover Per our telephone conversation, modifications requested are shown in bold italics. PREMA LLC, is pursuing City of Miarni approvals for a mixed use project located on NE 1 Avenue between NE 16th and 117`'` Streets in Miami, Florida. The plan includes 54 residential dwelling units, 180 hotel rooms, 255,000 gross SF of office and 68,400 gross SF of retail space (see Attachment A). Vehicular access to the project will be provided on NE 1" Avenue. The subject site is located within the limits of the Downtown Miami Area -wide DRl. The study area has been defined as NE 20 Street to the north, 1-395 to the south, Biscayne Boulevard the cast and I-95 to the west. • This will serve as our methodology for the subject MUSP traffic impact study. Turning movement traffic counts will be collected during the PM (4:00-6:00) peak period at five major intersections in the immediate project vicinity. 1. NE 161h Street / NE 1" Avenue 2. NE 6th Street / Miami Place 3. NE 17`h Street / NE F' Avenue 4. NE 17th Street / NE 2nd Avenue (signalized) 5. NE 17`/ Street / Miarni Place In addition to these intersections, we will analyze the project driveway(s). ® Segment traffic volumes will be collected as 24 hour machine counts at the following locations: 1. Biscayne Boulevard between I-395 to NE 13th Street 2. Biscayne Boulevard between NE 13`h Street and NE 20`h Street 3. NE 15`h Street between NE Bayshore Drive and Boulevard 4. NE 15'h Street between Biscayne Boulevard and North Miami Avenue • Available Florida Department of Transportation (EDO'I') counts will be consulted where appropriate. r. Raw traffic counts will be adjusted to peak season (for the peak hour period). 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLOR DA 33134 TELEPHONE_ 305 447-0900, FAX 305 444-4985 E-MA1T: dpaCndpiurnrner.carn di" ▪ The signal tinting and phasing at the study sit..nalizc:d ,ntcrs actions will be obtained from Miar ai-Dade Co. tarity. • existing and .future traffic conditions for the project area corridors will be established using the person -trip 0 method The methodology for this method is outlined in the Miami Comprehensive Neighborhood hod Mall. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the FDOT LOS Manual, or other acceptable equivalent_ ® Project `Traffic --- project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive .Plan. Person -trips generated by the project will he established using the following procedure: • Determine the gross vehicular trip generation for each land use using the Institute of "transportation Engineers CITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITtrip rates (City of Miami's 1.4 vs. (TE's 1.2 pers/veh)_ 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction. 5. t�stablish the net external vehicle trips. 6. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person -trips for the vehicle and transit modes. • Background Traffic. A growth factor consistent with historical annual growth in the area will he applied to the existing- traffic volumes. • Committed Uevelopments. Will be based on the September 2005 list of relevant projects provided by the city. Only projects that are approved and are either under construction or about to break ground will be included. Committed development trips will also be converted to person -trips based on the methodology described above. • Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will he used for existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will he performed at the three study intersections and the proposed project driveway(s). • Trip Assignment_ Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also he considered when assigning project trips. • Per Section 14.182d of the City of .Miami Code, a Transportation Control Measures Plan will he included in the report. If you have any questions you can contact me at (305) 447-0900. iraf(ic nieih fay.3oc • 1750 PONCE DE LEON BOULEVARD CORAL GABLES. FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 44 -n4AIL: dpa@dplummer,corn 906 di" • 0 0 0 0 C) , VEHICULAR RAMP VERTICAL CRCULATION SHAFTS COMMON CIRCULATON AREA COMMON AREA HoTEL AREA MECH./STORAGE AREA COMMERCIAL OFFICE AREA PARKING AREA RESIDENTIAL AREA COMMERCIAL RETAIL AREA POOL/WATER FEATURE '5'0A 1751_5556L.6.5,11AWIW,01 PROPOE111_00,1LNOF L 5,5,51.PE 415-5 P,15,1550 551TE VLF 5,01.1.ti. ' g • O 0 C.t) tn., 113", NO505411J 51E5154110.5.1511. . - • WATER, Satr-I011-F -1 I NE 1-ETSTP,E.EY • runmE COMME4C-65.:6,1_fli. „ 5,559.11,44 S.W.( ND= ,1_056 E .5.52115.2 C,JR-3 11155,, • 5,155.56 n'ELONFICAME15,5 11.1.51.1E511"1,1,1 e rwo WAY,MICULAR 9 COMMERCIAL RETAIL / PUBLIC PLAZA .,1) GROUND LVL J4 • Appendix B Traffic Counts & Signal Timings Raw Traffic Counts Ni 17TE STREET 6 NE 2ND AVENUE MIAMI, FLORIDA Illi" UNTED BY: CRIS PHALTA NALIZED UTE STOP NE 2N0 AligNuR Frcm North TWFIC SURVEY SPECInISTS, INC, 624 GARDENIA TERRACE DELRAY 8EACR, FLORIDA 33444 f562) 272-3255 FAI (561A 272-4331 ALL 1710 STREET VEHICLES Right Thre UTurn Date 10/2005 16:00 2 133 0 16:15 5 109 1 16:30 8 135 0 16:45 4 112 0 Hr Total 19 489 1 17:00 2 154 I 17:15 5 112 1 17:30 1 101 0 17:45 0 114 0 Hr Total 8 477 2 1ME 13TH STREET From East Site Code 1 00050277 Start Date: 10/2005 File LD, : Page : 1 Left Right Thru nun Le t NE 2ND AVENUE Frorl South !NE 11T0 STREET From West I Right Right Thru UTurn Left I ToAce Right Thru Left Total 10 6 31 5 4 4 7 20 11 13 12 10 46 11 12 11 1 41 0 1 0 0 1 0 2 1 a 3 0 1 1 0 2 4 3 5 4 16 2 4 10 5 21 4 73 4 69 13 108 6 85 27 335 5 77 4 95 2 81 5 68 16 321 0 0 0 0 0 3 i 3 9 5 3 4 3 69 316 1 6 0 52 275 3 8 2 64 361 1 4 4 63 301 5 14 9 243 1253 2 2 0 56 319 2 2 1 67 312 0 4 1 81 299 0 2 8 75 279 4 10 2 279 1209 'TOTAL' 27 966 • 51 37 2 37 I 43 656 3 14 9 24 11 527 2462 NE 17TH STREET c NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: CHRIS PERALTA "HALXZED WITH MP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX 1561) 272-4381 ALL 17TH STREET YEE Site Code : 00050277 Start Date: 10/20/05 File 1.D, : 17 ST 2AV Page : 2 NE 2ND AVENUE From North Fight Thru nun Date 10/20('05 Peak Hour analysis By Peak start 16:30 Volume 19 513 2 Percent 3% 92% 01 Pk total 558 Highest 77:00 'Volume 2 154 1 Hi total 162 PHF .86 • NE 17TH STREET 6 1 26 19 250 250 299 Left NNE 17TH STREET From East 2ND AVENUE oar South Right Thru UTurn Left i Right Thru UTurn (rtl3 17TH STREET iFrom Kest Right Left i ToAce Right Thru Left I Total Entire Intersection for the Period: 16:00 to 18:00 on 10/20/05 16:30 16;30 24 45 1 2 15 28 365 0 41 71% 21 3% 24% 7% 91% 0% 53 399 16:30 16:30 5 12 0 1 5 13 108 0 18 124 .88 .80 0 0 19 19 NE 2ND AVENUE 5131 26 513 558 7 26 1,218 250 365 45 660 ALL 17TH STREET VEH 7 273 Intersection Total 1,293 16 16 945 2: 124 16:30 8 8 7 250 3% 3% 31 92% 273 16:45 1 4 4 63 72 .95 63 399 365 365 28 28 0 0 45 45 1 1 17 17 61 NE 17TH STREET 26 7 28 0 0 NE 17TH STREET N NE 2ND AVENUE MIAMI, FLORIDA COUNTED 31: CHRIS P.BkALTA ,4AbIS2D WITH STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33414 2 ,S 56i) k7',�•3<55 FAX �611 272-4381 PEDESTRIANS & ACE Site Code: 00050277 Start Date: 10,720,/05 File i3O. , I7ST IAV Page : 1 NE 240 AVENUE From North NE 1778E STREET :From East Reds Right Taru Left Peds Right Thru Date 10/20/05 1[6:04 166:15 16:30 16:45 Er Total 17:00 17:15 17:30 17:45 Er Total 2 0 2 0 4 0 0 0 0 0 2 0 2 0 2 0 5 0 11 0 0 0 0 D 0 0 0 0 0 0 0 0 D 0 0 0 0 0 3 4 2 3 12 3 1 8 3 15 0 C 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 NE 2ND AVENUE From South 1N8 11TH STREET I Frot%. West Left Peds Right Thru Left j Peds Right Thru Left j Total 0 0 0 0 0 0 0 0 2 1 1 3 7 0 1 2 0 3 0 C 0 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 5 2 1 3 16 2 3 2 5 17 6 4 0 7 22 3 5 0 6 20 16 14 3 21 77 2 5 0 2 14 5 0 1 3 13 4 5 0 5 26 5 0 1 0 14 16 10 2 10 67 *TOTAL* 15 0 3 0 • • 27 0 0 10 0 0 0 I 32 24 5 31 j 144 NE 16TE STREET 6 NE IST AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL RIVERA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC: 624 GARDENIA TERRACE DELRAY BEACH, FLURIDA 33444 #561) 272-3255 FAX #561) 272-4381 ALL VEHICLES 5 REDS Site Code : 00050277 Start Date: 10/20/05 File 1.D. : 16STJAV Page : 1 NE 1ST AVENUE NE 16TH STREET NE 1ST AVENUE 1NE 16TH STREET From North Fro/ East From South !From West Vehicle Peds Right Thru Left Reds Right Thru Left Peds Right Thru Left Reds Right Thru Left 1 Total Dat10/20/05 _______,....,_ -------------------- ____ ---------------- , -------- ____. ------------- ___________ ------- 16:GO 16:15 16:30 16:45 2r Total 17:00 17:15 17:30 17:45 2r Total 1 0 2 3 3 3 2 0 a 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 12 10 44 13 84 4 9 6 0 23 0 2 11 4 1 8 6 1 7 7 0 3 6 4 29 23 o 0 0 0 0 0 4 3 0 2 9 15 12 20 14 61 I 12 0 14 3 17 3 20 7 63 136 123 161 147 567 137 149 193 635 2 4 2 2 10 2 3 2 7 4 1 3 1 5 0 9 2 0 2 0 0 0 0 0 0 0 0 0 8 4 15 9 36 6 7 4 5 22 4 3 1 9 3 1 3 4 178 161 254 197 790 173 137 231 192 733 *TOTAL* 11 0 0 0 1 6 113 46 0 16 124 1202 17 1 11 58 13 i 1573 NE 16TH STREET & NE 1ST AV MIAMI, FLORIDA OUNTFD BY: ANGEL PIRA IllSIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACH, FLORIDA 33444 i561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PHDS Site Code : 004E027 Start Date: lip/20/25 File I,D. : 155T_IAV Page : 2 NE 1ST AVENUE From North Peds Right 'Ebro Left Date 10/20/05 NE 16T11 STREET From East NE 1ST AVENUE IFrom South Peds Right Thru Left Peds Right Thru Left NE ATE STREET From nest Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for Peak start 16:30 16:39 Volume 0 0 Percent 01 0% 4t - Pk total 0 106 Highest 16:05 16:35 volume 0 0 Hi total 0 53 PRE .0 .50 • 8 NE 16TH STREET 6 25 0 31 8 8 37 9 the Period: 16;00 8:00 on 10/26/05 16:30 81 25 0 60 594 76% 241 01 - 91 941 44 9 660 16:30 20 161 183 .90 NE 1ST AVENUE 0 76 683 8 594 81 683 • ALL VEHICLES E. PEDS 37 45 Intersection Total 811 0 0 660 NE 1ST AVENUE 6 10 2 203 660 • 594 594 10 16:30 45 16:30 18 .62 4 37 8 0% 820 18% 0 15 4 4 81 81 25 25 0 0 97 NE 16TH STREET 3 3 0 37 60 NE 17TH STREET & NE 1ST AVENGE MIA MI, FLORIDA COUNTED DY; SAMANTHA PALOMINO SIGNALIZED PBDS OBSERVED NE 17TH STREET From East Peas Thru Left Date 10/20/05 16:00 0 0 0 16:15 0 0 16:30 0 0 16:45 0 0 0 Er Total 0 0 0 17:00 17:15 17:30 17:45 Er Total 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 TWFIC SURVEY SPECIALISTS, INC. 14 GARDENIA TERRACE CR, FLORIDA 33444 272-3255 FA1 561 272-4381 ALL VEHICLES PEDS NE 1ST AVENGE 'NE 17TH STREET From South From West Peds Right Left Peds Right Thru Vehicle Other Total Total Site Code : 00050277 St rt Date: 10 26 05 File I.D. : 17ST_IAV Page : 1 8 0 0 0 0 0 0 0 73 55 61 67 256 63 70 80 71 284 75 83 142 97 397 91 87 114 85 377 0 0 0 0 0 0 0 0 0 0 0 0 a 0 a 0 0 0 0 0 9 0 0 0 0 0 0 0 0 148 0 138 0 203 0 164 0 653 0 154 157 194 156 661 0 0 0 0 0 *TOTAL* 0 0 • • 0 j 0 540 774 1 0 0 0 1314 NE 17TE STREET & NE 1ST AVENUE MIAMI, FLORIDA 1111OUNTED BY: SAMANTHA PALOMINO //' SIGNALIZED NR 17TH STEM From East TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 561272-3255 FAX 1561) 272-4361 ALL VEHICLES & PEDS E 1ST AVENUE Ni 17TB STREET From South From West Vehicle Other Peds Thru Left Peds Right Left Peds Right Thru ! Total Total Date10/20/05 ----------------------------------------------------------------------------------------------------------------------- Peak Hour Analysis By Entire intersection for the Period: 16:00 to 18;00 on 10/20/05 Peak start 16:30 16:30 16:30 Volume 0 0 261 417 - 0 Site Code 00050277 Start Date: 10/20/45 File I.D. : 17ST_IAV Page : 2 Percent 01 Pk total 0 Highest 16:03 Volume 0 Hi total 0 PBF .0 • 0 38 621 n n 678 0 16:30 16:00 0 - 61 142 243 0 .a3 0 0 NE 17TH STREET 417 0 417 0 0 0 0 0 0 0 • 0 [------ ° ALL VEHICLES & PEDS 417 261 Intersection Total 678 0 0 0 0 678 417 417 NE 1ST AVENUE 678 0 0 0 0 0 0 261 NE 17TH STREET 0 261 261 261 0 0 NE 16TH STREET & MIAMI HAM MIAMI, FLORIDA COUNTED B7: LUIS PALOMINO III" SIGNALIZED MIAMI PLACE From North TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 561) 272-3255 FAX I561) 272-4381 ALL VEHICLES E, PEDS 11E 16TE STREET MIAMI PLACE, 1NE 16TH STREET From East Peds Right Thru Left Peds Right Date 10/20/05 ------- 16:00 16:15 16:30 16:45 Nr Total 17:00 17;15 17:30 17:45 Er Total 2 3 1 0 0 0 0 0 0 0 1 0 0 1 2 1 1 4 2 0 0 0 0 6 0 0 0 1 0 0 0 0 1 1 0 0 0 0 7 0 0 0 2 0 1 0 1 2 0 0 FroSouth From Wet Site Code : 00050277 Start Date: 10/20/05 File I,D, 16STMIAM Page : 1 Thru Left Peds Right Thru Left Peds Right Tbru Left 4 3 10 2 19 0 6 7 5 18 0 0 0 3 3 1 2 0 3 1 2 0 0 0 0 0 0 ---------------------------------------- 1 0 1 0 2 4 2 1 8 0 2 0 0 2 1 2 0 1 4 0 0 1 1 2 0 0 0 0 Vehicle Total 0 6 0 12 0 0 1 1 11 0 1 16 0 30 4 0 4 0 12 0 2 27 1 65 0 0 0 0 5 0 0 3 0 14 0 1 3 0 14 0 0 1 0 8 0 1 7 0 41 ,TOTAL, 13 0 1 • • 4 4 2 37 6 3 10 6 2 0 3 34 1 106 NE 16TH STREET & MIAMI PLACE4 MIAMI, FLORIDA COUNTED HY: 6GIS PALOMINO SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 PAX ;561) 272-4381 Site Code 00050277 Start Date: 10I26105 File I,D, 16STM1AM Page : 2 ALL VEHICLES 5 PEDS . MIAMI PLACE IN8 16TE STREET (MIAMI PLACE NE 16TH STREETT... _______._ From North 'Prom East 'From South From West Peds Right Thru Left Date 10/20/05 Peds Right Thru Left ; Peds Right Thru Left Vehicle Pede Right Thru Left Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 10j20j05 Peak start 16:00 1 16:00 16:00 'Volume 0 1 Percent Pk total 5 Highest 16;15 Volume - 0 1 Hi total 3 PHF .42 • 0% 20% 80% 6 6 2 19 3 81 791 121 24 16:30 0 10 10 .60 NE 16TH STREET 2 19 0 21 1 1 27 27 30 2 2 MIAMI PLACE 5 5 16:15 2 .75 51 10 2 2 31 331 33 0 2 0 1 2 2 5 ALL VEHICLES & PEDS Intersection Total 65 12 MIAMI PLACE 57 6 24 16:00 2 7% 30 16:30 17 .44 2 27 1 1 951 3% 16 2 2 2 19 19 3 3 33 NE 16TH STREET 4 27 2 NE 17TH STREET &MIAMI PLACE MIAMI, FLORIDA COUNTED BY: CRiSTIMA PALOMINO is SIGNALIZED ALL VEHICLES & PEDS TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY READE, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 MIAMI PLACE NE 17TE STREET M1M1 PLACE 'NE 17TE STREET From North From East ,rom South From Nest Peds Right Thru Left Peds Right Thru Left Date I1/20/05 16:03 0 1 0 D 16;15 1 1 1 0 16:30 1 1 0 0 16:45 1 2 0 0 Hr Total 3 5 1 0 17:00 2 1 1 0 17:15 0 0 0 0 17:30 1 0 0 0 .17;45 2 0 1 0 Er Total 5 1 2 0 0 2 73 0 0 79 0 1 141 0 3 4 89 0 3 7 382 2 0 0 89 0 0 0 85 0 0 1 114 0 0 1 85 0 0 2 373 0 *TOTAL* 8 6 • • 0 Peds Right Thru Left Site Code : 00050277 Start Date: 10/29/05 File I.D, IISTMIAM Page : 1 Vehicle Peds Right Thru Left 1 Total 1 0 0 0 2 0 0 2 1 0 0 0 1 0 0 0 5 0 0 2 3 0 0 1 0 0 0 2 3 0 0 0 4 0 0 1 10 0 0 4 0 a 0 0 77 3 0 9 0 84 4 0 0 0 143 1 0 0 0 15 8 0 0 0 399 2 0 0 0 92 1 0 0 0 87 0 0 0 0 115 0 0 0 0 ia 3 0 0 0 382 3 9 755 2 15 0 0 6 I II 0 0 0 781 NE 17TH STREET & CAM/ PLACE MIAMI, FLORIDA 1 411 OUNTED BY: CRISTINA PALOMINO SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (563) 272-4331 ALL VEHICLES & REDS Site Code : 00050277 Start Date: 10/20/05 File 0.0, 17STMIAM Page : 2 MIAMI PLACE NE 17TH STREET From North From East Peds Right Thru Left Peds Right Date 10/20/05 Peak Hour Analysis By Entire Intersection for the Peak start 16:15 16:15 Volume 5 2 0 Percent 711 291 01 Pk total 7 404 Highest 16:15 16:30 Volume Hi total 2 1 142 PHF .88 .71 • 5 5 NE 17TH STREET 3 398 406 5 0 0 0 0 0 5 at Thru Left MIAMI PLACE From South iNE 17TE STREET From West Vehicle Peds Right Thru Left 1 Peds Right Thru Left Total Period: 16:00 to 398 99% 01 1 141 0 18:06 on 10/20/05 16:15 0 0 6% 01 3 16:15 0 0 2 .38 MIAMI PLACE 7 406 0 0 5 - ALL VEHICLES & PEDS Intersection Total 414 MIAMI PLACE 6 3 100% 404 3 40 16:15 0 0 0 01 01 0% 0 16:00 .0 5 3 398 398 1 1 0 NE 17TH STREET 0 0 • j-E, 17 ST726$ • • 1:6=1 V e 17 S'TR+Ge T c 9, zoos" r ALA-Le-L.( ST t • • • <4-7 IV lc SV-- 44 le Mm;f` Odit-* /9 .°* S PeAsvn 47,,Zaro y or e°. rila'7 '^ 5&,,itdic.e.449 • groP r T g F f Qet" /7 .2.0 a.r DrAvit £ 'Jro c% vza%4e S64:5444%-llized • • • • tS NE145 Prof - Am,' 04* /9' .ZOd ,; P(A+d11 (9„o J?ftAtica • • • f.i 0c757. oC5 nor- St n.e./ to F Traffic Survey Specialists, Inc. 624 Gardenia Terrace 0 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ****************************************************************************** Data File : D1019001.PRN Station : 000000101803 Identification : 009701450012 interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard North of NE 24 Street ******************************************************************************* Oct 19 Southbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 55 38 17 15 21 28 100 210 344 358 241 251 30 45 22 23 14 19 39 125 257 335 329 276 243 45 53 31 23 18 19 65 175 357 338 325 253 205 00 42 21 20 19 18 87 206 378 358 319 220 255 Hr Total 195 112 83 66 77 219 606 1202 1375 1331 990 954 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 238 214 217 222 215 287 250 154 146 123 118 83 30 266 264 225 253 244 268 232 187 157 140 102 83 45 289 241 230 220 235 246 218 173 145 116 110 80 00 321 259 253 230 258 251 210 192 128 137 102 66 Ei Total 1114 978 925 925 952 1052 910 706 576 516 432 312 Hour Total : 16608 AM peak hour begins : 07:30 AM peak volume : 1414 Peak hour factor : 0.94 PM peak hour begins : 12:00 PM peak volume : 1114 Peak hour factor : 0.87 ******************************************************************************* Oct 19 Northbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 94 35 37 18 12 29 59 107 174 209 200 198 30 63 38 26 22 33 14 62 111 151 156 185 216 45 74 41 20 11 17 34 82 119 170 170 176 198 00 51 23 30 18 21 29 97 123 173 176 185 279 -------- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 282 137 113 69 83 106 300 460 668 711 746 891 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- 15 267 276 257 262 254 313 274 218 210 146 162 133 30 261 237 214 275 278 313 239 250 189 145 139 116 45 271 255 233 287 320 281 271 245 165 168 117 84 00 223 212 239 258 309 292 246 226 176 169 128 97 ---- ---- ---- ---- ---- ---- ---- Hr Total 1022 980 943 1082 1161 1199 1030 939 740 628 546 430 24 Hour Total : 15266 AM peak hour begins : 11:30 AM peak volume : 1005 Peak hour factor : 0.90 PM peak hour begins : 16:30 PM peak volume : 1255 Peak hour factor : 0.98 ******************************************************************************* • Traffic Survey Specialists, Inc, 624 Gardenia Terrace 411! Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D1019001.PRN Station : 000000101803 Identification : 009701450012 Interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard North of NE 24 Street ******************************************************************************* Oct 19 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 149 73 54 33 33 57 159 317 518 567 441 449 30 108 60 49 36 52 53 187 368 486 485 461 459 45 127 72 43 29 36 99 257 476 508 495 429 403 00 93 44 50 37 39 116 303 501 531 495 405 534 Hr Total 477 249 196 135 160 325 906 1662 2043 2042 1736 1845 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 505 490 474 484 469 600 524 372 356 269 280 216 30 527 501 439 528 522 581 471 437 346 285 241 199 45 560 496 463 507 555 527 489 418 310 284 227 164 00 544 471 492 488 567 543 456 418 304 306 230 163 ---- ---- ---- ---- ---- ---- Total 2136 1958 1868 2007 2113 2251 1940 1645 1316 1144 978 742 li Hour Total : 31874 AM peak hour begins : 08:15 AM peak volume : 2092 Peak hour factor : 0.92 PM peak hour begins : 16:30 PM peak volume : 2303 Peak hour factor : 0.96 ******************************************************************************* • Traffic Survey Specialists, Inc: 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Renort with 24 Hour Totals Page 1 ******************************************************************************* Data File ; D1019004.PRN Station : 000000101801 Identification : 009952870327 Interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard North of NE 16 Street ******************************************************************************* Oct 19 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 -------- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 68 26 18 15 17 18 51 114 143 150 158 183 30 64 30 22 19 17 11 55 133 148 154 168 190 45 57 29 15 7 12 27 73 114 133 163 151 185 00 36 13 15 19 13 31 108 139 173 166 170 228 Hr Total 225 98 70 60 59 87 287 500 597 633 647 786 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 235 206 203 207 246 231 243 203 174 99 116 106 30 237 207 189 236 236 250 226 200 167 128 121 72 45 222 200 174 209 254 262 240 201 132 125 82 70 00 216 199 216 218 241 236 185 167 119 139 113 77 Total 910 812 782 870 977 979 894 771 592 491 432 325 46 Hour Total : 12884 AM peak hour begins : 11:30 AM peak volume : 885 Peak hour factor : 0.93 PM peak hour begins : 17:15 PM peak volume : 991 Peak hour factor : 0.95 ******************************************************************************* Oct 19 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 43 29 21 13 10 23 65 158 276 249 184 204 30 38 14 21 12 18 25 94 183 264 236 186 196 45 37 18 19 19 12 42 122 237 265 266 193 180 00 29 14 14 10 14 57 157 306 274 225 165 195 Hr Total 147 75 75 54 54 147 438 884 1079 976 728 775 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 182 193 160 142 160 212 187 128 105 91 78 61 30 221 206 172 175 169 182 154 109 112 103 79 54 45 226 202 200 169 181 161 133 120 89 98 78 60 00 239 190 184 193 179 175 148 132 69 109 68 55 Hr Total 868 791 716 679 689 730 622 489 375 401 303 230 24 Hour Total : 12325 AM peak hour begins : 07:45 AM peak volume : 1111 Peak hour factor : 0.91 PM peak hour begins : 12:15 PM peak volume : 879 Peak hour factor : 0.92 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace • Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D1019004.PRN Station : 000000101801 Identification : 009952870327 Interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location ; Biscayne Boulevard North of NE 16 Street ******************************************************************************* Oct 19 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 111 55 39 28 27 41 116 272 419 399 342 387 30 102 44 43 31 35 36 149 316 412 390 354 386 45 94 47 34 26 24 69 195 351 398 429 344 365 00 65 27 29 29 27 88 265 445 447 391 335 423 ---- hr Total 372 173 145 114 113 234 725 1384 1676 1609 1375 1561 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 417 399 363 349 406 443 430 331 279 190 194 167 30 458 413 361 411 405 432 380 309 279 231 200 126 45 448 402 374 378 435 423 373 321 221 223 160 130 00 455 389 400 411 420 411 333 299 188 248 181 132 Total 1778 1603 1498 1549 1666 1709 1516 1260 967 892 735 555 Tour Total : 25209 AM peak hour begins : 08:00 AM peak volume : 1676 Peak hour factor 0.94 PM peak hour begins : 12:00 PM peak volume : 1778 Peak hour factor : 0.97 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace • Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ****************************************************************************** Data File : D1019015.PRN Station : 000000101802 Identification : 000411692131 Interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 15 Street East of NE 1 Avenue ******************************************************************************* Oct 19 Eastbound Volume for Lane 1 ----- End Time 00 01 02 03 04 05 06 07 08 09 10 11 -------- ____ ---- ---- ---- ____ ____ 15 0 2 1 0 3 0 16 11 32 37 41 48 30 7 2 0 2 3 4 6 18 30 34 41 57 45 5 0 4 0 2 5 10 32 27 47 41 43 00 6 1 2 0 3 17 13 38 33 43 36 52 Hr Total 18 5 7 2 11 26 45 99 122 161 159 200 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- 15 50 64 48 48 53 43 48 30 14 10 12 3 30 38 41 47 52 38 39 30 24 11 12 4 1 45 38 56 34 44 78 46 36 15 20 10 7 3 00 60 50 49 36 50 28 24 16 8 6 13 3 Hr Total 186 211 178 180 219 156 138 85 53 38 36 10 411kour Total : 2345 AM peak hour begins : 11:15 AM peak volume : 202 Peak hour factor : 0.89 PM peak hour begins : 12:45 PM peak volume : 221 Peak hour factor : 0.86 ******************************************************************************* Oct 19 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 5 2 2 0 0 6 8 12 27 24 28 23 30 1 2 2 1 3 2 6 17 16 29 21 19 45 9 2 1 3 1 5 8 10 26 23 23 21 00 1 2 1 1 1 9 6 25 22 31 17 16 Hr Total 16 8 6 5 5 22 28 64 91 107 89 79 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 30 30 20 24 31 21 12 9 11 6 9 4 30 20 20 29 24 31 21 19 12 7 10 9 4 45 41 28 25 29 40 20 10 9 10 10 6 2 00 36 22 26 24 23 20 10 12 12 8 4 3 ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 127 100 100 101 125 82 51 42 40 34 28 13 24 Hour Total : 1363 AM peak hour begins : 09:15 AM peak volume : 111 Peak hour factor : 0.90 PM peak hour begins : 12:00 PM peak volume 127 Peak hour factor : 0.77 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 0 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D1019015.PRN Station : 000000101802 Identification : 000411692131 Interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 15 Street East of NE 1 Avenue ******************************************************************************* Oct 19 Total Volume for All Lanes End Time 00 0/ 02 03 04 05 06 07 08 09 10 11 15 5 4 3 0 3 6 24 23 59 61 69 71 30 8 4 2 3 6 6 12 35 46 63 62 76 45 14 2 5 3 3 10 18 42 53 70 64 64 00 7 3 3 1 4 26 19 63 55 74 53 68 Hr Total 34 13 13 7 16 48 73 163 213 268 248 279 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 80 94 68 72 84 64 60 39 25 16 21 7 30 58 61 76 76 69 60 49 36 18 22 13 5 45 79 84 59 73 118 66 46 24 30 20 13 5 00 96 72 75 60 73 48 34 28 20 14 17 6 Total 313 311 278 281 344 238 189 127 93 72 64 23 Hour Total : 3708 AM peak hour begins : 11:15 AM peak volume : 288 Peak hour factor : 0.90 PM peak hour begins : 16:00 PM peak volume : 344 Peak hour factor : 0.73 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace 0 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 **************,,*************************************************************** Data File : D1019002.PRN Station : 000000101717 Identification : 000110252098 Interval : 15 minutes Start date : Oct 19, 05 Start time : 0000 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 15 Street West of North Bayshore Dr ******************************************************************************* Oct 19 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 17 16 6 12 5 6 31 72 142 106 71 120 30 22 12 9 9 5 14 34 90 114 122 98 65 45 21 6 6 6 6 10 51 114 93 88 68 45 00 19 7 6 4 9 19 64 148 112 83 45 84 ---- ---- ---- ---- --- ---- ---- ---- Hr Total 79 41 27 31 25 49 180 424 461 399 282 314 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ________ ____ ---- ---- ---- ---- ---- ---- 15 96 77 87 104 119 108 124 102 89 54 46 46 30 114 47 77 100 104 110 128 89 84 53 48 45 45 127 22 118 114 86 145 132 91 62 46 37 41 00 130 79 103 114 114 153 128 88 54 57 43 37 Total 467 225 385 432 423 516 512 370 289 210 174 169 ill Hour Total : 6484 AM peak hour begins : 07:30 AM peak volume : 518 Peak hour factor : 0.88 PM peak hour begins : 17:30 PM peak volume : 550 Peak hour factor : 0.90 ******************************************************************************* Oct 19 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 30 16 7 4 3 6 21 57 92 80 65 99 30 23 11 8 5 3 3 23 60 94 59 71 75 45 20 9 3 4 2 11 35 75 113 89 96 103 00 20 7 4 11 5 18 40 67 91 72 118 121 Hr Total 93 43 22 24 13 38 119 259 390 300 350 398 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 90 85 86 100 94 122 88 55 40 50 68 34 30 71 97 76 92 91 96 70 54 47 48 47 37 45 106 145 75 93 105 79 95 71 51 52 38 32 00 96 90 96 91 74 60 60 50 60 58 27 25 ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 363 417 333 376 364 357 313 230 198 208 180 128 24 Hour Total : 5516 AM peak hour begins : 11:00 AM peak volume : 398 Peak hour factor : 0.82 PM peak hour begins 12:45 PM peak volume : 423 Peak hour factor : 0.73 ******************************************************************************* • ilHour Total : 12000 AM peak hour begins : 07:45 AM peak volume : 863 Peak hour factor : 0.92 PM peak hour begins : 17:00 PM peak volume : 873 Peak hour factor : 0.95 Traffic Survey Specialists, Inc, 624 Gardenia Terrace 41/ Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File ; D1019002.PRN Station : 000000101717 Identification : 000110252098 interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time ; 24:00 City/Town : Miami, Florida County : Dade Location : NE 15 Street West of North Bayshore Dr ******************************************************************************* Oct 19 End Time -------- 15 30 45 00 Total Volume for All Lanes 00 01 02 03 47 32 13 16 45 23 17 14 41 15 9 10 39 14 10 15 --- Hr Total 172 84 49 55 04 05 06 07 08 09 10 11 8 12 52 129 234 8 17 57 150 208 8 21 86 189 206 14 37 104 215 203 38 87 299 683 851 186 181 177 155 699 136 169 164 163 632 219 140 148 205 712 End Time 12 13 14 15 16 17 18 19 20 ---- ---- ---- ---- ---- ---- 15 186 162 173 204 213 230 212 157 129 30 185 144 153 192 195 206 198 143 131 45 233 167 193 207 191 224 227 162 113 00 226 169 199 205 188 213 188 138 114 Total 830 642 718 808 787 873 825 600 21 22 104 114 101 95 98 75 115 70 23 80 82 73 62 487 418 354 297 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace • Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ****************************************************************************** Data File : D1019009.PRN Station : 000000101711 Identification ; 000058410084 Interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : US 1 South of NE 13 Street ******************************************************************************* Oct 19 Southbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ____ 15 78 50 27 21 11 25 61 199 347 388 301 316 30 62 36 28 19 15 34 105 239 373 345 280 248 45 47 32 21 23 10 43 130 321 424 326 276 277 00 44 33 22 24 21 74 190 356 417 333 236 296 Hr Total 231 151 98 87 57 176 486 1115 1561 1392 1093 1137 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 246 318 273 250 262 323 256 203 175 145 153 102 30 294 296 260 281 270 345 238 161 189 147 130 99 45 281 265 259 291 308 261 237 209 148 146 119 91 00 318 285 248 298 293 235 249 195 155 142 99 73 ---- ---- ---- ---- ---- ---- Total 1139 1164 1040 1120 1133 1164 980 768 667 580 501 365 Hour Total : 18205 AM peak hour begins : 08:15 AM peak volume : 1602 Peak hour factor : 0.94 PM peak hour begins : 16:30 PM peak volume : 1269 Peak hour factor : 0.92 ******************************************************************************* Oct 19 Northbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 30 45 00 -------- Hr Total 76 33 15 19 16 22 71 140 196 190 186 199 70 32 25 23 26 24 86 192 166 194 231 198 58 23 10 14 18 56 123 172 177 178 184 201 29 22 15 17 25 66 154 203 231 174 215 241 -- ---- -- ---- ---- ---- ---- ---- ---- ---- ---- ---- 233 110 65 73 85 168 434 707 770 736 816 839 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 224 206 213 220 238 226 254 215 203 113 117 110 30 207 204 208 249 228 254 240 219 192 140 117 93 45 242 207 169 215 234 280 251 202 163 133 97 89 00 214 191 242 216 257 275 204 196 128 155 135 85 Hr Total 887 808 832 900 957 1035 949 832 686 541 466 377 24 Hour Total 14306 AM peak hour begins : 11:30 AM peak volume : 873 Peak hour factor : 0.90 PM peak hour begins : 17:15 PM peak volume : 1063 Peak hour factor : 0.95 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 4110 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D1019009.PRN Station : 000000101711 Identification : 000058410084 Interval : 15 minutes Start date : Oct 19, 05 Start time : 00:00 Stop date : Oct 19, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : US 1 South of NE 13 Street ******************************************************************************* Oct 19 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 154 83 42 40 27 47 132 339 543 578 487 515 30 132 68 53 42 41 58 191 431 539 539 511 446 45 105 55 31 37 28 99 253 493 601 504 460 478 00 73 55 37 41 46 140 344 559 648 507 451 537 Hr Total 464 261 163 160 142 344 920 1822 2331 2128 1909 1976 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 470 524 486 470 500 549 510 418 378 258 270 212 30 501 500 468 530 498 599 478 380 381 287 247 192 45 523 472 428 506 542 541 488 411 311 279 216 180 00 532 476 490 514 550 510 453 391 283 297 234 158 Total 2026 1972 1872 2020 2090 2199 1929 1600 1353 1121 967 742 Eill Hour Total : 32511 AM peak hour begins : 08:15 AM peak volume : 2366 Peak hour factor : 0.91 PM peak hour begins : 16:30 PM peak volume : 2240 Peak hour factor : 0.93 ******************************************************************************* • • Adjusted Traffic Counts • • • • • DAV D PLUMMeR 8 ASSOCATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Max Tower NE 16 Street and NE 1 Avenue Traffic Survey Specialists, Inc. NE 1 Avenue Project Number: 05205 Count Date: 10/20/2005 Day of Week: Thursday NE 16 Street T T INTERVAL : • r A : 1111 WESTI OUND RANI 1 TOTAL L T R TOTAL num N s L T R TOTAL L L T R TOTAL 04:00 PM 04: 1 5 PM 2 136 ® 153 0 0 0 0 1 8 0 9 0 4 12 16 178 04:15PM 04:30PM 4 123 139 0 0 0 0 4 4 0 8 0 4 10 14 161 04:30 PM 04:45 PM 161 20 183 0 0 0 0 3 15 0 18 0 9 44 53 254 04:45 PM 05:00 PM 2 147 14 163 0 0 0 0 9 0 10 0 6 18 197 0.5:a} PM 05:15 Piv1 0 137 12 149 0 0 0 0 6 0 9 0 4 11 173 05:15 PM 05:30 PM 2 149 14 165 0 0 0 0 0 8 0 6 8 187 05:30 PM 05:45 PM 3 193 17 213 0 0 0 0 0 4 0 4 0 7 7 14 2, I 05:453M 06:00PM 2 156 20 178 0 0 0 0 0 5 0 5 0 6 3 9 1E 2 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NE 1 Avenue 6 Street TIME INTERVAL NORTHBOUND SORTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL [ L T R TOTAL TOTAL L T R TOTAL 04 00 PM 06:00 PM 9 619 64 692 0 0 0 0 7 30 0 37 0 24 58 B2 810 PEAK HOUR FACTOR 0.79 N/AIIIIIIIIIIIIIIIII0.49 0,38 0.80 NoEe: 2002 FOOT Seasonal Weekly Volume Factor = 1.03 NE 16 iT & NE 1 Avr'sxls • • • DAVID 'PLUMMER & ASSOCIATES. INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Max Tower NE 16 Street and North Miami Place Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 05205 10/20/2005 Thursday North Miami Place NE 16 Str t INTERVAL .i7:tFellti llilli r 1 a r I it A :.IND WE TBSUND GRAND TOTA04:00 r0 ` TOTAL "4' PM 04'15 PM 0 1 � 0 0 0 6 OL 05 PM 0430 PM ow 2 0 2 2 1 0 3 ®� 0 2 0 3 1 4 11 04,30 PM 04,45 PM 4 — 2 1 0 0 1 0 16 1 17 0 10 0 10 30 0445PM 0:500PMNNE 0 0 1 1 0 0 1 ® 4 0 4 1 6 12 MOO PM 05 15 PM 0 1 4 5 0 0 0 0 0 0 0 0 0 fl 5 05,15 PM 06:10 PM 0 2 2 4 0 0 0 0 0 �� 0 3 6 0 7 14 U5:30 PM 05:45 PM 0 0 1 1 0 0 0 0 0 ®© 4 2 7 0 9 14 05:45 PM 06:00 PM 0 1 1 2 0 0 0 0 0 INN 0 1 0 5 0 5 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS North Miami Place NE 6 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 1 3 5 9 2 1 0 3 © 18 2 20 3 10 1 1 23 55 PEAK HOUR FACTOR 0.45 0.21 - 0.28 0.56 0,54 Note: 2002 FOOT Seasonal Weekly Volume Factor = 1.03 NE 16 ST & N Miami PI,xis • • • (AVID PT.UMMEFd K ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Max Tower NE 17 Street and NE 1 Avenue Traffic Survey Specialists, Inc. Project Number: 05205 Count Date: 10/20/20ns Day of Week: Thursday NE 1 Avenue NE 17 Street INTERVAL • - : r i • SOUTHBOUND EASTBOUND G'FIAND TOTAL __ R TOTAL. L T R TOTAL L T R TOTAL ] L T R TOTAL 04:00 PM 04:15 PM 75 0 ® 148 0 0 0 0 0 0 0 0 0 0 0 0 148 04 15 PM 04 30 PM 83 0 ® 138 0 0 0 0 0 0 0 0 0 0 0 0 138 04 30 PM 04:45 PM 142 0 61 203 0 0 0 0 0 0 0 0 0 0 0 0 203 04,45 PM 05,00 PM 97 0 67 164 0 0 0 0 0 0 0 0 0 0 0 0 164 as co PM 05 15 PM 91 0 63 154 0 0 0 0 0 0 0 0 0 0 0 0 154 87 0 70 157 0 0 0 0 0 0 0 0 0 0 0 0 157 114 0 80 194 0 0 0 0 0 0 0 0 0 0 0 0 194 05:45 PM 06:00 PM 85 0 ® 156 0 0 0 0 0 0 0 0 0 0 0 0 156 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NE 1 Avenue NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL [ T R J TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06 Oc PM 399 0 278 677 0 0 0 0 0 0 0 0 0 0 0 0 677 PEAK HOUR FACTOR 0.81 N/A N/A WA 0.83 Note: 2002 800T Seasonal Weekly Volume Factor = 1.03 NE 17 ST & NE t Ave.xls • • • DAVI❑ PLUMMSR & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Max Tower NE 17 Street and North Miami Place Traffic Survey Specialists, Inc. Project Number: 05205 Count Date: 10/20/2005 Day of Week: Thursday North Miami Place NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND RAN TOTAL L T R TOTAL MIN R TOTAL T 0 •TAL L r T R I TOTAL 04:00 PM 04:15 PM 0 0 0 0 0 0 © 1 0 0 0 0 1 73 2 76 77 04:15 PM 04:30 PM 2 0 0 ® 0 1 2 0 0 0 0 1 79 0 80 84 04:30 PM 04:45 PM 0 0 0 0 0 0 ® 0 0 0 0 0 141 1 142 143 04:45 PM 05 00 PM 0 0 0 0 0 2 0 0 89 4 93 95 05:00 PM 05: i 5 PM 1 0 0 0 4 2 0 0 0 Ci 0 89 0 8.9 92 05:15 PM 05:30 PM 2 0 0 0 0 0 0 85 0 85 87 05:30 PM 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 114 1 115 115 05:45 PM 06:00 PM 1 0 0 © 0 1 0 1 0 0 0 0 0 85 1 86 88 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS North Miami Place NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL " =� TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 3 0 0 3 0 2 3 5 0 0 0 0 1 389 5 394 402 PEAK r+aLRR FACTOR 0.38 0.56 N/A 0.67 0.73 Note: 2002 FOOT Seasonal Weekly Volume Factor 1.03 NE17ST&NM: mi2[xls • • • DAViD PLUME H & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Max Tower NE 17 Street and NE 2 Avenue Traffic Survey Specialists, Inc. Project Number: 05205 Count Date: 10/20/2005 Day of Week: Thursday NE 2 Avenue NE175 reet TIME INTERVAL NEPiTHBOUN SOUTH UNt] N : 0 • G" : 0 TOTAL L T R TOTAL L T Fi TOTAL. L T R TOTAL L T f •' 04:00 PM 04,15 PM 3 73 4 80 10 133 2 145 69 3 4 76 4 0 1 1 15 316 04:15 PM 04 30 PM 3 69 4 76 7 109 5 121 52 0 7 59 i� 1 13 19 275 04:30 PM 04:45 PM 3 108 13 124 7 135 8 150 64 2 3 69 6 0 12 18 361 04:45 PM 05:00 PM 0 91 8 112 4 124 63 4 5 72 4 0 10 14 301 05:00 PM 05:15 PM 77 5 83 6 154 2 162 56 0 4 60 2 1 1 1 14 3'19 05:15 PM 05 30 PM 2 95 4 101 5 112 5 122 67 1 4 72 5 0 12 17 312 05:30 Pm 054 PM 2 81 ® 85 4 101 1 106 81 1 4 86 11 0 1 1 22 299 05:45 PM 06,00 PM 0 68 73 7 110 0 117 75 0 2 77 5 0 7 279 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NE 2 Avenue NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND GRAND TOTAL L T R TOTAL L T R TOTAL • � 04.00 PM 06 00 PM 338 367 28 497 14 539 271 6 17 294 22 1 45 67 1,268 PEAK HOUR FACTOR �■■., 0,72 0.81 0.83 0.74 € 0,90 Note: 2002 FDOT Seasonal Weekly Volume Factor w 1.03 NE17S1&NE2Avloxls • 0AV4i k.).rA1M -. r._{]IF E Project Name: Location: Observer: 24-HOUR COUNTS Max Tower Biscayne Boulevard North of NE 16 Street Traffic Survey Special -gists, Inc - BEGIN TIME NORTHBOUND 1st 1/4 2nd 114 3rd 114 4€h 1/4 J TOTAL 1200AM 68 64 57 36 225 01;o0 AM 2a 30 29 13 98 02.r1c1 AM 18 22 15 15 70 33:00 AM 15 19 7 1 19 60 04:00 AM 17 17 12 13 59 05:00 AM 13 11 27 31 87 01:00 AM 51 55 73 108 287 07:00AM 114 133 114 139 500 08:00 Am 143 148 133 173 597 150 154 163 166 633 lap° AM 158 168 151 170 647 183 190 185 228 786 12,00 PM 235 237 222 216 910 OiTao PM 206 207 200 199 812 02,00 PM 203 189 174 216 782 03.00 PM 207 236 209 218 870 C4,c0 PM 246 236 254 241 977 231 250 262 236 979 os,00 Pm 243 226 240 185 894 203 200 201 167 771 174 167 132 119 592 0.a.00 PM 99 128 125 139 491 10.00 Pm 116 121 82 113 432 11,00. Pm 106 72 70 77 325 1124-HOUR TOTAL 112.884 AM Peak Hoar. PM Peak Hoar_ NORTHBOUND Project No.: Count Date! BEGIN TIME j SOUTHBOUND 1sI 114 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 43 38 37 29 147 D1:00AM 29 14 18 14 75 02:00 AM 21 21 19 14 75 03.00 AM 13 12 19 10 54 04e0 AM 10 18 12 14 54 0500Ann 23 25 42 57 147 0600 AM 65 94 122 157 438 07:00 AM 158 183 237 306 884 08:00 AM 276 264 265 274 1,079 09:00 AM 249 236 266 225 - 976 10:00 AM 184 186 193 165 728 11.00 AM 204 196 180 195 - 775 12:00 PM 182 221 226 239 ,, 868 01.00 PM 193 206 202 190 791 02:30 PM 160 172 200 184 716 0300PM 142 175 169 193 679 04.00 PM 160 169 181 179 689 05.00PM 212 182 161 175 730 0e.00 PM 187 154 133 148 622 07.00PM 128 109 120 132 489 38_00 PM 105 112 89 69 375 39[09PM 91 103 98 109 401 10 00- PM 78 79 78 68 - 303 11.00 PM 61 54 60 55 230 24-HOUR TOTAL 12,325 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Vokrme: 922 Time: 05:15 PM Volurne: 991 AM Peak Hour PM Peak Hour: 05205 10/19/05 TWO-WAY TOTAL 372 173 145 114 113 234 725 1.384 1.676 1,609 1.375 1,561 1.778 1.603 1.498 1.549 1.666 1.709 1.516 1,260 967 892 735 555 25,209 AM Peak Pfaur. Time: 07:45 AM Volume: 1.111 PM Peak -10u Time. 12:15 PM Volume: 879 NORTHBOUND AND SOUTHBOUND Tme: K- actor: D-factor: Time: K-factor D-faefor 11:45 AM 6.9% 52.8'5 NB 12.00 PM 7.1% 51-2 N8 Volume. 1,746 PHF: 0.95 Volume: 1.778 PHF: 0.97 Biscayne Blvd iV of NE 16 51.x:s • ANF Project Name: Location: Observer: 24-HOUR COUNTS Max Tower US 1 South of NE 13 Street Traffic Survey Specialists, Inc. i BEGIN TIME f__ NORTHBOUND 1s1 1;4 2nd 1/4 3rd 114 4th 114 TOTAL I 12:00 AM 76 70 58 29 1 233 01:00 AM 33 32 23 22 1 10 o 2:00 Am 15 25 10 15 65 03:00 AM 19 23 14 17 73 04:00 AM 16 26 18 25 85 05:00 AM 22 24 56 66 168 06,00 Am 71 86 123 154 434 07:0c AM 140 192 172 203 707 08.00 AM 196 166 177 231 770 09 00 AM 190 194 178 174 736 1000 AM 186 231 184 215 816 1 1A0 Ant 199 198 201 241 839 12:0e PM 224 207 242 214 887 01:00 PM 206 204 207 191 808 02:00 PM 213 208 169 242 832 03:00PM 220 249 215 216 900 04:00 PM 238 228 234 257 957 05:00 PM 226 254 280 275 1.035 066:00 PM 254 240 251 204 949 47:00 PM 215 219 202 196 832 08:00 PM 203 192 163 128 686 09:00951 113 140 133 155 - 541 10,00 PM 117 117 97 135 466 11:00 PM 110 93 89 85 L 377 24-HOUR TOTAL 114.306 AM Peak Hour PM Peak Hoer: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1St 1/4 2nd 1/4 3rd 114 4th 1/4 TOTAL 12.:00 451 78 62 47 44 231 01 :00 AM 50 36 32 33 151 02:00 AM 27 28 21 22 98 03:00 AM 21 19 23 24 87 04:00 AM 11 15 10 21 57 05700 AM 25 34 43 74 176 06:00 AM 61 105 130 190 486 07:00 AM 199 239 321 355 1.115 08:DC AM 347 373 424 417 1,561 09:00 AM 388 345 326 333 1.392 10:00 AM 301 280 276 236 1,093 1 1:00 AM 316 248 277 296 1.137 12,00 PM 246 294 281 318 1.139 01.-00 PM 318 296 265 285 1,164 02700 PM 273 260 259 248 1.040 05:00PM 250 281 291 298 1,120 04.00 PM 262 270 308 293 1.133 05.00 PM 323 345 261 235 1,164 -06.60 PM 256 238 237 249 980 0700 951 203 161 209 195 769 08:0c PM 175 189 148 155 667 08:00 PM 145 147 146 142 580 10-00 PM 153 130 119 99 501 11 00PM 102 99 91 73 365 124-HOUR TOTAL 18,205 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volu: , : 914 Time. 05:15 PM Volume 1,063 AM Peak Hour: PM Peak Hour: AM Peak Ho3'jr: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-tacloc 0-taefor: T[me: K-lactor: D-Iastor: 0815AM 73% 67.7% Se 04:30 PM 6.930 55-730 SB 05205 10/19/05 TWO-WA4 TOTAL 464 261 163 160 142 344 920 1.822 2.331 2.128 1.909 1.976 2.026 1.972 1,872 2,020 2.890 2,199 1.929 1,600 1,353 1,121 967 742 32.511 Tir:3e: 08:15 AM Volume: 1,602 Time: 04:30 PM Volume: 1,259 Volume: 2.366 PHF: 0.91 Volume: 2 240 PHF: 0.93 US 1 S of NE 13 Sl.0Is • Project Name: Location: Observer_ ;LATE s, 3%dc 24-HOUR COUNTS Max Tower NE 15 Street West of North Bayshore Drive Traffic Survey Specialists, Inc. BEOfN TIME EASTBOUNO 1si 1'412nd 1i4 3rd 1/4 4th 174 TOTAL 12_OO AM 17 22 21 19 79 01.00AM 16 12 6 7 41 02:05 AM 6 9 6 6 27 03:0O AM 12 9 6 4 31 04.00 AM 5 5 6 9 25 05:00 AM : 6 14 1 ❑ 19 49 06:00 AM 31 34 51 64 180 07:00 AM 72 90 114 148 424 018:00 AM 142 114 93 112 461 09:05 AM 106 122 88 83 399 10:00 AM 71 98 68 45 282 11,:09AM 120 65 45 84 314 12:00 PM 96 114 127 130 467 011:00 PM 77 47 22 79 225 02:00 PM 87 77 118 103 385 03:00 PM 104 100 114 114 432 04:00 PM 119 104 86 114 423 05:00 PM 108 110 146 153 516 06:00 PM 124 128 132 128 512 07.00 PM 102 89 91 88 370 08:00 PM 89 84 62 54 289 09:00 PM 54 53 46 57 210 10.00 PM 46 48 37 43 174 11 00 PM 46 45 41 37 169 [24-HOUR TOTAL ( 6,484 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4W1 3rd t/4 41h 1r`4 TOTAL 12.00 AM 30 IIIEIII 20 20 93 01 ,00 AM 16NM 9 ® 43 02.00 At,F ® 8 ® 4 lEfiE 03:35 AM 4 5 4 ® 24 ®®0® 13 05:00 AM 6 f 18 38 06:00 Am 11111MISMIM® 40 119 07:06 AM ® 60 75 67 259 08:00 AM 92 94 113 91 390 09:06 AM 80 59 89 300 16'.00 AM 65 ® 96 118 350 1 t:00 AM 99 ® 103111113111 398 12:00 PM 90 ® 106 96 363 0190 PM 85 ® 145 90 417 02:00 PM 86 76 ® 96 03:00 PM 100 92 93 91 376 94 91 105 74 364 05 PM ® 96 79 60 357 06:OO P>h 88 70 95 60 313 07:o0 PM ® ® 50 230 06.00 0M 40 47 51 60 198 09:30PM 50 48 52 58 208 68 ® 38 ® 180 € 1 1 00 PM 34 37 ®® 128 24-HOUR TOTAL 5,516 DAILY TRAFFIC COUNT SUMMARY Time: 67:30 AM Volume: 515 Time: 05.30 PM Volume: 550. AM Peak Hour: PM Peak Hour: 05205 10/19/05 TWO-WAY TOTAL 172 84 49 55 38 87 299 83 851 699 532 712 83 642 718 808 787 873 825 600 487 418 354 297 12.000 AM Peak Hour: Time: 11:00 AM Volume: 398 PM Peak Hour: Tire: 12:45 PM Volume: 423 EASTBOUND AND WESTBOUND Time: K-lector Q 1actor: Time: K -factor 0-factor: 07:45 AM 7.2% 57-55 EH 05:00 PM 7-3'. 50,1% E8 Volume: 863 PHF: 0.92 Volume: 873 PHF: 0.95 NE 15 St W o1 N Day -shore Dr.xls • • Project Name: Location: Observer: IN 24-HOUR COUNTS Max Tower NE 15 Street East of NE 1 Avenue Traffic Survey Specialists, Inc_ BEGIN TIME EASWOUND 1st 114 2nd 1/4 3rd 1f4 4th 1/4 TOTAL 12.70AM r? 1 O0 FM 02:71AM 0 .' t 7 ® 0 5 011111111111111111111 4 6 2 18 7 I 0300 AM 0 2 0 0 2 040e AM 3 3 2 3 11 us:00 AM 0 4 5 17 26 On 00 AM 16 6 10 23 45 07_OO AM 11 18 32 38 99 08:371454 32 30 27 33 122 0s:0.3 AM 37 34 47 43 161 10:00 AM 41 41 41 36 159 1 1:00 AM 48 57 43 52 200 1200 PM 50 38 38 60 186 01 00 PM 64 41 56 50 211 02 00PV 48 47 34 49 178 01:00 PM 48 52 44 36 180 0400PM 53 38 78 50 219 03700 854 43 39 46 28 156 06:00 PM 48 30 36 24 138 07:OO Phi 30 24 15 16 I 85 08:e0 PM 14 11 20 8 i 53 O3:02 PM 10 12 10 6 38 10:00 854 12 4 7 13 36 i::00PM 3 1 3 3 10 124-HOUR TOTAL 2.345 AM Peak Hour. PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME I WESTBOUND [1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 5 1 9 1 16 01 00 AM 2 2 2 2 8 02.00 AM 2 2 1 1 6 23:00 AM 0 1 3 1 5 04:00 AM 0 3 1 1 5 05.00 AM 6 2 5 9 22 05:00 AM 8 6 8 6 28 07.00 AM 12 17 10 25 64 08_00 AM 27 16 26 22 91 09:00 AM 24 29 23 31 107 10:00 AM 28 21 23 17 89 11:00 AM 23 19 21 16 79 12:00 PM 30 20 41 36 127 01:00 PM 30 20 28 22 100 02:00PM 20 29 25 26 100 03:00 PM 24 24 29 24 101 04:00 PM 31 31 40 23 125 05:00 PM 21 21 20 20 82 06:00 PM 12 19 10 10 51 07.-00 PM - 9 12 9 12 42 08:00 PM 11 7 10 12 40 0000 PM - 6 10 10 8 34 U 10 00 PM 9 9 6 4 28 1t.00 PM 4 4 2 3 13 1244IOUP TOTAL 1,363 DAILY TRAFFIC COUNT SUMMARY Time 11:15 AM Volume: 202 Time. 12:45 PM Volume: 221 AM Peak Hour: 4354 Peak Hour: 05205 1 O119/05 TWO-WAY TOTAL 34 13 13 7 16 48 73 163 213 268 248 279 313 311 278 281 344 238 189 127 93 72 64 23 3,708 AM Peak Hour: Time: 09:15 Alf Vo€ume: 111 PM Peak Hour: Time: 12:00 PM Volume: 127 EASTBOUND AND WESTBOUND Time: K-factor: Di -factor: Time: K-factor: rD-factor: 11:15 AM 7,8% 70-1°5 EB 04:00 PM 9.355 637% 68 Volume: 288 PH8: 0.90 Volume: 344 PHF: 0 73 NE15Stco1NE1Ave.x18 • Signal Timings • • • PATT PN SCHEDULE FOR 2385 NE 2 AVE & 17 ST FOR DAY # 4 (SECTION 26) TIME OFF NSW 2 Y EW F 2 S Y e CYC MTN: 7 6 7 6 0 23 0 ;1 6 4 9 6 4 6 602101T 15 603 13 1 31 6 4 9 6 4 SONITE & 9 630 7 1 31 6 4 9 6 4 60PRE AM 1 730 6 29 61 6 4 9 6 4 901(04 PEAK 930 9 9 61 5 4 9 6 4 90MID-DAY 1545 11 29 71 6 4 9 6 4 lour PEAK 1800 12 4 61 6 4 9 6 4 90808T PM 1900 13 1 31 6 4 9 6 4 60212E & w 2300 23 0 31 6 4 9 6 4 6 SONIGHT 15 • • • • Appendix C FDOT's Quality/LOS Handbook Generalized Tables, Downtown Miami DRI Increment II Transit Ridership & MUATS Trip Distribution TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERI24 I TEL} kS,OW II➢GIIWAYS Level of Service Lanes Dwkwided A 13 C 0 1 1 Undivided I00 340 670 950 1,300 2 Divided 1,060 1,720 2,500 3,230 3.670 3 Divided 1,600 2,590 3,740 4,840 5,500 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D E I Undivided ** 220 720 860 890 2 Divided 250 1530 1,810 I,860 *"* 3 Divided 380 2,330 2,720 2,790 **. 4 Divided 490 3,030 3,460 3,540 *"* Class Il (2,00 to 4.50 signalized intersections per mile) Level of Service Lanes Divide A 13 C D E 1 Undivided '" 100 590 810 850 2 Divided ** 220 1,360 1,710 1,800 3 Divided ** 340 2,110 2.570 2,710 4 Divided *' 440 2,790 3,330 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750_000) FREEWAYS Interch, i=e.spacing > 2 rm. apart Level of Service Lanes A B (' 13 F 2 1,270 2,110 2,940 3,580 3,980 3 1,970 3,260 4,550 5,530 6,150 4 2,660 4410 6,15E 7.480 8,320 5 3,360 5,560 7,760 9,440 10,480 6 4,050 6,710 9,360 11,390 12,650 interchange spacing <2 rni_ apart Level of Service Lanes A B C D E 2 1,130 1,840 2,660 3,440 3.910 3 1,780 2,890 4,180 5,410 6,150 4 2,340 3,940 5,700 7,380 8,380 5 3,080 4,990 7,220 9,340 10,620 6 3,730 6.040 8,740 11,310 12,850 Level of Service Lanes Divided A B C A E 1 Undivided ** ** 280 660 810 , 2 Divided ** *" 650 1,510 1,720 3 Divided '* '* 1,020 2,330 2.580 4 Divided ** ** 1,350 3,070 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** Level of Service B C D E • 270 720 780 `* 650 1,580 1,660 • 1,000 2,390 2,490 • 1,350 3.130 3,250 Lanes .Divided 1 Undivided 2 Divided 3 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A B C D E `* ** 480 760 810 '* *° 1,120 1,620 1,720 ** ** 1,740 2,450 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A B C D E 1 Undivided ** ** 250 530 660 2 Divided *" •* 580 1,140 1,320 Source: Florida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee. FL 32399-0450 http_/.rwwwl l.rnyfiorida.com/planninglsy stems,smrlos/default.htm BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Level of Service Bicycle Lane Coverage A 13 C D E 0-49% *" ** 170 720 >720 50-84% ** 130 210 >210 *** 85-100% i60 380 >380 *". *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes) Sidewalk Coverage 0-49% 50-84% 85-100% Level of Service A B C I] E ** ** *" 330 810 ** ** ** 520 990 ** 120 590 >590 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service Sidewalk Coverage A B C D 1 0-84% ** >5 >4 >3 >2 85-100% >6 >4 >3 >2 >1 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors 1 Divided Yes +5% 1 Undivided No -20% Multi Undivided Yes -5°f Multi Undivided No -25% ONE WAY FACILITIES Increase corresponding volume 20% *This tabk does not constitute a standard and should be used only for general planning applications. The computer models frorn which this table is derived should be used for more specific planning applications. The table and deriving computer model, should not be used for corridor or intersection design, where more refined techniques exist. Values shown are hourly directional volumes for levels of service and are f the automobaerruck modes unless specifically stated_ Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution. Fu.nthermore, combining Ievels of semee of different anodes into one overall roadway level of service ie nor recommended To convert to annual average daily traffic volumes, these. volumes must be divided by appropriate D and K factors The eabie's input +clue defaults and level of service criteria appear on the following page. Calcutazions are based on planning applications of the Highway Capacity Manual, Bicycle LDS Model, Pedestrian d-OS Model and Transit Capacity and Quailry of Scrvace Manual, respectively for the auto:nobilelrruck, bicycle. pedestrian and bus modes. '*Carnet be achieved acing table input va€ue defaults. ".Not applicable for that level of service letter grade. For automoisileitruck modes, volumes greater than level of service D become F because intersection capacities have been reached rot bicycle and pedestrian modes, the level of service lyder grade (including F) is net sehamnable, because ,here is no maximum vehicle volume threshold using table input value defaults. 97_ 0 0 LEVEL OF SERVICE TABLE CLASSIFICATION � TYPE FOOT'S 2O0QQUALITY / LEVEL OPSERVICE — [1} PERSON TRIP LEVEL OF SERVICE A a C Q E A 8 C' D E CLASS ARTERIAL 1LU 0 0 270 720 780 0 0 0i35 0.92 1O0 2U] 8 O 850 1580 1660 O O 8.39 0.95 1.00 3LO O O 1000 2390 2480 0 0 0.40 0.05 1.00 4LO O 0 1858 3130 3250 O 0 0.42 0.98 1.00 MAJOR CITY/COUNTY ROADWAYS (NON -STATE) 1UJ 0 O 480 780 810 O 0 0.59 0.94 1.00 2LD O O 1120 1620 1720 0 O 0.65 0.94 1`00 3LO 0 0 1740 2450 2580 0 D 0.67 0.95 1.00 wAJoRC|Tv/COuwTY ROADWAYS (NON -STATE) [2] 1LO U O — 504 798 851 0 0 0.68 0.94 1.00 2LD O O 1120 1620 1720 0 O 0.86 O.Q4 1.00 3LD O O 1740 2450 2580 O 0 0.67 0.95 1'00 Source: FOOT's 2002 Quality)Level of Service Handbook NOTES: [1]THE PERSON TRIP LEVEL OfSERVICE |SDERIVED BYDIVIDING THE FDOT�Sz002 LEVEL OFSERVICE evTHE I -OS E FOR EACH TYPE UFROADWAY. RO►0YY60 RROM 676C449*2E, 34.00 .. NE 4e 578E0 7 NN6465711EE1 1.195 NE 35 STREET NE79 STREET NE 70 STREET NE 19 STREET F NE 15 STREET NE Id STREET NE 135TREE.P 1.395 NE 6 STREET NE 3 STREET NE 1gT REEr SE 1 STREET 5E2STREET N£ 46 31RE T .195 NE 36 STREET NE IS STREET NE 205TREET NE 19 STREET NE 45 STREET NE 44 STREET NE 13 STREET 14315 NE 5 STREET NE 3 STREET NE I STREET SE 4 576EE7 SE25406E1 9E 4 STREET IRA 7 438)8* 4cK643. 69ERLUE NE 20 5=151-EE 1 NE 19 STREET NE 14 STREET NE 14 STREET NE 14 STREET NE 13 STREET 1 NE 13 5744EE7 1 395 1-T99 NE 3 5711EE7 1 NE 3 STREET NE 1 STREET NE +STREET El*GLER STREET ELAGLER STREET SE 1 STREET jjVj SE 1 STREET SE ]STRES£2STREET ET 5E 4 STREET y$i 5E 4 STREET SE 6 STREET SE I STREET 5W 43STREET 5W13 STREET 584415 ROAD 5544 15 Rasp 1IC4.EN4440KER CSW7 1 NE 1 AVENUE { NE IT STREET *2E 44 57REE7 ? NNE 14 570E47 1.395 7 1.393 NE 5 STREET NE 6 sT REF T rtAGl£R STREET 1‘43i VL4GLER STREET SE )STREET 1E.,3 SE 1 SPREE) 5E 7STREET 00 SOURCE 14E1141 Al4p SCNN4R5 31 A Ne se N6 56 SR N9 4443 58 Ne 5e N9 Se N8 Se N9 58 N8 5e Ne Se N9 58 6443 58 N8 Se l*e 58 r19 9e *79 NB 58 N9 5e 56 5e Se se Se Se N8 5R Ne 5e N8 S8 Ne 59 *16 58 *48 N9 Ne 198 N6 4l0 44.0 41.0 ILO 4L0 40 4L0 16 16 15 3 3 e5 3 e 1 46 5 se 3 T6 3 15 3 16 3 15 3 32 3 33 4L0 3 46 3 46 11.0 3 15 3 16 3 '4 3 6 3 19 3 t9 3 16 3 16 64.0 3 15 3 16 18.0 3 It 45 53 6L0 95 95 Il0 4 01.0 2law 95 4U 4u 4L L{ 14 3L 3L 31. 3L 31 4L 74 34 4l0 6L0 4l0 21.0 3L 3L 11 3l 3l 94 E94 11990 ►Y 414041104104111464 P5960R.t07► C►0a0ITr 98010NM6NT9 94416 00420E9 43E199111G 110406111140 61ENT6 62 93 67 93 57 93 62 93 62 93 ea 93 67 93 52 93 67 93 62 93 67 93 62 93 67 93 36 36 36 36 36 36 35 36 62 52 45 41 44 46 46 4e 46 46 46 15 95 9 10 32 9 10 37 9 10 9 10 K 9 10 K 9 10 K 9 se 51 K P 24 6 24 46 8 74 40 95 74 4e 6 74 46 9 74 46 6 45 6 49 IS 4e 6 46 9 62 93 9$ 51 51 51 5T 51 51 51 54 51 91 4e 7 95 93 95 13 95 95 T 95 95 95 A5 54 95 A3 0 93 93 93 93 93 93 53 93 95 77 95 6 9 10 6 9 40 K T 6 9 10 N T 2 6 7 0 9 2 5 7 6 9 6 9 93 C 95 C 9S C 95 95 95 51 9 }5 95 5 65 95 5 95 9S 95 93 9$ 95 95 95 95 95 55 C 0 C 95 C 95 C C 5 95 95 10 6 T 10 K T 5 5 5 5 93 G 5 66 t11 64 111 66 111 54 111 45 111 45 45 tit 45 e4 45 30 44 0 437 72 66 66 66 66 49 11 740 19 49 20 11 16 18 19 12 4 4 4 4 14 99 99 69 99 64 99 59 69 99 59 99 47 99 42 99 42 7S 47 75 75 34 76 74 92 46 as 97 7e 33 37 55 46 3 16 11 16 77 4 49 66 65 8 132 t37 136 414 0 0 0 0 0 51 57 Ie 01 41 46 46 44 i115 110U'7E9 6910 R 4i R946► PIA MAIMS S7 52 52 S2 57 52 52 32 44 5? 45 95 1e7 4E 156 16? 76 75 47 93 21 106 15 w a1 104 13 100 71 1E13 5 100 7F 106 3 100 24 446 74 137 15 29 13? 124 76 17 47 R vs 96 96 84 64 100 106 100 101 ton 104 749 104 76 r00 66 460 66 60 54 60 60 40 110 100 109 L 95 tl tl 0 16 I9 14 16 19 117 67 167 64 77 96 72 72 66 63 75 63 75 790 700 210 79N 290 200 790 206 790 700 795 s70 275 152 046 137 146 147 140 432 S46 457 432 70211. 9U4 80* R10ER91RR C35AC571 ER90M9 PER9.5445 3E 2491 3394 24*0 073E s 71i 523E 414; 523 4141 4471 143 178 465 752 501 Y46 491 440 499 577 499 954 794 1,1001 et 67 162 191 04 300 706 304 94 240 194 155 76 736 72 11§4 44P 134 1.224 3 ?Si j79 7, t fei 6777 405 $_11* 0 49; KB $74i 6427 170 0 364 920 0 770 170 041444 1,0 770 970 0164 920 0 7'0 1 472 0 1115 7.737E 0 546 1477=. 0 331 7.737E 12 165 1,47714 0756 2,732 0 465 1,459 0.781 2 749 0 470 1,075 01150 1.646 0 766 1705I 0e44 7, 456 0 204 70414 0 436 d3 7.4641 0 700 5.706 9436 2.4152 F 701 2.466 l494 7.275 3 474 309 76Ur 1740 7544,4 0740 1 7131 6774 71)1 73141 516E d 962 1 tlT'Ui A 266 1.070 0766 1070 0798 1 330 032 0 200 397 0 494' 0 004 0a77 { 0 177 9 101 0729 0 316 S31 0 v3E® 165 tl18d Pe 03 0 17'0 `09 0610 3+6 0 95545 4445 11 455 KA 0072 174 0773 1274 0 sea N 17RA*Wt.ANTSTR 55CT R7iy711167v61T8ei.£5111,A412010 bM BORMTVI6M 11164110U1R UPDATE E7114TMC PM 4U6 RIODERANIP . .TRIP CAPACITY ASIENIN AENTO w ROAbw►Y .. FN041 _.., td..... NW 795TREE3 e4W 11 5T91E T 9449 1>51¢1EE4 POW 14 STREET NW to STREET Nw 95TREET NW '05155EET NW 5 STREET NW5S7REET §w 15TRF.E{ NE 70 STREET NE 7 AVENIX N 541A74 AVENUE Nw 3 AVENUE N AMA44 AVENUE saw 3 ANENUF 1.95 NE 16 9101EETFVEMETIAN COW! BISCAYNE 'SLAW AAYSNORE ONrvE 1543'5NL7/E DRIVE 65C4YNE Blv0 BISCAYNE BIVD N 460.60 AVENUE RE 14 STREET • AAY5151051E 0717E BISCAYNE 4LVO BISCAYNE BLVD Nt1 AVENUE NE 1 AVENUE 1,44AAAR AVENUE N AAAO AVENUE NW 2 AvEN0E N4 2 AVENUE NW 3 AVENUE } 00.93 AVENUE 1.95 NE 118T1EE1 NW 3 AVENUE 1.95 NE 19 STREET NW 3 AVE NUE 1.95 14E 6 8Y►EETAN:0V BOULEVARD E 05 707T MIDGE BISCAYNE B1VD $ISCAYNE BLVO NE I AVENUE NE 1 AVENUE N#IAMI AVENUE. N N1A71 AvEN 6. NW 5 AVENUE PAN 1 AVENUE MN t C7 NWICT NW7AVENUE NW 7AVENUE 4A55 1AVENUE Teo 'AVENUE 1.93 FACILITY TYPE EXATIMD DIR u714$ N4 2LU 71.4) S8 ; NB 21U 7 58 2 N8 3l NB 2L EB 21.1.1 32 we 32 EA ALL? 32 WB 37 ER at0 17 YYB 37 ES 210 YYE ES 21.0 YVB EB 71,u WB 71 21 A A 32 3f 37 Eit QU WB 3 EB wA 1L 44 ER 2. M WE 1L N ER t 25.53 M WB wl ES AU 7 WIl 2 ES RSV WB WB 31 71 EB 8LD WB 'NO 3L we 2L 7 VYB 2L 2 W8 21. WO 2L 7 YYB 2L 7 wA 3L 7 M 50 16 31 14 51 64 T AI T 44 M 7 21 A A 62 C 67 C 44 DUE ROUTES UERVMG NCAOwAY AECEME.MTI 5 5 37 93 7S 56 77 58 16 32 27 27 16 7r 18 22 31k 17 37 1$ 2 3 45 88 120 71 71 75 S6 75 46 73 76 76 I 48 21 54 243 152 132 71I S76 TOTAL EA26 5715 Ai4AC19Y E718i)N8 1 146i 559 727.4 140501 ` SSS4 71730 381 144' 11 9 8. 77153 77)) 761 77 19 21 1E 24 r11 74 Ri 193 0135 105 945 195 195 155 45 45 144 7313 9092 0116 0 097 1 7T8 9 012 11 533 C 4i1 47 139 0139 M4 2 B00 471 724 7,739 8791 75,49 682 05,6 776 6A7 0 349 iA 138 0 355 fa 110 075E em 777) 0364 Ifl: s21 0 109 t141 445 5925E 1421 4459117 t lit ' 0148 9377 1e9 366 0 213 14, 590 2276 75 315 3230 1521 309 a 427 13/ All P471 SOLACE AWN MA{ SCN44ABS_ 1a A IdlT ICY i111771847A7LE54171® 7717*774 • 20-Nov-20111 EXISTING AM ASO � 0o- DRI UPDATE MA. ETRORAAMR METR RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT r...,-.... .__ __- Tom..-__....__,_. �TSP84 K .,__ PEAK (2( PM PEAK AM •I FACE ROAgwAY FROM TO DIR EXISTING LANES METRO- RAIL (f( %, PEAK CAPACTY 1111.115911151 RIDERSHIP ' , PM V/C TOTAL RIDERSHIP PE7lROMS *44 Y MEiRCi- 4 R (3( % PEAK CAPACITY PER- 4. ••: 'TOTAL RIDERSHIP !1 PM VFC TOTAL'.'-'IDERSH RR1Bl6FNP AM-^.2 BISCAYNE BLVD 44444444 44444Z g N4444446 4411444444444444146444444464444 ta3.C:.. 10 01 WIC NE 54 STREET NE 46 STRET 41.0 NE46 STREET 1.195 ILL) 1.195 NE 36 STREET 4L0 NE 36 STREET NE 29 STREET 4LD NE 29 STREET NE 20 STREET 4L0 NE 20 STREET NE 19 STREET 4L0 1 NE 19 STREET NE 15 STREET 4L0 1.4142 50% 980 44 0.048 4? 0.059f NE 15STREET NE 14 STREET 4L0 MM2 501 Spy, 96p 960 53 44 0.055 4945 50 57 0 062 0.056 NE 94 STREET NE 13 STREET 61,0 30'% 960 53 0.055 50 0.0i 2 4482 50% 960 44 0.046 57 0.0!i9E NE 13 STREET I-395 6L0 4.M2 501S 50% 960 960 53 44 0.055 0.046 50 57 0.0'.2! 0.011i9 1.395 NE 5096 953 53 0.055 50 0.059 6 STREET 41 MM2 50% 960 47 0.049 61 0.064j NE 6 STREET 1. 50% 960 89 0,093 53 6.0551 NE 3 STREET 810 MM2 50% 960 91 00095 88 0 PY121 50% 960 70 0.073 - 65 001'7 NE 3 STREET NE 1 STREET 840 MMI 50% 1,440 83 0.058 81 0.0561 NE 1 50% 1,440 56 0.039 56 0.0:19 STREET SE 1 STREET BLD M641 50% 1,440 74 0.051 80 0.0'i6 50% 1.440 60 0.056 57 0.010 SE 1 STREET SE 2 STREET BLO MIA1 50% 1,440 106 0.074 102 0011l 50% 1.440 73 0.051 76 9.0131 SE 2 STREET SE 4 STREET 2LOW 1.,6141 100% 2,880 211 0.073 203 0.070! NE 2 AVENUE/BRICKELL AVENUE NE 20 STREET NE 19 STREET 4LU NE 19 STREET NE 14 STREET 4LU Mon25% 480 22 0.046 113 0.2351! 25% 460 26 0.054 100 0.2)8i NE 14 STREET NE 13 STREET 4LU MM2 25% 480 22 0.016 113 0.235! 25% 493 26 0.054 100 0.2)41 NE 13 STREET 1-395 3L MM2 50% 960 53 0.055 100 0.1`)4. ( 1.395 NE 3 STREET 3L 6042 547% 960 70 0.073 136 0.142 NE 3 STREET NE 1 STREET 3L MM1 50% 1,440 56 0.039 111 0.0T7 NE 1 STREET FLAGLER STREET 3L M141 50% 1.440 80 0.056 114 D.079 FLAGLER STREET SE 1 STREET 3L MM1 50% 1.440 00 0.056 1 t4 0.079 SE 1 STREET 5E 2 STREET 3L MM1 50% 1, 40 73 0.051 151 0.105 SE 2 STREET SE 4 STREET 4L 4.4M1 10p'. 2.880 146 0.051 151 O.C52 5E 4 STREET ' SE 8 STREET 2L MM2 50% 960 164 0.171 316 0.329 31. 1001 1,920 360 0106 344 01.179 SE B STREET SW /3 STREET 4L0 MR4 25% 1,463 276 0.199 813 0.556 MA42 50% 960 164 0,171 316 D,329 25% 1,463 692 0.473 256 0.175 100% 1,920 360 0.168 344 0.179 SW 13 STREET SW 15 ROAD 4L0 64414 25% 1.463 276 0.189 813 0.556 M6,12 59% 960 B5 0.069 163 0.170 SW 15 ROAO RICKENBACKER CSwY 4L0 25% 1,463 692 0,473 256 0.175 50% 960 97 0.101 1551 0.193 L. - I SOURCE: KEITH AND SCHNARS, A.A. 19'5TRAN:i.N1P1ROJECTSt200151671611ASLE5111A 'TRIX.YIK4 20.Now2001 li 1l1M TaRIDERSHIP DR1 mom £30SriNIE7 NG AM AND PM RORAB. AND AND PERSON•TRP CAPACITY ASSIGNMENT • ii11i83 1 • Bit I ROADWAY..... FACILITY rypc m PEAK pit PEAK Ail PEAR PI PEAK Pf®1►EAK __ AM �_ .mm.AM c+aaoaaao ctoocsooao TOTAL TOTAL. L rsouN[]E-.TD MR EXISTING ' METRO- RAiL j11 Y" CAPACITY IPE.R5ON31; RKIERSH/PP RS)ERDBP AM I31 CAPACITY RIDERSHIP Pm R10ER>Bi44P AIRCO U I!E 5014 684 PERSONS! WC IfOIIER .�__ _ . _... LF'E#tSON$j jP kf vx ': � •.. t1 NW ...,._..-_ —. NW 11 STREET NW 6STREET m:. MR1 50% 2.925 58I 25% 1,463 692 1,266 256 0.433� 0.175 NW 6 STREET NW 6 STREET NB 2LU MR1 50Y 2,925 684 1,266 0.433 NW 58 25% 1,463 697 256 0,175 6 STREET NW 5 STREET NB 21.0 MR2 50% 2,925 686 1 25A 0.430 se 25% 1,463 692 256 0.175 NW 5 STREET NW 3 STREET NB 210 MR2 50% 2,925 686 1.256 0,430 NW 3 STREET NW 1 STREET Ss NR 2L 25% 1,463 692 256 0.175 SB IL NW 1 STREET SW 1 STREET NB SO 7I, 1L SW 1 STREET SW 2 STREET NB 4LU SR SW 2 STREET SW 7 STREET NO 21.0 60R.3 25% 1,463 281 776 0.536 SB 7511 1,463 692 256 0.175 SW T STREET SW I STREET NO 4LU MR3 25% 1,463 2B1 776 0,530 SW B STREET SW 11 STREET SO NB 25% 1.463 � .175 0. 21U MR4 25% 1,463 2276 556 SB 25% 1.463 692 256 O.t75 SW 11 STREET SW 13 STREET - NB 21U MR4 25% 1.463 276 813 0.566 S8 255E 1,463 692 256 0.175 SW 13 STREET SW 15 ROAD NB 4IU 56 NW 3 AVENUE NW 20 STREET NW 17 STREET NB 2LU SB' NW 17 STREET NW 14 STREET NB 21.0 SR NW 14 STREET NW 95TREET NB 2LU SO NW 9 STREET NW S STREET NO 31. NW 5 STREET SW 1 STREET B 2l NE 20 STREET NE2AVENUE N. MIAMI AVENUE E8 2LU W8 N. MIAMI AVENUE NW 3 AVENUE EB 4LU WB NW 3 AVENUE I.95 EB 4L0 WB NE 15 STREETNENETIA 1 CSWY BISCAYNE ISLAND BAYSHORE DRIVE EB wB 2LD BAYSHORE DRNE BISCAYNE BLVD EB 2l0 BISCAYNE BIVO N. MIAMI AVENUE WB EB au WB SOURCE P4 1TN A 4O Ste, P.A. NiTRAMPLANPROJECTS4200111571BtTABLESi11WNT XL41(4 • • .72,33193-04 TABLE 21.A7 DOWNTOWN MIAM1 DRI UPDATE PEA5014-TRP VOLUME ARO CAPACITY EXISTING CONDITIONS MATRIX ROADWAY. FROM T_ DYt MIAMI ADOP. TED t65 (1) URR>DO TYPE �- [21 ROADWAY H1CU CAPACITY __. - (31 PER[S-TRIP CAPACITY •PPV. 111VQLUM@ 0A0WAY [4] ROADWAY HiHIM/BPPV. MOO( -� �_. 151 PERS-TRIP VOLUME !.4 IC - EXCESS PER50N TAP MACRY ---iil ROADWAY PERSON T#1P -,_-_,-....•��..-.-. (53 _.�.-_ Tel BUS MOVER PER -TAP PERS-TRP CAPACITY CAPACITY p LOAfM �.- MISR TRANSIT MODE_ I [13� IF4)..,,., TOTAL 1 TRANSIT1 TRANSITPENS-T39' PERS ] EXCESS VOLUME' -.�..- '_-t157�-.,...._118] SEGMENT PERSON 1 TTRIPTRP i RY SEGMENT YOYA:. . _. _, 1tl1,..,_ 1 ED 6' Y+EFTS044 1. L TITS" V{C LgCi �< fun RAIL PENS-TIMP CAPACITY Q 1 MI TOTAL Y38AN5TT PER&TRP A.CRY PER5066TRP SU 021 TRANSIT VOLUME METRO- M OR VE.. --L-�- METRO- RAE. 1. 1021 1 SEGMENTI SEk,}1 NT 1 PERSON VPER5»`6466 EXCESS VG itE tiAP8,1r2Ttl t# f V7C S RISCAYNE 9LV{i ZN mmmmmmmmmmmmmmmmmmmmmmmmmmmmm mmmmmmm m m w m m mmmm mmm€ 2 2 T N T N S y Z h Z Z y Z 2 N 2 Z S m Z 2 Z m Z 4O Z w N () (0 N N N (0 Z N Z LO Z'S Z W I . I l . NE 64 STREET NE 46 STRUT E L5 1,810 2.896 1,021 1,429 1,467 0.43 C 920 920', 160 1£9'.. 7511 3,316 1,5991 7.218' 11.41..: C E 1,810 2,896 1,850 2590 306 089 0 020� 9201 243 2431 5771 3.616 2,833i 13831 0.742° 1'1 11 74E48 STREET 119E E LS 1,810 2,896 1,431 2,003 893 0,62 0 920 920 169 1691 761 0,516 2,172' 1,6441 0.569? C E 1610 2,886 2,046 2,964 32 0.89 E 929 920 243 243 677 3,516 3,1071 70411 0,814 0 ',I 1-196 NE39 STREET E LS 1,810 2,896 1,334 1,068 1028 065 C 920c 920 339 329€ 581 3,8361 2,2071 1,609 0.570 C ',: 1 E 1810 2,696 1.589 2225 671 0,77 0 920€ 920 246 23181 672 3,076' 2,473 1.343 0.646 C I NE36STREET 14E29 STREET E LS 1,810 2,966 1434 1.568 1,028 0.65 C 1,472 1,472 523 5231 6491 4,360 2.391 7,9771 0.547 51 • U 1,810 2,896 1.589 2,225 671 0,77 0 2,252 2252 416 416 1,8341 5,146. 2.641 2.507; 0.513 C NE 29 57355E1' NE 20 STREET U LS 1,750 2,800 1,91E 2.681 119 0,96 E 1,4721 1,472 523 523 9491 4,272 3.204 1.7970 07,757 D • E 3.750 2000 890 1,24E 1,554 045 0 2.252 2,252 416 476 1,8365,052 1,662 3.2901 0.2291 0 1 NE 20 STREET NE 19 STREET E LS 1,750 2,800 1,605 2,247 553 0.50 7) 4,472 1,472 523 523 049 4.272 2770 9 5027 0.3461 U E 1,750 2,800 970 1,358 1,442 0,46 0 2,252 2.252 416 416 1,838 5052 1774 3.2701 0.3511 0 :4 NE 19 STREET NE 15 STREET E HS 1.750 2,800 1,759 2,463 337 0.48 E 3.469 960 2,429 442 44 486 1,943 5,229 2,949 2.24101 0.5641 11 E 1.750 2.800 1,252 1,753 1.047 0483 0 2,249 960 3,209 393 53 436 2773 6.009 2.169 3,31201 0-3541 0 €�I NE 155717EE1' NE 14 STREET E HS 1,750 2600 1,674 2,344 456 0,84 E 1,029 960 1,968 678 44 722 1266 4,708 3,096 1,7221 06401 7 '. E 1,750 2800 916 1,267 1,513 0,46 0 1,80E 960 2,768 465 53 536 2,230 5,56E 1,625, 3.7431 0.3281 0• 1 NE id STREET 74E13 STREET E HS 2,560 4,096 1,674 2,344 1,752 0,57 0 1.706 960 2.666 752 44 796 1,870 fi762 3,1401 3,6221 0.4641 0 E 2,560 4,096 939 1,287 2,809 0,31 0 2,456 960 3446 506 53 559 2687 7,542 1.6491 5,6951 0,245' 7' 4E1351'1080' 1.395 E HS 2,560 4,096 1,731 2,423 1,673 0,59 0 1.706 960 2,666 748 44 792 1,674 6,762 3.215,, 3,5471 0.475' 0 E 2.560 4,086 1,697 2,376 1,720 0,58 0 2.456 960 3,446 498 63 551 2,89E 7,542 2,9271 4,6151 0386 5) r: 539E NE STREET E 745 3,140 8,024 1,432 2,005 3,019 0.40 0 2,486 960 3,446 367 67 420 3018 8,470 24231 60374 028'7 C 1' E 2,560 4,096 1,508 2,10E 1.96E 0,51 0 1.708 960 2666 390 53 451 2,215 6,762 2,5591 4,203' 0.378 U 74E6074EE7 NE STREET E HS 3,140 5,024 1,696 2,374 2.650 0,47 0 1,706 960 2,68E 677 91 766 1,896 7,690 3.1421 4,546I 0.40 0 E 3,140 5,024 746 1044 3,980 0,21 C 2.466 960 3,44E 489 70 559 2887 8.470 1,6031 8,8671 0.169 G NE 3 STREET NE 7 STREET E H5 3,140 5,024 1,896 2,374 2,650 0.47 0 2,48E i 440 3,926 657 83 740 3,186 8.950 351141 5,836' 0.34E D E 3.140 5,024 748 1,044 3,980 0.27 C 2.22E 1,440 3.666 394 56 450, 3,216 6,690 14941 7,136! 0.172. 0 NE 1 STREET SE 1 STREET £ HS 3.140 5,024 1,847 2,58E 2,43E 0.51 13 3,434 t 440 4,674 1,106 74 1,1501 3994 9,99E 3.766I 9332E 9390 7) E 3,140 5,024 651 1,205 3,819 0.24 C 306 1,440 1,746 61 80 141 1605 6.770 133461 5.4241 0.199 C SE 1 STREET SE 2 STREET E HS 3,140 5,024 1,847 2,586 2,438 0.51 0 780 1,440 2.220 187 109 ( 293 1,927 7,244 2,979I 43651: 2'107 ) s. E 3,140 5,024 861 1,205 3,819 0.24 3 C 1,440 1,440 73 1 73 1.367 6.464 1,27E 5,11191 0.19E SE 2 STREET SE 4 570E67 6420 HS 2.040 3,284 1,807 2.530 734 0.78 0 2,880 2,880 203 E 203.; 2677 6,144 2,7331 3,4111 0.145 0 NE 2 AVENUEISAICKELL AVENUE NE 20 STREET NE 19 STREET E LS 1,515 2,584 731 1,023 1.561 0.40 0• 713 713 198 198 515 3,297 1,2211 .2,076 T..1 370 I) �, E 1,615 2,584 512 717 1.867 0,28 C 713 713 119 119, 544 3,297 6361 2,491 0.254 C I. NU 195711E51 NE 14 STREET E HS 1615 2,584 731 1,023 1,561 0.40 D 480 480 22 221 455 3084 1,0451 2014 0.341 O E 1.515 2,584 512 717 1,867 0.2E C 518 480 998 84 26 1191 888 3,582 82'7 2,755 {)231 G z 74E14 STREET 14E13 STREET E HS 1.515 2,584 731 1,023 1.561 0.40 0 480, 480 22 22€ 458 3064 1,04E 2919 0.341 21 ".. E 1,81E 2.584 612 717 1,867 0.2E C 1,070 460 1550 308 26 334 1,216 4.134 1,05TI 3,083 0254 0 9. NE 13 STREET 1.39E 6+20 HS 3.070 4.912 1,427 1,57E 2.334 0.32 0 1,070 860 2.030 264 100 € 3134 1,646 6,942 1,9621 4,583 9263 G i! 1 1.395 NE STREET 5.20 14S 3.070 4.912 671 939 3.973 0.19 1 C 1.070 960 2.030 294 136 1 420 1610 6942 1,3591 5663 0. tee C "; 1 I 9 NE STREET NE STREET E+20 HS 3,070 4,912 671 93e 3,972 0.19 C 1,330 1,440 2,770 234 111 345{ 2,425 7,682 1,2841 6,39E 0.167 C NE I STREET FLAMER STREET E+20 HS 3,070 4,912 671 939 3,973 0.19 C 552 1,440 1.992 68 114 202, 1,790 6,904 1,1411 5,763 0.165 C FLAGLEH STREET SE1STREET E+20 HS 3,070 4,912 671 939 3,373 0.19 C 1,440 1,440 114 1141 1,32E 8,357 9,0531 5,29E 0.19-9C y SE 1 STREET SE 2 STREET E.20 HS 3,070 4,912 671 939 3,973 0.19 C 1.316 1,440 2.756 351 151 502E 2,254 7,56E 1.4411 9,227 0-788 41 1 i SE2 STREET SE4 STREET 6.20 HS 3770 6,032 671 939 5,093 0.7E C 1,346 2,880 4.2261 370 151 521E 3,705 50,256 14691 6,796 0.142 C 1 1 SE4STREET SE8STREET E 745 1,700 2,720- 1,197 1,676 1,044 0.62 0 1,346 960 2,30E 365 164 1 5291 1,777 S4129 2.205! 2021 0.499 6 E 2,560 4,096 1,340 1,87E 2220 0.48 0 566 1,920 2,456 155 360 1 475E 2,011 6.582 23511 4231 9,357 C E 5E8 STREET SW 13 STREET E HS 1,700 2,720 796 1,114 1606 0.41 D 566 960 1,463 2,989 240 164 276 660 2,309 5,709 1,794 3315 0214 411 E 1.700 2.720- 1,345 1683 537 069 7) 566 1,920 1.463 3949 119 360 092 1,371 277E 6,669 3,054, 3.61E 0.45E U SW 13 STREET SW 15 170041) E HS 1.700 2,720 603 844 1,876 0.31 0 306 960 1,493 2,729 €56 85 276 517 i 2,212 5,449 1.351 4,094 0.250; C ;' E 1,700 2.720 1,47E 2,066 654 0.76 0 206 960 1,463 2.729 26 97 6921 6151 1,014 5,449 2,531 2,566 0.5291 01i SW15ROAD RICKENRACKERCSWY E LS 1700 2,720 810 1.134 1556 042 0 206 3061 138 1361 166 3,02E 1.272 1.7)14 0420 1 11 !1 E 1,700 2720 1,361 1,910 810 0.70 0 306 3061 22 2i1 284 3,02E 1,932 1,094 0.91411 13 1'. SOURCE: KEITH AND SCHNARS, P.A, N:ITRANPLAN\PROJECTSl20011167161TAE L 7511215177 R 1 X. W K 9 • • • ROADWAY FROM ...__.._.......__. TO NW 3 AVENUE NW 20 STREET NW 17 STREET NW 17 STREET NW 14 STREET NW 14 STREET NW 9 STREET NW 9 STREET NW 5 STREET NW 5 STREET SW 1 STREET NE 20 STREET NE 2 AVENUE 1.1, AOAONI AVENUE N. HWMI AVENUE NW 3 AVENUE NW 3 AVENUE 695 NE 15 STREETNENETIAN CSWY 815CAYNE ISLAND 13AY5HORE DRIVE 9AYSHOR£ DRIVE BISCAYNE RLVO BLSCAYNF BLVO N. MIAMI AVENUE NE 14 STREET BAYSHOi1E DRIVE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAM! AVENUE NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3 AVENUE 1-95 NE 11 STREET NW3AVENUE 1-95 NE 10 STREET NW 3 AVENUE 1-05 NE 6 STREET/PORT BOULEVARD E. OF PORT BRIDGE 815CAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MiAMI AVENUE NW 1 AVENUE NW 1 AVENUE NW 1 CT NW 1 CT NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE SOURCE. KEITH AND SCHNARS, P A _OP 58 NB SB NB 56 NB NO EB WB E8 W6 EB WB EB W8 EA W9 EB WB ER W9 E8 WU E8 WB ES WO EB 1N0 EB WB We EB EB WB WB WB WB WB W6 WB MIAMI ADOP- TED LOS E.20 E.20 E E E E E E E E E.20 E.20 E+20 E+20 E520 E.20 E.20 L5 L5 LS L5 LS LS LS LS LS LS LS LS LS TABLE 21.A7' DOWNTOWN UTAMI OPI UP:ATE PERSON -TRIP VOLUME AND CAPACITY EXISTING C0NDIT30NS MATRIx (31 PERS•TRW CAPACITY OPPV: 1.9 B1q 1,280 800 1,280 800 1,280 800 1.280 800 1,280 800 1,280 3,070 4,912 2.040 B00 800 1,615 1,815 1,700 1.700 840 840 840 840 800 800 1.615 616 1.615 800 1.615 600 800 800 800 800 804 800 LS 2,040 LS HS 145 HS HS 1.5 LS 3,254 1,280 1,280 2.584 2.584 2.720 2,720 1,344 1.344 1,344 1,344 1,280 1,280 2,584 2.584 2,584 1.280 2.564 1,260 1,280 1.280 1.280 4,28a 1,280 1.290 3,264 2,040 3,264 2,560 2.560 3,070 2,040 2,040 2,040 2,040 2040 4,096 4,096 4,912 3,264 3,264 3264 3,264 3,264 ROADWAY MODE 4] PERS-TRU' ROADWAY VOLUME EHICU - - OPPY. YDL,IM., 200 280 2041 286 2041 260 2041 286 200i 280 2041 286 1,102, 1,643 1,1021 1,543 600 491 600 491 600 491 304 322 340 345 182 255 840 687 840 887 840 687 426 451 476 483 255 357 IS) [71 fa) 1 [41 EXCESS ROADWAY BUS I MOVER PERSON PERSON PER -TRIP i PERS-TAW TRW TRW CAPACITY CAPACITY CAPACITY V/C 95 LOAD. LOAD. 1,000 994 1.000 994 1.000 994 3.369 1,721 440 593 1,744 1.897 1,880 2,033 948 893 666 861 1,025 923 212 297 2,287 105 147 2437 160 224' 2,380 174 244 1,036 160 224, 2,360 174 2441 1,036 160 2241 1,056 174 244 1,036 160jj 224 15156 174! 2441 1036 172E 241i 1439 1961 2741 5006 180 133 1 279 584 614 614 614 614 614 614 252 166 1,769 032 680 860 860 860 660 960 3,012 3078 2,307 3,264 4,452 2,404 2,404 2,404 2,404 2,404 022 C 022 C 0 22 C 0.22 C 022 c 0,22 C 0-31 D 047 0 0 66 i7 0.54 D 0,33 0 0.27 C.J.0.31 0.26 C 0.32 0.34 035 0.36 0.20 0.28 0.11 0041 0.05 0.19 0.09 0.19 0.18 0.19 0.18 0 19 0 19 021 0.08 006 0.44 0.20 0.18 0 26 0.26 0.26 0 26 0 26 559 114 114 195 196 195 195 195 135 O 45 O 45 U 646 O 270 C 0 C 2.006 C 2,729 C 682 C 682 C 130 C 130 C 130 C 130 C 445 C 445 C C C 114 C 114 D C C C 688 C 510 C C 315 C 309 2,880 2,880 2,680 2,860 [10] RAIL PENS-7RP CAPACITY LOAD. 1111 I (12] TOTAL 1 TRANSIT TOTAL TRANSIT SEGMENT SEOYENT' [:E1WE6Q7 1 6EG9LLENT TRANSIT PERSON -TRW VOLUME TRANSIT PERS•iRIP PERSON PERSON PERS-TRW: PERSON PERS-TRIP METRO- 1AETRO- PERS EXCESS ! TRIP TAP EXCESS I TRIP ...., ClIP[yG/T; Bus MOVER RAIL VOLUME cnsAcrrv,TgAP6crrr�vn�u0aE_ s,nraprT,,u.,: MASS TRANSIT MODE ....,__,_... - SEGMENT TOTAL., a __._' tin (141 ((1ST' ' PSI T j177 1191 - , 559 559 114 114 198 140 58 18 195 36 095 28 195 36 195 28 195 36 195 28 45 24 45 18 546 74 270 37 2,008 846 2.730 774 682 286 682 238 130 46 130 1d 130 46 130 14 445 114 445 142 114 16 114 2,980 214 3,768 1891 214 3.390 141 214 2.880 214 215 75 309 132 198 140 58 10 36 28 36 26 36 28 24 16 74 37 646 774 286 238 48 14 46 14 114 142 1S 54 214 403 355 14 1 7189 1.26C 361 1.839 419 1,839 56 1.394 96 394 4.912 159 167 159 157 159 167 21 27 472 233 1,182 1,665 396 444 84 196 84 116 3:11 303 98 2,666 3.365 3,035 2,868 75 240 132 177 3,264 280 266 439 428 338 3414 1.643 1,543 1475 870 1,475 715 2,779 676 2,779 715 2,615 8175 2.915 715 1.369 1.389 1,890 1.614 1,280 1.280 1.000 0215, C �z 994 0.223 is 1251 0-760. v 1.413 4.232 C 1,056{ 0.242 2 1.060 0210 3.244 0.31d'I 0 9.721 0.473 ) 599 0 594 78a 0.485 1,5001 0.315 2.0641 0-267 2,01191 a.309 2.2001 0.245 450' 939 469 920 550 1,340 520 1,094 255 1,025 357 923 0.224 9 3:18 0291 0 322 0.199 0.779 4.592 9,143 3,445 0.249 5.323 221 4,402 0.173 3,256 510 2.756 0155 1.962 402! 1,460 0246 2,714 276' 2,444 i 0.099 9.410 7501 1,1591 0.18;3 1,410 2701 '13140, 0,199 1,410 258i 9,# 521 0.1E2 1,725 3381 1,3071 0.196 1.725 i 386I 1,3391 0.224 1.260 2411 17391 0.186 1.280 274 1,0,36E 0,214 3.378 3,379 4096 4,096 7,792 7.032 6,654 6,144 3,570 3,573 256 240 3,190 3, r38 9,785i 7,307 832! 3,264 1,0741 6716 1.2631 6,769 1 2151 5,439 1,074 5,070 935 1,644 eat z,a61 0.073 U071 0.41'1 U 20'3 0 13.6 0 180 0.193 O'73, C NATRANPLAMPR©JECrS120011113716'1TAELf S1.1212T'FOX.6K4 • • 23-Mar-04 TABLE 21.D10 DOWNTOWN MIAMI DR1 UPDATE YEA/4 2009 PERSON TRIP CONDITIONS ROADWAY FROM TO DI R MIAMI MOP- TED LOS FACILITY TYPE EXISTING LANES A/W PM COUNT DATE 13 EXISTING PERSON TRIP VOLUME 121 YR 2009 BKG PERSON TRIP VOLUME_ 131 COMMI• TIED REV. T YR 2009 TOTAL BKG PERSON TRIP I 141 FUTURE PERSON TRIP CAPACITY TOTAL T i51 BKG PERSON TRIP I 161 WC4 PROJ. PERSON =W YR 2009 TOTAL PERSON TRIP 1 1,s. f41 FUTURE PERSON TRIP CAPACITY . .,__, TC PEI T WC LOS TRW VOLUME TOTAL V/C BISCAYNE BLVD NE 54 STREET NE 46 STRET NE 46 STREET 1.195 NB SO NB E E E 4U7 410 AM AM 07/18/1900 09/1271900 1,598 2,833 2,172 1,683 2,984 119 163 1,802 3,147 3,950 3,950 0.456 0.797 C 1) 56 93 1,858 3.240 3,950 3,950 0.47C 0.82C 1-195 NE 36 STREET SB NB SB E E E 4LD PM 08729/1900 3,107 2,207 2.288 3,273 2,325 138 195 325 2,426 3,468 2,650 3,950 3,950 3.950 0,614 0.878 0.671 C 1) 0 70 116 180 2,496 3,584 2,830 3.950 3,050 3,950 0.63< 0,90? 0.71E NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NB SR NB 58 E E E E 4L0 410 PM PM 08/29/1900 05/01/1901 2,473 2.391 2,641 3,204 2,605 2,519 2,782 3,356 256 519 410 682 2,861 3,038 3,192 4,038 3,950 4,446 6,678 4,350 0.724 0.683 0.478 0.928 D D C E 158 240 208 300 3,017 3.278 3,400 4,338 3,950 4,446 6,676 4,350 0.764 0.734 0.50E 0.997 NE 20 STREET NE 19 STREET NB SB E E 4LD PM 08/03/1999 1,662 2,770 1,741 2,935 529 773 2,270 3,708 6,582 4,350 0.345 0.852 0 E 260 292 2,530 4,000 6,582 4,350 0.384 0.920 NE 19 STREET NE 15 STREET NB SB E E 4LD PM 09/07/1900 1,774 2.949 1,880 3,107 596 620 2,476 3,727 6,582 5,310 0.376 0.702 D D 254 315 2,730 4,042 6,562 5,310 0.415 0.761 NE 15 STREET NE 14 STREET NB 56 E E 4LD PM 04/13/1999 2,189 3,066 2,306 3,249 484 845 2,790 4,094 7,542 4,942 0.370 0.828 0 D 273 240 3,063 4,334 7,542 4,942 0.406 0.877 NE 14 STREET NE 13 STREET NB SB E E 6LD PM 04/13/1999 1.825 3,140 1,934 3,327 648 1,099 2,582 4,426 7,174 6,804 0.360 0.650 0 0 208 412 2,790 4,838 7,174 6,804 0.389 0.711 NE 13 STREET 1.395 NB 89 E E 61.1) PM 06/17/1999 1,846 3.215 1,956 3,406 834 1,313 2,790 4,719 9,036 6,804 0.309 0.694 D D 358 749 3,148 5,466 9,036 6,804 0,348 0.804 1.395 NE 6 STREET NB SB E E 4L AM 05/11/1999 2.927 2,433 3,101 2,578 990 842 4,091 3,420 9,036 9,964 0.453 0.343 0 D 651 457 4,742 3,877 9,036 9,964 0.525 0.389 NE 6 STREET NE 3 STREET NB SB E E 3L 8L0 PM 04/25/1901 2,559 3,142 2,711 3,291 1,263 1.138 3,974 4,429 6,804 7,732 0.584 0.573 0 D 760 405 4,734 4,924 6,804 7,732 0.696 0.637 NE 3 STREET NE 1 STREET NB 58 E E 8LD PM 04/25/1901 1,603 3,114 1,679 3,261 861 1,220 2,540 4,481 9,964 10,924 0.255 0.410 C D 429 532 2,969 5,013 9.964 10.924 0.298 0.459 NE 1 STREET SE 1 STREET NB SB E 8LD PM 05/18/1999 1,494 3,766 1,565 3,990 920 965 2,485 4,955 10,676 11,764 0.233 0,421 C 0 462 390 2,947 5,345 10,676 11,764 0.276 0.454 SE 1 STREET SE 2 STREET NB E E OLD PM 05/18/1999 1,346 2,879 1,426 3,050 734 547 2,160 3,597 7,258 9,176 0.298 0.392 0 0 338 292 2,498 3,889 7,258 9,176 0.344 0.424 SE 2 STREET SE 4 STREET SB E 1,278 1,354 429 1,783 6,944 0.257 C 254 2.037 6,944 0.293 NB E+20 2LOW AM 06/29/1999 2,733 2,896 179 3,075 7,104 0.433 D 91 3,166 7,104 0,446 NE 2 AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NB E 4LU PM 07/06/1900 1,221 1,286 636 1,922 3,111 0.618 D 360 2.282 3,111 0.734 NE 19 STREET NE 14 STREET SB E 836 881 529 1,410 3,111 0.453 0 312 1,722 3,111 0.554 NB E 4LU Pµ 07/1)6/1900 1,045 1,101 647 1,748 3,064 0.570 D 397 2,145 3,064 0.700 NE 14 STREET NE 13 STREET SS E 827 871 537 1,408 3,405 0.414 D 345 1,753 3,405 0.515 NB E 4LU PM 07/06/1900 1,045 1,101 524 1,625 3,064 0.530 D 345 1,970 3,064 0,643 NE 13 STREET 1-395 SB E 1,051 1,107 447 1,554 3,901 0.398 0 299 1,853' 3.901 0.475 SB E+20 3L AM 04/25/1901 1,962 2,055 493 2,548 6,709 0.380 0 267 2,815 6,709 0.420 1-395 NE 3 STREET 58 E+20 31. AM 04725/1901 1,359 1,423 398 1,821 6,709 0,271 C 197 2,018 6,709 0.301 NE 3 STREET NE 1 STREET SB E+20 3L AM 04/25/1901 1.284 1,345 438 1,783 7,917 0.225 C 244 2,027 7,917 0.256 NE 1 STREET FLAGLER STREET SB E+20 3L AM 04/25/19131 1,141 1,195 461 1,656 7,32E 0.226 C 244 1,900 1 7,328 0.259 SOURCE: KEITH AND SCHNARS, P.A. 53 1 PRC13, AS ; PRt3J. TA/ I A %OF TRIPS ISON I MAX GREATEF SERVICE THAN 5% VOLUME ! YES/NO C D C D D D %3 C 0 E 0 0 0 E D 0 0 0 D D D 0 0 D 0 1.42% 2.35% 1.77% 2.94% 4.56% 3.957+ 5,409E 3,11% 6,90% 3.95% 6.71% 3.86% 5.93% 3 62% 4.86% 2.90% 6.06% 3,96% it.01 a 7-20% 4,59% 1 1.17% 6.40% 4-3I % 4.87% 4.339% 3.32% 4.66 % 3.18% 3.66% 1.28% 11.57% 10.03% 12.96% 10.13'1 11.26% 7,66% 3.98% NO NO NO NO NO NO YES NO YES NO YES NO YES NO NO NO YES NO YES Y.6S NO YES YES NO NO NO NO NO NO NO NO YES YES YES YES YES YES NO 2.94% 'i NO 08% NO NO N:ITRANPLAN\PROJECTS12J011167161TAE31.ES112MA TF1lX,VYK4 • 9J90 -2001 • 21.019 DONIMTO9VF4 INAMI DRi UPDATE YEAR 2009 PERSON TRIP COMMONS • ROADWAY FROM TO DIR MIAMI ADOP• TED LOS FACILITY TYPE EXISTING LANES [5T TRW PROS.. As AMAX SERWCE b'RCIJ. , , 6REA T14A3i 5%, AM! PM COUNT DATE t1t EX08TINO PERSON TRIP VOLUME YI 2006 814Gk PERSON TRIP VOLUME COWS- TIED DEV. YR TOTALBKG POISON TAP i$ FUTURE TRIP CAPAC1ry TOTAL f51 PER80M - TRIP LOB y.-....� PROD, PE SO4 TRIP YR 2008 PERSON TRW FUTURE Ter7PER$OM CApACTTY NW 11 STREET NW 9STREET N6 SB , ` Wwwsit lli w w w US III W w w us w ltl LU W w w all w w oil ww Lit ww tit+ + wVJ ww lLw wwwwww __. 21U PM 134724411 1,173 1,229 435 1.664 4,515 0.369 0 202 VOLUME 1,868 T TOTAL 4,515 0.413 Lire 0 V+ UNE 4,47% YESIMLI y 3-C7 NW 8 STREET MW 8 STREET NB 58 2LU PM 04/25'01 1,050 2,528 1,100 7648 376 374 1,478 3,022 3,053 9,978 0.463 0.337 0 0 176 112 1,652 3,134 3,053 8,979 0.541 0,349 0 D 5.76% 1.25% YES N13 NW 8 STREET NW 5 STREET NB SB 210 PM 04/25101 1,198 2.448 1,255 2.564 332 364 1,587 2.926 3,239 8,657 0.490 0.331 0 0 90 97 1.885 3,025 3,239 8,857 0.520 0.342 0 0 303% 1.10% NO N3) NW 5 STREET MW 3 STREET NB SB 2L0 PM 04/25/01 1,055 2,446 1,105 2,564 324 374 1,429 2,936 2,807 8,657 0,509 0,332 0 D 85 112 1,514 3,050 2,607 9,067 0.539 0,344 0 0 343% 1.26% NO NU NW 3 STREET MW 1 STREET NB 513 21 11, PM 04125101 1,150 1,399 1,204 1,465 332 435 1,536 1,900 3,477 7.172 0.448 0.265 0 C 96 187 1,634 2.087 3,427 7,172 0.477 0.291 D D 2.86% 2.61% NO NO MW 1 STREET SW 1 STREET NB 59 2L PM 04725001 456 1,028 478 1,075 376 508 854 1,581 1,900 2,708 0.449 0,584 0 D 163 172 1,017 1.753 1,900 2,706 0.535 0,647 D 0 11.58% 6.359E YES YES SW 1 STREET SW 2 STREET NB SB 14 41,U PM 04/25611 458 967 013 476 1,013 956 428 294 906 1,307 1,900 2,584 0.477 0.506 0 D 150 150 1.056 1,457 1.930 2,584 0,556 0.564 0 0 7,89% 5.80% YES d� YES SW 2 STREET SW 7 STREET SW 7 STREET SW 8 STREET NB SB 2LU PM 04725101 1,248 1,805 1.307 1,861 223 396 297 1,179 1,703 1,978 2,584 2,743 2,743 0.456 0.521 0,721 D ❑ 0 130 247 215 1,309 1,950 2,193 2,584 2,743 2,743 0,507 0,711 0.799 D D 0 5.113% 9.00% 7.84% YES YES YES NB S8 41U PM 04/25091 1248 1,307 230 1,537 4,047 0.360 0 150 1,887 4,047 0.417 0 3.71% NCl SW 9 STREET SW 1I STREET NB 58 2LU PM 04/25101 1,611 1.243 1.611 1,887 1,302 304 163 1,991 1,465 4,179 2,743 0.478 0.534 D D 172 98 2,163 1,563 4,179 2,743 0.516 0.570 0 0 4.12% 3.57% F0 No SW 11 STREET SW 13 STREET NB 98 2LU PM 04/25/01 1,243 1,805 1,887 1,302 1,861 212 156 1,890 1,458 2,675 2,743 0.561 0,532 O 0 112 91 2,011 1,549 2.875 2.743 0.699 0.565 D D 3.90% 3.32% 14C) NO SW 13 STREET SW 15ROAD NB 41U PM 0411710/ 302 316 202 74 1,883 390 2,743 2,564 0.686 0.157 0 C 105 26 1,966 418 2,743 2,584 0.725 0,161 0 C 3.89% 1.01% NO NCl SB 396 414 90 504 2,584 0.195 C 30 534 2,584 0.207 C 1.164E NC) MW 3 AVENUE NW 20 STREET MW 17 STREET NB 21U PM 07K16A00 260 295 20 315 1,280 0.246 D 22 337 1,263 0.263 C) 1,72% NO NW 17 STREET NW 14 STREET 58 286 301 15 316 1,280 0247 0 20 336 1,280 0.263 0 7,5611 NO NB 58 2LU PM 07/06/00 478 504 51 555 1,636 0.302 0 30 585 1,638 0,318 0 1.63% NO NW 14 STREET MW 9 STREET NB 2LU PM 07/06100 426 338 449 356 37 82 486 436 1,838 i,404 0,264 0.312 0 D 20 52 512 490 1,638 1,404 0.279 0.349 0 0 1.41% .3.70% 54S) NO NW 9 STREET 58 304 320 60 380 1,404 0271 D 48 426 1.404 0.303 0 3.28% 140 NW 5 STREET NB 3L PM 04/25101 1,543 t,616 122 1.738 4,912 0.354 0 07 1,835 4,912 0.374 D 1.07'% NU NW 5 STREET SW 1 STREET NB 2L PM 04,25101 1,543 1,618 254 1,870 3,264 0.573 D 410 . 2,350 3.264 0.720 0 14,71% YES r NE 20 STREET NE 2 AVENUE N. M1AMi AVENUE EB au AM 04/44630 876 923 148 1,071 ' 1,486 0.737 A 48 1,117 1,468 0.782 0 3.14% NO WB 715 753 98 851 1 1,466 :. 0.580 D 28 878 1,466 0,600 0 1.9114 NC) N.MiAMIAVENUE NW3AVENUE EB 4LU AM 04/24100 876 023 210 1,142 2,770 0.412 ❑ 90 1141 2,770 0.448 D 3.5716 NO WB 795 153 141 894 2,770 0,323 0 59 953 2,770 0.344 0 2,1394 N(7 NW 3 AVENUE 1.95 E8 4LD AM 04/14/00 676 923 175 7,09E 2,906 0.378 D 104 1,202 2,906 0.414 0 3.58% NC 4148 715 753 134 887 2906 0.305 D 83 960 2.906 0.327 0 2.17% MC i NE 15 STREETNENETTAN CSWY 6MSCAYNE ISLAND BAYSHORE DRIVE EB 21.13 PM 08)12C0 450 474 60 534 1,443 0.370 0 52 586 9,443 0.406 0 3.60% NCi WB 469 494 52 575 1, 0.399 0 60 536 1,443 0,441 0 4.181). NCB BAYSHORE DRIVE BISCAYNE BLVD EB 21.D PM OW12100 550 579 166 765 1,943 0.394 D 104 669 3,943 0.447 0 5.35% 701 1 W8 520 548 255 603 1.595 0.474 0 120 923 1,895 0.545 0 7.0811 YE':5 jk BISCAYNE BLVD N. MIAMI AVENUE £B 2LU PM 09f12700 255 269 112 381 law0345 O 124 505 1„7.60 0.395 L7 9.89% 707 WB 357 376 753 529 0,413 0 142 671 1,280 0.524 0 11.0911 V03 SOURCE: KEITH AND SCHNARS, P.A N:1T? AN95,AmPROJECT512001)167161TA5.E511IMAFplx.M44 • ORIGIN ZONE Miami -Dade 2010 Interim Plan DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS 1 TOTAL 1 NNE ENE ESE SSE SSW WSW WNW NNW 481 TRIPS 1568 702 1473 650 1535 1965 1539 1530 10962 PERCENT 14.30 6.40 13.44 5,93 14,00 17.93 14.04 13.96 ORIGIN ZONE Miami -Dade 2010 Interim Plan DIRBCTIONAL DXSTRIBUTION SUMMARY CARDINAL DIRECTIONS--.---w.._----..1 TOTAL, 1 NNE ENE ESE 5SE SSW WSW WNW NNW 496 TRIPS 157 44 61 133 165 209 130 157 1084 432 TRIPS PERCENT 14,48 4.06 5,63 12.27 17,07 19.28 12.71 14,40 357 182 263 330 427 491 381 346 2777 PERCENT 12.86 6.55 9.47 11,88 15.38 17.68 13.72 12,46 497 TRIPS 146 73 66 141 211 220 160 170 118? 433 TRIPS 366 147 164 403 432 504 341 358 2715 PERCENT 12.30 6,15 5.56 11,08 17.78 16.53 13.46 14.32 PERCENT 13.48 5.41 6.04 14.84 .15.91 18.56 12.56 13.15 498 TRIPS 738 321 288 735 997 1026 686 766 55.57 434 TRIPS 415 131 124 353 456 587 372 408 2846 PERCENT 13.28 5.78 5.18 13.23 17.94 18.46 12.34 13.78 PERCENT 14.58 4.60 4.36 12.40 16.02 20.63 13,07 14.34 485 TRIPS 474 165 230 356 479 650 485 526 3365 PERCENT 14.09 4.90 6.84 10.58 14.23 19,32 14.41 15.63 486 'TRIPS 334 92 118 229 405 476 321 380 2355 PERCENT 14.18 3.91 5.01 9.72 17.20 20.21 13.63 16.14 487 TRIPS 2142 672 847 1554 1677 3290 2117 2223 14522 PERCENT 14.75 4.63 5.83 10.70 11.55 22.66 14.58 15.31 408 T4195 433 156 393 204 332 493 427 479 2917 PERCENT 14.84 5.35 13,47 6,99 11.38 16.90 14,64 16,42 489 TRIPS 150 88 212 99 116 222 218 219 1324 PERCENT 11.33 6.65 16,01 7.48 6.76 16.77 16.47 16.54 490 TRIPS 65 36 96 82 54 98 119 100 650 PERCENT 10,00 5.54 14.77 12.62 0,31 15.08 18.31 15,38 491 TRIPS 323 103 121 188 214 439 385 358 2131 PERCENT 15.16 4.83 5.68 8.82 10.04 20.60 18.07 16.80 492 TRIPS 44 12 24 48 56 62 63 48 377 PERCENT 11.67 3.18 6,37 12.73 14.85 21,75 16.71 12.73 493 TRIPS 288 116 157 273 294 526 403 365 2424 PERCENT 11.88 4.79 6.48 11.26 12.13 21.78 16.63 15.06 494 TRIPS 294 78 143 342 249 489 380 330 2305 PERCENT 12.75 3.38 6.20 14.84 10.80 21.21 16.49 14.32 495 TRIPS 722 214 284 591 631 1070 697 742 4951 PERCENT 14.58 4.32 5.74 11.94 12.74 21,61 14.08 14.99 -17I- 499 TRIPS 230 102 81 179 301 322 239 287 1741 PERCENT 13.21 5.86 4.65 10,28 17.29 18.50 13.73 16.48 500 TRIPS 439 107 169 461 485 611 394 450 3116 PERCENT 14.09 3.43 5.42 14.79 15.56 19.61 12.64 14.44 501 TRIPS 386 144 128 352 353 686 421 433 2905 PERCENT 13.36 4.96 4.41 12.12 12,15 23.61 14.49 .14.91 502 TRIPS 303 122 93 235 269 537 33'1 367 2257 PERCENT 13,42 5.41 4.12 10.41 11.92 23.79 14.57 15,26 503 TRIPS 1200 394 463 859 1153 1887 1348 1578 8882 PERCENT 13.51 4.44 5.21 9.67 12.98 21.25 15,19 17.77 504 TRIPS 620 245 289 258 1235 1361 785 969 5762 PERCENT 10.76 4.25 5.02 4.48 21.43 23.62 13.62 16,82 505 TRIPS 952 344 474 385 2017 2157 1625 160.2 9556 PERCENT 9.96 3.60 4,96 4.03 21.11 22.57 17.01 16.76 506 TRIPS 977 380 339 523 971 1762 1344 1421 7717 1'ERCENT 12.66 4.92 4.39 6,78 12.59 22,83 17.42 16,41 507 TRIPS 712 331 292 216 1232 1347 1324 1123 6577 PERCENT 10.83 5.03 4,44 3.28 18,71 20,48 20.13 17,07 S08 TRIPS 69 213 143 19 77 346 183 119 1169 PERCENT 5.90 10.22 12.23 1.63 6.59 29,60 15.65 10,18 509 TRIPS 310 129 90 50 532 756 664 618 3149 PERCENT 9.84 4.10 2.86 1.59 16.89 24.01 21.09 19.63 510 TRIPS 58 95 38 9 64 295 209 177 940 PERCENT 6.17 10.11 4.04 0.96 6,81 31.38 22.23 16,30 • Appendix D Intersection Capacity Analysis Worksheets 0 • Max PS4atni - lntersecticm Assigenesat ex6Sa6NG iNTERSECTt©04E}RENT N81. 1 N8T 3 NER 6 SEOL 2 SST PNE16 Street! SBR 0 Miami riace EB!. E38 18 ESP, 2 JVBL 3 6VBT 19 WBR i — — - TO' NET 619 NBR 64 SBL 0 SET 0 NE1651eee[1 8-BR 0 NE 1 Avenue EBL E67 30 EER E WBL 0 158T 2a !NOR 5a 811 NBL 3 NET 0 NER 0 SBL 0 SET 2 NE 67 Street f 58R 3 Miami piece EBL 0 EST 8 EBR 0 WEL 1 'NBT 389 WBR 5 483 NBL 399 NET 8 NER 278 SBL 0 SET C NE 37 Street I SEER 8 NE 1 Avenue !.1 N6T 338 NBR 27 SSL 28 N617 Street / SB7 467 NE 2 Avenue &BR 14 ESL 0 (east tea) EB7 6 E0R 5 WEIL 22 WET 1 'NBR/ 45 NE 17 Street / NE 2 Avenue (west tug) PiHL N6T NBR SBL SBT s93R EBL EBT ERR WBL WBT WER TO N5 1 Avenue 1 Entrance Brnveway NBR SOL SB7 SBR ESL 08T EBR w8L wet LNBR NBL NET NBR 58L SBr i NE Miami Place 1'. SBR cxil Driveway € EHL EBT ggry E6R WBL I --. TOTAL, VvBR.... a 497 c 271 a 12 0 a No. of gears: S •8ACi1 ft©s1ro76 £ U:YLk:£ GROWTH &[10 Grnvnh tale. 1.073 PRpJ`cGT 3 5 0 1 0 1 '5 2 20 S0 657 59 0 7 32 0 25 62 0 0 0 3 0 1 413 5 425 719 7 359 23 38 496 15 0 719 ❑ 0 0 0 0 a 7115 9 0 0 0 0 557 68 0 0 0 O 0 0 0 O 0 2 O 0 O 0 c a 1 0 413 0 428 f 7`. 424 0 O 0 295 0 O 0 O 0 O 0 O Q O c c 0 O 0 c 0 e ❑ 370 23 30 505 t5 6 5 23 48 418 83 O 0 O 4 537 19 3 0 Zee 0 5 0 13 0 4 9 O 0 O 0 1265 79 O 198 719 0 C 0 C 0 O 0 4 0 O 0 O 0 O 0 O a 5 0 773 i88 0 - __-0 9 0 O 0 0 0 3 e 9 8 O 0 0 0 0 e 0 175 O 0 FUTURE 81Z9 PROJECT 1.53 165 12 13 O 0 ❑ 1 22 4t 0 0 O 20 8 1 �_.,.,�.,.,..,_...,.,.,. 196 25653 O 10 70 727 O 58 ❑ 0 O 0 O ❑ 22 29 103 134 O 0 4 0 4 25 15 73 2 9?3? ....__ .........1131 27i 78 0 0 0 2 0 1 413 7 433 23 30 522 10 0 6 5 23 7 48 1113 C 480 0 0 553 ❑ 288 0 13 0 0 0 1334 138 719 C 0 0 9 e 3 c 3 0 0 0 175 0 405205 168e:sectio,i analysis June 2006.4s • Existing Conditions • • HCS21 00: Uns7 qna ized Intersections Re P 4 . ld TWO-WAY STOP CONTROL SUMMARY Analyst_: Onencv/Co.: to Perfor erred: 10/20, 05 a ys s Time 'e rio : EXISTING PM PEAK HOUR Intersection: N MIAMI PLACE' 1 NE 17 STREET Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2005 Project ID: MAX TOWER - #05205 East/West Street: NE 17 STREET North/South Street: 14 MIAMI PLACE Intersection Orientation: FW tudy period (hrs): 0,25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 j 4 5 6 L T R L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Undivided 710 1 389 5 0.67 0.67 0.67 1 580 7 2 - 0 1 0 LTR No EVr Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T R L T R Volume 3 0 2 3 Peak Hour Factor, PHF 0.38 0.38 0.56 0.56 Hourly Flow Rate, HFR 7 0 3 5 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage % No Lanes 0 1 1 0 Configuration LT TR Delay, Queue Length, and Level of Service_ Approach EB WE Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR I LT I TR v (vph) C(m) (vph) v/c 95% queue length Control Delay Alhiroach Delay oach LOS 1 7 8 1623 415 477 0.00 0.02 0.02 0.00 0_05 0.05 7.2 13.8 12.7 A B B 13.8 12.7 9C52000: Unsign lized _T iitersec_L onz Release 4.Id TWO-WAY STOP CONTROL :;! f+iE ARI Analyst. iiiiencY./Doe Le. Performed: 1: /20/ 05 Ill3_`alyS_i.o Time Pe . od: 55fSTTND PM PEAK 13(5)_R Intersection: NE 1 AVE / NE 17 STREET Jurisdiction: MIAMI, Units: U. S. Customary Analysis Year: 2005 Project ID: MAX.TOWER -- #05205 East/West Street: NE 17 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS St:dy period (hrs): 0,25 Vehicle Volumes and Adjustments Major Street: Approach Movement Northbound Southbound 1 2 3 L T R 4 5 6 R Volume 399 Peak -Hour Factor, PHE 0.81 Hourly Flow Rate, HFR 492 Percent Heavy Vehicles 0 Median Type/Storage Undivided RT Channelizec3? Lanes Configuration Upstream Signal? 278 0.81 343 No 1 1 L R No Sor Street: Approach Westbound Movement 7 8 9 L `I' No R Eastbound 10 11 L T 12 Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 0 Delay, Queue Length, and Level of Service Approach NE SB Westbound Eastbound Movement 1 4 ( 7 8 9 I 10 11 12 Lane Cozy f i g L I v (vph) 492 C(r) (vph) 1636 v/c 0.30 95% queue length 1.28 Control Delay 8.1 LOS A •oach :relay oach L,OS `.HCS2000: Signalized L??tersections Relea e Analyst: DPA Agency: Date: FEB 2006 iod. EXISTING PM PEAK HOUR ject ID: MAX TOWER - 505205 St: NE 17 STREET No, Lanes LGConf ig Volume Lane Width RTOR Vol later.: NE 2 AVE / NE 17 STREET (WEST) Area Type: Ali other areas Jurisd: SIAMI, FL Year : 2005 N/S St, NE 2 AVENUE SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound 1 Northbound Southbound 1 L T R I L T R I L 1 1 R 1 12 12.0 2 0 0 0 2 0 T 383 12.0 2 0 m 497 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right A Peds WB Left Thru Right Peds NB Right fright rz 15.0 Yellow 4.0 All Red 0.0 A 5 6 7 8 NB Left Thru A Right Peds SE Left Thru A Right Peds EB Right WE Right 77.0 4.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay DOS Delay LOS Eastbound L 516 R 237 Westbound Northbound 2 731 Southbound • 3437 0.64 0.15 42.6 D 42.4 1583 0.05 0,15 36.5 D 3547 0.19 0.77 3.1 A 3.1 A 2731 3547 0.22 0.77 3.2 A 3.2 A Intersection Delay = 12.2 (sec/veh) Intersection LOS = B 3_CS2000: TJ signalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Analyst: USA gency/Co. to Performed; 10/ 20/ 05 nal sis Time Period: EXISTING PM PEAK HOUR Intersection: NE 2 AVE / NE 17 STREET (EAST) Jurisdiction: MIAMI, FL Units: U_ S. Cunt.omary Analysis Year: 2005 Project I➢: MAX TOWER - #05205 East/West Street: NE 17 STREET North/South Street: NE 2 AVENUE Intersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Major Street: Approach Northbound Movement 1 2 L T Adjustments 3 R Southbound 4 5 6 L T R Volume 7 338 22 28 467 14 Peak -Hour Factor, PHF 1.00 0.72 0.72 0.81 0.81 1.00 Hourly Flow Rate, HFR 7 469 30 34 575 14 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No •or Street: Approach Westbound Movement 7 8 L T 9 Eastbound 10 11 12 2 T R Volume 22 1 45 0 6 5 Peak Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00 Hourly Flow Rate, HFR 29 1 60 0 6 5 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Movement 1 4 1 7 8 9 Lane Config LT LT ( LTR Eastbound 10 11 12 LTR v (vph) 7 34 90 C(m) (vph) 982 1061 432 v/c 0.01 0.03 0.21 95% queue length 0.02 0.10 0.78 Control Delay 8.7 8.5 15.5 LOS A A C roach Delay 15.5 oach LOS C 11 278 0.04 0.12 18.5 C 18.5 C HC>2000: unsign.alized l ter sections Release TWO-WAY STOP CONTROL SUMMARY Analyst: DPA IllQeriCy!Co, to Performed: 10/20/05 alysis Time Period: EXISTIN\M PM PEAR HOUR Intersection: 11 MIAMI PLACE / NE 16 STREET Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2005 Project ID: MAX TOWER -- 405205 East/West Street: NE 16 STREET North/South Street: N MIAMI PLACE Intersection Orientation: EN Studv period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R. L T R Volume 1 18 2 3 19 1 Peak -Hour Factor, PHF 0.28 0.28 0.28 0.56 0.56 0.56 Hourly Flow Rate, HFR 3 64 7 5 33 1 Percent Heavy Vehicles 0 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No •or Street: Approach Movement Nor thbound 7 8 9 L T R Southbound 10 11 12 L T R Volume 1 3 5 2 1 0 Peak Hour Factor, PHF 0.45 0.45 0.45 0.25 0.25 0.25 Hourly Flow Rate, HFR 2 6 11 8 4 0 Percent Heavy Vehicles 0 0 0 2 0 0 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Approach Movement Lane Config Delay, Queue Length, and Level of Service EB NB Northbound Southbound 1 4 7 8 9 10 11 12 LTR LTR I LTR LTR v (vph) C(m) (vph) 1591 v/c 0_00 95% queue length 0.01 Control Delay 7.3 LOS A each Delay _oach LOS 3 5 19 12 1529 900 809 0.00 0.02 0.01 0.01 0.06 0.05 7.4 9.1 9.5 A A A 9.1 9.5 A A 12 S2000: Un.si r eal ized intersections Release 4 .1d. TWO-W.5 T 52 CONTROL SUMMARY Analyst, ency/2o. _ Performed: 10!20/05 ha! vsi s Time Period: EXISTING PM PEAK HOUR Intersection: NE 1 AVENUE / NE 16 STREET Jurisdiction: MIAML, FL Units: U. S . Customary Araalvsis Year: 2005 Pro-iect ID: MAX TOWER - #05205 East/West Street: NE 16 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs)_ 0.25 Major St eet: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L, T R 1 L T R Volume 9 619 64 Peak -Hour Factor, PHF 0.79 0.79 0.79 Hourly Flow Rate, 28R 11 783 81 Percent Heavy Vehicles 0 -- -- Median Type/Storage Undivided RT Channelized? Lanes 0 1 0 Configuration LTR Upstream Signal? No No •or Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (o ) Flared Approach: Exists?/Storage Lanes Configuration 24 58 7 30 0.38 0.38 0.49 0.49 63 152 14 61 0 2 0 0 0 0 No / 1 0 0 1 TR LT Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LTR 1 TR { LT v (vph) 11 215 75 C(m) (vph) 1636 347 224 v/c 0.01 0.62 0.33 95% queue length 0.02 3.94 1.40 Control Delay 7.2 30.9 29.0 LOS A D D Ilikoath Delay 30.9 29.0 oach LOS ➢ D • Future without Project 0 • 5CS2000 _ U si gnaiized Intersections Release 4 .1f TWO-WAY STOP CONTROL SUMMARY Analyst: nPA Agency/Co.: 410te Performed: FEB 2006 aiys±s Time Period: FUTURE W/O PROJ PM PEAK HOUR Intersection: N MIAMI PLACE / NE 17 STREET Jurisdiction: MIAMI, Fi, Units: U. S. Customary Analysis Year: 2011 Project ID: MAX TOWER - #05205 East/West Street.: NE 17 STREET North/South Street: N MIAMI PLACE Intersection Orientation: EW Study period (rzrs): 0.25 __ Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R i L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 4100 r Street: Approach Movement Undivided No Northbound 7 8 9 L T R 1 0.67 1 2 413 5 0.67 0.67 616 7 0 1 0 LTR No Southbound 10 11 12 L T R Volume 3 0 Peak Hour Factor, PHF 0.38 0.38 Hourly Flow Rate, HFR 7 0 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes 0 1 Configuration LT Approach Movement Lane Config v ( yap h ) C(m) (vph) v/c 95% queue length Control Delay LOS A ach Delay Delay, Queue EB WB 1 4 LTR Length, and Level of Northbound 8 9 7 LT 1 7 1623 390 0.00 0.02 0.00 0.05 7.2 14.4 A B 2 3 0.56 0.56 3 5 2 2 0 No 1 0 TR Service Southbound 10 11 12 'T'R 14.4 13.1 A ach LOS B B 8 452 0.02 0.05 13.1 B S2000 : Una ized Intersections TWO-VJ-LN .TOP CONTROL SUMMARY a £_? Ana.]Aliy: t. gency/ C'o . : to Sexf orm d: 10/ 20/ 05 Ilinalysis Time Per, od: FUTURE W 7 PROJ PM PEAK HOUR Intersection: NE 1 AVE / NE 17 STREET Jurisdiction: MIAMI , FL Units: U. S. Customary Analysis Year: 2011 Project ID: MAX TOWER - #05205 East/West Street: NE 17 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R Volume 424 295 Peak -Hour Factor:-, PHF 0.81 0.81 Hourly Flow Rate, HFR 523 364 Percent Heavy Vehicles 2 Median Type/Storage Undivided RT Channelized? No Lanes 1 1 Configuration L R Upstream Signal? No No or Street: Approach Westbound --- ^-- Eastbound Movement 7 8 9 # 10 11 L T R L T 12 Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes Configuration Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config L v (vph) 523 C(m) (vph) 1623 v/c 0.32 95% queue length 1.41 Control Delay 8.3 LOS A oac 2 Delay roach LOS a1CS2030 z a 1nter.sect.ions Release 4.1f Analyst: D A Agency: :ate. FEB 2006 Period: FUTURE 6 O PROD PIS PEAK HOUR 41,oject ID, MAX TOWER -- 405205 W St, NE 17 STREET Inter.: NE 2 AVE / NE 17 STREET iDEST ) Area Type: All other areas Jur sd_ MIAMI FL Year : 2011 N!S St: NE 2 AVENUE __SIGNALIZED INTERSECTION SUMMARY Eastbound J Westbound Northbound Southbound R L I ? T R L ?= R No, Lanes 2 0 1 LGCon.fig f, Volume 288 Lane Width j12,0 RTOR Vol R 13 12.0 2 0 0 0 2 0 0 2 0 `T T 418 537 12.0 12.0 Duration 0 25 Area Type_ All other areas Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left A ( NE Left Thru Thru A Right A ) Right Peds Peds MB Left SE Left Thru Thru A Right Right Peds j Peds NB Right ( EB Right Right j TAB Right Oliken 15.0 77.0 low 4.0 4.0 Ali Red 0.0 0.0 cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 516 3437 0.668 0.15 43.9 D 43.6 D R 237 1583 0.05 0.15 36.5 D Westbound Northbound 2731 3547 0.21 0.77 3.2 A 3.2 A Southbound • 273' 3547 0.24 0.77 3.3 A 3.3 A Intersection Delay = 12.4 (sec/ueh) Intersection LOS = B 1ECS2000: Unsignal±zed Intersections Release TWO-WAY STOP CONTROL SUMMARY Analyst: DPA gency/Co. . to Performer: 10/20/05 is ysis Time Period: FUTURE W/O PROJ PM PEAR HOUR Intersection: NE 2 AVE / NE 17 STREET (FAST) Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2011 Project 1D: MAX TOWER - #05205 East/West Street: NE 17 STREET North/South Street: NE 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.2 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T F Southbound 4 5 6 Volume 7 370 23 30 505 15 Peak -Hour Factor, PHF 1.00 0.72 0.72 0.81 0.81 1.00 Hourly Flow Rate, HFR 7 513 31 3? 623 15 Percent Heavy Vehicles 0 -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR. Upstream Signal? No No 41/1 or Street: Approach Westbound Movement 7 8 9 L T R Eastbound 10 11 L T 12 Volume 23 1 48 0 6 5 Peak Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00 Hourly Flow Rate, HFR 30 1 64 0 6 5 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NE SE Westbound Movement 1 4 { 7 8 9 Lane Config LT LT 1 LTR Eastbound 10 11 12 LTR v vph) 7 37 C(m) (vph) 956 1021 v/c 0.01 0.04 95% queue length 0.02 0.11 Control Delay 8.8 8.7 LOS A A .oach Delay oach LOS 95 11 397 251 0.24 0.04 0.92 0.14 16.9 20.0 C C 16.9 20.0 C C ITCS2000. 3n>igna1iz-'_'.d IntersectionsRelease 1C TWO-WAY AY STOP CONTROL SUMMARY Ana ,;%" Performed: 10'20 /05 Oalysis Time '...;_iod: FUTURE 11/{e PPOJ PM PEAL SOUR Intersection: N M ,.AMI PLACE / NE 16 STREET Jurisdiction.: MIArMI, FL Units: U. S. Customary Analysis year: 2011 Project ID: MAX TOWER - #05205 East/West Street: NE. 16 STREET North /South Street: 1 MIAII PLACE Iru ersection Orientation: E9 Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 1 19 2 3 20 1 Peak -Hour Factor, PHF 0.28 0.28 0.28 0.56 0.56 0.56 Hourly Fiona Rate, HER 3 67 7 5 35 1 Percent Heavy Vehicles 2 ---- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No •or Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume 1 3 5 2 1 0 Peak Hour Factor, PHF 0.45 0.45 0.45 0 25 0.25 0.25 Hourly Flow Rate, HFR 2 6 11 8 4 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No % Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB NB Northbound Movement 1 4 17 8 Lane Config LTR LTR 1 LTR 9 Southbound 10 11 12 LTR v (vph) 3 5 19 12 C(m) (vph) 1575 1526 892 801 v/c 0_00 0.00 0.02 0.01 9561 queue length 0.01 0.01 0.07 0.05 Control Delay 7.3 7.4 9.1 9.6 LOS A A A A 41poach Delay 9.1 9.5 roach LOS A A HCS2000: Unsicinali-ed Intersections Release 4.lf TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co. : 410„ Performed: FEB 2006 alysis Time Period: FUTURE W/O PROJ PM PEAR HOUR Intersection: NE 1 AVENUE / NE 16 STREET Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2011 Project ID: MAX TOWER - *05205 East/West Street: NE 16 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 a 5 6 L T R l L T R Volume��. Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Street: Approach Movement 10 657 68 0.79 0.79 0.79 12 831 86 2 Undivided 0 1 0 LTR No Westbound 7 8 9 No Eastbound 10 11 12 L T R Volume 25 62 7 32 Peak Hour Factor, PHF 0.38 0.38 0.49 0.49 Hourly Flow Rate, HFR 65 163 14 65 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / Lanes 1 0 0 1 Configuration TR LT Approach Movement Lane Config v (vph) Gtm) (vph) v/c 95% queue length Control Delay LOS A oach Delay A�ac5 LOS Delay, Queue Length, and Level of Service NB SE Westbound Eastbound 1 4 17 8 9 10 11 12 LTR I TR LT 12 228 79 1623 324 198 0.01 0.70 0.40 0_02 5.02 1.78 7.2 38.7 34.8 A E D 38.7 34.8 • Future with Project 0 • 00: Unsignalized intersections Release 4,1f TWO-WAY STOP CONTROL SUMMARY Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 Configuration LTR Upstream Signal? No No r Analyst: DPA Agency/Co.: 410(e Performed. JUNE 2006 lysis Time Period: FUTURE 4si PROD PM PEAK HOUR Intersection_ N MIAMI PLACE / NE 17 STREET Jurisdiction: MIAMI, FL Units: 0. S. Customary Analysis Year: 2011 Project ID: MAX MIAMI- #05205 East/West Street: NE 17 STREET North/South Street: N MIAMI PLACE Intersection Orientation: EW Study period (hrs)- 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 Volume 1 413 5 Peak -Hour Factor, PHF 0.67 0.67 0.67 Hourly Flow Rate, HFR 1 616 7 Percent Heavy Vehicles 2 ___ Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume 78 0 2 3 Peak Hour Factor, PHF 0.38 0.38 0.56 0.56 Hourly Flow Rate, HFR 205 0 3 5 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 1 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 ! 10 11 12 Lane Contig LTR 1 LT TR (m) (vph) 1623 390 452 7/c 0.00 0.53 0.02 )5% queue length 0.00 2.95 0.05 l'ontroi Delay 7.2 24.0 13.1 ,OS A C B qp ach Delay 24.0 13.1 ck LDS C (vph) 1 205 8 B HCS2000: Unsigna ized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co, - e Performed: DUNE 2006 illi 1Wlysis Time Period: FUTURE W PROJ PM PEAK HOUR ersection: NE 1 AVE / NE 17 STREET Jurisdiction: MIAMI, FL Units: U. S_ Customary Analysis Year: 2011 Project ID: MAX MIAMI- #05205 East/West Street: NE 17 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 I 4 5 6 L T R I L T R Volume 424 295 Peak -Hour Factor, PHF 0.81 0.81 Hourly Flow Rate, HFR 523 364 Percent Heavy Vehicles 2 Median Type/Storage Undivided / RT Channelized? No Lanes 1 1 Configuration L R Upstream Signal? No No 1 ' r Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L T R 1 L T R Volume Peak Hour Factor, PHF dourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage manes configuration Delay, Queue Length, and Level of Service .pproach NB SE Westbound Eastbound foirement 1 4 7 8 9 1 10 11 12 ,ane Config (vph) 523 :(m) (vph) 1623 ic 0.32 5% queue length 1.41 ontrol Delay 8.3 OS A -ppItch Delay p ch LOS BCO2000: Signalized Intersections Release 4.1f Analyst DPA Agency: Date: jUNE 2006 411, eriod: FUTURE W PROJ PM PEAK HOUR oject ID: MAX MIAMI- 505205 /W St: NE 17 STREET Inter.: NE 2 AVE / NE 17 STREET (WEST) Area Type All other areas Jurisd: MIAMI, FL Year 2011 N/S St: NE 2 AVENUE SIGNALIZED INTERSECTION SUMMARY 1 Eastbound Westbound Northbound No. Lanes 2 0 1 LGConfig L 10 Volume 1288 13 Lane Width 112.0 12.0 RTOR Vol 2 0 0 Southbound 0 2 0 480 12.0 2 0 T 553 42.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A j NB Left Thru Thru A Right A Right Peds Peds WE Left SB Left Thru Thru A Riuht Right Peds Peds NB Right EB Right Right WB Right en 15_0 77.0 flow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity {s) v/c g/C Delay LOS Delay LOS Eastbound L 516 3437 0.68 0.15 43.9 D 43.6 D 10 237 1583 0.05 0.15 36.5 D Westbound Northbound 2731 3547 0.24 0.77 3_3 A 3.3 A Southbound 2731 3547 0.25 0.77 3.3 A 3.3 A Intersection Delay = 11.9 (sec/veh) Intersection LOS = B HCS2000: trxsigI ai_ ized Intersections Release 4,1i TWO-WAY STOP CONTROL SUMMARY Analyst: DP to Performed: JUNE 2006 Analysi... Time Period: FUTURE W FROJ Psi PEAR HOUR Intersection NE 2 AVE / NE 17 STREET (EAST) Jurisdiction: MIAMI, FL Units_ U. S. Customary Analysis Year: 2011 Project ID. MAX MIAMI- #05205 East/West Street: NE 17 STREET North/South Street: NE 2 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 T R Southbound 4 5 6 L T R Volume 7 433 23 30 522 15 Peak -Hour Factor, PHF 1.00 0.72 0.72 0.81 0.81 1.00 Hourly Flow Rate, HFR 7 601 31 37 644 15 Percent Heavy Vehicles 0 -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No IIIILT: Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 T R I L T R Volume 23 1 48 0 6 5 Peak Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00 Hourly Flow Rate, HFR 30 1 64 0 6 5 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (3) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 10 11 12 Lane Config LT LT I LTR LTR v (vph) 7 37 C(m) (vph) 939 947 v/c 0.01 0.04 95% queue length 0.02 0.12 Control Delay 8.9 9.0 LOS A A oach Delay roach LOS 95 347 0.27 1.09 19.2 19.2 11 219 0.05 0.16 22.3 C 22.3 0 HCS2000: Unslgnalized Intersections Release 4.1t TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Oency!C�'o . e Performed: JUNE 2006 lvsis Time Period: FUTURE W PROJ PM PEAK HOUR Intersection: N MIAMI PLACE / NE 16 STREET Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year; 2011 Project ID: MAX MIAMI #05205 East/West Street; NE 16 STREET North/South Street: N MIAMI PLACE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 1 41 2 2 20 1 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 1 54 2 2 26 1 Percent Heavy Vehicles 2 -- -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No r Street: Approach Movement Northbound 7 8 9 L T R Southbound 10 11 12 L T R Volume 1 3 5 165 14 0 Peak Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 1 4 6 220 18 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WE Northbound Southbound Movement 1 4 ( 7 8 9 10 11 12 Lane Config LTR LTR I LTR LTR v (vph) 1 2 11 238 C(m) (vph) 1587 1549 911 875 v/c 0.00 0.00 0.01 0.27 95% queue length 0.00 0.00 0.04 1.11 Control Delay 7.3 7.3 9.0 10.6 LOS A A A 9 Delay 9.0 10.6 _iach ach LOS A 9 HCS2000: Unsignalzzed Intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst; A Ency/0o,: e Performed; JUNE 2006 iysis Time Period; FUTURE W PROJ PM PEAK HOUR Intersection: NE 1 AVENUE / NE 15 STREET Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2011 Project ID: MAX MIAMI- #05205 East/West Street: NE 16 STREET North/South Street: NE 1 AVENUE Intersection Orientation: NS DPA Study period (hrs): 0,25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 10 727 68 Peak -Hour Factor, PHF 0.92 0.92 0.92 Hourly Flow Rate, HFR 10 790 73 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided RT Channelized? Lanes 0 1 0 Configuration LTR Upstream Signal? No No r Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R l L T R Volume 25 78 29 194 Peak Hour Factor, PHF 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 27 84 31 210 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / Lanes 1 0 0 1 Configuration TR LT Delay, Queue Length, and Level of Service Approach NE SE Westbound Eastbound Movement 1 4 7 8 9 I 10 11 12 Lane Config LTR I TR k LT v (vph) 10 111 241 C(m) (vph) 1623 350 263 v/c 0.01 0.32 0.92 95% queue length 0.02 1.33 8.23 Control Delay 7.2 20.0 77.3 L O S A C F ach Delay 20.0 77,3 A oach LOS C F • Project Driveway • • HCS+: Unsignalized Intersections Release 5n2 TWO-WAY STOP CONTROL SUMMARY Analyst; DPA AueisCy/Co . Se Performed: FEB 2006 lysis Time Per±od: PM PK Intersection: NE 1 AVE DRIVEWAY Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2011 Project ID: #05205 East/West Street: PROJECT DRIVEWAY North/South Street: NE 1 AVENUE Intersection orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 108 719 Peak -Hour Factor, PHF 1.00 1.00 Hourly Flow Rate, HFR. 108 719 Percent Heavy Vehicles 0 Median Type/Storage Undivided RT Channelized? Lanes 0 1 Configuration LT Upstream Signal? No No IIIr Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF dourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage f ! 1,anes lonfiguration Delay, Queue Length, and Level of Service 4pproach NB SE Westbound Eastbound lovement 1 4 1 7 8 9 f 10 11 12 tane Config LT 1 I (vph) 108 ' (m) (vph) 1636 0.07 5% queue length 0.21 'ontrol Delay 7.4 OS A p ach Delay ach LOS HCS2 00: unsignalized intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/CO. e Performed: FEB 2006 lvszs Time Perin PM PK Intersection: PROJECT DWY / N MIAMI PLACE Jurisdiction: MIAMI Units: U. S, Customary Analysis Year: 2011 Project ID: #05205 East/West Street: PROJECT DWY North/South Street: N MIAMI PLACE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R 1 L T R Volume 9 3 Peak -Hour Factor, PHF 1.00 1.00 Hourly Flow Rate, HFR 9 3 Percent Heavy Vehicles - Median Type/Storage Undivided / RT Channelized? Lanes 1 1 Configuration T T Upstream Signal? No No r treet: Approach Westbound Eastbound Movement 7 8 9 [ 10 11 12 L T R I L T R Volume 175 Peak Hour Factor, PHF 1.00 Hourly Flow Rate, HFR 175 Percent Heavy Vehicles 0 Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration 75 1.00 75 0 0 0 No 0 LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 J 10 11 12 Lane Config 1 LR 1 (vph) 250 (m) (vph) 1032 v/c 0.24 D5% queue length 0.95 :ontrol Delay 9.6 0S A ach Delay 9.6 A iach LOS A • Appendix E Committed Development Information • • • • • Max Tower Com fitted Develoment Person -Trip Assignment CORRIDOR FROM TO Direction Committed Developments TAZ 503 TAZ 505 TAZ 506 TAZ 507 PAC TOTAL Biscayne Blvd NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 NE 15 STREET BAYSHORE DRIVE BISCAYNE BLVD BISCAYNE BLVD N MIAMI AVENUE NB 42 SB 38 NB 42 58 38 NB 28 SB 25 NB 21 SB 19 NB 21 SB 19 EB 3 WB 4 EB 11 w8 9 265 341 331 328 669 757 655 757 331 313 265 324 257 235 206 243 257 235 206 243 O 0 O 0 74 78 59 81 63 84 147 147 84 63 63 47 63 47 32 24 32 24 20 731 20 801 20 1635 20 1617 20 776 20 698 51 627 51 566 15 591 15 531 O 35 O 27 O 194 O 173 Max Towers Commited Developments a TAZ 503 Locational Information Units Sq Ft, Name Type of Permit Address Description Net Area Resl Condo Hotel Office Retail District Lofts (Biscayne Condos) Mondrin Miami (Gallery Art Condo) MUSP MUSP 2751 Biscayne Boulevard 333 NE 24 Street Mixed Use; Residential, Retail & Office Residential Wynwood/ Edgewater Wynwood/ Edgewater TotaI1 # 05205 -TAZ 503 59 164 253 0 3 8,838 8,907 17.745 2,939 0 2,939 Comm._ Deveiopments.xls • • • Max Towers Commited Developments TAZ 505 Locational Information Units Sq Ft. Name Type of Permit Address Description Net Area Res / Condo Hotel Office Retail Biscayne Park Onyx it Onyx (Biscayne Bay Lofts) Miramar Centre II Miramar Centre III Paramount Bay (Paramount at Edgewater Square) ©uantumn on the Bay (Metropolis at Bayshore) Rosabella Lofts SOHO Star Lofts # 05205 -TAZ 505 MUSP MUSP MUSP MUSP MUSP MUSP MUSP MUSP MUSP MUSP 2450 Biscayne Boulevard NE 28 Street & N. Bayshore Drive 665 NE 25 Street 1744 N Bayshore Drive 1783-95 NE 4 Avenue, 407 NE 17 Terrace 2020 North Bayshore Drive 1900 North Bayshore Drive 421, 425, 447 NE 22 Street; 418, 442, 446 NE 22 Terr; 2221 NE 4 Avenue 601-615 NE 23 Street 704-712 NE 25 Street Mixed use: Residential, retail & office Residential Residential projec recreational uses w/ accessory Mixed Use: Residentiaf Mixed Use: Residential, Office & institutional Mixed use: residential & retail Mixed use: Residential, retail & restaurant Residential & 4,200 sq. ft Place of Worship with 11 parking spaces Residential Project 19 story residential comp}ex Wynwood/ Edgewater Wynwood/ Edgewater ............... Wynwood/ Edgewater Wynwood/ Edgewater Wynwood / Edgewater Wynwood/ Edgewater Wynwood/ Edgewater Wynwood / Edgewater Wynwood/ Edgewater Wynwood/ Edgewater Total 214 117 118 635 0 364 752 258 95 55 2.608 0 0 0 0 0 0 0 0 0 12,502 6,843 0 0 0 0 0 18,112 92,260 13,200 Comm__ Developments.xls • • • Max Towers Ellipse - TAZ 506 Locational Information Units Name Type of Permit Address Description Net Area Res Condo Hotel Office Retait Bayview Market MUSP 1700 NE 2 Avenue Mixed Use: Big Box Retail with residential liner Wynwood / Edgewater 24 0 0 653,659 Ellipse MUSP 1776 Biscayne Boulevard Mixed Use: Residential Si, Retail Wynwood / Edgewater 267 0 0 0 Total 2&7 0 0.... 0 # 0520a - TAZ 506 Comm ©evelopments.xs • • • Max Towers Commited Developments - TAZ 507 Locauonal mrormatton Units Sq Et, Name Type of Permit Address Description Net Area Res / Condo Hotel Office Retail The 1800 Club Portico MUSP MUSP 1800 North Bashore Drive y 1837 NE 4 Avenue Mixed Use development project / with accessory recreational uses Residential Wynwood 1 Edgewater Wynwood / Edgewater Total 469 324 793 0 0 0 27,604 0 27,604 4,872 0 4,872 # 05205 - TAZ 507 Comm,_ CDevelopments.xls • • Max Towers Performing Arts Center - TAZ 512 Locational Information Units Name Type of Permit Address Description Net Area Res 1 Condo Hotel Office Retail The Performing Arts Center of Greater Miami MUSP 1300 and 1301 Biscayne Blvd. Entertainment complex with 4,595 seats Downtown 0 0 0 Totaf 0 0 0 #05205 - PAC Corr m Developments,xfs 0 0 0 TAZ 503 PM Peak Hour Trip Generation Analysis _ USES UNITS |TELand Use Code PNPEAK HOUR TRIPS IN OUT TOTAL �� Trips �� Trips / Trips High -Rise Residential Condominium Office Specialty Retail 253DU 17.745 SF 2.939SF 232 710 814 . 62% 17% 44% 61 4 3 � 38% 83% 56% 35 22 4 06 26 i 7 | GROSS VEHICLE TRIPS K 5�� « G8 { 47� � 81 � 129 U Vehicle Occupancy Adjustment 16.00% ofGross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian /Bicycle Trip Reduction @ 18.00% of Gross External Trips (2) (3) (4) 58% 53% 53% 11 10 7 ' 47% 470110 47�� 10 9 8 21 19 13 NET EXTERNAL VEHICLE TRIPS (1) 53% 40 ' 47% 38 / 76 � � � � � � Net External Person Trips inVehicles @ 1,40 Persors/Vehio|e Net External Person Trips uaingTrenoft @ 1.40 Persons/ Vehicle 53% 53% 56 14 47% 4796 so 13 " 10 27 Net External Person Trips (vehicles and transit modes) 53% 70 47% 63 , 134 U K X Not External Person trips walking / using bicycle 1.40 Persons/ Vehicle 53% 10 47% 9 18 Notes (1) Based onTraffic Impact Study provided byCity ofMiami (Z)A 16%reduction toadjust for the difference between |TEauto occupancy and local data (Miamya 1.4vs. |TE's 1.2pe:w/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown K4ium) DR| Increment || (4) Pedestrian and bicycle trip reductions based nn Downtown characteristics used in the Downtown Miami OR| Increment || (5)TAZ5O3included District Lofts and Mondrian Miami T'gon_PM.xfs • • • TAZ 505 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail pass -by trips (retail) 2,608 DU 104,762 SF 73,090 SF 34% 232 710 814 62% 17°/0 44% 626 26 87 -30 38% 83% 56% 365 130 111 -38 991 156 198 -67 GROSS VEHICLE TRIPS 56% 709 44% 568 1278 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (2) Transit Trip Reduction @ 14.90% of Gross External Trips (3) Pedestrian / Bicycle Trip Reduction @ 10.00°/0 of Gross External Trips (4) 56% 56% 56% 1 '14 106 71 44% 44% 44% 91 85 57 204 190 128 NET EXTERNAL VEHICLE TRIPS (1) 56% 419 44% 336 755 [ I T Net External Person Trips in Vehicles @ 1,40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 56% 56% 587 148 44% 44% 470 119 1057 267 Net External Person Trips (vehicles and transit modes) 56% 735 44% 589 1324 Net External Person trips walking / using bicycle 1,40 Persons/ Vehicle t 56% 99 I 44% 80 179 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami`s 1.4 vs. ITE`s 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment I! (5) TAZ 505 included Biscayne Park,Onyx (I & II),Miramar Center Phase II & IIH,Paramount Bay,Quantumn on the Bay,Rosabella Lofts SOHO,Star Lofts # 05205 - TAZ 505 T-gen_PM.xfs • • TAZ 506 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips High -Rise Residential Condominium Shopping Center pass -by trips (retail) 291 DU 653,659 SF 3494, 232 820 62% 48% 70 1037 -353 38% 52% 41 1124 -382 111 2161 -735 GROSS VEHICLE TRIPS J 49% 7 4 51°./0 783 1 1537 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14.90% of Gross External Trips 10.00% of Gross External Trips (2) (3) (4) 49% 49% 49% 121 112 75 51 % 51% 51% 125 117 78 246 229 154 NET EXTERNAL VEHICLE TRIPS (1) 49% 446 51% 463 909 I Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/Vehicle 1.40 Persons/ Vehicle 49% 49% 624 157 51% 51°./0 648 163 1272 321 Net External Person Trips (vehicles and transit modes) 49% 782 51% 811 1593 1 Net External Person trips walking/using bicycle 1.40 Persons/ Vehicle 49% 1 106 51% 1 110 215 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. fTE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (5) TAZ 506 included Bayview Market and Ellipse #05205 TAZ 506 T-gen_PM.xis 0 0 0 TAZ 507 PM Peak Hour Trip Generation Analysis USES . UNITS IT2Land Use Code PKAP��NH(}URT��P� ' ~ IN OUT ' ' TOTAL % Trips % Trips Trips � High -Rise Residential Condominium Off ice Specialty Retail ' 793 DU 27.004BF 4,872SF 232 710 814 62% 17% 44% 190 7 O 38% 83% 58% 111 34 7 301 41 13 GROSS VEHICLE TRIPS (1) 57% 203 | 43% 152 i 355 Vghcle Occupancy Adjustment @ 16.00% ofGross External Trips Transit Trip Reduction @ 14.00% ofGross External Trips Pedestrian /8i | Trip Reduction @ 10f (2) (3) 57% 57% 32 30 � 43% 43% 24 23 57 63 NET EXTERNAL VEHICLE TRIPS - 67% 120 43% 80 210 Y � � � U Net External Person Trips inVehicles @ 1.40 Pemona/Vehio|e Net External Person Trips using Transit 4 1.40 Persons/ Vehicle 57Y6 5704 168 42 430/c, 43% _� 126 32 _ 204 74 Net External Person Trips (vehicles and transit modes) 57% 210 43% 157 358 � K U � U � Net External Person trips walkine / usine bic cle 1,40 Persons/ Vehicle 57% | 28 4 3 50 Notes (1)Based onTraffic Impact Study provided byCity nfMiami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and locai data (Miami's 1.4 vs. ITE's 1 .2 pers/veh) (3)Transit trip reduction based on projected modal splits used inthe Downtown Miami DR| Increment || (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DR| Increment || (5)TAZ5O8included The 1800C|uband Portico T'Qen_PM.x|s PAC - PERFORMING ARTS CENTER TAZ 512 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips Live Theatre 4900 seats 441 50% 49 50% 49 98 GROSS VEHICLE TRIPS (1) 50% 49 50% 49 98 Vehicle Occupancy Adjustment @ 16.00°/0 of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2)1 (3) (4) 50% 50% 50% 8 7 5 50% 50% 50% 8 7 5 16 15 10 NET EXTERNAL VEHICLE TRIPS 50% 29 50% 29 58 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 50% 50% 41 10 50% 50% 41 10 81 20 Net External Person Trips (vehicles and transit modes) 50% 51 50% 51 138 1 1 1 Net External Person trips waking/using bicycle 1.40 Pe sons/ Vehicle 50% 14 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and focal data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DR I Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment #05205 -PAC T-gen_PM,xls • • • TAZ 503 2010 Cardinal Distribution Direction TAZ 503 NNE 13.51% ENE 4.44% ESE 5.21% SSE 9.67% SSW 12.98% WSW 21.25% WNW 15.18% NNW 17.77% TOTAL 100.01 405221 - TAZ 503 TAZ-xis • • • TAZ 505 2010 Cardinal Distribution Direction TAZ 505 NNE ENE ESE SSE SSW WSW WNW NNW 9.96% 3.60% 4.96% 4.03% 21.11% 22.57% 17.01 % 16.76°%% TOTAL 100.00% #405221 TAZ 505 TAZ.xis • • • TAZ 506 2010 Cardinal Distribution Direction TAZ 506 NNE 12.66% ENE 4.92% ESE 4.39% SSE 6.78% SSW 12.58% WSW 22.83% WNW 17.42% NNW 18.41% TOTAL 99.99% 405221 - TAZ 506 TAZ_xls • • • TAZ 507 2010 Cardinal Distribution Direction TAZ 507 NNE ENE ESE SSE SSW WSW WNW NNW 1 0.83% 5.Q3°/o 4.44% 3.28% 18.73% 20.48% 20.13% 17,07% TOTAL 99.99% tk05221 - TAZ 507 TAZ.xis • • • TAZ 512 2010 Cardinal Distribution Direction TAZ 512 NNE 10,84% ENE 5.27% ESE 4.32% SSE 8.79% SSW 14.65% WSW 20.95% WNW 18.24% NNW 16.92% TOTAL 99, 98% #05221 - TAZ 512 TAZ.xis • Appendix F Traffic Control Measures Plan • • • "Hie projects de follows; Max Tower TRAFFIC CONTROL MEASURES PLAN 47 and location will reduce the pro_jcct vehicular- traffic volumes as • The project is a proposed mixed use development, which includes retail, office, residential and health club components_ This type of development will result in a portion of the trips being captured within the development, or internal to the site. The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak .hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • .Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlo:rds to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (lO%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. 'IRAFFJC C£)NTROL DOC •