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Home My WebLink AboutTraffic Impact Analysis - Part I05/03/2005 15:08 3054444986 41a741i uull 44.Vt VA^► DAVID PLiIMMERANDASS© PAGE 02 • April 27, 2005 Me. Lilia I. Medina, AtCP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2nd Avenue (10" Floor) Miami, Florid. 33130 Re: 1650 Biscayne Boulevard (WO # 103) Sufficiency Latter Ylazujusi us whit Dear Ma. Medina: Subsequent to our March 21'x, 2005 review comments for the subject pry, we have received Plummer a revised report and a form& response letter dated April 19th, 2005, preps by Devki and Associates inc. (DPA). please note that the Architect of this project has altered the development program after the revised report was submitted. consequentlyDPA ha April 25', 20te another trip generation analysis along with the final development prog a According to the revised trip generation, the revised development program result In approximately 1.1 % increase In trips, and Is not considered to be significant, Photocopies of the response letter and the final trip generation analysis ere attached herewith. At this time, we conclude that the revised traffic report meat all the traffic requirements end the report Is round to be sufficient. Should you have any questions, please call Quazi Masood or me at 954139.1881. Sinc er tl Raj Shanrnug Se Ior Traffic Engineer Southern Attachment co Mr. Kavin Walked, planer i. City of Miami (Fax' 305.416.1443) Me. Sonia Shreftlanaogsrt, DPA, (Fax: 305.444,498S) URS CarporatIon Laker hor. CorrtOra S100 t +r 33rd Avame, Mate 260 Fott Laud. Ua1e, FL 3330943/5 7M: 954.73 .1881 Fax: 954.739.17M 05/03/2005 15:08 3054444966 DAVID PLUMMERANDASSO PAGE 03 Ai DAVID PLUMMER & ASSOCIATES, INC. . TRANSPORTATION • OWL • STRVGIURAL • ENVEIONMENTAL To: Mr. Quasi Mooed, PE Affiliation: 'MS Corporatian From: Sonia Shreffier-Bagu#,. PE RE: 1650 Biscayne Boulevard-0044265 cc: R,sj Sbanmugaua; Liliz Medina; Kevin Watford; file FaX 0: (954) 739-1789 Phone 8: (954) 739-1881 Date: April 19, 2005 Following are responses to your comments received from you on the 1650 Biscayne Boulevard MUSF Traffic Impact Sty. For ease of review your comment is stated in bold and our response in italics. The first prep is your (URS) cents and the second is from FDOT. 1.0 Lin 1.1 The shady is performed based on 875•resideaidol condomieisun units, 39,000 sq. ft. retail space and 36,000 sq. ft. health dub as opposed to WA -residential condo n1ndam units, 66,225 aq. ft. retail and 21,000 aq. ft. office space Awe on the site plan. The internal capture, trip generation and trip ddstributiou calculations may be incorrect as a result, and need to be revised. The attached site plan down not include the 'maneuvering of tbar delivery trucks, which must also be provided; The development program has been confirmed and the analysis revised. The maneuvering of the delivery trucks will be addressed by the Architect. 1.2 The shady bowadary shown in the report is inconsistent with the botmdaries identified in the methodology fetter (copy attsurh.d) and must be revised; This information is reflected in the revised report. 1.3 The intersections analysed in the report are inconsistent with the intersections identified in the methodology letter. The report mast include the capacity analysis of four intersection identified in the methodology letter, NE 11 Street/Biscayne Boulevard, NE 16 Street/Biscayne Boulevard, NE 17 Street/NE 2 Avenue, NE 16 Street/NE 2 Avenue; This Wormazion is reflected in the revised report. 1A The report must include a schematic of lane geometry of *11 four hntersections listed above in commit 03; This information is reflected in the revised report. 1.5 The raw peak hour volume(Exhibit 4, column 5) for Biscayne Blvd. corridor should be revised based on the volume obtained from either the average of two consecutive peak hour volumes (average of 4:00 to 6:00 Phi volume) or the higher of the two peak hour volumes. Additionally, the peak hour voluuaes for the east -west corridor, NE 15 Street do not match with the field counts, which must be addressed; This bt onnation is reflected in the revised report. 170 PONCE DE LEAN BOULEVARD CORAL_ GAe1.E6, FLORIDA O.ti3t TEL EPNONE; 30B 441 FAX S06 Wean E-W11 ODOM GIBIUmmSr tom 05/03/2005 15:08 3054444986 DAVID PLUMMERANDASSO PAGE 04 • • 1.6 The report must include the controller Limbs information of all signalized intersections listed in above comment #3; This information is reflected in the revised report. 1.7 The report must include a matrix shawl* the steps in determining the future year turning movement volumes; This *formation is reflected in the revised report. 1.8 The report does not include analysis of any project driveways, which must be addressed. Additionally, the report must include steps in determining the turning volumes at the site drivewayts) and also show the site driveway volumes in the future year with project paphics (Exhibit 14); This information is reflected in the revised report. $.t} FOOT 11 Before the Department can further review the study, plume clarify why the above intersections ware wed to gaudy= the project impacts. The project le located on the wed side of Biscayne Boulevard between NE 16th Street and NE 17th Street. Has there been a preiunly approved methodology meeting spedfyiag an alternative intersection analysis?; The analysis and report has been nrvised to reed the approved methodology. If you have any questions you can contact me at (305) 447.0900. 10 eassmsete.doe 1750 PONCE DE LEOr4 BOULEVAFID CORAL GABLE$, N.DRIDA 33134 7ELEMICAM 447-0300, FAX 306 u4.4ee0 E-P 411-: dpe dpkwrwner.com 05/03/2005 15:08 3054444986 DAVID PLUMMERANDASSO PAGE 06 • ELKUS • • MANFREDI Am-nuCTS April 25, 2005 Sonia Slu'efilcr-Bogart, PE David Plummer & Associates 1750 Ponce de Lam Boulevard Coral Gables, FL 33134 Re: 1650 Biscayne Boulevard Miami, FL E/M Project No. 04115.00 Development Program Breakdown Dear Sonia: The following is a breakdown of the development program for your use in generating the traffic analysis: Retail: • Ground floor retail • Ground floor restaurant • Third/fourth floor health club Retail Total: Commercial: • Fifth -eighth office Residential: • Flats and duplex units • 824 unite Total: Sincerely, ELKUS / MANFREDI ARCHITECTS LTD (2, Robert F. Festa, Jr. Cc: File 12,380 s.f. 13,620 s.f. 27,720 s.f, 53,720 a.f. 49,020 a.L 1,034,165 a.L 1,136,905 a.t. IA041151.efters1030425Shraar.doc ILKUS MANFKE41 ARCHITECTS LTD r.11yd s q ATIRU1TJ[ AVENUE ■OSTON MASS*CH4flTTT cram ran maitfr rte Inw1 *wig. gurus-MANFJESDI.GDM • • EMMA 9 16511 Biscayne Boulevard PM Pssk Hour Trip 4snsr.tlon Analysis w USES UNITS PM PEAK HOUR TRIP1r-P ITE Land Use Cade N OUT fTAL. % Trlpts % Tlti is Tr1ps Resdsrrlsl (tifph3lise CondomYtuint) Gerund OITss Health Club Ousilty Reeneg.ni Reid {Spssia#T} 824 O 1 • 4821 SO. FT. 27,720S n.. 13.8 SQ. FT. 12.3e0 SO. FT. 232 7111 492 . 931 814 &^9: 17% 61% 44% 449E 195 12 67 68 15 38% ' 13% 49% 55% BM 11S b`1 55 34 19 313 73 112 102 SS OFIOSS VEHICLE TRPB lill<~1L ( 350 Off% 294 ll;It Intemsaindion(ifl'%*wan Pass.5y(Iisd1A 1 Raww at t OW -36 -31 -2B -23 -83 -58 PR�TERME'TRIPS 54ai r 270 *8% 239 512 Veld* {3r cepsr r Adjustnwins * 15% al Citoes Extend Tars (2jl R Tlingit ed dour 0 14,90% damn Exssons' Trips (3) Pedeabisn 1 /have° Trip Reduction 0 111.11fr'J4 of Owes Ewen* Trips 14) 64% 54% 54% 46 f 42 28 ; 41% 4br% 481% 37 86 23 12Trip 77 61 MET EXTERNiALVEHICLE TRIPS 541 1i1# 45% 138 3Q2 Net Enlownel Person Tdps In Wilda • 1 AO Psraanet Wilde Net Extecr d Person Tie using Tame O 1 AO Personal Vehicle 54% 54% 23a 68 45 192 48 422 101 Net Ids (vellides and )lawn inodss 1 % EEs 4A1tr 1 531 Net External Sips wing / using bicycle .... 1,40 Persons/Vehids Sf4% 39 1 4 % "• ............ r7� (1)1535 Keys.194 noel nonw, 73 erandmlbaw single unlle. 134 wets v1 2 unit emends! (2 8 keys) (2) A 111% nd dicn 10 idlest for the Memnon between rrE sub aooupsacy and local den (111ente 1.4 ins, aEs 12 psrai4eti) 03) Treat big induction bend on projected model spits used In lire Downloen MUM 0A1 Increment II (41 Pedeslden rd bio dslrlp rsduotlone baud on Downtown' ch rractetledce used in the Downtown Wiwi ON iumnu' Ii (5) No adieet,rlords mass for man volumes allied to aeleunp paaldny lot W ein pe king at As IodM1 ell be dlukosd b nIMbyhts, G006/60/990 wmd cIAVG • 1650 Biscayne Boulevard Major Use Special Permit Traffic Impact Study • Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 April 2005 DPA Project #04265 • • • 1650 Biscayne Boulevard AIUSP Traffic Impact Study TABLE OF CONTENTS Page List of Exhibits EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective 2 2.0 EXISTING TRAFFIC CONDITIONS 4 2.1 Data Collection 4 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 5 2.1.3 Intersection Data 5 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 10 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 4.0 FUTURE TRAFFIC CONDITIONS 13 4.1 Background Traffic 13 4.2 Committed Developments 13 4.3 Project Traffic 13 4.3.1 Project Trip Generation 13 4.3.2 Project Trip Assignment 16 4.4 Future Corridor Capacity Analysis 20 4.5 Future Intersection Capacity Analysis 20 4.6 Site Access 24 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment 11 Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Traffic Control Measures Plan Page • • • 1650 Biscayne Boulevard MUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Page 1 Location Map 3 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 11 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 21 13 Project PM Peak Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page 1650 Bisc i ne Boulevard MUSP Traffic Impact Study • EXECUTIVE SUMMARY The 1650 Biscayne Boulevard project is a proposed mixed -use development located on the west side of Biscayne Boulevard between NE 16 Street and NE 17 Street in Miami, Florida. The project consists of 824 residential condominium units, 47,695 SF of office space, 13,620 SF of restaurant, 12,380 SF of specialty retail space, and a 26,600 SF health club. Access to the project is proposed via two driveways on NE 17 Street. Valet drop off will be accessed from a one-way inbound driveway on NE 17 Street and a 2-way driveway on NE 16 Street. Service access will be provided via a separate two-way driveway on NE 16 Street_ Build out of the project is anticipated by the year 2008. The subject site is located within the boundaries of the Downtown Miami 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 system. 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 1 1650 Biscayne Boulevard !I4USP Traffic Impact Study • 1.0 INTRODUCTION The 1650 Biscayne Boulevard project is a proposed mixed -use development located on the west side of Biscayne Boulevard between NE 16 Street and NE 17 Street in Miami, Florida. The project consists of 824 residential condominium units, 47,695 SF of office space, 13,620 SF of restaurant, 12,380 SF of specialty retail, and a 26,600 SF health club. Access to the project is proposed via two driveways on NE 17 Street. Valet drop off will be accessed from a one-way inbound driveway on NE 17 Street and a 2-way driveway on NE 16 Street. Service access will be provided via a separate two-way driveway on NE 16 Street. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2008. The subject site is located within the boundaries of the Downtown Miami Area -wide DRI. 1.1 Study Area Consistent with the Downtown Miami DRI, the traffic study was performed for PM peak hour conditions. For traffic analysis purposes, the study area has been defined as NE 29 Street to the north, I-395 to the south, N Miami Avenue 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 / Biscayne Boulevard NE 16 Street / Biscayne Boulevard NE 17 Street / NE 2 Avenue NE 16 Street / NE 2 Avenue 1.2 Study Objective 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 making mass transit a full partner in the urban transportation system. Page 2 l �, -- i L L— .3 T�... �... �. 7-ilia i 'Tr 7.•�....� l TT ! 17 L.._� _LT ��. 1 .� H i ? 7 j i 1! 1 1 !-; 1 1 1 1, , - ; r- '_ -i �_ FFiLi- I 1 L i 1 1 ` 'r j 1 F T �.. F... �._- r u 1- f I - _..� _ ! - LL.. - _ .� .. .— �� 1 I ' r ' 1,' i L� � _�_ — _1 ( — t — 1 nI T �I ° r T, ria. 1 1 IL Lr� 1 Li _I 1� 1I 1 �� ! I 1 11 r::. rirl 1-11_11 r-- Ti r -'-- _ 1 i 1 ,, - t 1 II I I 1 I,�;.'_ Li;� UGC - -I ._ L—J1._ r t 1 !�1.i.0 , [ .--- Ei�f�'� -1{r 1fir 1 �I ..].. 7 -r -.�_ E t I [ — r—�r..i r I�] - �� i j _� 1L F I 4 �` -=; �` I 'I-! 1r- r�-r� r-� 1 PROJECT il .. E IE DOR E.Y r J I L�E! 7---. V aker; f r � � � � _IL _ r 1 I -- ri 1 �::: i`_ 1 r - 1_. l i r SITE - r1 :' —1-- k 11-<1 IT.= - t -1 I \---'4- � � .i t - i — -.— I Ili _-1 _ —_ ---1i-�_EHI L 1) -%�y , I 7/NET ntiAEI �..— ar ? I— 11 3 9 5 --_ _1.71 L 1 1 I riCi\TE"a€Ai. 9999 CI 0 0 1 G L G L N }L4AL, PRO 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY LOCATION MAP EXHIBIT No. Page 3 1650 Biscayne Boulevard WISP Traffic impact Study • • 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, 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 17 Street NE 17 Street between N Miami Avenue and NE 2 Avenue is a one-way roadway, at NE 2 Avenue there is an offset and it becomes a two-way, 2-lane divided roadway to Biscayne Boulevard. There are no posted speed limit signs within the study area. NE 16 Street NE 16 Street between N Miami Avenue and NE 2 Avenue is a two-way, 2-lane undivided roadway, at NE 2 Avenue there is an offset and it becomes a one-way westbound roadway from Biscayne Boulevard. There is on -street parking on both sides of the roadway. There are no posted speed limit signs within the study area. 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 Metroniover line, There are no posted speed limit signs within the study area. Page 4 1650.hscayne Boulevard I fUSP Trgf c Impact Study • NE 2 Avenue NE 2 Avenue is a two-way, undivided roadway within the project limits. South of NE 17 Street there is one lane northbound and two southbound, north of NE 17 Street there are two lanes in each direction. 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 {'DOT). Traffic counts are included in Appendix A. Exhibit 2 shows the adjusted Existing PM peak season, peak hour traffic volumes at the study intersections. 2.1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miami -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 • • NE 17 TERR NE 17 ST NE 15 ST 45 NE 15 ST 1 F >1 0 ¢I tNII uJ WI z z' �n 36 z7 NE 17 ST 26 26 PROJECT SITE NE 16 ST BISCAYNE BLVC Am L—s J s-12 Q CV VENETIAN CSWY d a 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY ,ni.E: 2005 EXISTING PM PEAK TRAFFIC VOLUMES IBIT No. Page 6 • • w Q 1- U N w z N.T . NE 17 TERR NE 17 ST NE 16 ST ....................... NE 15 ST NE17ST PROJECT SITE NE 16 ST -4tf VENETIAN GSM 'NOTE EAST LEG OF INTERSECTION CURRENTLY CLOSED ODE TO CONSTRUCTION OF THE PERFORMING ARTS CENTER. PROJECT; 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY EXISTING LANE CONFIGURATIONS EXHIBIT No. 3 Page 7 1650 Biscayne Boulevard AJUSP Traffic Impact Study • 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. 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 applies 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 FDOT. 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 infoi illation included in Appendix B. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed 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. Page 8 • • • Exhibit 4 Existing Corridor and Transit Conditions Corridor From To Roadway Conditions (vehicles) Transit Conditions (persons) Dr Existing Lanes Count Source! Period Raw PM Peak Hour Volume Peak Season Factor PM Peak Hour Volume Dlr Max Service Volume [1] Total Bus Ridership [2] Bus Capacity [2] Total Metrorail Ridership [2] Metrorail Capacity [2] Total Metromover Ridership [2] Metromover Capacity [2] Total Transit Ridership [2] Transit Capacity [2] BISCAYNE BOULEVARD o 0 0 o o o o o 0 o NE 20 STREET NE 19 STREET NB 2LD DPA - PM 1280 1.01 1293 1660 523 1472 0 0 0 523 1472 SB 2LD DPA - PM 1024 1.01 1034 1650 416 2252 0 0 0 416 2252 NE 19 STREET NE 15 STREET NB 2LD DPA - PM 1280 1.01 1293 1660 442 1469 0 44 960 486 2429 SB 2LD DPA - PM 1024 1.01 1034 1660 363 2249 0 53 960 436 3209 NE 15 STREET NE 14 STREET NB 2LD DPA - PM 1280 1.01 1293 1660 678 1026 0 44 960 722 1988 SB 2LD DPA - PM 1024 1.01 1034 1660 465 1805 0 53 960 538 2768 NE 15 STREET / VENETIAN CSWY N BAYSHORE DR BISCAYNE BLVD EB 1LD DPA - PM 202 1.01 204 851 74 546 0 0 0 74 546 WB 1LD ❑PA - PM 118 1.01 119 651 37 270 0 0 0 37 270 BISCAYNE BLVD N. MIAMI AVENUE EB 1LU DPA - PM 202 1.01 204 810 0 0 0 0 0 0 0 WB 1LU DPA - PM 115 1.01 119 610 0 0 0 0 0 0 0 Notes: [1] Peak Hour Directional Maximum Service Volumes are obtained from FD OT's Quality/Level of Service Handbook [2] Transit and roadway information obtained from the Downtown Miami DRI Increment II 1650 Biscayne Boulevard f(JSP Traffic Impact Study • Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based o.n 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 Oualily:-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 vehicular 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 four intersections operate within the standard adopted by the city. Exhibit 6 Existing Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS NE 17 Street / Biscayne Boulevard S U B NE 16 Street / Biscayne Boulevard B NE 17 Street / NE 2 Avenue S B NE 17 Street / NE 2 Avenue U B NE 16 Street / NE 2 Avenue U E Source: DPA LT= unsiggualizcd S— signalized Page 10 • • • 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 @PPV=1.6 (a)* 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume @PPV=1,4 (c) ' 1.4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (g) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (f)-(9) (i) Segment Pers-Trip Capacity (b)+(f) (J) Segment Pers-Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity (i)-a) (I) Segment Person Trip v/c O)((i) LOS t1) t2) 3) [A1 151 [61 anon nonono BISCAYNE BOULEVARD NE 20 STREET NE 19 STREET NE 1660 2656 1293 1810 846 1472 523 949 4128 2333 1795 0.57 SB 1660 2656 1034 1448 1208 2252 416 1836 4908 1864 3044 0.38 NE 19 STREET NE 15 STREET NB 1660 2656 1293 1810 846 2429 486 1943 5085 2296 2789 0.45 SB 1860 2656 1034 1448 1208 3209 436 2773 5865 1884 3981 0.32 NE 15 STREET NE 14 STREET NB 1660 2656 1293 1810 846 1988 722 1266 4644 2532 2112 0.55 SB 1660 2656 1034 1448 1208 2768 538 2230 5424 1986 3438 0.37 NE 15 STREET! VENETIAN CSWY N. BAYSHORE DR BISCAYNE BLVD EB 851 1361.6 204 286 1076 546 74 472 1908 360 1548 019 WB 851 1361,6 119 167 1195 270 37 233 1632 204 1428 0.12 BISCAYNE BLVD N. MIAMI AVENUE EB 810 1296 204 286 1010 0 0 0 1296 286 1010 022 WB 810 1296 119 167 1129 0 0 0 1296 167 1129 0,13 Notes: 11] 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. 13]) 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 metromover capacities (see Exhibit 4). 1.6] The Total Transit Person -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 (see Appendix C), 16.50Biscayne Boulevard ,V1USY Traffic Impact Study • 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2003 Miami -Dade County Transportation Improvement Program (TIP) and the 2025 Metro - Dade Transportation Plan Long Ran e 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. Page 12 1650Thscayne Boulevard MUSP Tragic Impact Study • • • 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative two (2) 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 and Zoning Department Report on Private Development From 199E to Present (Updated through February 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. The projects in the vicinity of 1650 Biscayne Boulevard are shown in Exhibit 7. These projects size and trip generation 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 2008. Exhibit 8 shows the projected turning movement volumes without the proj ect. 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 Page 13 • 1' __ Tr 1 ] -T �f 1 I I ,1 ,' r, I7r T1 11 i 1 1 011 _._1 T I 1 f 1, ` i k ' 11 L 11 i it I!1rt t I� ,_ I I I i' J 1 i l� S k f i I,', [ E'1 DTI: �� .. _ T� J { �� I - v L11J �i �_� 1 1 i- J 1 1 a L 1 � i t r ,1 L . L ! 1LL..�,_. E I !BILL i 111 1la�l i 1 _, , // 1 [ i j_,--L „ _„_L] 17 , , i. 1 - ��.._j 1 J ri T _11 i — r h�! E , ��1 1 L _. -� t - k! -i.- ,, LI ; +` a j r _11 F 111 - rt � - j >� �• -ram. � .._ , � i ( I � 1 i � :� — 1� L 1 1I l( LIJl �i 1 1 7 Z 1 ,1 1 1 1 !L, L i} F i . I l ' ILL 1.. Li 1 i i l I;_L,� , IL i _J i_ 1 1 L I- i .1 �.__ Ir� ;1-. - �T1�.1 r 'I 1 1 _ H J1 J r , .. -; I -1 c.-i 7 II if - r j— 1_. L—... 1 r -..- 1 r. 1 1 , oOP•SE1 /j f..4�!_..J� f) 1 HG'^:`1-1 t , LJ� ] {\_9 )I ,I LEGEND N.1.5. r_I I 1 1' r 1 1- PERFORMING ARTS CENTER �k1 1 �__' �.1 —._, [-j j 4 - BAY PARC PLAZA i 2 - ONYX r��1 [1:- zF=��f Le [ 3-ONYX2 �_ _ L �� I L1� �! ,,._;. Y .._ 5 -QUANTUM H._ rr 6 - ROSABELLA LOFTS `' ':;L ,�i 7-STARLOFTS I _1- 'r_G --,' - __-I' L 8 - THE 1800 CLUB r- 1i 1 r H, r-._�--1z 9 - ELLIPSE ! �--y i I ___ I 10- GALLERY ART CONDOMINIUM ' G_ U; .J �_,_-_._.1_--;_ L_.-!!;'L� _. 11- SOHO tom'--� ▪ ?� �1 c sr� t_' -n.5 — i i' PEEL EITI 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY 1 TITHE: COMMITTED DEVELOPMENT MAP ATTACHMENT 7 Page 14 • • > 0• Q1 N NI w"s zI z3 i NE 17 TERR BISCAYNE BLVD NE 17 ST 20 NE 16 ST NE 15 ST 38 NE 17 ST PROJECT SITE NE 16 ST L-- 1© 13 VENETIAN CSVVY dPa 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY FUTURE WITHOUT PROJECT PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT No. 8 Page 15 1650 Biscayne Boulevard 1,1USP TraJc Impact Study • following procedures consistent with Increment II of the Downtown DRI and the approved methodology: • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (1TE) Trip Generation 7`h 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. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.9% 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 11 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 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal .Distribution for TAZ 506, shown in Exhibit 10. The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami -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. Page 16 . • • Exhibit 9 1650 Biscayne Boulevard PM Peak Hour Trip Generation Analysis USES UNITS 1TE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips Residential (High -Rise Condominuim) 824 DtJ 232 62% 198 38% 115 313 General Office 47,695 SO. FT. 710 17% 12 83% 59 71 Health Club 26,600 SQ, FT. 492 51 % 55 49% 53 108 Quality Restaurant 13,620 SO. ET, 931 44% 68 56% 34 102 Retail (Specialty) 12,380 SQ. FT. 814 44% 15 56% 19 34 GROSS VEti1CLE TRIPS 55% 348 45% 280 628 Internalization (10% overall) -35 -28 -63 Pass -by (Retail & Restaurant Only) -36 -23 -58 PROJECT VEHICLE TRIPS 55% 277 45% 229 506 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (2) 55% 44 45% 37 81 Transit Trip Reduction CP 14.90% of Gross External Trips (3) 55% 41 45% 34 75 Pedestrian / Bicycle Trip Reduction @ 10.00°/0 of Gross External Trips (4) 55% 28 45% 23 51 NET EXTERNAL VEHICLE TRIPS 55% 164 45% 135 299 Net External Person Trips in Vehicles 0 1.40 Persons) Vehicle 55% 229 45% 190 418 Net External Person Trips using Transit 0 1.40 Persons( Vehicle 55% 58 45% 48 105 Net External Person Trips (vehicles and transit modes) 55% 287 45% 238 524 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 55°10 _ 39 45°/ 32 71 Notes (1) 535 Keys = 194 hotel rooms, 73 condo/hotel single units, 134 units with 2 unit potential (268 keys) (2) A 16% reduction to adjust for the difference between 1TE 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 It (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (5) No adjustments made for traffic volumes related to existing parking lot, Vehicles parking at site today will be displaced to nearby lots. 1650 Biscayne Boulevard MUSE Traffic Impact Study • • Exhibit 10 Cardinal Distribution of Trips TAZ 506 Cardinal Direction Distribution TAZ 506 NNE 12.89% ENE 4.94% ESE 4.43% SSE 6.84% SSW 12.34% WSW 22.99% WNW 17.31 % NNW 18.26% Total 100% Page 18 • • • CE 1 1 I '43-1 T11 HT PROjEC7z 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY PROJECT TRIP ASSIGNMENT Page 19 1650 Biscayne Boulevard i�USP Traffic Impact Study • 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the committed development and background growth person -trips to obtain the total year 2008 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 matrix 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 2008 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/U LOS Future Without Project LOS Future with Project NE 17 Street / Biscayne Boulevard S B B NE 16 Street / Biscayne Boulevard U B B NE 17 Street / NE 2 Avenue S B B NE 17 Street / NE 2 Avenue U C C NE 16 Street / NE 2 Avenue U E E Source- DPA {J= unsiggnahized S= signalized Page 20 • • • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a} (b) (c) (d) (e) (f) (g) (h) (i) (j) (k) Existing Future Committed Future Projected Future Future w/out Proj Project Total Future Future with Proj Corridor Dir Pers-Trip Bkg, Development Pers-Trip Transit Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Volumes Pers-Trip Pers-Trip Volumes Capacity Capacity vlc LOS Volume Volumes Capacity vlc LOS 2,0% From To 3 (b)+(c) (d)/(f) _ (d)+(h) (i)Kj) i1] 621 €3] €4] i51 ]6] I41 [5i BISCAYNE BOULEVARD NE 20 STREET NE 19 STREET NB 2333 2476 240 2716 78 4206 0,65 0 69 2785 4206 0,66 0 SB 1864 1978 256 2234 1530 6438 0.35 C 86 2320 6438 0.36 C NE 19 STREET NE 15 STREET NB 2296 2436 176 2612 81 5166 0.51 0 69 2681 5166 0.52 D SB 1884 1999 168 2167 1533 7398 0.29 C 86 2253 7398 0.30 C NE 15 STREET NE 14 STREET NB 2532 2687 330 3017 154 4798 0.63 D 80 3098 4798 0.65 0 SB 1986 2107 269 2376 1606 7030 0.34 C 48 2424 7030 0.34 C NE 15 STREET / VENETIAN CSWY N, BAYSHORE DR BISCAYNE BLVD EB 360 382 239 621 53 1961 0.32 C 0 621 1961 0,32 C W B 204 216 198 414 81 1713 0.24 C 0 414 1713 0.24 C BISCAYNE BLVD N. MIAMI AVENUE EB 286 303 181 484 0 1296 0.37 0 0 484 1296 0.37 0 WB 167 177 144 322 0 1296 0.25 C 0 322 1296 0.25 C Notes: [1] The Existing Person Trip Volume Is obtained from Exhibit 5, column (j) [2] Year 2006 Background Person Trip Volume is derived by applying a 2% growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DRI Increment [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (Exhibit 12, column e) [5] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [6] Project Person Trip Volumes are derived from Trip Generation Analysis w (14 z NE 17 TRR NE 17 ST CO CO r NE 15 ST H 0 N w z 62 �....... / [Il- i 0 a PROJECT z SITE w J BISCAYNE BLVD 0) NE 17 ST wl a? NE16ST �._. _.._ .46 CO IN =164 OUT = 135 VENETIAN CSWY LEGEND XX - ENTER (XX) - EXIT 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY PM PEAK HOUR PROJECT TRIPS EXHIBIT No. 13} Page 21 • w z NE 17 TERR 1- v z BISCAYNE BLVD NE 17 ST 339 20 N- ua r NE16ST L t 61 66 23 r— 44 66 7 co rn 80 48 NE 15 ST 58 62 71 �39 1I 56� 5—iF-. N CO PROJECT SITE uJ w NE 17 ST 67 57 M 0) '0 m NE 16 ST 46 48 L 10 2 - 13 it '0 v VENETIAN CSWY N.T.S. PROJECT: 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY TITHE: FUTURE WITH PROJECT PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT No. 14 J Page 23 1650 Biscayne Boulevard i.IUSP Traffic Impact Study • 4,6 Site Access • • Access to the project is proposed via a two driveways on NE 17 Street. Valet drop off will be accessed from a one-way inbound driveway on NE 17 Street and a 2-way driveway on NE 16 Street. Service access will be provided via a separate two-way driveway on NE 16 Street. No conflicts will occur with existing driveways. The project trips were assigned to the driveways. Page 24 1650 Biscayne Boulevard WISP Traffic Impact Study • • 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of 1650 Biscayne Boulevard was performed_ Analysis of future (2008) 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 corridors segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix E. April 2005 musp repori.doc Page 25 • • 0 Appendix A Approved Methodology & Site Plan DAVID PLUMMER & ASSOCIATES, INC. 111/ TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL • • To: AIiliatior: From: RE: cc: Facsimile Transmission Mr. Quazi Masood URS Corporation Sonia Shref ler-Bogart, PE 1650 Biscayne Boulevard MUSP - #04265 David Arditi; Lilia Medina; file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 March 4, 2005 4 page(s), including cover Cardinal Symphony, LLC is pursuing City of Miami approvals for a project located on the west side of Biscayne Boulevard between NE 16 and NE 17 Streets in Miami, Florida. There is an existing 2,500 SF fast food restaurant on the site. The proposed project consists of 875 condominium units, 36,000 SF health club, and 39,000 SF of retail space. Access to the site is proposed on both NE le Street and NE 17 Street. Valet drop-off and pick-up will occur internal to the site. The study area has been defined as NE 29 Street to the north, I-3 95 to the south, North Miami Avenue to the west and Biscayne Bay to the east. A site plan is included as Attachment A. This will serve as our methodology for the subject MUSP traffic impact study. • Turning movement traffic counts are to be collected during the P.M (4:00-6:00) peak period at four intersections in the immediate project vicinity. 1. NE 17 Street / Biscayne Boulevard (signalized) 2. NE 16 Street / Biscayne Boulevard 3. NE 17 Street / NE 2 Avenue (signalized) 4. NE 16 Street / NE 2 Avenue In addition to these intersections, we will analyze the project driveways. • Segment traffic volumes will be collected as 24-hour machine counts at the following locations: 1. Biscayne Boulevard between NE 14 Street and NE 20 Street 2. NE 15 Street between North Bayshore Drive and North Miami Avenue • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. • Raw traffic counts will be adjusted to peak season (for the peak hour period). • The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors (Biscayne Boulevard, and NE 15 Street) will be established using the person -trip method. The methodology for this rnethod is outlined in the Miami 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33139 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E MA1L: dpa@dplummer.com Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information from Increment 11 of the Downtown DRI. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DR1, 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 be established using the following procedure consistent with Increment II of the Downtown DR1: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh)_ 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment II of the Downtown DRI. 4. Reduce gross vehicular trips by a pedestrianfbicycle reduction based on estimates from Increment II of the Downtown DRI. 5. Establish 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. S. 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 be applied to the existing traffic volumes. • • Committed Developments. Will be based on 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 (see Attachment B). Cornmitted 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 be 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 be performed at the four study intersections and the proposed project driveways. • 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 Phan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. • A Traffic Control Measures Plan for the project will also be included. • If you have any questions you can contact me at (305) 447-0900. traffic 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com 1650 Biscayne Boulevard Cardinal Symphony, L.I.0 Miami, Florida I`., KUS NIANFREDI ARL7HETECTS fabruary i3 2306 Residential (A) 2,465 s.f. (LobbyfEgress) (8) 1,875 s.f. (Lobby/Egress) (C) 1,435 s.f. (Lobby/EgrsssY - Live/Work 190 s.i.tl-�byY : Parking 80 spaces Retail 28,645 s.f, INN Office 190 s.f. (Lwty) Ste 154,225 s.f. Footprint 86,310 s.1. a'* E 1 7 t h STREET Re.iriul OQO O a,zzs 8.1 6.690 a-f. Pour Story Bldg, J/ Not a Part Program 1 agram Ground Floor Plan 3,850 s.f. sntaa ide.n.LRa.i! Valcl/D op-o • RmeiUCpvmuercie] 4,4(0 a.f. N.E18t h STREET 4!* a* • • Appendix B Traffic Counts & Signal Timings • Raw Traffic Counts • • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Interval Start time Stop time County Location : Biscayne Boulevard South of NE 18th St ******************************************************************************* Mar 9 D0309044.PRN : 000000030804 : 009601150098 Mar 9, 05 : Mar 9, 05 : Miami, FL Northbound Volume for Lane 1 . 15 minutes 00:00 : 24 : 00 : Dade End Time 00 15 30 45 00 99 88 54 48 01 02 52 50 31 19 22 25 29 20 03 04 05 16 14 19 25 18 14 12 11 14 18 25 31 Hr Total 289 152 96 74 55 88 315 06 07 08 09 10 52 133 138 233 180 84 141 158 188 197 81 149 198 178 214 98 149 222 196 240 572 716 795 831 11 244 245 250 238 977 End Time 12 13 14 15 16 17 18 15 30 45 00 277 298 268 275 IPHour Total : 15780 AM peak hour begins : 11:30 AM peak volume : 1063 Peak hour factor : 0.89 PM peak hour begins : 15:30 PM peak volume : 1301 Peak hour factor : 0.97 ******************************************************************************* Mar 9 Southbound Volume for Lane 2 266 258 231 260 235 351 252 247 268 278 336 330 318 317 312 321 311 338 318 325 271 299 235 248 Total 1118 1015 1085 1212 1268 1292 1053 19 234 220 188 201 843 20 21 201 136 138 125 135 98 101 90 600 424 22 23 125 126 119 111 481 429 114 128 100 87 End Time 00 01 02 03 04 05 15 65 41 12 22 18 41 30 45 49 22 31 22 38 45 38 28 14 14 19 66 00 44 22 18 11 31 75 - Hr Total 192 140 66 78 90 220 06 100 153 212 221 686 09 330 331 338 344 1159 1495 1343 07 219 258 302 380 08 381 380 367 367 10 359 331 316 314 1320 11 249 246 250 237 982 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 264 252 251 233 199 298 255 195 140 130 '99 97 30 285 254 256 238 207 301 278 177 177 108 121 85 45 287 295 210 239 265 275 199 165 152 114 100 114 00 301 299 214 265 248 255 198 180 121 112 77 89 _ Hr Total 1137 1100 931 975 919 1129 930 717 590 �464 A397 385 24 Hour Total. : 17445 AM peak hour begins : 07:45 AM peak volume : 1508 Peak hour factor : 0_99 PM peak hour begins : 12:00 PM peak volume : 1137 Peak hour factor : 0_94 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0309044.PRN Station : 000000030804 Identification : 009601150098 Interval : 15 minutes Start date Mar 9, 05 Start time : 00:00 Stop date Mar 9, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Boulevard South of NE 18th St ******************************************************************************* Mar 9 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 164 93 34 38 36 55 152 352 519 553 539 493 30 133 99 47 45 36 56 237 399 538 519 528 491 45 92 59 43 33 31 91 293 451 565 516 530 500 00 92 41 38 36 42 106 319 529 589 540 554 475 Hr Total 481 292 162 152 145 308 1001 1731 2211 2138 2151 1959 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 541 518 486 501 517 609 526 429 341 265 224 211 30 583 512 607 516 524 639 577 397 313 206 247 213 45 555 526 462 575 577 593 434 353 290 215 219 214 00 576 559 461 595 569 580 446 381 246 202 188 176 Total 2255 2115 2016 2187 2187 2421 1983 1560 1190 888 878 814 41114 Hour Total : 33225 AM peak hour begins : 08:15 AM peak volume : 2255 Peak hour factor : 0.96 PM peak hour begins : 17:00 PM peak volume : 2421 Peak hour factor : 0.95 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Interval Start time Stop time County Location : NE 15th Street East of NE 1st Avenue ******************************************************************************c* Mar 9 D0309047.PRN 000000030805 000110252088 Mar 9, 05 Mar 9, 05 Miami, FL Eastbound Volume for Lane 1 End Time 00 15 30 45 00 2 2 2 4 Hr Total 10 01 02 4 2 0 0 1 4 2 1 6 8 : 15 minutes : 00:00 : 24:00 : Dade 03 04 0 3 4 0 2 5 1 3 7 11 05 06 07 1 6 14 7 6 26 4 9 24 11 11 33 23 32 97 08 09 17 26 22 26 40 32 35 41 91 148 10 21 25 31 42 11 38 33 37 39 119 147 End Time 12 15 30 45 00 29 43 35 35 Total 142 13 14 44 29 33 38 38 31 34 31 15 16 52 40 54 51 144 134 197 65 41 70 53 229 17 18 19 47 49 39 39 65 46 39 24 25 13 12 16 174 174 66 20 21 10 8 9 8 11 10 7 9 35 37 22 23 9 6 4 5 7 5 6 6 26 22 �24 Hour Total : 2079 AM peak hour begins : 10:45 AM peak volume : 150 Peak hour factor : 0.89 PM peak hour begins : 16:00 PM peak volume : 229 Peak hour factor : 0.82 ******************************************************************************* Mar 9 Westbound Volume for Lane 2 End Time 00 15 30 45 00 4 3 10 2 Hr Total 19 01 2 3 1 3 0 2 2 4 7 10 02 03 2 2 4 0 04 1 2 1 3 05 0 6 3 2 06 07 0 10 10 11 9 16 11 18 8 7 11 30 55 08 09 41 17 20 19 21 23 22 18 97 84 10 11 20 18 29 24 12 26 22 27 91 87 End Time 12 15 14 30 22 45 29 00 20 Hr Total 85 108 13 14 27 31 26 28 20 22 35 25 106 15 16 17 18 19 26 22 20 37 29 45 29 19 30 17 9 26 14 4 18 7 5 21 8 4 87 140 95 46 22 20 21 4 7 3 10 24 4 7 4 4 19 22 23 6 4 7 4 17 21 6 4 0 7 24 Hour Total : 1276 AM peak hour begins : 08:00 AM peak volume : 97 Peak hour factor : 0.59 PM peak hour begins : 16:00 PM peak volume : 140 Peak hour factor : 0.78 **************x*******************************************************r********* r • 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 Station Identification Start date Stop date City/Town Interval Start time Stop time County Location : NE 15th Street East of NErlst Avenue **************************************:r************************************* *** Mar 9 D0309047.PRN 000000030805 000110252088 Mar 9, 05 Mar 9, 05 Miami, FL Total Volume for All Lanes : 15 minutes : 00:00 : 24:00 : Dade End Time 00 01 15 30 45 00 6 5 12 6 Hr Total 29 02 03 04 05 ---- ---- ---- ---- ---- 6 2 5 7 0 4 2 5 13 2 6 6 1 18 15 4 2 6 6 1 13 7 13 06 07 08 09 10 11 ---- ---- ---- ---- ---- 6 16 18 22 24 37 40 51 58 43 42 45 18 34 62 152 188 61 55 57 59 232 41 43 60 66 210 50 59 59 66 234 End Time 12 13 15 43 71 30 65 55 45 64 53 00 55 73 Total 227 252 14 15 16 17 69 59 56 56 240 71 66 76 71 284 102 70 115 82 77 75 57 60 369 269 18 82 60 46 32 220 19 34 17 17 20 20 14 15 12 18 21 15 17 11 13 22 15 8 7 13 23 12 9 12 10 88 59 56 43 43 4 Hour Total : 3355 AM peak hour begins : 10:30 AM peak volume : 235 Peak hour factor : 0,89 PM peak hour begins : 16:00 PM peak volume : 369 Peak hour factor : 0.80 ******************************************************************************* NE 17TH STREET & BISCAYNE BOULEVARD NIAMI, FLORIDA UNTED BY: LAZARO RURIERA MEND TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 1561) 272-3255 FAX {561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050081 Start Date: 01/09/05 File I.D. : 17STBISC Page : 1 BISCAYNE BOULEVARD Prom North Peds Right Thru Left Date 03/03j05 16:00 16:15 16:30 16:45 Er Total 17:00 17:15 17:30 17;45 Er Total 4 13 201 1 7 192 4 8 225 3 8 179 12 36 797 2 5 235 1 12 241 0 9 174 0 6 189 3 32 339 PARKING GARAGE From East Peds Right Thru Lef t BISCAYNE BOULEVARD From South Peds Right Thru Left NE 17TH STREET From West Vehicle Peds Right Thru Left Total 1 0 0 0 1 4 1 2 2 9 5 3 3 0 11 6 1 5 1 13 1 1 2 1 5 1 1 1 0 3 0 0 0 4 1 3 2 10 3 3 7 1 14 0 1 0 0 1 3 2 2 1 8 0 0 0 0 0 0 0 1 0 1 294 290 312 302 1198 297 305 311 292 1195 13 7 2 11 33 11 11 6 5 33 9 7 0 9 548 6 8 0 12 519 0 2 0 7 565 6 5 0 10 518 21 22 0 38 2150 13 16 8 4 573 2 5 0 5 583 6 11 0 3 514 9 2 0 2 499 30 34 0 14 2169 *TOTAL* 15 68 1636 1 I 20 • • 18 4 24 9 1 2393 66 I 51 56 0 52 4319 NE 17TH STREET 5 BISCAYNE BOULEVARD Nam', FLORIDA ammM UNTED BY: LAZARD RUBIERA IIIIVANALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES R PEDS Site Code : 00050081 Start Date: 03/09/05 File F.D. : 17STBISC Page : 2 BISCAYNE BOULEVARD From North Peds Right Thru Left Date D3109/05 15 1 15 NE 17TH STREET 66 4 138 68 • 52 52 0 0 56 56 51 51 PARKING GARAGE From East Peds Right Thru Left BISCAYNE BOULEVARD From South Peds Right Thru Left NE 17TE STREET From West Peds Right Thru Left Vehicle Total 68 68 BISCAYNE BOULEVARD • 1,636 1,636 1,705 46 08 1 1 4,168 52 2,393 18 2,463 ALL VEHICLES & PEDS Intersection Total 4,319 I 24 1,636 56 1,716 4,176 ) 66 66 4 46 2,460 • 2,393 BISCAYNE BOULEVARD 2,393 20 20 18 18 4 4 24 24 2 PARKING GAKA' 9 j 24J 75 kilk- cc f 2D D E icl‘ctkwv‘ b , t_kk s PLtwto S r‘ Gt__ 2� ci 0S'o0dj NE 16TH STREET & BISCAYNE BOULEVARD EIAMI, FLORIDA NTED 8Y: GREGORIO RAMIREZ T SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 621 GARDENIA TERRACE DELRAY BRACH, FLORIDA 33444 (561) 272-3255 FAX {50Ij 272-4381 ALL VEHICLES & PEDS Site Code : 00050081 Start Date: 03/09/05 File 3,D, : 16ST US1 Page : 1 BISCAYNE B0ULEVARDJUS1 From North Peds Right Thru Date 03/09/05 16:00 1 3 16:15 0 3 16:30 0 2 16:45 0 6 Er Total 1 14 17:00 1 3 17:15 0 4 17:30 1 0 17'45 0 1`6 Er Total 2 10 886 206 203 233 177 819 258 244 188 BISCAYNE BOULBVARDJUS1 Prom South Peds Thru Left NE 16TE STREET From West Peds Right Left Vehicle Other Total Total 0 a a 0 0 0 307 316 315 319 1257 327 306 330 296 259 5 3 1 3 12 6 3 1 4 14 1 1 6 9 17 5 5 9 4 23 0 a 0 0 0 0 0 0 0 a 0 O 0 0 0 0 1 0 a 1 521 525 551 505 2102 594 558 519 459 2170 2 2 6 9 19 6 5 10 5 26 'TOTAL} 3 24 1705 I 2 2516 26 ; 40 0 • • 4272 45 NE 16TH STREET & BISCAYNE BOULEVARD MIANI, FLORIDA .UNTED BY: GREGORIO RAIMIREZ T SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561¢ 272-3255 FAX (561j 272-4381 ALL VEHICLES & PEDS Site Code : OOO50O81 Start Date: O3/09/O5 File I.D. ; 16ST US1 Page : 2 BISCAYNE BOULEVARD/Hi From North Peds Right Thru Date 03/09/05 BISCAYNE BOULEVARIJ/D51 From South Peds Thru Left NE 16TH STREET From 'West Peds Right Left Vehicle Other Total Total 3 3 BISCAYNE BOULEVARD/US1 24 24 NE 16TH STREET • 26 0 50 24 1 0 0 0 40 • 40 1,705 1,705 1,729 0 51 4,246 1 2,516 0 2,517 ALL VEHICLES & PEDS Intersection Total 4,272 4,247 1 0 26 2,516 1,705 0 1,705 26 2,542 2,516 BISCAYNE BOULEVARD/US1 0 2 2 NE 16TH STREET & BISCAYNE BOULEVARD MIAMI, FLORIDA BY: GRGORIO RAMIREZ .ONT8D T SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (5611 272-3255 PAX 56i. 272-4381 ALL VEHICLES & PEDS Site Code : 00050081 Start Date: 03/09/05 File I.D. 16ST_US1 Page : 3 BISCAYNE BOULNVARD/US1 Prom North Peds Right Thru Date 03109/05 Peak Hour Analysis Peak start 16:30 Volume Percent Pk total 927 Highest 17:00 Volume Hi total 261 PBF .29 • BISCAYNE BOULEVARD/US1 From South Peds Thru Left NR 16TR STREET From 'nest Peds Right Left Vehicle Other Total Total By Entire Intersection for 16:30 15 912 - 1267 2; 98% - 99% 1280 17:00 3 258 1 1 NE 16TH S'i'EEET 13 0 28 15 1 0 0 0 25 • 25 333 .96 327 the Period: 16:00 to 18:00 on 03/09/05 16:30 13 It 6 1 17:15 _25 0 1 Oi 100% BISCAYNE BOULEVARD/US1 15 15 912 912 927 9 2,195 1 1,267 0 1,268 • ALL VEHICLES & PEDS Intersection Total 2,208 0 912 0 912 2,192 J 13 13 1,280 • 1,267 1,267 BISCAYNE BOULEVARD/USU. 0 0 0 • V /1\ I 1\ wk;14 m cLari clO cl fad -L E:S PAC -Nu: .0 vujr6iriSk.tizec. .061-ofSLSf\S • NE 17TH STREET & NE 2ND AVENUE MIAMI, FLORIDA OUNTED BY: EDILSON ALVAREZ GNALIZED FROM TEE WEST, STOP FROM EAST TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 VAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050081 Start ➢ate: 03/09/05 File I.D. : 17ST2AVE Page : 1 NE 2ND AVENUE From North Peds Right Thru Date 03/09/05 16:00 0 0 16:15 0 0 16:30 0 0 16:45 1 1 Hr Total 1 1 17:00 3 0 17:15 2 0 17:30 3 0 17:45 0 0 Er Total 8 0 107 106 118 105 436 155 121 111 105 492 Left NE 17TH STREET From East Peds Right Thru Left NE 2ND AVENUE Prom South Peds Right Thru Left NE 17TH STREET From West Peds Right Thru Left Vehicle Total 8 8 6 9 31 10 4 11 4 29 2 7 0 5 0 5 3 12 5 29 1 2 3 1 7 11 12 12 7 42 Q 0 0 7 2 4 4 17 3 6 5 4 18 1 5 0 7 0 9 1 5 2 26 0 5 2 7 1 5 6 3 23 70 89 129 115 403 101 106 72 79 358 0 0 0 0 a a a 1 0 0 0 0 1 1 3 4 7 5 7 2 4 18 4 3 1 1 9 1 0 0 3 4 1 2 2 1 6 69 80 82 70 301 67 80 93 91 331 279 304 355 328 1266 357 341 313 298 1309 *TOTAL* 9 1 928 • • 60 1 12 71 0 35 j 5 49 761 1 8 27 10 632 2575 NE 17TH STREET & NE 2ND AVENUE MIAMI, FLORIDA .UNTED BY: EDILSON ALVAREZ GNALIZED FROM THE NEST, STOP FROM EAST TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (5611 272-3255 FAX (561) 272-4381 ALL VEHICLES 4 PEDS Site Code : D0050081 Start Date: D3/09/05 File I.D. 17ST2AVE Page : 2 NE 2ND AVEN1tE From North Peds Right Thru Date 03/09/05 Left NE 17TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE 17TH STREET From West Pede Right Thru Left Vehicle Total 9 9 NE 17TH STREET 1 0 1 • 632 2 632 10 10 27 27 8 • 8 1 1 NE 2ND AVENUE 928 928 989 60 60 71 69 2,453 632 761 71 1,464 • ALL VEHICLES & PEDS Intersection Total 2,575 35 928 27 990 1,801 1 NE 2ND AVENUE 22 10 811 761 761 12 12 71 71 0 0 35 35 119 NE 17TH SMEET 60 10 49 49 49 5 5 NE 17TH STREET & NE 2ND AVENUE MIINi, FLORIDA OUNTED HY: EDILSON ALVAREZ GNALIZED FROM TER WEST, STOP FROM BAST TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050081 Start Date: 03/09/05 File I.D. : 17ST2AVE Page : 3 NB 2ND AVENUE From North Peds Right Thru Left Date 03/99/05 Peak Hour Analysis By Entire Peak start 16:30 Volume 1 499 29 Percent - 01 94% 5% Pk total 529 Highest 17:00 Volume 0 155 10 Hi total 165 PEE .80 6 NE 17TH STREET 0 0 1 1 299 299 6 6 13 13 1 • NB 17TE STREET From East Peds Right Mrs Left NE 2ND AVENUE From South Peds Right Thin Left NE 17TE STREET From West Peels Right Thru Left Vehicle Total Intersection for the Period: 16:00 to 18:00 an 53/09/05 16:30 40 0 17 701 0% 30% 57 17:15 12 0 6 18 .79 16:30 16:30 26 451 0 13 6 299 5%s 951 O9 41 2% 941 477 318 36:30 17:15 9 129 0 3 2 80 138 85 ,86 .94 NE 2ND AVENUE 499 499 529 19 18 29 29 1,319 299 451 40 790 • ALL VEHICLES & PEDS Intersection Total 1,381 17 499 13 529 1,006 0 0 NE 2ND AVENUE 11 57 477 451 26 451 26 6 6 40 40 0 0 17 17 61 NE 17TH STREET 29 6 26 3 3 • 1.4.6�*e. • • z 1 0S"o0$i NE 16TH STREET & NE 2N➢ AVENUE MIAMI, FLORIDA /VAUNTED B1: RAYMUNDO HERAANDEZ T SIGNALIZED, 8/Wi STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & P605 Site Code 00050081 Start ➢ate: 03/09/05 File 1.D. : 16ST2AVE Page : 1 NE 2ND AVENUE From North Peds Right Thru Date 03/09/05 16:00 1 4 16:15 0 4 16:30 0 6 16:45 0 1 Er Total 1 15 17:00 1 4 17:15 1 3 17:30 0 6 17:45 0 4 Hr Total 2 17 l09 108 11.0 113 440 151 126 117 106 500 Left NE 16T0 STREET From East Peds Right Thru Left NE 2N➢ AVENUE From South Peds Right Thru Left NE 16TE STREET From West Vehicle Peds Right Thru Left Total b 0 0 0 0 0 0 0 0 4 3 3 0 10 2 4 5 1 12 4 5 17 8 34 13 4 2 6 25 2 2 4 8 1 1 2 0 4 11 2 22 11 46 2 3 1 1 7 0 0 0 1 0 0 0 0 0 0 0 0 1 O 0 0 0 0 57 72 104 82 315 75 81 59 60 275 3 2 12 3 2D 3 1 0 1 5 0 2 1 3 6 0 2 1 4 7 14 11 24 14 63 14 8 4 5 27 0 0 0 4 0 O 0 0 0 O 16 10 17 28 71 18 21 19 20 78 221 216 316 260 1013 277 248 210 203 938 *TOTAL* 3 32 940 0 22 59 12 53 I 1 1 590 25 1 13 90 0 149 • • 1951 NE 16TH STREET & NE 2ND AVENUE MIAMI, FLORIDA UNTED BY: RAYMUNDO HERNANDEZ Ofi SIGNALIZED, K/N STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA 'TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX {561) 272-4381 ALL VEHICLES & PEPS Site Code : 00050081 Start Date: 03/09/05 File I,D. : 16ST2AVE Page : 2 NB 2ND AVENUE From North Peels Right Thru Date D3/09/05 Left NB 16TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NE 16TH STREET From Hest Peds Right Thru Left Vehicle Total 3 3 32 32 NE 16TH STREET 25 12 32 • 149 69 149 0 NE 2ND AVENUE 940 940 972 0 239 90 90 13 r 13 r 08 0 0 1,770 149 590 59 798 • ALL VEHICLES & PEDS Intersection Total 1,951 53 940 90 1,083 1,699 25 25 NE 2ND AVENUE 124 125 616 590 590 22 22 59 59 12 12 53 53 1 NE 16TH STREET 0 0 1 1 1 NE 16TH STREET & NE 2ND AVENUE WTI, FLORIDA NTED 6Y: RAYMOJN➢O H?RNANI?EZ SIGNALIZED, EjN STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDO Site Code : 00050081 Start Date: G3/09/05 Pile I.D. : 16ST2AVE Page : 3 N6 2ND AVENUE From North NE 16TH STREET From East NE 2ND AVENUE From Routh Peds Right Thru Left i Peds Right Thru Left Peds Right Thru Left Date 03/09/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/09/05 Peak start 16:30 16:30 16:30 Volume 14 500 0 Percent 3% 971 0% Pk total 514 Highest 17:00 Volume 4 151 0 Bi total 155 PEE .83 • 2 2 86 16:30 43 .50 14 14 NE 16TH STREET 19 6 39 14 84 84 0 42 6 38 49% 7% 441 17 4 22 NE 16TH STREET From west Peds Right Tbru Left Vehicle Total 16:10 0 342 19 - 56 0 84 08 95% 5% 408 0% 60% 361 140 16:30 16:45 0 104 12 - 14 0 28 116 42 .73 .83 NE 2ND AVENUE 500 500 514 0 140 56 56 6 • 6 0 0 J 982 84 342 42 468 ALL VEHICLES & PEDS 79 8 Intersection Total 1,101 38 500 56 594 955 19 19 NE 2ND AVENUE 9 9 42 42 86 6 361 342 342 6 38 38 0 NE 16TH STREET 0 0 0 0 0 1 w -Tti. (-WA of wtiekmi Kor:JA 1 1844;t Wl ck 0312.00 5- Jaw.) bj:1-(4‘..S )11-t frf 0 v1 DT S i n L. 2--ed ©soosI • Adjusted Traffic Counts 0 • Florida Department of Tran sport ation Transportation Statistics Office 2003 Peak Season Factor Category Report 4IAMI-DADE NORTH 'ateg©ry: 8700 • • Week Dates SF PSCF 1 01 /01 /2003 - 01/04/2003 1.01 1.02 2 01 /05/2003 - 01 / 11 /2003 1.01 1.02 3 01/12/2003 - 01/18/2003 1.02 1.03 4 01/19/2003 - 01/25/2003 1.01 1.02 5 01/26/2003 - 02/01/2003 1.00 1.01 6 02/02/2003 - 02/08/2003 0.99 1.00 * 7 02/09/2003 - 02/15/2003 0.98 0.99 * 8 02/16/2003 - 02/22/2003 0.99 1.00 * 9 02/23/2003 - 03/01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 I.00 * 11 03/09/2003 -03/15/2003 1.00 1.01 * 12 03/16/2003.03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 * 14 03/30/2003 - 04/05/2003 0.99 1.00 * 15 04/06/2003 - 04/12/2003 0.99 1.00 * 16 04/13/2003 - 04/19/2003 0.99 1.00 * 17 04/20/2003- 04/26/2003 0.99 1.00 * 18 04/27/2003 - 05/03/2003 0.99 1.00 * 19 05/04/2003 - 05/10/2003 0.99 1.00 20 05/11/2003 - 05/17/2003 0.99 1.00 21 05/18/2003 - 05/24/2003 0.99 1.00 22 05/25/2003 - 05/31/2003 0.99 1.00 23 06/01/2003- 06/07/2003 0.99 1.00 24 06/08/2003 - 06/ 14/2003 1.00 1.01 25 06/15/2003 - 06/21/2003 1.00 1.01 26 06/22/2003 - 06/28/2003 1.00 1.01 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/12/2003 1.01 1.02 29 07/13/2003 - 07/19/2003 1.01 1.02 30 07/20/2003 - 07/26/2003 1.01 1.02 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08/09/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1.02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.01 1.02 38 09/14/2003 - 09/20/2003 1.01 1.02 39 09/21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 - 10/04/2003 1.01 1.02 41 10/05/2003 - 10/11/2003 1.01 1.02 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 10/25/2003 1.00 1.01 44 10/26/2003 - 11/01/2003 1.01 1.02 45 11/02/2003 - 11/08/2003 1.01 1.02 46 11/09/2003 - 11/15/2003 1.01 1.02 47 I1/16/2003 - 11/22/2003 1.01 1.02 48 11/23/2003 - 11/29/2003 1.01 1.02 49 11/30/2003 - 12/06/2003 1.01 1.02 50 12/07/2003 - 12/13/2003 1.01 1.02 51 12/14/2003 - 12/20/2003 1.01 1.02 52 12/21/2003 - 12/27/2003 1.01 1.02 53 12/28/2003 - 12/31/2003 1.02 1.03 MOCF = 0.99 "*" indicates peak season week Page 1 • • DAVID PLUMMER & ASSOCIATES, Project Location: Observer: /NC, Narne: TURNING MOVEMENT COUNTS 1650 Biscayne Boulevard Project Number: Count Date: Day of Week: Wednesday 04265 NE 17 Streeet and Biscayne Boulevard 3/9/05 Traffic Survey Specialists, inc. Biscayne Boulevard NE 17 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 04:15 PM 13 294 0 307 0 201 13 214 9 0 7 16 4 1 6 11 548 04:15 PM 04:30 PM 7 290 0 297 0 192 7 199 12 0 8 20 1 1 1 3 519 04:30 PM 04:45 PM 2 312 0 314 0 225 8 233 7 0 2 9 3 1 5 9 565 04:45 PM 05:00 PM 11 302 0 313 0 179 8 187 10 0 5 15 0 1 3 518 05;00 PM 05:15 PM 11 297 _ 0 308 1 235 5 241 4 0 16 20 _2 3 0 1 4 573 05:15 PM 05:30 PM 11 305 0 316 0 241 12 253 5 0 5 10 3 0 1 4 583 05:30 PM 05:45 PM 6 301 1 308 0 174 9 183 3 0 11 14 7 0 2 9 514 05:45 PM 06:00 PM 5 292 0 297 0 189 6 195 2 0 2 4 1 1 1 3 499 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON GRAND TOTAL Biscayne Boulevard NE 17 Street TIME INTERVAL NORTHBOUND 1 SOUTHBOUND EASTBOUND WESTBOUND L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 33 1208 1 1242 1 826 34 861 26 0 28 55 12 2 9 23 2181 PEAK HOUR FACTOR 0.97 0.84 0.68 0.52 0.96 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.01 17 st_biscayne b4vd.x4s • • • DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS 1650 Biscayne Boulevard Project Number: Count hate: Day of Week: Wednesday 04265 NE 16 Street and Biscayne Boulevard 3/9105 Traffic Survey Specialists, Inc, Biscayne Boulevard NE 16 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 P 04:15 PM 5 307 0 312 0 206 3 209 0 0 0 0 0 0 0 0 521 04:15 PM 04:30 PM 3 316 0 319 0 203 3 206 0 0 0 0 0 0 0 0 525 04:30 PM 04:45 PM 1 315 0 316 0 233 2 235 0 0 0 0 0 0 0 0 551 04:45 PM 05:00 PM 3 319 0 322 0 177 6 183 0 0 0 0 0 0 0 0 505 05:00 PM 05:15 PM 6 327 0 333 0 258 3 261 0 0 0 0 0 0 0 0 594 05:15 PM 05:30 PM 3 306 0 309 0 244 4 248 1 0 0 1 0 0 0 0 558 05:30 PM 05:45 PM 1 330 0 331 0 188 0 188 0 0 0 0 0 0 0 0 519 05:45 PM 06:00 PM 4 296 0 300 0 196 3 199 Q 0 0 0 0 0 0 0 499 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON Biscayne Boulevard NE 16 Street TIMENORTHBOUND INTERVAL SOUTHBOUND EASTBOUNDT WESTBOUND GRAND) TOTALfI 57 T R• L T R TOTAL L T R TOTAL L T R TOTAL 04:00 orouP:"�eroR O 0 861 12 873 1 0 0 Q Q 0 PEAK0.93 `�4 0.83 0.13 N/A Note: 2002 FOOT Peak Seasonal Weekly Volume Factor W 1.01 16 St biscayne blvd.xls • • • DAV[D PLUMMER & ASSOCEATES, Project Location: Observer: hNC. Name: TURNING MOVEMENT COUNTS 1650 Biscayne Boulevard Project Number: Count Date: Day of Week: Wednesday 04265 NE 17 Street and NE 2 Avenue 3/9/05 Traffic Survey Specialists, Inc. NE 2 Avenue NE 17 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 04:15 PM 0 70 5 75 8 107 0 115 69 1 5 75 r 7 0 7 _ 14 279 04:15 PM 04:30 PM 0 89 7 96 8 106 0 114 80 0 7 87 2 0 5 7 304 04:30 PM 04:45 PM 0 129 9 138 6 118 0 124 82 0 2 84 4 0 5 9 355 04:45 PM 05:00 PM 0 115 5 120 9 105 1 115 70 3 4 77 4 0 12 16 328 05:00 PM 05:15 PM 0 101 5 106 10 155 0 165 67 1 4 _ 72 3 0 11 14 357 05:15 PM 05:30 PM 0 106 7 113 4 121 0 125 80 2 3 85 6 0 12 18 341 05:30 PM 05:45 PM 1 72 5 78 11 111 0 122 93 2 1 96 5 0 12 17 313 05:45 PM 05:00 PM 0 79 6 85 4 105 0 109 91 1 1 93 4 0 7 11 298 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 2 Avenue NE 17 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL T L T R TOTAL PM 6FacT©R :00 PM 1 384 25 410 30 469 1 499 319 5 14 f 18 0 36 547 0 PO4:0eA� HOUR 0 73 .75 07 0 $8 74 03� Note: 2002 MOT Peak Seasonal Weekly Volume Factor = 1.01 17 st_2 ave.xls • • • DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC, Name: TURNING MOVEMENT COUNTS 1650 Biscayne Boulevard Project Number: Count Date: Day of Week: Wednesday 04265 NE 16 Street and NE 2 Avenue 3I9105 Traffic Survey Specialists, Inc. NE 2 Avenue NE 16 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 04:15 PM 3 57 1 61 0 109 4 113 16 0 14 30 11 2 4 17 221 04:'t 5 PM 04:30 PM 2 72 0 74 0 108 4 112 10 0 11 21 2 2 5 9 216 04:30 PM 04:45 PM 12 104 0 116 0 110 6 116 17 0 24 41 22 4 17 43 316 04:45 PM 05:00 PM 3 82 0 85 0 113 1 114 28 0 14 42 11 0 8 19 260 05:00 PM 05:15 PM 3 75 0 78 0 151 4 155 18 0 10 28 2 1 13 16 277 05:15 PM 05:30 PM 1 81 0 82 0 126 3 129 21 0 8 29 3 1 4 8 248 05:30 PM 05:45 PM 0 59 0 59 0 117 6 123 19 0 4 23 1 2 2 5 210 05:45 PM 06:00 PM 1 60 0 61 0 106 4 110 20 0 5 25 1 0 6 7 203 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 2 Avenue NE 16 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 13 298 1 311 0 475 16 491 75 0 45 121 27 6 I 30 63 985 PEAK HOUR FACTOR 0.66 0.78 0.71 0.36 0.87 Note: 2002 FDOT peak Seasonal Weekly Volume Factor = 1,01 16 st 2 ave.xls • • • DAVID PLUMMER 8 ASSOCIATES INC ProjectNarne: Location: Observer: 24-HOUR COUNTS 1650 Biscayne Boulevard Biscayne Boulevard South of NE 18 Street Traffic Survey Specialists, Inc. BEGIN TIME f NORTHBOUND [1st 114 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00AM 99 88 54 48 289 01:00 AM 52 50 31 19 152 02:00 AM 22 25 29 20 96 03:00 AM 16 14 19 25 74 04:00 AM 18 14 12 11 55 05.O0 AM 14 18 25 y 31 88 0600 AM 52 84 81 98 315 07:00 AM 133 141 149 149 572 08:00 AM 138 158 198 222 716 09:00 AM 233 188 178 196 795 10:00AM 180 197 214 240 831 1too AM 244 245 250 238 977 12:00 PM 277 298 268 275 1,118 01:00PM 266 258 231 260 1,015 02:00PM 235 351 252 247 1,085 03:00 Pm 268 278 336 330 1,212 0400 PM 318 317 312 321 1,268 05:00 PM 311 338 318 325 1,292 06:00 PM 271 299 235 248 1,053 07:00 PM 234 220 188 201 843 08.oO PM 201 136 138 125 600 09:00 PM 135 98 101 90 424 10:00 PM 125 126 119 111 481 11:00 PM 114 128 100 87 429 24-HOUR TOTAL 15,780 AM Peak Hour. PM Peak Hour NORTHBOUND Project No.: 04265 Count Date: 319105 BEGIN TIME SOUTHBOUND lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 1200 AM 65 45 38 44 192 01:00 AM 41 49 28 22 140 02:00 AM 12 22 14 18 66 03:00 AM 22 31 14 11 78 04:00 AM 18 22 19 31 90 05:00 AM 41 38 66 75 220 06:00 AM 100 153 212 221 686 07:OO AM 219 258 302 380 1,159 08:00 AM 381 380 367 367 1,495 09:00 AM 330 331 338 344 1,343 10:00 AM 359 331 316 314 1,320 11 00 AM 249 246 250 237 982 12:o0 PM 264 285 287 301 1,137 01:00 PM 252 254 295 299 1,100 02-00 PM 251 256 210 214 931 03.00 PM 233 238 239 265 975 04:oOPM 199 207 265 248 919 05 00 PM 298 301 275 255 1,129 06:00 PM 255 278 199 198 930 07:00PM 195 177 165 180 717 08:00 PM 140 177 152 121 590 09:00 PM 130 108 114 112 464 10:00 PM 99 121 100 77 397 11:00 PM 97 85 114 89 385 J24-HOUR TOTAL 17,445 DAILY TRAFFIC COUNT SUMMARY Time: 11 45 AM Volume: 1,09,1 Time: 03.30 PM Volume: 1,301 AM Peak Hour - PM Peak Hour: AM Peak Hour PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-taclor: 0-factor, Time: K-factor. D-factor. 08:15 AM 6.8% 64,0% 50 05:00 PM 73% 53.4% NB TWO-WAY TOTAL 481 292 162 152 145 308 1,001 1,731 2.211 2,138 2,151 1,959 2,255 2,115 2,016 2,187 2,187 2,421 1,983 1,560 1,190 888 878 814 33,225 ! Time: 07.45 AM Volume. 1,508 Time: 12.00 PM Volume. 1,137 Volume 2,255 PHF: 0.96 Volume- 2,421 PHF_ 0 95 biscayne blvd_sortth_18 stxls • • • OAVIO FlUMMER & ASSOC.kATES_ INC. 24-HOUR COUNTS Project Name: 1650 Biscayne Boulevard Location: NE 15 Street East of NE 1 Avenue Observer: Traffic Survey Specialists, Inc, BEGIN TIME EASTBOUND 1st 114 2nd 114 3rd 114 4th 114 TOTAL 12.00 AM 2 2 2 4 10 01:OO AM 4 2 0 0 6 02:00 AM 1 4 2 1 8 03.00 AM 0 4 2 1 7 04.00 AM 3 0 5 3 11 05:00 AM 1 7 4 11 23 06:00 AM 6 6 9 11 32 07:00 AM 14 26 24 33 97 08440AM 17 26 22 26 91 09:00 AM 40 32 35 41 148 10:00 AM 21 25 31 42 119 11:00AM 38 33 37 39 147 12:OOPM 29 43 35 35 142 01:00 PM 44 29 33 38 144 02:00PM 38 31 34 31 134 03:00 PM 52 40 54 51 197 04:00 PM 65 41 70 53 229 05:00 PM 47 49 39 39 174 05:00 PM 65 46 39 24 174 07:OO PM 25 13 12 16 66 08:00 PM 10 8 9 8 35 08:00 PM 11 10 7 9 37 10.00 PM 9 4 7 6 26 11.00 PM 6 5 5 6 22 I24-HOUR TOTAL 2,079 AM Peak Hour PM Peak Hour EASTBOUND Project No.: Count Date: BEGIN TIME [ WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 114 f TOTAL 12.00 AM 4 3 10 2 r 19 01:OOAM 2 3 0 2 7 02:00 AM 1 3 2 4 10 03:00 AM 2 2 4 0 8 04:00 AM 1 2 1 3 7 05:00 AM 0 6 3 2 11 06:00 AM 0 10 9 11 30 07:00 AM 10 11 16 18 55 08.00 AM 41 17 20 19 97 09:00 AM 21 23 22 18 84 10:00 AM 20 18 29 24 91 11.00 AM 12 26 22 27 87 12:O0 PM 14 22 29 20 85 01:00 PM 27 26 20 35 108 02 00 PM 31 28 22 25 106 03:00 PM 19 26 22 20 87 04:00 PM 37 29 45 29 140 05:00 PM 30 26 18 21 95 06:00PM 17 14 7 8 46 07:00 PM 9 4 5 4 22 08:00 PM 4 7 3 10 24 09:00 PM 4 I 7 4 4 19 tam PM 6 4 0 7 17 11:00 PM 6 4 7 4 21 f 24-HOUR TOTAL 1,276 DAILY TRAFFIC COUNT SUMMARY Time: 10:45 AM Volume: 150 Time: 04:00 PM Vo€ume: 229 AM Peak Hour PM Peak Hour: 04265 3/9/05 TWO-WAY TOTAL 29 13 18 15 18 34 62 152 188 232 210 234 227 252 240 284 369 269 220 88 59 56 43 43 3,355 AM Peak Hour. Time: 08:00 AM Volume: 97 PM Peak Hour Time: 04.00 PM Volume: 140 EASTBOUND AND WESTBOUND Time: K-factor: 0-factor: Time: K-factor: D-factor: 11:45 AM 7.1 %a 61,3% ES 04:00 PM 11_0% 62.1% EB Volume: PHF- 238 0.90 Volume' 369 PHF: 0.80 15 st_east_1 avexls • Signal Timings • • • • PATTERN SCHEDULE FOR 4288 US 1 & NE 17 ST TIME PT OFF NSW F Y R EW F G Y WG Y MIN: 7 15 11 1 10 0 11 87 28 15 4 1 6 11 1 4 16 4 15 21 87 28 15 4 1 6 11 1 4 16 4 115 23 0 15 15 4 1 6 11 1 4 10 4 500 19 0 15 15 4 1 6 11 1 4 10 4 545 1 87 28 15 4 1 6 11 1 4 16 4 615 2 17 28 15 4 1 6 11 1 4 16 4 745 12 25 28 15 4 1 6 11 1 4 16 4 845 16 0 48 15 4 1 6 11 1 4 16 4 1200 17 56 48 15 4 1 6 11 1 4 16 4 1345 10 56 48 15 4 1 6 11 1 4 16 4 1545 9 54 53 15 4 1 6 11 1 4 16 4 1630 18 0 53 15 4 1 6 11 1 4 16 4 1800 3 87 24 15 4 1 6 11 1 4 20 4 1900 1 87 28 15 4 1 6 11 1 4 16 4 2130 11 87 28 15 4 1 6 11 1 4 16 4 FOR DAY ## 4 (SECTION 3) S Y M CYC 8 90EARLY NI 8 90NITE M2 6 71LATE NIG 6 71DAWN M2 8 90AVG M2 0 8 90PRE AM M 8 90AM PEAK 8 110MID MORN 8 110NOON M2 8 110AFT M1 0 8 115PRE PM P 8 115PM PEAK 8 90POST PM 8 90AVG M2 0 8 90EARLY NI PATTERN SCHEDULE FOR 2385 NE 2 AVE & 17 ST FOR DAY # 4 (SECTION 26) TIME PT OFF NSW F Y EW F Y S Y M CYC MIN: 7 6 7 6 0 23 0 31 6 4 9 6 4 6 60NIGHT 15 600 13 1 31 6 4 9 6 4 SONITE & W 630 7 1 31 6 4 9 6 4 60PRE AM 1 730 8 29 61 6 4 9 6 4 90AM PEAK 930 9 9 61 6 4 9 6 4 90MID-DAY 1545 11 29 71 6 4 9 6 4 100PM PEAK 1800 12 4 61 6 4 9 6 4 90POST PM 1900 13 1 31 6 4 9 6 4 60NITE & W 2300 23 0 31 6 4 9 6 4 6 60NIGHT 15 • • 0 Appendix C FDOT's Quality/LOS Handbook Generalized Tables & Downtown Miami DR! Increment II Transit Ridership TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS` ems• UNINTERRUPTED FLOW HIGHWAYS Lanes Divided l Undivided 2 Divided 3 Divided Level of Service A B C D E 100 340 670 950 1,300 1,060 1,720 2,500 3,230 3,670 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 1 Undivided '• 220 720 860 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 ,720 2,790 4 Divided 490 3,030 3,460 3,540 E 890 ••e Class II (2.00 to 4 50 signalized intersections per mile) Level of Service Lanes Divided A B 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 nil€e and not within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A 13 C D E 1 Undivided •• OR 280 660 810 2 Divided •• a• 650 1,510 1,720 3 Divided •• •• 1,020 2,330 2,580 Divided •• •• 1,350 3,070 3,330 Level of Service B C D E www € €.mytlondasorrelplanning/system:/srNlosldefault him ONE WAY FACILITIES a Increase corresponding volume 20% • sable does ncommute a sandard and should be used onir for gatre& planning applxcanonr The computes module from which rhss table ss derived should be used fru more spectres planning none The cable and desiring computer models should notowl be uFor conm condor or ,ernenon deem where more ref bongned techniques eclat 'Values shown art iwuriy d,src bong volurna for levels of Eli and art for e aurmtarb,ivtrucb modes unless spec iheally gated Level of :envier Irner grade nut -Molds are probably not soenpentusk acmes modes d, therefore. iron meal companeons sheuid be with cannon FuMm rnrnere_ cotnb,nt €suet of srrveer of hfTerenr 'nodes mto one ovtnli roadway sevrl of servrte era snrete esconded To convert to annual aren't duly traffic volume., these rOj..mea nun be divided by *prancerD and K factors Thu utbie's input value defssslu and level oerxmiens f tve ens appear on the following page Calcuisnn ona are bags/ on planning appircationa of the 3t`gr,way Cepae,cy maenad, 8,cyek LOS Model, Prdesman t.OS Model sot Transit Capsely and Qua#sty of Servo Manual. respectively for the ausomebrteflrs.ch, bicycle. pedesensn and bus mocks "'Cannot be ach,rrad tome rabic apue value 4.400. s•'hlm appircab€e for that level of.asnce term past. Foe auaemob,lertruca ,nodes. soiurnta greater Man level of service t) become F because intersection esper in. have been re at:ai For hseycie °'= oedesman modes. the Ie.ei of rtrv.ce ienea sr.Je t•miud,r; f1 ,t no, ach,rvabtc. be.ewe there ,s ova mu,mum .eh., is rolurnt threshed us,na tapir ,err'.' "slue ekfaulu lilts 1V (more than 4.5 signalized intersections per mile and within primary city central business distract of an urbanized area over 750,000) Lanes Divided A 1 Undivided •• •• 270 720 780 2 Divided '• •• 650 1,580 1.660 3 Divided '• •• 1,000 2,390 2,490 4 Divided •• •• 1,350 3,130 3,250 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided art Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service C D E 480 760- 810 1,120 1,620 • 1,720 1,740 2,450 2,580 A 0. •e B Other Signalized Roadways (signalized Intersection analysis) Level of Service A B C D E ►a •• 250 530 660 '• 580 1,140 1,320 Source: Flonda Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, Ft 32399-0450 hrtp// FREEWAYS Interchange spacing > 2 mi. apart Level of Service Lanes A B C D E 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 4,410 6,150 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 €nicrchange spacing < 2 mi. 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 1€,310 12,850 BICYCLE MODE (Noss: 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 bicyclisu 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 B C D E 0-49% •• •• 170 720 >720 50-84'!e •• 130 210 >210 ••• 85-100% 160 380 >380 ••• ••• PEDESTRIAN MODE (Note: Level of service for the pedesinan mode in this table is based on roadway geometncs 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.) Level of Service ' Sidewalk Coverage A B C D E 0-49% •• •• •• 330 810 50-84% •• •• .• 520 990 85.100/. '• 120 - 590 >590 ••• BUS MODE (Scheduled Fixed Route) • (Buses per hour) Level of Service Sidewalk Coverage A B C D E 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% Mufti Und€vtded No 2S% 97 • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY 1 LEVEL OF SERVICE PERSON TRIP LEVEL OF SERVICE 1 A B C D E A B C D E CLASS 3 ARTERIAL3LD 1 LU 0 0 280 660 810 0 0 0.35 0.81 1.00 2LD 0 0 650 1510 1720 0 0 0.38 0.88 1.00 0 0 1020 2330 2580 0 0 0.40 0.90 1.00 4LD 0 0 1350 3070 3330 0 0 0.41 0.92 1.00 CLASS 3 ARTERIAL 1LD2 0 0 294 693 851 0 0 0.35 0.81 1.00 2LD 0 0 650 1510 1720 0 0 0.38 0.88 1,00 3LD 0 0 1020 2330 2580 0 0 0.40 0.90 1.00 4LD 0 0 1350 3070 3330 0 0 0.41 0,92 1.00 CLASS 4 ARTERIAL 1LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2L0 0 0 650 1580 1660 0 0 0.39 0.95 1,00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 Source: FDOT's 2002 Quality/Level of Service Handbook NOTES: 1 THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY, 2 ADJUSTMENT FACTOR OF 5% APPLIED FOR DIVIDED ARTERIAL. • . Page 1 of 9 20-Nov-2001 ROADWAY FROM TO BISCAYNE BLVD NE 54 STREET NE 46 STRET NE 46 STREET 1.195 1-195 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET 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 €-395 1-395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE 1 STREET } (NE 1 STREET t"!.4 SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET NE 2 AV£NUE/BRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 1-395 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLAGLER STREET DI NB SS NB SB NB SB NB SB NB SS NB SB NB SB NB 56 NB 56 NB SB .NB SB NB SB NB SB NB SB NB SB NB NB SB NB S8 NB SS SB S8 SB SB TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS ROAfATA CONDITIONS Ill RAW Pi PEAK FACILITY COUNT PEAK PEAK HOUR MIAM€ PEAK [11 TYPE SOURCE HOUR PEAK HOUR DIR MAX ADOP- HOUR ,'. FUNCTIONAL EXISTING COUNT AND PERIOD SEASON AXLE COUNT PERIOD SERVICE TED MR I CLASSIFICATION LANES STATION PERIOD VOLUME FACTOR FACTOR DATE , VOLUME VOL LOS LOS I, .- PRINCIPAL ARTERIAL 4LD 5060 FDOT-AM 963 1.06 1.00 07/18/00 1,021 1,810 E C 1,745 1.06 1.00 1,850 1,810 E F PRINCIPAL ARTERIAL 4LD 5059 FOOT -AM 1,377 1.05 0.99 09/12/00 1,431 1,810 E O 1,968 1.05 0,99 2.046 1,810 E F PRINCIPAL ARTERIAL 4LD 143 FDOT-PM 1,271 1.06 0.99 08/29/00 1,334 1,810 E D 1,514 1.06 0.99 1,589 1,810 E 0 PRINCIPAL ARTERIAL 4LD 143 FOOT -PM 1.271 1,06 0.99 08/29/00 1,334 1,810 E 0 1,514 1.06 0.99 1,589 1,810 E 0 PRINCIPAL ARTERIAL 4L0 N/A OTMP-PM 1,934 1.00 0.99 05/01/01 1,915 1,750 E F 899 1.00 0.99 890 1,750 E D PRINCIPAL ARTERIAL 4L0 5056 FDOT-PM 1,558 1.03 1.00 08/03/99 1,605 1,750 E E 942 1.03 1,00 970 1,750 E 0 PRINCIPAL ARTERIAL 4L0 N/A MUSP-PM 1,692 1.05 0.99 09/07/00 1,759 1,750 E F 1,204 1.05 0.99 1,252 1,750 E 0 PRINCIPAL ARTERIAL 4LD 5053 FOOT -PM 1.674 1.00 1.00 04/13/99 1,674 1,750 E E 919 1.00 1.00 919 1,750 E D PRINCIPAL ARTERIAL 6L0 5053 FOOT -PM 1,674 1.00 1.00 04/13/99 1,674 2,560 E D 919 1.00 1.00 919 2,560 E D PRINCIPAL ARTERIAL 6LD 5052 FOOT -PM 1,681 1.03 1.00 08/17/99 1,731 2,560 E D 1,648 1.03 1.00 1,697 2,560 E 0 PRINCIPAL ARTERIAL 4L 5049 FOOT -AM 1,447 1.01 0.98 05/11/99 1,432 3,140 E 0 3L 1,522 1.01 0.98 1,506 2,560 E 0 PRINCIPAL ARTERIAL 8LD N/A K&S-PM 1,731 1,00 0.98 04/25/01 1,696 3,140 E 0 761 1.00 0.98 746 3.140 E C I� PRINC€PAL ARTERIAL '.''8LD N/A K&S-PM 1,731 1.00 0.98 04/25/01 1,696 3,140 E D 761 1.00 0.98 746 3.140 E C PRINCIPAL ARTERIAL 8LD 5047 FDOT-PM 1,866 1.01 0.98 05/18/99 1,847 3,140 E O 870 1.01 0.98 861 3,140 E C PRINCIPAL ARTERIAL 8LD 5047 FOOT -PM 1,866 1.01 0.98 05/18/99 1,847 3,140 E D 870 1.01 0.98 861 3,140 E C PRINCIPAL ARTERIAL 2LOW 5045 FOOT -AM 1,808 1.02 0.98 06/29/99 1,807 2,040 E-1W E MINOR ARTERIAL 4LU 276 MD -PM 717 1.02 1.00 07/06/00 731 1,615 E D 502 1.02 1.00 512 1,615 E D MINOR ARTERIAL 4LU 276 MD -PM 717 1.02 1.00 07/06/00 731 1,615 E D 502 1.02 1.00 512 1,615 E D MINOR ARTERIAL 4LU 276 MD -PM 717 1.02 1.00 07/06/00 731 1,615 E D 502 1.02 1.00 512 1,615) E D 1 MINOR ARTERIAL 3L N/A K&S-AM 1,127 1.00 1.00 04/25/01 1,127 3,070 E-1W E MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E-1 W E MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 3,070 E-1W E MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 1.00 04/25/01 671 .., 3,070 E-1W E SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS1200111 S7161TABLES111 MATRIX.WK4 • ill Page 5 of 9 1 • 20-Nov-2001 ROADWAY FROM_ TO NEB STIFEI_. NE 2 AVENUE N. MIAMI N. MIAMI AVENUE NW 3 AV NW 3 AVENUE 1-95 NE 15 STREETNENETIAN CSWY 1 BISCAYNE ISLAND BAYSHO 1 1 BAYSHORE DRIVE BISCAYN BISCAYNE BLVD N, MIAMI NE 14 STREET BAYSHORE DRIVE BISCAYN BISCAYNE BLVD NE 1 AVENUE N MIAMI AVENUE NW 2 AVENUE NW 3 AVENUE I NE 11 STREET NW 3 AVENUE NE 10 STREET NW 3 AVENUE NE 1 AV N MIAMI NW 2 AV NW 3 A I-95 1-95 I.95 TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS DIR [1] FUNCTIONAL CLASSIFICATION ROADWAYNrSmiNS FACILITY TYPE EXISTING LANES COUNT STATION [2j COUNT SOURCE AND PERIOD RAW PEAK HOUR PERIOD ? VOLUME PEAK SEASON FACTOR AXLE FACTOR COUNT DATE PEAK HOUR PERIOD VOLUME 131 PEAK HOUR DIR MAX SERVICE VOL MIAMI ADOP- TED LOS -I' PEAK i' HOUR DIR 1. LOS N N _. „1..... a • m m 11�,r - mmmmmmmmmrnmm mmmmmm mmmmmm!'i f AVENUE EB MINOR ARTERIAL 2LU N/A (DTMP-AM 600 1.00 1.00 04/24/00 600 WB 491 1.00 1.00 491 ENUE EB MINOR ARTERIAL 4LU N/A DTMP-AM 600 1.00 1,00 04/24/00 600 WB 491 1.00 1.00 491 ES MINOR ARTERIAL E 4L0 N/A DTMP-AM 600 1.00 1.00 1 04/24/00 600 WB 491 1.00 1.00 491 RE DRIVE EB MINOR ARTERIAL 2LD N/A MUSP-PM 287 1.06 1.00 09/12/00 304 WB 304 1.06 1.00 322 E BLVD EB MINOR ARTERIAL 2LD N/A MUSP-PM 321 1.06 1.00 09/12/00 340 W B 325 1.06 1.00 345 I ac)0 0 0U 0UUUU 00Un to w AVENUE EB COLLECTOR 2LU N/A MUSP-PM 172 1.06 1.00 09/12/00 182 WB 241 1.06 1.00 255 E BLVD EB LOCAL ROAD 4LU N/A MUSP-PM 200 1.06 1.00 09/07/00 212 W8 99 1.06 1.00 105 NUE EB COLLECTOR 2L N/A MUSP-PM 151 1.06 1,00 09/07/00 160 WB IL 164 1.06 1.00 174 WENUE EB COLLECTOR 2L 1 N/A MUSP-PM 151 1.06 1.00 09/07/00 160 WB 11. 164 1.06 1.00 174 iNUE EB COLLECTOR 2LU N/A MUSP-PM 151 1.06 1.00 09/07/00 160 WB 164 1.06 1.00 174 cNUE EB COLLECTOR 2LU NIA DTMP-PM 151 1.06 1.00 09/07/00 160 WB 164 1.06 1.00 174 EB COLLECTOR 2LU N/A DTMP-PM 172 1.00 1.00 04/24/00 172 W8 196 1.00 1.00 196 WB COLLECTOR 3L 9352 DTMP-PM 180 1.00 1.00 04/24/00 180 EB COLLECTOR 2L N/A DTMP-PM 133 1.00 1.00 04/24/99 133 SOURCE: KEiTH AND SCHNAPS, P.A. N:ITRANPI.ANIPROJECTSi20011167161TABLES111MATRIX,WK4 00 29-Nor ROADWAY PROM I713CAYNE SLIM NE 34 STREET NE 46 57RET NE 46 STREET I-195 1-$95 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 75 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1-393 NE 6 STREET NE 8 STREET NE 3 STREET T4E 3 STREET NE 1 STREET NE f STREET SE 1 STREET 5E 1 5TREET SE 2 STREET SE 2 STREET 55 4 STREET RE 7 AVENUE+}RICKELL AVENUE NE 29 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1'795 NE 3 STREET NE3STREET NE,STREET NE 1 STREET FLAGLER STREET RACIER STREET SE 1 STREET 5E 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SEE STREET SE 6 STREET SW 13 STREET SW 13 STREET SW 15 R040 SW 15 ROAD RICKENBACRERCSWr NE I AVENUE NE 17 STREET 74E 14 STREET NE 14 STREET t-395 1.395 . NE 6 STREET NE 6 STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE 2 STREET PAC1LITY TYRE 1243110110 09R LANES N9 58 i4igigigi4iSim544gim34itimig Ne 58 NB 59 NB SB S8 55 56 913 SB 59 Se N9 98 N9 58 NB Se me SR NO 59 No 663 NB 4413 NB 4LD OLD 3 4L0 3 44.0 3 3 4LD 3 3 4L0 3 3 410 3 3 4LD 3 3 610 3 3 ELO 3 3 41 3 3t 3 KO 3 3 114.0 3 840 1 48 KO 95 /LOW 95 4LU 9 ALU 41_U 8 9 3L 9 3L 9 3L 9 31 ,f 3L 3L 24 4L 24 81. 24 $ 24 4L13 24 24 41.0 48 48 4LD 40 48 2LU 0 3L 6 3L 6 31 2 31. 2 6 6 16 18 t6 16 16 16 16 16 16 16 16 32 32 46 48 14 16 16 18 16 16 16 16 16 16 11 93 95 95 10 10 10 10 10 10 10 7 4 4 9 9 6 6 6 62 62 62 62 62 62 36 34 38 36 36 36 36 36 62 62 48 48 46 44 46 48 48 48 45 46 16 95 95 32 32 71 x K 51 8 95 B B 8 10 10 10 7 7 93 93 93 93 93 93 62 62 62 62 62 62 62 62 93 93 it 51 St 51 51 51 51 51 51 93 41 T K 95 93 13 93 95 63 93 93 93 85 43 93 93 1$ 93 93 *3 13 93 95 77 T 95 9 9 T 95 T 95 95 7 95 95 D 95 C 95 C 95 c 95 95 95 51 9 10 30 95 93 95 95 95 5 95 115 5 95 5 96 95 9S 93 K K DONUT EXITING Pl111U6 RtOER691M SUB 1103T7E6 9ERVIRG ROADWAY 6E13E350179 95 T 95 T 95 ; T 45 7 T 95 1 C 95IL 95 C 95 95 C 65 C C 5 95 5 5 5 5 5 95 C S SOURCE KEITH AND SC7*4ARS P A AS Olt WbsTE TRIP CAPACTTY AR6/421114E01E 7 ' 11 16 32 36 111 1 99 64 69 ,11 99 6o 69 117 99 66 69 111 96 37 6o 69 20 I11 99 32 6e 69 20 111 90 12 66 69 20 f1 18 32 54 16 37 111 45 111 99 45 42 111 99 45 42 111 99 45 42 84 75 45 47 64 75 30 64 240 75 9 to '32 48 72 20 S6 19 66 16 66 18 66 18 48 12 2 98 40 24 37 59 27 48 49 51 0 0 0 51 52 76 76 4 92 6 65 3 66 6 92 a 2 7 6 6 16 132 48 4 132 48 4 136 46 4 21 48 t14 66 2 33 66 EA 46 1 66 52 57 52 52 52 52 S2 32 48 52 46 19 167 45 •U9 ROUTES ARO !RAE.1T1 w PER 6E1EMENT 6I 77 13 61 71 108 13 1011 21 108 13 100 21 106 ' 13 100 21 13 100 0 21 1o9 11 100 0 21 106 13 100 0 21 108 13 100 16 21 €04 3 70 18 104 76 18 100 64 18 100 66 18 e 12 12 60 24 144 24 148 24 132 16 154 178 112 132 76 174 76 76 60 66 18 66 60 18 42 60 187 K 96 96 1K 51 64 60 T 126 426 128 108 108 167 167 96 72 96 72 16 72 96 63 75 63 75 152 146 15I 146 142 152 149 290 152 200 137 290 200 290 200 290 200 290 200 295 170 275 TOTAL BITS SUS RR}ERSNIP CA►& 61143146 010 379 920 246 920 3391 920 248 970 339 920 746 920 523 1.477 416 2.252 523 1.472 416 2.257 523 1,472 416, 2,252 9421 1.469 363 2249 678 1.028 425 1,808 732 1,706 506 2.46E 746 1.70E 496 2,426 746 1.70E 496 2.4E6 677 1.706 469 2.486 657 2,466 394 2.226 1,106 3.434 61 306 167 780 187 0 3613 0 270 0 362 0 270 0 362 0270 0 355 0 105 0 355 0 185 0 355 0 185 0301 0 170 0 660 6 222 0 441 0 204 0 638 0 200 043E 0200 0397 9 14? 0.264 0 177 0 372 0199 0240 780 0240 196 711 0 276 119 n3 0167 64 5,8 0162 709 1,070 0288 706 1,070 02689 306 1.070 0289 304 3.330 0 279 192 552 9 349 99 536 0164 94 354 616E 365 1,34E 0 271 ,15 sac 0 203 740 541E 0 424 119 5662 0 210 156 306 O51a 26 306 0065 138 306 0 45, 22 306 ion 072 164 $74 4641 1.224 434 1,226 571 7,114 405 2.114 68 534 0273 . 0 367 0354 0771 9.192 0 127 ITRILIORAMPROJECTS720011187161TAltl, E511,ru TRCX Km ROADYIAY F74014 1499 3 AUE NW 20 STREET MN 17 STREET NW 17 STREET NW 14 STREET 19V4 14 STREET MN 9 STREET MN9STREET NW 55TREE7 PAN STREET SW 1 STREET TO INE IS ITREETNENE14414 C6W5 BISCAYNE ISLAND 6AYS140RE Dowe BAYSHORE DN5VE 81SCAYNE BLVD BISCAYNE SETO N MIAMI AVENUE NE 2e 6TNEET NE I AVENUE N MMAA6 AVENUE N MIA/A AVENUE NW 3 AVENUE MN 3 AVENUE 193 NE 14 STREET eAYSNORE DRIVE BISCAYNE BLVD BISCAYNE 13Lv0 NE 1 AVENUE NE 1 AYENIIE N PRAM AVENUE N 46AAC AVENUE MN 7 AVENUE FANS AVENUE 1*83 AVENUE INW3 AVENUE 1.93 RE 11 STREET NW 3AVENue 1.95 1e #1TTEE7 NW 3 AVENUE 5-95 NE 6 STREETTOR( BOULEVARD E. OF PORT 65500E BISCAYNE 6LV0 BISCAYNE SLIM NE 1 AVENUE NE 1 AVENUE NAMMA AVENUE N 4MAAI1 AVENUE NW 1 AVENUE NW 1 AVENUE NW 1 CT 14ww 1 Cr NW 7 AVENUE Am 2 AVENUE NW 3 AVENUE 4A/N3 AVENUE I-95 SOURCE KEITH AND SCNNARB, P A NS 58 N8 58 N8 se Ne NB ES WB E8 WS E8 we ES 9V8 ES W8 E8 99e Ea 446 EB W8 E6 We EB W8 ES 9Y5 ES 9Y8 We ES E6 Vve WS WS w8 we WS W8 WS rAC1LTTY ME EXISTING 7LU 21.1.1 2E11 31 2L 7LU 44U 4L0 21.0 21D 71U 41,11 21 1L 1E 21U 2111 2LU 21 6ED 3E T 2L 2L X 3L 21 21 21 32 32 32 32 32 32 A A 32 36 32 3 K M M 44 M 2 2 21 21 2 1e 1e M M M lA 7 2 7 7 21 21 M 46 A 4e A 51 62 51 62 0 5 M 54 EXRITING PM BUS RIDERSIMP BUS ROUTES SERVING RDADRAY S[OEMEITTS 5 5 32 S3 ws 1 UPDATE TRIP CAPACITY A6616NMENTs 32 27 le 77 16 27 10 32 36 46 A 24 1e 16 32 0 24 1e 1 le 2 2 16 32 99 45 46 1e • 46 31 54 51 52 52 243 52 13 21 13 7E SUS *our* AND 11110ERE MP PER BIEGSMENT C 75 72 R 112 e♦ 112 96 TOTAL S1 8 41041014444 SUB CAPACITY M $ T Se 275 152 14 702 132 46 17e 14 176 4e 14 44 14 46 14 196 140 54 le VA; 0 354 559 0 250 k 0 509 114 0 156 77 195 0 136 1e 195 0 097 27 195 0136 1e 195 0092 7� 595 0134 to £95 0092 24 45 0 533 16 45 0400 74 545 0136 37 770 0137 440 7 406 0 421 774 2,739 0 203 794 eel 0 414 230 6e7 0349 46 130 0 354 14 1 16 130 0106 46 130 0 354 30 0 106 114 M5 0256 142 445 0.319 16 #14 0.140 54 114 0 474 169 466 0 213 141 510 0 770 75 315 023e 132 309 0 427 132 309 0477 NmimokmolooJecTSLi0e11167fimokEg1111AATW7f wx4 Page 1 of 7 20-4pv-2001 ROADWAY FROM TO BISCAYNE BLVD NE 54 STREET NE 46 STRET NE 46 STREET 1.195 1-195 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET 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 1-395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET NE 2 AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1-395 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET 5E 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 8 STREET SE 8 STREET SW 13 STREET SW 13 STREET SW 15 ROAD SW 15 ROAD RICKENSACKER CSWY TABLE 214E DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON TRIP CAPACITY ASSIGNMENT DIR FACILITY TYPE EXISTING LANES IRAS TTRANSI7 - METRORAR MASS TRANSIT - METRINOVER"'"" """ R METRO. RAIL 111 % 121 PEAK CAPACITY SONS PM PEAK AM PEAK METRO. VER 131 % 121 PEAK CAPACITY PERSONS PM PEAK j AM PF,�IC TOTAL RIDERSHIP PERSONS PM WC TOTAL RIDERSHIP PERSONS AM WC TOTAL RIDERSHIP PERSONS PM WC 1g6 rail A A Wi §-8'gp6 p O848O� W im 8?.8 V 8 V 8 8 V O P PP P P P 6 P Q q o O a o 0 0 0 0 0 0 0 P O O O O G G O G fl P O G O �C >. fyWJJ fWW� pµ J p� IW� N O {p� Opp r0� 0 O up [p�(p� 00n , Sp�O a N N N f6is c�O J N A [� �T O W FI O W N � E§ i E W N E N [p N O NB 4LD 58 NB 4LD SB NB 4LD 5B KB 4L0 S8 NB 405 58 NB 403 SB NB 4L0 MM2 50% 960 44 p.m 5B 50% 960 53 0.055 NB 4L0 MM2 50% 960 44 0.046 SB 50% 960 53 0.055 N8 81.0 MM2 50% 960 44 0.04E SE 50% 960 53 0.055 NB 6LD MM2 50% 960 44 0.046 88 50% 960 53 0.055 NB 4L MM2 50% 960 47 0.049 SB 3L 50% 960 89 0.093 NB 8L0 MM2 5014 960 91 0.495 56 50% 960 70 0.073 NE 8LO MM1 50% 1,440 43 0.058 `fib 50% 1,440 56 0.039 N8 810 MM1 50% 1,440 74 0.051 58 50% 1,440 80 0.056 NB BLD MM1 50% 1,440 106 0.074 SB 50% 1,440 73 0.051 KB 210W MM1 10014 2,880 211 0.073 NB 4LU SB NB 4LU MM2 25% 480 22 0.046 S8 25% 480 26 0.054 NB 4LU MM2 25% 480 22 0.046 SB 25% 480 26 0.054 SB 3L MM2 50% 960 53 0.055 SB 31. 4,42 50% 960 70 0.073 58 3L MM1 50% 1.440 56 0.039 SB 3L MM1 50% 1,440 80 0.056 56 31- MM1 50% 1,440 80 0.05E S8 3L MM1 50% 1,440 73 0.051 SB 4L MMI 100% 2,680 146 0.051 NB 2L MM2 50% 960 164 0.171 68 31 100% 1.920 360 0.188 NB 41.0 MR4 25% 1,463 276 0.189 813 0.556 MM2 50% 960 164 0.171 SE 25% 1,463 892 0.473 256 0.175 100% 1,920 360 0.188 N8 410 MR4 25% 1,463 276 0.189 813 0.556 MM2 50% 980 85 0.089 SB NO 4LD 25% 1,463 692 0.473 256 0.175 50% 960 97 0.101 58 SOURCE: KEtTI-1 AND SCNNARS, P,A, N;1TRAN PLAN1PROJ ECT$I2001116718\TABLES111 MATR! X, VIK4 • • Page 3af7 20•Nov.2001 TABLE 21.A6 DOWNTOWN MIAMI DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT ROADWAY ff FROM TO DIR FACILITY TYPE EXISTING LANES MASS TRANS • TiTA s" TRANS17 IGIETR(SR7iif OVER '1e ': METRO- i RAIL i [2) PEAK [1] 1 CAPACITY % i PERSONS] PM PEAK AM PEAK METRO- MOVER [3] % [2] PEAK CAPACITY RS [PEONS) FM PEAK AM PEAK TOTAL RIDERSHIP (PERSONS] PM WC TOTAL RIDERSHIP {PERSONS) AM WC TOTAL RIDERSHIP {PERSONS] PM i WC]PERSONS[ TOTAL 7- RIDERSHIP AM I WC VENUE ,---- NW 11 STREET NW 8 STREET 1 NB 2LU MR1 50% 2,925 684 0234 1,266 0433 56 25% 1,463 692 0,473 256 0,175 NW 8 STREET NW 6 STREET '1 NB 2LU MR1 50% 2,925 684 0.234 1266 0.433 I SB 25% 1,463 692 0.473 256 0.175 NW 6 STREET NW 5 STREET 1NB 2LD MR2 50% 2,925 686. 0.235 1,256 0.430 I SH 25% 1,453 692 0,473 256 0.175 NW 5 STREET NW 3 STREET NB 2LD MR2 50k 2,925 686 0.235 1,256 0.430 SS 25% 1,483 6821 0.473 256 0.175 NW 3 STREET NW 1 STREET NB 2L S8 1L NW 1 STREET SW 1 STREET NB 58 2L 1L 1, SW 1 STREET SW 2 STREET NS 4LU S13 SW 2 STREET SW 7 STREET NB 2LU MR3 25% 1,463 281 0,192 776 0.530 SE 25% 1,483 692 0.473 256 0.175 SW 7 STREET SW 8 STREET N8 4LU MR3 25% 1,463 281 i 0.192 776 0.530 j 88 25% 1,453 692 6.473 256 0.175 SW 8 STREET SW 11 STREET I NS 2LU MR4 25% 1,463 276 0.189 813 0.556 SE 25% 1,463 6921 0.473 256 0.175 SW 11 STREET SW 13 STREET NS 2LU MR4 25% 1,463 276 0.189 813 0.556 SB 25% 1,463 692 0.473 256 0.175 SW 13 STREET SW 1$ ROAD NB 4LU SB II NW 3 AVENUE NW 20 STREET NW 17 STREET NS 2LU . SB NW 17 STREET NW 14 STREET NB 2LU SB NW14STREET NW9STREET NB 2LU 5B NW 9 STREET NW 5 STREET NB I 3L NW 5 STREET SW 1 STREET NB 2L NE 20 STREET NE 2 AVENUE N, MlAMI AVENUE ES 2LU WBj N. MIAMI AVENUE NW 3 AVENUE EB 4LU 'NB NW 3AVENUE 1.95 ES 4L0 WE) NE IS STREETNENETIAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE EB 2LO j I WEI BAYSHORE DRIVE BISCAYNE BLVD EB 2LD WB; BISCAYNE BLVD N. MIAMI AVENUE EB 2LUWB SOURCE: KEITH AND SCHNARS, P.A N:17RANPLNJIPROJ ECTS420011167164TASLES111 MATRIX.WK4 • • Page 1 of 5 ROADWAy FROM 70 BISCAYNE BLVD NE 54 STREET NE 46 STRET NE 46 STREET 1095 1.155 NE 35 STREET NE 38 STREET NE 29 STREET NE 20 STREET NE 20 STREET 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 1-395 NE e STREET NE 6 STREET NE 3 STREET NE 3 STREET NE1 STREET NE 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET • NE 2 AVENUE/BRICKELL AVENUE NE 20 STREET NE 413 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 1-305 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLACLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 8 STREET SS 5 STREET 59813 STREET SW 13 STREET SW 15 ROAD SW 16 ROAD RICNENSACKERDSWY DIR NB SS NB SEI NB SS NS SS NB SS NB SS NB SET NB 08 1.94 SE NS SD NS Se NB SS *48 SB 149 SS 'NB SB E NS E-1W NB E SD E NB E SB E ND E $13 SF E-1W 68 E-1W SB E-1W sg 6.198 SS E•1W SS F-1W Se E-1W NS 58 ND 56 NB $8 NB SB E E TABLE 21.67 DOWNTOWN SEAM DRI UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDMONS MATRIX - --KbAllWAYMODE ______ (11 j 121 DI 141 PI tet fl MIAMI ! ADOP- j PERS-TR/P PERS-TRIP EXCESS ROADWAY ROADWAY CAPACITY ROADWAY VOLUME PERSON PERSON TED b0RRI0C2#OEHICI./1A61 PPV. VENICULAM frPv. TRIP „__TR P LOS , TYPE I CAPACITY 1 6 VOLUME 1 I CAPACiTY Vi--51 1 . • E LS 1,8101 2,866 1,429 1,467 0.49 C e 1,310 2,896 2,046 :11 2,003 636723 0°C.:69168'19 DE E 1,8101 2,896 1,850 E LS 1,8101 2,530 E 1 LE 1.810 2,898 2,898 1,334 -:86t63111 1,028 065 C E 1 1,816 2.696 2,225 671 0.77 0 E E 1 LS E ii1 7,8:1 000 i 22139060 1,910 2,896 1,7501 2,800 il:6669 1,334 1,915 2,681 1,603 890 2.225 1,668 1,246 1,028 0,65 C 1,554 0.45 0 671 D. T7 0 119 0.96 E E 1 LS E ' LS 1,750 2600 4,:= E E HS E E 1 1,750 1,730 2,600 2.600 2,800 il : 927 55729C . 2.: .,27.36531837 2,463 337 0.88 E E 1 HS 1,750 2,800 1.674 2,344 E , E i HS 2,560 1,750 2,800 1,207 4,098 1,674 919 2,344 :46 ..047u7 0.83 0 1.543 0.0 458 0.64 E 0_57 0 E I 2.560 4,0E6 1,267 E E HS 7.560 3,140 4,096 1 4,095 5,024 ;471312 2 1099197 ,423 16° 2.376 2.005 2.600,70.31 1,720 018 D O P F HS 2,660 6 2,660 4,095 1,506 2,108 3,015,,s0D 0..64? 0 E HS E E 34° 5,024 1.635 2,.,374 2,650 0....47 0 3,140 5024 746 :0443960 021 C E HS 3,140 5,024 1,696 2374 2660 0470 3,140 0024 746 0443980 021 C E H3,110 6024 1.647 2,586 2,438 0.51 0 E 2,140 5,024 561 1,205 3,919 0.24 C E HS 3,140 5024 5,024 661 1.647 2,506 2,438 0.61 0 3,140 2.040 3,264 1,807 2,530 734 1,205 3,819 0024 DC H5 45 HS HS 140 HS 140 HS HS HS HS HS HS HS LS 1,515 1,615 1615 1,515 1,515 1016 3.070 2,564 2.664 2.584 2,564 2,564 2,664 4.912 731 512 731 512 731 512 1,127 3.070 4,912 671 3,070 4.912 671 3,070 4.9/2 071 3,070 4,912 671 3 070 4.912 671 3,770 6,032 671 1,023 717 1,023 717 1,023 717 1,578 039 939 939 439 339 939 1,700 2,720 1,197 1 676 2,560 4,096 1,340 1.876 1,700 2,720 796 1 114 1,700 2,720 1,345 1 683 1,700 2,720 603 644 1,700 2,720 1,476 22366 1,700 2,720 810 1,134 1,700 2,720 1,384 1,910 1,561 0.40 1,867 0.28 1,681 0.40 1,887 0.28 1.561 0.40 1,867 0,20 3,334 0.32 3,973 0.10 3,973 3,973 3.973 0.19 0.19 0.19 3,473 0 19 5.093 0.16 1,044 2,220 1,606 537 1,8/6 054 1,586 810 0,62 0.46 0.41 0.69 0.31 0.76 0.42 0.70 11 SUS PER -TRIP CAPACITY LOAD. 920 620 920 920 020 920 1,472 2 262 472 2,252 1 472 2,252 1,469 2 240 1 026 1,806 1,706 7 486 1 706 2 486 2 486 1 706 1 706 2,486 2 406 2.226 3 434 306 780 O 713 O 713 O 518 0 O 1,070 1,070 O 1.070 O 1,330 O 552 15 O 1,316 O 1,346 o 1,345 O 566 566 586 306 o 306 O 306 305 MOVER PER3-TRIP CAPACITY 960 960 960 960 960 960 960 960 980 960 960 960 1,440 1.440 1.440 1.440 1,440 1,440 2,080 460 480 480 460 960 960 1,440 1.440 1,440 1,440 2,880 960 1,920 560 1,463 1,920 1,463 960 1,483 960 1,463 (101 (111 RAIL TOTAL PERS-TRIP TRANSIT cApAcrre PERS-TRIP CAPACITY 820 420 920 920 920 820 1,472 2,252 1,472 2.252 1,472 2,252 2,429 3.209 1, 666 2,768 26E6 3,446 2,606 3,446 3,446 2,8613 2.666 3,448 3,928 3,686 4,874 1,746 2,220 1,440 2.680 713 713 480 998 480 1,550 2,030 (121 1 001-J 1141 TRANSIT TOTAL TRANSIT PERSON -TRIP VOLUME TRANSIT PERS-TRIP METRO- METRO- PERS EXCESS BUS ...,,,A0yEltLIAIL VOLUME CAPACITY ----'1--- ,, 169 i 169 751 243 , . , 743 677 169 . 169 751 243 1 243 677 1391 335 681 240 240 672 523 523 949 416 416 1,836 523 523 949 416 416 1,836 623 523 949 418 416 1,836 442 44 486 1,943 383 53 436 2,773 678 44 722 1,266 465 53 530 2,230 752 44 79$ 1.870 506 53 550 2,587 748 44 702 1.674 498 53 5 677 367 61 428 396 53 451 91 768 :6261: 551. 2,695 3,018 489 70 556 2.887 657 83 740 3,166 334 56 450 3 1,1 et 74 1,180 3,694 06 130 141 1,005,1 167 106 293 1,427 73 73 1.367 203 203 2,677 190 119 84 300 284 2,030 284 2,770 234 1,992 88 1,440 2,758 351 4,226 2306 2,486 2909 3,949 2,729 2,729 306 306 22 26 22 26 100 136 111 114 114 161 3701 151 365 104 115! .3sa zoi 184 276 119, 3.60 692 156 05 276 26 97' 662 1381 221 198 119 22 110 22 334 384 420 345 202 114 502 521 625 475 680 1.171 517 815 138 22 545 594 458 888 458 1,216 1,846 1,610 2,425 1.790 1,326 2,254 3,705 1,777 2,011 2,306 2,778 2,212 1,914 lee 264 ...._ . seauvrarrAL . rrEl DM 071 ffil SEGMENT SEGMENT SEGMENT SEGMENT j PERSON PERSON PER8.-TAIP PERSON TIPTRIP EXCESS TRIP VOLUME CAPApITY 1 WC:1-4y , CAPACITY 3',, 81: 1,540 2218 0..419 11' CD , 3,812,633 903 0.7421 0 3F2,172 12344 0,569 C 3.13,107703 0614j 0 32,207 1609 0576, C 3,62.41,343 0.640C 4.362,31.977 0.547 C 52642,507 0.513C 4,272 3.20410680.750 . ,.6 51390 0.3291 0 4,2720062 1.502. 0.6401 D 2.770 774 6,009 2, .,.434259 2,280117Th 1 0°:585541 i DD 2,169 3,066 3,:702220 0.6401364DD 6.229 64;6862 5,568 3,743 0.328 D 3 140 3.622 0.464 7.542 5 ,846 D 5 6.762 3,215 3:61547 De.-2 47456 DC 7,542 2,927 4,615 0.366 0 8,470 7,433 6.037 0.267 C 6.762 7,690 3,142 4:26,133 60078 43O 00D 2,569 4 8,170 1,603 6.867 0.189 C 0.950 3'1436°.34:D 0690 1,484 7,196 0.17C 8,590 3.76632G'33°D 8,770 L34: 5:42:0,199C 7.244 2.079 43610,197 0 6.464 1278 5,186 0,196 C 6.144 2733 3,411 0.445 0 3,297 3,297 3,284 3,582 3,064 4,134 6,942 8,942 7,682 0904 6,352 7,668 10,258 1 221 836 1,946 827 1.045 1,051 1.962 1.358 1,284 1,141 1,053 1,441 1,460 5,026 2,205 6,582 2.351 5,709 1,794 6,689 3,064 5,440 1,381 5,449 2,881 3,226 1,272 3,026 1,932 2,076 0370 2,461 7254 2,049 0.341 2,7555 0.231 2,0191 0.341 3,0631 0.254 4.380 2203. 5,583 0.190 6,390 0.167 5.7831 0.155 5,299 0.166 6,227 0 188 8,7981 0142 2,6211 0439 1231 i 0.35/ 3,9151 0.314 3,615; 0.4513 4,0138; 0.250 2,5681 0.526 1.754, 0.420 1,0941 0.638 0 0 15 CD15 15 15 15 0 0 0 0 53 53 SOURCB KEITH AND SCHNARS, P.A. N:ITRANPLAWROJECT55305f5167165TA5LE5111MAT0IX W144 • • Rage 3 of 5 ROADWAY FROM TO, 'DWI -AVENUE - NW 20 STREET NVO 17 STREET NB SB NW 17 STREET NW 14 STREET 5515 $8 NW 14 STREET NW 9 STREET NB NW 9 STREET NW 5 STREET ANV 5 STREET SW 1 STREET NE 29 STREET NE 2 AVENUE N. MIAMI AVENUE 51 ROAM AVENUE NW 3 AVENUE NW 3 AVENUE 1.95 NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE 8A6195509e DRIVE BISCAYNE eeve BISCAYNE FAVO N MIAMI AVENUE NE14 STREET BAYSHORE ORD/E BISCAYNE BLVD BISCAYNE BLVD 55511 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 2 AVENUE .141W 2 AVENUE NW 3 AVENUE NW 3 AVENUE 1-95 NG II STREET NW 3 AVENUE NO STREET NW 3 AVENUE 1-95 165 NE 6 STREETIPORT BOULEVARD E CIF PORT BROCE BISCAYNE BLVD NSCAYNE 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 86N 2 AVENUE NW 3 AVENUE NW 3 AVENUE - 1[95 LS LS 5B E NB EAW NB E-1W EB WO eB WB EB We EB WS ea WO ES WS ER WS EB WS EB W8 ER 070 ER WB ES WB E E E E E E 51 51 E 51 E 51 WB E-1W ER E-1W EB E WB E WIZ 24W WB ElIN WO EAIN WE E.,11N WE E-11.9 WB E-SW WB E-1W LS L5 LS LS LS, LS LS LS LS LS LS LS LS H9 HS 54 HS LS LS LS TABLE 21,A7 DOWNTOWN MIAMI CRT UPDATE PERENINTRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX OADWATTADDE VI r 121' 353 161 PERS-TRIP PERS-TRIP EXCESS ADOP- ROADWAY CAPACITY ROADWAY VOLUME PERSON TED ORRIDORVEHICULA @PPV. EHICULA CEPPV. TRIP LOS TYPE CAPACITY 1.6 VOLUME 1,4 CAPACITY aoe 1.200l 200 280 609 1,280 204 2$6 BOO 1,280 200 240 800 1,210 204 286 800 1.280 200 280 800 1,210 204 286 3,070 4,812 1,102 1.543 2 040 3.264 1,102 800 500 1,615 4615 1,705 1,730 640 040 B40 840 505 600 1616 .616 1,615 800 1,615 SOO 600 800 860 800 800 890 1,280 1.280 2.654 2,564 2,720 1720 1,344 1,344 1,344 1,344 4,250 1,280 2,554 2,564 2,564 1,280 2,664 1,280 1,280 1,250 1,286 1,280 1,260 1,286 2,040 3.264 2,040 3,254 2,560 2,560 3.070 2,040 2,040 2,040 2640 2,040 3,070 500 491 830 491 600 491 304 322 340 345 182 255 1543 640 667 640 667 840 4.57 VI ROADWAY PERSON TRIP -7/6705t- 5,500 0_22 C 994 0.22 C 1.000 0_22 C 994 0.22 C 1,000 0.22 C 994 0.22 C 3,369 0.31 17 1,721 0,47 0 440 593 4744 1,552 aao 2,033 426 916 451 0513 478 888 483 Bet 255 1,025 357 923 0.66 0.54 0_33 0.27 0 31 0_26 0.32 0.34 0.35 0.36 0.20 0.28 212 297 2.257 0.11 105 147 2,437 0.06 160 224 2.366 0.09 174 244 1.038 0.14 160 224 2,360 0.09 174 244' 1,038 0.19 160 224 1,056 0.18 174 244 1,036 519 160 224 1,056 9.18 174 244 1,036 0.15 172 241 1,039 0.19 196 274 1,006 0.21 180 252 133 4,096 1,278 4,096 594 4912 614 3,264 3,264 3,284 -3.264 3,264 4 912 614 614 614 614 614 614 156 1,769 832 660 860 660 880 840 860 860 3,012 0.08 3,075 2,307 3,264 4,062 2,404 2,404 2,404 2,404 2,404 4,052 0.06 0,44 0.29 0.18 0,26 328 0.26 0.96 026 9.16 0 0 12 12 0 e 0 12 0 12 12 12 12 12 12 12 12 12 12 12 13 12 0 12 12 12 '74.A85 TRAIMITATOr- (al vai 1 lio] r 1111 ! Il 23 SUS NIOVell 1 NAIL [ TOTAL 1 TRANSIT PER -TRIP PERS-TRIPIPERS-TRIPI TRAJ4SIT 1 PERSON -TRIP VOLUME CAPACITY CAPACITY ' CAPACtTY [PERS-TRIP r METRO. METRO - LOAD. LOAD. I LOAD. CAPACITY I BUS MOVER RAIL 669 559 114 114 195 195 196 195 155 195 45 45 546 270 2,008 2,739 812 682 130 130 130 130 446 445 114 114 866 619 315 309 309 2.860 2.860 2.660 2,860 6691 196 5591 140 1/141 58 1141 16 • [ 1961 38 1951 26 1951 95 195' 28 195 36 195 28 45 45 546 270 2,008 2,736 112 682 130 130 130 1 ao 445 445 114 114 24 18 37 74 646 774 286 238 40 141 46 14 114 142 16 54 2,840 3.768! 169 3.390/ 141 2,840 315' 75 309 I 132 309 I 132 214 214 214 214 1131 [ NI MI OM ' 1173 ' IIM TOTAL 'TRANSIT SEGMENT SEGMENT I SEGMENT [ SEGMENT Taman' ipene-Tetp PERSON PERSON 'PERII-TRIP eassom . peps excess TRIP TRIP I EXCESS [ TRIP VOLUME CAPACITY 580655215 VOLUME I CAPACITY I VIC-1.-'0,11:,: s 4280 2801 1,000 0.219'i C 1,280 285 [ 9941 0.223 C 198 361 1,839 4781 1,161 / 9280 0 140 419 1,839 428! 1.413 0.232 0 11 58 56 1,394 338 1,056 1 0.242 D I1 '16 98 1,394 304 1 1,0900.218 C 4,912 1,6431 33091 0.314 0 3,264 1,6431 1,721 0.473 D 1 36 159 1,475 876 1 599- 0.544 0 26 167 1,475 7151 700 0.456 D 38 159 2,779 876 1,903 0.315 P 28! 167 2,779 715 2,064 0.257 C 36 1 159 2,915 876 2,039 0.391 0 28' 167 2,915 715 2,204 0.246 C • , 24 i 21 1,389 4501 039 0.3249 D 181 27 1,289 469, 820 0.338 0 74/ 472 1,890 5541 1,340 0.291 0 37 233 1.614 520 1,094 0322' D 1,240 255 1,025 0.199 C 1,280 357 923 0 274 0 8.48 1,162 4,592 1,143 3,4491 0.249 C 774 1,965 5,323 921 4,452 [ 0 173 C 266 295 3,266 510 2.70°lee C 238 444 1,962 412 1,460 0.246 0 4e 84 2,7441 270 2.44.4 0.099 C 14 116 1,410 2e4 1,152 0.183 0 46 54 1,410 270 1,140 0.191 C 14 118 1,410 256 1,152 0.1133 C 114 331 1,725 336i 1,342 alas c 142 303 1,725 386 1,339 0,224' --C 1,280 241 1,039 0.166 C 1.282 274 1,006 0.214 C 16 98 3,378 268 3,110 ' 0.079 C 54! 80 3,378 240 3.138 0.071 C 4,096 1,784 2307 0.437 0 9 4,396 832 3,264 0.203 C 214 2,858 7,792 1,074 6718 0.1361 0 405 1 3,365 7,032 1,263 6,769 0.1601 C 355 3,035 8,65.4 1,215 5,439 0.183 C 214 2,666 5,144 1,074 5,370 0.175 C 75 240 3.679 935 2,844 0261 C 1321 177 3,673 962 2,561 02781 C 132 177 6,224' ` 992 4,229 3190 C SOURCE' KEITH AND SC14NARS. A N[lTRANPLAN1PROJECTS12001-06716NTABLES1,1tMATR[XWM4 • 4110Page l of 7 TABLE 21.010 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS 20-Nov-2001 • ROADWAY FROM TO _ FROM OIR MIAMI ADOP- TEO LOS FACILITY TYPE EXISTING LANES AM/ PM COUNT DATE (11 EXISTING PERSON TRIP VOLUME YR 2009 8KG (3j PERSON j COMM- TRIP 1 TTED VOLUME ; DEV. YR 2009 TOTAL 8KG PERSON TRIP FUTURE PERSON TRIP CAPACITY TOTAL (5j 8KG PERSON _ TR P V/CTOS (69 INCdi PROD. PERSON TRIP YR 2009 TOTAL PERSON TRIP VOLUME FUTURE PERSON TRIP CAPACITY TOTAL (5g TOTAL PERSON _ TRIP ViC I LOS PROJ. AS I PROD. A % I TRIPS MAX GREATER SERV€CE ITi4AN 5%C VOLUME , YES/NO 7- BISCAYNE BLVD NE 54 STREET NE 46 STRET NB E 4L0 AM 07/18100 1,590 1,683 119 1,802. 3,950 0.456 C 56 1,858 3.950 0.470 C 1.42% NO 58 E 2,833 : 2,984 163 3,147 3,950 0.797 0 93 3,240 3,950 • 5.820 D 2,35% If NO NE 46 STREET 1-195 NB E 46.0 AM 09/12/00 2,172 2,288 136 2,426 3,950 0.614 C 70 2,496 3,850 10.632 C 1.77% NO SB E 3,107 3,273 195 3,468 3,950 0.878 0 116 3,584 3,950 10.907 D 2.94% NO I-195 NE 36 STREET NB E 41,0 PM 08/29/00. 2.207 2,325 325 2,650 3,950 0.671 i) 180 2,830 3,950 I0.716 D 4.56% . NO 56 E 2,473 2,605 256 2,861 3,950 6.724 0 156 3,017 3.950 ; 0.764 D 3.95% NO NE 36 STREET NE 29 STREET NB E 4L0 PM 06/29/00 2,391 2,519 519 3.038 4,446 0,683 0 , 240 3,278 4,446 ': 0.737 D 5.40% YES I. SB E 2,641 2,782 410 3,192 6,678 0,478 C - 208 3,400 6,678 10.509 C 3.11 % NO I NE 29 STREET NE 20 STREET NB E 41.0 PM 05/01/01 3.2134 3.356 682 4.038 4,350 0.928 E 300 4.338 4,350 € 0.997 E 6.90% VES SB E 1,682 1,741 529 2,270 6,582 0,345 0 260 2.530 6,582 ' 0.384 0 3.95% NO NE 20 STREET NE 19 STREET NB E 4LD PM 98/03199 2,770 2,935 773 3,708 4,350 0,852 E 292 4,000 4,350 10.920 E 6.71% YES SB E 1,774 1,880 596 2,476 6,582 6.376 0 254 2,730 6,582 € 0.415 0 3.86 % NO NE 19 STREET NE 15 STREET NB E 4L0 PM 09/07/00 2,940 3,107 620 3,727 5,310 0.702 0 315 1 4.042 5,310 10.761 0 5.93% YES I 98 E 2,189 2,306 464 2,790 7,542 0.370 D 273 3,063 7,542 10.406 D 3.62% NO j NE 15 STREET NE 14 STREET NB E 4LD i PM 64/13/39 3,066 3,249 845 4,094 4,942 0.628 D 240 4,334 4,942 10,877 E 4.86 % NO SB E 1,625 1,934 648 2,582 7,174 0.360 0 208 2,790 7,174 I0.389 0 2.90% NO NE 14 STREET NE 13 STREET NB E 6L0 1 PM 04/13/99 3,140 3,327 1,099 4,428 6,804 0.650 D 412 4,838 8E104 0.711 D 6,06% YES SB E j 1,846 1,956 834 2,790 9,036 0.309 D 358 3,148 9,036 0.348 D 3,96% NO NE 13 STREET 1.395 NB E 66.0 PM 08/17/99 3.215 3.406 1.313 4,719 6.804 0.694 D 749 5,468 6.804 0.804 0 11.01% YES 55 E 2,927 3,101 990- 4,091 9,036 0.453 0 651 4,742 9,036 - 0.525 0 7.20% YES 1-395 NE 6 STREET NB E 4L AM 05/11/99 2,433 2,578 842 3,420 9,964 0.343 0 457 3,877 9,964 -0.389 0 4,59% NO SB E 3L 2,559 2,711 1,263 3,974 6,804 0.584 D 760 4,734 6,804 I10.696 0 11.17% YES NE 6 STREET NE 3 STREET NS E 61.0 PM 64125/01 3,142 3,291 1,138 4,429 7,732 0,573 0 495 4,924 7.732 I0.637 D 6.40% YES SB E 1,603 1,679 861 2,540 9,964. 0.255 C 429 2,969 9,964 I0.298 0 4.31% '', NO NE 3 STREET NE 1 STREET NB E 8L0 PM 04125/01 3,114 3,261 1,220 4,481 10,924 0.410 0 532 5,013 10,924 I 0.459 D 4.87 % NO SB E 1,494 1,565 920 2,485 10,678 0,233 C 462 2,947 10,676 I0.276 C 4.33% NO NE 1 STREET SE 1 STREET NB E 8LD PM 05/18/99 3,766 3,990 965 4,955 11,764 0.421 D 390 5,345 11,764 I 0.454 0 3.32% NO SB E 1,346 1,426 734 2,160 7,258 0.298 0 338 2,498 7,258 I 0,344 D 4.66% NO SE 1 STREET SE 2 STREET NB E 8LD PM 05/18/99 2,879 3,050 547 3,597 9,176 0.392 D 292 3,889 9,176 I 0.424 0 3.18% NO 56 E 1,278 1,354 429 1,783 6,944 0.257 C 254 2,037 6,944 I0.293 D 3.66% NO SE 2 STREET SE 4 STREET NB E+20 2LOW AM 06/29/90 2,733 2,896 179 3,075 7,104 0,433 0 9t 3,166 7,104 10.446 0 1.28% NO _ I NE 2 AVENUE/BRICKELL AVENUE, 1 NE 20 STREET NE 19 STREET NB E 4LU PM 07/06/00 1,221 ', 1,286 636 1.922 3,111 0618 0 360 2,282 3,111 1 0.734 0 11,57% 1 YES SS E 636 681 529 1,410 3,111 0.453 0 312 1,722 3,111 10.554 0 10.03% YES NE 19 STREET NE 14 STREET NB E 4LU { PM 07106(00 1,045 1,101 647 1,748 3.064 0,570 0 397 2,145 3,664 6.700 0 12.961% YES SD E 827 871 537 1,408 3.405 0,414 0 345 1,753 3,405 0,515 0 10,13% YES NE 14 STREET NE 13 STREET NB - E 4LU PM 07/06700 1,045 1,101 524 1,625 3,064 0.530 0 345 1,970 3,064 0.643 0 11.26% I YES SB E 1,051 1,107 447 1,554 3,901 0.398 0 299 1,853 3,901 0.475 D 7.66% ' 905 NE 13 STREET 1-395 $B E+20 3L AM 04/25/01 1,962 2,055 493 2,548 6,709 0.380 0 267 2,815 _ 6,709 0.420 ' 'D 3,98% I NO 1-395 NE 3 STREET 56 E+20 3L AM 04/25/01 1.359 1,423 398 1,821 6,709 0.271 C 197 2.018 6,708 ° 0.301 0 2.94 % NO N£ 3 STREET NE 1 STREET SB E+20 31. AM 04f25101 1,284 1;345 438 1,783 7,917 0.225 C 244 2,027 7,917 0.256 ICI C 3.08% i NO NE 1 STREET PLAGLER STREET SB E+20 3L AM 6 /25/01 1,141 1,195 461 1,656 7,328 0.226 C 244 1,900 7,328 0259 C 3,33% NO FLAGLER STREET SE 1 STREET SB E+20 3L AM 04/25/01 1,053 1,103 474 1,577 6.832 0.231 C 302 t,879 ! 6,832 0.275 C 4,42% NO SE 1 STREET SE 2 STREET SB E+20 3L AM 04/25/01 1.441 1.509 347 1,856 9,569 .0.194 C 180 2,036 9,560 0.213 C 1.88 % ' NO SE 2 STREET 5E 4 STREET SB E+20 4L AM 04/25/01 1,460 1.529 I 713 2,242 12,666 0.177 C 441 2,683 12,666 0.212 C 3.48% NO SE 4 STREET SE 8 STREET NB E 2L PM 06/29/99 2,205 2,336 865 3,201 5,474 ' 0.494 D 618 3,819 6,474 0.590 0 9.55% YES 1 SB, E 31. 2,351 2,491 1,153 3.644 6,578 0.554 D 712 4,356 6,578 0.662 D 10.82°I. YES SE 8 STREET SW 13 STREET NB E 4L0 PM 05/25/99 1,794 1,901 - 486. 2,387 5,705 0.418 0 345 2,732 5,705 0.479 D 6.05% YES SB E 3,054 3,236 643 ' 3,879 8,665 0.582 D 397 4,276 1 6,665 0.642 D 5.96% YES SW 13 STREET SW 15 ROAD NB E 4LD PM 06/29/99 1,381 1,442 - 181 1,623 5,457 0.297 0 98 1,721 5,457 0.315 0 1.00% NO SB E 2,861 3,053 225 3.278 5,457 ' 0,601 0 112 3,390 i 5,457 '0.621 D 2,05% NO SW 15 ROAD 171CKENBACKER CSWY NB E 4L0 PM 06/29/99 1,272 1,348 174 1,522 3,034 0.502 D 98 j 1,620 3,034 9.534 0 3.23% NO SB E 1,932 2,047 215 2,262 3,034 0,746 0 112 2.374 3,034 0.782 0 3,69% NO it SOURCE: KEITH AND SCHNARS, P.A. N1TRANPLANIPROJECTS12001 /167161TABLES111 MATRIX. WH4 • Page 3 of 7 TABLE 21.D10 DOWNTOWN MIAMI ORI UPDATE YEAR 2009 PERSON TRIP CONDITIONS 20-Nov-2001 j1) YR 2009 MIAMI IFACILITYI , j BUSTING 1 BKG , ADOP- I TYPE 1 i PERSON PERSON ROADWAY i ' TED IEXISTINGIAM/ COUNT j TRIP ! TRIP YR 2009 i FUTURE E51 III TOTAL ; PERSON BKG COMMI- I BKG i TRIP PERSON TrED PERSON ,CAPACITY TRP IQ 1N£41 PROD. PERSON YR 2069 ( FUTURE TOTAL PERSON PERSON TRIP TRIP ((CAPACITY [5j 'TOTAL PERSON TRIP PROJ. AS A %OF MAX SERVICE PROD. j' TRIPS FGREATER THAN 5%1 FROM TO 1 DIR LOS 1 LANES 1 PM 1 BATE 11 VOLUME i VO,I2UME OEV. TRIP TOTAL V C `� O-8 TRIP VOLUME E TOTAL V/C I LOS VOLUME I YES/NO NW 11 STREET NW 8 STREET ! NB E 2LU ' PMI 04/24701 1 1,173 1,229 435 ? 1.664 4,515 0.369 ..'P OPPOP •OPPRRO P OORRPPP hC3PPOP6POaOP,OOOnOOtl1:10000I 202 1,866 4,515 0.413 0 4.474/0 ? NO 58 ? E 3 1,050 E 1,100 376 1 1,476 3,053 0.483 176 1,652 3,053 0.541 D 5.76% ! YES NW 8 STREET NW 6 STREET NB E 2LU PM 104125/01 ? 2,528 2,648 374 3,022 8,979 0.337 112 3,134 8,979 0.349 0 1.25% I NO 56 E 1 1,198 1,255 332 1,587 3,239 0,490 98 1,685 3,239 0.520 0 3.03% I NO NW 6 STREET NW 5 STREET NB E 2LD PM? 04/25161 2,448 2,564 364 2.928 8,857 0.331 97 3,025 8.857 0.342 0 1,10% I NO 58 E 1,055 1,105 324 1,429 2,807 0.509 85 1,514 2,807 0.539 D 3.03% -NO NW 5 STREET NW 3 STREET NB E 2LD PM' 04/25701 2,448 2,564 374 i 2,938 8,857 0.332 112 3.050 8,857 0.344 D 1.26% NO 58 E 1,150 1,204 332 1,536 3,427 !0.448 98 1,634 3,427 0.477 D 2.86% NO NW 3 STREET NW 1 STREET NB E 2L PM 04/25101 1,399 ! 1,465 435 1,900 7,172 1 0.265 187 2,087 7,172 0.291 0 2.61% NO SB E 1L 456 478 376 1 854 1,900 I0.449 163 1,017 1,900 0.535 D 6.58% YES NW 1 STREET SW 1 STREET NB E 2L PM ( 04/25/01 1,026 1,075 506 1 1,581 2,708 10.584 172 1,753 2,708 6.647 0 6.35% YES SB E 1L i 456 478 428 i 906 1,900 I0,477 150 1,056 1,900 0.556 D 7.89% YES i SW 1 STREET SW 2 STREET NB E 4LU PM 104/25/01 967 1,013 294 1,307 2,584 0.506 150 1,457 2,584 0.564 0 5.80% YES 58 E i 913 i 956 223 1.179 2.584 0.456 130 1,309 2,584 0.507 0 5.03% YES SW 2 STREET SW 7 STREET NB E 2LU PM i 04/25/01 1,248 1 1,307 396 1,703 2,743 0.621 247 1,950 2,743 0.711 0 9.00% YES j SB E 1,605 1,681 297 1,978 2,743 0.721 215 2,193 2,743 0.799 0 7,841 YES SW7STREET SW8STREET NB E 4LU PM 04/25101 1,248 1,307 230 1,537 4,047 0.380 150 1,687 4,047 0.417 D 3.71% NO SE E 1,611 1,687 304 1,991 4,179 0.476 172 2,163 4,179 0.518 D 4.12% NO SW 8 STREET SW 11 STREET NB E 2LU ; PM 04/25101 1,243 1,362 163 1,465 2,743 0.534 98 1,563 2,743 0.570 D 3.57°% NO 55 E 1,611 1,667 , 212 1 1,899 2,875 1 0.661 112 2,011 2,875 0.699 0 3.90 % NO SW 11 STREET SW 13 STREET NB E 2LU PM! 04/25701 1,243 1.302 156 1,458 2,743 0.532 91 1,549 2,743 0.565 D 3.32% NO SB E i 1,605 1,881 202 1.683 2,743 ; 0.688 105 1,988 2,743 0.725 0 3.83% NO SW 13 STREET SW 15 ROAD NB E 4LU ; PM j 04/17/01 302 316 74 390 2,584 j 0.151 26 416 2,584 0.161 C 1.01% NO SB E '�. 395 414 90 504 2,584 0.195 30 534 2,584 0.207 C 1.16% NO NW 3 AVENUE NW 20 STREET NW 17 STREET NB E 2LU PM ' 07f08f00 280 295 20 315 1,280 0.248 22 337 1,280 0.263 0 1.72% NO SB E 286 L 301 15 1 . 316 1,280 0.247 20 336 1,286 0.263 0 1.56% NO NW 17 STREET NW 14 STREET NB E 2LU PM' 07/06/00 478 504 51 j 555 1,838 0,302 30 585 1,838 0.318 D 1.63% NO SB E 426 449 37 466 • 1,838 0.264 26 512 1,838 0.279 0 1.41 % NO NW 14 STREET NW 9 STREET NB E 2LU PM 07/06700 338 356 82 438 1,404 0.312 52 490 1,404 0.349 0 3.70% NO SB E 304 326 60 { 380 1.404 0.271 46 426 1,404 0.303 0 3,2814 NO NW 9 STREET NW 5 STREET NB E+20 3L PM 04/25/01 1,543 1,616 122 1,738 4,412 0.354 97 1,835 4,912 0.374 0 1.97% NO • NW 5 STREET SW 1 STREET N$ E+20 2L PM 04/25/01 1,543 1,616 254 1,870 3,264 0.573 480 2,350 3,264 0.720 D 14,71% YES NE 20 STREETI NE 2 AVENUE N. MIAM/ AVENUE EB E 21,,U AM 04/24100 876 923 140 1,071 ! 1,466 0.731 46 1,117 1,466 0.762 O 3.14% NO WB E lI ! 715 753 98 ] 851 1,466'. 0.580 26 879 1,466 0.600 0 1.91% NO N. MIAMI AVENUE NW 3 AVENUE E8 E 41.0 AM 1 04/24/00 . 876 923 219 1.142 2,770 0.412 99 1,241 2,770 0.448 0 '; 3.57% NO WB E 715 1 753 141 894 2,770 0.323 59 953 2,770 0.344 D 2.13% NO NW 3 AVENUE 1-95 EB E 4LD AM I04/24100 1 876 923 175 1,098 2,906 0.378 104 1,202 2,906 0,414 0 3.58% NO WB E 715 753 134 887 2,906 , 0.305 63 95G 2.905 0.327 D 2.17% NO i 1 NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE EB E 2LD - PM 1 09/12/00 450 474 60 534 1,443 0.370 52 588 1,443 0.406 { 0 ! 3.60 % , NO W0 E 1 469 494 82 576 1,4 0.399 60 636 1,443 0.441 0 E 4.16% NO BAYSHORE DRIVE BISCAYNE BLVD EB E 2LD PM i 09112100 550 579 186 ? 765 1,943 1 0.394 104 869 1,943 0,447 D 5.35 / YES WB E i 520 548 255 803 1,695 ; 0.474 120 923 1,595 0.545 0 7.0814 7E5 BISCAYNE BLVD N, MIAMI AVENUE EB E 2LU PM" 09/12/00 255 i 269 112 i 361 1,280 1 0.298 124 505 1,280 0.395 0 ? 9.69% YES WB E I 357 E 376 153 529 1,280 0.413 142 671 1,280 0.524 D € 11.09% YES SOURCE: KEITH AND SCHNARS, P.A. NATRANPLAN\PROJE5 TS120011167161TABLE5/11MATRIX. WK4