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HomeMy WebLinkAboutTraffic Impact Analysis11/29/2005 21:33 3054444966 �tLL!/Jpo6 17; ii6 FAX URS DAL+ID FLUMMERANDA SO Ablv,r,,, 02 URS November 29, 2005 Ms. Ulia I. Medina, A€CP Assistant Transpottativn Coordinator City of Miami, Office of the CityManagedTransportatrQn 444 SW 2"d Avenue (ct Miami, Florida 33'l30 Re: Avenue One (WO # 123) Sufficiency Letter yla Fax. 41 Deer Ms. Medina, Subsequent to our October 11°1, 2005 review comments for the subject project, we have received a formal response from David Plummer and Associates inc. (PPA) on November 2314, 2005. We have also received a satisfactory letter (via e-mail) from Kitteison $ Associates (K&A) on November 29, 2005, who rrepresents the FOOT Planning office. Photocopies of both the response letter from KHA and e-mail from K&A are attached herewith.. Please note that the applicant has mentioned that the project architect would provide the information regarding maneuverability of the delivery trucks within the project site. As this project progresses through tl-ie review process, the applicant must submit an acceptable site circulation plan for approval by the City staff- At this time, we conclude that the revised traffic report along with the subsequent submittal mew all the traffic requirements and the report is found to be sufficient. Should you have any questions, please call Quail Masoad or me at 954_739,1881, Si reti • Southern Raj anmu Sens r Traffic Eng =or Attachment Co: Mr. Kevin WWItori, Renner I, City of Wand (Fax: 305-416.1443N Ida_ Sonia Shrl,ffkir-eoewt PE, CPA, (Fax 305.444- ) ilia$ CorpDrenon take ilere ComWwk 5100 NW Ord k ni *, Sun %be Port as utlrr1aIC Fi 33$09-637$ Tel: 554.739.18$1 Pact 0$4.752-1.759 • Avenue One Major Use Special Permit Traffic Impact Study • Prepared by: David Plummer & Associates, Inc. August 2005 DPA Project #05173 • • • • Avenue One AILSP Traffic /napacr Study TABLE OF CONTENTS Page List of Exhibits u 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 I': Approved Methodology & Site Plan Traffic Counts & Signal Tinning FDOT's Quality/LOS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development information Transportation Control Measures Page • • • Avenue One ,19(.%SP Traffic fuipctct 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 Committed Development Map 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 1-lour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page ii • • Avenue One 1J(SP Ira k lrnj?act Study EXECUTIVE SUMMARY The Avenue One project is a residential project located on N W I5 Avenue between NW 19 Street and NW 20 Street in Miami, Florida. The site is currently vacant. The proposed project consists of 373 condominium/live-work units, and 8,784 SF of retail space. Access to the site is proposed on NW 1st Avenue and NW 1st Court via two-way driveways. The loading bays will be accessed from NW 19 Street. Build out of the project is anticipated by the year 2008. The subject site is located just outside the boundaries of the Downtown Miarni 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 I • • Avenue ()plc IUSP 'Jr•g%frc Irra1>aei Sfudv 1.0 INTRODUCTION The Avenue One project is a residential project located on NW Is` Avenue between NW 19 Street and NW 20 Street in Miami, Florida. The site is currently vacant. The proposed project consists of 373 condominium/live-work units, and 8,784 SF of retail space. Access to the site is proposed on NW I st Avenue and NW 1' Court via two-way driveways. The loading bays will be accessed from NW 19 Street. Build out of the project is anticipated by the year 2008. The subject site is located just outside 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 NW 29 Street to the north, 1-395 to the south, Biscayne Bay to the east and 1-95 to the west. Corridor capacity analysis was performed for North Miami Avenue and NW 20 Street. Intersection capacity analysis was performed for the following intersections: • NW 1 Avenue/NW 20 Street (signalized) • NW 1 Avenue/NW 19 Street • NW 1 Court/NW 20 Street • NW 1 Court /NW 19 Street 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 unproved transportation efficiency through increased private vehicle occupancies, thus making mass transit a full partner in the urban transportation system. Page 2 11� 11' i g� LPN 1j ■ Milk omen Nollr 1 IT ;uT:l� i'ii► ' Ma ION JOIN ELJ 111111 i-w- ■11u11�1� M!VI III thrliiMIIMIM •�� If am NO /1I L Ia1 J W I L �LIW1I Tfla ..0 :: PROJECT SITE OMR 111 wig ,a 1 ' N E ] E S ■r� LJ .._R t i 3 LI 7 }oIN r 1 ■-■ .0 } BICEtiTEM L pdK E T I A oaua.kl Ely Ha0.AL1� AVENUE ONE MUSP TRAFFIC IMPACT STUDY LOCATION MAP EXHBiF Nc3, Page 3 1 • • • Avenue C)ne ;ifl.SP Traffic• I npfr:t 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 North Miami Avenue North Miami Avenue is north/south arterial in Miaini Dade County. In the study area between NW 17 Street and NW 20 Street, North Miami Avenue is a two-way, four -lane undivided roadway. South of NW 17 Street it becomes one-way southbound. On -street parking is prohibited on this section of North Miami. There are no posted speed limit signs within the study area. NW 1 Avenue NW 1 Avenue between NW 17 Street and NW 20 Street is a two-way, two-lane roadway. There are no posted speed limit signs within the study area. NW 20 Street NW 20 Street between N Miami Avenue and NW 3 Avenue is a two-way, four -lane undivided roadway. On -street parking is prohibited on this section of NW 20 Street. There are no posted speed limit signs within the study area. NW 19 Street NW 19 Street between N Miami Avenue and NW 3 Avenue is a two-way, two-lane divided roadway. On -street parking is permitted on this section of NW 19 Street. There are no posted speed limit signs within the study area. Page 4 • • • Avenue One ;t9USP Tigfic impact Sttidy 2.1.2 Traffic Counts Peak period vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix A. Exhibit 2 shows the adjusted Existing PM peak season, peak hour traffic volumes at the study intersections. 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 tinning used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 NW 21 ST 27 .........4. 476 —� 27 NW 18 ST 0 w 27 439 —.- 25 PROJECT SITE _'� 281 — 14 m �n 4 4 U NW 19 ST dPa AVENUE ONE MUSP TRAFFIC IMPACT STUDY 2005 EXISTING PM PEAK TRAFFIC VOLUMES EXHIBIT No. 2 ___ ....j Page 6 • • IWV 1 FL NW 21 ST 1 Z NW20ST " "- NW 1 A ST NW 19 ST PROJECT SITE `� -1- AVENUE ONE MUSP TRAFFIC IMPACT STUDY N.T.S. Pagc 7 • • • AYOWe One AIUSP Trcyfic 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. `fransit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix B. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study 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 • • • 'NQATH MIAMI AVENUE. 'ate.20.,7PEET 42 17 STREET NW 20 5TPEET N. 1 iArrvii 8VEN r NW 3 AVEtr4U2 Exhibit 4 Existing Corridor and Transit Conditions Readr ry Co' ditiarn5 (+rg114c9es4 Trartatt Co 1 t0 RvaVe' PM e r?P„ -. PM OPA PM 304 201; 2'0U 02A r11,213 ?PM ( i2 iris VC, VO!TITTW 5+£3 5e=rvr.c.8 0):nEr 82 are obl328d .rcm =.D024 Qu[ 1yr5z?vel ? Str-,rxe 84 roadway .e rs1 &wined frd82 the Downtown 1388 locr 48418 2 334 1834 To T 3ra.ra °Ai41 43 ' 4;0te r8f Pk4trort^ r„,rzcaty 4 g ap ty 2.I T! a 3 195. i 0 13 I 0 95 0 Tct5I 1 i T.ifISi1 11 Transrr �3paely 2r8 15e 195 • • • Avenue One p.[UST' Trcfjfc Impact Study Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix B). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip' level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using 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 r Sill Existing LOS NW 1 Avenue/NW 20 Street S B NW 1 Avenue/NW 19 Street U A NW 1 Court/NW 20 Street U D NW 1 Court /NW 19 Street U A Source: DPA t= unsignalized S-= signalized Page IO • • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix CORRIDOR NO ti MIAMI AVENUE NE 20 STREET NE 7 STREET NW 20 STREET N, MIAM? AVENUE NW 3 AVENUE Roadway Moe Tfarxsit Made R9sad14tia i ers-T cis) Vahicutarf Capacity ; Vshicoiar Capacity 4 PRV'.et.6 '.icrtimc ! 4: ) 3096 4t./54 3096 4954 1634 2614 1634 2614 Volum T9PV i.4 579 301 4134 ,a est-/ Total Pers T rp € Pers-Trip : Pero-Tri Gapaeity C4 aro:" [h'if 4374 0 4652 '5e 1876 1.96 36 2120 195 29 ['II TM?. Roadway Veaniicurar Capacity is obi dire frarrr Extt.b)t 4 f21 Person -Trip capacity is G.Iaueiva;d by applying a 1.6 Yshrcie oec5u;4r use€ty. pp "Err Roadway Vr irt:tat Volume is s5ta ned from; Exhibit 4 4) l it surx- T rip ;1 c usn5 is derived by aPpiyi119 : t P3hacic occupancy is Me Yerttor r r,u t rr fy. rhI The Total Transit Parson- trip Ciattarity is obtained by siding bus. rn4130r/ail and rra'rernovarr capacities fsus Exhibit 4i b] The Toga ,f_rarts; Persorl-Trip Volume is obtained by a0ding bus and mnelromovur vcrumax t5eo Exhibit 4)_ F71 Ths F=£;rson Top LOS is provided cuniistsut vsi;tt Sht4 EDOT's QuslityiLei0 of Survscc marl bocg t`ritei3 App45ctbc G)_ fnrsiota ment •Trip t Tstal k) erg Tsrp Capacity 579 4374 305 1 4604 2207 II) Segment Parson. • • Avernre [lyre ,ifL'SP Traffic >act Thal% 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2005 Miami -Dade County Transportation Improvement Program (TIP) and the 20301 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established, These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. Page 12 • • • Avenue C)ne A1Z./SP Traffic Impact fudy 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 sniff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through July 2005). These projects are approved and are either under construction or about to break Bound. Other projects are approved by City Commission but with no building permits, or in the application stage. The projects in the vicinity of Avenue One 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 project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation is based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 13 • I • 1 • ;ter,EEd mow 1111111111111 111 1■ l■�ivi Nei Mee 1,3 C❑ 1 MINN le .11.11:1■ 1♦1 ■11 EREI ■11ir5 .■w ONE a ■. ammoi TE rwt! r. triErm WOE :r �u ■1 I OHO EI 7. W 0 ma 7 11 IL II. H.T.S. Vent mica arm❑ IL !I 1* r4 1 - PERFORMING ARTS CENTER 2-ONYX 3-ONYX2 - BALM EW MARKET 5-QUANTUM 5 - ROSABELLA LOFTS 7 - STAR LOFTS 8 - BI SCAYNE PARK 9 - ELLIPSE 10- MONDRIAN MIAMI 11- SOHO 12- DISTRICT LOFTS 13- MIRAMAR CENTRE 14- MIRAMAR CENTRE 2 15- PARAMOUNT BAY 15-VISTA BI SCAYN E }A%,RGAR PACE PARK LEGEND AVENUE ONE MUSP TRAFFIC IMPACT STUDY COMMITTED DEVELOPMENT MAP SENT Page 14 _} i NW 21 ST i NW MIAMI CT 2 tW. T.S. NW2Q ST 14,4 p. i L � 7 "' Yt ee � L A_ 0 ° NWIBST ef 1L L.. 0 t--a PROJECT SITE JiL �tr �` f---1:. NW19ST 1r e 1 f r AVENUE ONE MUSP TRAFFIC IMPACT STUDY FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES EXH131T 1V4. Page 15 8_J • • Avenue One \i .SP Traffic 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 (ITE) Trip Generation 7tL 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 DIU • Gross vehicular trips were also reduced. by 10% for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 9. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 494, 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 Avenue One PM Peak Hour Trip Genera USES UNITS esidential (i tghtiRiae Ccnckar inuirn) 373 jti ri4etail iSpe iatt'y) 6184 50. FT. GRO 5 VEHICLE TRIP 1nterraIizaiion (2% eve Pass by (RBtail 0ni0 ROJECT VEHICLE TRIPS Vehicle Occupancy Adjustment .s 'Transit Trip Redr.cticn Pedestrian r` Esc le Trip R ducal NET EXTERNAL VEHICLE TRIP .Net E terr ai Person Trips ire Vehicles 4 External Person Trips using Transit t letf I Person Tri• ps (veh•icies and transit modes) rna1 Person p g b€cycle n Analysis iTE Land Use Code 232 814 15% of C ro,.ss External Trips (1 14.90% of Gross External Tips (2) 10.00°-`, of Gross External Tr, t3 1.410 Persons/ Vehicle Persons) VeNicie 1.40 P sosi Vei4 IN 'f, Trip '.s 58 44% 10 593'� 98 -2 PEAK OU T uP OUT Trips 38 54 56 -' 13 41% 67 Q�s J V ri'C: 15 s 4 036 1( 60% 14 409.-„ 9 Ia la `9 40 6 TOTAL Trips 142 23 1 -3 .7 25 24 15 036 4036 36 91 Notes 1) A 16% reductikn to adjust for the difference between ITE auto occupancy and local data (Mtarrzi's 1.4 vs, ITE`s 1.2 perslveh) (2) Transit trip reduction based on projected modal sprits used in the Downtown Miami ORt Increment li (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DNl increment li 40% 160 • • 1 Vc°31u One AJLSP Traffic Impact Study Exhibit 10 Cardinal Distribution of Trips TAZ 494 Cardinal Direction Distribution TAZ 494 NNE 12.32% ENE 3.68% ESE 6.19% SSE 14.73% SSW 10.29% WSW 21.44% WNW 16.57% NNW 14.78% Total 100% Page I 8 MEOW 11 mum wet 11 raAi+ iw d'I I "riirmic eon • 111" El- - IRIuI • 11111.1111111 rn I/ ■ONSET! ■It.IIrna 1N i� "l taiiE ■• PROJECT SITE n ■ 11 minsi,■ is Ma. 11111 ..rr 11 \ \-5-m LNP NE ■ IsIN EN E 7 a rr. E m f� —1Milinnill."1111'11;0111 g I CENT £1 AL PATIK T I A dEN NvFALD AVENUE ONE MUSP TRAFFIC IMPACT STUDY PROJECT TRIP ASSIGNMENT EXF11131T No. 11 Pais 19 • • • /l venue One AIUSP `7 /7 c impact Sludy 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 ion Cauacity Analysis Weekday PM Peak Hour Conditions V Intersection S/[J n LOS Future Without Project LOS Future with Project NW 1 Avenue/NW 20 Street S B B NW 1 Avenue/NW 19 Street U A A NW 1 Court/NW 20 Street U D D NW 1 Court /NW 19 Street U A A Source: DP_A unsignalized S— signalized Page 20 • • • Corridor Frr;M NO 4TH Ir UAWW AVENUE NH 20 STHEE T NE 17 STREET NW 20 STREET N. MIAMI AVENUES N44 3 AVENUE tstlirtg Velumes kr. 2,0% N 579 615 305 324 pia 775 82_2 VE 522 554 5 Proj* ct Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix :C,rmi2s #1 F`;,1r:r� PrQe led Iitute Pei>-Tt p 0uiurrre5 C:apucny Capac tyr vrinet PrC1 t -Tr. 1r rs-Trip LOS Vc4ume 0 615 788 5,032 0.12 C Q 615 5,032 164 I 488 1.530 e 6,640 { 0,07 C: 6 494 5i,6it1 287 53 2,862 0.35 13 48 1,157 2,862 238 731 81 2,890 03.27 L` 56 647 2,890 Note;: tj The Ex457 t' r son Trtp V=`,turre i ob aura rl trim $:xh: ii 9, eclurrn 4I1 Ell Ve,ar 2008 i3aci ,ruurd PEtrseu 0 p Vofumll is derrved by apptyteg a 21u gt myth taulur 10 the ex s1ir,r rsor~ Er;t 3E Pts,u8.h!erd Transit (2a.3.acit; was of amid iru;'rt the Gownicwn Mtartrti DPI incte.ment II j41. 106 1 utut r utwi? iar?ak 1 lou,r Rw'uara i rip Capacity a utit. aine<1 by at.1(1t rr ail mcoSes of trarrspor.ar.ur 013 rr b. S, a l.31 w. Pc -r.;a t50 t.<.1.0 ; t,-,tt.ortrleut ,,arlsistent with the t:DOT°3 oualrty'l.cveh cat Se;rvico I.irtres rrrrk 15ee Apperrthx Gj Pr ,tar..7a 5Cr50r Ttip V lurnes a9r4,a riertr<r 3 ?ir m 1`rih Gt.Pera5d n 1,01aiyr,i6 4;r; 4 the ,.;i,lersIe S ?rarasc4 r 1„3ctly 16.xh 9e 12, cc iumn (k) 3 u± Y t1h Prc, Pere.-•Trti a 17 N.T.S. NW 20 ST 2 i4 — NW18ST it PROJECT 1SITE (1) J T or NO/ 'I ST LEGEND XX - IN TRIPS (XX) - OUT TRIPS AVENUE ONE MUSP TRAFFIC IMPACT STUDY PM PEAK HOUR PROJECT TRIPS EXHE1T No. 13 Page 22 • T ,471 77 I r T�Sr 7 42631 2g —4 ..� 830 —}— ski NIM 1r 11 PROJECT 4 SITE 13 r �tw L 4 Q N. T.S. 20 ST NWI9ST NWI8ST AVENUE ONE MUSP TRAFFIC IMPACT STUDY FUTURE WITH PROJECT PM PEAK TRAFFIC- VOLUMES EXHIBIT Na. 14 Pagi23 • • • Avenue One .AIFTSP Traffic I1trhad Study 4.6 Site Access Access to the site is proposed on NW 1s1 Avenue and NW 1st Court via two-way driveways. The loading bays will be accessed from NW 19 Street. No conflicts will occur with existing driveways. The project trips were assigned to the driveways and analyzed, results show that there is sufficient capacity for the project trips. Page 24 • r�erreic: One SIU—P Traffic Inrpac 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Avenue One was performed. Analysis of future (2008) traffic conditions with the project during the P.M 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. August 2005 musp reporLdoe Page 25 • • • Appendix A Approved Methodology & Site Plan DAVID PLU MER & ASSOCIA aTriAN nPTAT!-CM; ®titv To: Atli lati From: RE: CC: TT.R.LICTUBL.i. e PNV4S3rS¢°yj;CSNTAf 1 > Quazi. Masood URS Corporation Sonia Shreffler-Bogart, PE Avenue One MUST' - #05173 Miranda fflogg; file £ 5', Fax it Phone #4 Dates Pages: (954) 739-1789 ' (954) 739-1881 August 8, 200.5 3 page(s), including cover Qu Per our conversation revisit ns are shown in bold italics A- I Management Corp. is pursuing City of Miami approvals for a residential project located on M 1 ` Avenue between NW 19 Street and NW 20 Street in Miami, Florida. The site is currently vacant. The proposed project consists of 373 condominium/live-work units, and 8,784 SF of retail space. Access to the site is proposed on • NW 1st Avenue and NW 1" Court via two-way driveways. The loading hays will be accessed from NW 19 Street. The study area has been defined as NW 29 Street to the north, 1-395 to the south, .Biscayne Bay to the east and 1-95 to the west. This will serve as our methodology for the subject ..MUSP traffic impact study. Turning movement traffic counts are to be collected during the PM (4:00-600) peak period at four intersections in the immediate project vicinity_ 1. NW 1 Avenue/NW 20 Street (signalized) 2. NW 1 Avenue/NW 19 Street 3, NW 1 Court/NW 20 Street 4. NW 1 Court /NW 19 Street 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. North Miami Avenue between NW 17 Street and NW 20 Street 2. NW 20 Street between North Miami Avenue and NW 3 Avenue Avai ah e 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). 1'750 PONC OU .EVAAp CORAL GABLES, rtopcoft, 33734 -TELEP3-+ONE; 305 447.0900„ FAX: 305 444-40,95 .MAI : dpa*.dpiumm r.cm The .sign and phasing at the study sig3raii .cd intcrsc. t:ioarc wiH be rained from adc Coun Existing ting and future traffic conditions for the prose - area corridors (North Miami Avenue and NW 20 Street) 7i be ._ s .� The for this method outlined L.. as'. W aU Lr . established uSl ig the. person -trip iia met -had. The methodology tt) iui i�istivvu as a liiaaa� u Ff the ;v ttt73t Comprehensive Neighborhood Platt. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information from Increment .11of the Downtown DRI. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent, • Project Traffic — project trip generation will be based on the calculation of person -trips consistent v th the ci€v of Miami Comprehensive Plan, Person -trips generated by the project will be established using the fallowing procedure consistent with Increment lS of the Downtown .DRI: 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 l'✓I.iarni's 1.4 vs. ITE's 1.2 pers/veh). Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment fl of the Downtown DRI. 4, Reduce gross vehicular trips by a pedestrian/bicycle reduction based can es es 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 hack to person -trips using 1.4 persons per vehicle pursuant to City standards. • 8. Add together the project net external person -trips for the vehicle and trazasit 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 he based on list of relevant. projects provided by the city, July 2005. Only projects that are approved and are either under construction or about to break ground will be included. Committed development trips will also be converted to person -trips based on the methodology described above, • Highway Capacity Software (HCS) based on the 2000 Ii :hwav Ca acit Manual (HCM) will be used for existing and future intersection capacity analysis. Project and ccumnitted 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. 4 Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from theMelro-Dade lain Ran e Trans onration Pun U date published by the Metro oittan Plarrnirt Or ant atian, Normal traffic patterns will also be considered when assigning project trips. • A Traffic Control Measures Plan for the project will also be included. any questions you can contact me at (305) 447M900, •UzfFis_7aeih,..f xs?a 1 5r PONCE ur L ON EiriULEVARD CORAL G;AEaLES. FLORET A 333334 TE:.EPHONE; K5 4dT-09QO. FAX. ;305 444-49v6 • dpa +d lurr+mei.CQn /04t. Nve il8.0:61/1,7r0 A44.- ?Oc. ,g4-4 'of MARI 146*-47k daammum,_,Y K3,%. E<I,M 1443, PA'A fsTizT>,, h NW 1S COURT 55-5, 404 05-0 I'33 50Ez ' 55 — . „ bk, VW r43 NOM tftrt 2 0 4401 05.04g- ge60 FMK We :2 fa! q.1_, 35' 1 a • 1 tr NW 57 AVIIICi com 3 ; , 450040 440 .E.4 5E0444 344,3 5040 E' 44300.:3354 ,.^ • • Appendix B Traffic Counts & Signal Timings • Raw Traffic Counts • • NW 19 STREET & NW 1 COURT MIAMI, FLORIDA C TED BY: LUIS PALOMINO IGNALIZRD TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050219 Start Pate: 08/11/05 File I.D. : NW19NW1C Page : 1 NW 1 COURT From North Peds Thru Left Date 08/11/05 16:00 0 13 16:15 0 6 16:30 0 4 16:45 0 12 Hr Total 0 35 17:00 0 11 17:15 0 16 17:30 0 7 17:45 0 5 Hr Total 0 39 NW 19 STREET From East Peds Right Left NW 1 COURT From South Pads Right Thru Vehicle Other Total Total 0 0 2 1 1 0 1 3 1 1 1 1 4 0 1 0 1 2 1 1 1 5 8 1 2 1 4 8 2 1 0 0 3 0 a 0 1 1 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 5 8 8 11 32 5 13 6 5 29 21 18 14 28 81 18 32 15 16 81 1 1 1 1 4 0 1 0 1 2 *TOTAL* 0 74 5 • Er 6 16 0 2 61 I 162 6 NW 19 STREET & NW 1 COURT 1IAMI, FLORIDA SED BY: LUIS PALOMINO IGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050219 Start Date: 08/11/05 Pile I.D. : NW19NW1C Page ; 2 NW 1 COURT From North Peds Thru Left Date 08/11/05 NW 19 STREET From East Peels Right Left NW 1 COURT From South Peds Right Thru Vehicle Other Total Total Peak Hour Analysis By Entire Peak start 16:30 Volume - 43 2 Percent 96% 4% Pk total 45 Highest 17:15 Volume 16 1 Bi total 17 PHF .66 • • ntersection for the Period: 16:00 to 18:00 on 08/11/05 16:30 16:30 - 9 0 1 37 - 100% 0% 3% 97% 9 38 16:45 17:15 5 0 5 .45 0 0 13 13 .73 NW 1 COURT 43 45 43 2 2 91 0 37 9 46 • ALL VEHICLES Intersection Total 92 0 43 0 43 81 NW 1 COURT 1 38 37 37 9 9 0 0 0 3 NW 19 STREET 2 0 1 1 0 0 NW 20 STREET & NW 1 AVENUE MIAMI, FLORIDA dIED BY: LUIS PALOMINO LIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050219 Start Date: 08/11/05 File T.D. : NW2DNWIA Page : 1 NW 1 AVENUE From North Peds Right Thru Date 08/11/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 3 14 6 5 28 0 5 5 7 17 4 2 8 2 16 5 2 1 3 11 4 1 0 2 7 0 0 2 2 4 NW 20 STREET From East Left Peds Right Thru Left NH 1 AVENUE From South Peds Right Thru NW 20 STREET From Nest Left I Peds Right Thru Left Vehicle Total 0 0 0 0 0 1 0 1 0 2 1 1 0 3 0 0 6 5 11 3 3 0 0 6 0 2 3 3 8 78 68 77 76 299 62 61 60 54 237 4 3 2 5 14 4 3 6 0 13 2 9 0 5 2 7 1 7 5 28 3 12 2 14 3 10 2 6 10 42 6 8 6 10 30 10 10 10 4 34 11 3 7 5 26 11 6 10 35 4 2 1 3 10 5 11 4 7 27 7 6 3 3 19 7 7 5 9 28 122 87 113 112 434 97 104 108 94 403 11 5 10 7 33 7 4 4 4 19 259 191 233 229 912 216 213 220 187 836 *TOTAL* 45 27 11 2 • 14 14 536 27 1 15 70 64 61 1 37 47 837 52 1 1748 NW 20 STREET & NW 1 AVENUE MIAMI, FLORIDA TED BY: LUIS PALOMINO IiiiiALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00O5O219 Start Date: 08/11/05 File I.D. : NW20NN1A Page : 2 NW 1 AVENUE From North Peds Right Thru Left Date 08/11/05 NW 20 STREET From East Peds Right Thru Left NW 1 AVENUE From South Peds Right Thru Left NW 20 STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08/11/05 Peak start 16:00 16;00 16:00 Volume - 16 7 0 Percent - 708 308 0% Pk total 23 319 84 Highest 16:00 16:00 16:00 Volume - 4 4 0 3 78 4 9 Hi total 8 85 26 PRE .72 .94 .81 NW 20 STREET 26 299 341 16 33 33 434 16 16 6 299 14 2% 94% 48 NW 1 AVENUE 7 7 23 27 434 486 19 19 0 0 92 28 30 26 33% 36% 318 6 33 30 6 69 ALL VEHICLES Intersection Total 912 14 7 19 40 124 26 NW 1 AVENUE 26 78 11 31 84 30 30 16:00 19 434 33 48 89% 7%% 486 16:00 7 122 11 140 .87 3 6 3 6 299 299 14 14 462 NW 20 STREET 0 434 28 NW 20 STREET & NW 1 COURT MIAMI, FLORI➢A 1in"'TE➢ BY: SUSAN MALONE SIGNALIZE➢ TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050219 Start ➢ate: 08/11/05 File I.D. : NW20NR1C Page : 1 NW 1 COURT From North Peds Right Thru ➢ate 08/11/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 ?:45 Er Total 8 9 6 a 31 12 16 19 9 56 9 4 6 4 23 1 3 8 6 18 0 2 0 4 6 1 0 2 0 3 Left NW 20 STREET From East Peds Right Thru Left NW 1 COURT From South Peds Right Thru Left NW 20 STREET From West Peds Right Thru Left Vehicle Total 0 0 1 2 3 1 0 1 1 3 2 1 2 2 1 2 2 6 7 2 2 5 1 10 77 74 87 al 321 1 75 3 71 2 70 0 64 6 280 10 0 3 2 15 1 5 1 3 10 4 3 1 a 8 5 1 2 16 3 5 3 5 16 1 5 2 0 8 1 4 7 2 3 3 3 11 3 4 3 8 18 3 5 9 4 21 0 0 2 0 2 0 4 2 0 6 6 6 2 8 22 9 13 5 3 30 140 90 123 112 465 107 108 119 107 441 9 8 5 10 32 5 4 4 7 20 259 196 236 244 935 207 220 226 198 851 *TOTAL* 87 41 9 6 • • 16 13 601 25 1 24 24 18 39 8 52 906 52 f 1786 NW 20 STREET & NW 1 COURT MIAMI, FLORIDA TED BY: SUSAN MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050219 Start Date: 08/11/05 File I.D. : NW20NW1C Page . 2 NW 1 COURT From North NW 20 STREET From East !NW 1 COURT From South Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Date 08/11/05 Peak Hour Analysis By Entire intersection for the Period: 16:00 to 18:00 on 08/11/05 Peak start 16:00 16:00 16:00 Volume Percent Pk total 32 Highest 16:45 Volume Ili total 10 PHF .80 23 6 3 72% 19% 9% NW 20 STREET 4 4 2 18 321 362 23 32 32 465 465 22 22 343 16:30 92 .93 23 23 7 321 15 2% 94% 4% 2 87 3 NW 1 COURT 6 32 6 41 16:45 17 .60 3 3 81 19 78 16 7 386 17% 18 446 5 4 8 32 7 7 46 ALL VEHICLES Intersection Total 935 15 6 22 43 84 18 NW 1 COURT 18 82 NW 20 STREET From West Peds Right Thru Left Vehicle Total 34 41 16:00 22 465 32 4% 901 6% 519 16:00 155 .84 6 140 9 7 7 321 321 15 15 484 NW 20 STREET 3 465 16 NW 19 STREET & NW 1 AVENUE MIAMI, FLORIDA iiiiNTED BY: SAMANTHA PALOMINO IGNALi2ED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050219 Start Date: 08/11/05 File I.D. : NW19NW1A Page : 1 NW 1 AVENUE From North Peds Right Thru Date 08j11/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 1 2 1 0 4 a 0 2 2 1 14 0 9 0 5 0 10 1 38 1 0 0 0 1 9 9 12 11 41 Left Nil 19 STREET From East Peds Right Thru Left NW 1 AVENUE From South Peds Right Thru Left NW 19 STREET From West Peds Right Thru Left Vehicle Total 0 1 0 1 0 1 3 0 4 0 1 3 0 4 1 0 1 3 5 1 2 1 0 4 1 1 0 2 4 0 2 0 2 4 3 1 1 0 5 0 0 2 0 1 2 3 0 1 2 4 7 1 3 1 0 5 2 0 0 1 3 24 15 18 19 76 31 27 28 18 104 1 3 6 0 0 4 5 0 0 2 5 7 2 8 7 6 23 0 2 1 0 3 0 1 1 1 3 0 0 0 0 0 0 a 0 0 a 0 0 0 0 a 1 0 a 0 1 46 33 28 37 144 45 41 46 38 170 *TOTAL* 6 2 79 2 • • 8 9 8 10 8 180 11 I 30 6 0 314 NW 19 STREET & NW 1 AVENUE MIAMI, FLORIDA iiiiiTED BY: SAMANTHA PALOMINO SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050219 Start Date: 06/11/05 File I.D. : NW19NW1A Page : 2 NW 1 AVENUE From North Peds Right Thru Left Date 08/11/05 NW 19 STREET From East Peds Right Thru Left NW 1 AVENUE From South Peds Right Thru Left NW 19 STREET From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 06/11/05 Peak start 17:00 17:00 17:00 17:00 Volume 1 41 1 - 4 4 3 3 104 5 - 3 0 1 Percent 2% 951 2% - 36% 36% 27% 3% 938 48 - 75% 0I 25% Pk total 43 11 112 4 Highest 17:30 17:15 17:00 17:00 Volume - 0 12 1 - 2 2 0 2 31 0 0 0 1 Hi total 13 4 33 1 PHF .83 .69 .85 1.00 NW 19 STREET 5 4 1 10 1 1 0 3 23 • 3 23 NW 1 AVENUE 41 41 43 14 1 1 152 1 104 4 109 • ALL VEHICLES Intersection Total 170 3 41 3 47 159 5 NW 1 AVENUE 5 1 4 4 11 4 112 104 104 4 3 3 4 NW 19 STREET 1 0 3 3 3 7 7 • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ***************************************************:r*************************** )ata File ;cation :dentif ication ;tart date ;top date :ity/Town ,ocation : NW 20 Street West D0810001.PRN : 000000080901 : 000110252043 : Aug 10, 05 : Aug 10, 05 : Miami, Florida Interval Start time Stop time County of NW 1st Court : 15 minutes : 00:00 : 24:00 : Dade ***************************************************************************** pug 10 Eastbound Volume for Lane 1 ]nd Time 00 15 30 45 00 16 11 17 8 it Total 52 01 11 17 8 14 02 03 11 6 8 5 6 9 7 10 50 30 32 04 05 5 7 5 16 8 24 9 23 27 70 06 08 09 10 11 108 127 91 106 100 105 97 112 103 100 97 104 113 90 105 96 244 431 424 422 390 418 35 58 63 88 07 81 117 123 110 ,nd Time 12 15 109 30 99 45 88 00 108 'otal 404 13 14 15 84 78 109 82 86 92 128 111 135 129 141 128 353 417 533 16 17 125 107 110 140 139 134 119 109 18 19 93 103 85 80 65 66 62 55 20 45 39 44 37 21 22 23 37 42 39 36 40 29 24 25 19 18 26 26 482 501 361 248 165 154 118 89 4 Hour Total : 6415 NM peak hour begins : 07:15 AM peak volume : 458 Peak hour factor : 0.93 )M peak hour begins : 15:00 PM peak volume : 533 Peak hour factor : 0.95 ****************************************************************************** pug 10 Westbound Volume for Lane 2 ;nd Time 00 15 30 45 00 12 17 13 7 Ix- Total 01 02 03 11 9 9 9 12 4 8 2 9 5 6 6 04 7 2 6 6 49 38 26 26 21 05 4 11 12 14 41 06 22 29 58 68 177 07 08 64 62 84 79 289 86 118 79 68 351 09 80 55 70 59 264 10 11 52 70 89 58 75 76 70 70 269 291 anal Time 12 15 30 45 00 78 76 76 81 [r Total 311 13 14 15 64 70 74 81 51 73 50 72 86 63 70 88 258 263 321 16 82 93 106 79 360 17 18 105 62 84 52 89 59 79 57 357 230 19 43 42 43 45 20 45 41 38 30 21 35 24 28 26 22 25 26 20 12 23 21 12 15 18 173 154 113 83 66 4 Hour Total : 4531 1111,eak hour begins : 07:30 AM peak volume : 367 Peak hour factor : 0.78 eak hour begins : 16:15 PM peak volume : 383 Peak hour factor : 0.90 *************************************************************************** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************* )ata File : D0810001.PRN Station : 000000080901 Edentification : 000110252043 Interval : 15 minutes Start date : Aug 10, 05 Start time : 00:00 atop date : Aug 10, 05 Stop time : 24:00 :ity/Town : Miami, Florida County : Dade Jocation : NW 20 Street West of NW 1st Court '****************************************************************************** .ug 10 Total Volume for A11 Lanes Ind Time 00 01 02 03 04 05 06 07 08 09 10 11 TTA 15 28 22 23 15 12 4�11 57 145 194 207 143 181 30 28 26 10 14 7 27 87 179 218 160 167 188 45 30 17 16 13 14 36 121 207 182 170 186 174 00 15 23 7 16 15 37 156 189 181 149 163 166 3r Total 101 88 56 58 48 111 ^421 720 775 686 659 709 end Time 12 13 14 15 16 17 18 19 20 21 22 23 15 �187 148 156 209 207 244 155 108 90 72 30 175 159 143 202 200 218 155 108 80 66 45 164 159 200 227 216 208 144 105 82 67 00 189 145 181 216 219 188 137 100 67 62 Total 715 611 �680 854 842 858 591 421 319 267 65 55 44 37 201 40 30 41 44 155 >4 Hour Total : 10946 MM peak hour begins : 07:30 AM peak volume : 808 Peak hour factor : 0.93 ?M peak hour begins : 16:30 PM peak volume : 897 Peak hour factor : 0.92 ****************************************************************************** • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 )ata File : D0810002.PRN Station : 000000080902 Edentification : 000110252088 Interval : 15 minutes Start date : Aug 10, 05 Start time : 00:00 atop date : Aug 10, 05 Stop time : 24:00 :ity/Town : Miami, Florida County : Dade Jocation : North Miami Ave North of NW 17 Terrace .******'*****k**********'******* *******************************irk******fit******** dug 10 Southbound Volume for Lane 1 end Time 00 01 02 03 04 05 06 07 08 09 10 11 3 14 85 139 138 80 72 7 50 112 185 121 60 67 14 62 140 165 104 85 63 23 92 181 168 91 56 79 it Total 6 10 3 12 5 47 218 518 657 454 281 281 15 3 4 2 1 1 30 2 3 1 3 1 45 1 1 0 5 2 00 0 2 0 3 1 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 69 49 54 78 64 68 45 32 14 8 10 7 30 63 63 68 69 61 54 40 21 14 12 8 7 45 60 69 85 76 56 51 24 19 10 12 13 8 00 78 48 67 81 68 48 27 22 9 9 11 11 •otal 270 229 274 304 249 221 136 94 47 41 42 33 Hour Total : 4432 .M peak hour begins : 07:45 AM peak volume : 670 Peak hour factor : 0.91 ?M peak hour begins : 15:00 PM peak volume : 304 Peak hour factor : 0.94 r****************************************************************************** fug 10 Northbound Volume for Lane 2 end Time 00 01 02 15 3 1 3 30 4 2 0 45 5 0 3 00 3 1 0 03 0 1 1 1 Jr Total 15 4 6 3 04 05 06 07 08 09 10 11 0 8 4 9 16 30 23 35 0 0 8 29 19 25 22 19 0 1 8 16 20 19 35 44 1 4 10 30 24 24 36 23 1 13 30 84 79 98 116 121 and Time 12 13 14 15 38 26 40 30 27 33 37 45 49 27 39 00 47 26 43 Ir Total 161 112 159 15 16 17 18 19 20 21 22 23 41 95 98 57 20 62 78 105 60 20 96 142 88 39 10 61 106 91 22 260 421 382 178 5 55 9 11 7 5 32 3 9 7 3 1 3 5 0 30 16 15 8 2 15 5 4 Hour Total : 2391 �eak hour begins : 10:45 AM peak volume : 134 Peak hour factor 0.76 eak hour begins 16:30 PM peak volume 451 Peak hour factor 0.79 • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************* )ata File : D0810002.PRN Station : 000000080902 :dentification : 000110252088 Start date : Aug 10, 05 'stop date : Aug 10, 05 :ity/Town : Miami, Florida Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade location : North Miami Ave North of NW 17 Terrace :****************************************************************************** pug 10 Total Volume for All Lanes ;nd Time 00 01 02 03 04 15 6 5 5 1 1 30 6 5 1 4 1 45 6 1 3 6 2 00 3 3 0 4 2 it Total 05 06 07 08 09 10 11 11 7 15 27 18 58 70 102 21 14 9 15 6 60 248 94 155 168 103 107 141 204 146 82 86 156 185 123 120 107 211 192 115 92 102 602 736 552 397 402 Ind Time 12 13 14 15 16 17 15 107 75 94 119 159 166 102 52 30 90 96 105 131 139 159 100 41 45 109 96 124 172 198 139 63 29 00 125 74 110 142 174 139 49 27 Ilikotal 431 342 433 564 670 603 �314 149 18 19 20 23 25 17 14 79 21 16 14 27 14 71 22 23 13 16 15 10 14 11 16 11 58 48 4 Hour Total : 6823 iM peak hour begins : 07:45 AM peak volume : 755 Peak hour factor : 0.89 )M peak hour begins : 16:30 PM peak volume : 697 Peak hour factor : 0.88 g****************************************************************************** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 r*********************************************************a:********************* )ata File ]tation :dentification Start date atop date ity/Town .,ocation Interval Start time Stop time County of NW 1st Court ****************************************************************************** Wg 11 Eastbound Volume for Lane 1 : D0811001.PRN : 000000080901 : 000110252043 : Aug 11, 05 : Aug 11, 05 : Miami, Florida : NW 20 Street West 15 minutes 00:00 24:00 Dade ;nd Time 00 01 02 03 04 05 15 30 45 00 9 13 17 14 Jr Total 53 20 13 12 13 58 10 10 9 9 10 6 11 14 3 7 6 18 11 2 11 24 34 25 37 65 06 07 08 09 10 11 41 81 124 82 90 46 91 105 84 78 73 114 109 95 103 96 114 101 96 100 256 400 439 357 371 423 96 121 104 102 'snd Time 12 13 14 15 16 17 18 19 15 100 102 108 112 150 119 30 93 97 98 117 107 125 45 96 102 101 152 132 120 00 113 83 67 117 133 119 Siotal 402 384 374 498 522 483 20 21 22 23 92 72 61 118 79 56 75 51 38 75 49 48 360 251 203 34 41 27 34 30 18 31 28 27 33 21 21 132 120 93 4 Hour Total : 6340 3Ni peak hour begins : 07:30 AM peak volume : 457 Peak hour factor : 0.92 ?M peak hour begins : 15:15 PM peak volume : 536 Peak hour factor : 0.88 r****************************************************************************** .ug 11 Westbound Volume for Lane 2 and Time 00 01 02 03 04 05 15 17 16 6 6 4 8 30 9 8 5 6 7 9 45 12 4 4 5 5 14 00 10 10 3 5 10 14 06 15 31 49 67 07 08 09 10 11 54 87 69 59 56 62 78 64 59 83 95 83 55 56 66 84 74 67 79 70 it Total 48 38 18 22 26 45 162 295 322 255 253 275 !nd Time 12 13 15 86 71 30 84 65 45 70 72 00 79 78 Jr Total 319 286 296 14 64 81 70 81 302 15 16 17 66 94 82 65 85 74 97 90 81 74 94 72 363 309 71 64 55 60 250 18 19 20 39 50 56 31 204 176 62 48 52 42 21 38 30 22 17 107 22 26 29 20 20 95 62 23 18 16 14 14 :4 Hour Total : 4528 eak hour begins : 07:30 AM peak volume : 344 Peak hour factor : 0.91 eak hour begins : 16:00 PM peak volume : 363 Peak hour factor : 0.97 *************************************************************************** • ********** )ata File station. :dentificat tart date ;top date :ity/Town Jocation Traffic Survey Specialists, Inc, 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page *******************-********************************** : D0811001.PRN : 000000080901 ion : 000110252043 : Aug 11, 05 : Aug 11, 05 : Miami, Florida : NW 20 Street West r*x:*******************************************x***************************** 2 **************** mg 11 Interval Start time Stop time County of NW 1st Court Total Volume for All Lanes 15 minutes 00:00 24:00 Dade nd Time 00 15 30 45 00 26 22 29 24 it Total 101 01 02 36 21 16 23 16 15 7 14 96 52 03 16 12 12 7 47 04 05 06 07 08 09 10 11 13 18 11 21 63 17 56 135 211 151 149 152 23 77 153 183 148 137 204 32 122 209 192 150 159 170 38 163 198 175 163 179 172 110 418 695 761 612 624 698 ;nd Time 12 13 14 15 30 45 00 otal 186 177 166 192 721 173 162 174 161. 670 172 179 171 148 670 15 16 178 182 249 191 244 192 222 227 17 201 199 201 191 18 19 163 134 182 127 130 103 135 91 800 885 792 610 455 20 21 22 23 100 72 106 64 94 53 79 50 67 59 48 41 45 34 41 35 379 239 215 155 :4 Hour Total : 10868 MM peak hour begins : 07:30 AM peak volume : 801 Peak hour factor : 0,95 }M peak hour begins : 16:00 PM peak volume : 885 Peak hour factor : 0.91 A****************************************************************************** • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 :******************************************************************************* )ata File : D0811002.PRN >tation : 000000080902 :dentification : 000110252088 Interval : 15 minutes ;tart date : Aug 11, 05 Start time : 00:00 ;top date : Aug 11, 05 Stop time : 24:00 :ity/Town : Miami, Florida County : Dade Jocation : North Miami Ave North of NW 17 Terrace :********************************:********************************************* iug 11 Southbound Volume for Lane 1 and Time 00 01 02 03 04 15 7 3 0 2 30 1 0 6 1 45 5 2 1 4 00 3 1 2 1 it Total 16 05 3 2 3 4 4 14 3 19 6 9 8 13 39 06 18 87 39 124 75 124 92 181 224 516 07 08 09 10 11 153 162 78 72 165 135 84 70 175 104 92 66 188 103 79 73 681 504 333 281 nd Time 12 13 15 52 54 30 51 78 45 77 55 00 75 50 •otal 255 237 14 15 16 17 18 19 20 21 22 23 62 55 64 45 61 59 70 59 46 54 38 35 15 14 19 7 50 61 47 21 21 13 10 15 54 47 24 14 20 12 14 8 48 50 25 25 11 10 10 9 226 249 198 212 134 95 67 49 53 39 4 Hour Total : 4444 iM peak hour begins : 08:15 AM peak volume : 690 Peak hour factor : 0.92 ,M peak hour begins : 12:30 PM peak volume : 284 Peak hour factor : 0.91 •****************************************************************************** pug 11 Northbound Volume for Lane 2 nd Time 00 15 30 45 00 4 0 5 1 01 02 03 1 2 0 2 0 1 0 0 1 3 0 0 [r Total 10 6 04 0 1 3 1 05 06 2 6 1 2 0 8 4 14 07 08 09 10 11 19 20 18 22 14 27 34 26 14 27 26 27 25 21 26 35 19 33 33 27 2 2 5 7 30 79 72 108 119 115 [nd Time 12 13 14 15 16 15 36 37 27 56 87 30 41 34 43 76 74 45 35 37 31 107 121 00 44 32 44 71 93 it Total 156 140 145 310 17 92 122 104 95 375 413 18 67 67 42 21 19 20 21 22 17 12 13 2 13 11 10 8 23 5 3 2 5 3 4 14 8 3 2 0 0 197 53 33 26 14 9 4 Hour Total : 2426 peak hour begins : 11:30 AM peak volume : 139 Peak hour factor : 0.85 eak hour begins 16:30 PM peak volume 428 Peak hour factor 0.88 **************************************************************************** Traffic Survey Specialists, Inc. 624 Gardenia Terrace 411 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 k**************************************************:its********************* x***** )ata File : D0811002.PRN Station : 000000080902 Cdentification : 000110252088 Interval : 15 minutes Start date : Aug 11, 05 Start time : 00:00 Stop date : Aug 11, 05 Stop time : 24:00 :ity/Town. : Miami, Florida County : Dade :location : North Miami Ave North of NW 17 Terrace k****************************************************************************** Wig 11 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 15 11 -- 4 2 2 3 4 24 106 30 1 2 6 2 4 5 41 144 45 10 2 1 5 7 14 83 142 00 4 4 2 1 4 23 106 203 r 'ir Total 26 12 11 10 _-18 46 -254 595 753 612 452 396 07 08 09 10 11 167 189 112 98 179 162 110 97 200 125 118 101 207 136 112 100 nd Time 12 13 14 15 16 17 18 19 20 21 22 23 15 88 91 89 117 133 146 105 52 27 19 22 9 30 92 112 98 135 124 183 114 34 23 18 13 19 45 112 92 95 177 175 151 66 27 31 26 22 11 00 119 82 89 130 141 145 46 35 19 12 10 9 Total 411 377 371 559 573 �� 625 331 148 100 --75 67 48 24 Hour Total : 6870 .M peak hour begins : 08:15 AM peak volume : 775 Peak hour factor : 0.94 ?M peak hour begins : 16:30 PM peak volume : 645 Peak hour factor : 0.88 k*****'***************'**********************************************fir*fir******k** • • Adjusted Traffic Counts 0 • • • OAVD PLUMMER & ASSOC;ATES. NC Project Name: Location: Observer: 24-HOUR COUNTS Avenue One North Miami Avenue and NW 17 Terrace Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND lst 1/4 2nd 114 3rd 1/4 4th 1/4 TOTAL .270DAM [ 4 0 5 1 10 01.00AM E 2 0 3 6 02 OD AM 2 0 0 0 2 03.00 AM 0 1 1 0 2 04.00 AM 0 1 3 1 5 05,00 AM 2 1 0 4 7 06.00 AM [ 6 2 8 _ 14 30 07:00 AM s 19 20 18 22 79 08,00AM 14 14 25 19 72 09.00AM 27 27 21 33 108 10.00AM 34 26 26 33 119 1100AM 26 27 35 27 115 12:00 0M 36 41 35 44 156 0"€:00 P14 37 34 37 32 140 02:00 PM 27 43 31 44 145 0a:00 PM 56 76 107 71 310 04:00 PM 87 74 121 93 375 0600 PM 92 122 104 95 413 06 00 PM 67 67 42 21 197 0700 PM 17 13 13 10 53 0800 PM 12 2 11 8 33 0900 PM 5 5 14 2 26 r L1000PM 3 3 8 0 14 11 00 PM 2 4 3 0 9 24-HOUR TOTAL 2,426 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 114 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12.00AM 7 1 5 3 16 01 00 AM 3 0 2 1 6 02 00 AM 0 6 1 2 9 0300 AM 2 1 4 1 8 04.00 AM 3 3 4 3 13 05.00 AM 2 4 14 19 39 05.00 AM 18 39 75 92 224 07:DO AM 87 124 124 181 516 05:00 AM 153 165 175 188 681 09:00 AM 162 135 104 103 504 10:00 AM 78 84 92 79 333 11 ))0 AM 72 70 86 73 281 12:00 PM 52 51 77 75 255 01:00 PM 54 78 55 50 237 02:00 PM 62 55 64 45 226 03:00 PM 61 59 70 59 249 04:00 PM 46 50 54 48 198 05:00 PM 54 61 47 50 212 D6:00 PM 38 47 24 25 134 07:00 PM 35 21 14 25 95 06:00 PM 15 21 20 11 67 09:00 PM 14 13 12 10 49 10.00 PM 19 10 14 10 53 11,00 PM 7 15 8 9 39 24-HOUR TOTAL 4.444 DAILY TRAFFIC COUNT SUMMARY Time 1130 AM Volume 139 Mile 04:30 PM Volume. 428 AM Peak Hour. PM Peak Hour: 05173 08f11/05 TWO-WA3I TOTAL 26 12 10 18 46 254 595 753 612 452 396 411 377 371 559 573 625 331 148 100 75 67 48 6.870 AM Peak Hour. Time: 08:15 AM Volume. 690 PM Peak Hour Time: 12:30 PM Volume. 264 NORTHBOUND AND SOUTHBOUND Time: K-factor D-factor: Time: K-factor: D-factor: 08:15 AM 11.3% 89.0% SB 04:3.0 PM 9-4% 66,4% NB Volume: 775 PHF: 0.94 Volume: 645 PHF: 0.88 North Miami Ave_NW 17 T err (Aug 11) xis • • • ©AVID PLU IMER X AaSOCATS, INC. Project Name: Location: Observer: 24-HOUR COUNTS Avenue One NW 20 Street West of NW 1 Court Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 1/4 2nd 114 3rd 114 4th 1/4[TOTAL 12.00 AM 9 13 17 14 53 01 DO AM E 20 13 12 13 58 0200AM 1 10 10 3 11 34 03.00 AM 10 6 7 2 25 04,50 AM 9 11 6 11 37 D5.00 AM 9 14 18 24 65 MOO AM 41 46 73 96 256 07:0D AM 81 91 114 114 400 [ 08:0D AM 124 105 109 101 439 09:05AM 82 84 95 96 357 1 10:00AM I 90 78 103 100 371 11:00.451 i 96 121 104 102 423 12:00 PM j 100 93 96 113 402 01:00 PM 102 97 102 83 384 0200 PM 108 98 101 67 374 03:00PM 112 117 152 117 498 04 00 PM 150 107 132 133 522 05:00 PM 119 125 120 119 483 0600 PM 92 118 75 75 360 07:00 PM 72 79 51 49 251 08 00 PM l 61 56 38 48 203 09.00 PM 34 34 31 33 132 10.00 PM 41 30 28 21 120 11 00 PM 27 18 27 21 93 24-HOUR TOTAL 6.340 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 1/4 2;td 114 3rd 1/4 4th 114 TOTAL 12-00 AM 17 9 12 10 48 01:O0AM 16 8 4 10 38 02:00 AM 6 5 4 3 18 D3:00 AM 6 6 5 5 22 04:00 AM 4 7 5 10 26 05:00AM 8 9 14 14 45 06:00 AM 15 31 49 67 162 07:00 AM 54 62 95 84 295 08.00 AM 87 78 83 74 322 D9.00AM 69 64 55 67 255 10,00 AM 59 59 56 79 253 11,00 AM 56 83 66 70 275 12,00 PM 86 84 70 79 319 0100 PM 71 65 72 78 286 0200 PM 64 81 70 81 296 03:00 PM 66 65 97 74 302 04:00 PM 94 85 90 94 363 05:00651 82 74 81 72 309 06:00 PM 71 64 55 60 250 07:00 PM 62 48 52 42 204 08:00 PM 39 50 56 31 176 09.00 PM 38 30 22 17 107 10.00 PM 26 29 20 20 95 11,D0 PM 18 16 14 14 62 24-HOUR TOTAL 4,528 DAILY TRAFFIC COUNT SUMMARY Time: D7:30 AM Volume: 457 Time: 03,15 PM Volume: 536 AM Peak Hour: PM Peak Hour: 05173 08111/05 TWO-WAY TOTAL 101 96 63 110 612 624 698 670 800 885 455 379 239 AM Peak Hour. Time. 07.30 AM Volume: 344 PM Peak Hour, Time 04:00 PM Volume: 363 EASTBOUND AND WESTBOUND Time: K-factor D-facfor, Time: K-factor: D-factor_ 07 30 AM 7.4 % 57.1% EB 04:00 PM 8.1 % 59.0% EB Volume_ 801 PHF: 0.95 Volume: 885 PHF: 0,91 NW 20 St W of NW 1 Ct (Aug i 1).xls • • • ©AVID PLUMMER 5 ASSCC€ATES. Project Location: Observer: FNC- Name: TURNING MOVEMENT COUNTS Avenue One Project Number: Count Date: Day of Week: Thursday 05173 NW 20 Street and NW 1 Avenue 8/11/2005 Traffic Survey Specialist, Inc. NW 1 Avenue NW 20 Street TIME INTERVAL [ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL } T R TOTAL L T R J TOTAL LJ T R TOTAL L T T R [-TOTAL 04:00 PM 04:15 PM immu® 9 26 0 ® 4 8 ® 1.22 ® 140 '�u 3 85 259 04:15 PM 04 30 PM 3 8 MEM 16 ®®111011,11111111111® 87 ® 98 ILE 68 ® 74 191 04:30 PM 04:45 PM 7 ®rmi 20 0 0 8 8 OM113 ® 126 111911111/111M1 79 233 04:45 PM 05:00 PM ® 10mai22 ®®.= 4 ® 112 3 122 ® 76 0 81 229 05:00 PM 05:15 PM 111E1 10 12 33 1 0 ® 6 OM 97 1110. ® 62 ® 66 216 05:15 PM 05:30 PM 6 EMI 14 30 0 ®l= 2 104 ® ® 61 ® 66 213 05:30 PM 05:45 PM ME 10 10 30 Mani 1 4 4 108 111111M1111 6 350 - 69 220 05:45 PM 06:00 PM 8 4 6 18 0 ® 3 © 4 94 9 107 0 54 ® 57 187 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 1 Avenue NW 20 Street TIME INTERVAL NORTHBOUND SOIJTHBOUND EASTBOUND • WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 32 34 37 102 1 6 14 21 27 439 25 491 14 281 7 303 918 PEAK HOUR FACTOR 0.74 0.63 0.84 0.85 0.88 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.05 NW 20 st_NUV 1 Ave.xls • • • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Avenue One Project Number: Count Date: Day of Week: Thursday 05173 NW 19 Street and NW 1 Avenue 8/11/2005 Traffic Survey Specialist, Inc. NW 1 Avenue NW 19 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R 1 TOTAL TOTAL 04:00 PM 04:15 PM 1 24 1 26 m 14 1 ®1111111111111111111111111 0 3 ®® 5 46 04:15PM 04:30 PM 1 15 3 19 IIIIIIII® 0 10 0 0 11110 2 MIMI ) 2 33 04:30 PM 04:45 PM 1 18 1 20 0 5 0 © 0 0 ® 1 ® 0 1 2 28 04:45 PM 05:00 PM 3 '19 0 22 0 10 0 10®® 0 IIIIIIIIIIIIIIIIMIN 5 37 05:00 PM 05:15 PM 0 31 33 0 9 ® 10 a 0 © 0 0 1 45 05:15 PM 05:30 PM 0 27 0 27 0 9 0 9 0 0 1 ® 2 4 41 05:30 PM 05:45 PM 1 28 0 29 1 ®® 13 Ma 0 1 1 ® 0 3 46 05 45 PM 06:00 PM 4 18 1 23 0 11 0 0 1111111111 1 1 0 3 38 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 1 Avenue NW 19 Street _T 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 6 95 4 104 1 41 1 44 1 0 3 4 4 4 5 13 16-5 PEAK HOUR FACTOR 0.75 0.69 0.44 0.63 0.92 Note: 2004 FOOT Seasonal Weekly Volume Factor = 1.05 NW 19 St_NW 1 Ave_xls • • • ©AVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Avenue One Project Number: Count Date: Day of Week: Thursday 05173 NW 20 Street and NW 1 Court 8111/2005 Traffic Survey Specialist, Inc. NW 1 Court NW 20 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T T 1 TOTAL L T R TOTAL L T R TOTAL r L T R TOTAL 04:00 PM 04:15 PM ® 1 3 Mai 0 0 9 9 9 140 6 155 ®IIIIII 88 259 04:15 PM 04:30 PM ®© 5 10 am 2 ® 6 8 90 6 104 ® 74 .2 76 196 04'30 PM 04:45 PM ®© IBM 0 ® 7 5 123 2 130 a 87 ® 92 236 04:45 PM 05:00PM ® 4 NEM ® 4 4 10 10 112 8 130 MI 83 2 87 244 05:00 PM 05:15 PM 2 ® 6 ® € ® 5 107 9 121 ® 77 207 05:15 PM 05:30 PM �® 5 13 0 0 3 4 €08 13 125 79 220 05:30 PM 05:45 PM 9 ®® 14 11111111® 8 4 119 5 128 73 226 05:46 PM 06:00 PM 4 3 ® 0 6 © 7 107 3 117 64 0 67 198 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 1 Court NW 20 Street mm. 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 20 9 13 43 3 5 22 29 27 476 27 530 13 316 7 335___ 938 PEAK HOUR FACTOR 0.60 0.64 0.81 0.87 0.90 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.05 NW 20 St_NW 1 ct.xls • • DAVIT PLUMMER & ASSOCIATES. INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Avenue One Project Number: Count Date: Day of Week: Thursday 05173 NW 19 Street and NW 1 Court 8/11/2005 Traffic Survey Specialist, Inc. NW 1 Court NW 19 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T I R TOTAL L T I j TOTAL 04 00 PM 04:15 PM mom 0 5 0 ® 0 0 0 0 0 1111111161111111111 3 21 04:15 PM 04:30 PM ® 8 MI 8 IFNI 6 0 8 0 0 0 0 111111111111.1 1 2 18 04:30 PM 04:45 PM 0 8 ® 9 0 4 0 4 0 0 0 0 0 0 1 1 14 04:45 PM 05:00 PM 0 11 0 11 ® 12 0 0 0 0 0 UM 0 5 - 5 28 05.00 PM 05:15 PM ®� 0 5 © ® 12 0 0 0 0 0 ® 1 18 05:15 PM 05:30 PM 0 ® 0 13 ® ® 0 0 0 0 0 ® 2 32 05:30 PM 05 45 PM MI .1.7 ® 0 0 0 0 0 0 0 1 15 05:45 PM 06:00 PM 0 5 0 5 ®N= 0 6 0 0 0 0 1 0 4 5 16 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS __ NW 1 Court NW 19 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 0 32 1 33 3 39 0 41 0 0 0 0 2 0 8 11 85 PEAK HOUR FACTOR 0.61 0.58 N/A 0.50 0.73 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.05 NW 19 st_NW 1 ct.xls • Signal Timings • • • • • Signal Timing PATTERN SCHEDULE FOR 2395 NW 2 AVE, 1 z�7L & 20 ST FOR DAY ## 4 (SECTION 29) TIME PT OFF EWtW F Y R NW _ G Y R SW F G Y S Y M CYC MIN: 16 4 8 1 6 1 0 23 17 16 4 4 3 7 8 1 4 1 7 6 1 4 600 13 25 16 4 4 3 7 8 1 4 1 7 6 1 4 700 4 25 16 4 4 3 7 8 1 4 1 6 6 1 4 845 9 23 35 4 4 3 7 8 4 4 1 7 6 3 4 1445 3 23 35 4 4 3 7 8 4 4 1 7 6 3 4 1530 9 23 35 4 4 3 7 6 4 4 1 7 6 3 4 1745 12 29 35 4 4 3 7 8 4 4 1 7 6 3 4 1930 13 25 16 4 4 3 7 8 1 4 I 6 6 1 4 2200 23 17 16 4 4 3 7 8 1 4 1 7 6 1 4 6 66NIGHT 7/ 6 65NITE & W 6 65EARLY MO 6 90MID-DAY 90M1D-DAY 6 90MID-DAY 6 90POST PM 6 65NITE & 5 6 66NIGHT 7/ • • • Appendix C FDOT's Quality/LOS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW RIGIIWAYS Lanes Divided I lndivided 2 Divided 3 Divided 100 1.060 1.600 Level of Service 13 C D 340 670 950 1.720 2.500 3.230 2,590 3,740 4,84() STATE TWO-WAY ARTERIALS Class I (>0.01) to 1.99 signalized intersections per mile) Level of Service Lanes Divided .8 13 C 1 Undivided ** 220 720 2 Divided 250 1.530 1.810 3 Divided 380 2.330 2,720 4 Divided 490 3.030 3,460 D 860 1.860 2,790 3,540 Class 1112.00 to 4.5( lised intersections per stile) Level of Service Lanes Divided A B C D I Undivided Divided 3 Divided 4 Divided 10(1 590 220 1,360 340 2.110 440 2,790 810 1,710 2,570 3,330 1,300 3,670 5,500 F. 890 *** *'** E 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lac 1 2 3 4 es Divided Undivided Divided Divided Divided A ** ** ** ** 1 f3 ** vel of Service 280 650 1,020 1.350 D 660 1,510 2.330 3.070 F. 810 1.720 2.580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** Level of'Service B C D ** ** ** 270 650 1,000 1.350 720 1,580 2.390 3.130 E 780 1.660 2.490 3,250 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service C 480 1.120 1.740 A ** 13 ** ** 5 D 760 1,620 2.450 Other Signalized Roadways (signalized intersection analysis) Level of Service A E3 C D ** 250 530 580 1,14() Ii 810 1,720 2.580 13 660 1.320 interchange spacin<g. > 2 ITII, apart Lanes 3 4 5 6 A 1,270 1,970 2,661) 3,360 4,050 FREEWAYS Level of Service 13 C 2,110 2.940 3260 4.550 4,410 6,15)) 5,560 7,760 6.7i0 9.360 D 3.580 5.530 7,480 9,440 11,390 Interchange spacing < 2 mi apart Level of Service Lanes A 2 1,130 1,840 2,660 3,440 3 1,780 2.890 4.180 5,410 4 2,340 3,940 5,700 7.380 5 3,080 4,990 7,220 9,340 6 3,730 6.040 8,740 11,310 BICYCLE MODE 3,980 6,150 8,320 10,480 12.650 3,910 6,150 8.380 10,620 12.850 (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below In number of directional roadway lanes to determine maximum service volumes_) Paved Shoulder/ Bicycle Lane Coverage 0-49% (� 50-84% 85-I008 A ** 160 [.,ever of Service #3 C 170 130 210 380 >38O D 720 >21(1 *** >720 *** *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 4(./ mph posted speed and traffic conditions, not the number of pedestrians using the facility) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84n*n 85-100% A ** ** 13 120 Level of Service C D * 330 120 590 >590 BUS MODE (Scheduled (Buses per hour) Level of service A B ** >5 >6 >4 ixed Route) >4 >3 i) >3 >2 r 810 990 >2 >1 Source_ Florida Department ofTransportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL. 32399-0450 littp:Nwww 1 l .tny(lorida_com/planning/systems/sni/losldef tilt htm 02/22/02 Lanes 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Left Turns Lanes Adjustment Factors Yes +5% l�o Undivided Yes Undivided No ONE WAY FACULTIES Increase corresponding volume 20% -20% -5°/0 -25°0 'This ;mile does not cons]€tote a standard and sllotkld he used only fur general ptanning applications. The computer 3nodet fron, i! cn this rabic is derived should be used for more specific plenn]nx applications. The table and deriving computer models should riot be used for corridor or intcrsevii n deign, where more relined techniques exist L'alties Shown aye hourly directional 0Oiu]ncs for levels or service and are for the at=.twr=nbidcRcuck :nodes anless speci Et call y stated Level of service letter grade thresholds arc prohoht = not comparable across modes and, therefore. cross =nodal cntn pativons should he reside with carttiota_ Fit rncermore, combining levels of sesz iae of different modes into one overall roadway teve€ of serve e is not recommended_ To convert to annual a e aue deny tranac 0alurics, these. vo'amtes nnist be divided by appropriate D and k factors. The table's input value defaults and level of service criteria appear on the following page Calculations are based fin planning applications of the lituliway Cap .city Manual, rlietyue LDS Model, !'cdes:Eiat. LDS Model and Transit. C'apac'ity= and Quality of Service *1atuaL respectively for the aatomobiie'truck. bicycle, pedestrian and kits modes. ' L annot he achieved using table input value defaults """Not applicable for that ,evel of se.v=ice letter grade_ For automobile/truck n odes, 0olean,es greater than level of service Di -tenon -Le F because intersection capacities have treea reached. For bicycle and pedestrian modes, the level of service letter grade (iuclu;fmg F1 is not achievable, because there is no maximum vehicle voltmre Ihresho]d usiud tante input value defaults. 97 • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE PERSON TRIP LEVEL OF SERVICE 4 A B C D E A B C D E GLASS 4 ARTERIAL 1LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 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 GLASS 4 ARTERIAL2 1LU 0 0 324 864 936 0 0 0.35 0.92 1,00 2LD 0 0 780 1896 1992 0 0 0.39 0.95 1.00 3LD 0 0 1200 2868 2988 0 0 0.40 0.96 1.00 4LD 0 0 1620 3756 3900 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 20% APPLIED FOR ONE-WAY FACILITY ARTERIAL. • • Pggt QADWAY rRom .............. SE 4 STREET S5 ,8 STRE E i SW 13 STREET SW 15 R0AL %i11c.MUE. NE 17 STREET NE 14 S.TOOE.7 NE 114 STREET 1-395 TABLE 2i DO ffi 311OWN IMAM #tt LlPN3A T8 DETERMINATION 00 PERSON TRIP 4GN 1F1CANCE FD ON S% RULE FCIt I FtEli9E 11 T' 4'9E T SE5ST1 1T SW 13 STREET SW 15 013A7) 1 CK'ENBACRER CSWY 14H 573 095 NE 6 STREET NE 6 STREET FLACIER STREET nAULERSTROISI SE 1 STREET T SE 2 STREET A.M3 AVEMUE'S3. MI&MI AVENUE NE 24 STREET PIE: 17 STREET 5 NV 17 STREET NE 14 STREET NE 14 STREET t4EfiSTREET N66STREET NE4STREET NE 4 STR9F"t" FLAGLE Z 9TRE Ft ACid..ER STREET' SE 6 STREET tea[ 7 STs76E) SE aSTREET SE 8 STREET SSW 12 STREET 13'N 12 STREET T SW '13 STREET $Y1 13 STREET SE 15rROAD 5 A,IPV4S0 i` VEfNIGCE A '6? i t 173 . GI ma P OJ. AGILITY PROJECT TRIPS ! PERSON A % QF TYPE 1 Am 92 TRIP MAX ',EXISTING I1 / . CAPACITY : SERVFCE NES... W....: ..,£2tJT•_; {tkF_.,_. TOTAL 441......, 16.251:. 31. 3L 2L 3L 21, 27. 2. 2LU VOLUME 551 4.246 12.96% 331 7,3112 4:S% 307 5,709 536% 185 7,449 2.48% 87 5,449 160% 52 5,449 t3,95% 87 3,02F 2.86% 52 3925 1_12% P 2,434 93 1,7S15 115 7.098 195 7,098 157 8,466 105 6,466 e 1 1157 3.3% 1 191 ,71'4 i 1 215 &•6i%', 5.3*R 4.1'!r 2.5% 1.7% 249 499 30? 736 145 39 59 2.75% 1:8E% 1 24% 1.83% ,C a1.31% 5,988 3.1i1% 5,531 2.92 4 6,909 3.1146 5,25,1 4 73% S.446 9.16°(r 7.883 4,90% 7,1499 3-.33% 7,409 7.. % 2-280 2,240 4 4 ,4r 2.63% Y0.5 NO YES NO NC) NO Poi) NO YES 770 NO NC NO NO NO NO NO NO NO i71VS NO NO NO P3} ZaExtBLiF$'? S V L B AND 7 it I. PRA PROJECT TRIPS P5071 A % OE PM 13941 T IIP MAX 90 - CAi'':RGXT`Y SERVICE. %.., i01.37..., f'M • T"pXA.i3 I. VOIME 7,,S% i I r 4,47E 1::..:. d 1%' .. . /12 345 387 90 112 120 ➢Cs4 247 420 225 270 T! 5R ATEFt Tr4A41 514 Y(, 0840 5,028 723f3% YES 6,562 10 82% YES 5,707 6.04% YES 5,6E9 5,95'A. YES 5.449 1 SD% ! 140 ,449 2,3.6% No 2,1326 3.24% no 3,02E 3.70% - NO 2,434 4.93% r4U 261) 7491% YES 7,1)94 3.46% No P 064 5.32 YES 8,466 146% No 5,460 2-6, % NO 3.92% NO 3 5.0683.73% '4o 1T5 69.d7§ 3.47% 245 5.5531 :3.29% 241 6.909 3.49% 14C 280 9.261 5 32% YES. 559 5,446 345 7.683 4.42 NO 163 7,929 3 37% NC) 7,929 2 0654 NO NC) 1.7 fiu 1 1 1 1 2.240 .4.95' Vi5 427 2 ?49 5.67% 'YES 5GURC6: 8177735 ANT/ 9crtn0433, 0 4 FL1T77A1PN.AMPRNECTS12)011167"1G1TA1 ESAI3 A'IWA4 *404 4 518 20:-Nov-200 ROADWAY FilOM NW a AV0413e - Nnt,,, 20, Tfit. NW 17 STREET 14W14S2R6LT NW 9 S614E61 9-41/99 S STREET NE 28 STREET NE 2 AVENUE 14 MIAW AVENUE. NW 3 AVENUE NW 7 STREET 1NB SS NW 14 STREEI sa NW 9 STREET1411 : SII NW 5 STRE.E1 !Nti • SW 1 STREET N6 914 N ?X.A1441 AVENUE :r!rm 3 AVENUE 4.95 NE 15 STREETNENET/AN CSWY NS0AYN3 1SLAN0 YSHORE: ORNE aAySHORE 032/6 ssScAYNE Sty° BiSCAYNE •61,V11 4. 1414.0 AVENUE NE 14 STREET . a AYSHCRE DRIVE. 8.!SCAYNE 61„VD BISCAYNE St. 4/0 NE 1 AVENUE NE. 1 AVENUE 14 MIAME AVENUE 141.„99.A1414 AVENIO NW 2 AVENUE • NW 2 AVENUE' NW 3 AV.ENUE.' NW 3 AVENUE P-95 NE 1 1 5TREET. NW 3 AVENUf. 595 70 0.1J WS 1173 W6 1171 Ea I Wa ; : • ES I • ED: W73 33 WEI ES 2.13 V`r8 773 !;w9 f 3 p 1PROJ.AS; . FACR.rrY PROJECT TRIPS ! PERSON i A % OF ; TRIPS •AM .,.• 92438 TRIP i MAX , GREATER EXISTING . .1N1 ; i• CAPACITY : SERVICE THAN 5% p!R: 1.,,,143 , % :. OUT ',• AM . . 0 10 1.280 ; 0 711,x, NO i 1? 1,260 1.3.343 740 0 14 •4;639 0 76% NO ,! I 23 I ,839 i 1.25% NO 0 ! 24 1,3.94 ; 1 r.,.,% No 4; 9,194 1 2 94% 740 0 ; 45 4,912 : 0 92% NO • 0 2-LIS 8,3% 21,22 SA% 210 3L 11% 27 ! 6.4% 2t.1)7.13743 430 .1.7% 4773 1.3% 210 3,3% 2110 1.6% 230 ALU 3,543 25 4.S% )/, 2L .1,7% IL 21.0 1.2% 21,9.9 1 2.6% 21.11 2.8% 311 ;LI% I 0 I 0 ! 0 I 0 0 0 1,475 28 1,475 69 2. f79 59 2,779 1(14 2.915 63 2.995 46 i 1,33713 23 1,389 93 /,6S5 i,614 110 1.2672 66 •1,2Fia 203 4,852 122 4,$52 281 3,21% 157 1,962 2.714 59 3,416 112 1,410 9431 9 1,725 1,725 162 1,280 20 33713 1,284 3 12% 1 90% 3 56% 2 12% 3 5"/% 2 1 6'Ye, 331% 2.02% 5,4.943 3.47% 859% 5 16% YES NO NO NO NO NO NO 730 NO NO YES YES NO 2.61% NO 7 94Y% YES 8.00% 'YES 3 65% f•i0 4 18% NO 47.1043 YES 7.9.4% Yi7S a 15% YES 5 28% YE'S 12 66% • YES 7 Cy8% YES 1, / 10% Sk) TABLE 21A9 00W13T43W34 MIAMI DM UPOATE DETERMINATtON OF PERSON TRIP 13N1FtoANCE .6AtEO ON 5% RLItE FOR 94074EMENT MA P0R.St:i411004've3tar: s-ANo-rwmarr iii005- • - - -tswPrkk:04**In4triturisANEIToxtamtv0oes• - VI ; RI Pio PROJ. A5 , PROJ. ., PROJECT TRIPS 1 l'ERSON A %OF E TRIPS FM '. 13999 TRW MAX ; GRtATER ' INd 1 CAPACITY .. 8,EMACE 'MAN 6,.(.. TOTAL . VOLUME YESINO % OUT P114 ; TOYAL •" VOLUME Y.ES.,,Nr.,- .. 0. 0 .0 o 0 0," 0 22 1,280 20 1.230 30 1820 2;6 1,839 52 I 1,394 46 1,394 7 4,1312 480 3,264 52 00 111 0 127 11 7 0 13.99 0," ; 9 6% 0 I 0 1 0 57,243 ; ° 2.6% 0 I a 62 SO 104 120 124 142 22.8 262 23 137 111 127 208 240 169 195 1-82 210 1,415 1,4711 2,779 2,779 2,915 2016. 1,389 1,389 1 890 1,614 1.280 1,280 4,592 5.329 ).2-65 1,043? 2,1:14 1,410 €,,910 1,410 725 ,72 ,g() 1,2110 1.56% 1,6:3% 1.41% 37237 113043 113743 14 71% 3 S3% 4 37% 3 721143 4 57% 4 01% 4 63% 3 74% 4 :32% 5 5043 43% 11 09% 4.97% 4.9?% 8.91% 17,18% 4,09% 9-31% 14,75% 11.02% 4.80% 1 1.30% 14.22% 16..4 1% 127 3,378 3 16% NO 740 NO NO NO NO :I NO rIES I! NO NO NO NO 40 NO 40 NO YES t'ES YES YES NO NO YES YES NO YES YES Y:riS: Y Y11!' YES YES 40 SOURCE. KE la -A 9140 93144437145N TRANPLAMPR EaT S 6716ATABLE.9-aill MATRIX W94,1 • • Appendix Intersection Capacity Analysis Worksheets • Existing Conditions • • HCti2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NW 20 STREET/ NW 1 AVENUE Agency: Area Type: Ail other areas Date: 8/15/2005 Jurisd: MIAMI, FL Amiod: EXISTING PM PEAK HOUR Year : 2005 ject ID: AVENUE ONE - #05173 E/W St: NW 20 STREET N/S St: NW 1 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound 1 Northbound Southbound L T R I L T R I L _ R I L T R 1I 1 No. Lanes 0 2 0 I 0 2 0 1 0 1 0 0 1 0 LGConfig I LTR I LTR I LTR I LTR Volume 27 439 25 114 281 7 132 34 37 11 6 14 Lane Width I 12.0 12.0 12.0 1 12.0 RTOR Vol 0 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A Thru A Thru A Right A 1 Right A Peds 1 Peds WB Left A 1 SB Left A Thru A 1 Thru A Right A Right A Peds 1 Peds NB Right KB Right Right WB Right Allen 39.0 19.0 16.0 Yellow 4.0 4.0 4.0 All Red 3.0 1.0 0.0 Cycle Length: 90.0 secs intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1394 3217 0.42 0.43 17.9 B 17.9 B Westbound LTR 1404 3241 0.25 0.43 16.3 B 16.3 B Northbound LTR 368 1745 0.38 0.21 31.1 C 31.1 C Southbound LTR. 301 1695 0.11 0.18 31.2 C 31.2 C Intersection Delay = 19.4 (sec/veh) Intersection LOS = B 9CO2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: All(cy/Co.: Performed: 08/11/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NW 19 STREET/ NW 1 AVENUE Jurisdiction: MIAMI, EL Units: U. S. Customary Analysis Year: 2005 Project ID: AVENUE ONE- 405173 East/West Street: NW 19 STREET North/South Street: NW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement _ 2 3 4 5 6 L T R L R Volume 6 95 4 1 41 1 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.69 0.69 0.69 Hourly Flow Rate, HER 8 126 5 1 59 1 Percent Heavy Vehicles 2 -- -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No or Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 Volume 4 4 5 1 0 3 Peak Hour Factor, PHE 0.63 0.63 0.63 0.44 0.44 0.44 Hourly Flow Rate, HER 6 6 7 2 0 6 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (9) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 7 8 9 I 10 11 12 Lane Config LTR LTR LTR I LTR v (vph) 8 1 19 8 C(m) (vph) 1544 1454 778 918 v/c 0.01 0.00 0.02 0.01 95% queue length 0.02 0.00 0.08 0,03 Control Delay 7.3 7.5 9.7 9•0 L A A A A -oath Delay 9.7 9.0 A roach L05 A A HCS1000: Unsignalized Intersections Release 4.1d TWO --WAY STOP CONTROL SUMMARY Analyst: DPA cy/Co.: Performed: 08/11/05 Analysis Time Per_od: EXISTING PM PEAK HOUR Intersection: NW 20 STREET/ NW 1 COURT Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2005 Project ID: East/West Street: NW 20 STREET North/South Street: NW 1 COURT Intersection Orientation: EN Study period (hrs): 0.25 Major Street: Vehicle Volumes and Adjustments Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 1 R L T R Volume 27 176 27 13 316 7 Peak -Hour Factor, PHF 0.81 0.81 0.81 0.87 0.87 0.87 Hourly Flow Rate, HFR 33 587 33 14 363 8 Percent Heavy Vehicles 2 -- 2 - Median Type/Storage Undivided / RT Channeli.zed? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No •or Street: Approach Northbound Southbound Movement 7 8 9 I 10 w 12 Volume 20 9 13 3 5 22 Peak Hour Factor, 2HF 0.60 0.60 0.60 0.64 0.64 0.64 Hourly Flow Rate, HER 33 14 21 4 7 34 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (9) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 I 7 8 9 10 11 12 Lane Config LT LT LTR 1 LTR 45 33 14 68 v (vph) C(m) (vph) 1184 956 274 498 v/c 0.03 0.01 0.25 0.09 95% queue length 0.09 0.04 0.95 0.30 Control Delay 8.1 8.8 22.4 12,9 0F A A C B roach Delay 22.4 12.9 A proach LOS C B HCS2000: Unsisnalized Intersections Release 1.1d TWO WAY STOP CONTROL SUMMARY Analyst: • cy/Co.: Performed: 08/11/05 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NW 19 STREET/ NW 1 COURT Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2005 Project ID: AVENUE ONE 905173 East/West Street: NW 19 STREET North/South Street: NW 1 COURT Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 I R I L _ R Volume 32 1 3 39 Peak -Hour Factor, PHF 0.61 0.61 0 58 0.58 Hourly Flow Rate, HFR 52 1 5 67 Percent Heavy Vehicles -- - 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 Configuration TR LT Upstream Signal? No No lor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 L T R L T 12 Volume 2 8 Peak Hour Factor, PHF 0.50 0.50 Hourly Flow Rate, HFR 4 16 Percent Heavy Vehicles 2 2 Percent Grade (1) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR v (vph) 5 20 C(m) (vph) 1553 981 v/c 0.00 0.02 95% queue length 0.01 0.06 Control Delay 7.3 8.7 Oi A A roach Delay 8.7 Approach LOS A • Future without Project • • CS2000: dnalized intersections Release 4.1e Analyst: DP A Inter.: NW 20 STREET/ Iry 1 AVENUE Agency: Area Type: All other areas Date: 8/1 /2005 Jurisd: MIAMI, FL j,od: FUTURE v2/OUF PROJ PM PEAK HOUR Year . 2008 ect ID: AVENUE ONE -- #05173 E/W St: NW 20 STREET N/S St: NW 1 AVENUE SIGNALIZED INTERSECTION SUMMARY I Eastbound ; Westbound ` Northbound 1 Southbound I 1 L T R 1 L _ R ` L T R 1 T R 1 I No. Lanes 0 2 0 0 2 0 1 0 1 0 1 0 2 0 LGConfig LTR i LTR 1 LTR LTR Volume 129 630 27 115 434 7 134 36 39 1 6 15 Lane Width 1 12.0 I 12.0 1 12.0 12.0 RTOR Vol 1 0 I 0 1 0 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A j NB Left A Thru A i Thru A Right A Right A Peds Peds 0B Left A SO Left A Thru A Thru A Right A I Right A Peds Peds NO Right 1 BB Right 410 Right 1 KB Right en 39.0 19.0 16.0 Yellow 4.0 4.0 4.0 A11 Red 3.0 1.0 0.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Croup Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1395 3220 0.52 0.43 19.0 B 19.0 B Westbound LTR 1409 3252 0.34 0.43 17.1 B 17.E B Northbound LTR 369 €746 0.31 0.21 30.5 C 30.5 C Southbound LTR 299 1684 0.08 0.18 31.0 C 31.0 C Intersection Delay = 19.5 (sec/veh) Intersection LOS = B HC52000: U:signalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: cv/Co.: Performer: 08/11/05 Analysis Time Period: FUTURE W/OUT PROJ PM PEAK HOUR Intersection: NW 19 STREET/ NW 1 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2008 Project ID: AVENUE ONE- #05173 East/West Street: NW 19 STREET North/South Street: NW 1 AVENUE Intersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L. RI L T R Volume 6 101 4 1 44 1 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HER 6 106 4 1 46 1 Percent Heavy Vehicles 2 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Alikr Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 L T R I L T 12 Volume 4 4 5 1 0 3 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 4 5 1 0 3 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR 1 LTR v (vph) 6 1 13 4 C(m) (vph) 1560 1480 817 949 v/c 0.00 0.00 0.02 0.00 95% queue length 0.01 0.00 0.05 0.01 Control Delay 7.3 7.4 9.5 8.8 L S A A A A each Delay 9.5 8.8 !roach LOS A A HC32000: Unsignalized intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: 41,1cy/Co.: • Performed: 08/11/05 Analysis Time Period: FUTURE W/OUT PROJ PM PEAK HOUR Intersection: NW 20 STREET/ NW 1 COURT Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2008 Project ID: AVENUE ONE- #05173 East/West Street: NW 20 STREET North/South Street: NW 1 COURT Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 I 4 5 6 T R I L '3 R Volume 29 669 29 14 471 7 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HER 30 704 30 14 495 7 Percent Heavy Vehicles 2 --T - 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No "kr Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R f L T R Volume 21 10 14 3 5 23 Peak Hour Factor, PHF 0.95 0.95 0.95 0 95 0.95 0.95 Hourly Flow Rate, HFR 22 10 14 3 5 24 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (°) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 l 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 10 11 12 Lane Config LT LT LTR I LTR v (vph) 30 14 46 32 C(m) (vph) 1059 867 206 395 v/c 0.03 0.02 0.22 0.08 95% queue length 0.09 0.05 0.83 0.26 Control Delay 8.5 9.2 27.4 14.9 L A A D B oach Delay 27.4 14.9 70Frroach LOS D B HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: rfo Pe cr fo Permed: 08/11/05 Analysis Time Period: FUTURE Ord/OUT PROD PM PEAK HOUR Intersection: NW 19 STREET/ NW " COURT Jurisdiction: MIAMI, FL Units: U. S . Customary Analysis Year: 2008 Project ID: AVENUE ONE- 405173 East/West Street: NW 19 STREET North/South Street: NW 1 COURT Intersection Orientation: NS Major Street: Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 I 4 5 R I L T Volume 34 1 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 35 1 Percent Heavy Vehicles -- Median Type/Storage Undivided RT Channelized? Lanes - Configuration Upstream Signal? No 3 41 0.95 0.95 3 43 2 -- 0 0 i TR LT No 6 R `'i kr Street: Approach Westbound ---- Eastbound Movement 7 8 9 I 10 11 12 RI L T R Volume 2 8 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 2 8 Percent Heavy Vehicles 2 2 Percent Grade (1) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 I 10 11 12 Lane Config LT LR I v (vph) 3 10 C(m) (vph) 1575 1010 v/c 0.00 0.01 95° queue length 0.01 0.03 Control Delay 7.3 8.6 L S A A roach Delay 8.6 roach LOS A • Future with Project • • 3032000: Signalized Intersections Release 4.1e Analyst: UPA Inter,: NW 20 STREET/ NW 1 AVENUE Agency: Area Type: All other areas Date: 8/15/ 20 Jurisd: MIAMI, 12 �od: FUTURE WITH PROJ PM PEAK HOUR Year : 2008 jecs ID: AVENUE ONE - #05173 E/W St: NW 20 STREET N/S St: NW 1 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound R L T R ! L T R Seut ;boun.d R I No. Lanes [ 0 2 0 I 0 2 0 1 0 1 0 I 0 0 0 LGConfig LTR I LTR LTR I LTR Volume 29 630 29 I31 436 7 34 36 52 11 6 15 Lane Width 1 12.0 12.0 i 12.0 12.0 RTOR Vol 1 0 1 0 0 1 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A Thru A 1 Thru A Right A ! Right A Peds ' Peds WB Left A SB Left A Thru A 1 Thru A Right A Right A Peds 1 Peds N Right 1 EB Right Right 1 WB Right Green 39.0 19.0 16 0 Yellow 4.0 4.0 4 0 A11 Red 3.0 1.0 0 0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1393 3214 0.52 0.43 19.0 B 19.0 B Westbound LTR 1327 3062 0.38 0.43 17.4 B 17.4 B Northbound LTR 365 1731 0.35 0.21 30.9 C 30.9 C Southbound LTR • 299 1684 0.08 0.18 31.0 C 31.0 C Intersection Delay = 19.8 (sec/veh) Intersection LOS = B HCS2000: Unsignalized Intersections Release 4.1d ;:WO --WAY STOP CONTROL SUMMARY Analyst: icy/Co.: L14'e Performed: 08/11/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR intersection: NW 19 STREET/ NW 1 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2008 Project ID: AVENUE ONE- 405173 East/West Street: NW 19 STREET North/South Street: NW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 R I L T R Volume 6 115 4 1 53 1 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HER 6 121 4 1 55 1 Percent Heavy Vehicles 2 --- 2 - Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR cream Signal? No No Minor Street: Approach westbound Eastbound Movement 7 8 9 I 10 11 L T R I L T 12 Volume 4 4 5 1 0 3 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 9 5 1 0 3 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SR Westbound Eastbound Movement 1 4 17 8 9 [ 10 11 12 Lane Config LTR LTR I LTR LTR v (vph) 6 1 13 4 C(m) (vph) 1549 1462 794 930 v/c 0.00 0.00 0.02 0.00 95% queue length 0.01 0.00 0.05 0.01 Control Delay 7.3 7.5 9.6 8.9 Allii A A A A roach Delay 9.6 8.9 Approach LOS A A NC22000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: lercy/Co.: e Performed: 08/11/05 Analysis Time Period: FUTURE WITH PROD PM PEAK HOUR Intersection: NW 20 STREET/ NW 1 COURT Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2008 Project ID: AVENUE ONE- #05173 East/West Street: NW 20 STREET North/South Street: NW 1 COURT Intersection Orientation: EW Major Street: Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Eastbound Movement 1 2 L T 3 Westbound 4 5 6 L T R Volume 29 672 42 17 471 7 Peak --Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 30 707 44 17 495 7 Percent Heavy Vehicles 2 -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR U Cream Signal? No No M or Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 32 10 14 3 5 23 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 33 10 14 3 5 24 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (°) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LT LT I LTR [ LTR v (vph) 30 17 57 32 C(m) (vph) 1059 854 192 388 v/c 0.03 0.02 0.30 0.08 95% queue length 0.09 0.06 1.18 0,27 Control Delay 8.5 9.3 31.5 15.1 A A D C 4101roach Delay 31.5 15.1 Approach LOS D HCS2000: Unsignalized. intersections Release 4.ld TWO-WAY STOP CONTROL SUMMARY Analyst: lli*cy/Co.: ve Performed: 08/11/05 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NW 19 STREET/ NW 1 COURT Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2008 Project ID: AVENUE ONE 105173 East/West Street: NW 19 STREET North/South Street: NW 1 COURT Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R T R Volume 39 1 3 45 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 41 3 47 Percent Heavy Vehicles -- 2 ---- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT U ream Signal? No iNo Miior Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R Volume 2 8 Peak Hour Factor, ?HF 0.95 0.95 Hourly Flow Rate, HFR 2 8 Percent Heavy Vehicles 2 2 Percent Grade (1) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level. of Service Approach NB SB Westbound Eastbound Movement 1 1 I 7 8 9 I 10 11 12 Lane Config LT € LR 1 v (vph) 3 10 C(m) (vph) 1567 1001 v/c 0.00 0.01 95 queue length 0.01 0.03 Control Delay 7.3 8.6 411 A A roach Delay 8.6 Approach LOS A Project Driveway • • ECS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: cy/Co.: e Performed: 8/19/2005 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NW 1 AVENUE / DRIVEWAY Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2008 Project ID: AVENUE ONE - # 05173 East/West Street: PROJECT DRIVEWAY North/South Street: NW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Major Street: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R Volume 14 36 48 19 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 14 37 50 20 Percent Heavy Vehicles 2 ---- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR U tream Signal? No No Moor Street; Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L _ R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (s ) Flared Approach: Exists?/Storage Lanes Configuration 0 13 0.95 13 2 0 0 0 LR 9 0.95 9 0 No / Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 ; 10 11 12 Lane Config LT I LR v (vph) C(m) (vph) 0/c 95% queue length Control Delay _ roach Delay Approach LOS 14 22 1531 917 0.01 0.02 0.03 0.07 7.4 9.0 A A 9,0 A HC 2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: 41Orcy/Co.: e Performed: 8/19/2005 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NW 1 COURT / DRIVEWAY Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2008 Project ID: AVENUE ONE - # 05173 East/West Street: PROJECT DRIVEWAY North/South Street: NW 1 COURT Intersection Orientation: NS Study period (hrs): 0.25 Maior Street: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 i 4 5 6 Volume 42 6 17 48 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HER 44 6 17 50 Percent Heavy Vehicles -- - 0 -- Median Type/Storage Undivided / RT Channelized? Lanes Configuration U stream Signal? 411- 1 0 0 i TR LT No No prior Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R ? L T R Volume 4 11 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 4 11 Percent Heavy Vehicles 0 0 Percent Grade (5) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 10 11 12 Lane Config LT I LR v (vph) C(m) (vph) v/c 95° queue length Control Delay to roach Delay Approach LOS 17 15 1570 977 0.01 0.02 0.03 0.05 7.3 8.7 A A 8.7 A • Appendix E Committed Development Information • • • • • Avenue one MUSP Commited Developments - TAZ 503 Locational Information ' Units Sq Ft. Name perm t Address Description Net Area Condo Hotel Office Retail District Lofts (Biscayne Condos) MUSP MUSP 2751 Biscayne Boulevard 333 NE 24 Street Mixed Use; Residential, Retail & Office Residential Wynwood/ Edgewater Wynwood / Edgewater 89 164 0 0 8,838 8,907 2,939 0 Mondrian Miami (Gallery Art Condominium) Total 253 0 17,745 2,939 # 05173 -TAZ 503 Comm_ Developments.xls • • • Avenue One MUSP Vista Biscayne - TAZ 504 Locational Information Units Sq Ft. NameT Peprenoit Address Description Net Area Condo Hotel .w Office Retail Vista Biscayne MUSP 436, 446, 452 NE 29 Street Residential Wynwood ! Edgewater 41 0 0 0 Total 41 0 0 9 # 05173 s TAZ 504 Comm__ Developments.xls • • • Avenue One MUSP Commited Developments - TAZ 505 Locational Information Units Sq Ft. Name Type Address Description Net Area Condo Hotel Office Retail Biscayne Park MUSP MUSP MUSP MUSP MUSP MUSP MUSP MUSP MUSP MUSP 2450 Biscayne Boulevard Mixed use: Residential, retail & office Mixed use: Residential Mixed use: Residential, office & institutional Residential project wl accessory recreational uses Residential Mixed use: residential & retail Mixed use: Residential, retail & restaurant 19 story residential complex Wynwood/ Edgewater Wynwood! Edgewater Wynwoodl Edgewater Wynwood! Edgewater Wynwood/ Edgewater Wynwoodl Edgewater Wynwoodl Edgewater Wynwood/ Edgewater Wynwood/ Edgewater Wynwood 1 Edgewater 214 635 0 118 117 364 752 55 95 258 0 0 0 0 0 0 0 0 0 0 12,502 0 92,260 0 0 0 0 0 0 0 6,843 18,112 13,200 0 0 26,465 8,470 0 0 0 Miramar Center -Phase II (Opera Tower) Miramar Center Phase Ill Onyx {Biscayne Bay Lofts) Onyx II Paramount Bay (Paramount at Edgewater Square) Quantumn on the Bay (Metropolis at Bayshore) Star Lofts SONO Rosabella Lofts 1744 North Bayshore Drive 1783-95 NE 4 Avenue, 407 NE 17 Terrace 665 NE 25 Street NE 28 Street & N. Bayshore Drive 2020 North Bayshore Drive 1900 North Bayshore Drive 704-712 NE 25 Street 601-615 NE 23 Street 421, 425, 447 NE 22 Street; 418, 442, 446 NE 22 Terr; 2221 NE 4 Avenue Residential Project Residential & 4,200 sq. ft Place of Worship with 11 parking spaces Total 2,608 0 104,762 73,090 # 05173 -TAZ 505 Comm_ Developments.xls • • Avenue One MUSP Commited Developments - TAZ 506 Locational Information Units So Ft. Name Type of Permit Address Description Net Area Res / Condo Hotel Office Retail Bayview Market Ellipse MUSP MUSP 1700 NE 2 Avenue 1776 Biscayne Boulevard Mixed Use: Big Box Retail with residential liner Mixed Use: Residential & Retail Wynwood / Edgewater VVynwood / Edgewater 24 267 0 0 0 0 653,659 6793 Total 291 0 0 660,452 # 05173 - TAZ 506 Comm_ Developments.xls • • • Avenue One MUSP Performing Arts Center - TAZ 512 Locational Information Units Sq Ft. Name Type of Permit Address Description Net Area Res 1 Condo Hotel Office Retail The Performing Arts Center of Greater Miami MUSP 1300 and 1301 Biscayne Blvd. Entertainment complex with 4,595 seats Downtown 0 0 0 0 Total 0 0 0 0 # 05173 - TAZ 512 Comm_ Develnpments.xls • • • TAZ 503 PM Peak Hour Trip Generation Analysis PM PEAK HOUR TRIPS USES UNITS ITE Land Use Code IN OUT TOTAL yo Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail 253 DU 17,745 SF 2,939 SF 232 710 814 62% 17% 44% 61 4 3 38% 83% 56% 35 22 4 96 26 7 GROSS VEHICLE TRIPS 1 53% 68 IL 47% 61 1 129 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (2) Transit Trip Reduction @ 14.90% of Gross External Trips (3) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 53% 53% 53% 11 10 7 47% 47% 47% 10 9 6 21 19 13 NET EXTERNAL VEHICLE TRIPS (1) 53% 40 47% 36 76 I I { I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1,40 Persons/ Vehicle 53% 53% 56 14 47% 47% 50 13 107 27 Net External Person Trips (vehicles and transit modes) 53% 70 47% 63 134 l 1 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 53% 10 [ 47% 9 I 18 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment 11 (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 (5) TAZ 503 included District Lofts and Mondrian Miami # 05173 - TAZ 503 T-gen_PM.xis • • • Vista Biscayne TAZ 504 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips High -Rise Residential Condominium 41 DU 232 62% 10 38% 6 16 GROSS VEHICLE TRIPS I 63% 10 i 38% 6 T 16 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14.90% of Gross External Trips 10.00% of Gross External Trips (2) (3) (4) 63% 63% 63% 2 1 1 38% 38% 38% 1 1 1 3 2 2 NET EXTERNAL VEHICLE TRIPS (1) 63% 6 38% 4 9 1 1 Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1,40 Persons/ Vehicle 63% 63% 8 2 38% 38% 5 1 13 3 Net External Person Trips (vehicles and transit modes) 63% 10 38% 6 17 I _ I Net External Person trips walking / using bicycle 1,40 Persons/ Vehicle I 63% 1 1 38% 1 I 2 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DM Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II #05173 - TAZ 504 T-gen_PM. xis • • • TAZ 505 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail 2,608 DU 104,762 SF 73,090 SF 232 710 814 62% 17% 44% 626 26 87 38% 83% 56% 365 130 111 991 156 198 GROSS VEHICLE TRIPS I 55% 739 I 45% 606 j 1345 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (2) Transit Trip Reduction @ 14.90% of Gross External Trips (3) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 55% 55% 55% 118 110 74 45% 45% 45% 97 90 61 215 200 135 NET EXTERNAL VEHICLE TRIPS (1) 55% 437 45% 358 795 I I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons) Vehicle 55% 55% 611 154 45% 45% 501 126 1113 281 Net External Person Trips (vehicles and transit modes) 55% 766 45% 628 1393 I �1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 55% 103 1 45% 85 i 188 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (5) TAZ 505 included Biscayne Park, Miramar Center Phase II & III, Onyx (I & II), Paramount Bay, Quantumn on the Bay, Star Lofts, SOHO, Rosabella # 05173 - TAZ 505 T-gen_PM.xls • • • TAZ 506 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Specialty Retail Shopping Center 291 DU 6,793 SF 653,659 SF 232 814 820 62% 44% 48% 70 8 1037 38% 56% 52% .. 41 10 1124 111 18 2161 GROSS VEHICLE TRIPS I 49% 1115 l 51% 1175 I 2290 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 49% 49% 49% 178 166 112 51 % 51% 51 % 188 175 118 366 341 229 NET EXTERNAL VEHICLE TRIPS (1) 49% 659 51% 694 1353 I 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 49% 49% 923 233 51% 51 % 972 245 1895 478 Net External Person Trips (vehicles and transit modes) 49% 1155 51% 1217 2372 1 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 49% 156 1 51% 165 1 321 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II {5) TAZ 506 included Bayview Market and Ellipse #05173 - TAZ 506 T-gen_PM.xls • • • PAC - PERFORMING ARTS CENTER TAZ 512 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips Live Theatre 4900 seats 441 50% 49 50% 49 98 GROSS VEHICLE TRIPS (1) 50% 49 50% 49 I 98 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 50% 50% 50% 8 7 5 50% 50% 50% 8 7 5 16 15 10 NET EXTERNAL VEHICLE TRIPS 50% 29 50% 29 58 L Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons) Vehicle 50% 50% 41 10 50% 50% 41 10 81 20 Net External Person Trips (vehicles and transit modes) 50% 51 50% 51 138 I 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle [ 50% 7 50% 7 l 14 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II #05173 -TAZ 512 T-gen_PM.xls • • • TAZ 503 2005 Cardinal Distribution Direction TAZ 503 NNE 13.58% ENE 4.53% ESE 5.30% SSE 9.67% SSW 12.94% WSW 21.33`'io WNW 15.29 % NNW 17.36% TOTAL 100.00% 17.36% 15.29° 13.58% 4.53% 21.33% 2.94% 9.67% 30% #05173 - TAZ 503 TAZ.xls • • • TAZ 504 2005 Cardinal Distribution Direction TAZ 504 NNE 10.64% ENE 4.17% ESE 5.05% SSE 4.63% SSW 21.54% WSW 23.55% WNW 13.42% NNW 16.90% TOTAL 100.00% 16.90% 10.64% 13.42°. 4,17% 23.55°/ 21.64% .05% 4.63% #05173 - TAZ 504 TAZ.xIs • • • TAZ 505 2005 Cardinal Distribution Direction TAZ 505 NNE 10.06% ENE 3,67% ESE 4.79% SSE 3.75% SSW 20.88% WSW 22.71 % WNW 17.12% NNW 17.02% TOTAL 100.00% 117.02% 17.12° 10.06% 3.67% 22.71% '.79% 20.88% 3.75% #05173 - TAZ 505 TAZ.xls • • • TAZ 506 2005 Cardinal Distribution Direction 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 100.00% 18.26% 17.31° 12.89% 4.94% 22.99°/ 12.34% 6.84% .43% #05173 - TAZ 506 TAZ.xIs • • • TAZ5I2 2005 Cardinal Distribution Direction TAZ 512 NNE 11.01% ENE 4,70% ESE 4.80% SSE 9.31% SSW 15.24% WSW 20.32% WNW 19.19% NNW 15.43% TOTAL 100.00% #05173 - TAZ 512 TAZ.xls • �> ppendix F • Transportation Control Measures • • • • Avenue One TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic voltunes as follows: ®• The project is a proposed residential development, which includes a retail component. This type of development will result in a portion of the trips being captured within the development, or internal to the site. <• The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: Will encourage employers/landlords to participate in ridesharing promrns through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. Encourage employers to implement staggered work hours. •• •• •• Implementation of these items will result in a minimum of ten percent (5%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. Tt2 FFIC CON`l"ROL.DOC