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HomeMy WebLinkAboutTraffic Impact Analysis11/30/2005 04: 34 3054444986 11/30/2005 17:12 FAI t1RS DAVID PLUMMERANIIASSO PAGE 03 Via Fit NOVeMtler 30, 2005 Ms. Ulia 1, Medina, A1CP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2 ° Avenue (10t Floor) Miami, Florida 33130 Re: fn#Own YMMMaga (WO 0 129) Sufficiency Letter Dear Ms. Medina: Subsequent to our October 12 , 2005 review comments for the subject prn oject, We havr 4 e receivreceiveda formal response from David Plummer and Associates Inc (DIM) 2005. We have also received a satisfactory letter (via e-mail) from the FDOT Planning office. Photocopies of both the response letter from ► HA and e-maa from FDOT 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 the 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 meets all the traffic rrequirements and the report Is found to be sufficient. Should you have any questions, please call Quazi Masood or me at 954-735.1881- Sincerely, UR n Southern Ra Sharon +"''":"'-",!», e Ior Traffic Engineer Attachment cc Mr. /C'eM Watford, Planner I, Cdy of Miami (Fax 305.415.1443) Mr. Juan E3plrOas; DPA, (Fax: 305.444,4986) Mils 4orprontwn tolas/lore Complex 5j00 NW 33rd Avenue. Suite iSO FOri Lauaara4le, ft. 33399437E Tel 04,73Q.ia81 Fix: 964.739-1189 • • Intown Village Major Use Special Permit Traffic Impact Study Prepared by: David Ptummer:& Associates, Inc. September 2005 DPA'Project #0518 • • haulm Village Ai LISP Traffic 1»npact Study List of Exhibits EXECUTIVE SUMMARY TABLE OF CONTENTS Page ii. 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 5.0 CONCLUSIONS Appendix A: Appendix 13: Appendix C: Appendix D: Appendix E: Appendix F: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Traffic Control Measures Plan 24 • Intown Village MUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Pa, e 1 Location Map 3 2 2005 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 2005 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 Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 30 Page u buown village MUSP Traffic impact Study • EXECUTIVE SUMMARY The Intown Village project is a proposed mixed use development located on West Flagler Street between W 7 Avenue and W 8 Avenue in Miami, Florida (see Exhibit 1). The project consists of 395 residential dwelling, 34,000 square feet (SF) of office and 33,000 square feet (SF) of retail space. The existing project site consists of a supermarket. Primary access to the site is proposed via three two-way driveways: on Flagler Street, SW 7 Avenue and SW 8 Avenue. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2007. The subject site is located outside the limits of the Downtown Miami Area -wide DR!. 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 • infown Village MUSP'Traffic Impact ,Stud} 1.0 INTRODUCTION The Intown Village project is a proposed mixed use development located on West Flagler Street between W 7 Avenue and W 8 Avenue in .Miami, Florida (see Exhibit I). The project consists of 395 residential dwelling, 34,000 square feet (SF) of office and 33,000 square feet (SF) of retail space. The existing project site consists of a supermarket. Primary access to the site is proposed via three two-way driveways: on Flagler Street, SW 7 Avenue and SW 8 Avenue. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2007. The subject site is located outside the limits of the Downtown Miami Area -wide DRI. 1.1 Study Area Consistent with the approved methodology for this project (See Appendix A) the traffic study was performed for PM peak conditions. For traffic analysis purposes, the study area has been defined as South River Drive to the north, SW 8 Street south, the Miami River to the east and SW 12 Avenue to the west. Intersection capacity analysis was performed for the following intersections: Flagler Street / SW 7 Avenue SW 1 Street / SW 7 Avenue Flagler Street / SW 8 Avenue SW 1 Street / SW 8 Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. This method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, making mass transit a full partner in the urban transportation system. Page PROJECT SITE FLAGLER ST SW 2 ST SW ST_�_ Lu Q i I SW 7 ST SW 8 ST 00 LL E +S.._W.1 ST SW 9 ST i SW J10 ST Page 3 lll!( fl Village MUSP Traffic impact Study • 2.1 Data Collection • • 2.0 EXISTING TRAFFIC CONDITIONS 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 Flagler Street Flagler Street within the study area is a minor arterial with three -lanes on the westbound approach and one -lane on the eastbound approach. Flagler Street is the westbound component of a one-way pair with SW 1 Street. The posted speed limit within the study area is 30 mph. On - street parking is permitted on both sides of the street. SW 1 Street SW 1 Street within the study area is a three -lane, one-way, eastbound, minor arterial. SW 1 Street is the eastbound component of a one-way pair with Flagler Street. The posted speed limit within the study area is 30 mph. On -street parking is permitted on both sides of the street. SW 7 Avenue SW 7 Avenue is a two-lane one-way northbound roadway. There is on -street parking on the east side of the roadway_ There are no posted speed limit signs within the study area. SW 8 Avenue SW 8 Avenue is a one -lane in each direction roadway. There is no on -street parking south of Flagler Street and on -street parking is permitted on both sides of the street north of Flagler Street. There are exclusive left -turning lanes at the major intersections. There are no posted speed limit signs within the study area. Page 4 • • Intmrn Vilh IR' MUSP Trq f e Impact Study 2.1.2 Traffic Counts Consistent with the methodology submitted to and approved by the City, 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 B. Exhibit 2 shows the adjusted 2005 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 A.ppendix B. This information provided the signal phasing and tuning used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 ( W Q co co NW 1 ST w Q I-- co N i N.T.S. u a Cr) C �_ �2__ FLAGLER ST �____ 64 010 72 --' ----•- 1214 7I •yy NJ NJ.... -._>_._ f SWIST 18 ---) f ›'-- --) 0 ?,5 _ II N LEGEND x Lb SW2ST •.4-ONEWAY PROJECT: INTOWN VILLAGE MUSP TITLE: EXISTING PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 2 Page 6 r CO NW 1 ST Q c N,_S. , N f -)-- FLAGLER ST D t �,. SW 1ST A, LEGEND SW 2 ST Y,._ -ONEWAY PROJECT: INTOWN VILLAGE MUSP TITLE; EXISTING LANE CONFIGURATION EXH!6IT No- 3 Page 7 Inurwn Village MUSP Traffic Impact Study 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: 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 Qwdity/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in .Exhibit 4, supporting information included in Appendix C. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person - trip capacity of the vehicular traffic system_ Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was obtained directly from Increment II of the Downtown Miami Area -wide DRI. Page 8 • • Exhibit 4 Existing Corridor and Transit Conditions • Corridor From To Roadway Conditions (vehicles) Transit Conditions (persons) Dir Existing Lanes Count Source! Period Raw PM Peak Hour Vo€urne Peak Season Factor PM Peak Hour Volume Dir Max Service Volume [1i Total Bus Ridership [2] Bus Capacity [2] Total Metrorail Ridership [3] Metrorail Capacity [3] Total Metromover Ridership [31 Metromover Capacity (3] Total Transit Ridership Transit Capacity West 8 Avenue NW 7 Street SW 8 Street NB 1;. DPA - PM 269 1.02 274 780 10 76 0 0 0 0 10 78 SB 1 L DPA - PM 305 1,02 311 760 3 78 0 0 0 0 3 78 Flagler Street South River Drive SW 12 Street EB 1L DPA - PM 121 1.02 123 780 73 1122 0 0 0 0 73 1122 WB 3L DPA - PM 1 180 1.02 1204 2490 0 1122 0 0 0 0 0 1122 SW 1 Street 1122 South River Drive SW 12 Street EB 3L DPA - PM 580 1.02 592 2988 22 1122 0 0 0 0 22 Notes: [1) Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook ]2) Transit intormation obtained from Miami -Dade Transit Authority [3] Transit information obtained from Miami -Dade Transit Authority Intown Village MUSP Traffic 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 C). 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 D. All three intersections operate within the standard adopted by the city. Exhibit 6 2005 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS Flagler Street / SW 7 Avenue U S B / FI Flagler Street / SW 8 Avenue C SW 1 Street / SW 7 Avenue l U A / C1 SW 1 Street / SW 8 Avenue S B Source: 1)PA i1= unsignalized Ss signalized: (1) Major/Minor Street LOS Note: LOS for unsignalized intersection is based on the delay of the stop -controlled movements_ Page 10 • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix • Corridor From To Roadway Mode Transit Mode Segment Total — Dlr {a) Roadway Vehicular Capacity (b) Pers-Trip Capacity G PPV� 1.6 (a) ` 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume r PPV=1.4 (c) . 1.4 (e) Excess Pers-Trip Capacity {b) - (d) (t) Total Pers-Trip Capacity (g) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (f)-(g) (i) Segment Pers-Trip Capacity (b)+(f) (1) Segment Pers-Trip Volume (d)+{g) (k) Pers-Trip Excess Capacity (i)-(f) (f) Segment Person Trip v/c (i)/(i) LOS West 8 Avenue NW 7 Street SW 8 Street Plagter Street South River Drive SW 12 Street SW 1 Street South River Drivel SW 12 Street NB SB EB WB EB ill 780 780 780 2490 2988 [21 1248 1248 1248 3984 4781 [31 274 311 123 1204 592 [4] 384 436 173 1685 828 864 812 1075 2299 3953 [51 78 78 1122 1'122 1122 €6] 10 3 73 0 22 68 75 1049 1122 1100 1326 1326 2370 5106 5903 394 439 246 1685 850 932 887 2124 3421 5053 0.30 0.33 0.10 0.33 0.14 i71 C C C C C Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3] The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, rnetrorail and metromover capacities (see Exhibit 4). [6] The Total Transit Person -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook )see Appendix C). • • 1ratPWn Village WISP f ifjic Impact Study. 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2005 Miarni-Dade County Transportation improvement Pro,c,raln (TIP) and the 2025 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. The two way conversion of Flagler Street between Biscayne Boulevard and West 2" Street is currently under construction. Although this project will not affect the capacity of the roadway segments or intersections associated with this project, the two- way conversion was considered when distributing and assigning the project traffic. Page 12 Intown Village MUSP Traffic Impact Stcidv 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative two and a half (2.5) percent growth factor was added to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through March 12, 2005. These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. The projects in the vicinity of Intown Village are shown in Exhibit 7. These projects size and trip generation are included in Appendix E. 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 E. Future traffic volumes were projected for the build -out year 2007. Exhibit 8 shows the projected turning movement volumes without the project 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Pag>e 13 L]J SW9ST SW COST N.T.S. 1 - CAPSRO TOWER 2 - CHANTICLEER BAYVIEW COMMITTED DEVELOPMENTS Page 14 • • w co NW 1 ST — 78 1302 FLAGLER ST 67 — 1924 25 SW 1 ST 143 20458,3 J. LEGEND -ONEWAY SW2 ST 95 680 �._........� can t idPa} OJECT- 1NTOWN VILLAGE MUSP «E FUTURE WITHOUT PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 8 Page 15 in town Village MUSP Traffic Impact Study • following procedure 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 7th Edition rates or formulas. • Gross vehicular trips were reduced by 1.6% based upon the use of the ITE trip rates (City of Miami's 1_4 vs. ITE's 1.2 perslveh). • Gross vehicular trips were reduced by 14.10% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 15% 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 sutntnary 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 TA.Z 755, 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 I 6 • • Exhibit 9 in Town Village PM Peak Hour Trip Generation Analysis • USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT ` TOTAL Trips % Trips Trips , High -Rise Condominium (Proposed) Office (Proposed) Speciality Retail (Proposed) Supermarket (Existing) 395 DU 34,000 SF 33,000 SF 15,146 SF 232 710 814 850 62% 18% 44% 51% 95 9 39 -107 38% 82% 56% 49% 55 42 50 -103 150 51 89 -210 GROSS VEHICLE TRIPS I 7% 36 9% 44 I 500 Vehicle Occupancy Adjustment @ 16,00% of Gross External Trips Transit Trip Reduction @ 20,00°10 of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (1) (2) (3) 7% 7% 7% -6 -7 -4 9% 9°/0 9% -7 -9 -4 80 100 50 NET EXTERNAL VEHICLE TRIPS 7% 19 9% 24 270 I 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 7% 7% 27 10 9% 9% 33 12 378 140 Net External Person Trips (vehicles and transit modes) 7% 37 9% 46 518 I 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I.. 7% 5 I 9% 6 I 70 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1,2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 5 in town Village MUSP Traffic impact Study • • Exhibit 10 Cardinal Distribution of Trips TAZ 755 Cardinal Direction Distribution TAZ 755 NNE ENE ESE SSE SSW WSW WNW NNW Total 14.05% 15.56c%c 7.54% 2.52% 7.05% 18.64c/c 16.2cic 18.41 c%c 100% Page !s w Q m U) NW 1 ST ttt Q 0) N.T.S. o L-- FLAGLER ST 45Z (107.) ------- ((0/-) O'071 14 IO%- O 1. - C2 ).-- !757) �1 3 o :n (35Z) — ....}-- 207. SW 1ST rro%) L (roz) 157_-....� 1 o LEGEND 111+ SW2ST f/G%r r- `0\'- t .+ -ONWAY #N - XX% OUT - (XX%) fa) PROJECT. INTOWN VILLAGE MUSP TITLE PROJECT VEHICULAR TRIP ASSIGNMENT EXHIBIT No. 11 Page 19 Intown Village MUST' Traffic impact Study • 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the committed development and background growth person -trips to obtain the total year 2007 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 2005 existing traffic to get the total year 2007 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 and a matrix showing the committed development and project trip distribution are provided in Appendix D. Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions intersection S/U LOS Future Without Project L()S Future with Project Flagler Street / SW 7 Avenue U B / F1 B / F' Hagler Street / SW 8 Avenue S C E C SW 1 Street I SW 7 Avenue U S A/ C' A I C' SW 1 Street / SW 8 Avenue B j B Source: DPA U= unsi tnalized S— signalized. ( 1) ;4lajorIM nor Street Los Page 20 • • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) (f) (g) (h) (i) il) Existing Yr 2008 Committed 2008 Total Future Future wlout Proj Project Total Future Future with Proj Corridor Dir Pers-Trip Bkg. Development Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Volumes Pers-Trip Pers-Trip Volumes Capacity vlc LOS Volume Volumes Capacity vie LOS From To 2.5% (b)+(c) (d)/(f) (d)+(h) WI(j) 2 [1] [2) [3] [4) 151 [3] [4) West 8 Avenue NW 7 Street SW 8 Street NB 394 414 15 429 1326 0.32 C 14 443 1326 0.33 C SB 439 461 17 477 1326 0.36 D 15 492 1326 0.37 D Flagler Street South River Drive SW 12 Street EB 246 258 24 282 2370 0.12 C 33 315 2370 0.13 C WB 1685 1770 166 1937 5106 0.38 C 21 1958 5106 0.38 C SW 1 Street South River Drive SW 12 Street EB 850 893 77 970 5903 0.16 C 10 980 5903 0,17 C Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 2007 Background Person Trip Volume is derived by applying a 2.5% growth factor to the existing person -trip volume [3] The Total Future Peak Hour Person Trip Capacity was obtained by adding all modes of transporatation (Exhibit 5, column [4] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [5] Project Person Trip Volumes are derived from Trip Generation Analysis ) 1 N.T.S. NW 1 ST 8 (26) FLAGLER ST 35 35 (25) 8 .... (51 12 (227 8 (ra) /5• SW 1 ST (3) 2£ (12) 12 LEGEND - oNEWAY XX - Proposed IN 77 OUT 8fl (XX) Existing OUT 56 (.5) SW2ST t,1, 5 ..!--- PRO}£0. INTOWN VILLAGE MUSP PROJECT PM PEAK HOUR VEHICULAR VOLUMES • • 111 2 Q co c NW 1 ST N.T.5. 86 f 1310 FLAGLER ST _�..�... r494 zs .. 57 /432 25 N 0.4 /2 8 168 I5 SW 1 ST 9 } Do 2 �31 2.16 572 . 13! ....-.._1. I ti In LEGEND - ONEWAY SW 2 ST 83 Ln 1 PROJECT_ INTOWN VILLAGE MUSP r; rLE FUTURE WITH PROJECT PM PEAK HOUR VEHICULAR VOLUMES • Intown tillage AlUSP Trgfc Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of intown Village was performed in accordance with the approved methodology submitted to the city. Analysis of future (200'7) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed_ A traffic control measures plan has been developed for this project. The plan is included in Appendix F. anusp reporF_sep1O3.doc Page 24 • • • Appendix A Approved Transportation Methodology Site Plan DAVID PLUMMER & ASSOCIATES, INC. . TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL. To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa Intown Village - #05186 Miranda Biogg, Lilia Medina, Eli Drerser, Robert Behar, file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 August 18, 2005 3 page(s), including cover REVISED Little Havana Associates. LLC is pursuing City of Miami approvals for a residential project located on West Flagler Street between W 7th and W 8`h Avenues in Miami, Florida. The project consists of approximately 400 residential dwelling units and supporting retail space. The subject site is located outside the limits of the Downtown Miami Area -wide DRI. The study area has been defined as South River Drive to the north, SW 8th Street south, the Miami River the east and SW 12th Avenue to the west. 0This will serve as our methodology for the subject MUSP traffic impact study. Turning movement traffic counts will be collected during the PM (4:00-6:00) peak period at three major intersections in the immediate project vicinity. 1. Flagler Street /SW 7`h Avenue 2. Flagler Street / SW 8`I' Avenue (signalized) 3. SW ls` Street 1 SW 7th Avenue 4. SW 1" Street/ SW 8`h Avenue (signalized) In addition to these intersections, we will analyze the project driveway(s). X Segment traffle volumes will be collected as 24 hour machine counts at the following locations: 1. W 8`h Avenue between NW 71h Street and SW 8` ' Street 2. Flagler Street between South River Drive and SW 12`h Street 3. SW 1s` Street between South River Drive and Sw 12th Avenue X Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. X The two-way conversion of Flagler Street within the CBD will be considered. X Raw traffic counts will be adjusted to peak season (for the peak hour period). X The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. 0 1750 PONCE DE LEON BOULEVARD CORAL GABLES. FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.c0m X Existing and future traffic conditions for the project area corridors will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. X Corridor capacity will be estimated using generalized vehicular capacities {converted to person -trips) from the FDOT LOS Manual, or other acceptable equivalent. X Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure: 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 1TE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction. 5. Establish the net external vehicle trips. 6. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1-4 persons per vehicle pursuant to City standards. S. Add together the project net external person -trips for the vehicle and transit modes, X .Background Traffic. A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. X Committed Developments. Will be based on the July 2005 list of relevant projects provided by the city. Only projects that are approved and are either under construction or about to break ground will be included (see Attachment A). Committed development trips will also be converted to person -trips based on the methodology described above. X Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will be performed at the three study intersections and the proposed project driveway(s). X Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Orsanizatian. Normal traffic patterns will also be considered when assigning project trips. X Per Section 14.182d of the City of Miami Code, a Transportation Control Measures Plan will be included in the report. If you have any questions you can contact me at (305) 447-0900. traffic _meth _fax _revise d (3)_doc • 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplurnmer.com • • • Appendix B Traffic Counts & Signal Timings • Raw Traffic Counts • • WEST FLAGLER STREET & SW 7TH AVENUE MIAMI, FLORIDA COUNTED BY: ANGEL RIVERA gill SIGNALIZED, NORTHBOUND STOP SW 7TH AVENUE From North TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050229 Start Date: 09/01/05 File I.D. : FLAG7AVE Page : 1 Peds Right Thru Left Date 09/01/05 16:00 26 0 16:15 30 0 16:30 21 0 16:45 18 0 As Total 97 0 17:00 29 0 17:15 16 0 17:30 22 0 17:45 16 0 Kr Total 83 0 0 0 0 1 a i 0 I 0 'WEST FLAGLER STREET 'From East I SW 7TH AVENUE (From South Peds Right Thru Left 1 Peds Right Thru WEST FLAGLER STREET 'From West Lett I Beds Right Thru Left [ Total Vehicle O 9 7 241 0 4 12 8 27 1 3 0 40 7 1 342 O I 5 10 266 0 14 11 5 24 1 8 0 33 4 i 353 O 1 9 19 262 0 6 10 4 15 I 1 0 30 3 343 0 1 4 24 291 0 1 6 5 8 21 ] 2 0 33 4 1 386 0 1 27 60 1060 0 1 30 38 25 67 ' 14 0 136 18 ' 1424 O ' 10 14 336 0 ' 7 9 15 31 ' 2 0 21 3 1 429 O ' 10 12 345 0 [ 10 7 12 23 ' 0 0 36 5 € 440 O ' 12 13 312 0 ; 5 9 9 29 ' 9 0 39 6 { 417 O 1 16 8 243 1 1 4 7 4 26 1 12 0 40 11 1 340 O 1 48 47 1236 1 1 26 32 40 109 I 23 0 136 25 i 1626 *TOTAL* 180 • • 0 0 75 107 2296 1 1 56 70 65 196 37 272 43 1 3050 WEST FLAGLER STREET & SW 7TH AVENUE MIANt, FLORIDA COUNTED BY: ANGEL RIVERA 0 SIGNALIZED, NORTHBOUND STOP TRAFFIC SURVEY SPECIALISTS, INC_ 624 nAPDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4361 ALL VEHICLES & PEDS Site Code 00050229 Start Date: 09/01/05 File I.D. FLAO7AVE Page : 2 SW 7TH AVENUE iWEST FLAGLER STREET 1SW 7TH AVENUE 1WEST FLAGLER STREET From North 1From East 'From South iFrom West 1 I Vehicle Peds Right Thru Left 1 Peds Right Thru Left 1 Peds Right Thru Left 1 Peds Right Thru Left 1 Total Date 09/01/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/02/05 Peak start 16:45 1 16:45 1 16:45 1 16:45 Volume - 0 I 0 0 - 63 1284 0 - 30 44 104 1 0 129 18 Percent - 0% 08 05 - 98 955 08 i - 175 25% 58% 1 0% 886 125 Pk total 0 [ 1347 178 1 147 Highest 16:00 1 17:15 17:00 17:3D Volume 0 0 0 I - 12 345 0 9 15 31 1 0 39 6 1 Hi total 0 1 357 1 55 1 45 PHF _0 1 -94 1 .81 I .82 85 85 WEST FLAGLER STREET 104 1,284 1,388 0 18 18 129 0 0 SW 7TH AVENUE 0 0 0 0 0 129 147 0 13 • 13 125 18 44 63 125 • ALL VEHICLES & PEDS 1,535 1,506 Intersection Total 1,672 178 36 36 63 63 1,347 1,284 1 178 0 • 104 • 44 0 0 0 104 44 SW 7TH AVENUE • 1,284 0 0 0 159 129 30 WEST FLAGLER STREET 30 30 28 28 FRom PHONE NO. Sep, 02 2005 12:33PM P3 inommulitow- vvkiik‘m%4 1F .oftc1A co -Ito -IT -Woe (-6112.0o Ei062:11ite7— tAo•Ts*tVeWie44 1\br+ TRAFFIC SURVEY SPECIALISTS, INC. WEST FLAGLER STREET & SW 8T11 AVENUE 624 GARDENIA TERRACE Site Code : 00050229 MIAMI, FLORIDA DELRAY BRACE, FLORIDA 33444 Start Date: 09/01/05 COUNTED NY: ISIDRO GONZALEZ (561) 272-3255 FAX (561) 272-4381 File I.D, : FLAGS/WE LIZED Page : 1 ALL VEN/CLES 6 PEDS SW 8TH AVENUE ;WEST FLAGLER STREET SSW 8TH AVENUE (WEST FLAGLER STREET l From North IFrom Eaet 'From South tFrom West E Vehicle Peds Right Thru Left Peds Right Thru Left 1 Peds Right Thru Left j Peds Right Thru Left ! Total Date 09/01/05 16:00 7 11 20 15 1 7 18 240 21 ! 5 11 35 51 1 2 7 23 4 } 456 16:15 9 18 16 11 j 10 19 254 23 9 8 33 62 3 4 20 2 # 470 16:30 3 19 25 11 1 12 17 241 26 6 2 31 58 1 12 1 16 8 I 455 16:45 4 20 16 12 1 11 23 266 16 8 9 32 38 6 6 17 5 I 460 Fax Total 23 68 77 49 ( 40 77 1001 86 28 30 131 209 j 23 18 76 19 ( 1841 17:00 10 7 14 5 1 9 18 329 16 J 6 6 42 56 4 6 13 4 k 516 17:15 9 16 19 12 ] 6 15 327 18 t 3 4 46 46 1 8 1 24 8 I 536 17:30 6 21 26 16 10 19 296 16 1 I 7 46 75 1 5 16 7 1 550 17:45 4 8 23 17 € 8 19 238 25 1 6 8 37 49 1 7 30 5 I 466 Er Total 29 52 82 50 1 33 71 1190 75 I 16 25 171 226 14 19 83 24 I 2068 *TOTAL* 52 120 159 99 73 148 2191 161 1 44 55 302 435 i 37 37 159 43 I 3909 • • WEST FLAGLER STREET & SW 8TH AVENUE MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ •RLI ZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX {561} 272-4381 ALL VEHICLES & PEDS Site Code _ 00 Start Date: 09 File I.D. : FL Page : 2 SW 8TH AVENUE !WEST FLAMER STREET 1SW 8TH AVENUE (WEST FLAGLER STREET From North 'From East 'From South CFrom West 1 1 j Vehicle Peds Right Thru Left 1 Peds Right Thru Left Peds Right Thru Left 1 Peds Right Thru Left 1 Total Date 09/01/05 -- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/01/05 Peak start 16:45 1 16:45 16:45 16:45 Volume 64 75 45 - 75 1218 66 - 26 166 215 1 18 70 24 Percent - 351 411 241 - 6* 901 5% 6% 411 53% 1 164 621 211 Pk total 184 - 1 1359 407 1 112 Highest /7:30 17:00 17:30 17:15 Volume - 21 26 16 - 18 329 16 7 46 75 1 1 24 8 Hi total 63 363 128 1 33 PfIF .73 1 .94 .79 1 .85 SW 8TH AVENUE 29 64 75 29 64 75 184 WEST FLAGLER STREET 0215 1,218 1,497 64 24 24 70 45 45 70 112 18 18 19 • 19 449 J 24 166 75 265 ALL VEHICLES & PEDS 1,609 1,500 Intersection Total 2,062 566 r 66 215 75 18 159 215 SW 8TH AVENUE 36 36 75 75 1,359 1,218 407 • 166 166 1,218 66 66 45 141 70 26 WEST FLAGLER STREET 26 18 26 18 FROM PHONE NO. Sep. 02 2005 12:35PM P1 • k • \hiti w: ; (St MIAVAt-Fi-oficA Septer&ber oi rzoo5 cl,a esovatlez- Gi3nzaiwcf • Nior4- SW 1ST STREET & SW 7TH AVENUE MIAMI, FLORIDA COUNTED BY: JR SIGNALIZED, NORTHBOUND STOP 0 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 SW 7TH AVENUE 1SW 1ST STREET From North ;From East Peds Right Thru Left j Peda Right Date 09/01/05 ALL VEHIC hFS & PEDS Site Code : 00050229 Start Dater 09/01/05 File I.A. : 1ST_7AVE Page : 1 ESW 7TH AVENUE j5W 1ST STREET [From South [From West [ I Vehicle Thru Left Peda Right Thru Left ] Peds Right Thru Left [ Total 16 04 4 0 0 0 j 3 0 0 0 I 6 7 25 0 6 0 121 23 176 16:15 4 0 0 0 j 4 0 0 0 3 13 24 0 1 0 141 19 j 197 16.30 0 Q 0 tl f 3 0 0 0 j 4 14 11 0 1 2 0 132 20 [ 177 16:45 4 0 0 6[ 5 0 0 0 I 1 15 13 0 I 0 0 150 20 I 198 Er Total 12 0 0 0 j 15 0 0 0 14 49 73 0 j 9 0 544 82 j 748 17:04 3 0 8 0� 4 0 0 0 3 18 25 0 I 3 0 143 27 1 213 17:15 10 0 0 0 k 1 0 6 0 1 11 23 0 J 2 0 171 19 I 224 17:30 8 0 0 0[ 2 0 0 0 I 3 15 23 0 1 3 0 136 22 j 196 17:45 4 0 0 0, 7 0 0 0 I 3 14 23 0] 2 0 143 11 j 191 Hr Total 25 0 0 0 j 14 0 0 0 i 10 58 94 0 10 0 593 79 j 824 *T0TAL+ 37 0 0 0 j 29 0 0 j 24 107 187 0 j 19 0 1137 161 j 1572 • SW 1ST STREET & SW 7TR AVENUE MIAMI, FLORIDA COUNTED BY: JR SIGNALIZED, NORTHBOUND STOP 41 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050229 Start Date: 09/01/05 File I.D. 1ST 7AVE Page : 2 SW 7TH AVENUE ISW 1ST STREET ISW 7TH AVENUE ISW 1ST STREET From North (From East From South }From west I } I vehicle Pads Right Thru Left I Peds Right Thru Left } Peds Right Thru Left 1 Peds Right Thru Left I Total Date 09/01/05 Peak hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 16:45 16:45 Volume - 0 0 0 1 - 0 0 0 Percent - 68 a% 0W 1 - 0% 08 0$ Pk total 0 1 0 Highest 16:00 16:00 Volume - 0 0 0 1 - 0 0 0 Hi total 0 i 0 PHF .0 i .0 25 25 SW 1ST STREET . 0 0 0 0 88 88 600 0 0 18:00 on 09/01/05 16:45 I 16:45 I 59 84 0 I 0 600 88 I - 419 599 09 I - 09 874 139 I 143 1 688 I 17:00 I 17:15 I - 18 25 0 I 0 171 19 I 43 I 190 I .83 I .91 I SW 7TH AVENUE 0 0 600 688 0 0 8 • 8 0 0 0 172 88 84 0 172 ALL VEHICLES & PEDS 688 659 Intersection Total 831 C 0 0 0 0 143 0 0 SW 7TH AVENUE 143 84 84 12 12 0 0 0 0 0 0 0 0 659 600 59 SW 1ST STREET 59 59 8 8 To %Trio 3 t II* '"` -0 tr ie.] a efi-c rn. ire r of , clfaLw fad j ciro 6ovizA Imo... • SW 1ST STREET & SW 8TH AVENUE MIAMI, FLORIDA COUNTED BY: KEITA MONEREAU �IZ6D TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code _ 00050229 Start Date: 09/01/05 File I.D. 1ST GAVE Page : 1 SW 8TH AVENUE ISW 1ST STREET ISW 8TH AVENUE I5W 1ST STREET From North IFrom East IFrom South 'From West I 1 Vehicle Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left I Peds Right Thru Left ( Total Date 09/01/05 16:00 3 0 32 4 19 0 0 0 3 16 60 0 4 38 101 53 j 304 16:15 1 0 24 2 12 1 1 0 6 11 82 5 8 27 118 45 316 16:30 5 0 35 8 23 0 0 0 2 11 58 0 6 28 109 34 J 283 16:45 1 0 28 513 0 0 0 1 1 7 57 0 7 19 135 41 1 292 lir Total 10 0 119 19 1 67 1 1 0 1 12 45 257 5 25 112 463 173 ! 1195 1.7:00 1 0 27 2 9 0 0 0 1 10 66 0 6 36 127 50 1 318 17:15 5 0 28 4 1 5 1 0 0 2 8 58 0 1 1 27 165 39 1 330 17:30 1 0 32 61 2 0 0 1 1 1 8 77 0 1 22 118 58 322 1745 3 0 33 5 4 0 0 0 2 6 55 0 1 4 38 119 42 1 298 Hr Total 10 0 120 17 j 20 1 0 1 1 6 32 256 0 1 12 123 529 189 1 1268 *TOTAL* 20 0 239 36 } 87 2 1 1 18 77 513 5 1 37 235 992 362 j 2463 • • SW 1ST STREET & SW 8TH AVENUE MIAMI, FLORIDA COUNTED BY: XEITH MONEREAU ,ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050229 Start Date: 09/01/05 File I.P. 1ST SAVE Page : 2 SW 8TH AVENUE I5w 1ST STREET ISW 8TH AVENUE ISW 1ST STREET From North 'From East IFrom South (Flom West I Vehicle Peds Right Thru Lett I Peds Right Thru Left I Peds Right Thru Left I Peds Right Thr:.z Left I Total Pate 09/01/05 Peak Hour Analysis Peak start 16:45 Volume Percent - Pk total 132 Highest 17:30 Volume - Hi total 38 PIRP .87 By Entire Intersection for 0 115 17 0% 87* 13% 0 32 6 8 8 the Period: 16:00 to 18:00 on 09/01/05 16:45 I 16:45 I 16:45 1 0 1 I - 33 258 0 I - 104 545 188 - 50% 0% 50% I - 11% 89% 0% i - 12% 65% 228 2 I 291 I 837 17:15 I 17:30 I 17:15 1 0 0 I 8 77 0 I 27 165 39 1 I 85 I 231 .50 I .86 i .91 SW 1ST STREET 0 0 0 0 188 188 545 SW 8TH AVENUE 0 115 17 0 115 17 132 579 545 837 104 104 15 • 15 188 258 1 447 ALL VEHICLES & PEDS 837 597 Intersection Total 1,262 1 115 104 220 511 0 0 SW 8TH AVENUE 29 29 1 2 0 291 1 0 1 17 595 545 33 SW 1ST STREET 258 33 258 33 5 5 FROM PHONE 11O. : Sep. 02 2005 I2:35PM P2 \V ets0 K e t imilksoekki Wte hero .l2va .a • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 4111 Volume Report with 24 Hour Totals Page 1 ****************************************************************************** Data File : D0901011.PRN Station : 000000082906 Identification : 000110252127 Start date : Sep 1, 05 Stop date : Sep 1, 05 City/Town : Miami, Florida Location : SW 8 Street South of SW 1 Street ************************x***************************************************** Sep 1 Southbound Volume for Lane 1 Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade End Time 00 01 02 03 04 05 06 15 6 1 3 3 1 11 18 30 5 1 2 1 2 7 22 45 7 1 6 3 2 9 28 00 7 3 2 2 5 10 41 07 42 42 66 53 Hr Total 25 6 13 9 10 37 109 203 08 49 65 82 49 09 10 11 51 32 61 30 48 36 34 47 47 30 64 47 245 145 191 191 End Time 12 13 14 15 15 66 51 41 55 72 30 52 50 46 62 75 45 53 52 50 53 60 00 43 58 35 52 57 16 17 18 19 20 21 22 23 65 65 58 57 34 27 11 67 57 55 47 24 36 9 64 55 44 34 27 24 14 77 50 43 36 27 18 14 Total 214 211 172 222 264 273 227 200 174 112 105 48 4111 Ho ur Total : 3406 AM peak hour begins : 07:45 AM peak volume : 249 Peak hour factor : 0.76 PM peak hour begins : 17:00 PM peak volume : 273 Peak hour factor : 0.89 ******************************************************************************* Sep 1 Northbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 2 - 3 __-8 --�6 -- 4 _--4 36 54 53 67 62 59 30 0 3 7 4 2 12 41 61 80 60 76 75 45 1 1 7 7 3 9 43 64 100 49 53 63 00 1 3 6 1 8 24 37 67 64 66 57 75 Hr Total 4 10 28 18 17 49 157 246 297 242 248 272 End Time 12 13 14 15 16 17 18 19 20 21 22 23 -- 15 67 76 78 71 90 81 73 68 59 48 32 19 30 79 76 62 80 74 87 66 58 43 34 24 18 45 67 69 65 91 69 75 51 57 42 31 19 20 00 71 74 73 75 69 64 59 52 43 30 19 9 Hr Total 284 295 278 317 302 307 249 235 187 143 94 66 24 Hour Total : 4345 AM peak hour begins : 08:15 AM peak volume : 311 Peak hour factor : 0.78 PM peak hour begins : 15:15 PM peak volume : 336 Peak hour factor : 0.92 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace 410 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D0901011.PRN Station : 000000082906 Identification : 000110252127 Interval : 15 minutes Start date : Sep 1, 05 Start time : 00:00 Stop date : Sep 1, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 8 Street South of SW 1 Street ******************************************************************************* Sep 1 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 - __15___ v--� ___4 __�� --_g �_-� --15 --5� -T96 102 118 94 120 30 5 4 9 5 4 19 63 103 145 90 124 111 45 8 2 13 10 5 18 71 130 182 83 100 110 00 8 6 8 3 13 34 78 120 113 96 121 122 Hr Total 29 16 41 27 27 86 266 449 542 387 439 463 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - 15-- 133 127 119 126 162 146 138 126 116 82 59 30 30 131 126 108 142 149 154 123 113 90 58 60 27 45 120 121 115 144 129 139 106 101 76 58 43 34 00 114 132 108 127 126 141 109 95 79 57 37 23 AT Total 498 506 450 539 566 580 476 435 361 255 199 114 1116 Hour Total : 7751 AM peak hour begins : 08:15 AM peak volume : 558 Peak hour factor : 0.77 PM peak hour begins : 15:30 PM peak volume : 582 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 1 11P***************************************************************************** Data File : D0901012.PRN Station : 000000082908 Identification : 000058410124 Interval : 15 minutes Start date : Sep 1, 05 Start time : 00:00 Stop date : Sep 1, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Flagler Street East of SW 8 Avenue ******************************************************************************* Sep 1 Westbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 34 12 11 7 4 19 51 111 149 111 161 167 30 29 7 11 7 10 26 70 106 149 160 155 150 45 21 11 18 5 8 45 86 137 143 142 164 154 00 21 14 12 11 11 39 109 153 129 129 167 168 Hr Total 105 44 52 30 33 129 316 507 570 542 647 639 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - - 15 192 134 216 204 -- 291 351 �232 140 106 99 80 54 30 185 195 175 231 254 326 213 113 115 37 80 39 45 215 140 183 263 278 306 154 111 97 88 58 29 00 181 202 164 253 286 267 153 88 84 91 54 45 - Total 773 671 738 951 1109 1250 752 �452 402 315 272 167 Total Hour Total : 11466 AM peak hour begins : 11:30 AM peak volume : 699 Peak hour factor : 0.81 PM peak hour begins : 16:45 PM peak volume : 1269 Peak hour factor : 0.90 ******************************************************************************* Sep 1 Eastbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 6 2 3 - - 0 - 2 - 6 14 32 66 47 32 40 30 9 2 3 1 5 6 22 53 65 34 40 35 45 4 3 1 1 4 9 37 51 52 38 34 39 00 5 1 1 2 4 12 38 84 47 40 43 39 Hr Total 24 8 8 4 15 33 111 220 230 159 149 153 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - - A 15 34 44 50 36 47 -- 0 32 29 14 11 15 10 30 45 37 37 37 39 43 28 27 17 70 6 9 45 42 55 40 37 20 41 32 23 21 14 11 11 00 53 44 43 30 0 51 23 21 12 7 9 5 - - Hr Total 174 180 170 140 106 �135 115 100 64 102 41 35 24 Hour Total : 2476 AM peak hour begins : 07:45 AM peak volume : 267 Peak hour factor : 0.79 PM peak hour begins : 12:45 PM peak volume : 189 Peak hour factor : 0.86 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 1011 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File Station Identification Start date Stop date City/Town Location : Flagler Street D0901012.PRN 000000082908 000058410124 Sep 1, 05 Sep 1, 05 Miami, Florida East of SW ******************************************************************************* Sep 1 Total Volume for All Lanes . 15 minutes 00:00 24:00 : Dade Interval Start time Stop time County 8 Avenue End Time 15 30 45 00 00 01 40 38 25 26 Hr Total 129 14 9 14 15 02 03 14 14 19 13 7 8 6 13 52 60 34 04 6 15 12 15 05 06 07 25 65 143 32 92 159 54 123 188 51 147 237 08 09 215 214 195 176 158 194 180 169 10 11 193 195 198 210 207 185 193 207 48 162 427 727 800 701 796 792 End Time 12 15 30 45 00 226 230 257 234 �TOt1 947 13 14 15 178 266 240 232 212 268 195 223 300 246 207 283 851 908 1091 16 17 18 19 338 351 264 169 293 369 241 140 298 347 186 134 286 318 176 109 1215 1385 867 552 20 21 120 132 118 96 466 110 107 102 98 417 22 23 95 86 69 63 313 64 48 40 50 202 our Total : 13942 AM peak hour begins : 07:45 AM peak volume : 861 PM peak hour begins : 17:00 PM peak volume : 1385 ******************************************************************************* • Peak hour factor Peak hour factor : 0,91 : 0.94 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 410***************************************************************************** Data File : D0901013.PRN Station : 000000082907 Identification : 000110252041 Interval : 15 minutes Start date : Sep 1, 05 Start time : 00:00 Stop date : Sep 1, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 1 Street East of SW 8 Avenue ******************************************************************************* Sep 1 Eastbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 20 8 4 4 4 16 79 161 249 182 30 20 8 6 8 5 26 114 237 240 209 45 18 9 7 10 13 43 171 252 261 190 00 12 6 7 10 10 47 167 277 239 190 Hr�Total. W70 31 24 32 32 132 531 927 989 771 181 176 162 180 162 157 150 171 699 640 End Time 12 13 14 15 16 17 18 19 20 21 22 23 --v15 130 144 132 162 129 156 154 110 72 59 64 47 30 145 166 151 158 125 168 125 90 83 77 63 33 45 157 160 144 135 143 143 112 103 83 77 59 33 00 177 150 137 142 151 145 108 76 69 77 44 34 T_W Total 609 620 564 597 548 612 499 379 307 290 230 147 1111 H our Total : 10280 AM peak hour begins : 07:45 AM peak volume : 1027 Peak hour factor : 0.93 PM peak hour begins : 12:45 PM peak volume : 647 Peak hour factor : 0.91 ******************************************************************************* Adjusted Traffic Counts • • • RAVIO PLtJMMER 8 ASSOCIATSS, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS In Town Village Project Number: Count Date: Day of Week: Thursday 05186 West Fla!ger Street and SW 7 Avenue 9/1/2005 Traffic Survey Specialist, Inc. SW 7 Avenue West Fla • ler Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L-T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 27 8 12 47 0 0 0 0 7 40 0 47 0 241 7 248 342 04:15 PM 04:30 PM 24 5 11 40 0 0 0 0 4 33 0 37 0 266 10 276 353 04:30 PM 04:45 PM 15 4 10 29 0 0 0 0 3 30 0 33 0 262 19 281 343 04:45 PM 05:00 PM 21 8 5 34 0 0 0 0 4 33 0 37 0 291 24 315 386 05'00 PM 05:15 PM 0 0 0 0 3 21 0 24 0 336 14 350 429 05:15 PM 05:30 PM 23 12 7 42 0 0 0 0 5 36 0 41 0 345 12 357 440 05:30 PM 05:45 PM 29 9 9 47 0 0 0 0 6 39 0 45 0 312 13 325 417 05.45 PM 06:00 PM 26 4 7 70 0 0 0 11 40 0 51 1 243 8 252 340 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS SW 7 Avenue West Flagler Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R r TOTAL 04.45 PM 05:45 PM 106 45 31 182 0 0 0 0 18 132 0 150 0 1310 64 1,374 1,705 PEAK HOUR PACTOR 0.81 N/A 0.72 0.94 0.95 Note: 2004 FOOT Seasonal Weekly Volume Factor = 1.02 tlagler st_7 ave.xls • • • DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS In Town Village Project Number: Count Date: Day of Week: Thursday 05186 West Flalger Street and SW 8 Avenue 9/1/2005 Traffic Survey Specialist, Inc. SW 8 Avenue West Fla ler Street TIME INTERVAL [ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R 1TOTAL L T R TOTAL L T R TOTAL T R TOTAL 04:00 PM 04:15 PM 51 35 11 97 15 20 11 46 4 23 7 34 21 240 18 279 456 04:15 PM 04:30 PM 62 33 8 103 11 16 18 45 2 20 4 26 23 FFF 254 19 296 470 04:30 PM 04:45 PM 58 31 2 91 11 25 19 55 8 16 1 25 26 f 241 17 284 455 04:45 PM 05:00 PM 38 32 9 79 12 16 20 48 5 17 6 28 16 If 266 23 305 460 05:00 PM 05:t5 PM 56 42 6 104 5 14 7 26 4 13 6 23 16 329 18 363 516 05:15 PM 05:30 PM 46 46 4 96 12 19 16 47 8 24 33 18 327 15 360 536 05:30 PM 05:45 PM 75 46 7 128 16 26 21 • 7 16 5 16 296 19 331 550 05:45 PM 0E:00 PM 49 37 8 94 17 23 8 : 5 30 7 42 25 238 19 282 466 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS SW 8 Avenue West Flagier Street GRAND) TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND L T R TOTAL L T R 1 TOTAL L T R TOTAL L T R TOTAL TOTAL 05:00 PM 06:00 PM 231 174 26 430 51 84 53 188 24 85 19 129 77 1214 72 1,363 2,109 PEAK HOUR FACTOR 0.82 0.73 0.75 0.92 0.94 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.02 flagier st..._$ ave. &1e • • • DAVID f' LUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS In Town Village SW 1 Street and SW 7 Avenue Traffic Survey Specialist, Inc. Project Number: 05186 Count Date: 9/1/2006 Day of Week: Thursday SW 1 Street •,•• ^.v MW SOUTHBO Ni EA DU a Y. r GRAN, TOTAL TIM INTERVAL NORTHBOUND L T R TOTAL L T R TOTAL L T R TOTAL 0400 PM 0415 PM 0 25 7 32 0 0 0 0 23 121 0 144 0 0 0 0 176 04:15 PM 04:30 PM 0 24 13 37 0 0 0 0 19 141 0 160 0 0 0 0 197 04:30 PM 04:45 PM 0 11 14 25 0 0 0 0 20 132 0 152 0 0 0 0 177 04:45 PM 05:00 PM 0 13 15 28 0 0 _ 0 0 20 150 0 170 0 0 0 0 0 198 05:00 PM 05:15 PM 0 25 18 43 0 0 0 0 27 143 0 170 0 0 0 0 213 05:15 PM 0530 PM 0 23 11 34 0 0 0 0 19 171 0 190 0 0 0 0 224 05:30 PM 05:45 PM 0 23 15 38 0 0 0 0 22 136 0 158 0 0 0 0 196 05:45 PM 06:00 PM 0 23 14 37 0 0 0 0 11 143 0 154 0 0 0 0 0 191 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS I7A W 1 Street aY venue SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL TIME INTERVAL NORTHBOUND TOTAL L r T R TOTAL L T R TOTAL L T R TOTAL L T R 86 T... 60 146 0 0 0 0 90 612 0 702 0 0 0 0 848 04:45 PM 05:45 PM 0 PEAK HOUR FACTOR 0.83 N/A 0.91 N/A 0.93 Note: 2004 FOOT Seasonal Weekly Volume Factor = 1.02 1 stmm7 ave.xls • • • DAVD PLUMMER & ASSOCIATES, 1NC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS In Town Village SW 1 Street and SW 8 Avenue Traffic Survey Specialist, Inc. Project Number: Count Date: Day of Week: 05186 9/112005 Thursday SW 8 Avenue SW1.. Street NORTHBOUND SOUTHBOUND EASTBOUND 1 WESTBOUND GRAND TOTAL TIME INTERVAL ® IOTA L T R TOTAL] R tOTAL L T R TOTAL 0 36 53 101 38 192 0 0 0 0 304 04:00 PM 04;15 PM 0 60 16 76 4 32 04:15 PM 04:30 PM 5 82 11 98 2 24 0 26 45 118 27 190 0 1 1 2 316 04:30 PM 04:45 PM 0 58 11 69 8 35 0 43 34 109 28 171 0 0 0 0 283 04:45 PM 05 DO PM 0 7 64 5 28 0 33 41 135 19 195 0 0 0 0 292 05:00 PM 06:15 PM 0 76 2 27 0 29 50 127 36 213 0 0 0 0 318 05;15 PM 05:30 PM 0 8 66 4 28 0 32 39 165 27 231 0 0 1 1 330 PM 05:45 PM 0 77 8 85 6 32 0 38 58 118 22 198 1 0 0 1 322 05:30 05:45 PM 06:00 PM • 55 6 61 r-.... 5 33 0 38 42 119 38 199 0 0 0 v0 298 TIME INTERVAL 05:00 PM 06:00 P PEAK HOUR FACTO PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NORTHBOUND T R TOTAL SOUTHBOUND Note, 2004 FDOT Seasonal Weekly Volume Factor = 1.02 TOTAL TOTAL ©Q TOTAL GRAND TOTAL 1 st_8 ave.xls • • • DAV4J PLUMMER 8 ASSOCIATES, NC, 24-HOURCOUNTS Project Name: In Town Village Location: SW 8 Avenue South of SW 1 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND lst 1/4 2nd 1/4 3rd 114 4th 1/411TOTAL 12:00 AM 6 5 7 7 25 G1:03AM 1 1 1 3 6 02:00 AM 3 2 6 2 13 03:00 AM 3 1 3 2 9 04:00 AM 1 2 2 5 10 05:00 AM 11 7 9 10 37 06:00 AM 18 22 28 41 109 07:00 AM 42 42 66 53 203 08:00 AM 49 65 82 49 245 09:00 AM 51 30 34 30 145 10:00 AM 32 48 47 64 191 11:00AM 61 36 47 47 191 12:00 PM 66 52 53 43 214 01:00 PM 51 50 52 58 231 02:00 PM 41 46 50 35 172 33:00 PM 55 62 53 52 222 04:00 PM 72 75 60 57 264 05:00 PM 65 67 64 77 273 05:00 PM 65 57 55 50 227 07:00 PM 58 55 44 43 200 08:00 PM 57 47 34 36 174 09:00 PM 34 24 27 27 112 1(100 PM 27 36 24 18 105 11:40 PM 11 9 14 14 48 124-HOUR TOTAL 3,406 AM Peak Hoar: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGON TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 2 0 1 1 4 01:00 AM 3 3 1 3 10 02:00 AM 8 7 7 6 28 03:00 AM 6 4 7 1 18 04:00 AM 4 2 3 8 17 05O0 AM 4 12 9 24 49 061Oa AM 36 41 43 37 157 0700AM 54 61 64 67 246 48:0O AM 53 80 100 64 297 09:00 AM 67 60 49 66 242 10:00 AM 62 76 53 57 248 11:00AM 59 75 63 75 272 12:00 PM 67 79 67 71 284 01:00PM 76 76 69 74 295 02:00 PM 78 62 65 73 278 03:00 PM 71 80 91 75 317 04:00 PM 90 74 69 69 302 05:00 PM 81 87 75 64 307 06:00 PM 73 66 51 59 249 07:00 PM 68 58 57 52 235 08:O0PM 59 43 42 43 187 09:OO PM 48 34 31 30 143 10:00 PM 32 24 19 19 94 11:O0PM 19 18 20 9 66 [24-HOUR TOTAL 4,345 DAILY TRAFFIC COUNT SUMMARY Time. 07.45 AM Volume. 249 Time. 05:00 PM Volume: 273 AM Peak Hour: PM Peak Hour: # 05186 9/1/2005 TWO-WAY TOTAL 29 16 41 27 27 86 266 449 542 387 439 463 498 506 450 539 566 580 476 435 361 255 199 • 114 7,761 AM Peak Hour: Time: 08:15 AM Volume: 311 PM Peak Hour- Tiree: 03:15 PM Volume: 336 NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 08.15 AM 7.2% 557% S8 03:34 PM 7.54.E 56.7% 68 Volume: 558 PHF: 0.77 Volume: 582 PHF: 0.90 8 ave__,south _1 sf xls • DAVID PLUMMER & ASSOCIATES, INC. 24-HOUR COUNTS Project Name: In Town Village Location: Flagler Street East of SW 8 Avenue Observer: Traffic Survey Specialists, Inc. BEGIN TIME I1st EASTBOUND 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:60 AM 6 9 4 5 01:00AM 2 2 3 1 02:00 AM 3 3 1 1 03:00 AM 0 1 1 04:OD AM 2 5 4 4 15 05:00 AM 6 6 9 12 33 06:00 AM 14 22 37 38 111 07:00 AM 32 53 51 84 220 08 GO AM 66 65 52 47 230 09 00 AM 47 34 38 40 159 ..0:00 AM 32 40 34 43 149 11:00 AM 40 35 39 39 153 12:00 PM 34 45 42 53 174 01:00 PM 44 37 55 44 180 02:OOP M 50 37 40 43 170 03:00 PM 36 37 37 30 140 04:00 PM 47 39 20 0 106 05.00 PM 0 43 41 51 135 Ds:ao PM 32 28 32 23 115 07:00 PM 29 27 23 21 100 08:00 PM 14 17 21 12 64 00:00 PM 11 70 14 7 102 10:00PM 15 6 11 9 41 11:00 PM 10 9 11 5 35 [24-HOUR TOTAL 2,476 AM Peak Hour, PM Peak Hour, EASTBOUND Project No.: Count Date: BEGIN WESTBOUND TIME lst 114 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 1260AM 34 29 21 21 105 01:00AM 12 7 11 14 44 (22:00 AM 11 11 18 12 52 03:00 AM 7 7 5 11 30 04OOAM 4 10 8 11 33 05:00 AM 19 26 45 39 129 06:00 AM 51 70 86 109 316 07:00 AM 111 106 137 153 507 08:00 AM 149 149 143 129 570 09:00 AM 111 160 142 129 542 10:00AM 161 155 164 167 647 11:0D AM 167 150 154 168 639 12:00 PM 192 185 215 181 773 01:00 PM 134 195 140 202 671 02:00 PM 216 175 183 164 738 03:00 PM 204 231 263 253 951 34:00 PM 291 254 278 286 1.109 05:00 PM 351 326 306 267 1,250 06:00 PM 232 213 154 153 752 07:00 PM 140 113 111 88 452 08:00 PM 106 115 97 84 402 090,0 PM 99 37 88 91 315 15 00 PM 80 80 58 54 272 11 :DO PM 54 39 29 45 167 124-HOUR TOTAL 11,466 DAILY TRAFFIC COUNT SUMMARY Tirre_ 07:45 AM Volume: 267 Time: 12:45 PM Volume: 180 AM Peak Hour: PM Peak Hour: # 05186 9/1 /2005 TWO-WAY TOTAL 129 52 60 34 48 162 427 727 800 701 L 796 792 947 851 908 1,091 1,215 1,385 867 552 466 417 313 202 13,942 AM Peak Hour Time: 11:45 AM Volume, 76C PM Peak Hour: Time: 04:45 PM Volume: 1,259 EASTBOUND AND WESTBOUND Time: K-tactor: D-factor: Time: K-factor: D-tactor: 11:45 AM 82.6% WB 05:26 PM 9.9% 90.3% We Vokime: 920 PHF: 0.89 Volume: 1,385 PHF: 0.94 Hagler st_east _8 ave.xls • • DAVI4 PUJMMEr1 a ASSOCIATES. INC. Project Name: Location: Observer: 24-HOUR COUNTS In Town village SW 1 Street East of SW 8 Avenue Traffic Survey Specialists, Inc. BEGIN EASTBOUND TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 20 20 18 12 70 01:00ANT 8 8 9 6 31 02:00 AM 4 6 7 7 24 03:00 AM 4 3 10 10 32 04:00 AM 4 5 13 10 32 05:00 AM 16 26 43 47 132 06700 AM 79 114 171 167 531 07.00 AM 161 237 252 277 927 08:00 AM 249 240 261 239 989 09:00AM 182 209 190 190 771 10:00 AM 181 176 162 180 699 11:00 AM 162 157 150 171 640 12:00PM 130 145 157 177 609 01.00PM 144 166 160 150 620 0200 PM 132 151 144 137 564 03.00PM 162 158 135 142 597 04:00 PM 129 125 143 151 548 05:00 PM 156 168 143 145 - 612 06:00PM 154 125 112 108 499 07:00 PM 110 90 103 76 379 08:00 PM ' 72 83 83 69 307 09:00 PM 59 77 77 77 290 10:00 PM 64 63 59 44 230 11 :00 PM 47 33 33 34 j 147 1124-HOUR TOTAL 10,280 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN ( WESTBOUND TIME 1st 1/4 2nd 114 3rd 1/4 4th 1/41 TOTAL 12:00 AM 0 0 0 0 0 01 :00 AM i 0 0 0 0 0 1 02:00 AM 0 0 0 0 0 03:00 AM 0 0 0 0 0 04:00 AM I 0 0 0 0 0 05:00 AM 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00 AM 0 0 0 0 0 08.00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00 AM 0 0 0 0 0 1100 AM 0 0 0 0 0 12:00 PM 0 0 0 0 0 01:00 PM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:00 PM 0 0 0 0 0 04:00PM 0 0 0 0 0 05:00 PM 0 0 0 0 0 06:00 PM 0 0 0 0 0 07:00 PM 0 0 0 0 0 08:00PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:OOPM 0 0 0 0 0 11:00 PM 0 0 0 0 0 24-HOUR TOTAL 0 DAILY TRAFFIC COUNT SUMMARY Time: 07:45 AM Volume: 1,027 Time: 12:45 PM Volume: 647 AM Peak Hour: PM Peak Hour: # 05186 9/112005 TWO-WAY TOTAL 70 31 24 32 32 132 531 927 989 771 699 640 609 620 564 597 548 612 499 379 307 290 230 147 10,280 AM Peak Hour. Time: 12:00 AM Volume: 0 PM Peak Hour. Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: 1f-factor. D-factor: Time: K-tactor: D-factor: 07:45 AM 10.0 % 100.0% EB 12-45 PM 6.3% 100.0% EB Volume: 1.027 PHF: 0.93 Volume: 647 PHF- 0.91 1 s1_easi_8 ave.xls • Signal Timings • • • • • Signal Timings PATTERN SCHEDULE FOR 2219 SW 8 AVE & 1 ST TIME PT OFF E1 F Y NSW F G Y MIN: 11 8 10 1 0 22 66 52 8 4 7 10 5 4 230 21 66 52 8 4 7 10 5 4 600 1 66 52 8 4 7 10 5 4 700 5 77 48 8 4 7 10 19 4 730 4 77 48 8 4 7 10 19 4 900 2 75 52 8 4 7 10 5 4 930 1 66 52 8 4 7 10 5 4 1100 6 83 38 8 4 7 10 29 4 1330 9 83 38 8 4 7 10 29 4 1400 12 66 52 8 4 7 10 5 4 1530 3 61 52 8 4 7 10 5 4 1530 3 61 52 8 4 7 10 5 4 1800 1 65 52 8 4 7 10 5 4 2330 20 66 52 8 4 7 10 5 4 PATTERN SCHEDULE FOR 2197 FLAGLER ST & 1 8 AVE TIME PT OFF EWW 0 Y NL Y NSW F G Y Mill: 12 8 6 14 1 0 22 68 35 8 4 10 3 7 14 5 4 230 21 68 35 8 4 10 3 7 14 5 4 600 1 68 35 8 4 10 3 7 14 5 4 700 5 77 47 8 4 11 3 7 14 2 4 730 4 77 47 8 4 11 3 7 14 2 4 900 2 77 35 8 4 10 3 7 14 5 4 930 1 68 35 8 4 10 3 7 14 5 4 1100 6 79 32 8 4 10 3 7 14 18 4 1330 9 79 32 8 4 10 3 7 14 18 4 1400 12 68 35 8 4 10 3 7 14 5 4 1530 3 63 35 8 4 10 3 7 14 5 4 1600 7 105 50 8 4 12 3 7 14 18 4 1800 1 68 35 8 4 10 3 7 14 5 4 2330 20 68 35 8 4 10 3 7 14 5 4 FOR DAY # 4 (SECTION 69) S Y M CYC 90LATE NIG 6 90LATE NIG 90I0N 69 100AM PEAK 100AM PEAK 90POST AM 9010N 69 100N00N 100EARLYAF 9 OAFT SCH 90PRE PM P 90PRE PM P 9010N 69 900ARLY NI FOR DAY # 4 (SECTION 69) S Y M CYC 90LATE NIG 6 90LATE NIG 9010N 69 100AM PEAK 100AM PEAK 90PCST AM 9010N 69 100NOON 100EARLY AF 90AFT SCH 90PRE PM P 120PM PEAK 901©N 69 90EARLY NI 0 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 HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided Level of Service A B C D 100 34€) 670 950 1.060 1,720 2.500 3.230 1,600 2,590 3,740 4.840 E 1.300 3.670 5.500 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mite) Level of Service Lanes Divided A 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 L 890 *** r** *** Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divined A B C D E 1 Undivided 2 Divided 3 Divided 4 Divided ** ** ** 100 220 340 440 590 810 1,360 1.710 2.110 2.570 2,790 3.330 850 1,800 2.710 3,500 Class III (snore than 4.5 signalized intersections per mile and not 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 ** 280 650 1,020 1,350 ** ** D 660 1.510 2.330 3.070 E 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 Scrvice B C D 270 720 650 1,580 1,000 2.390 1.350 3,130 E 780 1.660 2,490 3,250 FREEWAYS Interchange spacing > 2 mi. ap Level of Service Lanes A B C D E 2 1.270 2,110 2,940 3,580 3,980 3 1,970 3,260 4,550 5,530 6,15€) 4 5 6 2,660 3.360 4,050 4,410 5,560 6,710 Interchange spacing < 2 mi. apart Lanes 2 3 4 5 6 A 1,130 1.780 2,340 3,080 3,730 6,150 7,760 9,360 Level of Service I3 1,840 2,890 3,940 4,990 6040 7,480 9.440 11.390 C D 2.660 3,440 4.180 5,410 5,700 7,380 7,220 9,340 8.740 11,310 8,320 10,480 12,650 E 3.910 6,150 8,380 10,620 12,850 Lanes Divided 1 Undivided Divided 3 Divided Lanes Divided I Undivided 2 Divided NON -STATE ROADWAYS Major City:County Roadways Level of Service A B C D ** ** .* '* 480 76(1 1.120 1.620 4740 2.450 810 1,720 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D E "* *" 250 530 660 ** * 580 1,140 1,320 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 5.0-84 85-100% A B ** +* 160 130 380 Level of Service C 170 210 >380 D 720 >2I0 *** E >720 *** *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 41) 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 0-495i 50-84% 85-100% Sidewalk C.ovcrage 0-84% 85-100% A ** ** ** B 120 Level of Service C 1) ** 330 520 590 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A * *>5 >4 >6 >4 :,3 D >3 2 810 990 *4* E >2 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 Irtap:'Iwww11.myflorida.eonvplanningiisystemslsntllos default.htrn 02,'22/02 ARTERIALINON-STATE ROADWAY ADJUSTMENTS DIVIDED.:U DIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes 1 Divided Yes Undivided No Multi Undivided Yes Multi Undivided No Adjustment Factors 55u/o -20% -5% -25% ONE WAY FACILITIES Increase corresponding volume 20% 'This table does not censtinrte a standard and should he eserr only or aenerai pizr:ning applications. The computer models from which rtris table is derived should be used for more specific planning appk a. s_ The cable and deriving computer trodets should co! be use: €or corridor or intersection design, where more refined teclmiyucs soils. Values shown are hourly ,iirecrionai volumes for levels of service and are for the autonsobiie?truck modes unless specilica!!y stated. Level of service lever grade rhre_holds arc probably nor comparable across n, ides and, therefore, cress modal comparisons should be made wren earnicm_ FurncIMmarc., combining levels of service ordifferent Enea5rr into one rverai roadway level of service is not recommended. To convert to annual average daily traffic vob'nes, these. vo?u;ne- must be divided by appro rinse D and E. Mercies. The tabi.'s input pane. defaults and 1ave1 rtf service criteria appear on the In -Hewing page. Calculations arc based or, planning app!/canons of the fl ft_ - CapactFy Manual_ Bicycle LOS Model, Pede_snian LOS Mac>! and Transit Capacity and Quality of Service Manual, respectively for the automobile/truck. i ice ie, pedestrian rmd bus modes. •'Sarno) im aehlecei using table input value defaults --'.c anpiicablc lot that level of -service- Meter grade. For automohrleinuck modes, colt/mnes greater Mon level of St..rVICV D become ve F because- into s -t m cirpacitie> base been reached For bicycle nnl pedestrian moans, the level of srrv'ice Inner grade (including F) is tum achiesaede, senanse theme is no maximum vehicle volume threshold using table input sake deraedts. 97 • • LEVEL OF SERVICE TABLE • CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE l} PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E CLASS 4 ARTERIAL 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2L0 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 CLASS 4 ARTERIAL [2} 1L 0 0 324 864 936 0 0 0.35 0.92 1.00 2L 0 0 780 1896 1992 0 0 0.39 0.95 1.00 3L 0 0 1200 2868 2988 0 0 0.40 0.96 1.00 4L 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] FOR ONE-WAY FACILITIES, THE CORRESPONDING VOLUME HAS BEEN INCREASED BY 20%. • • • In Town Village Bus Ridership Information' Bus Route 6 11 51 208 PM Peak Headways 60 min 7 min 15 min 15 min PM Peak Vehicles 3 15 7 8 Bus Capacity 26 38 38 26 Average PM Peak Ridership2 PM Peak Capacity EB 3 EB 10 EB 9 EB WB 10 WB 33 WB 20 WB 10 78 570 266 208 Notes: 1 - Bus ridership and capacity information was based en information provided by MDTA. 2 - Average PM Peak ridership was calculated from ridership information obtained from drivers tog. 3 - Calculated based on number of PM Peak vehicles times bus capacity. • • BUS OCCUPANCY INFORMATION ROUTE DIRECTION LOCATION BUS # RUN # DATE TIME PASSENGERS 6 EB SW 15 Road / SW 3 Avenue 3322 1005 3/19/2005 16:10 2 EB SW 15 Road! SW 3 Avenue 2302 9202 10/10/2003 17:13 0 EB SW 15 Road / SW 3 Avenue 2308 9202 2/12/2003 17:13 6 WB Hagler Street / SW 12 Avenue 3322 1005 3/19/2005 17:12 7 WB Hagler Street / SW 12 Avenue 2302 9202 10/10/2003 15:20 12 WB Flagler Street / SW 12 Avenue 2308 9202 2/12/2003 15:18 11 11 EB SW 1 Street / SW 3 Avenue 4145 3081 7/20/2005 16:21 12 EB SW 1 Street / SW 3 Avenue 9327 3076 10/20/2005 17:53 4 EB SW 1 Street / SW 3 Avenue 2088 3077 2/17/2005 17:32 15 WB Flagler Street / SW 12 Avenue 4145 3081 7/20/2005 16:39 32 WB Flagler Street / SW 12 Avenue 9327 3076 10/20/2005 18:11 22 WB Flagler Street / SW 12 Avenue 2088 3077 2/17/2005 17:52 46 51 EB SW 1 Street / SW 3 Avenue 9987 3195 4/14/2005 16:50 10 EB SW 1 Street / SW 3 Avenue 2090 3197 3/30/2005 17:27 4 EB SW 1 Street / SW 3 Avenue 2091 3198 3/22/2005 18:03 13 WB Flagler Street / SW 12 Avenue 9987 3195 4/14/2005 18:09 14 WB Flagler Street / SW 12 Avenue 2090 3197 3/30/2005 18:50 33 WB Flagler Street / SW 12 Avenue 2091 3198 3/22/2005 19:38 12 208 WB Flagler Street / SW 12 Avenue 9953 1380 8/8/2005 16:19 7 WB Flagler Street! SW 12 Avenue 2302 1340 5/17/2005 17:47 15 WB Flagler Street / SW 12 Avenue 2308 1339 7/28/2004 15:40 8 Source: MDTA MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 6 BUS: 3322 RUN: 1005 SEATS: 30 DATE: 3/19/2005 DAY: Saturday TIME: Start: 15:13 End: 17:55 EASTBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 1 Street / SW 12 Avenue 16:02 5 2 0 3 1 1 SW 1 Street / SW 8 Avenue 16:04 3 0 0 3 1 1 SW 8 Avenue / SW 8 Street 16:06 3 0 0 3 1 0 SW 15 Road / SW 3 Avenue 16:10 2 0 0 2 0 0 WESTBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 15 Road / SW 3 Avenue 17:02 7 0 0 7 0 0 SW 8 Avenue / SW 8 Street 17:05 7 0 0 7 1 2 Hagler Street / SW 8 Avenue 17:11 7 0 0 7 0 0 Flagler Street / SW 12 Avenue 17:12 7 0 0 7 3 2 • • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 6 BUS: 2302 RUN: 9202 SEATS: 26 DATE: 10/10/2003 DAY: Friday TIME: Start: 14:37 End: EASTBOUND 17:35 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 1 Street / SW 12 Avenue 17:06 1 0 0 1 0 1 SW 1 Street / SW 8 Avenue 17:08 2 0 0 2 1 0 SW 8 Avenue / SW 8 Street 17:11 1 0 0 1 0 0 SW 15 Road / SW 3 Avenue 17;13 0 0 0 0 0 0 WESTBOUND LOCATION/SEGMENT Time In 15:07 At Points Between Points Arry Off On Lv Off On SW 15 Road / SW 3 Avenue 9 0 0 9 3 0 SW 8 Avenue / SW 8 Street 15:11 6 0 3 9 0 0 Flagler Street / SW 8 Avenue 15:17 9 0 0 9 0 4 Flagler Street / SW 12 Avenue 15:20 13 3 2 12 1 0 • • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period_ PM Project # 05186 ROUTE: 6 BUS: 2308 RUN: 9202 SEATS: 26 DATE: 2/12/2003 DAY: Wednesday TIME: Start: 14:37 End: 17:35 _..._ . _ F R -- LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 1 Street / SW 12 Avenue 17:06 3 0 1 4 0 0 SW 1 Street f SW 8 Avenue 17:09 4 1 1 4 0 0 SW 8 Avenue / SW 8 Street 17:11 4 0 2 6 0 0 SW 15 Road / SW 3 Avenue 17:13 6 0 0 6 0 0 LOCAT1ON/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 15 Road / SW 3 Avenue 15:04 11 0 0 11 0 0 SW 8 Avenue I SW 8 Street 15:07 12 1 0 11 2 3 Flagler Street 1 SW 8 Avenue 15:15 12 4 4 12 4 0 Flagler Street / SW 12 Avenue 15:18 8 0 3 11 0 1 MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 11 BUS: 4145 RUN: 3081 SEATS: 38 DATE: 7/20/2005 DAY: Wednesday TIME: Start: 15:05 End: 17:48 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 1 Street / SW 12 Avenue 16:09 20 5 1 16 1 0 SW 1 Street / SW 8 Avenue 16:11 15 2 1 14 2 2 SW 1 Street / SW 1 Court 16:16 14 4 3 13 3 3 SW 1 Street / SW 3 Avenue 16:21 13 4 3 12 0 0 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv r Off On Gorvenment Center 16:30 14 1 27 40 0 0 Hagler Street / SW 6 Avenue 16:33 40 3 0 37 0 0 Flagler Street / SW 8 Avenue 16:35 37 2 0 35 1 2 Flagler Street / SW 12 Avenue 16:39 36 6 2 32 4 3 • • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project 4 05186 ROUTE 11 BUS: 9327 RUN: 3076 SEATS: 43 DATE: 10/20/2005 DAY: Wednesday TIME: Start: 16:40 End: 19:26 �••.�•Y..r�..� LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 1 Street / SW 12 Avenue 17:35 26 13 11 24 0 8 SW 1 Street / SW 8 Avenue 17:38 32 2 0 30 3 1 SW 1 Street / SW 1 Court 17:48 28 20 0 8 2 1 SW 1 Street / SW 3 Avenue 17:53 7 3 0 4 0 0 ,.. .... _. __ LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On Gorvenment Center 18:09 21 1 5 25 0 0 Flagler Street / SW 6 Avenue 18:08 25 1 0 24 0 0 Flagler Street / SW 8 Avenue 18:09 24 1 0 23 1 0 Flagler Street / SW 12 Avenue 18:11 22 4 4 22 4 2 • • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project 4 05186 ROUTE: 11 BUS: 2088 RUN: 3077 SEATS: 38 DATE: 2/17/2005 DAY: Thursday TIME: Start: 16:23 End: 19:01 G,MJ I LJVVIvv LOCATION/SEGMENT Time At Points Between Points In Arry Off On Lv Off On SW 1 Street / SW 12 Avenue 17:19 23 5 5 23 3 8 SW 1 Street / SW 8 Avenue 17:22 28 3 3 28 2 0 SW 1 Street / SW 1 Court 17:29 26 13 3 16 0 0 SW 1 Street 1 SW 3 Avenue 17:32 18 6 3 15 0 25 MY LJ 1 LJV v1.a.+ LOCATION/SEGMENT Time At Points Between Points In Arry Off On Lv Off On Gorvenment Center 17:43 46 2 35 79 0 0 Flagler Street / SW 6 Avenue 17:47 79 3 1 77 2 0 Flagler Street I SW 8 Avenue 17:49 75 9 2 68 15 4 Flagler Street I SW 12 Avenue 17:52 57 15 4 46 15 0 • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 51 BUS: 9987 RUN: 3195 SEATS: 38 TIME: Start: 15:32 DATE: 4/14/2005 DAY: Thursday End: 19:25 — ^_ LOCATION/SEGMENT Time In At Points Between Points Any Off On Lv Off On SW 1 Street / SW 12 Avenue 16:35 30 7 8 31 0 0 SW 1 Street / SW 1 Court 16:44 31 22 2 11 0 0 SW 1 Street / SW 3 Avenue 16:50 10 1 1 10 1 0 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On Gorvenment Center 18:05 20 5 4 19 0 0 Flagier Street / SW 12 Avenue 18:09 19 8 3 14 0 0 • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 51 BUS: 2090 RUN: 3197 SEATS: 38 DATE: 3/30/2005 DAY: Wednesday TIME: Start: 16:26 End: 20:01 LOCATION/SEGMENT Time In At Points Between Points Arry Oft On Lv Off On SW 1 Street / SW 12 Avenue 17:17 5 2 2 5 0 0 SW 1 Street / SW 1 Court 17:23 5 4 0 1 0 0 SW 1 Street / SW 3 Avenue 17:27 3 0 1 4 0 2 mm LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On Gorvenment Center 18:44 17 1 41 57 0 0 Flagier Street / SW 12 Avenue 18:50 57 35 11 33 0 0 • • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 51 BUS: 2091 RUN: 3198 SEATS: 38 DATE: 3/22/2005 DAY: Tuesday TIME: Start: 16:56 20:33 End: LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On SW 1 Street / SW 12 Avenue 17:54 17 10 1 8 0 0 SW 1 Street / SW 1 Court 17:%8 8 5 0 3 0 0 SW 1 Street / SW 3 Avenue 18:03 7 0 6 13 1 5 . -- — — — _ LOCATION/SEGMENT Time in At Points Between Points Arry Off On Lv Off On Gorvenment Center 19:33 17 7 2 12 0 0 Flagler Street / SW 12 Avenue 19:38 12 3 3 12 0 0 • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 208 BUS: 9953 RUN: 1380 SEATS: 38 DATE: 8/8/2005 DAY: Monday TIME: Start: 16:13 End: 16:52 EASTBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NW 1 Street / NW 1 Avenue 16:10 3 3 11 11 0 0 Flalger Street / SW 6 Avenue 16:15 11 1 3 13 4 0 Flalger Street / SW 8 Avenue 16:t6 9 0 0 9 1 0 Fiaiger Street / SW 12 Avenue 16:19 8 2 1 7 2 0 • • • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 208 BUS: 2302 RUN: 1340 SEATS: 26 DATE: 5/17/2004 DAY: Monday TIME: Start: 17:42 End: EASTBOUND 18:26 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On WESTBOUND LOCATION/SEGMENT Time to At Points Between Points Arry Off On Lv Off On NW 1 Street / NW 1 Avenue 17:40 0 0 17 17 0 0 Flalger Street / SW 6 Avenue 17:43 17 1 0 16 1 0 Flalger Street! SW 8 Avenue 17:45 15 3 0 12 2 2 Flalger Street! SW 12 Avenue 17:47 12 3 6 15 6 0 • • MDTA BUS ROUTE PASSENGER INFORMATION In Town Village PK Period: PM Project # 05186 ROUTE: 208 BUS: 2308 RUN: 1339 SEATS: 26 DATE: 7/28/2004 DAY: Wednesday TIME: Start: 15:25 End: 16:I4 EASTBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On -- _ LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NW 1 Street / NW 1 Avenue 15:25 0 0 4 4 0 0 Haider Street / SW 6 Avenue 15:35 4 0 0 4 0 0 Flalger Street / SW 8 Avenue 15:37 4 0 0 4 1 3 Flalger Street / SW 12 Avenue 15:40 6 0 2 8 2 2 • Appendix D Intersection Capacity Analysis Worksheets • INTEASECTiON MOVEMi.NT EXISTING PM PEAKHR IiACKGROEIt GROWTH Growth rale: 2.5% No. et years: 2 Capin/ Tower Chanticleer Etayviow COMMrrTos 6EYELOPMEN TS iUTVRF SYiO PROJECT Project Trips Exisiting Trips FUTURE WITH TMel 157 Tow -114 PROJECT Tole! a2 Total 52 Hagler S1ree1! SW 7 Avenue ''Pi NL1T 5.1ft SRI If SUR EEL EFir 11V1f.1_ Y/E3 ikPri 1 RPr..... 4 3E - p'. '.'.. ..0 5 ' 1Ai 132 '. 4 - fi4- tit 47 3:5 0 J 10 1 ,'.? El 0 n 0 J V _ f.1 15 0 0 ., 50 'I o 0 1 .,. 0 0 0 0 0 0 1 43 tit -. 14'a i124'- .:' 4f ss 1 -:. ]i to :. ' .' . : . - 0 8 0 9 0SU _ 0 111 0 ,S 0 0 0 0 „ '[a 3 'l - 1, 1G13 Ii32 .'. THT,AI.. - -17,6 1if;'[ 15 ;i7 ,F S7144 ll .An : :.I87' Flagier Sireel7 SW A Avenue NI1L NY.,T NE4Ei SRT SPA ERi 51 EE;rt WET. 011' f MP: ' 27M1 17.4. 2G a4 - S'.'."' 7A' &5 11-F. 1214 :73 I4:, 11K., 27 gR ,' 88 83 1275 'i6 - _ 0 _ 0 : 0 0 1 ,1 .. 9 :i L �) 4 Ifi :- 2 0 2 <J 4 10 27 2 _'. 2R11 ' 183 20 E13 2i): - 1'4E1 '3'i'.. .' 7A.:'. 12 :l _ N & d -1 i 3 _ 9 141 n n _ :2_. .. 9> i35'__ '25 isj u1 'I313.�. 86.. 4 1 - '271 �..._ TOTAL SW 1 Street! SW 7 Avenue NE313 SLLh S57 STIR tt1L 910 HY, 'NUL MIST 004. 5fi D .. V.. - .,20 . E'2:. 0- 5. 6:5 0 '1 .'_. f:J3 s 3 '. - 1J '1 )l - 2 .. 0 F5 - V 115 - '630: tr .. -11 0 ' R.. TJT AI ET7 .. !3-F? i 211 .r_ ur) PI SW151ree1J SWaAve£ure Nil! S"I SP'1 PEP FI'-€. FPT Mil Y4BL' VJE1T 2SI 17'- '- -I2" - 1?J _.- :AOf,i - Le:, . F. 174 t52 In 2T3 131 - ! ICJ 16 4 ry f - 155 4 2 Fb 0 17 J4.. 1<i2 : GN 5713 -- 131 1. i• 0 12 '3 -E .. •It 0 _ •I-[ - 0 [Ifi '32' : 137 :) - 21F'. .S12 _... E SI._. 1 Tl,TAt 1 /1T Fe 12 31 C2 1441:-...' Fleeter Street! Proposed Driveway NUR SFiI. -.T LPL EPT 1:€711 WOE 21137 2-419R R L -FOR I:FS �- ,)) r.- 1 '9 , 1fii o 14fi0 rr _ 10 1 4 10 1 •i :1. 0:. l-6 - 1434. - _ J 24 2[3 1": .35 '' 'i ) .1 _ J 24 -. -28 tr. .. 9- IEB� .1:: - 1494. 0 .. . 11!TAL. -'1: <:Il' 1n1-I 15 i'1 i 7 tfit:i:_._ 10) r} 176, SW7Ave set Avenue Proposed Orlvew8Y 141-11 NEIT NItH..0.- SP,1 11-.E1'I 5.3H FE.II !''. 1.1i WEII 00E 1' YJRS - :r if �i 11. OF IAA b tr 1 - P ':I - 0 7 '3 n 0 � - 41 - 0... - ,y L '� •) 6 - � 0if1E AP _ . 16H 15' - . 2ft2 SW a Avenue Existing OrPvewey NEIL NB TOUR SPE 5-51T ,5 gt' FPl [P3'F PHR WEL 2 B,1 0. :1.13 16' : .i3J. - - �J- .i � .i 4f,` 16 I .- '1 - E; } ... 4557 1}T4 - - .l l 1e 12 T..fi 0 -Pi' ;: Ail - tg 0 .. 1I1 _ .'0 0 12 - T0141. =3 E'.,- 634 4 e 55 -343 F172 SW 1 S1ree1 f Ev}siing Driveway NET_ NRT NEE SE'd. PHI. Eli. LEI WEI W88 ' ... 0 'J.'. 5 U .. vs_ 5' 0 0 0 s' 9 J 0 1) 0A 0 i)IT - _- 0 0 37 f,[ 0 '- " .. 0 :. 1 14') - ') _ J z55 ..7c 2 n - Cr o 01143!. - r-,.,- Y1 i2 a f1: E111 11.1.E),AL M()VFM5I1T .i51 SF,-f'5J pr1,,r5,,Ifon nn 451, x!c Existing Conditions • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA envy/Co.: to Performed: 9/12/2005 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: W FLAGLER STREET / SW 7 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2005 Project ID: IN TOWN VILLAGE - # 05186 East/West Street: WEST FLAGLER STREET North/South Street: SW 7 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 18 132 1310 64 Peak -Hour Factor, PHF 0.82 0.82 0.94 1.00 Hourly Flow Rate, HFR 21 160 1393 64 Percent Heavy Vehicles 2 W_ -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 2 0 Configuration L T T TR Upstream Signal? No No •or Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume 106 45 31 Peak Hour Factor, PHF 0.81 0.81 0.81 Hourly Flow Rate, HFR 130 55 38 Percent Heavy Vehicles 2 2 2 Percent Grade (o) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 2 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 i 10 11 12 Lane Config L LT TR v (vph) 21 157 65 C(m) (vph) 460 202 194 v/c 0.05 0.78 0.34 951 queue length 0.14 5.36 1.39 Control Delay 13.2 66.2 32.6 LOS B F D Illoach Delay 56.4 roach LOS F HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 9/12/2005 riod: EXISTING PM PEAK HOUR oject ID: IN TOWN VILLAGE - # 05186 E;W St: WEST FLAGLER STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound Inter.: W FLAGLER STREET / SW 8 AVENUE Area Type: All other areas Jurisd: MIAMI, FL Year : 2005 N/S St: SW 8 AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R L T R 1 1 0 L TR 24 85 19 12.0 12.0 0 Duration 0.25 Phase Combination 1 ER Left A Thru A Right A Peds WE Left A Thru A Right A Peds NB Right Right (Wen 58.0 Yellow 4.0 All Red 0.0 1 3 0 L TR 77 1214 72 12.0 12.0 0 1 1 0 L TR 231 174 26 12.0 12.0 0 Area Type: All other areas Signal Operations 2 3 4 Southbound L T R L TR 51 84 53 12.0 12.0 0 5 6 7 8 ND Left A A Thru A Right A Peds SE Left A Thru A Right A Peds ER Right WE Right 39.0 12.0 4.0 3.0 0.0 0.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate ----__ Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 110 TR 876 227 0.25 0.48 19.5 B 1812 0.14 0.48 17.2 B 17.7 B Westbound L 606 1253 0.14 0.48 17.2 B TR 2432 5031 0.56 0.48 22.3 C 22.0 C Northbound L 559 1770 0.52 0.46 29.1 C TR 593 1826 0.43 0.32 32.2 C 30.5 C Southbound L 278 856 0.25 0.32 30.3 C TR 570 1754 0.33 0.32 31.0 C 30.8 C • Intersection Delay - 24.6 (sec/veh) Intersection LOS = C HCS2000: unsignalized Intersections Release 4.1d TWO --WAY STOP CONTROL SUMMARY Analyst: DPA envy/Co.: to Performed: 9/12/2005 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: SW 1 STREET / SW 7 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2005 Project ID: IN TOWN VILLAGE - 4 05186 East/West Street: SW 1 STREET North/South Street: SW 7 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 L T R ( L T 6 R Volume 90 612 Peak -Hour Factor, PHF 0.91 0.91 Hourly Flow Rate, HFR 98 672 Percent Heavy Vehicles 2 Median Type/Storage Undivided AT Channelized? Lanes 0 2 Configuration LT T Upstream Signal? No •or Street: Approach Northbound Movement 7 8 9 L T R No Southbound 10 11 12 L T R Volume 86 60 Peak Hour Factor, PHF 0.83 0.83 Hourly Flow Rate, HFR 103 72 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 2 0 Configuration T TR --___Delay, Queue Length, and Level of Service Approach AB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT ( T TR v (vph) 98 51 123 C(m) (vph) 1623 272 425 v/c 0.06 0.19 0.29 95% queue length 0.19 0.68 1.18 Control Delay 7.4 21.3 16.9 L S A C C oach Delay 18.2 roach LOS C HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 9/12/2005 Oriod: EXISTING PM PEAK HOUR oject ID: IN TOWN VILLAGE - # 05186 E/W St: SW 1 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Duration Inter.: SW 1 STREET / SW 8 AVENUE Area Type: All other areas Jurisd: MIAMI, FL Year : 2005 N/S St: SW 8 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound 0 3 0 LTR 193 540 125 12.0 0 0 0 0 0 1 0 TR 261 33 12.0 0 Southbound L T R 1 1 0 L T 17 122 12.0 12.0 0.25 Area Type: All other areas Signal Operations_ Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru A Thru A Right A Right A Peds Peds WE Left SE Left A Thru Thru A Right Right Peds Peds NE Right EB Right IllkRight WE Right en 60.0 22.0 Yellow 4.0 4.0 All Red 0.0 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 3272 4908 0.29 0.67 6.2 A 6.2 A Westbound Northbound TR 449 1835 0.76 0.24 38.9 D 38.9 D Southbound L 83 339 0.24 0.24 28.8 C T 455 1863 0.31 0.24 28.2 C 28.2 C • Intersection Delay W 16.4 (sec/veh) Intersection LOS = B • Future without Project • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA IllienCy/Co.: to Performed: 9/12/2005 Analysis Time Period: FUTURE W/O PROJ PM PEAK HOUR Intersection.: W FLAGLER STREET / SW 7 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project II): IN TOWN VILLAGE - # 05186 East/West Street: WEST FLAGLER STREET North/South Street: SW 7 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 L T R Volume Peak -Hour Factor, Hourly Flow Rate, Westbound. 4 5 L T R PHF HER 19 143 0.95 0.95 20 150 Percent Heavy Vehicles 2 -- Median Type/Storage RT Channelized? Lanes Configuration U stream Signal? Il Undivided / 1424 0.95 1498 1 1 2 0 L T T TR No No or Street: Approach Northbound Movement 7 8 9 L T R 67 0.95 70 Southbound 10 11 12 L T R Volume 111 47 33 Peak Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 116 49 34 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 Flared Approach: Exists?/Storage No Lanes 0 2 0 Configuration LT TR Delay, Approach E8 Movement 1 Lane Config L 0 / Queue Length, and Level of Service WE Northbound Southbound 4 7 8 9 10 11 12 LT TR 1 0 roach Delay 59.9 roach LOS F v (vph) 20 C(m) (vph) 417 v/c 0.05 95% queue length 0.15 Control Delay 14.1 8 140 58 183 171 0.77 0.34 5.04 1.40 69.6 36.5 F E 6 HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 9/12/2005 illoriod: FUTURE W/O PROJ PM PEAK HOUR eject ID: IN TOWN VILLAGE - # 05186 E/W St: WEST FLAGLER STREET Inter.: W FLAGLER STREET / SW 8 AVENUE Area Type: All other areas Jurisd: MIAMI, FL Year : 2007 N/S St: SW 8 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound T R L T R L T R No. Lanes 1 1 1 0 LGConfig 1 L TR Volume 125 93 20 Lane Width 112.0 12.0 RTOR Vol 1 0 1 3 0 I TR 99 1302 78 12.0 12.0 Duration 0.25 0 1 1 0 TR 243 183 27 12.0 12.0 Area Type: All other areas Signal Operations Phase Combination 1 EB Left A Thru A Right A Peds WB Left A Thru A Right A Peds NB Right Right en 58.0 Yellow 4.0 All Red 0.0 2 3 4 0 Southbound L T R 1 1 0 L TR 56 90 56 12.0 12.0 0 5 6 7 NB Left A A Thru A Right A Peds SB Left A Thru A Right A Peels EB Right WB Right 39.0 12.0 4.0 3.0 0.0 0.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 95 196 0.27 0.48 20.0+ C 'R 876 1813 0.14 0.48 17.2 B 17.7 B Westbound L 609 1259 0.17 0.48 17.6 B TR 2432 5031 0.60 0.48 22.9 C 22.6 C Northbound L 588 1770 0.44 0.46 26.0 C TR 594 1827 0.37 0.32 31.5 C 28.5 C Southbound L 305 938 0.19 0.32 29.5 C TR 571 1756 0.27 0.32 30.2 C 30.0 C • Intersection Delay = 24.1 (sec/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ency/Co.: to Performed: 9/12/2005 Analysis Time Period: FUTURE W/0 PROJ PM PEAK HOUR Intersection: SW 1 STREET / SW 7 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: IN TOWN VILLAGE - # 05186 East/West Street: SW 1 STREET North/South Street: SW 7 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R I L T R Volume 95 680 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 100 715 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided RT Channelized? Lanes Configuration ii stream Signal? Ik 0 2 LT T No No or Street: Approach Movement Northbound 7 8 9 L T R Southbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 90 65 0.95 0.95 94 68 2 2 0 No 2 0 T TR 0 Delay, Queue Length, and Level of Service Approach EB WE Northbound Southbound Movement 1 4 17 8 9 ( 10 11 12 Lane Config LT 1 T TR v (vph) 100 47 115 C(m) (vph) 1623 256 407 v/c 0.06 0.18 0.28 95% queue length 0.20 0.66 1.15 Control Delay 7.4 22.2 17.3 A C C oach Delay 18.7 roach LOS C HCS2000: Signalized Intersections Release 4.1e EE Left Thru Right Peds WB Left Thru Right Peds NB Right glRight en Yellow All Red Analyst: DPA Agency: Date: 9/12/2005 god: FUTURE W/O PROJ PM PEAK HOUR ject ID: IN TOWN VILLAGE - # 05186 E/W St: SW 1 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: SW 1 STREET / SW 8 AVENUE Area Type: All other areas Jurisd: MIAMI, FL Year : 2007 N/S St: SW 8 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound ! Westbound Northbound L T R L T R L T R 0 3 0 LTR 204 583 131 12.0 0 0 0 0 Duration 0.25 Phase Combination 1 A A A 60.0 4.0 0.0 Appr/ Lane Grp Lane Group Capacity Southbound L rT R 1 0 TR 274 39 12.0 0 1 1 0 L T 34 132 12.0 12.0 Area Type: All other areas Signal Operations 2 3 4 5 6 7 8 NB Left Thru A Right A Peds SE Left A Thru A Right Peds EJ3 Right WB Right 22.0 4.0 0.0 Cycle Intersection Performance Summary Adj Sat Flow Rate (s) v/c g/C Ratios Lane Group Eastbound LTR Westbound 3274 4911 0.30 0.67 Northbound TR 448 Southbound L 90 T 455 • 1831 0.73 367 0.40 1863 0.31 Intersection Delay = 15.9 Length: 90.0 secs Approach Delay LOS Delay LOS 6.3 A 6.3 0.24 37.5 D 37.5 D 0.24 31.4 C 0.24 28.1 C 28.8 C (sec/veh) Intersection LOS - B • Future with Project • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA encyfCa.: to Performed; 9/12/2005 Analysis Time Period: FUTURE WITH PROD PM PEAK HOUR Intersection: W FLAGLER STREET / SW 7 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: TN TOWN VILLAGE - # 05186 East/West Street: WEST FLAGLER STREET North/South Street: SW 7 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 L T 3 Westbound 4 5 6 L T R Volume 19 168 1432 67 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 20 176 1507 70 Percent Heavy Vehicles 2 -- -- -- Median Type/Storage Undivided RT Channelized? Lanes 1 1 2 0 Configuration L T T TR U stream Signal? No No Il- or Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume 111 52 24 Peak Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 116 54 25 Percent Heavy Vehicles 2 2 2 Percent Grade () Flared Approach: Exists?/Storage No Lanes 0 2 0 Configuration LT TR 0 0 Delay, Queue Length, and Level of Service Approach FB WE Northbound Movement 1 4 1 7 8 9 Lane Config L 1 LT TR v (vph) C(m) (vph) v/c 95% queue length Control Delay L each Delay roach LOS 20 414 0.05 0.15 14.1 E 143 52 170 135 0.84 0.39 5.83 1.63 86.8 47.5 F E 76.3 Southbound 10 11 12 HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: W FLAGLER STREET / SW 8 AVENUE Agency: Area Type: All other areas Date: 9/12/2005 Jurisd: MIAMI, FL Iliviod: FUTURE WITH PROD PM PEAK HOUR Year : 2007 ject ID: IN TOWN VILLAGE - # 05186 E/W St: WEST FLAGLER STREET N/S St: SW 8 AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound Northbound Southbound L T R I L T R L T R L T R 1 1 0 1 3 0 L TR L TR 25 101 14 81 1310 86 12.0 12.0 112.0 12.0 0 0 1 1 0 L TR 238 180 25 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations -_-- Phase Combination 1 2 3 4 5 6 EB Left A NB Left A A Thru A Thru A Right A Right A Peds Peds WE Left A SE Left A Thru A Thru A Right A Right A Peds Peds NB Right EB Right ORight WB Right en 58.0 39.0 12.0 Yellow 4.0 4.0 3.0 All Red 0.0 0.0 0.0 Cycle Length: 120 0 secs Intersection Performance Summary 1 1 0 L TR 64 85 56 12.0 12.0 0 7 Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 92 190 0.28 0.48 20.2 C TR 884 1828 0.14 0.48 17.2 B 17.8 B Wes tbound L 607 1255 0.14 0.48 17.3 B TR 2430 5027 0.60 0.48 23.1 C 22.8 C Northbound L 593 1770 0.42 0.46 25.6 C TR 594 1829 0.36 0.32 31.4 C 28.2 C Southbound L 310 TR 569 • 953 0.22 0.32 29.8 C 1751 0.26 0.32 30.1 C 30.0 C 8 Intersection Delay = 24.2 (see/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA 411 ncy/Co.: to Performed: 9/12/2005 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SW 1 STREET / SW 7 AVENUE Jurisdiction: MIAMI, FL Units: U. S . Customary Analysis Year: 2007 Project ID: IN TOWN VILLAGE 05186 East/West Street: SW 1 STREET North/South Street: SW 7 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 ( 4 5 6 L T R I L T R Volume 83 674 Peak -hour Factor, PEE 0.95 0.95 Hourly Flow Rate, HER 87 709 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 Configuration LT T Illik gN stream Sio No or Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume 98 65 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 103 68 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 2 0 Configuration T TR Delay, Queue Length, and Level of Service Approach EB W}3 Northbound Southbound Movement 1 4 ( 7 8 9 I 10 11 12 Lane Config LT I T TR v (vph) 87 51 119 C(m) (vph) 1623 270 414 v/c 0.05 0.19 0.29 95% queue length 0.17 0.68 1.17 Control Delay 7.3 21.4 17,2 L A C C oach Delay 18.4 roach LOS C HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: SW 1 STREET / SW 8 AVENUE Agency: Area Type: All other areas Date: 9/12/2005 Jurisd: MIAMI, FL "Przod: FUTURE WITH PROD PM PEAK HOUR Year : 2007 oject ID: IN TOWN VILLAGE # 05186 E/W St: SW 1 STREET N/S St: SW 8 AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R 0 3 0 LTR 216 572 131 12.0 0 0 0 0 0 1 0 TR 276 36 12.0 0 1 1 0 L T 42 132 12.0 12.0 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 Thru A Thru A Right A Right A Peds Peds WB Left SE Left A Thru Thru A Right Right Peds Peds NB Right EB Right Right WB Right en 60.0 22.0 Yellow 4.0 4.0 All Red 0.0 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 3272 4908 0.30 0.67 6.3 A 6.3 A Westbound Northbound TR 448 1834 0.73 0.24 37.5 D 37.5 D Southbound L 90 367 0.49 0.24 33.3 C T 455 1863 0.31 0.24 28.1 C 29.4 C • Intersection Delay = 16.1 (sec/veh) Intersection LOS = B • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA enCy/Co.: to Performed: 9/13/2005 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: W FLAGLER STREET / DRIVEWAY Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project. ID: IN TOWN VILLAGE - 1 05186 East/West Street: WEST FLAGLER STREET North/South Street: DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R L T R Volume 168 15 35 1494 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 176 15 36 1572 Percent Heavy Vehicles -- 2 -- MedianType/Storage Undivided / RT Channelized? Lanes 1 0 0 2 Configuration TR LT T Upstream Signal? No No Ilk - or Street: Approach Northbound Movement 7 8 9 L T R Volume 24 28 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 25 29 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 Flared Approach: Exists?/Storage No / Lanes 0 0 Configuration LR Southbound 10 11 12 L T R 0 Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay L S oach Delay roach LOS Delay, Queue Length, and Level of Service EB Northbound 1 WR 4 LT 7 8 9 LR Southbound 10 11 12 36 1380 0.03 0.08 7.7 A 54 362 0.15 0.52 16.7 c 16.7 C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Illiency/Co.: to Performed: 9/13/2005 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SW 7 AVENUE / DRIVEWAY Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: IN TOWN VILLAGE - # 05186 East/West Street: DRIVEWAY North/South Street: SW 7 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 8 188 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 8 197 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided RT Channelized? Lanes 0 2 Configuration LT T U stream Signal? No Il or Street: Approach Westbound Movement 7 8 9 Volume Peak Hour Factor, Hourly Flow Rate, PHF HFR L T R No Eastbound 10 11 12 L T R 8 0.95 8 Percent Heavy Vehicles 2 Percent Grade (1) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration L Delay, Approach NB Movement 1 Lane Config LT Queue Length, and Level of SB Westbound 4 1 7 8 9 Service Eastbound 10 11 12 L v (vph) 8 8 C(m) (vph) 1623 878 v/c 0.00 0.01 95% queue length 0.01 0.03 Control Delay 7.2 9.1 IiiiiA roach Delay 9.1 roach LOS A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Illkency/Co.: to Performed: 9/13/2005 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: SW 8 AVENUE / DRIVEWAY Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: IN TOWN VILLAGE -- #05186 East/west Street: DRIVEWAY North/South Street: SW 8 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Movement Northbound Southbound 1 2 3 1 4 5 6 L T R f L T R Volume 467 19 174 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 491 20 183 0 Percent Heavy Vehicles -- 2 Median Type/Storage Undivided. / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No •or Street: Approach Westbound Movement 7 8 9 L T R Eastbound 10 11 12 L T Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 8 12 0.95 0.95 8 12 2 2 0 LR 0 No / 0 Delay, Queue Length, and Level of Service Approach NE SE Westbound Movement 1 4 i 7 8 Lane Config LT LR 9 Eastbound 10 11 12 v (vph) 183 20 C(m) (vph) 1054 392 v/c 0.17 0.05 95% queue length 0.63 0.16 Control Delay 9.1 14.7 L S A B oach Delay 14.7 Illroach LOS R • Appendix E Committed Development Information • • • • • In Town Village MUSP Committed Develoment Trip Assignment Segment Direction Pro eet Total From To Capiro Tower Chanticleer Bayview West 8 Avenue NW 7 Street SW 8 Street NB 3 12 15 SB 5 12 17 Flagler Street South River Drive SW 12 Street EB 0 24 24 WB 33 133 166 SW 1 Street South River Drive SW 12 Street EB 22 55 77 • • Capiro Tower TAZ 755 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips a/o Trips Trips High -Rise Condominium Speciality Retail 328 DU 10,000 SF 232 814 62% 44% 79 GROSS VEHICLE TRIPS 60% 12 38% 56% 46 15 125 27 91 I 40°/% 61 I 152 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ NET EXTERNAL VEHICLE TRIPS 16.00% 20.00% 10.00% of Gross External Trips (1) of Gross External Trips (2) of Gross External Trips (3) 60% 60% 60% 60% 15 18 9 49 40% 40% 40% 40% 10 12 6 33 24 30 15 82 L Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ Net External Person Trips (vehicles and transit modes) Net External Person trips walking / using bicycle 1.40 1,40 Persons/ Vehicle Persons/ Vehicle 60% 60% 60% 1.40 Persons/ Vehicle 1 60% 69 25 94 13 1 40% 40% 40% 40% 46 17 63 115 43 157 9 I 21 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II #05186-T-gen.xls Capiro Tower • • TAZ 755 2010 Cardinal Distribution Direction TAZ 755 NNE 14.05% ENE 15.56% ESE 7.54% SSE 2.52% 2.52% SSW V 7.05% WSW 18.64% WNW 16.23% NNW 18.41% TOTAL 100.00% #05186 - TAZ 755 TAZ. xis • Chanticleer Bayview TAZ 539 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condominium Office Speciality Retail 245 DU 21,691 SF 9,565 SF 232 710 814 62% 16% 44% 59 5 11 38% 84% 56% 34 27 15 93 32 26 GROSS VEHICLE TRIPS (1) [ 50% 75 1 50% 76 151 Vehicle Occupancy Adjustment @ 16,00% of Gross External Trips (2) Transit Trip Reduction @ 20.00°/0 of Gross External Trips (3) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 50% 50% 50% 12 15 8 50% 50% 50% 12 15 8 24 30 15 NET EXTERNAL VEHICLE TRIPS 50% 41 50% 41 82 1 1 1 Net External Person Trips in Vehicles @ 1,40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 50% 50% 57 21 50% 50% 57 21 114 42 Net External Person Trips (vehicles and transit modes) 50% 78 50% 79 156 1 1 _1 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 50% 11 I 50% 11 I 21 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DR! Increment 11 (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II #05186 - T-gen.xls Chanticleer Bayview • • • TAZ 565 2010 Cardinal Distribution Direction TAZ 565 NNE 13.52% ENE 17.69% ESE 7.82% SSE 3.25% SSW 6.26% WSW 16.96% WNW 15.76% NNW 18.75% TOTAL 100.01 % H05186 - TAZ 565 TAZ. xis • Appendix F Traffic Control Measures Plan • • • • • INTOWN Village MUSP TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project is a proposed residential development which includes retail. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/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 (10%) 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 (i"TE) trip generation rates_ #051 S6fil/TRAFFIC:C€YNITROL.I:)OC