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HomeMy WebLinkAboutTraffic Impact AnalysisVia Fax and US Il ai June 7, 2006 Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City ManagerfTransportation 444 SW 2` d Avenue (10th Hoar) Miami, Florida 33130 Re: 300 Grave Bay Residences (Mercy Residential) Sufficiency Letter ^ W. t3. # 159 Dear Ms. Medina; Subsequent to our review comments from May 8, 2006 for the 300 Grove Bay Major Use Special Permit (MUSP), we have received a formal response from David Plummer and Associates inc. (DPA) dated June 1, 2006. We have also received a revised site plan, showing the turning radius of the delivery trucks. A photocopy of CPA's response letter and the revised site plan are attached herewith. The applicant has proposed to implement several modifications and improvements to the lane geometry, traffic signal system and roadways within the study area as noted in Appendix F of DPA's Traffic Impact Study, April 6, 2006. The applicant needs to coordinate with the appropriate local agencies to secure approval for all the proposed modifications and improvements which include the following: Install a new traffic signal at the intersection of Halissee Street (Mercy Hospital emergency access road) and South Miami Avenue (South Bayshore Drive). The applicant will need to coordinate with the Miami -Dade County Public Works Department on the traffic signal_ Add a southwest bound left turn lane on South Miami Avenue_ Re- align northeast bound through lane. The applicant also needs to coordinate with the County and the City on the future project for the reconstruction of South Bayshore Drive, the segment from Darwin Street to Mercy Way. SW 17h Avenue —Add a right turn arrow to the existing traffic signal and modify signal timing. • East Fairview —Add existing traffic signal to coordinated signal system. • Mercy Way —Re -stripe existing northbound right turn lane for left and right turns. ▪ Additionally, the Class II permit for the proposed Mercy Hospital parking garage, the structure to replace the surface parking lot at the Grove Bay site, will need to be approved before this project's Development Order is finalized. URS Corporation Lakeshore Complex 5100 NW 33rd Avenue. Suite 150 Fort Lauderdale, FL ga909-6375 Tel: 954.739.1851 Fax_ 434.739.1789 • Improve the Halissee Street (Mercy Hospital emergency access road) in order to provide a connection between the South Miami Avenue Bikeway and the projects proposed bike trail. At this time, we conclude that the revised traffic report along with the subsequent submittal meets all the traffic requirements and the report is found to be sufficient. Should you have any questions, please call Quazi Masood or me at 954.739.1881. Sincerely, aj Shanmugam, P.E. Senior Traffic Engineer Attachments Cc: Mr, Kevin Wa!ford, Planner If, City of -Miami Planning (Fax - 305.416.1443) Mr. Manny A. Vega, Engineer 1, City of Miami Zoning (Fax. 305.416.1490) Ms. Sonia Shreffier-Bogart, PE, DFA, (Fax - 305,444.4965) M. Maiisol Gonzalez, (Fax 305.961,5318) • ve 30 v es Major Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc. June 2006 DPA Project #05104 • • • 300 (rove Bav Residences illtf.SP Traffic tvrtiiues Study TABLE OF CONTENTS Page List of Exhibits ii EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective 4 2.0 EXISTING TRAFFIC CONDITIONS 5 2. l Data Collection 5 2.1. 1 Roadway Characteristics 5 2.11.2 Traffic Counts 5 2.1.3 Intersection Data 7 2.2 Corridor Capacity Analysis 7 2.3 Intersection Capacity Analysis 12 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 13 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic 4.2 Committed Developments 4.3 Project Traffic 4.3.1 Project Trip Generation 4.3.2 Project Trip Assignment 4.4 Future Corridor Capacity Analysis 4.5 Future Intersection Capacity Analysis 4.6 Site Access 14 14 14 14 14 16 20 20 25 5.0 CONCLUSIONS 26 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Approved Transportation Methodology & Site Plan Traffic Counts, FDOT Adjustment Factors & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment 11 Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Special Studies for South Miami Avenue {South Bayshore Drive) Signal Warrant Study • • • 00 Grave Bay Reside., MU5'P Traffic Impact Situ LIST OF EXHIBITS Exhih.it PaPc 1 Location Map 3 2 Existing PM Peak Hour Traffic Volumes 6 3 Existing Lane Configurations 8 4 Existing Coliidor and Transit Conditions 9 5 Person -trip Volume and Capacity — Existing Conditions Matrix 11 6 Existing Intersection Capacity Analysis Results 12 7 Future PM Peak Hour Traffic Volumes without Project...................................................16 8 PM Peak Hour Project Trip Generation 17 9 Cardinal Distribution 18 10 PM Peak Hour Project Vehicular Trips Assignment 19 1. I Person -trip Volume and Capacity — Future Conditions Matrix 21 12 Project PM Peak Hour Vehicular Volumes 92 I3 Future with project PM Peak Hour Vehicular Volumes 23 14 Future Intersection Capacity Analysis 24 Page ii 300 Crane 1kib Resmdencee iiLfSP Traffic Impact Szudv • EXECUTIVE SUMMARY The Related Group is pursuing City of Miami approvals for a residential project located in Coconut Grove, Florida. The site is presently occupied by a parking lot for Mercy Hospital. The displaced parking will be accommodated in an already approved parking garage on the Mercy Campus. The development program includes 300 condominium dwelling units. Access to the site from South Miami Avenue (South Bayshore Drive) would be from Halissee Street (the Mercy Hospital emergency entrance road) and/or Mercy Way. Build out of the project is anticipated by the year 2009. The subject site is located outside the limits of the Downtown Miami Area -wide DR1. 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 project has offered capacity enhancements along the segment of South Miarni Avenue (South Bayshore Drive) from Mercy Way to SW 17 Avenue. These will improve the overall efficiency of South Miami Avenue (South Bayshore Drive) taking into account the future impact of the condominium development. Traffic signal coordination, turn lanes and lane realignment will be among the proposed improvements as well as proposing a traffic signal at Halissee Street (the Mercy Hospital emergency entrance road). These improvements have been incorporated into the future with project conditions. 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. !'age L 300 Grove Bir, Re,wienCeS Md'SP traffic irrplc!ud • 1.0 INTRODUCTION The proposed project will he located in Coconut Grove, Florida (see Exhibit 1). The site is presently occupied by a parking lot for Mercy Hospital. The displaced parking will be accommodated in proposed parking garage on the Mercy Campus. The Related Group of Florida is proposing a residential development with a program that includes 300 dwelling units. Primary access to the site is proposed as shown in the attached site development plan (see Appendix A). Access to the site from South Miami Avenue (South Bayshore Drive) would be from Halissee Street and/or Mercy Way. 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 US-1 to the north, Biscayne Bay to the south, SW 17 Avenue to the west and SW 32 Road to the east. Corridor capacity analysis was performed for South Miami Avenue (South Bayshore Drive) and SW 17 Avenue. Intersection capacity analysis was performed for the following intersections: • South Miami Avenue (South Bayshore Drive) / Mercy Way (signalized) • South Miami Avenue (South Bayshore Drive) / Halissee Street (unsignalized) • South Miami Avenue (South Bayshore Drive) / Fairview Street (signalized) • South Miami Avenue (South Bayshore Drive) / SW 17 Avenue (signalized) 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. The method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through Page 2 r'HOJEC , 300 GROVE BAY RESIDENCES SPECIAL TRAFFIC STUDIES FILE: - PROJECT SITE LOCATION MAP Page 3 300 GIOW Bay Re.;it'leva't's 1t41.1Sf' Traffic Impoo .Saudy • increased private vehicle occupancies, thus making mass transit a full partner in the urban transportation system. The project has offered capacity enhancements along the segment of South Miami Avenue (South Bayshore Drive) from Mercy Way to SW 17 Avenue. These will improve the overall efficiency of South Miami Avenue (South Bayshore Drive) taking into account the future impact of the condominium development. Traffic signal coordination, turn lanes and lane realignment will be among the proposed improvements as well as proposing a traffic signal at Halissee Street (the Mercy Hospital emergency entrance road). These improvements have been incorporated into the future with project conditions. Page 4 a10Grove BayPe.rt#erlre., USY Trapie 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 South Miatni Avenue ( South Bayshore Drive) South Miami Avenue (South Bayshore Drive) is a four-Iane roadway between US-1 and Mercy Way and from Mercy Way to Halissee Street. Just north of Halissee Street there is a transition to one lane northeast bound and two lanes southwest bound, from Halissee Street to SW 17 Avenue the roadway is one lane northeast bound and two lanes southwest bound at Hiawatha Street one of the southwest bound lanes becomes an exclusive right turn lane to SW 17 Avenue. On -street parking is not permitted within the study limits. The posted speed limit is 40 mph within the study area. SW 17 Avenue SW 17 Avenue is a major north -south arterial through Miami Dade County. Although, SW 17 Avenue is a two-lane, undivided roadway from US-1 to where it terminates at South Bayshore Drive. The posted speed limit is 30 mph within the study area. 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 period traffic volumes at the study intersections. Page 5 * illegal movement dpa PROJECT, 300 GROVE BAY RESIDENCES MUSP TRAFFIC IMPACT STUDY TITLE: EXISTING PM PEAK TRAFFIC VOLUMES E XH*Wf No. 2 Page 6 00 Grove ve BR side!l es ML'SP liafja Impact Study • • 2.1.3 intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections rinde.r study. Existing signal timing data was obtained from Miami -Dade County for the analyzed intersection. Signal information is included in Appendix B. This information provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. 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 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. Ara analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix C. Page 7 ROIECT, 300 GROVE BAY RESIDENCES MUSP TRAFFIC IMPACT STUDY TITLE LANE CONFIGURATION EXHIBIT No 3 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 Volume Peak Season Factor PM Peak Hour Volume Dr- Max Service Volume [11 -iota] Bus Ridership [21 Bus Capacity 121 Total Metrorail Ridership 121 I Metrarai€ Capacity i21 Total Matromover Ridership [21 Metromover Capacity 121 Tots[ Transit Ridership 121 Transit Capacity 121 SOUTH MIAMI AVE f SOUTH BAYSHORE OR, SE 32 ROAD HALISSEE STREET NEB 2LU DPA - PM 879 1.02 897 1635 138 306 0 0 0 0 138 306 SWB 211/ DPA - PM 1698 1.02 1732 1635 22 306 0 0 0 0 22 306 HAL€SSEE STREET SW 17 AVENUE NEB ILL/ DPA - PM 879 1.02 897 810 138 306 0 0 0 0 138 306 SWB 2LU DPA - PM 1598 1.02 1630 1635 22 306 0 0 0 0 22 306 SW 17 AVENUE US-1 TIGEATAIL AVENUE NB 1 LU DPA • PM 635 1.02 852 810 0 0 0 0 0 0 0 0 SB 1 LU DPA • PM 252 1.02 257 810 0 0 0 0 0 0 0 3 TIGERTAIL AVENUE SOUTH BAYSHORE DRIVE NB 11,U DPA - PM 835 1.02 852 810 0 0 0 0 0 0 0 0 SE 1 LU DPA - PM 252 1.02 257 810 0 0 0 0 0 0 0 0 [1] Peak Hour Directional Maximum Service Volumes are obtaned from FDOT's Quality/Level of Service Handbook [2i Transit and roadway information obtained from the Downtown Miami DRI Increment II 300 ;rove Bay Rest tlera 'es MUST Traffic Impact Study • 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. 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. Page l0 • • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix • Roadway Mode Transit Mode Segment Total (a) (b} (c) fd) {e) (f} {9) (h) . ti) 1J) (k} (t) Roadway Pers-Trip Roadway Pers-Trip Excess Total Total Pers-Trip Segment Segment Pers=Trip Segment Corridor Dir Vehicular Capacity Vehicular Volume Pers-Trip Pers-Trip Pers-Trip Excess Pers-Trip Pers-Trip Excess Person Trip Capacity QPPV=1,6 Volume @PPV=1.4 Capacity Capacity Volume Capacity Capacity Volume Capacity vrc LOS From To (a) ` 1.6 (c)' 1-4 (0) -.0. - (f}-(g) fb ill- ) 4-( ii -(]) l (jl/(i} _ [11 h] hI ]4] [5] [GI (Pi SOUTH MIAMI AVE / SOUTH BAYSHORE DR. SE 32 ROAD HALISSEE STREET NE8 1635 2616 597 1255 1361 306 138 168 2922 1393 1529 0,48 SWB 1635 2616 1732 2425 191 306 22 284 2922 2447 475 0.84 D HALISSEE STREET SW 17 AVENUE NEB 810 1296 897 1255 41 306 138 168 1602 1393 299 0.87 U SWB 1635 2616 1630 2282 334 306 22 284 2922 2304 518 0.79 SW 17 AVENUE U9 1 TIGERTAIL AVENUE NB 810 1296 852 1192 104 0 0 0 1296 1192 104 0.92 D SS 810 1296 257 359 937 0 0 0 1296 359 937 0.28 C TIGERTAIL AVENUE SOUTH BAYSHORE DRIVE NB 810 1296 852 1192 104 0 0 0 1296 1192 104 0.92 D SS 810 1296 257 359 937 0 0 0 1296 359 937 0.28 C Notes: [t] The Roadway Vehicular Capacity is obtained from Exhibit 4. (2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]} The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1,4 vehicle occupancy to the vehicular capacity. [5; The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and 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 0). 30(J (sruve Bay Residerzcc�: zftJ.;[' TrafficImpact Stut • • 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. Exhibit 6 Existing Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SA] LOS South Miami Avenue (South Bayshore Drive) 1 Mercy Way S D South Miami Avenue (South Bayshore Drive) / Halissee Street U C/F* South Miami Avenue (South Bayshore Drive) / E Fairview Street S B South Miami Avenue (South Bayshore Drive) / SW 17 Avenue S D Notes: `ilajortM norapproach LOS IJ unsignatized S. signalized Source: DPA Page 12 300 (rove .(1€ roc e. MUM' .1 is £ Impact Siudy • • 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2005 Miami -Dade County Transportation Improvement Program (T1IP) and the 2025 Metro - Dade .Transportation Plana Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. Page 13 ?J1€=rin >fl�xRes7dences i!US?T'rgrflc anpficl S'iudy • 4.1 Background Traffic • • 4.0 FUTURE TRAFFIC CONDITIONS Based on 'DOT historic counts in the area, a conservative one (1) percent growth factor was applied to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to .Present (Updated through January 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 committed developments with project 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 volumes from the committed developments are also included in Appendix E. Future traffic volumes were projected for the build -out year 2009. Exhibit 7 shows the projected turning movement volumes without the project. 4,3 Project Traffic 4.3.1 Project Trip Generation Project trip generation is based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 14 ti dPa l PROJECT: 300 GROVE BAY RESIDENCES MUSP TRAFFIC IMPACT STUDY TIRE_ FUTURE WITHOUT PROJECT TRAFFIC VOLUMES EXHIEUi No_ Page 15 300 Grover Bay Residences MUSP Tt-abe c Impart Stud, • following procedures consistent with the City's Comprehensive Plan and the approved methodology: • The gross vehicular trip generation for each land use was determined using tine .institute of Transportation Engineers (ITE) Trip Generation 7`h Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 10% to reflect transit usage based on projected modal splits using data from Increment I1 of the Downtown DRI and also includes the pedestrian/bicycle reduction based on estimates from increment If of the Downtown DRI since the project is within such close proximity. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. The vehicular trips assigned to transit were converted back to person --trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 8. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 1052, shown in Exhibit 9. 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 10 shows the project vehicular trip assignment (requested by the city) to the impacted roadway segments and intersections. Page 16 • • Exhibit 8 PM Peak Hour Trip Generation Analysis • USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips Residential Condominium/Townhouse 300 DU 230 67% 99 33% 49 148 GROSS VEHICLE TRIPS 1 67% 99 133% 49 148 Vehicle Occupancy Adjustment © 16% of Gross External Trips Transit/Pedestrian / Bicycle Trip Reduction 0 10.00% of Gross External Trips (1) (2) 67% 67% 16 10 33% 33% 8 4 24 15 NET EXTERNAL VEHICLE TRIPS 67% 74 33°.6 36 t 110 I Net External Person Trips in Vehicles @, 1.40 Persons/ Vehicle 67% 103 1 33% 51 1 153 Notes (1) A 16% reduction to adjust tor the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE`s 1.2 pers/veh) (2) Transit/Pedestrian / Bicycle Trip Reduction based transit service provided. 300 fsrcne Ray Resalences MdLS'TTrajfic Impact Study • • Exhibit 9 Cardinal Distribution of Trips TAZ 1052 Year 2010 Cardinal Direction Distribution TAZ 1052 NNE 26.90% .ENE 4.78% ESE 0.59% SSE 0.39% SSW 3.30% WSW 22.14%r> WNW 20.36% NNW 21.54% Total 100.00 % Page 18 7 T;-E R OJECT 300 GROVE BAY RESIDENCES PROJECT TRIP MUSP TRAFFIC IMPACT STUDY i DISTRIBUTION Page 19 300 Grove Boy Res='clence.$- MLS'P I rci is 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 2009 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 project has offered capacity enhancements along the segment of South Miami Avenue (South .Bayshore Drive) from .Mercy Way to SW 17 Avenue. Traffic signal coordination, turn lanes and lane realignment are among the proposed improvements as well as proposing a traffic signal at Halissee Street (the Mercy Hospital emergency entrance road). With implementation of a traffic signal at this location, likely diversions (10%) from the existing signal at Mercy Way were taken into consideration_ The proposed improvements have been incorporated into the future with project conditions. The analysis is included in Appendix F with a Signal Warrant Analysis in Appendix G. The future person -trip volume and capacity matrix is shown in Exhibit 11. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted existing traffic to get the total year 2009 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 12 shows the project PM peak hour vehicular volumes and Exhibit 13 shows the total (with project) PM peak hour vehicular volumes at the intersections under study. Results of the future intersection analysis show that all intersections will operate within the LOS E standard adopted by the city. Exhibit 14 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided .in Appendix D. Page 20 • • Exhibit 11 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) (1) (g) (h) (I) (j) (1) Existing Future Committed Future Projected Future Future wiout Proj Project Total Future Future with Prnj Dir Pers-Trip Bkg. Development Pers-Trip Transit Pars -Trip Pers-Trip Pers-Trip Pers•Trip Pars -Trip Pers-Trip Corridor Voiurnes Pers-Trip Pers-Trip Volumes Capacity Capacity v/c LOS Volume Volumes Capacity v/c LOS 1.0% From To SOUTH MIAMI AVE / SOUTH i3AYSH0RE DR. ii] i21 Isi i41 [51 16f 41 51 SE 32 ROAD HALISSEE STREET NEB 1393 1450 8 1458 0 2922 0,50 C 26 1484 2922 0.51 C SWB 2447 2546 4 2550 0 2922 0.87 D 52 2602 2922 0.89 0 HAL€SSEE STREET SW 17 AVENUE NEB 1393 1450 3 1453 0 1602 0.91 0 52 1504 1602 0.94 D SINS 2304 2397 4 2402 0 2922 0.82 0 26 2427 2922 0.83 C SW 17 AVENUE US-1 TIGERTAIL AVENUE NB 1192 1241 3 1244 0 1296 0.96 E 20 1264 1296 0.98 E SB 359 374 3 377 0 1296 0.29 C 41 418 1296 0.32 C TIGERTAIL AVENUE SOUTH BAYSHORE DRIVE NB 1192 1241 3 1244 0 1296 0.96 E 20 1264 1296 0,98 E SB 359 374 3 377 0 1296 0.29 C 41 415 1296 0.32 C Notes: [1 j The Existing Person Trip Volume is obtained from Exhibit 5, column (j) 23 Year 2009 Background Person Trip Volume is derived by applying a 1 % annual growth factor to the existing person -trip volume 133 Projected Transit Capacity was obtained from the Downtown Miami DRI Increment It (Table 21.010 column (4) - Table 21.A7 column (15)1 (4) The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (Exhibit 12, column e) (5] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [6( Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips (Vehicles + Transit)) dPa PROJk I_ 300 GROVE BAY RESIDENCES MUSP TRAFFIC IMPACT STUDY TITLE: PROJECT TRIPS EXHIBIT Na. 12 Page 22 300 GROVE BAY RESIDENCES MUSP TRAFFIC IMPACT STUDY FUTURE WITH PROJECT TRAFFIC VOLUMES Page 23 3(0 Grave Bay Residences MUSP Traffic impact Szutiv Exhibit 14 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SIU' Future Without Project Future W/Project No Imp. Future With Project2 South Miami Avenue (South Bayshore Drive) / Mercy Way S U/S S D D C South Miami Avenue (South Bayshore Drive) / Halissee Street B/F3 BIF3 C A South Miami Avenue (South Bayshore Drive) / Fairview Street C B South Miami Avenue (South Bayshore Drive) / SW 17 Avenue S E E D • u= nnsignatrzed 5= srgnahzect Capacity improvements proposed in the Special Studies for the project are reflected in the analysis. MltjorMinor approach LOS. Source: DPA Page 24 300 Grove Say fiesi€fences IiUSPTra4f e !pact Study • • 4.6 Site Access Primary access to the site is proposed off of Halissee Street via a two-way driveway. The project trips were assigned to the driveway and analyzed. East of South Miami Avenue (South Bayshore Drive), Halissee Street is the route used for the Mercy Hospital Emergency Room. Access to Mercy Hospital will not be affected by the project except for a minor re -alignment of the emergency access route. Unsignalized HCS analysis results show adequate operations_ The analysis worksheets are included in Appendix D. Page 25 300 Grow.Pa= Fic iidcnces Alf UUSP Traffic trt: a study • 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of 300 Grove Bay Residences was performed in accordance with the approved methodology submitted to the city. The project has offered capacity enhancements along the segment of South Miami Avenue (South Bayshore Drive) from Mercy Way to SW 17 Avenue. These will improve the overall efficiency of South Miami Avenue (South Bayshore Drive) taking into account the future impact of the condominium development. Traffic signal coordination, turn lanes and lane realignment are among the proposed improvements as well as proposing a traffic .signal at Halissee Street (the Mercy Hospital emergency entrance road). These improvements have been incorporated into the future with project conditions. Analysis of future (2009) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridor segments analyzed. .300 Grove Bay Residences M JSP.doc Page 26 • 0 • Appendix A Approved Transportation Methodology & Site Plan • DAVID PLUMMER & ASSOCIATES, INC. 0 TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Sonia Shreffler-Bogart, PE Mercy Residential- #05104 Fax #: Phone #: Date: Pages: Lilia Medina, Bill Thompson, Sonia Figueroa, file (954) 739-1789 (954) 739-1881 January 12, 2005 3 page(s), including cover The proposed project will be located in Coconut Grove, Florida. The site is presently occupied by a parking lot for Mercy Hospital. The development program includes 300 dwelling units. Primary access to the site is proposed as shown in the attached site development plan. Access to the site from South Bayshore Drive would be from Halissee Street and/or Mercy Way. The study area will be US-1 to the north, Biscayne Bay to the south, SW 17 Avenue to the west and SW 32 Road to the east. The subject site is located outside the limits of the Downtown Miami Area -wide DRI. This will serve as our methodology for the subject MUSP traffic irnpact study. 41). Turning movement traffic counts are to be collected during the PM (4:00-6:00) peak period at three intersections in the immediate project vicinity. 1. South Miami Avenue / Mercy Way (signalized) 2. South Miami Avenue / Halissee Street (unsignalized) 3. South Miami Avenue / Fairview Street (signalized) 4. South Miami Avenue / SW 17 Avenue (signalized) In addition to these intersections, we will analyze the project driveways. • Segment traffic volumes will be collected as 24-hour machine counts at the following locations: 1. South Miami Avenue (between Mercy Way and SW 17 Avenue) 2. SW 17 Avenue (between South Miami Avenue/South Bayshore Drive and Tigertail Avenue) • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. • Raw traffic counts will be adjusted to peak season (for the peak hour period). ® The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors (South Miami Avenue and SW 17 Avenue) will he established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information Miami Dade County Transit. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer_com dP ® Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. Project Traffic - project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure consistent with Increment II of the Downtown DRI: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or fo„nulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment II of the Downtown DRI. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI. 5. Establish the net external vehicle trips. b. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person -trips for the vehicle and transit modes. • Background Traffic. A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. • Committed Developments. Will be based on list of relevant projects provided by the city. Committed development trips will also be converted to person -trips based on the methodology described above. 0 s Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will be performed at the four study intersections and the proposed project driveways. • Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organbation. Noinial traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) /117-0900. • traffic_meth_fax.doc IP 175D PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-9900, FAX: 305 444-4986 E MAtL: dpa@dpfummer.com • • • Appendix B Traffic Counts & Signal Timings • Raw Traffic Counts • • SOUTH BAYSEORE DRIVE & MERCY WAY/ALATKA MIAMI, FLORIDA TED BY: JOEL SANTANA CLIXBD TRAFFIC SURVEY SPECIALISTS, INC, 624 GARCENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX )561) 272-4381 ALL VEHICLES & PROS Site Code : 00050023 Start Date: 01/2D/05 File I.D. : SBAYMERC Page : 1 ALATKA STREET From North Peds Right Thru Left Date 01/20/05 07:00 0 0 7 67:25 2 0 17 07:30 0 1 17 07:45 61 I 17 Er Total 2 4 58 08:00 0 1 8 08:15 0 0 17 08:30 0 1 31 08:45 0 0 15 Er Total 0 2 71 * BREAK i SOUTH BAYSHORE DRIVE From East Peds Right Thru Left MERCY WAY From South Peds Right Thru Left SOUTH EAYSHORE DRIVE From West Vehicle Peds Right Thru Left € Total 9 0 0 100 50 5 17 0 19 i 1 43 181 0 25 0 0 223 53 3 19 0 16 0 37 267 0 39 0 0 209 47 6 46 0 35 0 44 237 0 11 Q 0 195 51 3 27 Q 34 0 47 2661 0 84 0 0 728 201 17 109 0 104 1 171 945 0 426 657 675 646 2404 2 0 0 136 43 2 40 0 27 0 34 235 0 526 3 0 0 136 40 2 22 0 28 0 33 256 0 535 9 0 0 147 50 0 26 0 27 0 39 240 0 570 7 0 0 161 8 0 31 0 29 0 48 260 0 009 21 0 0 580 191 4 119 0 111 0 154 991 0 2240 16:00 2 0 4 6 16:15 0 0 3 1 16:30 1 0 5 4 III0 0 2 4 al 3 0 14 15 17:00 1 8 8 17:15 1 1 1 2 17:30 0 0 5 6 17:45 0 1 2 4 Hr Total 2 3 16 20 0 0 243 27 0 0 291 22 0 0 265 19 0 0 310 28 0 0 1117 96 1 0 341 24 0 0 379 19 0 0 350 11 0 A 343 10 1 0 1413 64 2 53 0 103 0 29 189 0 2 43 0 87 0 30 173 0 6 58 0 133 0 25 167 0 4 54 0 76 0 31 212 0 14 208 0 399 0 115 741 0 5 69 0 117 0 27 214 0 1 62 0 116 1 34 191 0 8 67 0 109 0 20 204 0 0 32 0 72 Q 26 172 0 I4 230 61 414 1 107 781 0 654 650 676 725 2705 809 805 772 6E2 3048 *TOTAL* 7 9 159 140 I 1 0 3838 552 49 666 0 102E { 2 547 345E 0 10397 • SOUTH BAYSHORE DRIVE & MERCY WAY/ALATKA 1 IAMI, FLORIDA COUNTED BY: JOEL SANTANA ALI21D TRAFFIC SURVEY SPECIALISTS, INC, E24 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 561) 272.3255 FAX 561) 272.4381 ALL VEHICLES & PEDS Site Code : 00050023 Start Date: 01/20/05 File L D, : SBAYMERC Page : 2 ALATKA STREET From North Peds Right Thru Date 01/20/05 SOUTH BAYSHORE DRIVE From East Left Peds Right Thru Left MERCY WAY From South Peds Right Thru Left SOUTH BAYSHORE DRIVE From Hest Peds Right Thru Left Vehicle Total 7 7 SOUTH BAYSHORE DRIVE 1,028 3,838 9 4,875 • 0 0 3,458 3,458 547 547 2 • 2 ALATKA STREET 159 159 308 8,880 ,005 140 140 308 0 0 0 0 ALL VEHICLES & PEDS 8,654 Intersection Total 10,397 552 159 547 1,258 2,952 • 1,028 1,028 MERCY WAY 0 0 4,390 3,838 1,694 0 0 3,838 552 552 4,264 140 3,458 666 SOUTH BAYSHORE DRIVE 666 666 49 49 SOUTH BAY59C88 DRIVE & MERCYWAY/ALATKA MIAMI, FLORIDA COUNTED BY: JOHL SANTANA •ALIOED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX 1561) 272-4381 ALL VEHICLES & ?EDS Site Code : 0005002E Start Date: 01/20/05 File I.D. : SBAYM&RC Page : 3 ALATKA STREET From North Peds Right Thru Left Date 01/20/05 Peak Hour Analysis Peak start 07;15 Volume 5 59 77 Percent 4% 42% 551- Pk total 141 Highest 07:30 Volume 1 17 39 Hi total 57 PHF .62 • 2 2 i SOUTH BAYSHORE DRIVE 112 764 881 5 0 0 999 SOUTH BAYSHORE DRIVE From Bast Peds Right Thru Left MERCY WAY From South Peds Right Thru Left 'SOUTH BAYSHORE DRIVE From West Peds Right Thru Left Vehicle Total By Entire Intersection far the 07:15 Period: 07:00 to 09:00 on 01/20/05 07:15 07:15 0 764 194 - 132 0 112 - 162 999 0 0% 80'% 201 541 0% 461 - 14% 861 0% 958 244 1161 07:15 07:30 07:45 0 223 53 46 0 35 - 47 260 0 276 81 307 .87 .75 .95 5 5 ALATKA STREET 141 59 59 77 77 ,042 999 1, 161 162 162 141 0 0 0 0 ALL VEHICLES & PEDS 2,16 Intersection Total 2,504 194 59 162 415 659 112 112 MERCY WAY 95 0 0 0 0 764 764 194 194 1,208 77 999 132 SOUTH BAYSHORE DRIVE SOUTH BAYSHORE DRIVE & MERCY 6(AY/ALATRA MIAMI, FLORIDA COUNTED BY: JOEL SANTANA LI1ED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORI➢A 33444 (561} 272-3255 FAX {561) 272-4381 ALL VEHICLES & PEDS Site Cede : 00050023 Start Date: 01/20/05 File I.O. : SBAYMERC Page : 4 ALMA STREET From North Peds Right Thru Left ➢ate 01/20/05 SOUTH BAYSHORE DRIVE From East Peds Right Thru Left MERCY WAY From South Peds Right Thru Left }SOUTH BAYSHORE DRIVE From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:45 16:45 Volume 2 16 20 0 1388 Percent 51 421 53% 0% 94% Pk total 38 1470 Highest 17:0C 17:15 Volume 1 8 8 0 379 Pi total 17 398 PRE .56 .92 2 2 SOUTH BAYSHORE DRIVE 418 1, 388 2 1,808 0 0 821 2 2 16:00 to 18:00 on 01/20/05 16:45 82 252 6% 381 670 17:00 19 - 69 186 .90 ALATICA STREET 16 38 16 20 20 821 933 112 112 1 • 2,741 38 16;45 fl 418 112 821 0 0% 62% - 121 88% 0% 933 16:45 0 117 31 212 0 243 .96 0 0 0 0 ALL VEHICLES & REDS 2,563 Intersection Total 3,111 82 16 112 210 880 418 418 MERCY WAY 1 1,470 1,388 1 1,388 82 82 1,093 20 821 252 SOUTH BAYSHORE DRIVE SOUTH EAYSBORE DRNE & HALISSEE STREET MIAMI, FLORIDA COUNTED BY: ISIDRO GONZALEZ •SIGNALIZED, N/S STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GAR➢ENIA TERRACE DELRAY BRACE, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES s REDS Site Code : 00050023 Start Date: 01/20/05 File I.D. : SMIAHALI Page : 1 HALISSEE STREET From North Peds Right Thru Left Date 01/20/05 07:00 0 07:15 0 07:30 0 07:45 0 Er Total 0 08:00 0 08:15 0 08:30 0 08:45 0 }}r Total 0 16:00 16:15 16:30 1• -al 17:00 17:15 17:30 I7:45 Hr Total ' BREAK Q 0 0 0 0 a SOUTH BAYSHORE DRIVE From East Peds Right Thru Left MERCY BR DRIVEWAY From South Peds Right Thru Left SOUTH BAYSHORE DRIVE From West Peds Right Thru Left Vehicle Total 0 0 0 0 0 123 2 9 0 0 1 0 63 220 0 1 0 0 0 0 238 2 5 2 0 5 0 47 284 1 1 0 0 0 0 239 4 7 3 0 6 0 43 297 0 3 0 0 0 0 229 8 3 6 0 3 0 39 289 0 5 0 0 0 0 829 16 24 11 0 15 0 192 1090 1 1 0 0 0 0 160 2 1 5 0 6 0 39 292 1 0 0 0 0 161 4 0 2 0 6 0 44 281 0 0 0 0 0 164 7 3 4 0 6 0 34 286 2 0 0 0 0 163 4 0 8 0 4 0 40 297 4 0 0 0 0 662 17 4 19 0 22 0 157 1158 2 2 0 7 1 2 1 0 4 0 0 0 0' 409 580 593 577 2159 505 499 503 538 2045 0 a 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 L 0 a 0 0 0 0 0 0 0 0 0 a 0 354 379 393 392 1516 458 509 469 444 1680 3 3 3 12 4 4 6 0 14 3 7 1 3 4 6 2 4 10 20 2 8 2 5 7 5 7 12 25 0 14 0 17 0 16 0 11 0 22 0 13 0 18 0 19 0 70 0 60 0 20 0 12 0 22 0 14 0 15 0 13 0 7 0 10 0 64 0 49 220 213 196 225 654 242 218 232 216 908 2 617 627 633 664 2541 745 776 741 685 2947 1T0TAL1 0 20 0 1 0 0 4895 59 l 50 75 0 171 1 0 458 4010 3 I 9692 SOUTH BAYSHORE DRIVE & HALISSEE STREET MIAMI, FLORIDA. COUNTED BY: ISIDRO GONZALEZ SIGNALIZED, NJS STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY REACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272.4381 ALL VEHICLES & PHDS Site Code : 00050023 Start Date: 0I/2005 File I.D_ : SMIAHALI Page : 2 HALISSEB STREET From North Peas Right Thru Left Date 01/20/05 0 0 SOUTH BAYSHORE DRIVE 171 4,895 20 5,086 0 3 3 • 4,010 SOUTH BAYSHORE DRIVE From East Peds Right Thru Left MERCY ER DRIVEWAY From South Peds Right Thru Left SOUTH BAYSHORE DRIVE { Vehicle Peds Right Thru Left j Total From West 20 20 HALISSEE STREET 0 21 0 ,557 4,010 4,471 458 • 458 24 3 0 0 3 • ALL VEHICLES & PEDS 9,04 Intersection Total 9,692 59 0 458 517 763 171 171 0 0 0 0 4,954 4,895 MERCY ER DRIVEWAY 246 0 0 4,895 59 59 4,086 1 4,010 75 SOUTH BAYSHORE DRIVE 75 75 50 50 SOUTH BAYSHORE DRIVE a RALISSEE STREET IAMI, FLORIDA COUNTED BY: ISIDRC G-ONZALEZ •SIGNALIZED, N!S STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 561J 272-3255 FAX C561# 272-4381 ALL VEHICLES fr PEDS Site -Code : 00050023 Start Date: 01/20/05 File I.D. : S$IAHALI Page : 3 HALISSEE STREET From North Peds Right Thru Left Date 01/20/05 SOUTH BAYSHORE DRIVE From Bast Peds Right Thru Left MERCY ER DRIVEWAY From South Peds Right Thru Left SOUTH BAYSHORE DRIVE From West Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Peak start 07:15 Volume 6 0 0 Percent - 100% 01 01 Pk total 6 Highest 07:45 Volume - 3 0 0 Hi total 3 PHF .50 • 0 0 SOUTH BAYSHORE DRIVE 20 866 892 6 1 1 • 1,162 Intersection for the Period: D7:00 to 09:00 on 01/20/05 07:15 07:15 0 866 16 - 16 0 0% 98% 2% 441 01 882 36 07:30 08:00 0 239 4 243 .91 6 11 .82 HALISSEE STREET 6 0 1,162 1,331 168 168 2,223 0 0 7 5 0 1 0 0 ALL VEHICLES & PEDS 2,06 Intersection Total 2,255 16 0 168 184 220 20 20 20 56% 6 07:15 - 168 1162 - 13% 87% 01 1331 07:30 43 297 0 882 MERCY ER DRIVEWAY 36 340 .98 0 0 0 0 866 866 16 16 1,178 0 1,162 16 SOUTH BAYSHORE DRIVE 16 16 SOUTH BA YSEORE DRIVE & HALISSBE STREET MIA II, FLORIDA. COUNTED BY: ISIDRO GONZALEz •SIGALizJ1DI NiS STOP TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX {561) 272-4381 ALL VEHICLES i PEDS Site -Code : 00050023 Start Date: U1/20i05 File- I.D. : SMIAAALI Page : 4 HALISSEE STREET From North Peds Right Thru Left Date 01/20/05 SOUTH BAYSHORE DRIVE From Fast Peds Right Thru Left MERCY ER DRIVEWAY From South Peds Right Thru Left (SOUTH BAYSHORE DRIVE From West Peds Right Thru Left Vehicle Total Peak Hour Analysis Hy Entire Peak start 17:00 Volume - 4 0 Percent - 801 0% Pk total 5 Highest 17:15 Volume 2 8 Hi total 3 PEE .42 • Intersection for the Period: 16:00 t 17:00 1 - 0 1880 14 20% 0% 991 11 1894 17:15 0 0 SOUTH BAYSHORE DRIVE 64 1,880 4 1,948 2 2 908 908 49 49 0 • 0 513 .92 0 509 4 18:00 on 01/20/05 17:00 89 17:00 28 .79 HALISSEE STREET 5 0 0 2,907 59 1 1 7 25 0 64 2811 0% 72% 8 0 2 0 0 2 • ALL VEHICLES & PEDS 2,82 Intersection Total 2,947 14 0 49 63 152 64 20 17:00 959 17:00 254 .94 49 908 2 51 951 01 12 242 0 0 0 0 0 1,894 1,880 64j 0 MERCY ER DRIVEWAY ° 1,880 14. 14 934 1 908 25 SOUTH BAYSHORE DRIVE 12 12 SOUTH BAYSHORE DRIVE & EAST FAIRVIEW ST, MIAMI, FLORIDA ot4TED BY: EMMANUEL CANFUX ALIZBD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272.3255 FAX i561j 272-4381 ALL VEHICLES & PSDS Site Code : 00050023 Start Date: 01/20/05 File I.D. : FAIREAYS Page : 1 DRIVEWAY From North Beds Right Thru Left Date 01/20105 SOUTH BAYSHORE DRIVE 'EAST FAIRVIEW STREET From East Peds Right Thru Left From South Peds Right Thru Left SOUTH BAYSHORE DRIVE From West Peels Right Thru Left Vehicle Total 07:00 0 0 0 0 0 0 120 0 3 0 0 3 0 1 291 0 07:15 0 0 0 0 0 0 234 0 6 1 0 1 0 1 33D 0 07:30 0 0 0 0 0 0 251 0 9 9 0 2 0 2 342 0 07:45 0. 0 0 0 0 0 245 2 3 3 0 2 0 2 317 0 Er Total 0 0 0 0 0 0 850 2 21 4 0 8 0 6 1280 0 08:00 0 0 a 0 0 0 166 1 1 1 0 4 0 0 327 0 08:15 0 0 0 0 0 0 170 0 0 I 0 3 0 0 321 0 08:30 0 1 0 0 0 0 191 1 2 6 0 6 0 2 314 0 08:45 0 0 0 0 0 .0 185 2 0 6 0 7 0 1 324 0 Hr Total 0 1 0 0 0 0 712 4 3 34 0 20 0 3 1286 0 16:00 16:15 16:30 Sal 17:00 17:15 17:30 17;45 Br Total * BREAK * 0 0 0 0 0 0 0 a 0 0 0 1 0 1 0 1 2 415 567 597 571 2150 499 495 521 525 2040 0 0 0 0 0 0 0 0 0 0 0 0 0 a C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 370 401 421 413 1605 448 501 489 422 1860 0 0 3 4 3 1 3 4 11 2 1 0 1 1 0 4 0 0 2 6 0 9 8 0 2 1 0 6 0 0 4 4 0 1 1 Q 23 6 0 4 0 4 4 12 1 4 4 2 11 3 0 0 0 0 0 0 3 4 1 1 9 1 3 1 2 7 242 217 210 239 908 252 232 230 223 937 1 0 0 0 0 0 a 0 622 623 636 667 2548 706 742 731 655 2834 *TOTAL* 0 4 a 0 • 0 0 5027 21 1 46 32 0 51 1 0 25 4411 1 9572 502TO BAYSHORE DRIVE 6 EAST FAIRVIEW ST. iIAMI, FLORIDA COUNTED BY: EIM 4ANUEL CAOFUX OIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 1561) 272-3255 FAX 1561) 272-4381 ALL VEHICLES & PEDS Site Code : 00053023 Start Date: 01/20/05 File I.D. : FAIRBAYS Page : 2 DRIVEWAY From North Peds Right Thru Left Date 01/20/05 SOUTH BAYSHORE DRIVE 51 5,027 4 • 5,082 4,411 SOUTH BAYSHORE ➢RIVE From East Peds Right Thru Left EAST FAIRVIEW STREET From South Peds Right Thru Left SOUTH RAYSRORE DRIVE From West Peds Right Thru Left Vehicle Total DRIVEWAY 4 0 0 4,411 4,437 25 25 0 • 0 9,519 5 1 0 0 • ALL VEHICLES & PEDS 9,49 Intersection Total 9,572 21 0 25 46 129 51 51 0 0 0 0 5,048 5,027 83 0 EAST FAIRVIEW STREET 0 • 5,027 21 21 4,443 0 4,411 32 SOUTH BAYSHORE DRIVE 32 32 46 46 SOUTH BAYSHORE ➢RIVE & EAST FAIRVIEW ST. MIAMI, FLGRI➢A COUNTED BY: EMMANUEL CANFDX •LIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE ➢ELRAY BEACR, FLGRI➢A 33444 (561) 272-3255 FAX i561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050023 Start Date: 01/20/05 File I,D. : FAIRBAYS Page : 3 DRIVEWAY From North Peds Right Thru Lelt Date O1/20/05 Peak Hour Analysis By Entire Peak start 07:15 Volume 0 0 0 Percent 0% 01 00 Pk total 0 Highest 07:00 Volume 4 0 0 Hi total 0 PRE .0 0 0 SOUTH BAYSHORE DRIVE 9 896 905 0 0 0 1,316 `SOUTH BAYSHORE DRIVE From East Peds Right Thru Left EAST FAIRVIEW STREET !SOUTH BAYSHORE ➢RIVE From South Peds Right Thru Left From West Peds Right Thru Left Vehicle Total Intersection for the Period: 07:O0 07:15 899 07:3D 251 a0 1,316 1,321 5 5 0 • 0 0 896 3 01 1001 01 2,226 251 0 to 09:00 on 01/20/05 07:15 07:15 5 0 9 - 5 1316 0 368 01 641 - 0% 1000 0% 14 1321 07:45 07:30 3 0 2 2 342 0 5 344 .70 .96 • ALL VEHICLES & PEDS 2,22 Intersection Total 2,234 3 0 5 8 22 89 EAST FAIRVIEW STREET 14 0 0 0 0 896 896 3 3 1,321 0 1,316 5 SOUTH BAYSHORE DRIVE SOU'TA BAYSHORE DRIVE i EAST FAIRVIEW ST, MIAMI, FLORIDA COUNTED BY: EMMANUEL 1ANPUX •ALIZfl TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 (561) 272-3255 FAX (56U 272-4381 ALL VEHICLES & PEDS Site Code 00050023 Start Date: 01/20J05 File I,D. : FAIRBAYS Page : 4 DRIVEWAY From North Peds Right Thru Left Date 01/20/05 SOUTH BAYSAORE DRIVE From East Peds Right Thru Left EAST FAIRVIEW STREET (SOUTH BAYSHORE DRIVE From South 1From Rest Peds Right Thru Left Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Peak start 16:45 16:45 Volume - 2 0 0 Percent - 100% 0% 0% Pk total 2 1861 Highest 16:45 17:15 Volume 1 0 0 Ri total 1 502 PHF .50 ,93 • 0 0 2 SOUTH BAYSHORE DRIVE 13 1,851 2 1,866 0 0 953 953 6 6 0 • 0 2 Period: 16:00 to 18:00 on 01/20/05 16:45 0 1351 10 - 11 0 13 0% 99% 1% - 461 0% 541 24 16:45 0 501 1 DRIVEWAY 2 0 0 2,825 59 6 0 10 .60 0 0 2 0 0 0 0 ALL VEHICLES & PEDS 2,82 Intersection Total. 2,846 10 0 6 16 40 13 13 4 16:45 959 17:00 253 95 6 953 0 1% 99% 0e 0 1,861 1,851 EAST FAIRVIEW STREET 252 0 0 • 1,851 10 10 964 0 953 11 SOUTH BAYSHORE DRIVE SOUTH BAYS07RE DRIVE & SW 17TB AVENUE MIAMI, FLORIDA C UNTED BY: PRANK SANCBEZ ALIZBD TRAFFIC SURVEY SPECIALISSTS, INC. 524 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561; 272-4381 ALL VEHICLES & PBDS Site Code : 00050023 Start ➢ate: 01/20/C5 File I.D. : SBAY17AV Page : 1 Sid 17TE AVENUE From North Peds Right Left Date 01/20/05 07:00 07:15 07:30 07'45 Hr Total 08:00 08:15 08:30 98:45 Hr Total 0 a 0 0 0 a a 0 1 13 6 10 7 36 10 11 11 10 42 ----- * BRRAX * 16:00 16:15 16:30 �al 17:00 17:15 17:30 17:45 Hr Total a 1 1 0 0 0 0 0 14 10 18 19 61 15 19 10 16 60 74 69 67 70 300 61 63 72 71 267 SOUTH BAYSHORE DRIVE From East Peds Right Thru SOUTH BAYSHORB DRIVE From West Peds Thru Left Vehicle Other Total Total 0 0 0 0 0 0 0 0 a 0 31 60 66 66 223 32 40 33 46 151 92 167 194 173 626 151 125 169 146 591 0 0 0 0 a 0 0 0 0 0 213 248 277 251 999 262 262 243 254 1021 13 9 9 7 38 8 15 8 7 38 436 579 623 574 2212 524 516 536 534 2110 0 0 0 0 0 a 0 43 49 43 4� 180 57 50 45 48 200 0 a 0 1 0 a 0 a 0 137 127 160 136 562 163 211 183 162 719 248 269 274 274 1065 270 309 302 277 1158 0 200 0 174 0 168 0 195 0 737 0 0 0 2 2 200 262 189 173 744 9 9 19 13 50 18 9 12 20 59 651 0 638 0 682 2 684 0 2655 2 723 780 741 696 2940 0 0 0 2 2 *TOTAL* 2 199 947 1 1655 3440 2 3491 • 185 I 9917 5 SOUTH BAYSRORE DRIVE & SW I7TE AVENUE MIAMI, FLORIDA ill C iED BY: FRAU SANCHEEZ LIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 {551) 272-3255 FAX {561) 272-4381 ALL VEHICLES & PEDS Site Code 0OO50023 Start Date: 01/20/05 File I.D. : SBAY17AV Page : 2 SW 17TE AVENUE From North Peds Right Left Date 01/20/05 SOUTH BAYSHORE DRIVE 1SOUTR BAYSHORE DRIVE From Bast 1From West Peels Right Thru I Peds Thru Left Vehicle Other Total Total • 2 • 199 2 199 1 SOUTH BAYSHORE DRIVE 0 3,440 199 3,639 185 185 • 3,491 SW 17TH AVENUE 0 1,146 947 947 3,491 3,676 0 2,986 185 0 1,655 1,840 ALL VEHICLES & PEDS ,315 9,53 Intersection Total 9,917 1 1 1,655 1,655 • 3,440 5,095 3,440 0 4,438 947 3,491 0 SOUTH BAYSHORE DRIVE 2 • 2 SOUTH BAYSRORE DRIVE & SW 17T8 AWE MIAMI, FLORIDA liTED BY: FRANK SANCR8Z LIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050023 Start Date: 01/20/05 File I.D. : SBAY17AV Page : 3 SW 17TH AVENUE From North Peds Right Left Date 01/20/05 SOUTH BAYSHORE DRIVE From East SOUTH BAYSHORE DRIVE From West Peds Right Thru j Peds Thru Left Vehicle other Total Total Peak Hour Analysis By Entire Peak start 07:15 Volume 33 287 Percent 10% 901 Pk total 320 Highest 07:15 Volume - 6 89 Hi total 95 PHF .84 • ntersection for the Period: 07:00 to 07:15 07:15 224 685 - 1038 33 25% 75% - 91% 3% 909 1071 07:30 07:30 66 194 - 277 9 260 286 .87 .94 0 0 SOUTH BAYSHORE DRIVE 0 685 718 33 33 33 • 1,038 33 33 SW 17TH AVENUE 320 0 287 287 1,038 1,071 0 577 09:00 an 01/20/05 33 0 224 257 ALL VEHICLES & PEDS 1,789 2,23 Intersection Total 2,300 0 0 224 224 685 909 685 0 1,325 287 1,038 0 SOUTH BAYSHORE DRIVE 0 • 0 SOUTH BAYSHORE DRIVE V SW 17TH AVENUE KAMI, FLORIDA COUNTED BY: FRANK SANCHEZ •ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX i561) 272-4381 ALL VEHICLES & REDS Site Code : O0050023 Start Date: 0.1/20/05 File I.D. : SBAY17AV Page : 4 SW 17TH AVENUE From North Peds Right Left Date 01/20/05 Peak Hour Analysis Hy, Peak start 17:00 Volume - 60 200 Percent 231 77% Pk total 260 Highest 17:00 Volume 15 57 Hi total 72 PEF .90 • SOUTH BAYSHORE DRIVE From East Peds Right Thru SOUTH BAYSHORE DRIVE From West Peds Thru Left Vehicle Other Total Total Entire Intersection for the Period: 16:00 to 18:00 on 0 0 17;00 719 1158 381 621 1877 17:15 - 211 309 520 .90 SOUTH BAYSHORE DRIVE 0 1,158 60 1,218 59 59 744 60 60 17:00 744 59 93's 7% 803 17:00 200 18 218 .92 SW 17TH AVENUE 260 0 744 803 0 200 200 1,038 01/20/05 59 0 719 778 - ALL VEHICLES & PEDS ,021 2,82 Intersection Total 2,940 0 0 719 719 1,158 1,877 1,158 0 944 200 744 0 SOUTH BAYSHORE DRIVE 2 • 2 • Trattic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (S61) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identificat Start date Stop date City/Town Location D0119001.PRN : 000000011602 n : 000059070049 Interval : Jan 19, 05 Start time : Jan 19, 05 Stop time . : Miami, FL County : S Bayshore Drive West of Halisee Street ************************-************-******************************************* Jan 19 Eastbound Volume 15 minutes 00:00 24:00 Dade End Time 15 30 45 00 22 15 10 12 Hr Total 00 01 02 03 04 23 5 3 7 9 5 6 7 8 6 3 12 8 6 9 13 05 06 20 100 32 117 27 217 49 316 59 48 22 21 39 128 750 07 291 323 334 335 1283 08 317 336 341 333 1327 09 342 335 295 275 1247 10 260 252 227 214 11 200 206 201 207 953 814 End Time 12 15 197 30 220 45 221 00 246 13 245 240 242 228 955 201 235 221 252 909 tour Total : 14953 AM peak hour begins : 08:15 AM peak volume : 1352 Peak hour factor : 0.99 PM peak hour begins : 14:45 PM peak volume : 1009 Peak hour factor : 0.93 ******************************************************************************* 14 15 272 242 243 225 982 16 268 185 224 190 867 17 209 206 215 261 18 19 20 21 22 23 223 186 126 80 64 48 255 197 98 75 76 41 232 128 97 103 64 36 243 108 80 94 83 37 891 953 619 401 352 287 162 otal 884 Traffic Survey Specialists, Inca 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 4111 Volume Report with 24 Hour Totals Page 1 ****************************************************************************** Data File : D0127012.PRN Station : 000000012601 Identification : 000058410148 Interval : 15 minutes Start date : Jan 27, 05 Start time : 00:00 Stop date : Jan 27, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : S Bayshore Dr East of Halissee Street ******************************************************************************* Jan 27 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 23 5 3 6 2 8 14 131 168 197 186 180 30 16 9 3 4 3 10 27 200 162 201 150 187 45 13 1 3 4 4 7 36 311 192 165 161 206 00 12 9 2 3 4 12 61 196 202 173 167 178 Hr Total 64 24 11 17 13 37 138 838 724 736 664 751 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 214 228 216 387 364 460 416 250 132 106 84 87 30 226 226 251 330 433 454 355 207 120 122 75 58 45 215 219 257 378 391 432 344 183 104 110 63 55 00 215 234 339 386 438 424 302 170 109 95 48 72 H Total 870 907 1063 1481 1626 1770 1417 810 465 433 270 272 li, our Total : 15401 AM peak hour begins : 07:15 AM peak volume : 875 Peak hour factor : 0.70 PM peak hour begins : 16:45 PM peak volume : 1784 Peak hour factor : 0.97 ******************************************************************************* • • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0119005.PRN Station : 000000011606 Identification : 000058410089 Interval : 15 minutes Start date : Jan 19, 05 Start time : 00:00 Stop date : Jan 19, 05 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : S Bayshore Drive East of Hiawatha Avenue ******************************************************************************* Jan 19 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 22 23 5 4 7 20 103 292 318 348 263 200 30 15 7 6 5 7 32 119 318 338 340 252 209 45 11 9 6 3 11 28 214 338 339 294 227 206 00 13 7 5 9 13 49 324 335 336 271 212 210 Hr Total 61 46 22 21 38 129 760 1283 1331 1253 954 825 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 200 230 205 276 259 214 222 184 121 86 60 43 30 218 240 230 247 189 199 258 200 100 74 81 43 45 226 241 234 243 225 215 227 131 99 111 64 39 00 244 225 256 223 182 275 242 116 83 90 85 37 otal 888 936 925 989 855 903 949 631 403 361 290 162 24 Hour Total : 15015 AM peak hour begins : 08:30 AM peak volume : 1363 Peak hour factor : 0.98 PM peak hour begins : 14:45 PM peak volume : 1022 Peak hour factor : 0.93 ******************************************************************************* Jan 19 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 33 8 9 3 5 2 26 113 125 168 139 175 30 19 12 5 3 12 8 35 218 176 183 166 200 45 15 8 4 2 4 10 46 228 172 178 176 196 00 11 10 2 4 2 13 88 210 165 152 163 217 Hr Total 78 38 20 12 23 33 195 769 638 681 644 788 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 209 211 254 326 368 385 425 263 144 109 97 71 30 225 289 243 338 383 466 365 246 127 111 96 49 45 208 221 296 370 363 452 361 215 103 87 93 64 00 215 237 315 387 394 385 314 169 106 92 57 23 Hr Total 857 958 1108 1421 1508 1688 1465 893 480 399 343 207 24 Hour Total : 15246 AM peak hour begins : 11:30 AM peak volume : 847 Peak hour factor : 0.94 PM peak hour begins : 17:15 PM peak volume : 1728 Peak hour factor : 0.93 *'*************************************************************************** • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 Data File Station Identification Start date Stop date City/Town Location Interval Start time Stop time . County North of Micanopy Avenue ******************************************************************************* Jan 19 Northbound Volume for Lane 1 15 minutes 00:00 24:00 Dade D0119004.PRN 000000011601 000058410150 Jan 19, 05 Jan 19, 05 Miami, FL SW 17th Avenue End Time 00 01 15 30 45 00 29 7 2 6 Hr Total 44 4 5 3 6 02 03 1 0 2 2 3 2 0 0 18 6 4 04 05 06 07 08 09 10 11 7 0 - 15 52 50 75 80 101 1 2 18 68 45 76 83 108 1 9 23 115 71 77 108 97 1 6 36 95 68 76 82 109 10 17 92 330 234 304 353 415 End Tirne 12 15 30 45 00 104 119 103 132 24 Hour Total I7534 AM peak hour begins : 11:30 AM peak volume : 429 Peak hour factor : 0.90 PM peak hour begins : 17:15 PM peak volume 971 Peak hour factor 0.83 ******************************************************************************* otal 458 13 14 15 129 164 145 127 125 107 164 134 173 164 244 182 565 530 763 16 203 176 200 189 17 176 243 293 188 770 900 18 19 20 21 22 23 247 161 161 149 718 99 102 89 70 56 48 43 45 46 60 55 32 40 31 29 26 37 23 47 25 360 192 193 126 132 Jan 19 Southbound Volume for Lane 2 End Time 00 15 30 45 00 4 1 3 4 0 01 Hr Total 7 3 3 12 13 02 0 6 1 1 03 1 1 0 5 04 05 06 07 08 09 10 11 -- 1 - 10 58 86 69 89 101 76 2 11 48 94 101 98 101 88 6 17 82 92 97 112 90 86 9 18 121 86 101 109 75 94 8 7 18 56 309 358 368 408 367 344 End Time 12 13 14 15 81 97 72 30 97 98 96 45 102 78 110 00 110 105 110 Hr Total 390 378 388 15 104 96 72 65 16 78 66 59 56 17 60 57 53 74 18 47 70 52 79 19 20 49 48 57 53 48 37 27 33 21 25 18 21 27 22 14 13 26 34 23 20 10 9 14 337 259 244 248 207 145 91 87 53 24 Hour Total : 5095 AM peak hour begins : 09:30 AM peak volume : 423 Peak hour factor : 0.94 PM peak hour begins : 14:15 PM peak volume : 420 Peak hour factor : 0.95 **************.r************************************************************** 0 FDOT Adjustment Factors • • Print Date: May/27/2005 Florida Department of Transportation Transportation Statistics Office 2003 Peak Season Factor Category Report MIAMI-DADE SOUTH MOCF = 0,99 Category 8701 • • • Week * 1 * 7 * 3 * 4 * 5 * 6 * 7 * 8 * 9 * 10 * 11 * 12 • 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 Dates 01/01/2003 - 01/04/2003 01/05/2003 - 01/11/2003 01/12/2003 - 01/18/2003 01/19/2003 - 01/25/2003 01/26/2003 - 02/01/2003 02/02/2003 - 02/08/2003 02/09/2003 - 02/15/2003 02/16/2003 - 02/22/2003 02/23/2003 - 03/01/2003 03/02/2003 - 03/08/2003 03/09/2003 - 03/15/2003 03/16/2003 - 03/22/2003 03/23/2003 - 03/29/2003 03/30/2003 - 04/05/2003 04/06/2003 - 04/12/2003 04/13/2003 - 04/19/2003 04/20/2003 - 04/26/2003 04/27/2003 - 05/03/2003 05/04/2003 - 05/10/2003 05/11/2003 - 05/17/2003 05/18/2003 - 05/24/2003 05/25/2003 - 05/31/2003 06/01/2003 - 06/07/2003 06/08/2003 - 06/14/2003 06/15/2003 - 06/21/2003 06/22/2003 - 06/28/2003 06/29/2003 - 07/05/2003 07/06/2003 - 07/12/2003 07/13/2003 - 07/19/2003 07/20/2003 - 07/26/2003 07/27/2003 - 08/02/2003 08/03/2003 - 08/09/2003 08/10/2003 - 08/16/2003 08/17/2003 - 08/23/2003 08/24/2003 - 08/30/2003 08/31/2003 - 09/06/2003 09/07/2003 - 09/13/2003 09/14/2003 - 09/20/2003 09/21/2003 - 09/27/2003 09/28/2003 - 10/04/2003 10/05/2003 - 10/ 11 /2003 10/12/2003 - 10/18/2003 10/19/2003 - 10/25/2003 10/26/2003 - 11 /01 /2003 11/02/2003 - 11/08/2003 11/09/2003 - 11/15/2003 11/16/2003 - 11/22/2003 11/23/2003 - 11/29/2003 11/30/2003 - 12/06/2003 12/07/2003 - 12/13/2003 12/14/2003 - 12/20/2003 12/21/2003 - 12/27/2003 12/28/2003 - 12/31/2003 SF PSCF 0.98 1.00 1.01 1.00 1.00 0.99 0.98 0.98 0.99 0.99 0.99 0.99 0.99 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.01 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.98 0.98 1.00 1.01 0.99 1.01 1.02 I.01 1.01 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.01 1.01 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.02 1.02 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 0.99 0.99 1.01 1.02 Note: „*„ indicates peak season week Page 2 • Adjusted Traffic Counts • • • • • OAVID PLUMMi R & ASSOCIATES. Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Mercy Residential MUSP Project Number: Count Date: Day of Week: Thursday 05104 Mercy Way / Alatka Street and South Bayshore Drive 1/20/2005 Traffic Survey Specialists, Inc. Mercy Way / Alatka Street South Bayshore Drive j TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBt I7 _ WESTBOUND - AA 1Y TOTAL T R TOTAL L T R TOTAL L T R TOTAL I. T]--1_ _TOTAL 04;00 PM 04:15 PM 103 0 53 156 6 4 0 10 0 189 29 218 27 243 0 270 654 04:15 PM 04:30 PM 87 0 43 130 1 3 0 4 0 173 30 203 22 291 0 313 650 04:30 PM 04:45 PM 133 0 58 191 4 5 0 9 0 167 25 192 19 265 0 284 676 04:45 PM 05:00 PM 76 0 54 130 4 2 0 6 0 212 31 243 28 318 0 346 725 05:00 PM 05:15 PM 117 0 69 186 8 8 1 17 0 214 27 241 24 341 0 365 809 05:15 PM 05:30 PM 116 0 62 178 2 1 1 4 0 191 34 225 19 379 0 398 805 05:30 PM 05:45 PM 109 0 67 176 6 5 0 11 0 204 20 224 11 350 0 361 772 05:45 PM 06:00 PM 72 0 32 104 4 2 1 7 0 172 25 198 10 343 0 353 662 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Mercy Way / Alatka Street South Bayshore Drive TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T J R TOTAL L T R TOTAL 04:00 PM 06:00 PM 415 0 223 638 18 15 2 35 0 776 !} 113 889 82 1290 0 1,372 2,934 PEAK HOUR FACTOR 0,82 0.50 0.90 0.84 0.96 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.02 mercy ways bayshore dr.xls • • • DAVii) PLUMMET & ASSOCIATES, INC. Project Name: Location: Observer: TIME INTERVAL TURNING MOVEMENT COUNTS Mercy Residential MUSP Halissee Street and South Bayshore Drive Traffic Survey Specialists, Inc. Halissee Street NORtiT6OUND W .`""' _-SOi ti-inuND L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 14 0 7 21 0 0 2 2 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05;3o PM 05:45 PM 06:00 PM 16 0 3 19 0 0 2 2 18 0 4 22 0 0 3 3 20 0 8 28 0 0 1 1 22 0 27 1 0 2 3 15 0 5 20 0 0 1 1 7 0 7 14 0 0 0 0 0 0 0 0 0 1 0 i±41�TI3bU T 220 213 196 225 242 218 232 216 R 17 11 13 19 12 14 13 10 Project Number: 05104 Count Date: 1/20/2005 Day of Week: Thursday South Bayshore Drive - ESTBOTINb TOTAL 237 224 209 244 254 233 245 227 3 3 3 3 4 4 6 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS T 354 379 393 392 458 509 469 444 0 0 0 0 0 0 0 TOTAL 357 382 396 395 462 513 475 444 GRAND TOTAL 617 627 633 664 745 776 741 685 j _..,..,., Halissee Street South Bayshore Drive TIME INTERVAL NORTHBOUND SORTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL ©© R TOTAL L T R TOTAL 04 00 PM 06:00 PM 68 0 23 91 1 0 6 6 1 899 56 955 13 1733 0 1,746 2,799 PEAK HOUR FACTofi 0.80 mm 0.50 _ .. 0.92 0.83 0.95 Note; 2002 FDOT Seasonal Weekly Volume Factor = 1.02 haiissee st_s bay5hore dr.xVs • • • TURNING MOVEMENT COUNTS Mercy Residential MUSP East Fairview Street and South Bayshore Drive Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 111111111111111111111 South Ba shore Drive DAVILD PLUMMER & ASSOCIATES, INC, Project Name: Location: Observer: TIME NTERVAL 04:00 PM 04:15 PM 0415PM 04:30PM 04:30 PM 04:45 PM 04:45 PM 05:0 05:00 PM 05:15 PM 05:15 PM 05:30 PM 05:30 PM 05:45 PM 05:45 PM 06:00 PM TIME INTERVAL 04:00 PM 06:00 PM 12 PEAK HOUR FACTOR O 217 4 221 0 210 1 211 0 239 1 240 O 252 1 253 O 232 3 235 O 230 1 231 O 223 2 225 05104 1 /20/2005 Thursday WESTBOUND TOTAL 1 370 0 371 © 401 0 401 0 421 0 421 3 413 0 416 3 448 0 451 1 501 0 502 3 489 0 492 4 422 0 426 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS East Fairview Street NORTHBOUND T R IOTA SOUTHBOUND T R TOTAL Note: 2002 FOOT Seasonal Weekly Volume Factor = 1.02 South Bayshore Drive EASTBOUND WESTBOUND L T R TOTAL L T T R TOTAL 1 941 8 950 8 1767 0 1,775 0.92 0.87 GRAND TOTAL 622 623 667 706 742 731 655 GRAND TOTAL 2.745 0.96 e fairvew st_s hayshore dL,xl • • • DAV!D PLUMMER & ASSQGFATES. Project Location: Observer: ;NC-, Name: TURNING MOVEMENT COUNTS Mercy Residential MUSP Project Number: Count Date: Day of Week: Thursday 05104 SW 17 Avenue and South Bayshore Drive 1/20/2005 Traffic Survey Specialists, Inc. SW 17 Avenue -..-_- South Bayshore Drive TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND - WESTBOUND G GRAND TOTAL L T R TOTAL- L T R -TOTAL L T R _._ _ TOTAL - L T -- R TOTAL 04:00 PM 04:15 PM 0 0 0 0 43 0 14 57 9 200 0 209 0 248 137 385 651 04:15 PM 04:30 PM 0 0 0 0 49 0 10 59 9 174 0 183 0 269 127 396 638 04:30 PM 04:45 PM 0 0 0 0 43 0 18 61 19 168 0 187 0 274 160 434 682 04:45 PM �05:00 05:00 PM 0 0 0 0 0 19 64 13 195 0 208_ 0 274 138 412 684 PM 05:15 PM 0 0 0 0—. _45 — 57-- 0 -- 1 5 72 18 200 1 218 — D 270 —163 433 723 05:15 PM 05:30 PM 0 0 0 0 50 0 19 69 9 182 I 191 0 309 211 520 780 05 30 PM 05:45 PM 0 0 0 0 45 0 10 55 12 189 0 201 0 302 183 485 741 05:45 PM 06:00 PM 0 0 0 0 48 0 16 64 20 173 0 193 0 277 162 439 696 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS SW 17 Avenue South Bayshore Drive TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND -GRAND TOTAL 2,853 L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 0 0 0 194 0 62 256 1 56 755 0 811 0 1 134 653 1,787 PEAK HOUR FACTOR N/A 0,87 0.91 0.84 0.94 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.02 17 ave_s bayshore dr,xts • DAVID Pi,iIMM (2 1 ASSQC ATES. INC. Project Name: Location: Observer: 24-HOUR COUNTS Mercy Residential MUSP S Bayshore Drive West of 1-taiissee Street Traffic Survey Specialists, Inc. BEGIN TIME [ EASTBOUND 1s1 1/4 2r10 1/4 3rd 1/4 4th 1/4 i TOTAL 12:00 AM 22 15 10 12 59 o1:00 AM 23 9 8 8 48 02:00 AM 7 5 5 6 6 22 03:00 AM 3 6 3 9 21 04:o0 AM 7 7 12 13 39 05:00 AM 20 32 27 49 128 06:00 AM 100 117 217 316 750 07-00 AM 291 323 334 335 r 1,283 0B:00 AM 317 336 341 333 1,327 09:00 AM 342 335 295 275 1,247 10:00 AM 260 252 227 214 953 11:06 AM ' 200 206 201 207 814 12:0tiPM 197 220 221 246 884 01:n0 PM 245 240 242 228 955 02:00 PM 201 235 221 252 - 909 03:00 PM 272 242 243 225 ' 952 04:00 PM 268 185 224 190 - 867 05:00 PM 209 206 215 261 891 06:00 PM 223 255 232 243 953 07:00 PM g 185 197 128 108 619 08:00 PM 126 95 97 80 401 09:00 PM 80 75 103 94 352 1000 PM 64 76 64 83 287 11:00 PM 48 41 36 37 162 [[24-HOUR TOTAL 1 14,953 AM Peak Hour: PM Peak Hour: EASTBOUND Project No,: Count Date: BEGIN T€ME WESTBOUND is 1/4 2nd 1/4 3rd 1/41 4th 1/4 TOTAL 12 GO AM 0 0 0 0 - 0 01:00 AM 0 0 0 0 0 02:00 AM 0 0 0 0 0 03:00 AM 0 0 0 0 - 0 04:0o AM 0 0 0 0 0 r 05 {i0 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 10:00AM 0 0 0 0 0 1i:00AM 0 0 0 0 0 12:00PM - 0 0 0 0 0 01:00PM 0 0 0 0 0 02:00 PM 0 0 0 0 0 03:00 PM - 0 0 0 0 0 04:OO PM : 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:OD PM 0 0 0 0 0 09.00 PM 0 0 0 0 0 1 Ck00 PM 0 0 0 0 0 11:00 PM 0 0 0 0 0 24-HOUR TOTAL 0 DAILY TRAFFIC COUNT SUMMARY Time: o8:15 AM Volume: 1.352 Time: 02-45 PM Volume: 1,009 AM Peak Hour: PM Peak Hour: 05104 1/27/2005 `TWO-WAY TOTAL 59 48 22 21 39 128 750 1,283 1,327 1,247 953 814 884 955 909 982 867 891 953 619 401 352 287 162 14,953 AM Peak Hour: Time: 12:00 AM Volume: 0 PM Peak Hour: Time: 12:00 PM Volume: 0 EASTBOUND AND WESTBOUND Time: 08:1S AM Volume: 1,352 K-factor: 9.0 % PHF: 0.99 D-factor. 100.0% EB Time: 02.45 PM Volume: 1,009 K-factor: 6.7% PHF: 0.93 D-factor: 100.0 % EB s bayshore dr west_halissee St-xls • DAVID PLUMMER 5 A$SiOC TES. 'N9. 24-HOUR COUNTS Project Narne: Mercy Residential MUSP Location: S Bayrshore ©rive East of Hatissee Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 i TOTAL 12:00AM 0 0 0 0 0 01:00 AM 0 0 f} 0 0 02:DO AM ' 0 0 0 0 0 0300 AM 0 0 0 0 0 04:OOAM 0 0 0 0 0 05'00 AM 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:OOAM 0 0 0 0 I 0 08:00 AM , 0 0 0 0 ! 0 08:00 AM 0 0 0 0 0 10:00 AM r 0 0 0 0 0 11:00 AM 0 0 0 0 0 12:00PM ' 0 0 0 0 0 01:00PM 0 0 0 0 0 02:0D PM 0 0 0 0 0 03:00 PM . 0 0 0 0 0 04:00 PM , 0 0 0 0 0 05.00 PM 0 0 0 0 0 06:0o PM : 0 0 0 0 0 07:00 PM . 0 0 0 0 0 08:00 PM ' 0 0 0 0 0 09:00 PM ;; 0 0 0 0 0 10:00PM ' 0 0 0 0 0 11:00 PM i 0 0 0 0 0 I24-HOUR TOTAL 0 AM Peak Hour: PM Pe,ak hour EASTBOUND Project No.: Count Date: BEGIN TIME 1 WESTBOUND llst 1/4120d 1/4 3rd 1/4 4th 1/4JLTOTAL 12:00 AM 23 16 13 12 1 64 01:00 AM 5 9 1 9 24 02:00 AM 3 3 3 2 11 03-,00 AM 6 4 4 3 17 04:OOAM 2 3 4 4 13 05.00 AM i 8 10 7 12 37 06.00 AM 14 27 36 61 1 138 07:00 AM 131 200 311 196 838 08:40 AM 168 162 192 202 724 09:00 AM 197 201 165 173 736 1O:OO AM 186 150 161 167 664 11:00 Am 180 187 206 178 751 1200PM 214 226 215 215 870 01:OOPM 228 226 219 234 907 0206PM 216 251 257 339 , 1,063 03:00PM 387 330 378 366 1,481 04:00 PM 364 433 391 438 1,626 05:00 PM 460 454 432 424 1,770 08:00PM 416 355 344 302 1,417 07:00 PM 250 207 183 170 810 08:00 PM 132 120 104 109 465 08:00 PM - 106 122 110 95 433 10:00 PM 84 75 63 48 270 11:oo PM 87 1 56 55 72 272 24-HOUR TOTAL 15,401 DAILY TRAFFIC COUNT SUMMARY Time: 12:00 AM Volume: Time: 12:00 PM Volume: AM Peak Hour: PM Peak Hour: 0 05104 1/27/2005 TWO-WAY TOTAL r 64 24 11 17 13 37 138 838 724 736 664 751 870 907 1,063 1,481 1,626 1,770 1,417 810 465 433 270 272 15,401 AM Peak Hour: Time: 07:15 AM Volume. 875 PM Peak Hour.: Time: 04.45 PM Volume, 1,784 EASTBOUND AND WESTBOUND Tme: K-tactor: D-factor: Time: K-tactor: D-factor: 07:15 AM 5.7% 100.0% WO 04.45 PM 11.6% 100.0% WB Volume: 875 PHF: 0.70 Volume: 1,784 PHF: 0.97 s bayshore dr_east_ halissee si.xie • • DAV70 PDIMMSA $ ASS073A7E5- INC. 24-HOUR COUNTS Project Name: Mercy Residential MUSP Location: S Bayshore Drive East of Hiawatha Avenue Observer; Traffic Survey Specialists, Inc. BEGIN TIME 1st 1/4 2nd 1/ 2:00 AM ' 22 15 co AM 23 7 02:00 AM 5 6 03:00 AM 4 5 0400AM 7 7 05,00 AM , 20 32 os:oO AM 103 119 07:OOAM 292 318 Da:OO AM 318 338 0900 AM 348 340 10:00 AM 263 252 11:00 AM ; 200 209 2:0o PM ' 200 218 01:00 PM 230 240 02.-00 PM 205 230 03:50 PM 276 247 04:00 PM 259 189 05:00 P 214 19 08:OO PM 1 222 258 07:00 PM 184 200 08:00 PM 121 100 li 09.00 PM 86 74 0:00 PM 60 81 11 00 PM 43 43 AM Peak Four: PM Peak Noun. ASTBOUND 3rd 1/4 41h 1/4.70TAL 11 13 61 9 7 46 6 5 22 3 9 21 11 13 38 28 49 129 214 324 ? 760 338 335 1.283 339 336 1,331 294 271 1,253 227 212 ' 954 206 210 825 226 244 888 241 225 936 234 256 925 243 223 3 989 225 182 855 215 275 903 227 242 949 131 146 631 99 83 403 111 90 361 64 85 290 39 37 , 152 24-u HOUR TOTAL R 15,015 EASTBOUND Project No.: 05104 Count Date: 1/27/2005 BEGIN TIME 1f WESTBOUND I1st 1/4 2nd 1/4 3rd 1/4 4th 114 11TOTAL 12:00 AM 33 19 15 11 1 78 01:00 AM 8 12 8 10 38 - 02:00 AM 9 5 4 2 20 03:00 AM 3 3 2 4 12 04:00 AM 5 12 4 2 23 D5:00 AM 2 8 10 13 33 06:00 AM 26 35 46 88 195 07:00 AM 113 218 228 210 769 08:00 AM 125 176 172 165 : 638 09:OO AM 168 183 178 152 681 10-AO AM 139 166 176 163 644 , 11:00 AM 175 200 196 217 788 12.00 PM 209 225 208 215 857 01:00 PM 211 289 221 237 958 02:00 PM 254 243 296 315 1,108 03:00 PM 326 338 370 387 1,421 04:00 PM 368 383 363 394 1,508 j 05:00 PM 385 466 452 385 1,688 06:00 PM 425 365 361 314 1,465 07:00 PM 263 246 215 169 893 06:Co PM I 144 127 103 106 480 09:00 PM 109 111 87 92 399 10:00 PM 97 96 93 57 343 1 1:00 PM 71 49 64 23 207 1124-HOUR TOTAL 15,246 DAILY TRAFFIC COUNT SUMMARY Time: 08'30 AM Volume: 1,363 Time: 02.45 PM Volume: 1,022 AM Peak Hour: PM Peak Hour: TWO-WAY TOTAL 139 84 42 33 61 162 955 2,052 1.969 1,934 1,598 1,613 1,745 1,894 2,033 2,410 2,363 2,591 2,414 1,524 883 760 633 369 30,261 AM Peak Hour: Time: 11:45 AM Volume: 859 PM Peak Hour: Time: 05:15 PM Volume: 1,728 EASTBOUND AND WESTBOUND Time: K-factor: D-tactor: Time: K-factor: D-factor: 07:15 AM 6.9 r 62.6 % EB 05:15 PM 8.7% 65.5% W6 Volume: 2,090 PHF: 0-92 Volume: 2,639 PHF: 0.99 s bayshore dr east hiawatha ave-xls • BAV1© �'GUMM5 1 & ASSOCIATES_ INC Project Name: Location: Observer: 24-HOUR COUNTS Mercy Residential MUSP SW 17 Avenue North of Micanopy Avenue Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4H TOTAL 2:90 AM 29 7 2 6 44 fli:00AM 4 5 3 6 18 02700 AM 1 2 3 0 [ 6 03:00 AM 0 2 2 0 4 04:00 AM 7 1 1 1 10 05:00 AM 0 2 9 6 17 moo AM 15 18 23 36 92 07:00 AM 52 68 115 95 330 08:00 AM 50 45 71 68 234 09:00 AM 75 76 77 76 ii 304 0:00 AM 80 83 108 82 ; 353 11:00 AM 101 108 97 109 415 12:00 PM 104 119 103 132 458 01:00 PM 129 164 145 127 I 565 02:00 PM 125 107 164 134 530 03:90 PM 173 164 244 182 € 763 0400 PM 203 178 200 189 { 770 05:00 PM 176 243 293 188 900 06:00 PM ` 247 161 161 149 718 07:00 PM 99 102 89 70 360 08:00 PM 56 48 43 45 192 09:00 PM 46 60 55 32 193 i 10:90 PM 40 31 29 26 126 I 11700 PM 37 23 47 25 132 24-HOUR TOTAL 7,534 AM Peak Hour. PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND L1st 1/4 2nd 1/4 3rd 1/4 41h 1/4 [-TOTAL 12:00AM 4 1 3 4 12 , 01:O0AM 7 3 3 0 13 1 02:00AM 0 6 1 1 8 03:00 AM 1 1 0 5 7 04:00 AM 1 2 6 9 18 05:00 AM 10 11 17 18 56 06:00 AM 58 48 82 121 I 309 07:00 AM 86 94 92 86 358 0800 AM 69 101 97 101 368 09:00 AM 89 98 112 109 408 10:00 AM 101 101 90 75 367 1t:00 AM 76 88 86 94 344 12-,00 PM 81 97 102 110 j 390 01.00 PM 97 98 78 105 378 02-00 PM 72 96 110 110 388 03:00 PM . 104 96 72 65 337 04-00 PM 78 66 59 56 259 05:00 PM 60 57 53 74 244 06:00 PM 47 70 52 79 248 07:00 PM 49 48 57 53 207 08:00 PM 48 37 27 33 145 09.:00 PM 25 18 21 27 91 10:00 PM 14 13 26 34 87 11:00 PM 20 10 9 14 53 1424-HOUR TOTAL jj 5,095 j DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM volume: 435 Time: 05:15 PM Vo ume: 971 AM Peak Hour: PM Peak Hour: 05104 1/27/2005 TWO-WAY TOTAL 56 31 14 11 28 73 401 688 602 712 720 759 848 943 918 1,100 1,029 1,144 966 567 337 2B4 213 185 12,629 AM Peak H8ur: Time: 09:30 AM Volume: 423 PM Peak Hour: Time: 02:15 PM Volume: 420 NORTHBOUND AND SOUTHBOUND Time: K-tactac D.-factor: Time: K.-factor: 0-factor 1 t:45 AM 6 4% 53.8% NB 05:15 PM 9-5% 808% NB Volume: 809 PHF: 0.94 Volume: 1,202 PHF: 0.87 17 ave,_north_m canopy ave.xls • Signal Timings 0 • • • • PATTERN TIME PT !ABORT( 0 10 30 11 530 10 600 5 700 8 930 5 1515 15 1545 7 1830 5 2300 10 SCHEDULE FOR 3788 BAYSHOR,t3L7-TK.A & MERCY FOR OFF ACG G Y R DL Y BDW F G Y R CL Y JCE 00000275 ) /USR011/ENDDO 0 27 0 27 0 27 0 29 0 49 0 29 0 42 6 69 0 29 0 27 1 1 1 1 1 1 1 1 1 4 4 4 4 4 4 4 4 4 4 1 6 1 6 1 6 1 13 1 7 1 13 1 20 1 21 1 13 1 6 3 3 3 3 3 3 3 3 3 7 7 7 7 7 7 7 7 7 9 1 9 1 9 1 7 1 '7 1 7 1 7 1 4 1 7 I 9 1 4 4 4 4 4 4 4 4 4 4 PATTERN SCHEDULE FOR 3792 S BAYSHORE DR & TIME PT OFF ACG G Y R SP Y AM Y !ABORT( JCE 00000275 ) /0SR011/ENDDO 0 10 30 23 8 4 1 12 4 7 3 30 11 30 23 8 4 1 12 4 5 3 530 10 30 23 8 4 1 12 4 7 3 600 5 30 33 8 4 1 17 4 10 3 700 8 46 50 8 4 1 15 4 10 3 930 5 30 33 8 4 1 17 4 10 3 1515 15 28 58 8 4 1 12 4 10 3 1545 7 35 85 8 4 1 15 4 5 3 1830 5 30 33 8 4 1 17 4 10 3 2300 10 30 23 8 4 1 12 4 7 3 1 1 1 1 1 1 1 1 1 1 6 6 6 6 6 6 6 6 6 3 3 3 3 3 3 3 3 3 3 DAY # 4 (SECTION 162) S Y 0! CYC 7 73NIGHT 17 7 73LATE NIG 7 73NIGHT 1/ 800FF-PEAK 95AM PEAK 80OFF-PEAK 100EARLY PM 125PM PEAK 800FF-PEAK 7 73NIGHT 1/ 17 AVE FOR DAY # 4 (SECTION 162) S Y M CYC 7 62NIGHT 1/ 7 60LATE NIG 7 62NIGHT 1/ 80OFF-PEAK 95AM PEAK 80OFF-PEAK 100EARLY PM 125PM PEAK 80OFF-PEAK 7 62NIGHT 1/ (F4cE71,e P,7r) 1. 2 ) 4 6 6 7 e 9M9 tows Neu 0 WALK - 1 F'L2E Pfto i Mlle rola 7 TYPS 3 0:.f1fE26 6 MAA GAP 7 e 9 a L: D E MIN C.AP MAX MAA3 AID RTLK 02Q TO COND 14I'N REDUCz9 PP riiLLC:M F I5P CLR 16 2.5 7$ 2.5 40 7 16 2.S 2.S 2.5 25 20 2.5 2.5 2.5 40 4 4 4 1 1 1 (C+u+r)*1 %XRCB PBABEC (C4I4F2096) 1 2 3 4 5 6 7 0 1 SYNC 1 2 2 SYNC 2 3 VY)IC 3 2 4 1YHC 4 5 SYNC 5 2 5 SYNC 6 2 7 SYNC 7 2 EVWC p 3 9 5YNC 9 2 eak, 5-2NC 2 AOL1 2 C D E COOT EXTRA P (C+O+C)-1 C c 6 6 6 6 6 6 6 5 6 (C+PLA48.4ROIR) PLAN NUM.3ER 1 2 3 4 5 6 Cl'C� Ti 60 95 100 125 1 ND=1 2 FORCB 2 3 FORCE 3 4 PORC1 4 20 20 17 17 5 FORCE 5 6 FORCE 6 7 roam 7 a FORCE 6 9 R. a6G OFFSET A OFFSET A P OP?S3T B C °WPEFT C D INV P5I4K1 E BOLD VEE.EASE255 155 255 255 255 256 F CPPBST LAO ;HASPS (C+1+R0W) 1 2 3 4 5 6 7 9 O LA4 FREE 2 4 6 a 1 I.AO PLAN 1 2 4 6 6 2 LAG PLAN 2 2 6 6 9 3LAOPLAN 3 a 4 6 6 4 LAC PLAN 4 3 4 4 a 5 LAO 2LAE4 5 2 4 6 a • LAG PLAN 6 2 4 ,5 a 7 LAO PLAN 7 2 4 6 8 f 1,A0I PLAN 9 2 4 6 S 2 4 6 8 9 LAG ;DAFT A EXTERNAL LAU B C D B F (C+O+CI --1 COORDINATION MIR+IRA Roc P4A06 YL'IICTION$ (C+2+Role) (P.P.PO4) 1 i 3 4 5 6 7 6 1 0 FAST 0 i+LAC11 2 15 1 CNI88E F LASH 3 3 PEASE W LK AREA 4 7 3 GUAR. P!M99ACi15 5 1 SIMULT - MAP 1 2 3 4 5 6 7 6 6 18 5 MS..* TI4ITJG 1 2 3 4 5 6 7 8 Saba. 7 6 A17V WALK 8 7 DELAY 1547.K (C+0+C)=5 5 16X5 82:72SLL AWE XPED OP. 5 253 (F+040) A MA% IMTZA btALX B IN% FED MY tF+O.1) c SEsi Ac..1JATS1 2 5 DONT u D (F.0+7) E START WWI CALL 2 0 RRD CL F 6TART DIES CALL 11111[F)+1 (040.,r).,2 1C+0+C)=1 4.1 V 4 $ FKASZ lUVC1-20B`a; 7 9 (F.P440312 1 2 3 4 5 C 7$ L PSRMIT 3 6 ) PIED LOCI; 2 YELLOW LOCK 3 Wit MIN WALL 2 6 4 P'Sti RECALL 5 PEOESTR)AM6 6 REST IN KALK 1 RKD REST 5 D3t 51.3 l6rrvT 9 VSH MAX RECALL 3 5 R SOFT RECALL D MAXIMUM 2 C COND SERVICE 17 MAN CANT CALLIE 255 : 35 255 F YELLOW !TART i FIRST Pr.s. 24 2 (C+O+F)-1 COHP :CRIRATIOA (E+CS+ROW) 2 2 3= 5 6 7 5 O EXCLUSIVE 1 RR1 CLEAR 2 RR2 CLEAR 3 NM TIC CLR 4 DI6OT/F1701 5 PIA TO YIEE74T 6 FLASH ENTRY 7 NO YSLA CK 5 NO OL YSLO 4:3 9 OL FETE SELO AENEVEX A B BMVEX 2 C ENI VEX C D 326 VIE D Et EXTRA 1 1 7 3 7 7 IC SELECT (C+0+E)-125 Pege 1 Of 2. 0 1 2 3 4 6 6 7 6 9 A 5 C a F (F+F+8744) 1 2 EC:PERMIT 0 3 SXT PERMIT 3 3 6XT PERMIT 2 2 YXCLUE IVE PRP POD 22 MID et PYD 4F PED 8F OUTPUT OUTPSTT OUTPUT OUTPUT FLY YELLOW 2 RESTRICTED EXTRA ) (C404E1.123 DADE CO7ATY P43LIC 1ROECKb DEPAATMI NT - model Location; 1 BAYBEORE 1 2 3 4 5 4 EJMA NIeD A Y PAIRV156 i 7 a i P2lssesl N3za Designed by: E.IMANANFRZ 1 CEten6d Ay: In service! Timing 6 1 Connente: fluting Y 1 2 3 4 5 5 7 I; 4 6 4 6 4 6 .70 controller timing sheet DI tet 2/12/20 12 r Dz tv 1 D..te! 4/i o Avast .q 537. Station! 162. S-D.P. 6 ASSIGNABLE 18FU?'9 Cl p 'R2.3 TTBF NaAAEC W leSSIGNI-ENdTs A AS C D 8' F P15 1 2 3 7 6 7 a 1 2 3 4 1 6 7 8 1 2 1 4 $ 6 '7 v. A, _ 0 NO/3 :42 MAx 2 '4iD PR3'T'IM E !D2,i,, 1 0:AL ? DIMNIt34 C 79 `�1 7 1 2 3 1 NOT4 :aY oil' 1 FLAX 1 X FERN 1 DIAL 3 1n, A .1. 40 A 5 7i 1 2 3 �. 2 GA 4 8Y ORT 2 PLAN 2 X PERM 2 OFF 1 107 E1 2 41 4 5 7 1 2 3 3 OR 4 SY AEC 3 PLAN 3 NK DAY OPP S ]EV C a 43 4 5 a 12 3AliF, 4R 3 al 822 4 PL434 4 X CLOCK E4 CFP 3 1W D a 41 4 3 7 1 2 3 R 5 NY LET 5 FLAN S ST TINE 47 RUE Rit 1 5 44 4 5 7 1 2 9 k6 6Y DAT 4 PLAN b Pl. ram a1 FLAIR 7C RR 2 6 45 4 5 7 4 2 3 3 7 OR 6 S Y DNI 7 FLAK 7 ED A 3LE 47 XT"0 ONT :7P 1 7 4 C 4 5 7 4 1 2 3 h g 51 DST B PLAN 8 AnV4.35C 69 N01' 1 3P ? 4 41 4 5 7 1 2 3 g 7 MN IN2T PLAN S ALARM 45 NOT 2 2XT LAC 7 44 4 5 7 1 2 1 tt A AND 4 i>CRCE A 72 DELAY A 7K DNA 2 OR 1 iIND 1 T 3E 4 i 7 1 2 3 4 A AND 4 S C RCE A 77 IIB(,A7( A PE BSX 3 OR 1 AND 1 11 51 4 5 7 % 7 3 y, C maw A CNA C8 DELAY C OL Sri 2 OR 7 :AND 2 C 52 4 5 7 1 2 3 h D N4N a HC ,T1 ass DELAY D ca. 6E'T' 3 OR a .41923? 8 55 4 5 7 1 2 3 0 E NAND 2 VI CJ,LL DELAY I ZIT ET 7 0x 3 AND 3 5 6 G 4 3 7 3 2 3 a F NAN.t 2 K)) CALL LELAY T ZIT ST 3 O4 3 .AND 3 1* 62 4 5 7 1 2 5 0 (C.04.21-L24, (E+COLVMN+*7041) DMA Cl (02 PG::UD01 PI)i 0 rET ;CTOR. AafaCam$217421 i-RAO.EI a1A5, (3C+C0L+Row) COL4 03 ,D41 5 1,VMN 6 COLUMN 7 A33IONAT2LE OUTPUT C3 AT'RIAL:6S PHASE9(S ASS:OA`ti:lin-; A 8 C D B P FIN# 1 2 3 4 5 6 7 5 1 2 3 4 6 7 6 2 2 3. 5. 7 4 0 TLE9t U ME 24 5 1{OT 1 TOD 1 DIAL 2 0 1 $P E37 1 PLEA t PLRU 1 CR 1 'POD 2 DIAL 3 1 2 SP EV 3 P P'I,3gi ,pLA» 2 OR 2 Tt7D 3 OFP 1 2 3 $p 5V ) sag O PLAN 3 OR 3 :OD 4 OFt 2 3 4 VP sv 1 ?UL x PLAN 4 AND 1 :'OD 5 OFT 3 4 5 SF IV 5 AL.!' R P1N4 5 AND 2 TOD C FKES 5 5 SF iv E BUS W PLANT 6 AA51* 3 TOP 7 FLASK C 1 OP AV 7 BUS 1 PLAN 7 ROT 2 5,033 9 PR&MPT 7 5 EF EV 6 114T 3 260 PLAN 4 SV A NARY 1 6 75 2 2 1 2 2 9 8C1' 4 PLAN 9 EV 4 WARN 2 9 75 2 5 1 2 3 A I= FAIL s13 01 4 Si/ C n6TLAi A A 77 2 4 1 2 3 S Olt 5 RR I] DELAY A A78 i 6 1 2 3 OR i RR 1 DELAY r C O CNT Cr:, AND 4 RR a DELAY D D E X aWA11C KAND 1 £F :. DELAY E E P 3C WALK WAND 2 SP 2 DELAY P 5 (C40-4)-127, (E+CoLUM3iAOW) ENTBR C1 (QR PSEUDO) 'DIET 1 D87(CT0R 2SSIG1NINTE (C-.0+E).:2*, (E4,0o1,+44044) (6 48%4ER2Tt1) DAY CC WEIR OFT 2 k 'T ,,I T F 5 Tii'9C FLAN 6S' 1 2 3 1 5 4 7 Goo 1 A 1 2 3 S, 5 4 7 1 700 2 A 1 2 3 1 S 6 7 t30 A 1 2 3 5 6 7 3 1500 3 A 1? 3 E: 5 6 7 4 1600 4 A 1 2 3 4 5 5 7 5 1630 1 A 1 3 3 6 5 5 7 6 2300 14 1 2 3 4 5 4 7 7 9 0 C D F 7 [C.0+P) -43.1 (9+E TENT5) DAY or ItS3K Fags 2 4f Z OTrP A N S N TF S L 3 Mien, s ERYangRx i (: o'i 20 I:'W 2.9zet 1{ 3214 TIME PLAN SST 1 2 S 4 5 6 7 0 (F+COL+ROW) RR BEM F_1lB 4 '+E+20W) 1 PRESMP't MTN. A n C P 6EMPT ? A WALK 0 R21 DLY 3 8 DC7E7' T RAL( 1 KRI CI.x 4 C ;WIT1AL ? EVA LILY 5 3 EVA CLA d (F•C+0) 4 8VS DLY 7 RID MAT 5 US C3. 6 4 Eve DLY 9 4+0+F) '+ 2i'C CLA A PIO F4EV51f'T 3 2 WV17 DLY a 2C+0+T3-1 9 EVO CLR O A 2R3 1:LY II 8 RR? CLR g :C404P)»1 s (0.0+7)-0.2 ©section SIGNAL OPERATING PLAN II N , N61'ir<B SEB NEB --A Heads --- Head No. 6 2 4 M ®® Drawing �_, 10 Deng C a S °J, , D' re13 ....epu,awa... C I 4 s S 0 1 F f r • I (2+6) NW +SE13 S Bayshore (Recall) . . owe G G I R a - a i t (4) Y 1 Y ; R v .w.... IP !]wail! gwoommor • • 4, , iawei! • I c r_ T (4) NEB E Fairview (Actuated) owe! R R G C• a (248) R R Y _ - - Flashing Oper ton FY FY i FR 4Pago 1 of 1 IP iami-15ade County Pi tic Works Dept ment _ Drawn H. aernendez 2I12/2002 S Bayshore Dr E Fairvi Si [at `i 10/. 2. ITT Serv've 1 phasing Nv Asset NutnbE )ate 4 jt /o i.._ (By 1 6219 ! TwaPMaveNePeds • • • 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* t1N`1N`FERRtIP. Lanes Divided 1 Undivided 2 Divided 3 Divided A 100 060 1.600 ?D FLOW HIGHWAYS Level of Service B C D 340 670 950 1,720 2500 3,230 2,590 3,740 4,840 1.300 3,670 5,500 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C I) I Undivided ** 220 720 860 2 Divided 250 1,530 1,810 1.860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 1~ 890 *** *** *** Class 11 (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D F 1 Undivided ** 100 590 810 850 2 Divided ** 220 1,360 1,710 1,800 3 Divided ** 340 2,110 2,570 2,710 4 Divided "* 440 2,790 3,330 3,500 Class 111 (more 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 ** ** X. ** V. Level of Service B C ** 280 650 1,020 1,350 D 1- 660 810 1,510 1,720 2,330 2,580 3,070 3,330 Class 1V (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 Level of Service A 13 C D ** ** ** 4. ** 270 650 1,000 1,350 720 1.580 2,390 3.130 780 1,660 2,490 3,250 FREEWAYS Interchange spacing > >_ rnl.apart Level of Service - Lanes 3 4 5 6 A I3 1,270 2,110 1.970 3,260 2,940 3,580 3,980 4,550 5,530 6,150 2,660 4,410 6,150 7,480 8,320 3,360 5,560 7,7€60 9,440 10,480 4,050 6,710 9,360 11,390 12,650 Interchange spacing < 2 mi. apart Level of Service Lanes A 13 C: D 1/ 2 1.130 1,840 2,660 3,440 3,910 3 1,780 2,890 4.180 5.410 6,150 4 2.340 3,940 5,700 7,380 8,380 5 3,080 4,990 7,220 9,340 10,620 6 3.730 6,040 8,740 11,310 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service C D 480 760 1,120 1,620 1,740 2,450 A B ** ** ** ** Other Signalized Roadways (signalized intersection analysis) Level of Sery A I3 C ** '* 250 '* * 580 E 810 1,720 2,580 ce 1) 1 530 660 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% 50-84% 85- 100% Level of Service A f3 C .* .* 170 )30 210 160 380 >380 D 720 >210 *** 1 >720 *** **s PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Mu)tlply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes,) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A ** Level of Se B C 120 590 ee D 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A F3 C ** >5 >4 >6 >4 >3 D >3 >2 1� 810 990 *** Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, EL 32399-0450 hitp:. www1I.myftorida_com/planning/systems/slwlos/default_htm 02/22/02 Lanes 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DI V I DED/UND]V]DED (alter corresponding volumes by the indicated percent} Median Divided Undivided Undivided Undivided Left Turns Lanes Yes No Yes No Adjustment Factors +5% -213 .50/ -25% ONE WAY FACILITIES Increase corresponding volurne 20% 'This table does not constitute a standard and should be used only for general planning applications. the computer models from which this table :s derived should be used fur more specific planning applications The table and deriving computer models should not be used for carrxiar err ioaerscatEon design, where more *efiad techniques exist. Values shown are hourly directional ',dunces [err levels of service and are for tSr at.:amnbite truck modes unless specihtally stated, Level of service letter grade thresholds ate probably not comparable across modes and. therefore, cross modal comparisons should be made with caution. furthermore, combining le -.cis of service of different modes into one overall roadway level of service is not recommended_ To convert to annual average daily traffic volumes_ these volumes must he divided by appropriate 1) and K factors. The table's input value defaults and level of service criteria appear orr the followirt page. Calculations are based on planning applications of the Hidhmay Capacity Manual, Bicycle LOS Modct. Pedestrian LOS Mode] and Transit Chapaniiy and Quality. of Service Manual, respectively for the automat,leitruck, bicycle, pedestrian and bus modes. "Cannot be achieved using table- inper value defaults. ••'tier applicable for drat level of service letter grade. Fur autorrobileruuck modes, volumes greaser than level of service 0 become F because intersection capacities have been reached_ For bicycle and pedestrian modes, the level of sewice lenei grade linc]udin4 F) is not achievable, because there is no maximum vehicle sainme threshold using table input value defaults_ 97 • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE Di PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E CLASS 4 ARTERIAL 1LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0,39 0.95 1,00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 MAJOR CITY/COUNTY ROADWAYS (NON STATE) 1LU 0 0 480 760 810 0 0 0.59 0.94 1.00 2LD 0 0 1120 1620 1720 0 0 0.65 0.94 1.00 3LD 0 0 1740 2450 2580 0 0 0.67 0,95 1.00 OTHER SIGNALIZED ROADWAYS 1 LU 0 0 250 530 660 0 0 0.38 0.80 1.00 2LD 0 0 580 1140 1320 0 0 0.44 0.86 1.00 Source: FDOT's 2002 Qualify/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. 40i 78901416 20-N6v-2001 TABLE 24 A7 DOWNTOWN MIAMI OR1 UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX 11,1 ROADWAY PROM TO _ DIR MIAMI ADOP- TED 40$ C11 rORRI000$614ICUL6 1 TYPE BEUM 121 ROADWAY CAPAC7TYj l31 PER&TRIP CAPACITY WAY. 1.6 141 ROADWAY ICU VOLUME [51 PERS--TRIP VOLUME �PVA 1.4 lel EXCESS PERSON TRIP CAPACITY C71 ROADWAY PERSON TRP VIC lea BUS PER -TRIP CAPACITY LOAD. f MOVER PERK -TRIP -CAPACITY LOAD• €11 RAIL PERS-TRIP CAPACITY 60A06 f111 TOTAL TRANSIT PEPS -TRIP CAPACITY C121 TRANSIT PERSON -TRIP VOLUME l [111 m114] - TOTAL TRANSIT I TRANSIT PER54TRIP PERK EXCE69 1 VOLUME CAPACITY (152 SEGMENT PERSON TRIP CAPACITY N61 SEGMENT PERSON YRS. VOLUME f17q jsel SEGMENT .1 SEGMENT' PIERS -TRIP; PERSON EXCESS TRIP CAPACITY H WC LOS ETRO- BUS MOVER MBTRO- RAIL B76CAYNQ STREET �' NE 54 STREET NE 46 STRET � it NB III E LS 1,010 (2,14 T2,896 1,021 4429 � 1,467 0.49 C 920 9 .0 1e9 163 751 3,816 - ',. 1,596 2,218] 0.4.9 C NE 46 STREET 58 E 1,610 1.860 2,590 306 0.89 0 920 '220 243. 243 677 51618 2,033 963; 0.742 0 3-195 148 E 1 85 1,610 2,096 1,431 2,003 803 0-69 0 920 920 769` 169 751 3,876 2.172 1,6441. 0.589 C 58 e f 1,870 2,896 2,1346 2,664 32 0.39 E 920 920 243 243 677 3,816 3,107 709? 0.814 0 1.195 NE 36 STREET NO E � LS 1 ,8101 2.898 2.696 1,334 1,868 1.028 0.65 C 920 920 339, 339 581 3,816 2,207 1,8091 0.578 C NE 36 STREET N 29 STREET E EE NB E L5 ' 1,810 2,8081 1,589 1,334 2,225 7,868 671 7.028 0.77 0.85 0 C 920 1,472 920 l,472 248, 523 248 523 67 2 949 3, 18 8 4,368 4 2, 61 2,391 1,343d 0.548 1,977; 0.547 C C NE 29 STREET SB E 1,810 2096 1,589 2,225 • 671 0.77 0 2,252 2,252 476 416 1,836 5,146 2,641 2,5071 0.513 C NE 20 STREET N8 E LS 1,750 2,800 1,945 2,681 119 0.96 E 1,472 1,4721 523 523 949 4,272 3.204 1.068 0.750 0 NE SB E 1,750 2.800 690 1,246 4,554 0.45 0 2,252 2,252 416 416 1,636 5,052 1,862 3,390 0.329 0 II 20 STREET NE 19 STREET NB E 85 1,750 2,800 1,605 2,247 553 0.60 0 1,472 1,472 523 523 949 4.272 2,770 1,502 0.648 0 ';II SS E 1,750 2,800 97P 1,358 1,442 0.49 0 2,252 2,252 416 1 416 1,030 5,052 1,774 3,278 0.361 0 11, NE 19 STREET NE 15 STREET 145 E HS 1,750 2,800 1,759 2,463 337 0.58 E 1,469 960 2,429 442 44 406 1,943 5,229 2,949 2,280 0.564 0 Ili 08 E 1,750 2,800 1,252 1,753 1,047 0.62 i7 2.249 960 3,209 303 53 436€ 2,773 8,009 2109 3.820 0.364 D NE 15 STREET NE 14 STREET NB E H5 1,750 2,600 1,674 2,344 456 0.84 E 1,028 960 1,988 678 44 1 77.2 4266 4.780 3.056 1,722 0,640€ 0 35 E 1,750 2,600 919 1,287 1,513 0,46 0 1,008 960 2,760 485 53 ! 536 2.230 5.568 1,826 3.743E 0.328€ 0 NE 14 STREET NE 13 STREET NB E 115 2,580 4,096 4 074 2,344 1,752 0,57 0 1.706 960 2,666 752 44 736 1,570 6,762 3.140 3,622E 0.464 i 0 SB E 2,660 4,096 919 1,287 2,809 0.31 0 2.486 960 3,446 506 53 559 2,687 7,542 1,646 5,6961 9,245 C it NE t3 STREET f-395 NB E Hs 2.560 4,096 1,731 2423 1,673 0,59 D 1,706 360 2666 740 44 792 1,874 8,762 3,215 3,5471 9.475 0 III SB E 2,580 4,096 1,697 2,376 1,720 0,50 D 2,466 960 3,448 499 53 551 2,895 7,542 2.927 46151 0.380 0 I!. 1.395 NEB STREET NE E HS 3,140 5,024 1,432 2,005 3,019 0,40 0 2.486 960 3,446 367 61 428 3,018 8,470 2,433 8,0371 0.2117 0 08 E 2,560 4,096 1,506 2100 1,988 0,51 0 1,706 960 2.866 398 53 451 2,275 6.762 2,559 4,2031 0,378 0 NE 8 STREET NE 3 STREET NB E HS 3,140 5.024 1,696 2,374 2,060 047 0 1,708 9d0 2.666 677 9t 786 1.896 7,690 3,142 4,549 0,409 . 0 88 E 3,140 5,024 748 1,044 3,960 0.21 C 2,486 960 3,446 469 70 ! 559 2,087 0,470 1.603 8,867 0.183 C NE 3 STREET NE 1 STREET Na E HS 3,140 5,024 1,696 2,3741 2,650 0.47 0 2,485 1,440 3,926 657 83' 740 3,186 8.950 3,114 5,836 03481 0 58 E 3,140 5,024 746 1,044 3.980 0.21 C 2,226 1,443 3.666 394 58 450 3,216 8,690 1,494 7.196 0.1721 G 11 NE 1 STREET SE 1 STREET N8 E HS 3,140 5,024 1,847 2,566 2,438 0.51 0 3,434 1,440 4874 1,108 74 1 1,180 3,694 9,098 3.766 6,132 0.3801 0 1 SB E 3,140 5,024 661: 1.205 3.819 0.24 C 306 1,440 1.746 61 80 141 1605 6770 4348 542433 0.1991 C SE 1 STREET 5E 2 STREET 158 E 149 3,140 5.024 1.647 2,566 2,430 0.51 0 780 1,440 2,220 187 106 293 1,927 7,244 2,879 4,365! 0.397; 0 '1 SE 2 STREET 5E 4 STREET 58 NB E E-114/ HS 3,140 5,024 S61 1,205 3,819 0.24 C 1,440 7440 73 73 1,367 6.464 1,278 5,1861 0.1981 C 1' 2,040 3.264 1,007 2,530 734 0.78 0 2,080 2,889 203 i 203 2,677 8,144 2,733 3.41111 0.4451 0 it NE 2 AVENUE/BAICKELL AVENUE NE 20 STREET NE 19 STREET NB ' E LS 1,615 2,584 731 1,023 1,561 0.40 0 713 713 196 198 515 3,297 1,221 2,0761 0.3701 0 38 E 1,615 2,584 512 717 1,867 0.28 C 713 7737 119 119 594 3,297 936 2.461 . 0.254' C NE 19 STREET NE 14 STREET NB E HS 1,616 2,584 731 1,023 1,561 040 D 480 460 22 22 458 3,064 1,045 2,019 0.341 ; 0 SB E 1,815 2,584 612. 717 1,867 0.20 ' C 518 480 998 84 26 i 1/0 868 3,582 827 2.755 0.2311 C NE 14 STREET NE 13 STREET NB E HS 1,615 2,584 731 i 1,023 1,561 040 0 480 460 22 22 458 3,064 4045 2,019 0.3411 0 li 58 E 1,616 2,584' 512 717 1,867 0.26 0 1,070 400 1,650 308 26 334 4,216 4,134 1,051 3063 0.2541 C 14E. 13 STREET 1-395 SS Ed HS 3,070 4,912E 1,127 1,575 3,334 0,32 [3 4070 980 2,030 264 100 384 4,846 8,042 1962 4,980 0.2531 C I;E 3-395 NE STREET SB 6.1W 145 3,070 4312 671 939 3,973 0.19 C 1,070 950 2,030 204 136 4207 1,610 6,942 1,359 5,9831 9.1961 C NE 3 STREET NE 1 STREET 60 I E-1W HS 1,070 4,912 671 939 3,973 0.19 C 1,3305 1,440 2,770 234 111 345 2,425 7,682 1,264 6,398 0,187, C NE STREET FLAGLER STREET S8 E-1W HS 3,070 4,912 671 939 3,973 9.13 C 562 1.440 1,992 88 114 202 1,790 6904 1,141 5,763 0.1651 C FLAGLER STREET SE 1 STREET 58 E-1W H5 3,070 4,912 677 939 3,973 0-19 C 1,440 7,440 114 114 1.328 6,352 1,053 5,299 0,166; C SE 1 STREET SE 2 STREET 58 E-1W HS 3,970 4,912 671 939 3,973 0.19 C 1,316 1.440 2,756 351 154 5021 2,254 7,688 7.441 6,227 0.1891 C SE 2 STREET SE 4 STREET 58 E•1W HS 3.770 6,032 671 939 5,093 016 C 1,346 2,800 4,226 370 151 521 3,705 70.258 1,450 8,798 0.442 C, SE 4 STREET SE 8 STREET NB E HS 1,700 2,720 1,197 1,876 1,044 0.62 0 1.346 980 2,306 365 164 i 529 1,TT7 5,026 2,205 2,821 9.439 D 38 E 2,560 4,096 1,340 1,678 2,220 0.46 0 585 1,929 2,486 115 360 475 2,011 6,582 2,351 4,231 0.357 0 5E 8 STREET SW 13 STREET 148 E HS 1,700 2,720 7911 1,114 1,608 0.41 0 566 960 1,483 2909 240 164 2751, 580 2,389 5,709 1,794 1,915 0.314 17 SB E 1,700 2,720 1,345 1,583 837 0.89 0 566 7,020 1,463 3,949 119 360 6921 1,171 2,776 6,66S 3,054 3,016 0450,, U Sw 13 STREET SW 15 ROAD NB E HS 1,700 2,720 603 844 1,876 0.31 D 306 960 1,483 2,729 156 85 2781 517 2,212 5,449 7,361 4,088 0.259E C ; 58 E 1,700 2,720 1,476 2.066 654 0.76 D 306 960 1,463 2,729 26 97 662 615 1,914 5,449 2,881 2,566 0.529 0 SW 15 RCA0 RICKENRACKER CSW1' NB E LS 1,700 2,720 610 1,134 1,500 0.42 0 306 906 136 138 1E5 3.026 1,272 1,754 0.420 0 BB E 1,700 2,720 1,364 1,910 010 070 0 306 306 22 22 204 3,026 1,932 1,094 5.638 0 SOURCE. KE1TH AND SCHNARS, A.A. 14.ITRANPyAM,PRg3ECTS120017187181TABLESIt I1.V0n8X.Wv,4 f69v 2ai6 111 MIAMI A5OP- ROADWAY TEO �ORR[DO PROM TO NEl�VNO FE`-...'m _�....-._.� 11 NE 175TREET I NE 14 STREET NE 14 STREET N9 E S8 E 1-395 1 395 NE6STREE'T NE 5 STREET FLAGLER STREET PLAGLER STREET 5E 1 STREET SE 1 STREET SE 2 STREET N. M4AM! AVENUES. MIAMI AVENUE NE 20 STREET NE 17 STREET NE 17 STREET NE 14 STREET NE 14 STREET NE 6 STREET NE 6 STREET NE 4 STREET NE 4 STREET FLAGLER STREET FLAGLER STREET SE 6 STREET SE 6 STREET 5E 6 STREET SE 6 STREET SW 12 STREET Sw 12 STREET SW 13 STREET SW 13 STREET SE 15 ROAD N8 E-1w NH N9 NB N8 58 SB S8 SB SB NE NB NB E-1 W E-1 W E-1 W E-1W E-1W E-I W E•1 W E-1W E-1 W E•TW E-1VY E-1 W E-1 W N8 1 E 59 1 E NW 1 AVENUE NE 8 STREET NE 7 STREET NB SB NE 7 STREET NE 1 STREET NB Se NE 1 STREET ELAGLER STREET 148 SB FLAGLER STREET SE 2 STREET I NB SE SW 1 AVENUE N. MMAM! AVENUE SW 7 STREET ( $13 SW 7 STREET SW 6 STREET 1 SB SW 6 STREET SW 13 STREET % SB NW 2 AVENUE NW 11 STREET NW 8 STREET NW 8 STREET NW 8 STREET NWGSTREET 131W5STREET NW 5 STREET NW 3 STREET NW 3 STREET NW 1 STREET NW 1 STREET SW 1 STREET 5W 1 STREET SW 2 STREET 5W 2 STREET SW 7 STREET SW 7 STREET SW 8 STREET SW 8 STREET 5W 11 STREET SW 11 STREET SW 13 STREET SW 13 STREET SW 15 ROAD i NB S9 NB 58 NB SB NB Se NB 613 NB SA NB 5B NB SB E E -1 W -1W -1W E E E NB E S9 E NB E 5B E 149 E SB E N8 E SB E H5 HS HS H9 HS HS L5 LS H5 HS HS LS HS HS H5 H5 HS HS H5 LS HS HS HS H5 HS HS LS L5 H5 H5 HS H5 TABLE 29A7 DOWNTOWN MIAMI ORI UPDATE PERBON•TRIP VOLUME AND CAPACITY UPPING CONDITIONS MATRIX ROADWAY MOO& _ _.____ ......_._..�-_. _ _...._....._,.,...,.....�_ ......-..._.. .,,.,,_.._..-...SE03EIIi'TOTAL....-..-.._,M._.,.....�-I 121 E31 (41 151 (51 171 PI 591 1181 (511 1T21 1931 441 11 (165 ' (671 eel PERS-TRIP PERS-TRIP EXCESS ROADWAY BUS MOVER RAIL TOTAL TRANSIT TOTAL TRANSIT SEGMENT SEGMENT, SEGMENT SEGMENT r ROADWAY CAPACITY ROADWAY VOLUME PERSON PERSON PERTRJP PERS.TRIP PERS-TIT€P TRANSIT PERSON -TRIP VOLUME TRANSIT PERS.TRIP PERSON PERSON .PERS.TRIP PERSON 'r, rYE CAPACITY CAPACITY 1.6 @1.E VVOCULA VOLUME 1-4 TRFP CAPACITY _ TR WC P _ i CAPACITY LOAD. CAPACITY LOAD. .__ CAPACITY LOAD* PERS-TRIP CAPACITY SUS METRO- MOVER METRO. RAIL .. ... PERS VOLUME EXCESS CAPACITY P r TRIP CAPAG?TY TRIP EXCESS VOLUME PREP WO ... Lob' 500 1,288 0 0 ,.260 a.00 A 464 460 300 1,780 _ nICAPACITY _.,..-1,760'1 0,00011 A i ii 600 1,280 0 0 1,280 0.00 A 460 480 480 1,760 011 1,7601 0.0301 A 1. 3,070 4,912 1,143 1,600 3,312 0.33 0 1,226 969 2,186k 4661 44 512k 1,674 7,096 2,1121 4,9651 3295 53 11 3,070 4,912 599 639 4.073 0.17 C 1,226 60 9602,186 434 47 4811 1,705 7,098 1 320�1 5,778 0 s861 C 3,070 4512 599 839 4,075 0.17 C 2,114 1,440 3,554 579 91 6691 2.995 6,466 1,506 11,9561. 1 079 l; I 3,070 4,812 599 639 4.073 0.17 C 2.114 1,440 i 3.559 405 74 475, 3,075 6466 1,316 7,146 0.i 58, C II 3,070 4,912 599 830 4,073 0.17 0 534 1.440 1,974 68 106 1741 LawLaw6,866 1,013 5,673' a1471 C 1 1 33370 4,912 392 549 4,363 0-11 C 156 156 4 41 152 5,083 5531 4,515 0.1091 C 3,070 4,912 392 549 4.363 0.11 C 156 156 4 41 162 5,068 5531 4,515 0.1091 C 3,070 4,912 392 549 4,363 0.11 C 166 1,463 1.619 4 256 280E 1,359 6,531 609 5.722 0.1241 C 1� 3.070 4,912 400 560 4,352 0,11 C 534 1,463 1.997 62 240 322, 1,675 6,909 8821 6,027 0.1281 C 2,040 3.264 400 560 2,704 0.17 C 534 1,463 1,957 83 240 • 3231 1,074 5,261 0631 4,378 0.1681 C '1 3,070 4,912 1,041 1,467 3,455 0.30 0 534 534 251 9 2I 263 5,446 1,706 3.738 0-3'€41 D 2,040 3,264 1,041 1,467 1,807 046 0 034 960 2,925i 4,419 66 164 583 7951 3,624 7,663 2.252 5,431 0203€ 53 2.040 3,264 1,093 1,530 1734 047 0 780 960 2,9251 4,665 187 164 653 9041 3,781 7,029 2,431 5405 0.307 53 2,040 3.264 1,093 1630 1,734 0,47 0 780 960 2,926! 4,665 167 164 553 9041 3,781 7,929 2,434€ 5,495, 0,307 0 800 1,280 308 431 649 0,34 0 960 060 62 621 8 2240 513 1,727 0,729 Q 600 1,280 60 84 1,198 0.07 C 960 060 03 931 867 2,240 177 2,063 0,070 C !' 1.700 2,720 176 246 2,474 0.09 C 2,925 2.925 1,266 1,266111 1,659 5,645 1,512 4,1331 0.265 G 1,700 2,720 449 629 2,091 023 C 2,926 2,925 5131 5131 2,412 5,645 1,142 4,5031 0202 C 1i 1,700 2.720 176 246 2,474 0.09 C 2.925 2,025 1,2501 1.2501 1,667 5,645 1,504 4,1411 0,2661 C 1,700 2.720 449 629 2,091 0.23 C 2,925 2.925 5131 5131 2,412 5,645 1,142 4,5031 0.202; C 600 1,260 176 246 1,034 0.19 C 2,9251 2,925 1,2551 1,258 1,667 4,206 1.504 270111 0.3581 D 1,700 2,720 449 629 2,061 0.23 C 2,9251 2,025 613; 513 2,412 5,645 1,142 4,5031 0.2021 C 1,615 1,615 2.584 2,584 176 449 246 629 2,336 1,955 0.10 0.24 C C i 2.584 2,584 246 629 2,338', 0,095 0.243 C1,9551 C 3,070 4,912 1.003 1 404 3.506 0.29 C 534 534 246 i 2461 288 5,446 1.650 3,7961 0.303 0 2,040 3,264 1,003 1,404 1,860 0.43 0 534 2,925 3,459 246 1.6551 1,901 1,556 6,722 3,305 3,4141 0.492 0 1 2,040 3,264 779 1,091 2,173 0.33 0 2.525. 2.925 16901 1,690 1,235 9,1119 2,761 3,408 i„ 0.440 0 !I : A 800 1,28E Z52 353 927 0.28 D 315 2,926 3,240 136 684, 820 2,42E 4,520 1,173 3,347i 6286 0 800 1250 207 290 900 0.23 C 316 1,463 1,776 68 6921 760 1,016 3,056 1,050 2,008 0.343 0 I' 800 1,280 700 980 300 0.77 D 1,875 2,925 4,800 064 664 1,548 3,252 6,080 2,628 3,562I 0.416 0 600 1.280 259 363 917 020 D 510 1,463 1,673 143 692 8351 1,138 3,2E3 1,198 2,0561 0.368 D 640 1,344 700 980 364 0.73 0 1,674 2,025 4,500 782 666I 1,4681 3.131 5,943 2,44$ 3,495 0412 0 I` 840 1,344 259 363 901 027 0 1,483 1,463 6921 692! 771 2.807 1.055 1,7521 0.378 0 840 1,344 700 960 364 0.73 0 1674 2,925 4,599 782 556i 1,4681 3.131 5.943 2,448 3,495I 0.412 0 640 1.344 259 363 96! 027 0 624 1,463 2.087 96 892` 707! 1,300 3,431 1,150 2.281 i 0.335 D '11 1,615 2,584 700 980 1,804 0.38 0 1,874 1674 419 419=. 1,255 4,258 1,390 2,859 0.328! 0 1� 600 1.280 259 363 917 0.28 0 624 624 93 931 531 1,904 456 1448 0.2391 C 1.615 2.554 700 960 1,664 0,38 0 114 114 46 46; 68 2,698 1.026 1.672 0.360 0 !' 800 1.280 259 363 917 0,26 0 624 624 93 93! 536 1,904 458 14461 0.239 C 1,615 2.664 681 967 1,617 0.37 0 1 2,564 967 1.6171 0.374 D 'j 1.615 2.584 652 813 1,671 0,35 0 12.584 913 1,6711 0,353 0 800 1280 691 967 313 0.76 0 1,463 1,463 261 2811 1,182 2,743 1,246 14951 0.455 0 11 000 1,280 852 913 367 0,71 0 1,463 1,453 4921 692' 771 2,743 1,605 1,1351 0.565 C 1,615 2,564 695 967 1617 0,37 D 1,463 1,463 2811 2811 1,182 4,047 1248 2.7991 0-3081 G 1 1,615 2,584 852 913 1,671 035 0 156 1,483 1,619 6 6921 6061 921 4,203 1,611 2,592i. 0.363 0 600 1,26E 691 967 313 0,76 D 1,463 1,463 275' 2761 1,187 2,743 1,243 1,500,! 0.453 D i 800 1,260 652 913 367 0,71 ❑ 156 1,463 1,619 6 8921 6561 921 2,899 1,611 1,28811 0.556 0 II 680 1,280 891 967 313 078 0 1,463 1,463 2761 2701 1,167 2,743 1,243 1,6001 0.453 D 600 1,200- 652 913 367 0.71 0 1,463 4,463 692' 5921 771 2,743 1,605 1,1381 0.585 0 1.615 2,584 216` 302 2,292 0.12 C 1 2,554 302 2,282 0,117 C 1' 1,615 2,5841 282. 395 2,159 0-15 G 2.584j 365 2,1391, 0.183 0 . S❑URCE. ICEITH AND SCHWAS, P A, N'1TRANPL OSPROJECTSl24011167162TAALES4149,TATRiX,W1W v Pago 3 or 20-Naw2001 Ii ROADWAY NVi3AVS44U .._._�. NW 20 STREET NW 17 STREET NW 14 STREET NW 9 STREET Nw 5 STREET DI II] MIAMI ADOP- TED J'ORRIDO LOS TYPE MN 17 STREET NB 6 56 E 1 NW 14 STREET - N8 E LS SB E NW 9 STREET NB E I LS SB E 1 NW 5 STREET I NB E•IW SW 7 STREET I NB E-1W NE20 STREET NE 2 AVENUE N. MIAM€ AVENUEEB i wB N. MIAMI AVENUE NW 3 AVENUE EB 4YB MN3AVENUE 1.95 EB WB 15 STREETNENETIAN CBWY BISCAYNE ISLAND BAYSHORE DRIVE BAYSHORE °RIVE BISCAYNE BLVD BiSGAYNE BLVD N. MKAMN AVENUE N6 14 STREET 954640RE DRVE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 2 AVENUE 1.4W2 AVENUE NW3AVENUE NW 3 AVENUE 1.95 NE 11 STREET Nw 3 AVENUE 1.95 NE 10 STREET NW3AVENUE 1.95 6 STREET/PORT BOULEVARD E- OF PORT BRIDGE BISCAYNE BLVD BISCAYNE BLVD NE 1 AvENUE NE 1 AVENUE N MIAM1 AVENUE N MIAMI AVENUE NW 1 AVENUE NW 1 AVENUE NW 1 CT NW 1 CT NW 2 AVENUE NW2AVENUE NW3AVENUE NW 3 AVENUE 1-95 EB W8 ES WB ES WB E8 wB E6 WB EB WB EB W1 EB WB EB WB VV8 EB ES WB WB wB WB W8 WB E E E L E E E LS LS LS L5 LS LS L5 LS LS 45 LS 6.1W i LS TABLE 21.4.1 DOVMTOWN MIAMI DID UPDATE 6 800N-7RIP VOLUME AND CAPACITY EXISTING CONOMONB MATRIX ROA ROADWAY CAPACITY ROAOWADYVAER _.�.. (2] 13] E4) 'f� 151..�. �.. III 14] t91 It01 It 1� .�. ""'_ �1 R1 1131._ �. 14 PERS•TRIP PERS-TRIP EXCESS ROADWAY sus MOVER RAIL TOTAL � TRANSIT TOTAL � TRANSIT VOLUME PERSON PERSON PER -TRIP PERRS.7RIP PERS-TRIP TRANSIT I PERSOI4•TRIP VOLUME TRANSIT IPER6-TRIP 7ENICULA @PPV• ICUtA BAPPV4 TRIP TRIP CAPACITY CAPACITY CAPACITY PERS-TRIP METRO -I METROO--1 PERS I EXCESS CAPACITY 1.6 VOLUME I CAPACITY V%C MEI LOAD. LOAD.LOAOA CAPACITY sus MOVER ! RAIL YOLiiME APACITY 600 B00 500 800 800 800 3,070 2,040 600 800 1,615 1,615 1,700 1,700 840 840 840 840 800 600 1,616 1.615 1,615 B00 1,615 600 600 400 800 800 600 800 2,040 5.1W L5 2,040 E-1w E-1 W E-1w &1W E•1W WB E-1N7 WB E-1W HS HS H5 H5 L5 LS LS 2,560 2,560 3.070 2,040 2,04a 2,040 2,040 2,040 3,070 1,250 1,280 1,260 1,280 1,280 1,260 4,912 3,264 200 204 200 204 200 204 1,102 t,102 280 1,000 286' 994 280 1,000 286 994 260 1,000 265 994 1,543 3,369 1,543 1,721 0.22 c 022 C 0.22 i C 559 022 1 0 559 0.22 € C 114 0.22 C 114 0.31 D 0 47 0 1,260 600 840 440 0.66 1,260 491 687' 593 0 54 2,584 800 040, 1,744 0.33 2,684 491 667 1,897 0.27 2,720 600 840 1,080 0,31 2,720 491 687 2,033 0,26 1,344 1,344 7,344 1,344 1,260 1,280 2,584 2,664 2,584 1,280 2,584 1.280 1,260 1,280 1.280 1,260 1,280 1,250 3,264 3,284 304 322 340 345 182 255 212 105 160 174 160 174 160 174 160 174 172 196 180 133 4,096 1,278 4,086 584 4,9121 614 3,264 614 3,294 3,204 3.294 3,264 4,912 614 614 814 614 614 426 451 476 483 255 357 297 147 224 244 224 244 224 244 224 244 241 274 212 186 1,789 832 860 660 860 860 660 560 860 916 883 868 661 1,025 923 0.32 0,34 0,36 0,36 0.20 0.28 2,287 011 2,437 0.06 2,360 009 1,03E 0.19 2,360 0.09 1,036 0.19 1,056 0.18 ,030 0.19 1,056 0.18 1,030 0,19 1,039 0.19 1,006 0.21 3,012 0.08 3,078 0.06 2,307 3,264 4,052 2,404 2,404 2,404 2,404 2,404 4,052 0.44 020 016 0,28 0,26 026 0.26 0.26 0.18 C C C 185 106 195 195 195 195 O 45 D 45 D 546 O 270 1: C 2,008 C 2.739 C 602 C 682 C 730 C 130 C 130 C 130 C 446 C 446 c C 114 C 114 0 G G 2,880 C 868 2,880 C 510 2,580 C 2.580 C 315 C 309 C 559 198 5591 140 114, 1141 185 185 195 195 195 795 45 45 546 270 2,508 2,739 682 682 130 130 130 130 445 445 114 114 2,850 3,768 3.390 2.680 315 309 309 5818 36 28 36 28 36 28 24 18 74 37 646 774 286 238 46 14 46 14 114 142 16 54 189 141 75 132 132 214 214 214 214 198 140 58 18 36 28 36 28 36 26 24 18 74 37 846 774' 286 230 45 14 46 14 174 142 15 PERSON I PERSON ' SEGMENT �.•SE 47 ji 116E 115] ..._1171 I151 SEYdMENT SEGMENT SEGMENT SEGMENT PERSON 1. TRIP j TRIP EXCESS TRIP jj CAPACITY VOLUME CAPACiYV: G5C LOCI 1,250' 260 1,600 1,290j 266 994 361 1,839 i 478 1,361 419 1,8391 428 1,411 56 1,3941 339 1,056 95 1,3941 304 1,090 4,912 1,543 3,369 3,264 158 1,475 167 1,476 159 2.776 167 2,779 159 2,915 167 2,915 1.543 1,721 876 715 876 715 876 715 0.219 0.223 6.250 0.232 0.242 0.216 0.314 0.473 O 11 C U C [` O ' Q ';11 599 0.594 p 7601 0,485, 0 1,9031 0.3151 D 2,0641 0,257E C 2,0381 0.301 [ 0 2,2001 0,245€ C i 21 1,389` 450 9391 0124 27 1,389 469 9201 0.330 472 1,890 550 1,340E 0,291 233 1,614 520 1,094 1 0,322 1,200 255 1,025 0,799 1,260 357 923 9.279 1,162 4,592 1,985 5,323 396 3,26B 444 1,962 04 2,714 115 1,410 84 1,410 116 1,410 331 1,725 303 1,725 1.200 1,280 1,143 921 570 482 270 258 270 258 338 386 241 274 3,378 266 541 60 3,376 214 403 365 214 75 132 132 4,096 4,09E 2,666 7,792 3,385 7.032 3,335 11,664 2.66E 6,144 240 3.579 3,573 5,221 177 177 3,449 4,402 2,756 1460 2,444 1,152 1.140 1,152 1,387 1,339 1,239 1,00E 3,110 240 3,138 1,769 032 1,074 1,263 1,215 1.074 935 992 992 2,307 3.264 6,718 5.768 5,439 5,070 2.5441 0 17 17 D C 12 0245 C 0,173' G 0 1:6 C 0,246 C 0099 C 0.193 C 0.191 C 0.183 C 0.196 C 0,224' C 0.1881 C 0.2141 C 0.0791 0.071 1 C 0.4371 0 1 0,203; C 0139' C =1 0.1901 C 0463 C '1 0.1751 C 0261 2,6811 0278 4,229; 0.190 C C C SOURCE, KE.ITH AND SCHNARS. P A. N'ITSANPI.A10PR03ECTS@001116714VTA9LE5U 1457013k,wlc4 i-'a6,4 4 of 5 20 NOY.2001 ROADWAY FROM NE5'STREET BISGAYNE BLVD NE 2 AVENUE NE 2 AVENUE NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 2 AVENUE NW 2 AVENUE i-95 NE 3 STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE N. MIAMI AVENUE N. 1,11.4333 AVENUE NW 3AVENUE NE 1 STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NW2AVENUE NW 7 AVENUE 1.95 1AGLER STREET BISCAYNE BLVD NE 2 AVENUE NE7AVENUE NE1AVENUE NE 1 AVENUE NW 1 AVENUE NW 1 AVENUE NW 2 AVENUE NW 2 AVENUE 1.95 SE 5 STREET BISCAYNE BLVD 5E 1 AVENUE SE 1 AVENUE SW 1 AVENUE SW 1 AVENUE SW 2 AVENUE SW 2AVENUE i-95 SE 2 STREET/3R51US•1 BISCAYNE BLVD. SE 3 AVENUE NE2AVENUE • I SE 4 STREET1SR57U9-1 BISCAYNE B1.96, SE2AVENUE SE7STREET BAICKEL AVENUE SW 1 AVENUE SE8 31116E7 BFIICKELL AVENUE 5. MIAMI AVENUE 5W 1 AVENUE SW 1 AVENUE 1-05 S. MIAMI AVENL)E Sin' 1 AVENUE i.95 TABLE 21.A7 DOWNTOWN MIAMI DRI UPDATE PERSON•TRIF VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX A6ADWAY MODE ...- I,_,.I. [21-._. .__(3----i4s 151 16) (7i _.. .__(I) _. (V) MuMI PERS.TRIP 1 PERS-TRIP EXCESS ROADWAY SUS MOVER ADOP- ROADWAY CAPACITY [ROADWAY VOLUME PERSON PERSON PER -TRIP PERS-TRIP TEO ORRIDOlIVENICULA&PVI MEN4CULA aPPV. TRIP TR P CAPACITY CAPACITY ,�_D R LO8 �ZYPE CAPACTY /.6 VOLUME {,4 ...CAPACY VN! 1LLOAD. ) LOAD+ ES E-1 W E8 E-1W EB E•1W EB E-1W EB E-1w EB WB EB WB EB WB WB wB w6 WE, WE WB we BB EB EB EB EB SE AVENUE W8 HS 3.770 Hs 3,070 HS 3070 3,070 5 3.070 E LS E E•1W LS E-1W L5 E•1W LS E-I W E-1 W E-1 W E•1w E LS L5 11S LS 0-IW HS E-iW HS E.1W LS E-1W L5 E-1 W 1i5 WB E-1W HS 640 540 840 640 840 840 2,040 2,040 2,040 2,040 2040 2,040 2,040 2.040 3,070 3.070 3,070 3,770 3.770 3,770 E-1W HS ! 3,070 WB E-1W LS , 3.070 w6 E-1W ; LS - 3.070 EB E-194 I LS Ee E-1w i LS E9 E.1W , LS 4,9121 4,41121 1,3441 90 1,3441 694 1,344I 90 1.344 i 5%4 1,3441 90 1,344`; 694 954 954 954 964 1,098 3,264; 326 3,264 3,254 3,264 3,264 3,264 3,264 3,264 4,912 4,912 4,912 6,032 326 576 424 424 424 7.264 268 1,037 1,037 975 894 6,0321 2,402 1,375 1.378 1,378 1.376 1,537 126 972 126 972 126 972 456 456 1,226 594 594 594 1,756 9.28 3634, 0.26 3,634I 0:28 3,375 531 1,218 0.09 C 260 3721 0.72 D 1,218! 0.09 C 3721 072 D 1.218 009 0 372 0.72 D 2,808 2,808 2013 2,670 2,670 2,670 1,508 0.14 C 946 0.14 C 1,726 0.38 0 1,205 0.18 0.12 0.19 0.54 356 2,906i 011 1,452 1,452 1,355 1,252 3,363 6,032 2,4021 3,363 4512 4,912 4,912 3,070 4,912 3,070 4,912 3,770 6,032 1.626i 2.556 1,025 1,470 1,351 2,193 2,235 3,4601 0.30 3.4601 0-30 3,547 0.28 4,780E 0.21 2,669 0 56 7,6661 0.50 2,356 0.52 1,9331 2,979 3.970; 1,642 3,129E 2:903 0.39 063 052 2,680 2,880 2,680 C 3,526 C 3,526 C 3,528 2,880 D 1,950 3,434 5,274 3.806 630 30 566 666 810 534 1,440 2,860 2.880 2,860 1,440 1 --sun-rum/1m watt- 1F0! 1111 ! 21 r1 .. .._-1143 RAIL TOTAL TRANSIT TOTAL. TRANSIT PENS-TR4P TRANSIT E PERSONA -RIP VOLUME TRANSIT PERO-TRIP CAPACITY PERS-TRIP METRO. METRO. PERS EXCESS LOAN CAPAC€TYI BUe MOVER RAIL VOLUME CAPACITY 2,880 2,860 2.630 369 73 260 52 048 66 1.728 248 1,206 54C 3,528 794 3.52E 650 6,408 672 1,950 555 4,874 423 8,154 730 3,906 822 830 298 2,910 3,446 134 2,006 63 276 24 378 210 276 156 8101 300 534 345 51 151 2.729 151 252 102 31S 145 146 102 8fl 64rYi0TAL" - - E-, 151 1181 1 MT) Mg SEGMENT SEGMENT E SEGMENT 1 SEGMENT PERSON PERSON [PERS-TRIP PERSON TRIP I TRIP ! EXCESS TRIP CAPACITY 'VOLUME € CAPACITY�kC ' p l 8.9 r 21 1, 529 7,363 0.172' 151 2,729 7.7921 1,629 151 2,729 7,7921 4,912 73 236 52.21 S2 60 248 540 794 6501 924I 5551 5251 1,0461 822 299 1,529 1,378 1,610 208 1,004 178 1,344 9'72 1,344 126 1,3441 972 1,344 126 1.3.44 972 8B6 4,2121 518 3476 4,9901 704 668 4,4721 1,765 I 2,734 9,7921 1,388 5,404 0.204 2,373 6,7921 1,244 5,548 0.183 5,484 9,6721 1,518 4154 0.157 1,395 5,2141 2,311 2,903 0.443 3,2641 358 2,006 0.1 10 4,349 9,756' 1.977 7609 0.222 7.108 13,0613 2.493 10568 I 0-191 2,9E14 5,716 2,1671 6,5311 9.251 1 i 532 6,6621 1,5501 5,3121 0.226 6:253 6,263 3,534 3,611 0,156 ` G 0198' C P 281i G 0,106! G 1,426 0,111 C II 372 0,723 D I; 1,218 0.00411 C 1' 372 0.7231 U 1,216 0.094 C 11. 372 0.7231 D 3,696 4,288 2,706 2 0.141 C h 0.395 C 147 2,7E3 8,942 2801 3,510 3,166 9,478; 3,643 711 1,635 6,918 2,727 24 210 156 300 3451 5,432 5,836 4,19 252 5,1881, 1,459, 3,729 168 5,29011 2,2681 3,022 120 5,188 510 5,722 189 6,566 2,0691 3,370' 3,4741I 0.393 0.384 O'394 0.231 0.429 C CII G 1 C 3,099 04031 U 2.352i 05891 D �I 3:092 0-5'29': 0 �, SOURCE' KEITH ANC SCHNARS, 6.4. N\T8ANPLA6P9101ECTS120011147161TABL55111A(A7RIX. WIGS N ...ts ROADWAY PROM HRICKELL AVENUE 5. MiAM1 AVENUE SW 1 AVENUE S. MIAMI AVENUE 5VY 1 AVENUE 5W 15 ROAD 3R 8360J957MACARTHUR C3WY PALM ISLAND ENTR BAYSHO4E DRIVE 3AYS1-10RE DRIVE N. MIAMI AVENUE N. MIAMI AVENUE 1-95 1-95 NW 12 AVENUE NW 12 AVENUE NW 17 AVENUE NW 17 AVENUE NW 27 AVENUE NW 27 AVENUE NW 37 AVENUE NW 37 AVENUE NW 42 AVENUE NW 42 AVENUE NW 57 AVENUE NW 57 AVENUE NW 72 AVENUE NW 72 AVENUE SR626 SR826 NW 87 AVENUE NW 67 AVENUE NW 19? AVENUE SR97WTJOWNTOWN DISTRIBUTOR I-95 BRICKELL AVENUE -95 11111 TABLE 21A7 DOWNTOWN MIAMI OBI UPDATE PERSON TRIP VOLUME AND CAPACITY EXISTING CONOITIONB MATRIX RGlLF7WSP1R8�--.....,,,. • 111 121 131 t41 t5( 161 MIAMI PERS-TRIP PERBTRIP EXCESS ADOP.L ROAbWAYI CAPACITY ROADWAY VOLUME PERSON TED FORRIOO E141CULAI @PPVa VEHICULAR OPPvn TRIP _potOS 1 TYPE CAPACITY, 1.6 VOLUME 1.4 CAPACIT'1 EB WS ES WB ES WB EB W8 EB WB EB WB EB WB E8 wB E8 W8 E8 w8 ES W8 E8 WB EB WB EB WB EB WS EB WB E8 E WB E 1.195 SR 836 N8 SB SR 836 MN 5 STREET NB SB NW 5 STREET SW 1 STREET NB 58 SW 1 STREET Sw 6 STREET NB $8 5W 6 STREET SW 28 ROAD NB 1 5B SW 26 ROAD S. DIXIE FaC hwAY ! NB 1 SB NO.LBS. 11 (2 13 14 E E E E E E E E E 8 LS 1,615 1,615 LS 1,815 1,615 1,515 1,615 HS H5 HS HS HS HS HS HS 5,990 5,990 5,990 5,990 5,990 5,990 8,170 8170 5990 5,990 6,170 9,170 8,170 8,179 5,990 5.990 5.990 5990 5,893 5.990 5,990 5,990 8,170 6.170 5,990 5,990 2.584 2,564 2534 2,564 2664 2,584 9,564 9.564 9,584 9,584 9,584 9.554 13,072 13,072 9.584 9.584 13,072 13,072 13,072 13,072 9,5134 9,584 9:584 9,584 9,584 9,584 9,584 9,584 13,072 13,072 9,584 9,584 HS 3,900 6,240 3,900 6,240 HS HS HS 115 HS HS 10,690 17,104 10,690 17.104 10,690 17,104 10.690 17,104 10,890 17,104 10,690 17,104 10,690 17,104 10,690 17,104 10,690 17,104 10,090 17,104 4,090 6,544 4,090 6,544 834 421 834 421 446 1,234 2,265 2.558 2,&19 4,334 2649 4,334 5,900 4,773 4,208 4,796 4,062 4,748 5.235 4,668 3,167 4,822 6,196 5,457 3,154 5,380 6,789 5,908 4,114 4,860 3,225 5,299 1,229 1,167 7,241 5,973 5,890 5,148 5,890 5,146 5,890 5,146 4,269 2,646 4,269 2,848 1, 469 58% 1,168 569 624 1,728 3,171 3.581 3,709 8,068 3,709 6:066 6,120 6,682 5,891 6,714 5,687 6,647 7,329 5 785 4,434 6751 8,674 7,840 4,416 7,532 8,105 8,271 5,760 6,804 4515 7419 1.416 1,995 1,416 1,995 1,960 656 6,413 6,003 5,875 3,516 5,875 3,516 4,852 6,390 3.093 2,370 7,385 6 425 5,743 6,677 5150 2:833 919 1.944 5, t68 2,052 1,479 1,313 7,312 8,288 5,089 2,165 1,721 4,519 1,942 4,298 10.137 6,967 8,362 8.742 8,246 8658 7.204 9,900 8,246 8,858 7204 9,900 8,246 8,656 7,204' 9,900 5,977 11,127 3,704 13,400 5,477 567 3,704 2,040 • Page 50+5 MASS TRAN91TITCf}E'_" ""m �_,.,f13] ---$EOYTENTTOTThC".--• (71 Tel (81 (16] 1t13 ft Ct41 5101 ' f161 Strt (16] ROADWAY BUS I MOVER I RAIL TOTAL TRANSIT TOTAL TRANSIT SEGMENT I SEGMENT 188O14E11T, SEGMENT PERSON PER -TRIP =P5R9•TRIP PERS.-TRIP TRARBIT ' PERSON -TRW' VOLUME TRANSIT PERB•7RIP PERSON 1 PENSION IPERS.TRIP PERSON TRIP CAPACITY CAPACITY CAPACITY PERK -TRIP 1,[ETR METRO-i PEAS EXCE86 TRIP TRIP ' EXCESS TRIP %I ,.VIC LLO3 LOAD. LOADN LOAD. _.,.. .._... _,,, CAPACITY I BUS MOVER RAIL 1 VOLUME - CAPACITY I CAPACITY I VO€,UME ° CAPACITY 09 ut4 4 0.45 0 280 �250 96 1 96 164 2,644i 1,2541 1,560 0.444' 0 0,23 C 520 520 2711 271 249 3.104! 8601 2,2441 0.2771 C 045 9.23 0 C 2601 260 2E0 260 96:I 96 84 64 104 2,944 i 1,264( 1,560: 0444 II 0 i 0,24 G t in2.844 675 2,1 Tt, 0237 C 2,584 6241 1.2501 0.241 ! C 0.67 0 260 260 92 1 92 168 2,844.1 1,6201 1,924I 0.6407 0 ,,, 0.33 9 1,348 1.348 662 662 686 10,932 3,633' 7,0991 0.361! B 0.37 B 1,348 1,348 438 438 910 10.932 4.019 6.9131 0368 I 1) 0.39 8 9,5841 37091 5,675 0.387 8 0.83 C 9,584( 9,0681 3,516 0.633 C 0.39 8 9,564, 3,7091 5,875 0387 8 0.63 C 1 9,5841 6,0661 3,5161 0-833 C 1 0-62 G 1 13,072 8,1291 4,952 0.621 C 0.51 C 260 260j 140 140 120 13,332 6,8221 6,510 8.512 C I! 061 C I 9.584 5,8911 3,621 0.615 C 0, 70 0,44 O 12 9,584, 13:0721 6,714 2,8701 0.7011 5,687i 7,3851 0.435 0 6 0,51 C 13,072", 6,6471 6,4251 0_506 C 9.56 C 1 13,072, 7,3291 5,743i 0,581 C 0,49 C I , 13,072F 6,3951 6,677€ 0,489 C 9.48 C 2,5341 44341 5,150 0.483 C 0.70 77 9,5841 6,7511 2,833 0.704 0 0.81 E 9,564 6,6747 910 0905 E 0.80 0 9,584 9,584 7,640 4416 1,944 5,168 0.797 0461 0 !: C 0,79 0 , 9,584 7,532- 2,052 0,769 0 ' 0.85 E 1 9,5841 8,105 1,479 0.844 E 0.86 E 1 9.5641 8,271 1,313 9.663- E 0.44 8 j 13,0721 5760 7,312! 0,444 C 11 0.52 C 1 13.072 6,804- 6,26811 0.521 C 0.77 0 1 9.584 9.584 4,516 r,4191 5,089, 0.4711 C 2,165j 0.774i 0 g I 028 A 6240 1,72'6 4,519i 0.2761 A `. 0.31 B 6,240 1,942i 4,298! 0.3111 8 • • 0,59 C 1,560 1 1,5601 720 726' 632 14664 10.865 7.7991 0.582' L 0,49 C I 17,104 8,382 8,7421 0.4691 C 0.48 C 1,560 1 ' 1,560 725;, 1 728i 632 18,664 8,974 96901 04611 C 247 B 1 17,104 7,204 9.9001 0421 i; 9,411 C I 17,104 8,248 8,858€ 0,4821 C 9.42 8 I 17,104 7,234 9,9001 0421! C 0,48 C 17.104 13,246 8,858, 0,4621. C 042 B ' 17,1134 7244, 99001 0.421,C 1 : 0.35 B . 17,194 5,977E 11,127( 2.349 3 1 0.22 A i 17,104 3,704�, 13402[ 9.217�1 A !1 0.91 0.57 E C 1: 6,644 6,544 5,9771 567 0 913 i 3,704,r . 2,840 0.566 E C CORRIDOR TYPES ARE ASSIGNED USING THE GUIDELINES PROM THE TRANSPORTATION CORRIDORS METHODOLOGY. THE. ROADWAY VEHICULAR CAPACITY t5 OBTAINED FROM TABLE 21,A2, PERSON•TRiP CAPACITY 15 OERIVEO BY APPLYING A 1 6 VEHICLE OCCUPANCY TO THE VEHICULAR CAPACITY. THE 1,6 VEHICLE OCCUPANCY IS OBTAINED FROM THE CITY5 ADOPTED COMPREHENSIVE PLAN AND 31ULE 9.f-5.007-6(31_ THE ROADWAY VEHICULAR vOLUME IS OBTAINE0 FROM TABLE 21.A2. 5 PERSON•TR'P VOLUME IS DERIVED BY APPLYING A 1,4 VEHICLE OCCUPANCY TO THE VEHICULAR CAPACITY, THE 1.4 VEHICLE OCCUPANCY IS OBTAINED FROM A COMPREHENSIVE STUDY PERFORMED BY THE CITY IN 1989. 6 THE EXCESS PERSON TRIP CAPACITY IS DERIVED BY SUBTRACTING COLUMN 151 FROM COLUMN 13). 7 THE PERSON TRIP LOS IS PROVIDED CONSISTENT WITH THE 1056 LOS MANUAL (SEE TABLE 21,A8). 6, THE SUS PERSON.TRIP CAPACITY 1$ OBTAINED FROM TABLE 21.A4 FORAM ANT) 21 A5 FOR PM. 91 THE METROMOVER PERSON -TRIP CAPACITY 15 08TAENED FROM TABLE 21.A6. 10 THE METRORAIL PERSON -TRIP CAPACITY IS OBTAINED FROM TABLE 21.A7. 11 THE TOTAL TRANSIT PERSON -'TRIP CAGAI7Y 15 OBTAINED 8Y ADDING BUS, METROMOVER. AND METRORAIL CAPACITIES, 12 THE PERSON -TRIP VOLUME FOR BUS IS OBTAINED FROM TABLE 21 A4 FOR AM AND 21 AS FOR PM. THE PERSON-TRP VOLUME FOR METROMOVER ANO METRORAIL ARE OBTAINED FROM TABLE 21.A6. 13 THE TOTAL TRANSIT PERSON vOLUME IS °STAIND BY ADDING SUS, METROMOVER, AND METRORAIL VOLUMES. 14 THE TRANSIT PERSON -TRIP EXCESS CAPACITY IS OBTAINED BY SUBTRACTING COLUMN (131 FROM COLUMN 1111, 15 SEGMENT PERSON TRIP CAPACITY IS OBTAINED BY A0O(N0 THE PERSON -TRIP VEHICULAR CAPACITY (COLUMN 133 AND THE TOTAL TRANSIT PERSON CAPACITY (COLUMN 111)), 16 SEGMENT PERSON TRIP VOLUME I5 OBTAiNE❑ BY ADDING THE VEHICULAR VOLUME IN PERSON -TRIP (COLUM (6]I AND THE TOTAL TRANSIT PERSON VOLUME (COLUMN 113)). 17] SEGMENT PERSONTRIP EXCESS CAPACITY IS OBTAINED SY SUBTRACTING COLUMN t16i PROM COLUMN 115). 10 THE PERSON TRIP LOS IS PROVIDED CONSISTENT WITH THE 1998 LO5 MANUAL (SEE TABLE 21 A8). 50URCE. KEITH AND SCHNARS, P A. N'ITRANPI,ANIPRO2ECT51260111677617281..E 5+11 MRTR1X. WKd • Appendix D Intersection Capacity Analysis Worksheets • • Existing Conditions HCS+: Signalized Intersections Release 5.2 Analyst; 3PA Agency: Date: 5/23/06 Inter.: S EAYSHORE DR / MERCY WAY Area Type: All other areas Jurisd: Period: EXISTING PM PEAK HOUR Year : 2005 410 oject ID: MERCY RESIDENTIAL MUSP - # 05104 W St: SOUTH BAYSHORE DRIVE N/S St: MERCY WAY / ALATKA STREET No. Lanes LGConfig Volume Lane Width RTOR Vol L T SIGNALIZED INTERSECTION SUMMARY Eastbound ' Westbound Northbound R L 0 2 0 1 2 0 TR I L T 776 113 182 1290 11.0 111.0 11.0 0 Southbound L T R 1 L 415 11.0 0 1 R 223 11.0 22 Duration 0.25 Area Type: All other areas Signal Operations_ Phase Combination 1 2 3 4 EB Left NB Left Thru A Thru Right A Right A Peds Peds WB Left A A SE Left Thru A Thru Right Right Peds Peds NB Right EB Right ORight WE Right en 70.0 6.0 21.0 12.0 low 4.0 3.0 3.0 4.0 All Red 1.0 0.0 0.0 1.0 Cycle Length: 125.0 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 0 1 0 LTR 18 15 2 11.0 0 7 A A A A A A Eastbound TR 1883 3363 0.52 0.56 17.4 B 17.4 B Westbound L 363 1711 0.27 0.65 20.1 C T 1920 3428 0.80 0.56 24.4 C 24.2 C Northbound L 419 1711 1.21 0.29 156.0 F 117.9 F R 441 1531 0.56 0.29 39.3 D Southbound LTR 167 1742 0.42 0.10 54.9 D 54.9 D 4110 Intersection Delay = 43.3 (sec/veh) Intersection LOS = D HCSa: Unsignalized Intersections Release 5.2 TWO --WAY STOP CONTROL SUMMARY Analyst: IAA Agency/Co.: Ore Performed: 2/1/05 alysis Time Period: EXISTING PM PEAK HOUR Intersection: S BAYSHORE DR/HALISSEE STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2005 Project ID: MERCY RESIDENTIAL MUSP # 05104 East/West Street: SOUTH BAYSHORE DRIVE North/South Street: HALISSEE STREET Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 j 4 5 6 L T R I L T R Volume 899 56 13 1733 Peak -Hour Factor, PHF 0.92 0.92 0.83 0.83 Hourly Flow Rate, HFR 977 60 15 2087 Percent Heavy Vehicles -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 2 Configuration TR LT T Upstream Signal? No No •or Street: Approach Movement Northbound Southbound 7 8 9 10 11 12 L T R ( L T R Volume 68 23 6 Peak Hour Factor, PHF 0.80 0.80 0.50 Hourly Flow Rate, HFR 84 28 12 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 1 1 Configuration L R R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I L R I R v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS oath Delay oach LOS 15 84 28 12 666 29 239 226 0,02 2.90 0.12 0.05 0.07 10.02 0.39 0.17 10.5 1142 22.1 21.8 B F C C 862,2 21.8 HCS+: Signalized Intersections Release 5.2 Analyst: DPA Agency: Date: 5/23/06 rind: EXISITING PM PEAK HOUR ject ID: MERCY RESIDENTIAL MUSP W S t : SOUTH BAYSHORE LDRIVE Inter.: S EAYSHORE DR / E FAIRVIEW ST Area Type: All other areas /Jurisd: Year : 2005 - # 05104 N/ S St: EAST FAIRVIEW STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound L T R L T R L T R I L T R No. Lanes 0 1 LGConfia I TR Volume 941 8 Lane Width 11.0 RTOR Vol I 0 0 Northbound I Southbound 0 1 1 LT R 8 1114 653 11.0 12.0 0 0 1 0 LTR 12 0 7 11.0 0 0 0 0 Duration 0.25 Phase Combination 1 EB Left Thru A Right A Peds WB Left A Thru A Right A Peds NB Right . Right en 50.0 Yellow 4.0 All Red 1.0 Area Type: All other areas Signal Operations 2 3 4 5 NB Left A Thru A Right A Peds SE Left Thru Right Peds EB Right WB Right 15.0 4.0 1.0 Cycle Length: 75.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Lane Group Flow Rate _ Grp Capacity (s) v/c g/C Delay LOS Delay LOS Approach Eastbound TR 1199 1799 0.86 0.67 16.3 F.3 16.3 Westbound LT 1192 1788 1.08 0.67 63.5 E 43.9 D R 1055 1583 0.71 0.67 10.2 B Northbound LTR 332 1659 0.12 0.20 24.8 C 24.8 C Southbound • Intersection Delay = 34.5 (sec/veh) Intersection LOS = C HCS+: Signalized Intersections Release 5.2 Analyst: DPA Agency: Date: 5/23/06 0/W riod: EX.ISITINC, PM PEAK HOUR oject ID: MERCY RESIDENTIAL MUSP St: SOUTH BAYSHORE DRIVE Inter.: 2 BAYSHORE DR / SW 17 AVENUE Area Type: All other areas Jur isd : Year : 2005 # 05104 N/S St: SW 17 AVENUE __ SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound 1 Northbound L T R T R 1 L T R No. Lanes 1 1 1 LGConfig 1 L T Volume 156 755 Lane Width 110.0 11.0 RTOR Vol 1 1 1 T R 1135 653 11.0 10.0 65 Southbound L T R 0 0 0 194 0 0 0 LR 62 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru A A Thru Right Right Peels Peds WB Left SB Left A Thru A Thru Right A Right A Peds Peds NB Right EB Right ORight WB Right en 93.0 5.0 15.0 low 4.0 3.0 4.0 All Red 1.0 0.0 0.0 Cycle Length: 125.0 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 59 T 1327 Westbound T 1199 R 984 Northbound Southbound 1478 1.05 0.04 192.1 F 1611 0.63 0.82 4.9 A 17.9 1611 1.13 0.74 84.2 F 59.3 E 1322 0.71 0.74 11.1 B LR 201 1678 1.46 0.12 288,5 F 288.5 F • Intersection Delay = 68.7 (sec/veh) Intersection LOS = E • Future without Project • • HCS2000: Signalized Intersections Release 4.1f Analyst: DPA Inter.: S BAYSHORE DR / MERCY WAY Agency: Area Type: All other areas Date: 2/10/05 Curisd: 410 i od: W/O PROJ PM EXIST GEOM Year : 2009 ject ID: MERCY RESIDENTIAL MUSP - # 05104 S t : SOUTH BAYSHORE DRIVE N/S St : MERCY WAY / ALATKA STREET No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R Southbound L T R 0 2 0 TR 845 123 11.0 0 1 2 L T 89 1399 11.0 11.0 1 0 1 0 1 0 L R LTR 449 241 19 16 2 11.0 11.0 I 11.0 22 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A A Thru A Thru Right A Right A A Peds Peds WB Left A A SB Left A Thru A A Thru A Right Right A Peds Peds NB Right EB Right Right WB Right en 70.0 6.0 21.0 12.0 ellow 4.0 3.0 3.0 4.0 A11 Red 1.0 0.0 0.0 1.0 Cycle Length: 125.0 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 TR 1883 3363 0.57 0.56 12.2 B 12.2 B Westbound L 365 1711 0.29 0.65 17.7 B T 2221 3428 0.74 0.65 8.0 A 8.6 A Northbound L 422 1711 1.25 0.29 173.4 F 129.6 F R 441 1531 0.59 0.29 40.1 D Southbound LTR 167 1744 0.37 0.10 54.4 D 54.4 D • Intersection Delay = 36.3 (sec/veh) Intersection LOS = D HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ollincy/Co.: e Performed: 2/10/05 Analysis Time Period: W/0 PROD PM EXIST GEOM Intersection: S BAYSHORE DR/HALISSEE STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2009 Project ID: MERCY RESIDENTIAL MUSP # 05104 East/West Street: SOUTH BAYSHORE DRIVE North/South Street: HALISSEE STREET Intersection Orientation: EW Study period (tars): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 L T R L T 6 R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channeiized? Lanes Configuration U stream Signal? Ai" 978 0.95 1029 61 14 1879 0.95 0.95 0.95 64 14 1977 - 2 Undivided / 1 0 0 2 TR LT T No No r Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume 74 25 6 Peak Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 77 26 6 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 1 1 Configuration L R R Delay, Queue Length, and Level of Service Approach ER WR Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LT I L R I R v (vph) c(m) (vph) v/c 95% queue length Control Delay ach Delay oach LOS 14 77 634 30 O .02 2.57 O .07 9.06 10.8 990.2 B F 26 220 0.12 0.40 23.5 746.2 20.0 F C 6 246 O .02 O .07 20.0 C HCS2000 : Signalized Intersections Release 4.1f Analyst: USA Agency: Tate: 2/1.0/05 eriod: W/O 7R0J PM EXIST GLOM ject ID: MERCY RESIDENTIAL MUSP f W St: SOUTH RAYSHORE DRIVE No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: S BAYSBORE DR / R FAIRVIEW ST Area Type : All other areas Jurisd: Year : 2009 05104 N/S St: EAST FAIRVIEW STREET SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound 1 0 TR 1020 9 11.0 0 Southbound L T R 0 2 0 LTR 9 1916 0 11.0 0 0 1 LTR 13 0 8 11.0 0 0 0 0 Duration 0.25 Phase Combination 1 EB Left Thru A Right A Peds WE Left A Thru A Right A Peds NB Right Right en �low Ail Red Area Type: All other areas Signal Operations 3 4 5 6 7 8 NB Left A Thru A Right A Peds SE Left Thru Right Peds EB Right WB Right 50.0 15.0 4.0 4.0 1.0 1.0 Cycle Length: 75,0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Croup Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound TR 1199 1799 0.89 0.67 19.2 B 19.2 B Westbound LTR 2177 3266 0.92 0.67 17.8 B 17.8 B Northbound LTR 332 1659 0.07 0.20 24.4 C 24.4 C Southbound • Intersection Delay = 18.4 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: S BAYSHORE DR f SW 17 AVENUE Agency: Area Type: All other areas Date: 2/10/05 Jurisd: W/O PROJ PM EXIST GEOM Year : 2009 ject ID: MERCY RESIDENTIAL MUSP - # 05104 �jod: St: SOUTH BAYSHORE DRIVE N/S St: SW 17 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound T R L T R L T R No. Lanes 1 1 0 LGConfig I L T Volume 162 818 Lane Width 110.0 11.0 RTOR Vol 1 0 1 1 T R 1230 708 11.0 10.0 65 0 0 Southbound L T R 0 0 0 LR (210 68 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left A Thru A A Right Peds WB Left Thru A Right Peds NB Right Right 41/en Yellow All Red NB Left Thru Right Peds SB Left A Thru 6 7 8 A Right A Peds EB Right WB Right 93.0 5.0 15.0 4.0 3.0 4.0 1.0 0.0 0.0 Cycle Length: 125 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 63 1 1406 Westbound T 1199 R 984 Northbound Southbound LR • 1565 1.03 0.04 182.5 F 1706 0.61 0.82 2.1 A 14.7 B 1611 1.08 0.74 59.2 E 40.2 D 1322 0.69 0.74 3.9 A 201 1678 1.46 0.12 286.4 F 286.4 F Intersection Delay = 55.4 (sec/veh) Intersection LOS = E • Future with Project • • INTERSECTION MOVEMENT PM PK SEASON PK PERIOD FUTURE W/O PROJECT Project Trips. FUTURE WITH PROJECT Total 110 NBL 0 0 0 0 NBT 0 0 0 0 NOR 0 0 0 0 SBL 194 210 30 240 SBT 0 0 0 0 S. BAYSHORE DR/ SOH 62 68 0 68 SW 17 AVE EBL 56 62 0 62 EBT 755 818 7 826 EBR 0 0 0 0 WBL 0 0 0 0 WOT 1135 1230 4 1233 WBR 653 708 14 722 TOTAL 2855 3095 55 3150 NBL 12 13 0 13 NOT 0 0 0 0 NBR 7 8 0 8 SBL 0 0 0 0 SOT 0 0 0 0 S. BAYSHORE DR/ SBR 2 2 0 2 E. FAIRVIEW EBL 1 1 0 1 EBT 941 1020 37 1057 EBR 8 9 0 9 WBL 8 9 0 9 WBT 1767 1916 18 1934 WBR 0 0 0 0 TOTAL 2746 2976 55 3031 NBL 68 74 18 92 NBT 0 0 0 0 NOR 23 25 18 43 SBL 1 1 0 1 SBT 0 0 0 0 S. BAYSHORE DR/ SBR 6 6 0 6 HALISSEE ST EBL 1 1 0 1 EBT 899 978 0 978 EBR 56 61 37 98 WBL 13 14 33 47 WBT 1733 1879 0 1879 WBR 0 0 0 0 TOTAL 2800 3039 106 3145 NBL 415 449 0 449 NBT 0 0 0 0 NBR 223 241 0 241 SBL 18 19 0 19 S. BAYSHORE DR/ SBT 15 16 0 16 MERCY WAY SBR 2 2 0 2 (ALATKA ST) EBL 0 0 0 0 EBT 776 845 18 863 EBR 113 122 0 122 WBL 82 89 4 92 WBT 1290 1399 33 1433 WBR 0 0 0 0 TOTAL 2934 3184 55 3239 NBL 0 0 0 0 NBT 0 0 0 0 NBR 0 0 0 0 PROJECT SBL 0 0 70 70 DRIVEWAY/ SOT 0 0 0 0 HALISSEE ST SBR 0 0 0 0 (MERCY EBL 0 0 0 0 EMERGENCY EBT 0 0 0 0 ACCESS RD) EBR 0 0 0 0 WBL 0 0 0 0 WBT 0 0 0 0 WBR 0 0 36 36 TOTAL 0 0 106 106 Offset private dm, stop contoiled Mega} movement illegal movement PM PK WO 10% diversion INTERSECTION ASSIGN MERCY RIVERSIONS.xIs Mercy Residential Growth Rates Miami Dade County Station iVumber Location 1998 Volume 2001 Volume 9650 South Bayshore Avenue northeast of SW 17 Avenue 32,540 30,360 Total 32,540 30,360 Growth Rate -2.3% per year TAZ Location 2005 Volume 2014 Volume 1052 Southeast of South Miami Ave (South Bayshore Drive 11,040 11,300 Total 11,040 11,300 Growth Rate 0.5% per year • Growth Rate.xls 5052000: Signalized Intersections Release 4.1f Analyst: DPA Inter.: S BAYSHORE DR / MERCY WAY Agency: Area Type: All other areas Date: 5/22/06 Jurisd: 011 eriod: W/ PROJ PM EXISTING GEOMETRY Year : 2009 oject ID: MERCY RESIDENTIAL MUSP -- # 05104 /5 St: SOUTH BAYSHORE DRIVE N/S St: MERCY WAY / ALATKA STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound SIGNALIZED INTERSECTION SUMMARY 2 0 TR 863 122 11.0 0 Westbound 1 2 L T 92 1433 11.0 11.0 Northbound Southbound L T R I L T R 1 0 1 0 1 0 I R LTR 449 241 119 16 2 11.0 11.0 I 11.0 22 l 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A A Thru A Thru Right A Right A A Peas Peds WE Left A A SE Left A Thru A A Thru A Right Right A Peds Peds NB Right ES Right �Right WB Right en 70.0 6.0 21.0 12.0 low 4.0 3.0 3.0 4.0 All Red 1.0 0.0 0.0 1.0 Cycle Length: 125.0 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 TR 1884 3365 0.58 0.56 12.3 B 12.3 B Westbound L 359 1711 0.30 0.65 18.3 B T 2221 3428 0.76 0.65 8.3 A 8.9 A Northbound L 422 1711 1.25 0.29 173.4 F 129.6 F R 441 1531 0.59 0.29 40.1 D Southbound LTR 167 1744 0.37 0.10 54.4 D 54.4 D • Intersection Delay = 36.1 (sec/veh) Intersection LOS = D HCS2000: Unsignellzed Intersections Release 4.1.E TWO-WAY STOP CONTROL SUMMARY Analyst: DPA aency/Co_: to Performed: 5/23/06 nalysis Time Period: FUTURE PM EXIST GEOM Intersection: S BAYSHORE DR/HALISSEE STREET Jurisdiction_: Units: U. S. Customary Analysis Year: 2009 Project ID: MERCY RESIDENTIAL MUSP - # 05104 East/West Street: SOUTH BAYSHORE DRIVE North/South Street: HALISSEE STREET Intersection Orientation: EW Study period (hrs): D.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 978 Peak -Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 1029 Percent Heavy Vehicles Median Type/Storage Undivided RT Channelized? Lanes Configuration Upstream Signal? 98 0.95 103 47 1879 0.95 0.95 49 1977 2 1 0 0 2 TR LT T No No •or Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume 92 43 6 Peak Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 96 45 6 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 1 1 Configuration L R R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I L R I R v (vph) 49 96 45 6 C(m) (vph) 613 24 214 246 v/c 0.08 4.00 0.21 0.02 95% queue length 0.26 12.00 0.77 0.07 Control Delay 11.4 1682 26.2 20.0 LOS B F D C Illfroach Delay 1153 20.0 oach LOS F C HCS2000: Signalized Intersections Release 4_1f Analyst: DPA Inter.: S BAYSHORE DR / E FAIRVIEW Agency: Area Type: All other areas Date: 5/23/06 Jurisd: 41eriod: W/ PROJ PM PK HR Year . 2009 oject ID: MERCY RESIDENTIAL MUSP - # 05104 W St: SOUTH BAYSHORE DRIVE N/S St: EAST FAIRVIEW STREET No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound Northbound L R 1 L T R L T R 0 1 0 TR 1057 9 11.0 0 0 1 1 LT R 1215 715 11.0 12.0 0 Southbound T R 1 0 LTR 0 8 11.0 0 0 0 0 ST Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left Thru A Right A Peds WB Left A Thru A Right A Peds NB Right Right en �low All Red 5 6 7 8 NB Left A Thru A Right A Peds SB Left Thru Right Peds EB Right WB Right 50.0 15.0 4.0 4.0 1.0 1.0 Cycle Length: 75.0 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 TR 1199 1799 0.93 0.67 16.3 B 16.3 B Westbound LT 1191 1787 1.07 0.67 52.0 D 36.5 D R 1055 1583 0.71 0.67 10.1 B Northbound LTR 332 1659 0.07 0.20 24.4 C 24.4 C Southbound • Intersection Delay = 29.3 (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1f Analyst: DPA Agency: Late: 5/22/06 Inter.: S BAYSHORE DR / SW 17 AVENUE Area Type: All other areas Jurisd: eriod: W/ PROJ PM PK HR Year : 2009 oject ID: MERCY RESIDENTIAL MUSP - # 051O4 W St: SOUTH BAYSHORE DRIVE N/S St: SW 17 AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R 1 1 0 L T 62 826 10.0 11.0 1 T R 1233 722 11.0 10.0 65 0 0 0 240 0 0 LR 68 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NE Left Thru A A Thru Right Right Peds Peds WB Left SE Left A Thru A Thru Right A Right A Peds Peds NE Right EB Right 0 Right WE Right A en 90.0 8.0 15.0 low 4.0 3.0 4.0 All Red 1.0 0.0 0.0 Cycle Length: 125.0 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 97 1521 0.67 0.06 73.7 E T 1366 1658 0.64 0.82 2.3 A 7.3 A Westbound T 1160 1611 1.12 0.72 76.3 E 50.4 D R 1153 1322 0.60 0.87 1.8 A Northbound Southbound LR 202 1681 1.61 0.12 350.8 F 350.8 F • Intersection Delay = 68.1 (sec/veh) Intersection LO5 = E • Future with Project With Improvements • • HCS2000: Signalized Intersections Release 4,1f Analyst: DPA Agency: Area Type: All other areas Date: 5/22/06 Jurisd: Period: W/ PROJ PM W IMP Year . 2009 "koject ID: MERCY RESIDENTIAL MUSP - # 05104 W St: SOUTH BAYSHORE DRIVE N/S St: MERCY WAY / ALATKA STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: S BAYSHORE DR / MERCY WAY SIGNALIZED INTERSECTION SUMMARY Eastbound L T Westbound L T R Northbound L T R 0 2 0 ( 1 2 TR 863 122 192 1433 11.0 111.0 11.0 0 0 L LR 449 241 11.0 12.0 22 Southbound L T R 0 1 0 LTR 19 16 2 11.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right Right Oen l ow All Red Area Type: All other areas Signal Operations 1 2 3 4 5 6 7 8 NB Left A A A Thru A Right A A Peels A A SB Left A A A Thru A Right A Peds EB Right WB Right 70.0 6.0 21.0 12.0 4.0 3.0 3.0 4.0 1.0 0.0 0.0 1.0 Cycle Length: 125 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 TR 1884 3365 0.58 0.56 12.3 B 12.3 B Westbound L 359 1711 0.28 0.65 18.0 B T 2221 3428 0.72 0.65 7.6 A 8..2 A Northbound L 433 1711 1.15 0.29 135.0 F LR 456 1583 0.53 0.29 38.6 D 103.4 F Southbound LTR 167 1744 0.25 0.10 53.1 D 53.1 D Intersection Delay = 29.8 (sec/veh) Intersection LOS = C HOS2000: Signalized Intersections Release 4_1f Analyst : DPA Inter.: S BAYSHORE DR / HALISSEE ST Agency: Area Type: All other areas Date: 2/10/05 Jurisd: Aleriod: W rPROO PM W IMP Year 2009 oject I➢: MERCY RESIDENTIAL MUSP - # 05104 /W St: SOUTH IAYSHORE DRIVE N/S St: HALISSEE STREET No. Lanes LGConf ig Volume Lane Width RTOR Vol Eastbound SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R L T R 0 1 0 TR 978 98 11.0 0 Southbound L T R 1 2 0 L T 47 1879 12.0 11.0 1 0 1 L R 137 43 12.0 12.0 0 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 EB Left NB Left A Thru A Thru Right A Right A Peds Peds NB Left A SE Left Thru A Thru Right Right Peds Peds NB Right EB Right Right WB Right en 69.0 16.0 ellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 95.0 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 TR 1292 1779 0.89 0.73 9.8 A 9.8 A Westbound L 356 490 0.14 0.73 4.1 A T 2490 3428 0.80 0.73 3.8 A 3.8 A Northbound L 298 1770 0.49 0.17 37.1 D 36.4 D R 267 1583 0.17 0.17 34.1 C Southbound • Intersection Delay = 7.7 (sec/veh) Intersection LOS = A T-CS2000: Signalized Intersections Release 4.1f Analyst: DPA Agency: Area Type: All other areas Date: 5/23/06 Jurisd: riod: W/ PROJ PM PK HR Year : 2009 ject ID: MERCY RESIDENTIAL MUSP -- # 05104 IlliW St: SOUTH BAYSHORE DRIVE N/S St: EAST FAIRVIEW STREET Inter.: S BAYSHORE DR / E FAIRVIEW ST SIGNALIZED INTERSECTION SUMMARY No. Lanes LGConfig Volume Lane Width RTOR Vol Duration Eastbound Westbound Northbound Southbound L T R 0 1 0 TR 1057 9 11.0 0 0 1 1 LT R 9 1215 715 11.0 12.0 0 0 1 0 LTR 13 0 8 11.0 0 0 0 0 0.25 Area Type: All. other areas Signal Operations Phase Combination 1 2 3 4 7 8 EB Left NB Left A Thru A Thru A Right A Right A Peds Peds WB Left A SB Left Thru A Thru Right A Right Peds Peds NB Right EB Right Right WB Right en 52.0 8.0 ellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 70.0 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 TR 1336 1799 0.83 0.74 5.9 A 5.9 A Westbound LT 1327 1787 0.96 0.74 18.1 B 13.4 R 1176 1583 0.63 0.74 5.5 A Northbound LTR 190 1659 0.12 0.11 28.1 C 28.1 C Southbound • Intersection. Delay = 10.9 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1f Analyst: DPA Inter.: S BAYSHORE DR / SW 17 AVENUE Agency: Area Type: All other areas Date: 6/2/06 Jurisd: Period: W/ PRCJ PM IMP Year : 2009 �oj ect ID: MERCY RESIDENTIAL MUSP # 05104 /W St: SOUTH BAYSHORE DRIVE N/S St: SW 17 AVENUE No, Lanes LGCon1ig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Westbound 1 Northbound L T R I L T 1 1 1 0 0 1 1 1 0 0 0 L T T R 1 62 826 1233 722 1 10.0 11.0 11.0 10.0 1 65 1 Eastbound L T R Southbound R L T R 24D 0 0 0 LR 68 11.0 0 Duration 0,25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru A A Thru Right Right Peds Peds WE Left SE Left A Thru A Thru Right A Right A Weds Peds NB Right EB Right Right WE Right A en 90.0 8.0 15.0 flow 4.0 3.0 4.0 Ali Red 1.0 0.0 0.0 Cycle Length: 125.0 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 106 T 1484 Westbound 1652 0.61 0.06 67.1 E 1801 0.59 0.82 1.8 A 6.4 A T 1297 1801 1.00 0.72 28.8 C 19.3 B R 1289 1478 0.54 0.87 1.3 A Northbound Southbound Lid 202 1681 1.61 0.12 350.8 F 350.8 • Intersection Delay = 48.7 (sec/veh) Intersection LOS = D • Project Driveway • • }3CS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Ailency/Co.: DPA e Performed: 5/27/2006 nalysis Time Period: PM PEAK Intersection: HALISSEE ST. / DRIVEWAY Jurisdiction: CITY OF MIAMI Units: U. S. Customary Analysis Year: 2009 Project ID: MERCY RESIDENTIAL #05104 East/West Street: PROJECT DRIVEWAY North/South Street: HALISSEE STREET Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 L T R I L T 6 R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage Undivided ET Channelized? Lanes Configuration Upstream Signal? 411111-o-r Street: No 70 1.00 70 0 1 L No Approach Movement Westbound 7 8 L T 9 R Eastbound 10 11 12 L T R Volume 36 Peak Hour Factor, PHF 1.00 Hourly Flow Rate, HFR 36 Percent Heavy Vehicles 0 Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes 1 Configuration 0 / / Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 ( 10 11 12 Lane Config L I R v (vph) 70 36 C(m) (vph) 1636 1091. v/c 0.04 0.03 95% queue length 0.13 0.10 Control Delay 7.3 8.4 LOS A A oach Delay 8.4 roach LOS A • Appendix E Committed Development Information • • DAVID PLUMMER & ASSOCIATES, INC. 0 TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL • • To: Affiliation: From: RE: cc: Facsimile Transmission Mr, Quazi Masood URS Corporation Sonia Shreffler-Bogart, PE Mercy Residential- #05104 Sonia Figueroa, file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 January 17, 2005 2 page(s), including cover Quazi: Per our conversation, there are two planned projects (Royal Bay estates and Silver Bluff Harbor) within the study area for the Mercy Residential project. The City of Miami Large Scale Development report, January 2005 was referenced. Attached is a map showing the project locations. If you have any questions you can contact me at (305) 447-0900. comrn dev fax.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com "IA (-6 Summary of Trip Generation Calculation For 11 Dwelling Units of Residential Condominium February 03, 2005 SIB 'BUFF PAW& / Townhouse Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total 8.94 0.00 0.14 0.67 0.80 0.60 0.30 0.89 0.00 0.00 0.00 0.00 0.00 0.00 42.52 0.00 2.25 1.92 4.17 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 98 2 7 9 7 3 10 468 25 21 46 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 7-9 AM Peak Er. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: LN(T) _ .85LN(X) + 2.55, R"2 = 0.83 LN(T) = . BLN (X) + .26 RA2 = 0.76 , 0.17 Enter, 0.83 Exit LN(T) = .82LN(X) + .32 R"2 = 0.8 , 0.67 Enter, 0.33 Exit LN(T) _ .82LN(X) + .17 R"2 = 0.8 , 0.18 Enter, 0.82 Exit T = .34(X) + 38.31 R'2 = 0.83 , 0.64 Enter, 0.36 Exit T = 3.62(X) + 427.93, R"2 = 0.84 T = .29(X) + 42.63 R"2 = 0.84 , 0.54 Enter, 0.46 Exit T = 3.13(X) + 357.26, R"2 = 0.88 T = .23(X) + 50.01 R"2 = 0.78 , 0.49 Enter, 0.51 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003, TRIP GENERATION BY MICROTRANS • Summary of Trip Generation Calculation For 3 Dwelling Units of Single Family Detached Housing 1110 February 03, 2005 • AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: Average Standard Rate Deviation Adjustment Driveway Factor Volume Avg. Weekday 2-Way Volume 13.76 0.00 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total 0.96 2.88 3.84 0.96 0.56 1.52 O.00 0.00 0.00 0.00 0.00 0.00 12.99 0.00 2.45 2.09 4.53 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 41 3 9 12 3 2 5 39 7 6 14 Note: A zero indicates no data available. The above rates were calculated from these 24-Hr. 2-Way Volume: LN(T) = .92LN(X) + 7-9 AM Peak Hr. Total: T = .7(X) + 9.43 RA2 = 0.89 , 0.25 4-6 PM Peak Hr. Total: LN(T) = .9LN(X) + RA2 = 0.91 , 0.63 T = .7(X) + 12.05 R�2 = 0.89 , 0.26 LN(T) _ .89LN(X) + R'"2 = 0.91 , 0.64 LN(T) = .94LN(X) + T = .89(X) + 10.93 R"2 = 0.9 , 0.54 Enter, T = 8.83(X) + -9.76, R-'2 LN(T) _ .89LN(X) + .44 R'2 = 0.88 , 0.53 Enter, Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. equations: 2.71, R^2 = 0.96 Enter, 0.75 Exit .53 Enter, 0.37 Exit Enter, 0.74 Exit .61 Enter, 0.36 Exit 2.63, RA2 = 0.93 0.46 Exit 0.94 0.47 Exit TRIP GENERATION BY MICROTRANS • I A110u: iYAi#�3'� - l Vl U1StSt Vruve, C'L, Yahoo! Yahoaf Mai} Page 1 of 1 I-100►. L'O C A L JE-', gn us " Sign up Maps illrhoo! Maps - Coconut Grove, FL <t Back to Map * Coconut Grove, FL E.,r �rc=-?lam 972 C.f'rfri p3�i►we'� 02004 Yahoo! Inc -L ve u h the ihiEb $t�ckeid v Y Da 02004 N$'VT Q< When using any driving directions or map, it's a good idea to do a reality check and make sure the road still exists, watch out For construction, and follow all traffic safety precautions. This is only to be used as an aid in planning_ Maps Horne - Help Copyright © 2005 Yahoo! Inc. All rights reserved. Privacy Policy - Terms of Service - Copyright Policy - Yahoo! Maps Terns of Us e - Help - Ad Feedback • ID://t?Tips.yahoo.com/nmans9name=Sre1=6rAvn()n fTnmtamRC27hRMYW„i,7rrY),,qhOr-irc,ncvlAT sral�ra�c • • • Appendix F Special Traffic Studies For Bayshore Drive • • • Mai; 31,2005 Ms. Sonia Figueroa Project Manager The Related Group 16000 So. Ocean Blvd. Lauderdale by the Sca, FL 33062 (954) 782-8383 Re: South Miami Avenue (South Bayshore Drive) Operations Study - #05103 Dear Ms. Figueroa: The purpose of this letter is to present the analysis and findings of our signal operations study of the South Miami Avenue (South Bayshore Drive) Segment. Based on our analysis, traffic flow along the subject corridor taking into account the future impact of the 300 unit condominium development proposed by The Related Group can benefit from a variety of modifications including traffic signal coordination, turn lanes and lane realignment. These recommendations were developed to improve the overall efficiency of South Miami Avenue (South Bayshore Drive} and reduce blockage of certain key intersections. Methodology DPA made a preliminary inspection of the corridor to determine which intersections should be studied. Turning movement counts were secured for the morning (7:00 - 9:00 AM) and the afternoon (4:00-6:00 PM) peak periods at SW 17 Avenue, East Fairview, Halissee Street and Mercy Way. Signal tinting, phasing and coordination/progression data was secured for existing conditions from the Miami -Dade County signal system database. The portion of interest along South Miami Avenue (South Bayshore Drive) extends between Mercy Way and SW 17 Avenue and it is part of the Corridor # 1398 of the Miami -Dade County computer -controlled signal system. The segment of this corridor studied includes five signals as follows: • S 3601 Block • Mercy Way/Alatka Street • Halissee Street (proposed signal) • E Fairview Street • SW 17 Avenue • • • DPA also obtained physical intersection geometric and signal hardware information from the field. Intersection capacity analysis was undertaken using the Highway Capacity Software (HCS). The software is based on the 2000 Highway Capacity Manual. Finally, detailed peak hour field observations were made to ascertain the nature and reasons for operational difficulties at the subject locations. The observations included the effectiveness of the signal progression settings. Findings The key findings of the analysis and observations are as :follows: • The critical segment of this corridor has only one through lane in each direction. South Miami Avenue (South Bayshore Drive) in the southwest bound direction has two through lanes. South of Hiawatha Avenue pavement markings indicate that the right lane is for right turns only at SW 17 Avenue. This causes a merge condition. The vehicles wanting to merge must wait for a gap since backups at the SW 17 Avenue signal don't provide many gaps. • The signal at E Fairview is not online and therefore not coordinated with the other signals. • Vehicles currently exiting the Mercy Hospital campus from Halissee Street that want to turn left experience delays_ • The Mercy Way intersection has a high volume of vehicles exiting and turning left_ This is a high volume for one lane. Recommendations The recommendations to improve flow along Miami Avenue (South Bayshore Drive) are as follows: • SW 17 Avenue — o Add right turn arrow to existing traffic signal. o Modify signal timing. • East Fairview - o Add existing traffic signal to coordinated signal system. • Proposed project access roadway / Mercy Hospital Emergency access road (Halissee Street) - o Install new traffic signal subject to Miami Dade County approval. o Add southwest bound left turn lane on South Miami Avenue (South Bayshore Drive). o Re --align northeast bound through lane. • • • • ercy Way 0 Re -stripe existing northbound right turn lane for left and right turns. We understand that the developer is interested in improving this segment and consider the implementation of the study findings and recommendations. Sincerely, Sonia Shreffler-Bogart, PE Project Manager Attachments: F-1. Signal Timings F-2 Corridor Segment Coordination F-3 Intersection Capacity Analysis cc: File oP RAT!ONS.cloc • • • Attachment F-1 Signal Timings PATTERN SCHEDULE FOR 3788 0AYSHOR,ALATKA & MERCY FOR DAY # 4 (SECTION 162) TINEPTOFFACGG Y R DL Y BDW F G Y R CL Y S Y M CYC !ABORT( JCE 00000275 ) /USR011/ENDDO 01 0 0 27 1 4 1 6 3 7 9 1 4 1 6 3 7 73NIGHT 1/ 30 11 0 27 1 4 1 6 3 7 9 1 4 1 6 3 7 73LATE NIG 530 10 0 27 1 4 1 6 3 7 9 1 4 1 6 3 7 73NIGHT 1/ 600 5 0 29 1 4 1 13 3 7 7 1 4 1 6 3 80OFF-PEAK 700 8 0 49 1 4 1 7 3 7 7 1 4 1 7 3 95AM PEAK 930 5 0 29 1 4 1 13 3 7 7 1 4 1 6 3 BOOFF-PEAK 1515 15 0 42 1 4 1 20 3 7 7 1 4 1 6 3 100EARLY PM 1545 7 6 69 1 4 1 21 3 7 4 1 4 1 6 3 125PM PEAK 1830 5 0 29 1 4 1 13 3 7 7 1 4 1 6 3 80OFF-PEAK 23O0 10 0 27 1 4 1 6 3 7 9 1 4 1 6 3 7 73NIGHT 1/ PATTERN SCHEDULE FOR 3792 S BAYSHORE DR & 17 AVE FOR DAY # 4 (SECTION 162) TIME PT OFF ACG G Y R SP Y AM Y S Y M CYC !ABORT( JCE 00000275 ) /USR011/ENDDO 0 10 30 23 8 4 1 12 4 7 3 7 62NIGHT 1/ 30 11 30 23 8 4 1 12 4 5 3 7 60LATE NIG 530 10 30 23 8 4 1 12 4 7 3 7 62NIGHT 1/ 600 5 30 33 8 4 1 17 4 10 3 80OFF-PEAK 700 8 46 50 8 4 1 15 4 10 3 95AM PEAK 930 5 30 33 8 4 1 17 4 10 3 80OFF--PEAK 1515 15 28 58 8 4 1 12 4 10 3 100EARLY PM 1545 7 35 85 8 4 1 15 4 5 3 125PM PEAK 1830 5 30 33 8 4 1 17 4 10 3 80OFF-PEAK 2300 10 30 23 8 4 1 12 4 7 3 7 62NIGHT 1/ • (C40.C}=5 a ENT RE'AT.L APED 0F. 9 (F+o+O) a MAX i7XTZM WALK B INK RED ASRv (P.6.11 C SEMI AC:.AAT'RD 2 DONT N 01.0+2) E START %J5 CALL 2 0 RED CL r STA*T Pl7D CALL (C_.4.11.1 (C+2-3-),2 • Asset •3 5215 /31.14 WALK 1 7L77 D/tit 2 M175 INIT 16 7 .6 3 TYPE 3 9 A47D f V7Ai er6.%S 2,3 2.5 2.5 CRP 2.6 2.5 2.5 7 MIN GAP 2.5 2.5 2.5 8 MAX ,40 13 40 9 2A53 3 0 A A/D ELK B GEQ TO C COMA 1KIN D REDUCE EC Ai YELLOW 4 4 4 r RND CLA 1 1 1 (C+€1+P) .,2 NEB 1 2 3 4 9 6 80 35 100 1.25 FORCTf 2 .. 2 FORCE 2 3 PORC2 3 4 PORC7T 4 20 20 17 17 5 FORCE 5 6 7ORCI 6 9 (FoPaROW) 1 2 3 4 5 6 7 C PERMIT 2 4 9 3 WED LOCK 2 YELLOW LOCK 3 VEd HIV 1197-ALL 2 4 PEG RSChLL 5 PlunG7R1 hi473 6 R5ST 73T MALE 7 FORCE 7 7 WED REST 0 FORCE a 7) CU4751.5 2 perekr 9 R.LWG 07r'S5T 9 VR17 MAX RECALL 3 A OFFSrI A A sort **CALL 11 OFFSET 2 23 murmur( 3 C OPP5RT C C CON0 SY5.VIC1 D END PERM 1 D MAN CONT CALLS E BOLD R73LEASY255 .53 255 255 255 255 255 :55 25$ 5 YSL1,01€ .TART F ZON1 OFF95T 1 FIR= PRASE; 2 €C+O+C}<1 (C+o+F)xl 5 SYNC* P7A48E5 LAO 176ASS3 0025:0URATIDE (G.2411cm) 1 2 3 4 3 6 7$ (C+74NOW) 1 2 3 4 5 G 78 (11:+8+41.O40 1 2 3 i 5 6 7 6 (&+1410w1 1 2 3 4 5 6 7 u 0 0 LAC 7118 2 4 6 ➢ 0 EXCLUSIVE C SXT PERMIT 0 2 4 6 1 'SYNC 1 2 G 1 LAG PLAN 1 2 4 5 Y 1 41311 CLEAR 1 EXT PERMIT 1 2 4 5 2 SYNC 2 2 G 2 LAG FLAN 2 2 4 5 ➢ 2 R112 CLEAR 2 1CXT PERMIT 3 2 4 5 5 $Y37C 3 3 6 3 LAO PLAN 2 3 4 i a 3 AR2 TX CLA 3 E (03. 5IVIC FEZ 4 ➢Y,SC 4 2 6 4 2.40 MAN 4 2 4 6 a 4 D01.04110,101104 4 5 MC 5 2 6 5 LAD FLAN 5 2 4 G ➢ 5 FLU TO EMT 5 PSD 2F OUTP(1T 6 SYNC 6 2 G 6 LAG PLAN 6 2 4 i ➢ 6 FLU ENTRY 6 PED Er 00P17T 7 5Y7AC 7 2 6 7 LAO FLAN 7 2 4 6 a 7 N0 MO CK 7 11C13 IF OUTPUT 8 QY112 ➢ 1 6 Y LAO FLAN 4 2 4 6 8 4 NO oL YELO CAC 8 720 as 07TP07 9 MO 9 2 6 9 LAG Fi:,AN 4 2 4 6 8 9 QQ, PLR Y1IA 9 7L11 YELLOW a 5 A HIMIA SYNC 2 G A EXTXR H11. 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TOD 1 DLAL 2 0 1 SP EV 1 PLDA l PLAN 1 OR 1 TOO 2 DrAL 3 1 2 SP NV 2 F FLRR PLAN 2 OR 2 TOD 3 OFF 1 7 3 SP 9V 3 6U8 O PLAN 3 OR 3 TOD 4 Ott 2 3 4 $3 Bet 4 206 Y PLAN 4 AND 1 :`OD 5 OPP 3 4 3 sr SY 3 DUO R PLAN 5 AND 2 205 5 FREB 5 S SP Ev. 6 DOS 3a PLAN 6 AND 3 TOD 7 PLASH 6 7 RP EV 7 SUS F PLAN 7 ROT 2 TOD 9 FREsSFT 7 4 512 EV 33 4CT 3 2$0 PLAN 4 EV A NAM 1 9 75 2 2 1 2 3 9 OCT 4 PLAN 9 EV a WARN 2 9 76 7 4 1 a 3 A DET FAIL 91 OR 4 EV C MAY A A 77 2 4 1 2 3 41, DR 5 XV 3) DLL3lY 8 D 74 2 E 1 2 3 OR 5 RR 1 DELAY C C O C" 1T CY'3, ANJ 4 RA 2 DELAY D D E X 7MALK NAND 1 SF 1 DELAY E 8 F X WALK NAND 2 SF 2 DELAY P 7 (C0+1)-127, (a.coLS)iiN.9012) 3'NTSA CS (OR PSIS(JXC3 Pm 4 DE'7?CTOR 1S5I0r14 NTS (C43+E)-126, (E+O)Li52W) (9.EVENT1) DAY OT MINK (9+EVENSG) DAY OF 5SFK rata 2 .f OFF 8 M 7 ,•t T F 5 OFF 8 s T W T P S LVCratieN! 8 5AYSM053t 4 E PALRVI:'34 TINE FLAN RV.' 1 7 3 3: 6 5 7 TIRE PLAN SET 1 2 3 4 5 G 7 600 1 A i 2 3 7, 5 6 7 0 (F+COI,•ROU1J RR. 5F LC F_:R8 (-'+E.R3W3 1 700 7 A 2 2 3 1 5 6 7 i PREEMPT M.CN. A 5 C P SEMPT 2 990 1 A 1 2 3 :. 5 6 7 a A W2...K 0 ER1 AL/ 3 1300 3 A 1 2 3 :: 5 L 7 3 5 "T WALK 1 RR1 CLR 4 1600 4 4 1 2 3 S 4 7 4 C INITIAL 1 EVA DLY 5 1E30 1 A 1 2 3 5 5 6 7 5 3 EVA CLR 6 2300 14 1 2 3 4 5 G 7 6 (F.C+A) 4 S1i'8 DLY 7 7 REA START 5 EVA CLR a 6 6 SW DLY 9 9 IF+0+F} 9 #VC CLR it T RID REvSRS 5 E SVD DLY D 2 5C4.0.P}e1 9 EVl3 CLR C C A RAD DLY A D A ER2 CLR 3s 2 'Ce09171-1 F F (2. 0+4) -0.1 (C+0+9)..D.2 • Amset A 4119 S1(NAL OPERATING DI AN Direction NWB`"' SEB MEBi Heads N Phase Head No. F 6 s 2 �. 4 Drawing Dw5U ...r,..•••••••• - , . •- r _ r } A _ s e , a ► IJ1VeN .rr imi•••••••• - - a. ♦ s �.�,. C 4. ........,� r • i o I " 'iawatt ` (2+6) G - G R NWB+SEi3 �a) Y Y - , R S Bayshore r • 1- G r 2 : / (Recall) bwatt c - r — ■ t . a 1 \ _ Owe ♦ wy.rr.w.. c • • i - a r (4) Dwell R - R , I 0 NEB (2+e) R Y E Fairview is _. • �1 • t t a' 4 (Actuated) .w.., Flashing Operation I FY FY ( I R Pogo 1 of t i Miami -Dade County Pi.lbijc Works Dapdr�mer t Drawn H. -bate emendez .�.�` 2/12/2002 S $ayshore Dr 6 E Fairviev St Dat Placed in Service Phasing No Asset Numberr --._.-" _ `i - 2, date r. / r (o (By 1 $219 TwOFtel r,NoPedro • Attachment F-2 Corridor Segment Coordination 0 • • LM0: 700 0 2180 US 1 31 4309 TIGER TAIL 49 3792 SO.BAYSHORE 49 2180 18 4309 0 3792 __ME: 705 0 31 49 2180 4309 3 792 49 218.0 18 4309 0 3 792 TITHE: 710 US TIGER TAIL SO.0AYSHORE US 1 TIGER TAIL SG.BAYSHORL' US 1 TIGER TAIL SO.BAYSHORE 0 2190 US 1 3:. 4309 TIGER TAIL 49 3792 SO.BAYSHORE 49 2180 US 1 18 4309 TIGER TAIL 0 3792 SO.BAYSHORE TIME: 715 0 2180 Us 1 31_ 4309 TIGER TAIL 49 3792 SO.BAYSHORE 49 2180 U5 1 18 4309 TIGER TAIL 0 3792 SO.BAYSHORE #05103 - Time Space.doc TIME---.„_> YYMMM AA0AAAAAYY AALAAAAAAA .BB BEBYAAAA TITHE---> Yyr MERCY RESIDENTIAL I CIAL TRAFFIC STUDIES TIME SPACE DIAGRAMS 7:00 AM — 8:00 AM 1AAAA.AAAAAAAAAAAAA.AAF3AA YYBBYY YAAAAAAAAAA AA AAAASA .A AAY AAI� AAY YYBEBYY 700AAe'�, e" AAA ��AAAW—,AAAA.AFAf1A_AY YYrL�'1AA." 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'AA:AA, AA BBBAA TIME---> A1AAAAYXX RSA ?AAAAAYYXXY YBBBYY Y YYAAAAt'L .2 YYDDDYAAAAA61..A1 ]AAAAAAAAAA,AAAAYY YBBBBYCC YY AAAAYY YCCCYA YXXY YYDDDYAAAAAAAAAAAA.',/ AAAYYXXY YDDDYAAAAAA YBBBYY YBBBYY AAAAYYBBBBBBYCCCYAAAAAAAAAAAA AYBBBBBBYYAAAA.AwAAAAx AAA YYDDYAAAAAAAAAkAAAAAALAAAAAAAAYYXXY YYDDDYAAAAA AAAAA BBBBY YYBBBBY YBBBY Y YYCCY AAAAAAAAAAAAAAYY YCCCYAAAAAA TAAAALAAYY AA AAAAAAYYXXY YYDDDYAAAAAAAAAAAAI YYBBBBY YYBBBBY AAA AAAAAkAAYBBBBBBYYCCYAAAA TIME---> AAA,AAA.AYXXY YBBYYCC AAY YCCCCY YYDDYAAAAAAAAAA Y YEBYY AAAAAAAA AAAAA/ T1ME___> At .P—A.AArwJ BYY AAAA_A0AAYY YYDDYAAAAJ 7 AAYY AAAYYX YYB13Y YY 1A1]AYYBBBBBBYCCCYAAA0.AYY AAAr']A0']AAAY YYXX YYBBBBY YCCYAAAALA.AAAA YAA BB AAAA.AAA.A00AYYXX YDDDYAAI O-O'] AAA w 1 YYBBBBY YBBBBBBYCCCCYAkk AAAAAAAAAYYBBBBBBYCCB3 YBBBY YAA YXXY YYDDYAAA AAAY YYBBBBY YYCCYAAI 0._YY A"]AAAAYXXY YYDDYAAA_ AAAAAA_ AAYYXXY YYDAA YBBBYY YBBBY YYBBBBY B BBB BYAAkAAA.AAA.A.A.AAA r'1 AAAYY B BBBBBYAAAAAAA.AA.AA.AAAAAA AY B B BA.A • #05103 - Tiine Space,doc 10 9191E. __ • • • 218u US _ 31 4309 TIGER :'AIL 49 3792 Sal . BA.YSHORE- 4 9 1 9 J 2,80 US1 4909 TIGER TAIL 3792 SO . BA`+,` HOEE _M" . ..730 2180 US 1 31 4309 TIGER 'TAIL 49 3792 SO.BAYS[ORD 49 2180 .3 — 18 4309 TIGER TAIL 0 792 SD. SAYSHORE :1911. 1735 0 2180 US _ 31 4109 TIGER 'TAIL 49 3 792 .SO. BAYSHORE 49 218C US 1 i8 4309 TIGER TAT: 0 3 792 SO.IIAY$HORE T114E: ..740 0 2180 31. 4309 49 3792 45 2180 18 4309 0 3792 T1.1IE: 1745 TIGER TAIL BAY SHORE US TIGER TAIL SO.SAYSHORE 0 21.80 US 1 31 4309 'TIGER TAIL 49 3792 SQ.BAYSHCRE 49 2180 US 1 18 4309 TIGER TAIL 18 4309 TIGER TAIL XX Yr 2-rA—AAAA AA.aA. u AAA -AAYXXs. YDE LA. AAA y BB5Y AAA AA AAAAAAAAY YYA.A2kAAAAAAAAAAAAAAYY YC0YAA.. AAALkkAAAAAFAAAAAL AAYXXY YYr.BBYY AAAAYYBBBBz3BYAA-AT _ TIME---- > AAAAAAAAA.AAAAYYXX YYBBYY YYA X 5 11AAA YYBBYY AAAAA.7-AAAAAYBBB BBBYY_ ASJ TIME---> 9AAAYY Yi flMIAAAAA AAAA.A.AAAA 0S4 YBBBYCC YCCCCYAAAAAAAAL 1 4YY A?OGAAYXXYY :A.A.A AAAAAAJ AA AAYXXY YYDDYI- AAAAAAA YBBHY BB kkAulOAAYYBBBBBBYCOCCYAAAAYY DEDYAAAAAAAAAAAI A.A' AA<AA 1.AAAYYXXY YDDDYAAAAAAA91A033 AA YYBBBBY AYY YCCCYAA.AA YY YEF3BY Y YCCYAAAALA ',AAAAAAAA AAA221,A AAIA.YYXXY YDDDYAAr kAA ,A.zAA AYXXYDD BY YYBBBBY XOBBY CCYAAAAAAAAAAAAAAYYBEBBBBYCOCYAAAAAAAAAAAAAAYYBBBBBBYCCBB i1M5___> AAT-AAYYXXY YYDDDYAAAAAAr"S- AAAA'AAAYY YCC'CYAAAA' A.AY A.= .A.A.P LAYi' DDYAAAAr AAAAAAAF rAH AP-, a.A AYYXXY 1 DEDYAAA.A.AAAAAA BBB33YCCYAAAr1AAAAAAAr'LAFrIYY}3BBBB EYCCCY AI,-AAAAAAAAAA SAYBBBAA 5IME---> AAAAA911A.9AYYXXY YDDAA AAAAAAAAL AAA9AAAAAAYYXXY YYDL1DYAAA.r 1WA A— YB333YY AA"iAAAAAAAAAA91AY YYAAAAAkkAAAAAAAA.AAYY AA.AAAAXX YCCCCY AAAAYYXXY YYD00YAA.AAAA71r�Ae=UW AAAAAYYXXY YEDD A YBi3SBYY YBBBBYY #05103 - "1131e Space.ioc 1 TIME 0 zuS 1 31 4309 TIGER TAIL 49 3792 .SO. BAYST'tORE 49 8 2180 Us ._ 4309TIGER TAIL 3792 5O.BAYSHORE TIME: 1755 0 2180 U8 1 31 4309 TIGER TAIL 49 3792 SO . BAYSEORE 49 2 180 US 1 18 4309 TIGER TAIL 0 3792 SO.BAYSHCRE #OS1(}:3 - Time Space.doc TIME---> • YYDDYA A .LAAA APLAAAA AAAAAn HYYXXY YYDDDYAAAAAAA YYBBBBY YYBBY YYBBYY YYA ! A AA ILkAAAAYY YCCCCYAAAAAAA kkA,AAYY A AAAAA J AA AA AYYXXY YYl7DDY1 . ,AA„L"vtA_ A ":T.AAA .AY YYBBBBY YYBBY YYBB AAATAIAAAYBBBBBBYYAAAAAAU AAA_ AAYYBBBBBBYCCCCYAA Y TIME---> AAAAAA A AYY YYD CCCYAAA AAAYXXY YYDDYAAAkkkAAAAAAAY.. YYk3BBYY YCCCCYAAAAA 4nAAa jYY AAAAAAYYXXYD YBB@ YC CC YAAAAAAAAAAAAAA 4 YAAAA_AA AAAA AA n^AAA AA.AAAYYXXY YYBBI3YY AAAAAAAA.AYYBBBEBBYCCCTY YYMITNIAAAA %AAA@ kLAAAAAYYBBBBi3BYCCB • ER THE CORRIDOR NUMBER 8 I R THE STARTING P' NG CONTROLLER NUMBER 88 ENTER THE ENDING CONTROLLER HUMBER (MA_III4JM OF 25 INTERSECTIONS) 3792 ENTER THE SPEED, , SPEED LIMIT ENTER THE STARTI K 'TINE = 800 715 ENTER THE # OF 5 NIT 1J?E PERIODS (.1. - 1. 2) , _= 6 6 D? YOU WANT ANOTHER .LUN FOR CORRIDOR 1398 FROM 3788 `1`C> .3792? 1' ENTER THE STARTING TIME, = 715 825 ENTER THE # OF 5 MINUTE PERIODS (.-12) , . - 6 DO YOU WANT ANOTHER RUN FOR CORRIDOR 1398 FROM 3788 TO 3792? Y ENTER THE STARTING TIME, / = 825 1600 ENTER THE # OF 5 MINUTE PERIODS (1-I2) , / - 6 6 DO YOU WANT ANOTHER RUN FOR CORRIDOR 1398 FROM 3788 TO 3792? ]' ENTER THE STARTING TIME, / m 1600 1725 ENTER THE # OF 5 MINUTE PERIODS (i-12) , / 6 6 DO YOU WANT ANOTHER RUN FOR CORRIDOR 1398 FROM :3788 TO 3792? • • PEADING THE 88 2 ,EADING THE PHASE RMURNS DATA FOR 715 PRINTING SKEWED RETROACTIVE TIME -DISTANCE DIA M 3c CORRIDOR 4 1598 MAIN HWY,E BAYSH FILE PREPARED AT THE DADE COUNTY TRAFFIC CONTROL CENTER 02-03-05 AT 1 OLT TIM<: CROSS STREET ID # PAT OFF SE INTERVAL VALUES 1450. 28. 35 460/ 9/ 35 ,MERCY ALATK 3759 9 J FAIRVIEW :2 6219 ACG 49 4 R DL y EDW » o 7 3 7 7 1 ACG a Y e se A « SW 17 AVE 3792 8 46 50 $ 4 1 15 4 10 3 HORIZONTAL S: 3 SECONDS PER COLUMN A, a, c, : o REPRESENT SIDE STREET GREEN PHASES a= MULTIPLE RETURNS PHASE OVERLAP) «= AMBER CLEARANCE INTERVAL w= EXCLUSIVE PED Z= CONCURRENT OPPOSING LEADS e = PREEMPT 8 = DATA Is UNAVAILABLE • i°i.'r' : 1.`.: 'tME:-- KI0 3788 ,MERCY ALATK /YYBBBYCC'C�'Y YYC'C'`_C°CY 28 62 t9 c .IR IE,77 ::��5' ?7?????? ?? 77?7?7????????????????? 7'.7'>7?• ?????????7-?? 37 3792 SW 17 AVE CY YBBBBBBBY YY 37 3788 ,MERCY 11 A T (3 a'YBB13'_-CCC7 YYCCCCCYYDDY YY 9 6219 FAIRVIEW ST ????77 77 J7?7.777'?i'_ 77' ??????????????? 7??????????????77 0 3792 3(37 17 AVE YBBBPBBY Y . YF3BBBL3Y'i BB TIME: 720 0 3788 ,MERCY ..7ATK YYBBBYCCCCY Y YYCCCCCCCC'tiY 28 6219 FAIRVIEW S 777J??,.7?. _?????7 ... 7777'_>7-r?77777???????7?7'7 37 3792 SW .7.7 AVE YYBBBBBYYCCY" YYBBBBB 37 3788 ,MERCY ALATK BEBYCCCCYDDDY YYC":CCCCCCCYY CC 9 6219 FAIRVIEW ST ????????_ 77? - "????????7-??????????7777?_ ?,???????????????? 0 3792 SW 17 ANTE BBBBY Y YYBBBBBYY Y YY 71(31:: 7i1 TIME-- 0 3 7 8 7 ;MERCY ALATK 28 6219 FAIRVIEW ST 37 3792 SW 17 AVE YYBBBYCCCCCY Y YYCCCCCY Y ??7?? 7 _?7 7 3?77??? ????????77?77 7??????????????7?'>????777?? YBBBBBYYCY YYBBBBBY 37 3788 ,MERCY ALATK CCCCYDDY YYCCCCC7DDY YY 9 6219 FAIRVIEW 3T 377????37??77777?7777?77777-??7773????77777??3?3?22771,702 0 3792 SW 17 AVE YBBBBBYY Y TIME: 730 TIME— > 3788 ,MERCY ALATK YYBBBYCCCCCY Y YYBBYCCCCCYY BB 28 6219 FA1(V1F39 ST 777'7",777777777333')37277777'7777777777777777777777777777777, 37 3792 SW 17 AVE YYBBBBBYY YBBBBBBY 7 3788 ,MERCY ALATK BOY YYE YCCCCCYY YBB 6219 931RV1.9 S'T` 77?7 777?>777?'?77777?? 7???7777777?77777?7??77??7??777;? 0 3792 SW 17 AVE YYBBBBBYY YBBBB TIME: 735 TIME-- 0 3788 ,MERCY ALATK YCCCCCY Y YYBBYCCCCYY Y CC 28 6219 F31RViE9 •ST 777772777'.77777?777777777777777777777777777777773;777777?7 37 3792 SW 17 AVE YYBBBBBYY YYBBBBBY BB 37 3788 ,MERCY ALATK YYBBYCCCCYYDDIDY YBBBYCCC 9 6219 3AIRVIEW ST 7'.'777?777'7 77777'77777?77777-]77777'1777777'777737777'7 >')7777 0 3792 SW 17 AVE YYBBBBBYY YYBBBBBY TIME: 740 TIME—.... ;> 0 3788 ,MERCY ALATK CY 2YBBYCCCCCCY Y y 28 6219 F•AIRVIE!9 ST 77777??77?777777?77777?77777??37777777777779937777'7??7->77 37 3792 SW .17 AVE BBBYYCCY YYBBBBBY YY 37 3788 ,MERCY ALATK YYBBYCCCCCCYDDY Y3BBYCCCYY 9 6219 (3391873E9 ST 777'77777?773777277777777773777777J 27377777;)7777777777777 0 3792 SW 17 AVE YBBBBBYY Y YYBBBBBY • DIST/TIM/SPD CROSS STREET ID 1 PAT OFF DATABASE INTERVAL VALUES EE ACG G Y R DI, Y BDW F G 1 S,MERCY ALATK 3788 8 I 0 49 1 d 1 7 3 7 7 1 0/ 28/ 35 FAIRVIEW ST 6219 460/ 9/ 35 ACG G Y E SP Y AM Y SW 17 AVE 3792 9 46 50 8 4 1 15 4 10 3 READING TEE PHASE RETURNS DATA FOR 825 TIME: 825 TIME 0 3788 ,MERCY ALATY YBEBYCCCCY 91 YIBBBYO'CCCY 28 6219 FAIRVIEW 99 ???????????????????????????????????????????????????????? 37 3792 SW 17 AVE YBBBRBBY YYEBEBBYY 37 3788 ,MERCY ALATK BYCCCCYDDDDI YYBBBYCCCCCYDDDY CC 9 6219 FATRviEw sp 777777777777777777777777)777777777)777777 O 3792 SW 17 AVE BBY v YBBBBBBY TIME: 830 TIMB---> O 3788 ,MERCY ALATK YBBBYCCCCYY Y YIBBBCCCCYY 91 YY 28 6219 FAiRvIEw sT 7777")77777777777.77777?->7777777'>7777777 37 3792 SW 17 AVE YBBBBBRYCCCY YYBEBBBYY 37 3788 ,MERCY ALATR CYYDDY YYBBBCCCCYYDDDDY 9 6219 FATRviEw sT 0 3792 SW 17 AVE YEBBBBBY 91YY TIME: 835 0 3788 ,MERCY ALATK BBYCCCY YYBBBYCCCCCY Y CC 28 6219 FAIRVIEW ST ????????????????????????????????????????????????????????? 37 3792 SW 17 AVE YBBBBBBY YYBBBBEYYCY SP3788 ,MERCY ALATK YYBBBYCCCCCYDDDY YYBBY 6219 FAIRvIEw ST .7..7.-)7.72777)77.777777777777 3792 SW 17 AVE YBBBBBEY YYBEBBB TIME: 840 O 3788 ,MERCY ALATK CYY 91 YYBBYCCCCY Y YY 28 6219 FAIRviEw sT 7777:77772777777777777?777777-77-7-M7) 37 3792 SW 17 AVE YBBBBBBY YYBBEBBYY BB 37 3788 ,MERCY ALATR YYBBYCCCCYDDY YYBBYCCCCC 9 6219 FAIRviEw sT "-7-;')?7-2777?-)7'3?7.?:,7-7•M7,77,>7-7-777,ii7-)777777 O 3792 SW 17 AVE YBBBBBBY YYBBBBBYY TIME: 845 TIME---> O 3788 ,MERCY ALATK YYBBBYCCCCCY Y YYB 28 6219 FAIRvIEw sT 7777)7777777777777777)7777777>77777777777777777777777 37 3792 SW 17 AVE BBY YYBBBBBYYCCCY 37 3728 ,MERCY ALATK YYBBBYCCCCCYDDDY YYBBYCCCCCYYDDY 9 6219 FAIRvIEw ST 777.7777777777777777777777222'277777: 0 3792 SW 17 AVE YBBBBBBY YYBBBBBYY TIME: 850 TIME---> 0 3788 ,MERCY ALATR YYBBBYCCCCCY Y YYBBYCCC 28 6219 FAIRVIEM sT 777777777777777777727727777777?7?")77'77'777->777 37 3792 SW 17 AVE YYBBBBBYYCCCY YY 3; 3788 ,MERCY ALATK 9 6219 FAIRVIEW ST 0 3792 SW 17 AVE YYREBYCCCCCYDDDY YIBBYCCCCOYY )77777777777)777777)7)7-7777777)7)7777-)7-)77777-)-7-)7-)777777) YBBBEBBY YYBEBBBYY BB DIr,,1 '_1:E:, ;P'7 C80. STREET ID # PAT OFF DATABASE INTERVAL VALUES E ACG Y R DL Y B W F ?8RGY ALATK 3788 7 6 59 1 4 I. 21 3 7 4 10; 2 8, FAIRVIEW ST 621 460/ 9 35 ACD G _ R SP Y AM Y SW 17 AVE 3792 7 35 85 8 4 1 15 4 5 3 READING THEPHASE RETURNS DATA FOR 1650 TIME: 1600 T1ME_ _._> O 3788 ,JIEFC:Y AI.,.A`:E'E YYBBBBBBBYCCCYY YBBLIBB 28 6219 i'AIR'JIEw (S`I' 7"J77'�7-77-)77777?77'J'3-J?77;?7777•i77777777;�7-J77'�77777 .77'77'7'a'> 37 3792 .-W 17 AVE YYBBBi'3BI``= C: Y BB 37 3788 ,MERCY ALP ` J6 BBBBBBYCCCCY YBBBEBBBBYC/7 CYP 9 6219 FAIRV:IEB ss 777�7777'J771") 77,777")77777777'77?77777��)7777777 D 3792 SW 17 AVE YYBBB15YY Y TIME: 1605 TIME----> O 3788 ,MERCY ALATK BYCCCCYY YYBBBBBBBYCCCYY Y 28 6219 FAIRVIEJL 85 7777')777777^77777777777777 77777:,77777777,7777777777'7'J7'J 37 3192 SW 17 AVE BBBBBYCCY YBBBBBYYCY 37 3788 ,MERCY ALATK 9 62.19 FAIRVIEW ST 0 3792 SW 17 AVE YYBBBDBBBYCCCYYDD.D Y 777'777777777777777777777"777777777":777777777777777 TIME: 1610 TIME-. - -> 0 3788 ,MERCY ALATK 28 6219 FAIRVIEW ST 37 3792 SW 17 AVE YBBBBBBY Y YBBBB YYBBBBBBBYCCCCYY Y 7 i77777"J77777777']")'J77i7i77'777777'>777777777-7?7i'J 7-J7-J777'777 YBBBSBBYCCY 0 3788 ,MERCY ALATK YYBBBBBBBYCCCCYYDDY YYBBBBYCCC 6219 FAIRVIEW SDI` 777')77777777,777777777777 77777737'J7777777 7J7777777777, 0 3792 SW17 AVE Y Y YBBBBBBY Y TIME: 1615 TIME---> 0 3788 ,MERCY ALATK YBBBBBBBBYCCCCY Y YYBBBBBBBYCCC 28 6219 FAIRV.IEW sT 777777777777777777772')7777 „7777777774777777777'7777 37 3792 SW 17 AVE YYBBBBBYCCY YBBBBBBYY 37 3788 ,MERCY ALATK CCCYDDY YYBBBBBBBYCCCCYY 9 6219 FAIRVIEW JT i7777-)7777i7'77777777777777777777777777777'>7777?7777777'7 O 3792 SW 17 AVE YYBBBBBY Y TIME: 1620 TIME--_,_ 0 3788 ,MERCY ALATK Y YBBBBBYCCCCCCCY 28 6219 FAIRVIEW ST ')-M 777")777;7-777777777777'J7777'J77777777777'J777777')7777777 37 3792 SW 17 AVE YBBBBBBYCCY 37 3788 ,MERCY ALATK YBBBBBYCCCCCCCY BB 9 6219 FAIRVIEW S`i.' 7777777"J7777777777777'7'77777777777'�7777777^77'7777 :77777'J '77 O 3792 SW 17 AVE YYBBSB.BYY Y YBBBBBBY Y TIMf1: 1625 TIME---> 0 3788 ,MERCY ALATK YYBBBBBYCCCY Y YBBBBB 28 6219 ATRviEw ST 77777'77777777777777777'777777777J777777'77777'J777')9777%77777 37 3792 SW 17 AVE YBBBBBYYCY BB 3788 ,MERCY ALATK BBBBYCCCYDDDY YBBBBEBBBYCCYY 9 6219 FAIRVIEd': ST 7:,777777777,77777777777727777777:77'777777777777777777777 0 3792 SW 17 AVE YBBBBBYY Y • 41/1 0/ 28/ -.15 UIST/TIN/SPD cRoss STREET ID 4 PAT OFF DATABASE INTERVAL VALUES EE ACG G Y 7 DL Y BDW F G ,NEPTY ALATK 3788 7 6 69 1 4 1 21 3 7 4 1 FAIRVIEW ST 4607 9/ 35 6219 ACG G Y R SP Y AM SW 17 AVE 3792 7 35 85 8 4 :1 15 4 5 .3 READING THE PHASE RETURNS DATA FOR 1725 TIME: 1725 TINE---> 0 3788 ,MEECY ALATK 28 6219 FAIRVIEW ST 37 3792 SW 17 AVE YYBBBBBBBYCCOCYY72177>> Y YEBBBBBYCCY 37 3788 ,MERCY ALATK YYEEBBBBBYCCCCYYDDY YYBEBBEECC 9 6219 FAIRviEw sT O 3792 SW 17 AVE 17 YEBBBEBY Y TTME: 1730 TIME > 0 3788 ;MERCY ALATK Y3BBEBBBBYCCCCY YYBBBBIEBBYCCO 28 6219 FAIRVIEW 57 D')7?"):7")7',7-772777777777777772777773 37 3792 SW 17 AVE YYBBBBBYCCY YBBBBBBYY 37 3788 MERCY ALATK CCCY YYBBEBBEBYCCOCYY 9 6219 FATRviEw sT 0 3792 SW 17 AVE YYEBBBBY Y TIME: 1735 TIME---> O 3788 ,MERCY ALATK Y YBBBBBBBBYCCCCY Y 28 6219 FAIRATIEw ST 777"177':7727772777772777'777777.777777 37 3792 SW 17 AVE YYBBBBBYCCY 40, 3788 ,MERCY ALATK YBBBBBBBBYCCCCYDDY BB 6219 FAIRvIEw ST 'D'7"›77777277777777777777.7777?-77")? 3792 SW 17 AVE YYBEBBBYY Y YYBBBBBY Y TIME: 1740 TINE- --> O 3788 ,MERCY ALATK YYBBBBBBEYCCYY YBBBBB 28 6219 FAIRviEw sT 777???7-2-22i:")?7"›7-.'?7-277777777?77:3777 37 3792 SW 17 AVE YYBBBBBYY BB 37 3788 ,MERCY ALATK BEBBBBYCCYY YBBBB}3BBBYCCCCY 9 6219 FAIRVIEW ST D7'777'7.97'777777"M7,72-277)7"7.?7,777? 0 3792 SW 17 AVE YYBEBBBYY TIME: 1745 TIME---> 0 3788 ,MERCY ALATK YCCYY Y YYBBBBBBYCCYY 28 6219 FATRviEw sT 7?->7-7')-777"7"777-77.777,777-77'3--,)",277777,72i 37 3792 SW 17 AVE EBEBBYCCY YYBBBBBYY 37 3788 ,MERCY ALATK YYBBBBBBYCCYY 9 6219 FAIRvIEw ST >>>>7>77777777777 0 3792 SW 17 AVE YBBBBBBY Y YYBBB TIME: 1750 TINE- --> 0 3788 ,MERCY ALATK 28 6219 FAIRVIEW ST 37 3792 SW 17 AVE YYBBBBBBBYCCCCYY Y -777777?7,)77727)777777777,,777772777777 YEBBBEBYCCY 37 3788 ,MERCY ALATK YYBEBBBBBYTCCCYYDDY YYBBBBBYC 9 6219 FATRvIEw sT 7777777>77>7777,>>7>777777777727>77>77 0 3192 SW 17 AVE YEBBBEBY Y • • Attachment F-3 Intersection Capacity Analysis • • • Please see Appendix D • Intersection Capacity Analysis Worksheets • • Appendix G Signal Warrant Study South Miami Avenue / Halissee Street • • • • 3f0_0 Grove Bay Residences Special Traffic Mathes. Sihrted Warrant Study TABLE OF CONTENTS Page List of Exhibits ii List of Appendices ii EXECUTIVE SUMMARY iii 1.0 INTRODUCTION L 1 Study Background 1 1.2 Study Objective 1 1.3 Study Methodology 1 2.0 DATA COLLECTION 3 2.1 Roadway Characteristics 3 2.2 Traffic Counts 3 3.0 FUTURE TRAFFIC CONDITIONS 4 3.1 Background Growth __.4 32 Project Trip Generation 4 3.3 Trip Assignment and Distribution .5 4.0 SIGNAL WARRANT ANALYSIS 6 5.0 CONCLUSION 11 Page i • • • 300 Grove Boy fiesie ences Special Traffic Studies Signal Warrant Slimly LIST OF EXHIBITS Exhibit Page 1 Location Map 2 2 Project Trip Generation 4 3 Cardinal Distribution 5 4A Projected Hourly Volumes (All Project Trips) 8 4B Projected Hourly Volumes (Left Turns Only Project Trips) 9 4C Projected Hourly Volumes (Left Turning Project Trips & Mercy Way Diversions) 10 5 Summary of Warrants Met for Scenarios 11 LIST OF ATTACHMENTS Attachment G-1 Signal Feasibility Worksheets Page ii • • • 300 Grove Racy Residences Special Trajftc Studies Signal Warrant Study EXECUTIVE SUMMARY The developer of the 300 Grove Bay Residences Project is interested in determining whether a traffic signal would be warranted at the intersection of South Miami Avenue (South Bayshore Drive) / Halissee Street, in Miami, FL. This intersection is the entrance to the Mercy Hospital Emergency Room, as well as the proposed residential development. The purpose of this work is to prepare a Traffic Signal Warrant Analysis and document the study findings as needed. The study was performed using the Manual on Uniform Traffic Control Devices (MUTCD) published by the Federal Highway Administration (FHWA) and the Florida Department of Transportation (F.DOT) Manual on Uniform Traffic Studies (MUTS). Meeting at least one of the signal warrants is a requirement before a signal can be installed. Further, the appropriate agency must agree with the need and consider other issues and concerns before approving a new traffic signal. Additionally, funding is not automatic and private funding is often required in order to ensure installation within a reasonable period of time. A signal warrant analysis was performed for future with project conditions at the intersection of South Miami Avenue (South Bayshore .Drive) / Halissee Street. The analysis was conducted for three scenarios for the northbound approach of Halissee Street which is where the proposed project traffic would access South Miami Avenue (South Bayshore Drive). The signal warrant analysis showed that Warrant 1 is satisfied for two of the three scenarios and Warrant 2 is satisfied for all three. Therefore, consideration of a traffic signal at the intersection of South Miami Avenue (South Bayshore Drive) / Halissee Street is warranted. Page in • • • 300 Grove Bea Resident ers Special Trey / c Studies Sj,r nal Warrant ,Vw du 1.0 INTRODUCT ON 1.1 Study Background Mercy Hospital is interested in determining whether a traffic signal would be warranted at the intersection of South Miami Avenue (South Bayshore Drive) / Halissee Street, in Miami, FL (see Exhibit 1). This intersection is the entrance to the Mercy Hospital Emergency Room, as well as a proposed residential component consisting of 300 dwelling units of condominium. 1.2 Study Objective The purpose of this work is to prepare a Traffic Signal Warrant Analysis and document the study findings as needed. The study was performed using the Manual on Uniform Traffic Control Devices (MUTCD) published by the Federal Highway Administration (FHWA) and the Florida Department of Transportation (FDOT) Manual on Uniform Trafic Studies (MUTS). Meeting at least one of the signal warrants is a requirement before a signal can be installed. The appropriate agency must agree with the need and consider other issues and concerns before approving a new traffic signal. Additionally, funding is not automatic and private funding is often required in order to ensure installation within a reasonable period of time. 1.3 Study Methodology • Typical weekday 24-hour machine traffic counts were collected on the intersection approaches. • Peak hour turning movement traffic counts were performed at the study intersection based on the eight highest hours from the 24-hour machine counts. • Raw traffic counts were adjusted to average weekly traffic conditions using the adjustment factors published by FDOT. • Signal warrants published in the FDOT MUTS and the FHWA MUTCD were examined. Page r d a PROJECT 300 GROVE BAY RESIDENCES SPECIAL TRAFFIC STUDIES f,«E.- PROJECT SITE LOCATION MAP EXHR31T Nc- Page 2 } • 300 Grove Bay Residences Special Traffic Studies Signal Warrant Stud 2.0 DATA COLLECTION Data collection for this study included roadway characteristics, traffic counts, and weekly adjustment factors. The data collection effort is described in detail in the following sections. 2.1 Roadway Characteristics South Miami Avenue (South Bayshore Drive) is a two-way four -lane undivided arterial that runs northeast/southwest throughout the Coconut Grove Area in the City of Miami. Exclusive left turn lanes are provided at the .major intersections. The posted speed limit is 35 mph. 2.2 Traffic Counts The 24-hour, directional traffic counts were collected at South Bayshore Drive and Halissee Street on January 27, 2005. Peak hour vehicle turning movement counts were also collected at the analyzed intersection on January 20, 2005. Additionally, FOOT weekly volume adjustment. factors were obtained. Weekly volume adjustment factors of 1.02 (for Miami -Dade County South, corresponding to the date of the counts) were used to adjust the raw traffic counts to average weekly conditions. Traffic counts are summarized in Appendix B. Page 3 • • 300 Grove flay Residences SReci.z Sigrut! Warrant Str.riv ratlfc .St�fdies 3.0 FUTURE TRAFFIC CONDITIONS 3.1 Background Growth A 1.0 percent annual growth rate was established based on historical counts in the project area, This growth rate was applied to the 2005 existing traffic to get the future traffic without project at the study intersection for the buildout year (2009). Project trips for two committed developments, Royal Bay Estates and Silver Bluff Harbour were added to the analysis intersections due to their proximity to this project location. 3.2 Project Trip Generation Trip generation for the project was estimated using the Institute of Transportation Engineers (ITE) trip generation rates and/or equations for the proposed development plan. ITE's Trip Generation, Seventh Edition, provides gross trip generation rates and/or equations for 24-hour and peak hour volumes by land use type. Project trip generation for AM and PM peak hours is provided in Exhibit 2e Page4 • • • 300 Grove e Bay Residences Special Trqtris Stwhe Signal Wet rrmat Study Exhibit 2 Project Trip Generation' Uses Units ITE Land Use Code AM Peak Hour PM Peak Hour In Out Total 1n Out Total Residential 300 DU's 230 21 103 124 99 49 148 Vehicle Occupancy Adjustment 16% 4 16 20 15 8 23 Transit/Pedestrian / Bicycle Trip Reduction CO 10% 3 9 12 10 5 15 Net External Vehicle Trips 14 78 92 74 36 110 ased on r'rE Tnr Generation manual, Seventh Edition. 3.3 Trip Assignments and Distribution Source: DFA Access to the project is through Halissee Street into South Bayshore Drive. Therefore, vehicle trips generated by the project will access through the intersection under study. Project trips were distributed and assigned based on the cardinal distribution for TAZ 1052 published by Miami - Dade County, and provided in Exhibit 3. Exhibit 3 Cardinal Distribution TAZ 1052 for the year 2010 Direction Distribution NNE 26.90% ENE 4.78% ESE 0.59% SSE 0.38% SSW 3.30% WSW 22.14% WNW 20.36% NNW 21.54% Page • • • 3{X) Grove Bav Residences Special TrdtPc Surdles Signal Warrant Study 4.0 SIGNAL WARRANT ANALYSIS Signal warrant requirements were examined to determine if a signal is warranted at the intersection of South Miami Avenue (South Bayshore Drive) Halissee Street. The analysis was conducted for three scenarios :for the northbound approach of Halissee Street which is where the proposed project traffic would access South Miami Avenue (South Bayshore Drive). • The first scenario takes into account all movements on the approach (left and right turns). • The second (as requested by Miami Dade County) does not consider any of the vehicles turning right at the intersection. • The third also does not take into account any of the vehicles turning right but it does consider likely diversions (10%) from the existing signal at Mercy Way. Projected hourly volumes, shown in Exhibits 4A, 4B and 4C, were compared with the signal warrants in the MUTS and the MUTCD_ Worksheets developing the projected volumes are included in Attachment A. Fulfilling any one of the warrants is sufficient to warrant consideration of a traffic signal installation. A summary of the results for each warrant is presented below. See Attachment C-1 for signal warrant sheets for each scenario. Signal Warrant 1 — Eight -Hour Vehicular Volumes For the first and third scenarios condition A is 80% satisfied, while Condition B is both 100% and 80% satisfied for at least eight hours during the day for the major street (S Miami Avenue 1 S Bayshore Drive, both approaches) and the minor street (Halissee Street, highest approach). Warrant 1 is satisfied if both Condition A and Condition B are 80% satisfied. Therefore, this warrant is satisfied. age r, • • • 300 (prone &n Residences Special Traffic Studies Sid rnt Warrant Study Signal Warrant 2 — Four -Hour Vehicular Volumes For the all three scenarios, for at least four hours of the day, the plotted points for volumes on Halissee Street fall above the applicable threshold line. Therefore, this tirarran.t is satisfied. Based on the warrants satisfied, consideration of a traffic signal at the intersection of South Miami Avenue (South Bayshore Drive) Halissee Street is warranted. Page 7 • • • Exhibit 4A Projected Hourly Volumes Special Traffic Studies Scenario One Existing Traffic Conditions Future Traffic Conditions without Project Future Traffic Conditions with Project Time of S BAYSHORE S BAYSHORE HALISSE 5 BAYSHORE S BAYSHORE HALISSE S BAYSHORE S BAYSHORE HALISSE the Day EB WB NB EB WB NB ] EB WB NB 12:00 AM 59 64 23 64 69 25 68 73 25 1:00 AM 48 24 12 52 26 13 54 28 13 2:00 AM 22 11 1 24 12 1 24 12 1 3:00 AM 21 17 6 23 18 6 23 18 6 4:00 AM 39 13 7 42 14 8 42 14 8 5:0D AM 128 37 18 139 40 19 139 40 28 6:00 AM 750 138 69 812 149 75 813 151 95 7:00 AM 1283 838 72 1,389 908 78 1,400 918 184 8:00AM 1327 724 46 1,436 786 50 1,448 796 180 9:00 AM 1247 736 48 1,350 798 52 1,363 810 166 10:00 AM 953 664 67 1,032 720 73 1,048 735 138 11:00 AM 814 751 69 881 814 75 899 831 124 12:00 PM 884 870 87 957 943 94 977 962 137 1:00 PM 955 907 87 1,035 982 94 1,062 1,010 136 2:00 PM 909 1063 82 985 1,151 89 1,015 1,181 127 3:00 PM 982 1481 98 1,064 1,603 106 1,098 1,639 141 4:00 PM 867 1626 72 939 1,760 78 975 1,796 114 5:00 PM 891 1770 73 965 1,916 79 1,001 1,953 116 6:00 PM 953 1417 39 1,033 1,534 42 1,068 1,570 76 7:00 PM 619 810 69 671 877 75 707 914 102 8:00 PM 401 465 43 435 503 47 463 532 64 9:00 PM 352 433 34 382 469 37 405 492 46 10:00 PM 287 270 34 311 292 37 323 305 44 11:00 PM 162 272 62 175 294 67 179 299 71 7-1 • • • Exhibit 4B Projected Hourly Volumes Special Traffic Studies Scenario Two Time of the Day Existing Traffic Conditions Future Traffic Conditions without Project- Future Traffic Conditions with Project HALISSE NB S BAYSHORE EB S BAYSHORE WB HALISSE NB S BAYSHORE EB S BAYSHORE WB HALISSE NB S BAYSHORE EB S BAYSHORE WB 12:00 AM 59 64 23 64 69 25 68 73 25 1:00 AM 48 24 12 52 26 13 54 28 13 2:00 AM 22 11 1 24 12 1 24 12 1 3;00 AM 21 17 6 23 18 6 23 18 6 4:00 AM 39 13 7 42 14 8 42 14 8 5:00 AM 128 37 18 139 40 19 139 40 24 6:00 AM 750 138 69 812 149 75 813 151 85 7:00 AM 1283 838 72 1,389 908 78 1,400 918 131 8:00 AM 1327 724 46 1,436 786 50 1,448 796 115 9:00 AM 1247 736 48 1,350 798 52 1,363 810 109 10:00 AM 953 664 67 1,032 720 73 1,048 735 105 11:00 AM 814 751 69 881 814 75 899 831 99 12:00 PM 884 870 87 957 943 94 977 962 115 1:00 PM 955 907 87 1,035 982 94 1,062 1,010 116 2:00 PM 909 1063 82 985 1,151 89 1,015 1,181 108 3:00 PM 982 1481 98 1,064 1,603 106 1,098 1,639 124 4:00 PM 867 1626 72 939 1,760 78 975 1,796 96 5:00 PM 891 1770 73 965 1,916 79 1,001 1,953 98 6:00 PM 953 1417 39 1,033 1,534 42 1,068 1,570 61 7:00 PM 619 810 69 671 877 75 707 914 89 8:00 PM 401 465 43 435 503 47 463 532 56 9:00 PM 352 433 34 382 469 37 405 492 42 10700 PM 287 270 34 311 292 37 323 305 40 11:00 PM 162 272 62 175 294 67 179 299 69 • • Exhibit 4C Projected Hourly Volumes Special Traffic Studies Scenario Three Time of the Day Existing Traffic Conditions Future Traffic Conditions without Project Future Traffic Conditions with Project S BAYSHORE EB S BAYSHORE We HAUSSE NB S BAYSHORE ES S BAYSHORE WB HAUSSE NB 5 BAYSHORE EB S BAYSHORE WB HAUSSE NB 12:00 AM 59 64 15 64 69 16 68 73 16 1:00 AM 48 24 8 52 26 9 54 28 9 2:00 AM 22 11 1 24 12 1 24 12 1 3:00 AM 21 17 4 23 18 4 23 18 4 4:00 AM 39 13 5 42 14 5 42 14 5 5:00 AM 128 37 12 139 40 13 139 40 17 6:00 AM 750 138 45 812 149 49 813 151 59 7:00 AM 1283 838 47 1,389 908 51 1,400 918 127 8:00 AM 1327 724 30 1,436 786 33 1,448 796 123 900 AM 1247 736 31 1,350 798 34 1,363 810 91 10:00 AM 953 664 44 1,032 720 48 1,048 735 80 11;00 AM 814 751 45 881 814 49 899 831 73 12:00 PM 884 870 57 957 943 62 977 962 125 1''00 PM 955 907 57 1,035 982 62 1.062 1,010 124 2:00 PM 909 1063 54 985 1,151 58 1,015 1,181 131 3:00 PM 982 1481 64 1,064 1,603 69 1,098 1,639 128 4:00 PM 967 1626 47 939 1,760 51 975 1,796 134 5:00 PM 891 1770 48 965 1,916 52 1,001 1,953 139 6:00 PM 953 1417 26 1,033 1,534 28 1,068 1,570 45 7:00 PM 619 810 45 671 877 49 707 914 62 8:00 PM 401 465 28 435 503 30 463 532 39 9:00 PM 352 433 22 382 469 24 405 492 28 10,00 PM 287 270 22 311 292 24 323 305 28 11:00 PM 162 272 41 175 294 44 179 299 46 • • • • 300 Grove f.3ay Residences Special Traffic Studies Si3rraal fVarrnraf Srudv 5.0 CONCLUSIONS A signal warrant analysis was performed for three scenarios for future with project conditions at the intersection of South Miami Avenue (South Bayshore Drive) .Halissee Street according to the Manual on Uniform Traffic Control Devices (MUTCD) published by the Federal Highway Administration (FHWA) and the Florida Department of Transportation (FDOT) Manual on Jniz Trci lc Studies (MUTS). Meeting at least one of the signal warrants is a requirement before a signal can be installed_ The signal warrant analysis results have been summarized, see Exhibit 5. Consideration of a traffic signal South Miami Avenue (South Bayshore Drive) Ualissee Street is warranted. Exhibit 5 Signal Warrant Summary WARRANT SCENARIO ONE (ALL TRIPS) TWO (RT TURNS EXCLUDED) THREE INCL.MERCY WAY DIV & RT TURNS EXCL.) WARRANT 1- Eight Hour Vehicular Volume Condition A - Minimum Vehicular Volume Condition B - Interruption of Continuous Traffic YES YES YES NO NO YES YES YES YES WARRANT 2 - Four Hour Vehicular Volume YES YES YES WARRANT 3 - Peak Hour N/A N/A N/A WARRANT 4- Pedestrian Volume N/A N/A N/A WARRANT 5 - School Crossing N/A N/A N/A WARRANT 6 - Coordinated Signal System N/A N/A N/A WARRANT 7 - Crash Experience NIA N/A N/A WARRANT 8 - Roadway Network NIA N/A N/A SOURCE Manual of Uniform Traffic Control Devices 2003 'age %I • • • Attachment G-1 Signal Warrant Worksheets • Scenario 1 All Traffic Exiting Project • • Major Minor TRAFFIC SIGNAL City: Miami WARRANT Drive) Engineer: Lanes: Lanes: SUMMARY Date: Form 75D-020-01 TRAFFIC ENGINE9RiNG - 07/99 DPA County: Miami -Dade June 1, 2006 Street S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Street: Hallssee Street 1 Volume Level Criteria major street traffic > 70 km/h (40 mph) ? ❑ Yes 0 No built-up area of isolated community of <10,000 population? 0 Yes 0 No answered "Yes", then use "70°/0" volume level ❑ 70% 0 100% 1. Is the critical speed of 2. Is the intersection in a If Question 1 or 2 above is WARRANT 1 - EIGHT -HOUR VEHICULAR VOLUME Applicable: 121 Yes 0 No Satisfied: 0 Yes 0 No satisfied. 100% Satisfied: 0 Yes 0 No 80% Satisfied: C21 Yes 0 No Warrant 1 is satisfied if Condition A or Condition 8 is "100%' satisfied. Warrant is also satisfied if both Condition A and Condition B are "80%" Condition A - Minimum Vehicular Volume (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM 8:00 AM 8:00 AM 9:00 AM 9:00 AM 10:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 1:00 PM 2:00 PM 2:00 PM 3:00 PM 3:00 PM 4:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100% 70% Both Approaches on Major Street 500 (400) 350 :..600 (480) 420 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street i50:` (120) 105 200 (160) 140 184 180 166 138 137 136 127 141 Record 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours . Condition is 80% satisfied if parenthetical volumes are met for eight hours. Condition B - Interruption of Continuous Traffic Applicable: 0 Yes 0 No Condition B is intended for application where the traffic volume is Excessive Delay: 0 Yes 0 No so heavy that traffic on the minor street suffers excessive delay. 100% Satisfied: 0 Yes 0 No 80% Satisfied: 0 Yes 0 No (volumes in veh/hr) Minimum Requirements (80°/0 Shown in Brackets) Eight Highest Hours 7:00 AM 8:00 AM 8:00AM 9:00 AM 9:00 AM 10:00 AM 10:00 AM 11:00 AM 12:00 PM 1;00 PM 1:00 PM 2:00 PM r2:00 PM 3:00 PM 3:00 PM 4:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100% 70% Both Approaches on Major Street 750 (600) 525 :'900 : (720) 630 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street .75:. (60) 53 100 (80) 70 184 180 166 138 137 136 127 141 Record 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours. Condition is 80% satisfed if parenthetical volumes are met for eight hours. Source Revised Irom NCI -#RP Report 457 cer I c' Signal Warrant (talc) ALL TRIPS-xls] Major Minor TRAFFIC SIGNAL City: Miami WARRANT Drive) Engineer: Lanes: Lanes: SUMMARY Date: Form 750-020-01 ?FSAFF1C E 5INEUIING - 07/99 DPA County: Miami -Dade June 1, 2006 Street: S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Street: Hatissee Street 1 Volume Level Criteria major street traffic > 70 km/h (40 mph) ? 0 Yes 0 No built-up area of isolated community of <10,000 population? 0 Yes 0 No answered "Yes", then use "70%" volume level 0 70% 0 100% 1. Is the critical speed of 2. Is the intersection in a If Question 1 or 2 above is WARRANT 1 - EIGHT -HOUR VEHICULAR VOLUME Applicable: 0 Yes 0 No Satisfied: 0 Yes 0 No satisfied. 100% Satisfied: 0 Yes 0 No 80% Satisfied: 0 Yes 0 No Warrant 1 is satisfied if Condition A or Condition B is "1O0%" satisfied. Warrant is also satisfied if both Condition A and Condition B are "80%" Condition A - Minimum Vehicular Volume (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM - 8:00 AM 8:00 AM - 9:00AM 9:00 AM - 10:00 AM ######## 11:00 AM it 4 n2.. it Qit o 4 r 1:00 PM - 2:00 PM 2:00 PM - 3:00 PM 3:00 PM - 4:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100% 70% Both Approaches on Major Street 500 {400) 350 '. 600 (480) 420 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street •150. (120) 105 200 (160) 140 184 180 166 138 137 136 127 141 Record 8 highest hours and the corresponding vo umes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours . Condition is 80% satisfied if parenthetical volumes are met for eight hours. Condition B - Interruption of Continuous Traffic Applicable: 0 Yes 0 No Condition 8 is intended for application where the traffic volume is Excessive Delay: ❑✓ Yes 0 No so heavy that traffic on the minor street suffers excessive delay. 100% Satisfied: ,.❑ Yes 0 No 80% Satisfied: 0 Yes 0 No (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00AM- 8:00 AM 8:00AM- 9:00 AM 9:00AM- 10:00 AM i it Q iv 0 it r i* T it it 2 it g * o 1:00 PM - 2:00 PM 2:00 PM - 3:00 PM 3:00 PM - 4:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100% 70% Both Approaches on Major Street 750 (600) 525 •'900`• (720) 630 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street • 75• (60) 53 100 (80) 70 184 180 166 138 137 136 127 141 Record 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours. Condition is 80% satisfed if parenthetical volumes are met for eight hours. WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Not Applicable: ❑ Delay is not excessive. WARRANT 3 - PEAK HOUR Not Applicable: 0 in unusual cases. Such cases include or high -occupancy vehicle facilities of vehicles over a short time. This signal warrant shall be applied only I manufacturing plants. industrial complexes, that attract or discharge large numbers Source: Revised from NCHRP Report 457 Signal Warrant (tmc) ALL TRIPS.xls City: County: Major Street: Minor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Halissee Street Engineer: Date: 'corm 750-020-01 AAAEN0INEENNG - 07799 DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Lanes: Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2. Is the intersection in a built-up area of isolated community of <10,000 population? If Question 1 or 2 above is answered "Yes", then use '70%" volume level ❑ Yes © Yes El No El No 0 70% lZI 100% WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points tie above the appropriate line, then the warrant is satisfied. Four Highest Hours Volumes Major Street Minor Street 7:00 AM 8:00 AM 2,318 184 8:00 AM 9:00 AM 2,244 180 9:00 AM 10:00 AM 2,173 166 3'00 PM 4:00 PM 2,737 141 700 • 600 x 500 t-u U) 0 a ¢ a 400 vs - 0. Otu • 300 — O 200 1 100 Applicable: © Yes 0 No Satisfied: 2 Yes ❑ No Plot four volume combinations On the applicable figure below. FIGURE 4C-1: Criteria for "100%" Volume Level 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * Note: 115 vph applies as the lower threshold volume fora minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. 0 200 300 400 500 600 700 800 900 1000 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level Note. 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 50 vph applies as the lower threshold volume threshold for a minor street approach with one lane_ Source: Revised From NCI -/RP Report 457 Signal Warrant (tmc) ALL TRIPS.xls Form 750-02 0-01 TRAFFIC ENGINEERING - 07/99 City: County: Major Street: Minor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Halissee Street Engineer: Date: DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2. Is the intersection in a built-up area of isolated community of <10,000 population? ® Yes O Yes © No O No If Question 1 or 2 above is answered 'Yes", then use "70%" volume level 0 70% El 100% • WARRANT 3 - PEAK HOUR if all three criteria are fullfilled or the plotted point lies above the appropriate line, then the warrant is satisfed. Unusual condition justifying use of warrant: The minor -street traffic suffers undue delay when entering or crossing the major street. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Peak Hour 5:00 PM 2.737 1 141 Criteria 1. Delay on Minor Approach *(vehicle -hours) Approach Lanes 1 2 Delay Criteria* 4,0 5.0 Delay* 67.0 Fulfilled?: 2 Yes 0 No 2. Volume on Minor Approach *(vehicles per hour Approach Lanes 1 2 Volume Criteria' 100 150 Volume" 141 Fulfilled?: Ei Yes 0 No 3. Total Entering Volume *(vehicles per hour No. of Approaches 3 4 Volume Criteria' 650 800 Volume' 2,878 Fulfilled?: © Yes ] No 600 500 400 d to O rrfr ✓ a 300 CC w z o 200 1 S 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Applicable: © Yes © No Satisfied: El Yes © No Plot volume combination on the applicable figure below. FIGURE 4C-3: Criteria for "100%" Volume Level * Note- 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. 500 e, 400 n z too w s 300 rc a 1- sn C 0 uJ Z j 200 3 0 100 FIGURE 4C-4: Criteria for "70%" Volume Level 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Note: 100 vph applies as the lover threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Source: Revised from NCHRP Report 457 Signal Warrant (tmc) ALL TRIPS -xis Form 750-020-O t ?RAFF iC ENGINEERING - 07/95 TRAFFIC SIGNAL WARRANT SUMMARY City: Miami Engineer: DPA County: Miami -Dade Date: June 1, 2006 Major Street: S Miami Avenue (S Bayshore Drive) Lanes: 2 Critical Approach Speed: 40 Minor Street: Halissee Street Lanes: 1 WARRANT 4 - PEDESTRIAN VOLUME Applicable: 0 Yes 0 No Record hours where criteria are fulfilled and the corresponding volume or gap Satisfied: 0 Yes 0 No frequency in the boxes provided. The warrant is satisfied if condition 1 or 2 is fulfilled and condition 3 is fulfilled. Pedestrian Pedestrian Fulfi led? Criteria Hour e Pedestrian Volume very low B el Gaps Yes No 1. Pedestrian volume crossing the major street is 100 ped/hr or more for each of any four hours and there are less than 60 gaps per hour in the major street traffic stream of adequate length. 2. Pedestrian volume crossing the major street is 190 ped/hr or more for any one hour and there are less than 60 gaps per hour in the major street traffic stream of adequate length, 3. The nearest traffic signal along the major street is located more than 90 m (300 ft) away, or the nearest signal is within 90 m (300 ft) but the proposed traffic signal will not restrict the progressive movement of traffic. WARRANT5 - SCHOOL CROSSING Applicable: 0 Yes © No Record hours where criteria are fulfilled and the corresponding volume or gap Satisfied: 0 Yes frequency in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. 0 No Fulfi led? Criteria Yes No 1. There are a minimum of 20 students crossing the major street during the highest crossing hour. Students: Hour: 2. There are fewer adequate gaps in the major street traffic stream during the period when the children are using the crossing than the number of minutes in the same period. Minutes: Gaps: 3. The nearest traffic signal along the major street is located more than 90 m (300 ft) away, or he nearest signal is within 90 m (300 ft) but the proposed traffic signal will not restrict the progressive movement of traffic. WARRANT 6 - COORDINATED SIGNAL SYSTEM Applicable: Q Yes 0 No indicate if the criteria are fulfilled in the boxes provided. The warrant is Satisfied: © Yes 0 No satisfied if either criterion is fulfilled. This warrant should not be applied when the resulting signal spacing would be less than 300 m (1,000 ft), Fulfi led? Criteria Yes No 1. On a one-way street or a street that has traffic predominately in one direction, the adjacent signals are so far apart that they do not provide the necessary degree of vehicle platooning. f 2. On a two-way street, adjacent signals do not provide the necessary degree of ptatooning, and the proposed and adjacent signals will collectively provide a progressive operation. d Source: Revised from NCHRP Report 457 • Signal Warrant (tmc) ALL TRIPS.xis City: I/ICounty: Major Street: Minor Street: TRAFFIC SIGNAL Miami WARRANT Drive) Engineer: Date: Lanes: Lanes: SUMMARY Form 750-020Mar TRAFFIC ENGINEERING - 07199 DPA Miami -Dade June 1, 2006 S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Halissee Street 1 WARRANT 7 - CRASH EXPERIENCE Applicable: 0 Yes RI No volume, and other Satisfied: 0 Yes 0 No satisfied if all three of the criteria Record hours where criteria are fulfilled, the corresponding information in the boxes provided. The warrant is are fulfilled. Criteria Hour Volume Met? Fulfi led? Yes No Yes No 1, One of the warrants to the right is met. Warrant 1, Condition A (80% satisfied) Warrant 1, Condition B (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: 80 ped/hr for four (4) hours or 152 ped/hr for one (1) hour 2. Adequate trial of other remedial measure has failed to reduce crash frequency. Measure tried: 3. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12-mo. period. Number of crashes per 12 months: , WARRANT 8 - ROADWAY NETWORK Applicable: 0 Yes © No volume or other Satisfied: 0 Yes 0 No satisfied if at least one of the criteria more of the characteristics listed. Record hours where criteria are fulfilled, and the corresponding information in the boxes provided. The warrant is is fulfilled and if all intersecting routes have one or Criteria Met? Fulfi led? Yes No Yes [ No 1. Both of the criteria to the right are met. a. Total entering volume of at least 1,000 vehlhr during a typical weekday peak hour. Entering Volume: b. Five-year projected volumes that satisfy one or more of Warrants 1, 2, or 3. Warrant: 1 2 3 Satisfied?: 2. Total entering volume at least 1,000 veh/hr for each of any 5 hrs of a non -normal business day (Sat. or Sun.) -k— Hour Volume Characteristics of Major Routes Met? Fulfi led? Yes No Yes No 1. Part of the street or highway system that serves as the principal roadway network for through traffic flow. Major Street: Minor Street: 2. Rural or suburban highway outside of, entering, or traversing a city. Major Street: Minor Street: 3. Appears as a major route on an official plan. Major Street: Minor Street: 11 CONCLUSIONS Warrants Satisfied: Remarks: Source: Revised from NCF-tRP Report 457 Signal Warrant (tmc) ALL TRIPS.xis • • • Scenario 2 Excluding Traffic turning Right Exiting Project Ecm-r, 750-020-©1 rRAFF!C ENGINEERING - 07/99 City: County: Major Street: Minor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Halissee Street Engineer: Date: DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2. Is the intersection in a built-up area of isolated community of <10,000 population? If Question 1 or 2 above is answered "Yes", then use "70%" volume level ❑ Yes ❑ Yes ❑✓ No O No © 70% 0 100% WARRANT 1 - EIGHT -HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B fs "100%" satisfied, Warrant is also satisfied if both Condition A and Condition B are "80%" satisfied. Condition A - Minimum Vehicular Volume Applicable: EI Yes 0 No Satisfied: 0 Yes 0 No 100% Satisfied: 0 Yes 0 No 80% Satisfied: 0 Yes 0 No (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM 8:00 AM '8:00 AM 9:00 AM 9:00 AM 10:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 1:00 PM 2:00 PM 2:00 PM 3:00 PM 13:00 PM 14:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100% 70% Both Approaches on Major Street 500 (400) 350 600 (480) 420 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street . 150 (120) 105 200 (160) 140 131 115 109 105 115 116 108 124 ecord 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours . Condition is 80% satisfied if parenthetical volumes are met for eight hours. Condition B - Interruption of Continuous Traffic Condition 8 is intended for application where the traffic volume is so heavy that traffic on the minor .street suffers excessive delay. Applicable: 0 Yes ❑ No Excessive Delay: El Yes 0 No 100% Satisfied: El Yes 0 No 80% Satisfied: © Yes 0 No (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM 8:00AM 8:00 AM 9:00 AM 9:OOAM 10:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 1:00 PM 2:00 PM 2:00 PM 3:00 PM 3:00 PM 4:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100% 70% Both Approaches on Major Street 750 (600) 525 900 .. (720) 630 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street 75 (60) 53 100 (80) 70 131 115 109 105 115 116 108 124 ttecoro u 0ignest Hours and the corresponding volumes in boxes prnvided. condition is 100% satisfied if the minimum volumes are met for eight hours . Condition is 80% satisfed if parenthetical volumes are met for eight hours. Source: Revised from NCHRP Report 457 • Signal Warrant (tmc) LT ONLYexls] Major Minor TRAFFIC SIGNAL City: Miami WARRANT Drive) Engineer: Lanes: Lanes: SUMMARY Date: Fora 75e-020-o1 € RAFF[C ENGINEERING - O7/99 DPA County: Miami -Dade June 1, 2006 Street: S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Street: Halissee Street 1 Volume Level Criteria major street traffic > 70 km/h (40 mph) ? 0 Yes Q No built-up area of isolated community of <10,000 population? 0 Yes ❑✓ No answered "Yes", then use "70%" volume level ❑ 70% ❑ 100% 1. Is the critical speed of 2. Is the intersection in a If Question 1 or 2 above is 111 WARRANT 1 - EIGHT -HOUR VEHICULAR VOLUME Applicable: © Yes 0 No Satisfied: ❑ Yes ® No satisfied. 100% Satisfied: ❑ Yes 0 No 80% Satisfied: ❑ Yes 121 No Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied. Warrant is also satisfied if both Condition A and Condition B are "80%" Condition A - Minimum Vehicular Volume (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM - 8:00 AM 8:00AM- 9:00 AM 9:00 AM - 10:00 AM ######## 11:00 AM tt it a o 1:00PM- 2:00 PM 2:00 PM - 3:00 PM 3:00 PM - 4:00 PM Approach Lanes 1 2 or more Volume Level 100%d] 70% 100% 70% Both Approaches on Major Street 500 (400) 350 _: 600:• (480) 420 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street 150;: . (120) 105 200 (160) 140 131 115 109 105 115 116 108 124 Record 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours. Condition is 80% satisfied it parenthetical volumes are met for eight hours. Condition 8 - Interruption of Continuous Traffic Applicable: Q Yes 0 No Condition B is intended for application where the traffic volume is Excessive Delay: ® Yes 0 No so heavy that traffic on the minor street suffers excessive delay. 100% Satisfied: © Yes 0 No 80% Satisfied: Q Yes 0 No (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM - 8:00 AM 8:00 AM - 9:00 AM 9:00 AM - 10:00 AM ######## 11:00 AM ######## 1:00 PM 1;00 PM - 2:00 PM 2:00PM-I 3:00 PM J 3:00 PM - 4:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100% 70% Both Approaches on Major Street 750 (600) 525 i`900.: (720) 630 2,318 2,244 2,173 1,783 1,939 2,073 2,196 2,737 Highest Approach on Minor Street 75 (60) 53 100 (80) 70 131 115 109 105 115 116 108 124 Record 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours . Condition is 80% satisfied if parenthetical volumes are met for eight hours. WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Not Applicable: 0 Delay is not excessive. 10 WARRANT 3 - PEAK HOUR Not Applicable: ❑ in unusual cases. Such cases include or high -occupancy vehicle facilities of vehicles over a short time. This signal warrant shall be applied only manufacturing plants, industrial complexes, that attract or discharge large numbers Source: Revised from NCHRP Report 457 Signal Warrant (tmc) LT ONLY.xls Form 750-020-01 TRAFFIC ENGENEREN0 - 07/99 City: County: Major Street: Minor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Halissee Street Engineer: Date: DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2- Is the intersection in a built-up area of isolated community of <10,000 population? © Yes ® Yes Q No Q No If Question 1 or 2 above is answered "Yes", then use '70%" volume level 0 70% Q 100% WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points fie above the appropriate line, then the warrant is satisfied. Four Highest Hours Volumes Major Street Minor Street 7:00 AM 8:00 AM 2,318 131 8:00 AM 9:00 AM 2,244 115 9:00 AM 10:00 AM 2,073 116 3:00 PM 4:00 PM 2,737 124 • 0 7 500 (.3 11.1 o EC 2 400 r- Q CO 0Ul 300 z 200 ss = 100 Applicable: Q Yes 0 No Satisfied: Q Yes 0 No Piot four volume combinations on the applicable figure below. FIGURE 4C-1: Criteria for "100%" Volume Level 115 -80 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH ' Note: 115 vph applies as the lower threshold volume for a minor street approach with two or mare anes and 80 vph applies as the lower threshold volume threshold fora minor street approach with one lane. 400 a. a. x 300 w a w � a 03 200 cc IL/O 2 Z 0 > 100 x 0 1 0 200 300 400 500 600 700 800 MAJOR STREET- TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) 80 -60 900 1000 ' Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower Threshold volume threshold for a minor street approach with one lane. Source: Revised from NCHRP Report 457 Signal Warrant (tmc) LT ONLY.xls Forrn 7311020-01 TRAFFIC ENGINEERING - 07/99 City: County: Major Street: Minor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Engineer: Date: DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Halissee Street Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2. Is the intersection in a built-up area of isolated community of <10,000 population? ❑ Yes ® Yes E No Q No If Question 1 or 2 above is answered "Yes", then use "70%" volume level 0 70% © 100% WARRANT 3 - PEAK HOUR ff all three criteria are fullfilled or the plotted point lies above the appropriate fine, then the warrant is satisfed. Unusual condition justifying use of warrant: The minor -street traffic suffers undue delay when entering or crossing the major street. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Criteria 1. Delay on Minor Approach *(vehicle -hours) Approach Lanes 1 2 Delay Criteria* 4.0 5.0 Delay" 67.0 Fulfilled?: © Yes ❑ No 2. Volume on Minor Approach "(vehicles per hour Approach Lanes 1 2 Volume Criteria" 100 150 Volume* 124 Fulfilled?: © Yes 0 No 3. Total Entering Volume '(vehicles per hour No, of Approaches 3 4 Volume Criteria` 650 800 Volume" 2,861 Fulfilled?: 0 Yes 0 No Source: Revised from NCHRP Report 457 600 ... y 500 0. x 1- a 406 w 0 CCEra- - u) • 300 n Z � o 200 0 - 100 Applicable: RI Yes 0 No Satisfied: RI Yes 0 No Plot volume combination on the applicable figure below. FIGURE 4C-3: Criteria for "100%" Volume Level 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES VPH Note: 150 vph applies as the lower threshold volume for a minor street approach with Iwo or more lanes and 100 vph applies as the lower threshold volume threshold tor a minor street approach with one lane. FIGURE 4C-4: Criteria for "70%" Volume Level 400 x h^ ▪ 300 cc a N 1 � 4 2 j 200 3 0 10o 0 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET - TOTAL OF ROTH APPROACHES - VPR Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lames and 75 vph applies as the lower threshold volume threshold tor a minor street approach with one lane. Signal Warrant (tmc) LT ONLY.xls TRAFFIC SIGNAL City: Miami WARRANT Drive) SUMMARY Engineer: Date: Lanes: Lanes: Fnrm 75O-O20-Q1 TRAFFIC ENGINEERING - 07199 DPA County: Miami -Dade June 1, 2006 Major Street: S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Minor Street: Halissee Street 1 WARRANT 4 - PEDESTRIAN VOLUME Applicable: 0 Yes El No volume or gap Satisfied: 0 Yes 0 No if condition 1 or 2 is fulfilled Record hours where criteria are fulfilled and the corresponding frequency in the boxes provided. The warrant is satisfied and condition 3 is fulfilled. Criteria Hour v C(13 Pedestrian Volume ° ro very low B N 0 Pedestrian Gaps _ Fulfi led? Yes f No 1. Pedestrian vofume crossing the major street is 100 ped/hr or more for each of any four hours and there are fess than 60 gaps per hour in the major street traffic stream of adequate length. 2. Pedestrian volume crossing the major street is 190 ped/hr or more for any one hour and there are less than 60 gaps per hour in the major street traffic stream of adequate length. 3. The nearest traffic signal along the major street is located more than 90 m (300 ft) away, or the nearest signal is within 90 rn (300 ft) but the proposed traffic signal will not restrict the progressive movement of traffic. 0 WARRANT 6 - SCHOOL CROSSING Applicable: 0 Yes El No volume or gap Satisfied: 0 Yes 0 No if all three of the criteria Record hours where criteria are fulfilled and the corresponding frequency in the boxes provided. The warrant is satisfied are fulfilled. Criteria Fulfi led? Yes No 1. There are a minimum of 20 students crossing the major street during the highest crossing hour. Students: Hour: 2. There are fewer adequate gaps in the major street traffic stream during the period when the children are using the crossing than the number of minutes in the same period. Minutes: Gaps: 3. The nearest traffic signal along the major street is located more than 90 m (300 ft) away, or the nearest signal is within 90 m {300 ft) but the proposed traffic signal will not restrict the progressive movement of traffic. WARRANT 6 - COORDINATED SIGNAL SYSTEM Applicable: ✓I Yes 0 No Satisfied: El Yes 0 No the Indicate if the criteria are fulfilled in the boxes provided. The warrant is satisfied if either criterion is fulfilled. This warrant should not be applied when resulting signal spacing would be less than 300 m (1,000 ft). Criteria Fulfilled? Yes No 1. On a one-way street or a street that has lraffic predominately in one direction, the adjacent signals are so far apart that they do not provide the necessary degree of vehicle platooning. >/ 2. On a two-way street, adjacent signals do not provide the necessary degree of platooning, and the proposed and adjacent signals will collectively provide a progressive operation. ✓ Source: Revised from NCHRP Report 457 • Signal Warrant (tmc) LT ONLY,xls City: County: Major Street: Minor Street: TRAFFIC SIGNAL Miami WARRANT Drive) Engineer: Date: Lanes: Lanes: SUMMARY Form 750-020-`: TRAFFIC ENGINEERING - 07/99 DPA Miami -Dade June 1, 2006 S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Halissee Street 1 WARRANT 7 - CRASH EXPERIENCE Applicable: ❑ Yes Ei No volume, and other Satisfied: 0 Yes ❑ No satisfied if all three of the criteria Record hours where criteria are fulfilled, the corresponding information in the boxes provided. The warrant is are fulfilled_ Criteria Hour Volume Met? Fulfilled? Yes No Yes 1 No 1. One of the warrants to the right is met. Warrant 1, Condition A (80% satisfied) Warrant 1, Condition B (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: 80 ped/hr for four (4) hours or 152 ped/hr for one (1) hour 2. Adequate trial of other remedial measure has failed to reduce crash frequency. Measure tried: 3. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12-mo. period. Number of crashes per 12 months: WARRANT 8 - ROADWAY NETWORK Applicable: 0 Yes ❑ No volume or other Satisfied: 0 Yes 0 No satisfied if at least one of the criteria more of the characteristics listed. Record hours where criteria are fulfilled, and the corresponding information in the boxes provided. The warrant is is fulfilled and if all intersecting routes have one or Criteria Met? Fulfi led? Yes No Yes No 1. Both of the criteria to the right are met. a. Total entering volume of at least 1,000 vehlhr during a typical weekday peak hour. Entering Volume: b. Five-year projected volumes that satisfy one or more of Warrants 1, 2, or 3. Warrant: 1 2 3 Satisfied?: 2. Total entering volume at least 1,000 vehlhr for each of any 5 hrs of a non -normal business day (Sat, or Sun.) Hour a--= Volume Characteristics of Major Routes Met? Fulfi led? Yes No Yes l No 1. Part of the street or highway system that serves as the principal roadway network for through traffic flow. Major Street: Minor Street: 2. Rural or suburban highway outside of, entering, or traversing a city. Major Street: Minor Street: 3. Appears as a major route on an official plan. Major Street: Minor Street: CONCLUSIONS Warrants Satisfied: [ I I r Remarks: Source: Revised from NCHRP Report 457 Signal Warrant (tmc) LT ONLY.xis • • • Scenario 3 Including Diversions from Mercy Way & Excluding Traffic turning Right Exiting Project f=,,r€n 7 iO<20-01 TRAFFIC ENGINEERING - 07199 City: County: Major Street: Mvtinor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Halissee Street Engineer: Date: DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Lanes: 1 Volume Level Criteria 1_ Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2. Is the intersection in a built-up area of isolated community of <10,000 population? ❑ Yes ❑ Yes © No 1 No If Question 1 or 2 above is answered "Yes", then use "70%" volume level 0 70% El 100% WARRANT 1 - EIGHT -HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition 8 is "100%" satisfied. Warrant is also satisfied if both Condition A and Condition 8 are 80%" satisfied. Condition A - Minimum Vehicular Volume Applicable: 0 Yes 0 No Satisfied: © Yes 0 No 100% Satisfied: 0 Yes 2 No 80°/0 Satisfied: RI Yes 0 No (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM 8:00 AM 8:00 AM 9:00 AM 12:00 PM 1:00PM 1:00 PM 2:00 PM 2:00 PM 3:00 PM 3:00 PM 4:00 PM 4:00 PM 5:00 PM 5:00 PM 6:00 PM Approach Lanes 1 2 or more 100%1 70% Volume Level 100% 70% Both Approaches on Major Street 500 (400) 350 ,:600 (480) 420 2,318 2,244 1,939 2,073 2,196 2,737 2,771 2,954 Highest Approach on Minor Street 150 (120) 105 200 (160) 140 127 123 125 124 131 128 134 139 Reeord 8 highesf hours and the corresponding volumes m boxes provided. Condition is t 00% satisfied if the minimum volumes are met for eight hours . Condition is 80,E satisfed if parenthetical volumes are met for eight hours. Condition B - interruption of Continuous Traffic Condition B is intended for application where the traffic volume is so heavy that traffic on the minor street suffers excessive delay. Applicable: p Yes 0 No Excessive Delay: 0 Yes 0 No 100% Satisfied: 0 Yes 0 No 80% Satisfied: © Yes 0 No (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) 2 or more 100%J 70% Eight Highest Hours 7:00 AM 8:00 AM 8:00 AM 9:00 AM 12:00 PM 1:00 PM 1:00 PM 2:00 PM 2:00 PM 3:00 PM 3:00 PM 4:00 PM 4:00 PM 5:00 PM 5:00 PM 6:00 PM Approach Lanes 1 Volume Level 100% 70% Both Approaches on Major Street 750 (600) 525 900 (720) 630 2,318 2,244 1,939 2,073 2,196 2,737 2,771 2,954 Highest Approach on Minor Street 75 (60) 53 100 (80) 70 127 123 125 124 131 128 134 139 Record 8 hrghesf hours and the corresponding volumes in boxes provided. Condition is 100 % satisfied if the minimum volumes are met for eight hours . Condi ion is 80% satisfed if parenthetical volumes are met for eight hours. Source: Revised from NCHRP Report 457 • ,e,Akis f 0 Signal Warrant (tmc) LT & DIVERSIONS.xls, Major Minor TRAFFIC SIGNAL City: Miami WARRANT Drive) Engineer: Lanes: Lanes: SUMMARY Date: Form 750-020-rD1 TRAFFIC: ENGINEER3NC - D7/9 DPA County: Miami -Dade June 1, 2006 Street S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Street: Halissee Street 1 Volume Level Criteria major street traffic > 70 km/h (40 mph) ? 0 Yes 0 No built-up area of isolated community of <10,000 population? 0 Yes El No answered 'Yes", then use "70%" volume level 0 70% C 100% 1. Is the critical speed of 2. Is the intersection in a If Question 1 or 2 above is WARRANT 1 - EIGHT -HOUR VEHICULAR VOLUME Applicable: ® Yes 0 No Satisfied: ® Yes 0 No satisfied. 100% Satisfied: 0 Yes © No 80% Satisfied: El Yes 0 No Warrant 1 is satisfied if Condition A or Condition B is "100%° satisfied. Warrant is also satisfied if both Condition A and Condition 6 are "80%" Condition A - Minimum Vehicular Volume (volumes in veh/hr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours ¢ el o 1:-..: ib 8:00AM- 9:00 AM 4t o_ g * w.- 1:00 PM - 2:00 PM 2:00PM- 3:00 PM 3:00PM- 4;00 PM 4:00 PM - 5:00 PM 5:00 PM - 6:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100%i 70% Both Approaches on Major Street 500 (400) 350 60t (480) 420 2,318 2,244 1,939 2,073 2,196 2,737 2,771 2,954 Highest Approach on Minor Street 150 (120) 105 200 (160) 140 127 123 125 124 131 128 134 139 Record 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied it the minimum volumes are met for eight hours . Condition is 80% satisfied if parenthetical volumes are met for eight hours. Condition B - Interruption of Continuous Traffic Applicable: © Yes 0 No Condition B is intended for application where the traffic volume is Excessive Delay: ® Yes 0 No so heavy that traffic on the minor street suffers excessive delay. 100% Satisfied: © Yes 0 No 80% Satisfied: © Yes ❑ No (volumes in vehlhr) Minimum Requirements (80% Shown in Brackets) Eight Highest Hours 7:00 AM - 8:00 AM 8:00 AM - 9:00 AM ######## 1:00 PM 1:00PM- 2:00 PM 2:00 PM - 3:00 PM 3:00 PM - 4:00 PM 4:00 PM - 5:00 PM 5;00 PM - 6:00 PM Approach Lanes 1 2 or more Volume Level 100% 70% 100%E. 70% Both Approaches on Major Street 750 (600) 525 ':;900;; (720) 630 2,318 2,244 1,939 2,073 2,196 2,737 2,771 2,954 Highest Approach on Minor Street 75 (60) 53 100 (80) 70 127 123 125 124 131 128 134 139 Record 8 highest hours and the corresponding volumes in boxes provided. Condition is 100% satisfied if the minimum volumes are met for eight hours. Condition is 80% satisfied if parenthetical volumes are met for eight hours. WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Not Applicable: 0 Delay is not excessive. WARRANT 3 - PEAK HOUR Not Applicable: ❑ in unusual cases. Such cases include or high -occupancy vehicle facilities of vehicles over a short time. This signal warrant shall be applied only manufacturing plants, industrial complexes, that attract or discharge large numbers uurce: Revised from NCHRP REport 457 Signal Warrant (tmc) LT & DIVERSIONS,xis Form 750-020-01 ?9AFF1C ENGINEERING - 07/99 City: County: Major Street: Minor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Engineer: Date: DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Halissee Street Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2. Is the intersection in a built-up area of isolated community of <10,000 population? ® Yes 0 Yes Get No II No If Question 1 or 2 above is answered "Yes", then use "70%" volume level 0 70% El 100% WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied. Four Highest Hours Volumes Major Street Minor Street 2:00 PM 3:00 PM 2,196 131 3:00 PM 4:00 PM 2,737 128 4:00 PM 5:00 PM 2,771 134 5:00 PM 6:00 PM 2,954 139 700 y 600 7 500 U mull— a 400 E- tL rq Q W 300 Z > 200 100 0 Applicable: 0 Yes © No Satisfied: 0 Yes 0 No Piot four volume combinations on the applicable figure below. FIGURE 4C-1: Criteria for "100%" Volume Level 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES -VPH " Note: 115 vph applies as The lower threshold volume for a minor street approach with two or more Lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. 400 x s 300 F_ < W L3 Q F. CC to a 200 CC D ww Z 0 O 100 ca x 0 FIGURE 4C-2: Criteria for "70%" Volume Level 200 300 400 500 600 700 800 900 1000 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the louver threshold volume threshold for a minor street approach with one lane_ Source: Revised from NCHRP Report 457 Signal Warrant (tmc) LT & DIVERSIONS.xIs Form 750-020-0 i TRAFFIC ENGINEERING - 07r99 City: County: Major Street: Minor Street: TRAFFIC SIGNAL WARRANT SUMMARY Miami Miami -Dade S Miami Avenue (S Bayshore Drive) Engineer: Date: DPA June 1, 2006 Lanes: 2 Critical Approach Speed: 40 Halissee Street Lanes: 1 Volume Level Criteria 1- Is the critical speed of major street traffic > 70 km/h (40 mph) ? 2. Is the intersection in a built-up area of isolated community of <10,000 population? ❑ Yes ❑ Yes O No © No If Question 1 or 2 above is answered "Yes", then use "70°J0" volume Level 0 70% ® 100% WARRANT 3 - PEAK HOUR if all three criteria are futlfi/led or the plotted point lies above ?he appropriate line, Then the warrant is satisfied, Unusual condition justifying use of warrant: The minor -street traffic suffers undue delay when entering or crossing the major street. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Peak Hour 5:00 PM i 2.954 I_ 139 Criteria 1. Delay on Minor Approach '(vehicle -hours) Approach Lanes 1 2 Delay Criteria` 4.0 5.0 Delay' 67.0 Fulfilled?: Ej Yes 0 No 2. Volume on Minor Approach *(vehicles per hour) Approach Lanes 1 2 Volume Criteria* 100 150 Volume" 139 Fulfilled?: © Yes ❑ No 3. Total Entering Volume *(vehicles per hour No. of Approaches 3 4 Volume Criteria" 650 800 Volume` 2,737 Fulfilled?: © Yes ❑ No • 600 = 500 2. ¢ 400 w O ¢ a. t- ¢ 300 O 0 100 200 ;.. 0 Applicable: 0 Yes ❑ No Satisfied: © Yes 0 No Plot volume combination on the applicable figure below. FIGURE 4C-3: Criteria for "100%" Volume Level 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold tor a minor street approach with one lane. 500 a 400 n 0 U a w o t_ a N °^ Q Q W z • 200 2 J 0 a • 100 0 FIGURE 4C-4: Criteria for "70%" Volume Level 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lades and 75 vph applies as the lower threshold volume threshold fora minor street approach with one lane. Source: Revised from NCHRP Report 457 Signal Warrant (trnc) LT & DIVERSIONS:xis TRAFFIC SIGNAL City: Miami WARRANT Drive) SUMMARY Engineer: Date: Lanes: Lanes: Form 750-020-01 TRAFFIC ENGINEER NG - 07/95 DPA County: Miami -Dade February 9, 2005 Major Street: S Miami Avenue (S Bayshore 2 Critical Approach Speed: 40 Minor Street: Halissee Street 1 WARRANT 4 - PEDESTRIAN VOLUME Applicable: volume or gap Satisfied: if condition 1 or 2 is fulfilled 0 Yes 0 No 0 Yes 0 No Record hours where criteria are fulfilled and the corresponding frequency in the boxes provided. The warrant is satisfied and condition 3 is fulfilled. Criteria Hour Pedestrian Volume Pedestrian Gaps Fulfi led? Yes No 1. Pedestrian volume crossing the major street is 100 ped/hr or more for each of any four hours and there are less than 60 gaps per hour in the major street traffic stream of adequate length. Pedestrian Volume very low 2. Pedestrian volume crossing the major street is 190 ped/hr or more for any one hour and there are less than 60 gaps per hour in the major street traffic stream of adequate length. 3. The nearest traffic signal along the major street is located more than 90 m (300 ft) away, or the nearest signal is within 90 m (300 ft) but the proposed traffic signal will not restrict the progressive movement of traffic. 1 WARRANT 5 - SCHOOL CROSSING Applicable: volume or gap Satisfied: if all three of the criteria 0 Yes 0 No 0 Yes © No Record hours where criteria are fulfilled and the corresponding frequency in the boxes provided. The warrant is satisfied are fulfilled. Criteria Fulfi led? Yes No 1. There are a minimum of 20 students crossing the major street during the highest crossing hour. Students: Hour: 2. There are (ewer adequate gaps in the major street traffic stream during the period when the children are using the crossing than the number of minutes in the same period. Minutes: Gaps: 3. The nearest traffic signal along the major street is located more than 90 m (300 ft) away, or the nearest signal is within 90 m (300 ft) but the proposed traffic signal will not restrict the progressive movement of traffic. WARRANT 6 - COORDINATED SiGNAL SYSTEM Applicable: Satisfied: the 0 Yes 0 No 0 Yes 0 No Indicate if the criteria are fulfilled in the boxes provided. The warrant is satisfied if either criterion is fulfilled. This warrant should not be applied when resulting signal spacing would be less than 300 m (1,000 ft). Criteria Fulfilled? Yes No 1. Qn a one-way street or a street that has traffic predominately in one direction, the adjacent signals are so far apart that they do not provide the necessary degree of vehicle platooning. 2. On a two-way street, adjacent signals do not provide the necessary degree of platooning, and the proposed and adjacent signals will collectively provide a progressive operation. ✓ Source. Revised from NCHRP Report 457 Signal Warrant (tmc) LT & DIVERSiONS.xIs Form 750-020-91 TRAFFIC ENGINEERING - 07/99 TRAFFIC SIGNAL WARRANT SUMMARY City: Miami Engineer: DPA County: Miami -Dade Date: June 1, 2006 1 Major Street: S Miami Avenue (S Bayshore Drive) Lanes: 2 Critical Approach Speed: 40 Minor Street: Halissee Street Lanes: 1 WARRANT 7 - CRASH EXPERIENCE Applicable: 0 Yes El No Record hours where criteria are fulfilled, the corresponding volume, and other Satisfied: 0 Yes 0 No information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. Met? Fulfi led? Criteria Hour t Volume Yes No Yes No 1. One of the Warrant 1, Condition A (80% satisfied) warrants Warrant 1, Condition B (80% satisfied) to the right Warrant 4, Pedestrian Volume is met. at 80% of volume requirements: 80 ped/hr for four (4) hours or 152 pedfhr for one (1) hour 2. Adequate trial of other remedial measure has failed to reduce crash frequency. Measure tried: 3. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12-mo. period. Number of crashes per 12 months: WARRANT 8 - ROADWAY NETWORK Applicable: 0 Yes El No Record hours where criteria are fulfilled. and the corresponding volume or other Satisfied: 1 information in the boxes provided. The warrant is satisfied if at least one of the criteria is fulfilled and if all intersecting routes have one or more of the characteristics fisted. 0 Yes 0 No Met? Fulfi led? Criteria Yes No Yes [ No 1. Both of the criteria a. Total entering volume of at least 1,000 vehlhr during a typical weekday peak hour. Entering Volume: to the right b. Five-year projected volumes that satisfy Warrant: 1 2 3 are met. one or more of Warrants 1, 2, or 3. Satisfied?: 2. Total entering volume at least 1,000 veh/hr for each of any 5 hrs E-- Hour of a non -normal business day (Sat. or Sun.) f -Volume Met? Fulfilled? Characteristics of Major Routes Yes I No Yes No 1. Part of the street or highway system that serves as the principal roadway Major Street: network for through traffic flow. Minor Street: 2. Rural or suburban highway outside of, entering, or traversing a city. Major Street: Minor Street: 3. Appears as a major route on an official plan. Major Street: Minor Street: CONCLUSIONS Warrants Satisfied: Remarks: Source: Revised from NCHRP Report 457 Signal Warrant (tmc) LT & DlVERSlONS.xls • TRAFFIC PROJECTIONS EXISTING BKGRND DIVERSIONS PROJECT TOTAL HALISSE HALISSE MERCY WAY 2009 MERCY WAY HAUSSE HALISSE ST NB NB NB DIVERSIONS NB NB LT ONLY NB NB LT ONLY 10% 12:00 AM 23 15 126 16 13 0 29 1:00AM 12 8 126 8 13 0 21 2:00AM 1 1 126 1 13 0 14 3:00 AM 6 4 126 4 13 0 17 4:00 AM 7 5 126 5 13 0 18 5:00 AM 18 12 126 12 13 4 29 6:00 AM 69 45 126 47 13 10 70 7:00 AM 72 47 213 49 22 53 124 8:00 AM 46 30 230 31 24 65 121 •9:00 AM 48 31 326 33 34 57 124 10:00 AM 67 44 326 46 34 33 112 11:00 AM 69 45 326 47 34 24 105 12:00 PM 87 57 416 59 43 21 124 1.00 PM 87 57 416 59 43 20 123 2:00 PM 82 54 500 56 52 18 126 3:00 PM 98 64 384 67 40 17 124 4:00 PM 72 47 607 49 63 18 130 5:00 PM 73 48 644 50 67 18 135 6:00 PM 39 26 320 27 33 18 77 7:00 PM 69 45 320 47 33 13 93 8:00 PM 43 28 126 29 13 8 51 9:00 PM 34 22 126 23 13 4 40 10:00 PM 34 22 126 23 13 4 40 11:00 PM 62 41 126 42 13 2 57 • Approach counts taken from previoulsv approved study. Approach counts taken from tmc`s. MERCY WAY D[VERSIONS.xis • • • TABLE 6 EXISTING TRAFFIC MERCY WAY EAST OF SOUTH MIAMI AVENUE RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 5,785 6,302 12,087 AM PEAK HOUR 596 340 936 MID -DAY PK HR 436 500 936 PM PEAK HOUR 433 682 1,115 WEEKLY ADJUSTMENT FACTOR 1.00 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 5,700 6,200 11,800 AM PEAK HOUR 580 330 920 MID -DAY PK HR 430 490 920 PM PEAK HOUR 420 670 1,090 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT N/A 48% 53% AM PEAK HOUR 7.80% 63% 36% MID -DAY PK HR 7.80% 47% 53% PM PEAK HOUR 9.24% 39% 61% K(100) 9.39% 39% 61% MERCY HOSPITAL TRAFFIC STUDY July 1, 2004 Page 9 • • • 10.00% 0 MERCY WAY EAST OF SOUTH MIAMI AVENUE 0O0 230 510 730 102 1230 1500 1730 20:00 2220 HOUR BEGINING Figure 5 MERCY HOSPITAL TRAFFIC STUDY July 1, 2004 Page 20 re_dibr\.4-? 7 up,\ Sck.p(-51/,) o 37' bc)-1- S P _ 36D piy 7 12 08-1 (-7 nTA 12, PM- > (c,V, dCA-t-ati I WO 2 ,0-1 (ip ic DT— 0S-1 rj-. r1,,Lizp MERCYWAY EAST OF SOUTH MAIM AVENUE 1 e 0 7 IL. >. 6 0 16 94i 1- 0 ft! aA , . 1 it of pi I 7 1111 1 ll° 11 i li Die 130 53:0 T 'KO HOUR 1 172 2010 We Mwi HOSPITAL T FIC STUDY July 1, 2004 Figure 5 tr( , Page 20 • • • S BAYSHORE DRV S BAYSHORE S/O MERCY HOSPITAL MERCY HOSPITAL LA SALLE HIGH SCHOOL S BAYSHORE DRV S BAYSHORE S/O MERCY HOSPITAL MERCY HOSPITAL LA SALLE HIGH SCHOOL S BAYSHORE DRV S BAYSHORE S/O MERCY HOSPITAL MERCY HOSPITAL LA SALLE HIGH SCHOOL N/O HIGH SCHOOL EMERGENCY ENT, MAIN ENT EMERGENCY ENT. MAIN ENT NM HIGH SCHOOL EMERGENCY ENT. MAIN ENT EMERGENCY ENT. MAIN ENT N/O HIGH SCHOOL EMERGENCY ENT. MAIN ENT EMERGENCY ENT. MAIN ENT AM 1 07:15 am 974 07:30 am 1301 09:30 am 596 06:30 am 208 07:00 am 533 MID 1 02:00 pm 823 02:00 pm 936 02:00 pm 436 02:00 pm 184 01:00 pm 220 PM 1 03:00 pm 1106 03:15 pm 1018 02:45 pm 433 02:30 pm 230 02:30 pm 105 2 764 856 340' 416 289 2 736 1218 500 202 415 2 934 1665 682, 182'' 158 TOTAL 1738 2157 • 936 624 822 TOTAL 1559 2154 936 386 635 TOTAL 2040 2683 1115 412 263 7.49% 6.79% 7.74% 5.16% 6.80% % 6.72% 6.78% 7.74% 3.19% 5.25% B.79% 8.44% 9.22% 3.41 °l° 2.18%