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HomeMy WebLinkAboutTraffic Impact AnalysisTUSCAN PLACE Major Use Special Permit Traffic Impact Study 0 Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 October 2003 DPA Project # 03199 11 Tuscan Place MUSP Traffic Impact .Study TABLE OF CONTENTS Pa Listof Exhibits................................................................................................................................ ii EXECUTIVE SUMMARY ... ............................................. ........................ —................................ 1 1.0 INTRODUCTION ....................... .................................................. .................................... 2 Traffic Counts & Signal Timing, 1.1 Study Area...............................................................................................................2 FDOT's Quality/LOS Handbook — Generalized Tables 1.2 Study Objective........................................................................................................2 Downtown Miami DRi Increment II Transit Ridership 2.0 EXISTING TRAFFIC CONDITIONS...........................................................................4 Appendix E: Volume Matrices 2.1 Data Collection........................................................................................................4 Traffic Control Plan 2.1.1 Roadway Characteristics..............................................................................4 2.1.2 Traffic Counts..............................................................................................5 2.1.3 Intersection Data..........................................................................................5 2.2 Roadway Capacity Analysis....................................................................................8 2.3 Intersection Capacity Analysis..............................................................................10 3.0 PLANNED AND PROGRAMMED IMPROVEMENTS............................................12 4.0 FUTURE TRAFFIC CONDITIONS.............................................................................14 4.1 Background Traffic................................................................................................14 4.2 Committed Developments.....................................................................................14 4.3 Project Traffic........................................................................................................14 43.1 Project Trip Generation.............................................................................14 4.3.2 Project Trip Assignment............................................................................16 4.4 Future Roadway Capacity Analysis.......................................................................20 4.5 Future Intersection Capacity Analysis...................................................................20 4.6 Site Access....................................................................................•........................23 5.0 CONCLUSIONS..............................................................................................................24 Appendix A: Approved Transportation Methodology Appendix B: Traffic Counts & Signal Timing, Appendix C: FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRi Increment II Transit Ridership Appendix D: Intersection Capacity Analysis Worksheets Appendix E: Volume Matrices Appendix F: Traffic Control Plan Page i Tuscan Place MUSP Traffic Impact Study ,IST OF EXHIBITS Exhibit Paye 1 Location Map.......................................................................................................................3 2 2003 PM Peak Hour Traffic Volumes.................................................................................6 3 Existing Lane Configurations..............................................................................................7 4 Existing Corridor and Transit Conditions............................................................................9 5 Person -trip Volume and Capacity — Existing Conditions Matrix......................................11 6 2003 Intersection Capacity Analysis Results.....................................................................10 7 Future PM Peak Hour Traffic Volumes without Project...................................................14 8 PM Peak Hour Project Trip Generation.............................................................................16 . 9 Cardinal Distribution.........................................................................................................17 10 PM Peak Hour Project Traffic Assignment.......................................................................18 11 Person -trip Volume and Capacity — Future Conditions Matrix.........................................20 12 Future PM Peak Hour Traffic Volumes with Project.......................................................21 13 Future Intersection Capacity Analysis..............................................................................19 • Page ii Tuscan Place MUSP Traffic Impact Study . EXECUTIVE SUMMARY Tuscan Place is a proposed affordable housing residential project located on NW 6 Street between NW 7 and NW 8 Avenue in Miami, Florida (see Exhibit 1). The project consists of approximately 400 residential dwelling units. Primary access to the site is proposed on NW 6 Street via a two-way driveway. An additional entrance to the parking garage is proposed on NW 6 Avenue. Build out of the project is anticipated by the year 2005. The subject site is located outside the boundaries of the Downtown Miami Area -wide DRI. Existing and future traffic conditions for the project area corridors were established using the person -trip based corridor capacity method. This method, consistent with the City's Comprehensive Plan, promotes improved transportation efficiency through increased private vehicle occupancies and makes mass transit a full partner in the urban transportation system. Analysis results show that the project area corridors are projected to operate within the . established corridor LOS E threshold. C 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 LOS E standard adopted by the city. Page l Tuscan Place MUSP Traffic Impact Study . 1.0 INTRODUCTION Tuscan Place is a proposed affordable housing residential project located on NW 6 Street between NW 7 and NW 8 Avenue in Miami, Florida (see Exhibit 1). The project consists of approximately 404 residential dwelling units. Primary access to the site is proposed on NW 6 Street via a two-way driveway. An additional entrance to the parking garage is proposed on NW 6 Avenue. Build out of the project is anticipated by the year 2005. The subject site is located outside the boundaries 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 NW 11 Street to the north, Flagler Street to the south, NW 12 Avenue to the west, and . NW 6 Avenue to the east. Corridor capacity analysis was performed for NW 12 Avenue and NW 7 Street / South River Drive. Intersection capacity analysis was performed for the following intersections: • NW 7 Avenue / NW 6 Street • NW 5 Street / NW 7 Avenue / North River Drive NW 8 Avenue / NW 5 Street / South River Dive 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 based corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. This method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies making mass transit a full partner in the urban transportation system. 0 Page 2 Tuscan Place MUSP Trak Impact Study 9 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics NW 12 Avenue NW 12 Avenue (SR 933) is a major arterial that provides north/south access throughout the City of Miami from the northern limits of the city to Coral Way (SW 22 Street). Between NW 11 Street and Flagler Street, NW 12 Avenue is a four lane undivided roadway. There is on -street parking on both sides of the roadway from south of NW 7 Street to Flagler Street. The posted . speed limit is 30 mph. NW 7 Street / South River Drive NW 7 Street is a major arterial that provides east/west access throughout the city from the Blue Lagoon area to the Miami River. As NW 7 Street approaches the river, it turns southeasterly and becomes South River Drive. NW 7 Street within the project area is a two-lane two-way roadway with on -street parking on both sides of the roadway. There are no posted speed limit signs within the study area. NW 6 Street NW 6 Street is a two-lane one-way westbound roadway from west within the project limits. There is on -street parking on both side of the roadway. There are no posted speed limit signs within the study area. NW S Street is NW 5 Street is a three -lane one-way eastbound roadway within the project limits. There is on - street parking on both sides of the roadway. The posted speed limit is 30 mph. Page 4 Tuscan Place MUSP Traffic Impact Study 2.1.2 Traffic Counts Consistent with the methodology submitted to and approved by the City, peak period vehicle turning movement counts and. 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix B. Exhibit 2 shows the adjusted 2003 PM peak season, peak hour traffic volumes at the study intersections. 2.1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miami -Dade County for the analyzed intersection. Signal information is included in Appendix 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. is Page 5 • • NW 7 ST �O F�A O� INW3ST I NW 2 ST NW / ST 4 NW 6 ST 11 Ln z NW 5 S T LEGEND ZZ - ONEWAY TUSCAN PLACE [ 2003 EXISTING TRAFFIC IMPACT STUDY I PM PEAK HOUR VOLUMES EMBIT No. 2 Lu ZZ rn f70 147 oA 4 NW 6 ST 11 Ln z NW 5 S T LEGEND ZZ - ONEWAY TUSCAN PLACE [ 2003 EXISTING TRAFFIC IMPACT STUDY I PM PEAK HOUR VOLUMES EMBIT No. 2 r- ...... _._ PROJEEi: TITLE, EXHIBIT No. da TUSCAN PI_AcrT t TRAFFIC IMPACT STUDY LANE CONFIGURATION 3 age Tuscan Place MUSPTrafc Impact Study . 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by FDOT. Peak Dour maximum service volumes were obtained frorn FDOT's 2002 Quality/Level of Service Handbook. Bus ridership and capacity were obtained from Miami -Dade Transit Agency (MDTA). An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4; supporting information is included in Appendix C. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person - trip capacity of the vehicular traffic system. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was obtained from MDTA. • P(Ige 8 0 0 0 Exhibit 4 Existing Corridor and Transit Conditions Notes: [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit information obtained from the MDTA Roadway Conditions vehicles Transit Conditions (persons) Total Count Raw PM Peak PM Dir Max Bus Bus Corridor Existing Source/ Peak Hour Season Peak Hour Service Ridership Capacity From To Dir Lanes Period Volume Factor Volume Volume[l] [2] [2] NW 12 Avenue NW 11 St. NW 7 St. NB 2L DPA - PM 1260 1.00 1260 1660 14 76 SB 2L DPA - PM 1280 1.00 1280 1660 25 76 NW 12 Avenue NW 7 St. Flagler St. NB 2L DPA - PM 653 1.00 653 1660 14 76 SB 2L DPA - PM 1033 1.00 1033 1660 25 76 NW 7 Street NW 12 Ave. NW 8 Ave. NB 1 L DPA -PM 186 1.00 186 810 19 114 SB 1L DPA -PM 272 1.00 272 810 32 114 Notes: [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit information obtained from the MDTA Tuscan Place MUSP Traffic Impact Study Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Qualh)y evel of Service Handbook (see Appendix Q. Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. All three intersections operate within the standard adopted by the city. Exhibit 5 2003 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS NW 7 Avenue / NW 6 Street S B NW 5 Street / NW 7 Avenue / North S D River Drive NW S Avenue / NW 5 Street / South S D River Drive Jource: UFA U= unsignalized S= signalized Note: Los for unsignalized intersection is based on the delay or the stop controlled movements. • Page 10 0 0 0 Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Notes. 111 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 Tota[ Transit Person -Trip Capacity is obtained from Exhibit 4. [6] The Total Transit Person -Trip Volume is obtained from Exhibit 4. [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C). Roadway Mode Transit Mode Segment Total (a) (b) (e) (f) (9) (h) (i) (1) (k) (1) Roadway Pers -Trip rip Excess Total Total Pers -Trip Segment Segment Pers -Trip Segment Corridor [lir Vehicular Capacity TVehicular e Pers -Trip Pers -Trip Pers -Trip Excess Pers -Trip Pers -Trip Excess Person TriCapacity OPPV=1,6=1.4 Capacity Capacity Volume Capacity Capacity Volume Capacity Vic LOS From Ta a *1.6.4 b d t b+f d+ i-' /[ 111 [2i [51 [6i [71 NW 12 Avenue NW 11 St, NW 7 St. NB 1660 2656 1260 1764 892 76 14 62 2732 1778 954 0.65 D SB 1660 2656 1280 1792 864 76 25 51 2732 1817 915 0.67 D NW 12 Avenue NW 7 St. Flagler St, NB 1660 2656 653 914 1742 76 14 62 2732 928 1804 0.34 p S8 1660 2656 1033 1446 1210 76 25 51 2732 1471 1261 0.54 D NW 7 Street NW 12 Ave, NW 8 Ave. NB 810 1296 186 260 1036 114 19 95 1410 279 1131 0.20 C SB 810 1296 272 381 915 114 32 82 1410 413 997 0.29 C Notes. 111 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 Tota[ Transit Person -Trip Capacity is obtained from Exhibit 4. [6] The Total Transit Person -Trip Volume is obtained from Exhibit 4. [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C). Tuscan Place MUSP Traffic Impact Study • 3.0 PLANNED AND PROGRAMMED IMPROVEMENTS The 2003 Miami -Dade County Transportation Improvement Program (TIP) and the 2025 Metro - Dade Transportation Plan Lon Runge Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. No project that increases capacity was identified. The 2005 Recommended Service Plan in the 2000 Transit Development Projects shows that bus route 7 will be re -aligned and the daily headways be reduced. It also shows that the peak headways for bus route 12 will be reduced from 30 minutes to 20 minutes. �J • Page 12 Tuscan Place MUSP Traffic Impact Study 10"If 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative one (2) percent growth factor was added to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 Updated through JanuaCy 27 2003. 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. No i committed development was listed in the immediate vicinity of the project. Future traffic volumes were projected for the build -out year 2005. Exhibit 7 shows the projected turning movement volumes without the project 4.3 Project Traffic 4.3.1 Proiect Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the following procedure consistent with Increment II of the Downtown DRI and the approved methodology: Page 13 cl • NW 7 ST ti f NW3ST NW 2 ST NW 1 ST dPa W ZZ TUSCAN PLACE TRAFFIC IMPACT STUDY R 4 NW6ST Ln ZZ NW5ST LEGEND ONEWAY TIT4Ee FUTURE WITHOUT PROJECT PM PEAK HOUR VOLUMES age EXHsarr Nc 7 Lu Z m 177 r53 TUSCAN PLACE TRAFFIC IMPACT STUDY R 4 NW6ST Ln ZZ NW5ST LEGEND ONEWAY TIT4Ee FUTURE WITHOUT PROJECT PM PEAK HOUR VOLUMES age EXHsarr Nc 7 Tuscan Place MUSP Traffic InTact study • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip_ Generation rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.95% to reflect transit usage based on the average of estimated projected modal splits from Increment II of the Downtown DRI (includes percentages from CBD, Omni, SE Overtown and Brick ell areas). • Gross vehicular trips were also reduced by 11.67% for pedestrian/bicycle based on the average of estimates from Increment II of the Downtown DRI (includes percentages from Omni, Brickell and CBD). • 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 theP roject 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 Pro'ec# Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 489, 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 to the impacted roadway segments and intersections. Exhibit 10 shows the total PM peak hour traffic volumes (with project) at the intersections under study. Page 15 Exhibit 8 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Tris Trips High -Rise Apartment 400 DU 222 61% 84 39% 54 138 GROSS VEHICLE TRIPS 61% 84 39% 54 138 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Tri Reduction @ 16% 14.95% 11.67% of Gross External Trips (1) of Gross External Trips (2) of Gross External Tris 3 61% 61% 61% 13 13 10 39% 39% 39% 9 8 6 22 21 16 NET EXTERNAL VEHICLE TRIPS 61% 48 39% 31 79 Net External Person Trips in Vehicles 0 Net External Person Trips using Transit @ Net External Person Tris vehicles and transit modes 1.40 1.40 Persons/ Vehicle Persons/ Vehicle 61% 61% 61% 67 18 85 39% 39% 39% 43 11 55 111 29 140 Net External Person tri2s walkin / using bicycle 1.40 Persons/ Vehicle 61% 1 14 399/6 1 9 1 23 Notes (1) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DR[ Increment It NO Tuscan Place MUSP Traffic Impact Study • U • Exhibit 9 Cardinal Distribution of Trips TAZ 489 Cardinal Direction Distribution TAZ 489 NNE 12.34% ENE 5,68% ESE 15.94% SSE 7.53% SSW 9.17% WSW 16.38% WNW 16.16% NNW 16.81% Total 100% Page 17 • PROJECT: TUSCAN PLACE TRAFFIC IMPACT STUDY PROJECT TRIPS age EXHIBIT No. Tuscan Place MUSP Traffic Impact Study i4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the background growth person -trips to obtain the total year 2005 person -trip volume without project. The net external project person - trips were then added to get the future person -trip volumes with project. These volumes were compared to the future person -trips capacities to determined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 11. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth trips were combined with the adjusted 2003 existing traffic to get the total year 2005 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 total (with project) PM peak hour vehicular traffic volumes at the intersections under study. Results of the future intersection analysis show that all intersections operate within the LOS E standard adopted by the city. Exhibit 13 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. Exhibit 13 Future Intersection Capacity Analysis Weekdav PM PPnk Hnnir Canriitinne. U= unsignalized S= signalized tote, LOS for unsignalized intersection is based on the delay of the stop controlled movements. LOS LOS S/i1 Future Future with Intersection Without Project Project Existing Signal Timing NW 7 Avenue / NW 6 Street S E B B NW 5 Street / NW 7 Avenue / North River Drive S D D NW 8 Avenue / NW 5 Street / South River Drive S D D U= unsignalized S= signalized tote, LOS for unsignalized intersection is based on the delay of the stop controlled movements. 0 Exhibit 11 Person -Trip Volume and Capacity Future Conditions Matrix Notes: [11 The Existing Person Trip Volume is obtained from Exhibit 5, column Q) [21 Year 2005 Background Person Trip Volume is derived by applying a 2% growth factor to the existing person -trip volume [31 Projected Transit Capacity was estimated from information provided in the Downtown Miami DRI Increment II [4] The Total Future Peak Hour Person Trip Capacity Transit Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (column (c)). [5j 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 and vehicle occupancy rates (1.4 person/vehicle). 2 a Without Project With Project (a) (b) (c) (d) (e) (Q (9) (h) (i) Existing Yr 2005 Projected Future Future w/out Proj Project Yr 2005 Future Future with Proj Corridor Dir Pers -Trip Total Bkg Transit Pers -Trip Per rip Pers -Trip Total Pers -Trip Per Trip v/c LOS v/c LOS Volumes Pars -Trip Capacity Capacity Volume Pers -Trip Capacity From To b/d bf 1h 111 [21 (31 (4) 151 ls) [41 [5] NW 12 Avenue NW 11 St. NW 7 St. NB 1778 1850 4 2736 0.68 D 8 1858 2736 0.68 D SB 1817 1890 4 2736 0.69 D 12 1903 2736 0.70 D NW 12 Avenue NW 7 St, Flagler St. NB 928 966 4 2736 0.35 C 6 972 2736 0.36 C SB 1471 1531 4 2736 0.56 D 6 1537 2736 0.56 D NW 7 Street NW 12 Ave. NW 8 Ave. NB 279 291 -6 1404 0.21 C 6 296 1404 0.21 C SB 413 429 -6 1404 0.31 C 9 438 1404 0.31 C Notes: [11 The Existing Person Trip Volume is obtained from Exhibit 5, column Q) [21 Year 2005 Background Person Trip Volume is derived by applying a 2% growth factor to the existing person -trip volume [31 Projected Transit Capacity was estimated from information provided in the Downtown Miami DRI Increment II [4] The Total Future Peak Hour Person Trip Capacity Transit Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (column (c)). [5j 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 and vehicle occupancy rates (1.4 person/vehicle). 2 a Ej • NW 7 ST 0,9 Gam, LCA ,67 NW 4 ST 14 N I NW 3 ST INW2ST I NW I ST PROJEM x �p� � � Q w LEGEND ZZ z - ONEWAY TITLE. Eiu IBITX10, TUSCAN PLACE FUTURE WITH PROJECT ,� 2 TRAFFIC IMPACT STUDY PM PEAK HOUR VOLUMES Q � N.T.S. !8! x168 NW s S T Q Ln t NW 5 ST � � Q w LEGEND ZZ z - ONEWAY TITLE. Eiu IBITX10, TUSCAN PLACE FUTURE WITH PROJECT ,� 2 TRAFFIC IMPACT STUDY PM PEAK HOUR VOLUMES Tuscan Place MUSP Traffic Impact Study . 4.6 Site Access • Primary access to the site is proposed on NW 6 Street via a two-way driveway. A secondary entrance to the parking garage is proposed on NW 6 Avenue. No conflicts will occur with existing driveways. The project trips were assigned to the primary driveway and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Page 22 Tuscan Place MUSP Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Tuscan Place was performed in accordance with the approved methodology submitted to the city. Analysis of future (2005) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service E standard will not be exceeded. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. In addition, transportation control measures that can be applied to reduce auto trips are included in Appendix F. musp report 101403.d©c r, is Page 23 u Appendix A Approved Transportation Methodology 0 DAVID PLUMMER & ASSOCIATES, INC. STRANSPORTATION • CIVIL . STRUCTURAL . ENVfRONMENTAL 11 Facsimile Transmission To: Mr. Raj Shanmugam, PE Affiliation: URS Corporation From: Juan Espinosa, PE RE: Tuscan Place - #03199 cc: Jim Koningisor, Raul Pedrero, file Fax #: (954) 739-1789 Phone #: (954) 739-1881 Date: September 29, 2003 Pages: 2 page(s), including cover The Gatehouse Group is pursuing City of Miami approvals for an affordable housing residential project located on NW 6 Street between NW 7 and NW 8 Avenue in Miami, Florida (See attached Context Plan). The project consists of approximately 400 residential dwelling units. Primary access to the site is proposed on NW 6 Street via a two-way driveway. An additional entrance to the parking garage is proposed on NW 6 Avenue. 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 impact study. Turning movement traffic counts will be collected during the PM (4:00-6:00) peak period at three major intersections in the immediate project vicinity. 1. NW 7 Avenue / NW 6 Street 2. NW 5 Street / NW 7 Avenue I North River Drive 3. NW 8 Avenue I NW 5 Street I South River Dive In addition to these intersections, we will analyze the project driveway at NW 6 Street. • Segment traffic volumes will be collected as 24 hour machine counts at the following locations: I. NW 7 Street from NW 12 Avenue to NW 7 Avenue 2. NW 12 Avenue from. NW I I Street to Flagler Street • 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 tinning and phasing at the study signalized intersections will be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors (NW 7 Street and NW 12 Avenue) will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the FDOT LOS Manual, or other acceptable equivalent. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0904, FAX: 305 444-4986 E-MAIL: dpa�gdplummar.com • Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) .Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pens/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction. 5. Establish the net external vehicle trips. 6. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. 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. • Highway p Y (HCS) b�esOHi Manual (HCM) will be used for existing and future intersection ePaitYanal s. Project and omxitted 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 driveway(s). • Tri 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 Udate published by the Metro olitan PlanningOr ani ation. Normal traffic patterns will also be considered when assigning project trips. • If you have any questions you can contact me at (305) 447-0900. tra€fic_moh_fax.doe 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE; 305 447.0900, FAX 305 444-4986 E-MAIL: dpaIPdpiummer.com I- P u • UTOnT-Irm Traffic Counts Signal Timings Raw Traffic Counts • • 10/03,'2033 15:49 561-272-4381 MCNAL1Y PAGE 02 Traffic Survey Specialists, Inc. 624 Delray Beach, Florida 33444 Phone Gardenia Terrace ►ttwwt*tt**�rxttt,rr*,r*a **etR* rr * 40a with .rww#Hour (561) 272-3255 Page File D1001001.PRN rrTotals station000000093003 Identification : 00011025202F3 Start date OCt000 20 Tnterval : 15 minutes : Stop date : Oct 1, 1 03 Start time : 00:00 City/Town : Miami, FL Stop time 24:00 Location **+•**,t*,ttt : NW ##*w�rtx,tri*Fk�,rt�ttt#w�*yy�trrtF*frx*sr,tt�f�y��w**tt##*�,k�r,r*irttt#*+r#xF South River Drive County South of NW ; 6th St Dade Oct --1______ ---_-- Northbound Volume for Lane. 1 End - 00 01-_-_02--__03 -------- ---- ---- 04 _ 05-- p6 ------------------------ 07 08 09 ---- -'27 30 6 2 3 _-Time ---- ---- _ 3 2 2 3 1 3 _-5 - 24 8 30 r-24 - 28 --39 45 00 2 1 0 2 0 14 i1 24 27 28 30 31 21 28 46 41 31 38 --_ 1 3 ---2 4 4 "_'9 14 26 28 38 37 42 52 HrTotal111 9 8 9 --38 88 11.0 119 114 157 160 End Time 12 13 _ __-_ _--_ 14 15----16----17'- ___- ---- '18------------------------------- 19 20 22 22 23 15 53 40 30 36 31 __ 27 43 48 39 36 45 _ 39 r44 43 29 -w24 11 - 14 � 11 45 48 31 34 37 41 30 38 42 28 26 19 13 18 16 10 10 3 4 38 __27__31 ,-52 43 44 22 21 17 20 9 5 Hr_Total.-_175--_129 -- ------ 131 :68 177 --------------_.-_-----------,------------------_ - 164 -138 -104 --78 - 5o -4 "_-_ 23 our Total eak hour begins : weakhour begins : 1.1:30 AM peak 15:45 PH volume : ,79 Peak hour factorX7.84 +txwvt*#,r*,rww,txttt*t*#*wx�r,rvx:trt,t,t.t,rwtr*,ear*,t**,tt*w#**,�,�****�.�.tt,►,trx#xt*�rxktt,t,t*,t peak volume : 186 Peak hour factor 0.89 Oct - -I.- Southboand Volume for Lane 2 End -Time -00 _�01 Qz_---03---- 04 ---- - -2 - 05 06----37----08-- -0g_--- 10 - ---- -�- -_ 11 30 11 3 _2 ---7 4 5 4 1 --36 --62 --77 --67 -�59 rse 45 , b 1 2 6 6 28 72 61 51 56 66 4 2 7 60 23 55 K 68 61 52 49 68 --00--- ---2 ---2 ---5 69 60 59 53 Hr Total 25T 14__--15__- 12 Y11 -15 _45 x179 283 268 Y210 223 245 :'nd Time 12 13 - - --- 5----17 14 -- --1$----------20------------------ :�1 22 23 15 42 66 30 54 44 69 55 V54 58 33 58 _ -59 --47 --52 -36 - 21 20 -.--9 45 58 56 50 00_-_ 80 49 45 62 52 49 45 29 30 28 15 22 21 19 22 13 16 - --54 65 55 60 51 36 34 33 23 21 7 ir_Total 204---220-_-272-__192 -217 ---------------------------------------- 221 -179 145 -119 -.8 --82 - 45 14 Hour Total 3326 ----------- IM peak hour begir.e 'M peak hour begins 07:15 Am peak 14:00 volume 298 Peak hour factor 0.92 rsrtt«,rt,r*t:tit.rrtrYxrtw,tk.xx�►,rr,r`reweakolume PM f*w:e«awwhk*1r factor 0.85 0 10103,12003 15:49 561-272-4381 MCNALLY PAGE 03 Traffic Survey SpecwaliSts, Inc. 624 Gardenia Terrace Delray Beach, Florida rw*trr*rrr,rtiww*xrr,irwwwe+t,raowutmr�gtReport 33444 Phone (561) 272-3255 Hour Data File r rwith rw24r rrTotals wxx**.r,tw*rw*,r**�►Page w.r2r Station D1001001 . PRN identification : 000000093003 Start date : 000110252028 : Oct 1, 03 Interval : 15 minutest Stop date : Oct 1, 03 Start time 00:00 City/Town : Miami, FL Stop time : 14:00 Location: NW South River Drive ww**,�w,tkf+kw,r,�t#1r,�*wxw*tr*,�wxw,r**w*rwww# County : nada South cif NW 6th St Oct 1 k*,�,►w�,rr*r,�r*#xw�r,r,r*r***x,rx,r**+,rxr�rxrr*r,�r Total Volume for All Lanes End Time 00 -------- ---- 01 ---02r-_-43 ---- 04--------------------------- ---- ---- ---- -- --------------- 05 06 07 08 09 10 it 15 11 30 13 5 7 4 4 6 8 5 4 -12 w60 - 89 107 - 9'_ -87 _ 97 45 9 C10_-_ 7 1 4 6 16 42 99 91 82 18 84 109 82 80 102 90 97 106 ---3 ---5 ---7 ---8 6 37 81 96 107 91 101 105 Hr Total 36 ___--_-_----. 23 23 21 --2a ----_--__--_ -13 --83 ---- 257 3-- 387 380 405 End Time 12 -- --- ---- 19 15__ _16 ---- ---- ---�- ---- ..17 ..,.__..__-,.....____.._..,_----------_„--- --- 18 19 7.0 21 22 --- 23 15 95 30 90 106 96 98 1,02 75 97 69 103 -98 - 91 81 -60 - 32 _-34 r�20 45 1.06 87 114 86 86 105 81 57 47 28 87 87 56 40 37 29 32 16 20 ---a0 --88 --81 --96 107 103 95 58 55 50 33 30 12 Total -379'_-349---403 403360 394385__{317 -- W__ ___ ^-_ 130 -125 - 68 our Total : 5738 ,-249 --197 --_- ----._--____.___ ___,__ peak hour begins : 07:15 AM peak peak hour begins : 14:15 PM volume 411 Peak hour factor Vol1iQ 0....9.,4PM Peak +rxx�w*,rw+►�t+rxww*,tttwww�rrr**tt**w,t 4r5 F - al- hCur fac_or ,r *xww*##*r,t*ww,r*+r**,r vn: ,cr,rtr,Mw*x*x**rtfr 0 10/03/2003 15:49 561-272-4381 MCNALLY PAGE e4 • Traffic survey Specialists, Inc. 624-ardenia Terrace Delray Beach, Florida 33444 Phone {561} 272-3255 #*w**t,r,Www,�twwwtwt##,r*wt0t**etReport w*ttt,trwx*wt Hour +ewk*owtt#4,rw#wwwttt#waw**,tPage #*w*w Data File : D1001002.PRN Station : 000000093001 Identification : 000110252488 Interval : 15 minutea Start date : Oct 1, 03 Start time : 00:00 Stop date : Oct 1, 03 Stop time : 24:00 City/Town : Miami, FL County Dade Location : NW 12th Avenue North of NW 8th Street tA*rrtwtt*+t#w**,rww*arrwt#tw*w*xtw****wwww##*w+twww tt##*ww*w rt**w,rrr*ww##***ww,twt:** Oct- 1-._________� Northbound Volume for Lane 1 End -Time 00 01-_-'0 20 304 - 05-_-_-._- ---------------------- __ ---- - -•-- -- ---- .__ O6 07 08 09 10 11 15 66 23 22 19 21 ^62 -243 -380 M399 -348 277 296 30 43 27 19 11 25 78 292 371 368 279 270 262 45 52 22 11 9 35 128 324 414 371 259 286 306 00 --25 --31 -_20 28 45 179 327 373 272 311 263 231 Hr1186186 103 72 67 r126 447 1186 -__ 1410 1197 1096 1095 --- 1111 1144 1111 1538 1410 1197 1096 '1095 End Time 12 13 14 IS 16 ---- 17 ---- -_---- 1-----------------_------ W - ---- ---- ---- ---- _ -- 199 20 21 22 23 15 343 288 219 230 289 291 305 -243 -201 16? -155 --91 30 305 304 372 335 279 300 277 223 187 168 144 83 45 231 276 341 288 260 269 230 254 185 169 121 98 ---00 -356 328 31C 310 281 230 263 220 165 130 94 76 Total -1235--1196--12421163Y 1109- 1090--1075__-936__-738 _ 634 --514 --348 Hour Total 19803 ---o _- 4411_ 1414 __-- peak hour begins : 07:35 AM peak volume : 1557 Peak hazer f=actor 0.94 PIN peak hour, begins 13:45 PM peak volume • 1260 Peak hour factor a.A5 Kw**# *** R ** *ttr*yiw#** tw** #**t► Oct --1- -_- southbound Volume for Lane 2 End Time Od Q1 --fl-____03_---04-----_-----__----- __-_----------_------__- -------- _-__ --__ -___ __ OS 06 07-- 08 09 10 11 15 45 19 16 11 -�15 -23 T62 -119 154 ^217 154 -205 30 34 10 12 6 9 22 77 122 193 195 170 162 45 31 16 11 6 5 30 76 172 20C 177 192 197 -.00_ _ Y_14 16 10 5 1S 62 94 144 160 w82 154 141 Hr -Total-- 124____61_._-49 _- _ x_ 28__ 45 137.__309-_ 556_`-707 -771 _-710 -705 End Time --12 -_- 13 14 15 16 17 18 19 20 w21- �22 -:�3 15 245 182 169 1701 238300 269 «179 143 -111 �85 70 30 215 169 287 309 374 296 214 153 155 111 71 69 45 132 2C4 197 304 307 250 185 158 119 91 77 60 00 233 206 221 333 299 212 193 264 107 82 55 77 Hr-Total-A825--V761TA_874 1116 -1218 --1058 -861 654 ^524 395 288 '275 24 Hour Total 13052 ----_ -----T-�---_-_�------•--__----------- ..AM peak hour begins 11:30 A4 peak volume : 79S Peak hour factcr 0.81 PM peak hour begins 16:15 PM peak Volume : 1280 Peak hear factor 0.86 4**k�*##Mfr,�w*w*k.:x�,x,.**ti#*,�•:�*wt*k*�*�,.,w,�*t**,.W*X11twtRR#*kph yr +t**ttek+l #v.W TewwXa►* 10!0312003 15.49 561-272-4381 MCNALLY PAGE 05 Traffic Surve Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida *w###**www#www*ww#wtwwwVolume 33444 Phone (561) Hour 272-3255 Data File *Report wwith : D1001002.PRN w***Page w*B##w*�**#wwwwwKww ww*w Station OOOOb0093402 *dentiication 000110252088 Start date Interval : 15 minutes Stop date Oct 1, 03 : Oct 1 03 Stare time 00:00 City/Town Miami,�FL Stop time : 24:00 Location **rww***w#ww##wwwww*wwwwtw*#w#w*��xwwwww##wwwww*#*ww#ww*ww###*ww*www*#*r.w***wx NW 12th Avenue North County of N'� 8th Street : Dade Oct --I Total Volume for All Lanes End Time 00 -------- ---- 01 --02----03- - 44-- ---- __-- ---- _ Q- ----------------------------------- 5 06 07 08 09 10 11 15 111 30 77 42 38 30 -36 37 31 17 34 -85 305 -499 -553 565 -471 -501 45 83 00 38 22 15 41 100 369 492 158 440 586 561 474 440 571 436 478 424 -- --39 - 47 30 33 60 -95 241 421 517 432 493 417 503 372 Hr -Total 310 --_-----_164 164 121 -171 12--- - -584 1495 2--- 094 ---- ---- ---- 2117 1968 1806 ---- 1800 End Time 12 -------- ---- 13 14 1515 ---- ---- ---- ---- 17 ---- _----- _------------------------- 18 19 20 21 22 23 i5 58$ 30 520 470 388 400 -527 473 659 644 653 591 $74 -422 344 v278 -240 161 45 363 480 538 592 567 596 491 376 519 415 408 342 279 215 304 260 152 --r00 _589 534 531 643 580 442 456 384 198 272 212 149 158 153 opTotal-2060 -1957--2116--2279--2327 ----------------------------------- 2148 1936 1594 1262 1029 802 -624 our Total 32955 ---------- eak haat begins PM peak hour begins : 07:30 AM peak : 15:30 volume : 2217 Freak tour factor : 0,9, - :w*xxx�xxxxwR*w#wx##*k#*##wk*#w#t#■##w#www*w###w*#*wwxx#f#**#*ww#w#*#www*: PM peak volume : 2415 Peak hour.€actor? r, 0..9 0 10/03/2003 15:49 561-272-4381 WflALLY PAGE 06 . Traffic Survey Specialiste, InC. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 *,►w##ww##rw+rwwtt+wwr,rtt# t*me ,r Report with 24 Hou+Totals Page Data. File : D1001003.PRN w,tI Station 000000093002 identification Start date ; 000058410087 Interval 15 minutes Stop date : Oct : Oct 1, 03 1, 03 Start time 00;00 City/Town : Miami, FL Stop time County 24:00 Dade Location : NW 12th Avenue South of NW 7th Street Oct 1 -- ---- Northbound Volume for Dane 1 End_Time__-p� n Time --0- ---- p1 __0 -- 02 03----04----� -02 -- ____-______..--------__,.,,_ 5 OG-- 07 08 09 10 11 15 23 30 15 17 16 14 10 10 __-6 --27 122 -203 -202 161 158 -137 45 27 18 3 6 3 13 43 124 201 202 156 162 111 00-_ _ 14 13 -- 17 11 _- 15 23 65 138 216 88 168 199 177 125 134 177 148 158 175 149 Hr Total 79 79 _-_ _ -Time 64 __- T-13 47 2'7 -14----15----�6----��----ZB_-_-19-_---------_------__---- 57 223 -552 -819 715 626 S72 72 End 12- --- --- ---- ---- _-_- __ --- 2- 22 23 15 146 30 140 116 152 1160 -168 -158 .124 -- -117 103 ��74 --46 159 45 142 154 145 168 165 155 131 96 73 75 41 148 164 161 172 349 164 115 131 85 93 61 40 ___00 ,175 -144 M179 148 156 129 152 140 $5 75 54 32 Total 628 -_ _ __._____ 590 610 617 ____-__-- ----- 633 y 626 580 -526 � _ ___ 3 63 344 ___ 266 _;._ 1 59 01'Peo-urTotal -------------------------_-----_______-__-___-_- 103,54 ak hour begins PM peak hour begins 07:00 AM peak 16:45 PM volume : 819 Peak hour factor : 0.95 +►rrwW#tt,e,r**�w**tt*t*,►+#*,r,rwwrrtw*+►**t#�,�w*****a+*,r�r�rw,�ttw,r*wtr*#,t*,�,v,�**wx.r**.rt* peak volume • 653 Peak hour factor • 0.97 Oct 1 Southbound Volume for Lame 2 End-Tirrae -00 --_01-___a� -------- _--- ---- _03 .___04_.__��____06 --» _...�7____OB_______.._..; 09 __ 0 __..-ry 1 15 44 30 29 18 11 11 -T12 x21 67 -106 -151 215 -187 x165 45 26 8 16 14 9 10 7 10 10 23 84 134 25 177 172 :1%2 151 --00 --- 17 13 12 3 14 76 15- 51 116 148 167 179 134 175 17i 191 215 167 Hr�To-al--116--_55___ 30___ 47__.--------------------------------------------------- 45 -120 343 539 -625 741 -721 698 End End Time 12 -__ --, ---- 13 ---- 14 15 ---- .-- 16 17- - 3B --'__.._____.._----_--___ 2- 21 22 23 15 195 30 177 167 184 186 193 -- -247 21. -164 -150 1100 -71 --75 45 154 151 1.74 222 191 196 297 265 238 159 139 95 72 56 223 i85 225 207 263 240 249 220 168 157 215 114 95 78 59 --�a___ 174 151 103 67 43 42 Hr -Total 749677809---865 �- __- --_ 865979 -- 947761TA_631__Y506W 24 Hour Total -_- 11878 --_ -377 '264---232 -- AM peak hour begins PM peak hour begins 11:37 AM 16.15 peak volume : 754 Pea; hour factor 0.88 PM peak volume : 1033 Peak }your factor 0.87 10/03/2003 15:49 561-272-4381 MC4ALLV PAGE 07 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (562) 272-3255 Volume rrReport Hour Page Data File *with 01001003.PRN ,r24* v*Totals *�a►**,t art Station 000000093002 Identification Start date : 000058410087 Interval 15 minutes St© date : Oct 1, 03 3 Start time 00.00 City/Town , : Miami, FL Stop time County 24:00 s Dade Location, �r+�,r*t�:xxvr+r�**,t,r*�rrr,t,��,tf****Ott*t***rittrw*xar�rw*ti#*s***,tree*,t*tstx,��rxxttir��*i+tkwx : NW 12th Avenue South of NW 7th Street Oct 1 - _------ Total Volume for All Lane- End _ Time _-_ -___ -__---_-___-_-_-------_--_---__--------------------- © fl - 8- 05 b 6 07 08 09 10 11 15 67 30 44 35 25 21 18 24 24 12 23 -�48 189 -309 353 -376 -345 -302 45 53 00 34 16 ?0 25 66 208 335 90 214 367 379 328 344 304 334 319 262 390 31 --- 26 29 14 37 - - 139 284 347 264 352 349 316 Hr Total 195 --_ ____ 119 94 5'7 -103 -_ -343 -895 �_-_ 358 __-- ---- 1340 .1360 _-__ 134^ __-- 1270 end Time 12 -__ --- _ -- _ I3"---14 - 15----16---Y17----18 ---- ---- --- "'--_----------------------_-_ 20 21 22 23 15 341 30 336 307 300 338 353 293 376 336 465 -- 415 369 -288 257 -203 145 -121 45 302 338 357 397 389 430 363 290 384 283 288 235 168 199 188 151 139 97 99 -__04 _398 329 386 431 4€35 344 326 291 188 162 97 74 otal 1377 ----------------------------- *,Peak 1267 1419 1482 1612 1573 1341 1157 _8 721 89 532 . _ _391 Dur Total 22242_______-.,--------,,,,-------------------_____.,____ - hour begins PM* peak : 07:30 AM peak peak volume : 1446 Peak hour factor 0:95 xhour rrbegins xw*t6,r1**,rxx:Ma �volume Peak �r*actor t�#x��r�e� x+rwWs7**t.* *hour MOIALLY Traffic Survey Specia:iatS, Irc. n 4'T8 STUS'T i SOCTR 9:V91 DRITB i 624 Gardenia Terrace 7THISTB AVINUIS, t41AMI, FLORIDA Delray Beech, Florida 33444 tiD @Y; L. MORIN i J. ALVAR12 15611 2'2.)2S5 Fax #sill 272.4381 IGiz�►LI��n ?IDS 0 PAGE 02 Study haat: 4SIM-1 Site Cade : 00030182 S art batt; 10107/03 Page ; I RN 771 SOCIA iik 87A MVV MSOUTH Frac B Pros B !zoo S `trot k ho& A Start firt.rvl. L itt in—Pell, pidsl dAl � Total � l9j07103, 0 7 0 f 2 9 i6;1S, 0 5 2 0 0 7 16;3Qk 0 2� 0 2 1 c n 41 17 Baur 3 24 1 2 f 3B 17:00 2j C 0 0 3 175 17:30 0 6 3 4 1G e loor 3 14, 6 i 2 i 34 Total 6 431 8 11 72 I Apr. 190.0 100.0 103.0 100.0 100.9 - Sr;t. $.3 59.71 11.1 5.5 I=-2 0 PAGE 02 Study haat: 4SIM-1 Site Cade : 00030182 S art batt; 10107/03 Page ; I 10:45 5.61 -272-43E41 FAGE 0 Traffic Surrey Specialists: Irc. 4T2 STUIT 6 SOUTH RIM DRIVE i £24 Gardenia Terrace Suly Aare; 4ST7AV_L ATI AVOUIS, ll AMI, FLORIDA Delray Beach, Florida 31444 Site Code : 00030181 I&MALIZID TEO RY: L. P1L�1l150 i J. ALVARIZ (Sill 272-3255 Fax 1561) 272-4391 Start late; 10;07103 Page 1 ALL V111CLIS NI 7T8 lV oul ISOOT1 RIVIR DR1VI ill ITS RVHULI 10 4TH STRIB" SOM RIVER DRIVI fro4t North trot Hast Fras SouthPrott (lett From Northwest Stott Left Thn Right RICETI Left nru Right RIGH? Lett LIFT !1U, R1GFT LBPT Left THkU RIGET Left LIFT Right R3GRT,Iatvl 10/07/03 16:00 0 88 22 15 0 6 18 21 1 2 64 1 5 0 2 4 44 14 29 1 344 16:15 0 100 19 26 S 3 18 16 0 0 58 1 3 0 0 3 34 15 27 1 319 15:30 0 109 24 27 2 5 22 23 1 2 4" 3 4 0 1 4 21 13 18 3 3114 10'ir 1 384 92 90 9 18 75 89 I 6 218 i3 17 0 5 14 136 57 93 4 ill's 17:00 0 125 25 40 5 5 22 19 0 3 73 0 5 0 2 4 37 17 19 0 401 17:15 1 105 26 37 2 4 21 33 0 0 52 4 9 0 2 2 30 7 17 0 353 17:30 0 81 17 16 3 S 11 20 0 0 45 2 9 0 0 3 19 16 29 1 287 17!4s C 7t 11 17 2 t Hann 1 386 79 120 12 19 67 89 0 4 134 7 35 0 4 15 115 55 19 3 1323 Total 2 772 171 210 21 37 142 178 i 10 452 2C' 52 0 9 24 251 112 171 7 2648 1 1pr. 0.1 66.8 14.8 18,1 5.5 9.7 37.5 47.0 0,4 2.0 93,3 4.11 SM • 10.0 32.2 46.3 10.7 31.6 1.2 I lot. - 29.1 6.4 7.51 0.7 1.3 SA 6.7 - 0.3 17.0 0.7! 1.9 - 0.« 1.0 9.1 4.2 6.4 0.2 • 0 :9 01—ze.03 10:4 561-272-4361 MCN44-LY FaGE Traffic Survey Specialiste, Inc, 4TH STU IT i SOUTB RIVER DRIVE i 624 Gardenia Terrace M sTa AVINUIS, R AMI, FLCRii!A Delray Beach, llarida 33444 COOTBD BY: L. PALOMIJ O ii J. ALViARIS p u i 2'2.3155 Pax i5n11 271-4381 SIGILLUID ALL MICLI8 BII 7TH AY IU1 jsogrU 11111 DRIVE ISN 8TH ACE N 'Bit 4TH ST`RIST Troia Forth Troia Bast Froa Soutb 'prom Meat Sari Left Thn, Right RICHT Left Thru Righ R1GO1 Left LIFT TIRD 11GBTj LEFT Left ITHPUy11 362 . 251.,x. 112 'N4 271 7 * �. 903 4tH -E am Yl? <- 52 't 397 2! '411 C 0 ale 171 ??L 73: .441%T 24106 s>� 2649 N 1477 T a 402 study hate: 4ST?AV L S:tr Code . OOG30197 Start Date: 10j07(0l Page 2 SGUIE HVIR DRIVE iFrot portbrest I Left LEFT Aiabt I;IGHT{Inty: t04l2Fi RIVER DRIV 521 E_. 37 �- 21 149 t04l2Fi RIVER DRIV MCH Lv traffic Survey Specialists, IAC. 440`RD ST18ST 4 SOGTR I'M 3k318 4 124 alardeuia Terrace ME AMUSS, KIAXII FGDRM Delray Bead, Florida 33444 IT: L. PAL09110 i J. ILVA111 tSfl) 272-3255 Fat 15611 212-4391 gICMItID ALL V811CLIS 118 7TH MnI SOUTB £IVBR DRIVE IIS BTB MIU8 alt 4"9 STREET Prat lorth Pros Fact Prop[ South !Frn deet Start Left Thry b gkt R101r, Left 14 tv Right RIGBT Lett LIP" THRU IIGIT; LIFT Left THIV RIGHT ? 12 Ptik Hoar Jtaalysie By Iotirt intersection for the Period: 16:40 on 10/07103 to 17,45 on 10/07/03 Tim 16:30 1600 16:33 16:34 Vol. 2 429 M 126 11 :8 12 103 1 7 221 9 23 C 7 13 Pct. 0.3 65.0 15.4 13.1 5.: 8.4 38.3 41.i D.4 2.9 92.9 3.7 53.4 0.0 14.2 30.2 Total 659 214 238 43 ligk 17100 17::5 17:00 17:15 Rol. 0 125 is 4Da I 4 21 33 0 3 73 0 9 4 2 2 Total 190 60 74 13 YTP 0.847 X0.992 0.793 0.927 11 PAGE O� Stcdy late: 4SMYJ 5:te Code : M3011; Start Date: 10107/03 Page : 3 SCUTS 11711 DIM Prow Bor.Breot Lett LIFT Right RIGIT11n:vl 16:10 125 52 73 2 49.6 26.6 21.9 0.1 252 17100 37 17 19 0 73 0.163 :.Al0a-;120 F AGE: @E, • C TRAFFIC SURCSY SPECIALISTS, JC. 19 STS 8T211T 6 H FTSl�AL'Eli(fE;t1ORT6 624 GAID11Ik Tium Site Zode : 000H182 RIMDRITIi, 91011 FLOft N DILRAY BEACR, FLOI:Ia}A 33444 Start Cate. 10107/03 ID 81; 1111E M011 I5ill 272.3265 FIX ;561! 172.4331 File T.D. 58T71VI �U ZIC Page 1 ALL 711ICLES i P&DS ......................................... 11 771 AVINUIn .. STS i1roil ................ SMIT . .... 1FOITI RIV91 DRIYH RF 5TH ST1117 Fro& lora last Prot South Proa Meet Vehicle Peds Right Thru Left I Peds lipt Thm Aft Fell Richt Thru Left Peds Right Th:u Left Total Dttt10/01/03................................................-----........................---.................................... 14;00 0 130 25 20 3 0 0 9 6 4 60 12 2 1e 30 64 11 16:15 0 141 23 37 2 0 0 0 6 5 it 0 D 1 is 30 73 315 16:30 2 158 41 35 7 0 0 0 9 8 f0 3 7 7 26 77 435 Hr Total 2 545 132 131 11 0 0 0 26 26 2?5 1S T, €8 4b 10? n1 1642 17;06 0 187 40 27 2 0 0 0 6 6 119 1a 0 11 11"1 513 17:15 1 172 47 31 0 0 0 0 4 5 110 C 1 3 36 32 4S8 17:30 G 110 37 30 8 0 0 0 5 9 44 0 0 7 17 74 388 17:45 1 Ir 'total 2 576 140 144 12 0 0 0 20 24 163 0 1 34 107 349 1757 rTOTALr......�...1345 242....235 �....n�......�---__.�...---�-i....}5..._.50---'63$.....15. ....19.. . 85.....214 670 1 3339 • C TRAPM., SDIVIT MCMISTS, IAC. If 5T8 STRUT & 31 7T1 AYB1t24ORTE 624 GAIDINIA TM ACE Site "ode : 00030112 I DRIVI, KAXI, YWRIDA DELM 1IAC8, 1LORM 33444 Start rate: 107103 01: !1116 MALOHII 4.51; 272-3M FAX 15W 272.438I File 1.D. : 5ST7171 IE81r Page 2 ALL VEHICLES i UDS .................. ................................. ..... Nit M AMU i1V STI S1111T !N3ITI 11Yi!ia DRIVI 0 ;TR STRUT Frog forth ?rat ¢88t ,'Froe South Prot. lee, Veticle Peds Right Thri; left I Peds Rigbt Thry Left I Peds Right Thra Left Pads Rigb; Torn Left 70.11 Date10!01/03 ......._........................................._...............................---......—-............. --... . NW 7TH AVENUE 1,145 • 292 • X35 6'10 698 0 1,145 292 235 1,368 l_ 1,672 `_ 1 3,040 11 0 NW 5TH STREET 0 15 I ALL VEHICLES & PEDS 0 1,160 0 1,145 0 0 670 670 0 2,124 499 0 214 214 954 Intersection Total 235 3,399 499 214 -- — _ 50 80 80 NW 5TH STREET 1,135 T- 763 0 15 698 5 292 80 372 15 698 5 NORTH RIVER DRLVE 0 M.W STK STREET 3 0 660 657 357 357 NW 7TH AVENUE 6571- 1711 • 13211 357 6571 1711 13211 760 — 960 --� - - -- I - 1,720 ...., 1 0 1,152 0 ALL VEHICLES & PEDS 0 0 0 0 254 0 3.04 1.04 492 intersection Total 1_886 • 31. 31 636 434 �•-- r 17 17 0 3 403 2 171 31 202 3 403 2 • NORTH RIVER DRIVE 132 264 104 28 Nw STH STREET c•:.-272-43EA1 MCNA€..L'vF`-rZ 0 a t'RAPFIC S>3R1�S! Bf&CIALIa�6, INY, 11 ITS M11T 1 1114 7T$ Ri`SNUUMTB 624 AVAADUTA TMAC9 Site :ode : 40030182 MIR DIM, 14IAlII, PLORI:A DELRAY RACE, Y WRIDA 33444 Start Date: 10107103 B3: 1f U iS11 011 15E1i 2;2-3255 ?a 15(1) 212.4391 Pile I.G. ; 5ST703 VD ERT, rage 3 ALL 9BSICLBS A MS ...-1T11.7T1 kvivu$.._... ............................. - ...-"�11 5TJ STRSBT.. -- .. .-.. €11ORTI 11111 DRIVE in 571 STINT Prom North iFros Bast Pros Soots Pray Meat i vesicle Peds Right Tbru Left l Peds Right lb:u Left Peds Riga Tura Left Pets Right Tb.0 Left 70:11 Dite10101/01...........................---.......----•--.................................................................---...... Plsk IDUZ Mal'lsie By Satire Irtsreectioa for the Period: 1614 to 18:00 aD 101071'03 P4tk start 16:30 :5:30 1 1.6:34 16:30 valure - 657 111 132 4 4 Q 29 401 3 31 101 357 Percent 661 18t 14% cl 0t 4t I - 61 931 It 61 Fit 731 A total M 0 434 442 Highest 17:40 16:04 11:03 ? 17:15 volare - 187 40 21 C 0 0 6 114 4 1 36 92 Hi total 254 0 125 133 PHF .44 1 .0 .87 ( .92 1 M.W STK STREET 3 0 660 657 357 357 NW 7TH AVENUE 6571- 1711 • 13211 357 6571 1711 13211 760 — 960 --� - - -- I - 1,720 ...., 1 0 1,152 0 ALL VEHICLES & PEDS 0 0 0 0 254 0 3.04 1.04 492 intersection Total 1_886 • 31. 31 636 434 �•-- r 17 17 0 3 403 2 171 31 202 3 403 2 • NORTH RIVER DRIVE 132 264 104 28 Nw STH STREET 0, T9,'2003 10:49 501-272-4381 MCNA-L'•' PAGE 09 C� 0 TIMIC SURV17 SPICIAU STS, INC. 1R 6T8 STRUT i H 7T$ 11MUR 624 GARD1111 TlRRACB Site : 10030181 JIMT, FLOUDI DI -RAY 11AC1, FLORIDA 33444 at Start Date: IOJ17/03 3Y: MCK VAN MIT (56.} 212.3255 ILI {56l) 272-4361 File I.U. : WWI 4r, le Page : 1 UL V�18ItLB5 4 PbUS .......................................... 111 7TH AVRIVB 19 STB ....... STRIST ........ .................... " IM AY R1 I Pro% lortb Frog Bast From South Ve3licle Qther 7tds ?hru Left Peds Right Left Ptds Right Thrix ; Total Total Date19/07/03............................................................................ .......................................... 15:04 0 146 0 1 0 28 31 0 0 154 361 0 16:13 0 160 0 31 35 0 0 12( 352 2 14.39 0 199 0 135 32 a a 151 411 1 y , Br Total 0 694 0 4 132 173 0 0 611 1551 4 1711 0 218 0 2 57 42 0 0 22: 533 2 17:15 0 1915 0 2 40 48 0 8 192 483 2 17:30 0 159 0 3 40 26 0 0 160 365 3 Ir Total 0 704 0 8 110 131 0 1 136 :749 8 ...�._._..�.I . ._.._�398 'I'UT11,, ...._--'......._.6.._...8338 1� 302 254 ...�.. f � 3300 11 C� 0 43/09/2U3 10:49 561-277--4331 MCNALLY PAGE 16 I� M STUt T i IIM 77S 003 :D H1: C1i0CI VAN YL1BT 0113 TRAFFIC SDJVIY SPECIALISTS, 11C. 624 411DSXIA "EMACS DWIY 18AC1, 1601IDA 31444 (561) 272-3155 111 (t611 272.4381 ALL VIRICLH i FIDS Itite Code : 4000.82 Start Dace: 1GIVIC3 file I.D. 68TIM Page : 2 M11 77$ AYii1Dp 191 611 STIM TV no AVIVI Fro% North trona last Frog South Vehicle Other Peds Tbro Left Peds Right Left I Peds light Th.L i Tota; Total ...................,.-- WO 1010110 .......... I....... • .................................... •------------ ..------ .....------... 01 • NW 7TH AVENUE 1,398 - 0 0 1,338 302 ____-0 "1,398 0 1,640 �— 1 398 ------J I ----- i 3,036 -- ` 302 302 ALL VEHICLES & PEUS 556 0 254 564 254 Intersection Total 0 11300 8 0 NW 6TH STREET 2,998 254 1,398 0 1,652 0 NW 7TH AVENUE 1,346 1,338 1,338 -F'109_%C403, 10:43 561-272-4361 r1-14;�LLY PAGE .1 TRAFFIC MUY M CIALISTS, INC. Al M STRUT 1 114 M k161ii11 124 CARDITIA TURACI Site Cade : CQUE62 1, F;,QUM DELIAI 91ACH, FLOUDI 33444 Start Date: 10!47jV tD I}Y: CSOCx FAx GLIB? (561) 272-3:53 ru 1561) 271.4381 File I.C. WWI L1iSC Page 3 ALL G+SHICLHS i FIDS " 7TH AVIV S IV 6TH STREET XV 7T3 ATUDS fro• AorLb Prat lest Pros South veh:ele other Peds Th:u Left Peds Right Left Peds Right TDru , Total T4:al Date10/07103.............. ....................-----..............................._.......---••-------......................a...... teak Baur Analysis 8} ¢mire lotersectioa for the Period: 16:00 to 18:00 cn 10!043 Peak start 16:30 ` 16:30 16:30 volnee - 139 0 7D 147 8 735 Ptrcent 1t40�k 0t Sol 464 :1 991 Fk total 799 31' 1 143 Yighest 11:00 17,00 17:00 voluse - 216 0 57 42 0 Z2. ai total 218 99 221 Fly .92 .80 64 0 0 C NW 7TH AVENUE 799 0 735 17v 01 7991 011 905 799 -- -- 1 170 170 ALL VEHICLES & PEDS 317 0 147 325 147 Intersection Total 0 1,859 8 0 8 NW 67H STREET 147 799 0 946 11689 ------� �--- - — 743 7351 = 0 . NW 7TH H AVBNUE� 735 C Adjusted Traffic Counts • • • DAVID PLUMMER & ASSDOATFS, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Tuscan Place NW 7 Avenue/NW 6 Street Traffic Survey Specialists, Inc, Project Number: Count Date: Day of Week: 03199 1 01712 00 3 Tuesday NW 7 Avenue NW 6 Street Ra GRAND INTERVAL L R T l ,_... R __.0 TOTAL L T R .© TOTAL L I T R T AL TOTAL, 04:x5 PM 0 154 0 154 148 0 148 0 0 0 31 0 28 �.µ59 361 04:30 PM PO4:45 0 126 0 126 0 160 0 160 0 0 0 0 35 0 31 66 352 04:45 PM 05:00 PM 0 0 151 171 0 0 151 171 ---2-2-1--IF-0 0 199 0 0 187 0 199 187 0 0 0 0 0 —0-0 0 32 25 0 0 35 38 67 63 417 421 05:00 PM 05:15 PM 0 221 0 218 0 218 0 0 0 0 42 0 57 99 538 05:15 PM 05:30 PM 0 192 8 200 0 195 0 195 0 0 0 0L26 0 40 88 483 05,30 PM 05:45 PM 0 160 0 160 0 159 0 159 [::132 0 0 0 0 40385 05:45 PM 06:00 PM 0 163 0 163 0 132 0 0 0 0 E0 0 0 33 48 343 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 7 Avenue NW 6 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL ILI TI RJITOTAL L I T R 11 TOTAL L T R TOTAL L T R TOTAL TOTAL 04 30 PM 05:30 PM 0 735 8 743 0 799 0 799 0 0 0 0 147 0 170 317 1,859 PEAR HOUR FACTOR 0.84 0.92 NIA 0.80 0.86 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.00 NW 7 Ave NW 6 StAs 0 0 0 DAVID PLUMMER & ASSCCIATES, INC TURNING MOVEMENT COUNTS Project Name: Tuscan Place Project Number: 03199 Location: NW 7 Avenue/NW 5 Street/North River Drive Count Date: 10/712003 Observer: Traffic Survey Specialists, Inc, Day of Week: Tuesday 11 NW 7 AvenuelNorth River Drive NW 5 Street TIME RSOOTHED= GRAND INTERVAL L T R TOTAL L T RR TOTAL L T I RT AL L T R TAL TOTAL 04:00 PM 04:15 PM 12 60 _ 4 76 20 25 130 175 84 30 14 128 0 0 p 0 379 04 15 PM 04:30 PM 0 61 5 66 37 23 141 201 73 30 15 118 0 0 0 0 385 04 30 PM 04:45 PM 3 80 8 91 35 41 158 234 77 26 7 110 0 0 0 0 435 04:45 PM 05:00 PM 0 94 9 103 39 43 140 222 87 21 10 118 0 0 p 0 443 05:00 PM 0515 PM 0 119 6 125 27 40 187 254 101 19 11 131 0 0 0 0 510 05:15 PM 05:30 PM 0 110 5 115 31 47 172 250 92 38 3 133 0 0 p 0 498 05:30 PM 05:45 PM 0 94 9 103 30 37 120 187 74 17 7 98 0 0 0 0 388 05:45 PM 06:00 PM 0 80 4 84 16 36 97 149 82 33 13 128 0 0 0 0 361 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 7 Avenue/North River Drive NW 5 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L T I R TOTAL L T R TOTAL L T R TOTAL'' L T R 11 TOTAL I TOTAL 04:30 PM I 05:30 PM 3 403 28 434 132 171 667F 960 357 1 104 31 492 0 p 0 p 1,886 PEAK HOUR FACTOR 0.87 r 0.94 0.92 NIA 0.92 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.00 NW 7 Ave -NW 5 St -North River Dr,xls 0 0 0 0AW0 PLUMMER d ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: Tuscan Place Project Number: 0 Location: NW 3199 8 Avenue[NW 4 Street/South River Drive Count Bate: 13 Observer: Traffic Serve 1719 Specialists, Inc. Day of Week: Tuesday NW 8 Avenue NW 4 Street South River 59 0 900 45 145 3 0 3 "v 4n 44 14 30 66 63 0 109 51 160 4 1 4 6 5 3 34 42 34 15 28 77 53 1 89 49 139 5 2 3 i0 z 5 45 52 28 13 13 60 76 0 125 65 1530 5 2 4 4 45 51 30 15 20 65 56 1 106 63 170 9 2 2 13 2 41 51 37 17 153 73 47 0 81 43 124 9 0 3 12 54 80 30 7 17 54 ..,. _ ... ....... 3 �1 on ... ... 287 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL. AVERAGE DAILY TRAFFIC CONDITIONS NW 4 Street NW 8 AVP. NW 4.1; f 5n,eth Pi—, r)-4. TIME NORTHBOUNA SOUTHBOUND South River unve EASTBOUND INTERVAL L T R TOTAL L T R WESTBOUND SOUTHEASTBOUND GRAND oa 3o pM a5,3o Pnn 8 221 9 238 2 429 TOTAL L T R TOTAL L T R TOTAL L T T0252 L PEAK HOUR FACTOR 0.78 228 659 23 7 13 43 11 18 185 214 125 52 5 1.4060L ©fiT 0.60 0.89 0.72 0.88 Note: 2002 FDOT Seasonal Weekly Volume Factor = 1.00 NW 8 AVP. NW 4.1; f 5n,eth Pi—, r)-4. r, U • U DAVID PLUMMER & ASSOCIATES, INC. 24-HOUR COUNTS Project dame: Tuscan Piace Project No.: 03199 Location: NW South River [hive South of NW 6 Street Count Date: 1011!2003 Observer: Traffic Surve Specialists, Inc. AM Peak Hour: PM Peak Hour: 24-1-10t1R TOTAL 2,212 BEGIN I Rill fTHRC1t Iwn TIME 12:00 AM I 1st 9 5 2nd 2 114 3rd 114 4th 114 2 1 TOTAL 11 TOTAL 25 TBEGINNORTHBOUND 3 1 3 9 14 02:00 AM 3 0 2 8 15 03:00 AM 1 2 4 9 04:00 AM 2 3 1 0 4 9 05:00 AM 5 8 11 14 38 05:00 AM 24 14 24 26 88 07:00 AM 27 27 28 28 110 0&00 AM 30 30 21 38 119 09:00 AM 24 31 28 31 114 10:00 AM 28 46 41 42 157 11:00 AM 39 31 38 52 160 12:00 PM 53 36 48 38 175 01:00 PM 40 31 31 27 129 02:00 PM 27 39 34 31 131 0100 PM 43 36 37 52 168 04:00 PM 48 45 41 43 177 05:00 PM 39 43 38 44 164 06:00 PM 44 30 42 22 138 07:00 PM 29 28 26 21 104 05.00 FM 24 19 18 17 78 09.00 PM 11 13 16 10 1 50 10:00 PM 14 10 10 9 43 1100 PM 11 3 4 5 23 AM Peak Hour: PM Peak Hour: 24-1-10t1R TOTAL 2,212 BEGIN I Rill fTHRC1t Iwn TIME 12:00 AM I 1st 9 5 114 2nd 11 114 3rd 114 7 4th 114 2 TOTAL 25 01:00 AM 3 3 6 2 14 02:00 AM 4 5 1 5 15 03:00 AM 2 4 1 2 4 12 04:00 AM 2 1 6 2 11 DAILY TRAFFIC COUNT SUMMARY NORTHBOUND Time: 11:45 AM Volume: 189 AM Peak Hour: Time: 03:45 PM Volume: 185 PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time 07:15 AM Volume: 298 Time: 02:00 PM Volume: 272 Atli Peak Hour: Time: 07:15 AM Volume: 411 K -factor: 7.2% PHF: 0.94 D -factor: 72.5% SB PM Peak Hour: Time: 02:15 PM Volume: 405 K -factor. 7,1% PHF: 0.89 0-faclor 63.7% SB l� u DAVID PLUMMER S ASSOCIATES. INC. 24-HOUR COUNTS Project Name: Tuscan Place Project No.: 03199 Location: NW 12 Avenue North of NW 8 Street Gaunt slate: 10/112003 Observer: Traffic Survey Specialists, Inc. BEGIN TIME AM 1sj114 NORTHBOUND E -2nd 114 3rd 114 4th 114 3 52 25 TOTAL12:00 186 01:00 AM 6.7% 7 22 31 103 02700 AM 22 19 11 20 72 03:00 AM 19 11 9 28 67 04:00 AM 21 25 35 45 126 05:00 AM 62 78 1 128 179 p 447 06:00 AM 243 292 324 327 1,186 07:00 AM 380 371 414 373 1,538 08:00 AM 399 368 371 272 1,410 09:00 AM 348 279 259 311 1,197 10:00 AM 277 VO 286 263 1,096 11:00 AM 296 262 306 1 231 1,095 12:00 PM 343 305 231 356 1,235 01:40 PM 288 304 276 328 1,196 02:00 PM 219 372 341 310 1,242 03:x0 PM 230 335 288 310 1,163 04:00 PM 289 279 260 281 1,109 05:00 PM 291 1 300 269 230 1,090 06:OOPM 305 277 230 263 1,075 07:00 PM 243 223 250 220 936 05:00 PF.1 201 187 185 165 738 09:00 PM 167 168 169 130 634 10:00 PM 155 144 121 94 514 11:00 PM 91 83 98 76 348 J 2� !-HOUR TOTAL19,803 DAILY TRAFFIC COUNT SUMMARY NORTHBOUND AM Peak Hour: Tme: 07:15 AM Volume: 1,557 AM Peak Hour: Time: 11:30 AM Volume: 798 PM Peak Hour: Time: 01A5 PM Volume: 1,260 PM Peak Hour: Time: 04:15 PM Volume: 1,280 NORTHBOUND AND SOUTHBOUND AM Peak hour: Tme: 07:30 AM Volume: 2,217 K -factor: 6.7% PHF: 095 D -factor: 70.1% NB PM Peak Hour, Time: 03:30 PM Volvme: 2,415 K -factor: 74% PHF: 0-92 L1 -factor: 51.7% S8 NJ%rY 19 a:,n n!!,+I p c v3, t U DAVID PLUMMET. 7L ASSOCIATES, INC. 24-HOUR COUNTS Project Name: Tuscan Place Project No.: 03199 Location, NW 12 Avenue South of NW 7 Street Count [late: 1011/2003 Observer: Traffic Survey Specialists, Inc. BEGIN TIME 12:00 AM NORTH80UND is 114 2nd 114 3rd 114 4th 114 23 15 27 14 TOTAL 79 01:00 AM 17 16 18 13 64 02:00 AM 14 10 6 17 47 03:00 AM 1p 3 3 11 27 oa:g0 AM 6 13 15 23 57 05 00 AM 27 43 65 88 223 06:00 AM 122 124 138 168 552 07:00 AM 203 201 216 199 819 08:00 AM 202 202 177 134 715 09:00 AM 161 156 125 177 619 10:00 AM 158 162 148 158 626 11= AM 137 111 175 149 572 12;00 PM -0i 146 159 148 175 628 .00 PM 140 142 164 144 590 02:00 PM 116 154 161 179 610 03:40 PM 152 145 172 148 617 04,00 PM 166 168 149 156 633 05:00 PM 168 165 164 129 626 06:00 PM 158 155 115 152 580 07:00 PM 124 131 131 140 526 aB:cO PIM, ! 17 06 1 85 85 383 09:00 PM 103 73 93 75 344 10:00 PM 74 79 61 54 268 11:00 Phi 46 d 1 40 32 159 24-HOUR TOTAL 10,364 I DAILY TRAFFIC COUNT SUMMARY NORTHBOUND AM Peak Hour: Time: 0700 AM Volume: 819 AM Peak Hour: Time: 11:30 AM Volume:754 PM Peak Hour: Time: 04:45 PM Volume: 653 PM Peak Hour: Time: 04:15 PM Volume: 1.033 NORTHBOUND AND SOUTHBOUND AM Peak Hour. Time: 07:30 AM Volume: 1,446 K -factor: 6-5% PHF: 0.95 D -factor: 566% NB PM Peak Hour: Tme: 04:15 PM Volume: 1,674 K -factor: 7.5% PHF: 0.90 0 -factor: 61.7% SB Signal Timings • �7 PATTERN SCHEDULE FOR 3260 NW 7 AVE & 6 ST TIME PT OFF NSG G Y R WW F G Y MIN: 16 7 15 PATTERN 9 1 1 0 4 0 20 1 4 1 7 9 1 4 30 22 0 20 1 4 1 7 9 1 4 130 23 0 20 1 4 1 7 9 1 4 600 5 0 29 1 4 1 7 9 1 4 700 2 49 61 1 4 1 7 9 3 4 730 1 49 61 1 4 1 7 9 3 4 900 6 22 49 1 4 1 7 9 10 4 1330 18 22 49 1 4 1 7 9 10 4 1430 6 22 49 1 4 1 7 9 10 4 1530 3 $3 51 1 4 1 7 9 13 4 1800 6 22 49 1 4 1 7 9 10 4 1840 7 15 56 1 4 1 7 9 3 4 2030 4 0 20 1 4 1 7 9 1 4 FOR DAY # 4 (SECTION 30) S Y M CYC PATTERN SCHEDULE FOR 2326 N RIVER DR,7 AV & 5 ST FOR DAY # 7 47NITE 1/6 7 47NIGHT 8/ 7 47LATE NIG 7 56PRE AM 1 90AM PEAK 90AM PEAK 85AVERAGE 85MID AFT 65AVERAGE 90PM PEAK 85AVERAGE 85POST PM 7 47NITE 1/6 4 (SECTION 30) S Y M CYC 60NITE 1/6 60NIGHT 8/ 60LATE NIG 75PRE AM 1 90AM PEAK 90AM PEAK 8SAVERAGR 85MID AFT 85AVERAGE 90PM PEAK 85AVERAGE 85POST PM 60NITE 1/6 TIME PT OFF NSW F Y R AW F G Y R MIN: 7 15 PATTERN SCHEDULE 10 1 S RIVER DR,8 AV 0 4 28 11 15 4 1 13 10 1 4 1 30 30 22 28 11 15 4 1 13 10 1 4 1 130 600 23 5 28 25 11 23 15 15 4 4 1 1 13 16 10 10 1 1 4 4 1 1 13 700 2 34 31 15 4 1 23 10 1 4 1 30 730 1 34 31 15 4 1 23 10 1 4 1 7 900 6 23 30 15 4 1 19 10 1 4 1 7 1330 18 23 30 15 4 1 19 10 1 4 1 14 1430 6 23 30 15 4 1 19 10 1 4 1 1 4 1530 3 25 30 15 4 1 24 10 1 4 1 1 1800 6 23 30 15 4 1 19 10 1 4 1 90AM PEAK 1840 7 20 30 15 4 1 19 10 1 4 1 4 2030 4 28 11 15 4 1 13 10 1 4 1 7 47NITE 1/6 7 47NIGHT 8/ 7 47LATE NIG 7 56PRE AM 1 90AM PEAK 90AM PEAK 85AVERAGE 85MID AFT 65AVERAGE 90PM PEAK 85AVERAGE 85POST PM 7 47NITE 1/6 4 (SECTION 30) S Y M CYC 60NITE 1/6 60NIGHT 8/ 60LATE NIG 75PRE AM 1 90AM PEAK 90AM PEAK 8SAVERAGR 85MID AFT 85AVERAGE 90PM PEAK 85AVERAGE 85POST PM 60NITE 1/6 42,316 PATTERN SCHEDULE FOR 2316 S RIVER DR,8 AV & 4 ST FOR DAY $ 4 (SECTION 30) TIM£ PT OFF NSG G Y R XW F 30 Y R EWG Y R S Y M CYC MIN: 12 14 7 7 0 4 51 13 1 4 1 4 13 7 4 1 7 4 1 7 60NITE 1/6 30 22 51 12 1 4 1 4 14 7 4 1 7 4 1 7 60NIGHT 8/ 130 23 51 12 1 4 1 4 14 7 4 1 7 4 1 6 60LATE NIG 600 5 53 21 1 4 1 4 14 10 4 1 10 4 1 75PRE AM 1 700 2 64 25 1 4 1 4 14 16 4 1 15 4 1 90AM PEAK 730 1 64 25 1 4 1 4 14 16 4 1 15 4 1 90AM PEAK 900 6 Sl 22 1 4 1 4 14 16 4 1 13 4 1' SSAVERAGE 1330 18 51 22 1 4 1 4 14 16 4 1 13 4 1 85MID AFT 1430 6 51 22 1 4 1 4 14 16 4 1 13 4 1 95AVERAGE 1530 3 69 25 1 4 1 4 14 16 4 1 15 4 1 90PM PEAK 1800 1840 6 7 51 49 22 22 1 4 1 4 1 1 4 4 14 14 16 16 4 1 4 1 13 13 4 4 1 1 85AVERAGE 8SPOST PM 2030 4 51 13 1 4 1 4 13 7 4 1 7 4 1 7 60NITE 1/6 C Appendix C FDOT's Quality/LOS Handbook Generalized Tables Transit Ridership C 0 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE I1] PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 CLASS 4 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 ARTERIAL 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 Source: FDOT's 2002 Quality/Level of Service Handbook NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. 0 0 0 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE Ill PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E NON -STATE 1 LU 0 0 480 760 810 0 0 0.59 0.94 ROADWAYS 2LD Q 0 1120 1620 1720 0 0 0.65 1.00 094 1.00 Major City/County 3LD 0 0 1740 2450 2580 0 0 0.67 . 0.95 1.00 Roadways 1 LU 0 0—_250 530 660 2LD 0 0 0 0 0.38 0.80 1.00 Other Signalized 580 1140 1320 0 0 0.44 0.86 1.00 Roadways Source: FDOT's 2002 Quality/Level of Service Handbook NOTES: [1 ] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S FOR EACH TYPE OF ROADWAY. 2002 LEVEL OF SERVICE BY THE LOS E C Bus Occupancy Information Route Direction Location Bus # Run # Date Time Passengers 12 NB NW 12 Ave / 7St. 02163 1127 8/22/2003 17:26 10 12 N8 NW 12 Ave / 7St. 9722 1011 7128/2003 16:59 17 12 SB NW 12 Ave / M. 2022 1127 7/30/2003 16:09 36 12 SB NW 12 Ave / M. 9058 1808 5/19/2003 1617 14 12 SB NW 12 Ave / M. 9965 1008 5/15/2002 16:04 15 7 EB NW 7 St / 12 Ave 9328 3225 7/28/2003 16:03 15 7 EB NW 7 St / 12 Ave 02207 3022 6/24/2003 16:20 22 7 WB NW 7 St / 12 Ave 02207 2207 6/24/2003 16:52 36 7 WB NW 7 St / 12 Ave 9990 3807 2/2312003 16:43 27 0 Source: MDTA U • • Bus Route PM Peak Headways PM Peak Vehicles Daily One- Way Trips Average Weekday Ridership Bus Capacity Total Transit Person Capacity Average PM Peak Ridershipx Tuscan Place MUSP Bus Ridership information' 7 12 20 ruin. 30 min. 6 4 93 75 3761 3251 38 38 7068 5700 NB/EB 19 14 SB/WB 32 25 PM Peak Capacity3 228 152 Future PM Peak Capacity4 5% reduction 5% increase Notes: 1 - Bus ridership and capacity information based on information provided by MDTA 2 - Average PM Peak ridership was calculated from ridership information obtained from drivers log. 3 - Calculated based on number of PM Peak vehicles times minimum bus capacity. 4- Future capacity estimated from information provided in the 2005 Recommended Service Plan. r� U Intersection Capacity Analysis Worksheets • r, Existing Conditions 0 HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Inter.: NW 6 Street/NW 7 Avenue Agency: $03199 Area Type: All other areas Tlaw`A: 10/9/2003 Jurisd: Miami, FL od: Existing PM Peak Year 2003 OR-ect ID: Tuscan Place E/W St: NW 6 Street N/S C! t- NW 7 A No. Lanes LGConfig Volume Lane Width RTOR Vol Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 EB Left NB Left Thru Thru A Right Right Peds Peds 'nTB Left A SB Left Thru Thru A Right A Right Peds Peds Avfight EB Right ight WB Right 3reen 29.0 52.0 'fellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 90.0 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 -astbound gestbound Li 1128 3502 0.15 0.32 520 1615 0.38 0.32 qorthbound P 2086 3610 0.41 Southbound 1r 2086 3610 0.45 Intersection Delay = 12.9 # w 21.8 C 23.0 C 24.0 C 10.6 B 10.6 B 0.58 11.0 B 11.0 B (sec/veh) Intersection LOS = 2 secs . venue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R fl 0 0 2 0 1 0 2 0 0 2 0 L R T T 147 170 735 799 12.0 12.0 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 EB Left NB Left Thru Thru A Right Right Peds Peds 'nTB Left A SB Left Thru Thru A Right A Right Peds Peds Avfight EB Right ight WB Right 3reen 29.0 52.0 'fellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 90.0 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 -astbound gestbound Li 1128 3502 0.15 0.32 520 1615 0.38 0.32 qorthbound P 2086 3610 0.41 Southbound 1r 2086 3610 0.45 Intersection Delay = 12.9 # w 21.8 C 23.0 C 24.0 C 10.6 B 10.6 B 0.58 11.0 B 11.0 B (sec/veh) Intersection LOS = 2 secs HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Inter.: NW 5 Street/NW 7 Avenue Agency: 403199 Area Type: All other areas 0ect: 10/9/2003 Jurisd: Miami, FL od: Existing PM Peak Year : 2003 ID: Tuscan Place E/W St: NW 5 Street N/S St NW 7 No. Lanes LGConf ig Volume Lane Width RTOR Vol Duration Avenue SIGNALIZED] INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 2 1 1 L T R 357 104 31 12.0 12.0 12.0 0 0 0 0 0 1 0 TR 403 28 12.0 0 .......... 0.25 Area Type: All other areas Signal. Operations 1 1 1 L TR R 132 17. 657 12.0 12.0 12.0 0 Phase Combination 1 2 3 4 Zane 5 6 7 EB Left A Capacity NB Left Eastbound Thru A 1362 Thru A Right A 628 Right A Peds Peds WB Left SB Left A Thru Thru A Right Right A Peds 4dikRight EB Right fight WB Right Green 35.0 45.0 Yellow 4.0 4.0 All Red 1.0 APpr/ Lane Zane Group Grp Capacity 85 Eastbound L 1362 F 739 808 628 westbound Northbound 1.0 Cycle Length: 90.0 secs _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) V/c g/C Delay LOS Delay LOS 3502 0.28 0.39 1900 0.15 0.39 1615 0.05 0.39 CR 942 1884 0.50 Southbound 85 169 1.68 950 1900 0.20 808 1615 0.88 intersection Delay = 46.8 0.50 19.0 B 18.0 B 17.2 B 15.4 B 15.4 B 0.50 375.0 F 0.50 12.6 B 75.2 E 0.50 31.5 C (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1 Analyst: Agency: DPA #03199 Inter.: NW 4 St/S River Dr/NW 7 Ave e: 7.0/9/2003 Area Type: All other areas Signal. Operations oT od: lolect Existing PM Peak Jurisd: Miami, FL Year 2003 2 3 4 31.7 C 47.2 D ID: Tuscan Place EB Left A 49.7 E/W St: NW 4 Street/S River Drive NIS St: NW 7 Avenue 7 Thru A C 24.7 C SIGNALIZED INTERSECTION SUMMARY Thru A Right Eastbound Westbound Northbound Southbound Right L T R L T R L T R L T R No. Lanes 0 2 0 1 1 1 0 2 fl 0 1 1 LGConfig LTR L TR R TR T R Volume 23 7 13 11 18 185 221 9 429 228 Lane Width 12.0 RTOR Vol 12.0 12.0 12.0 12.0 12.0 12.0 0 0 0 Peds ANLRzght 0 Duration 0.25 Area Type: All other 31.9 areas 1374 0.06 0.17 Signal. Operations C 1900 Phase Combination 1 2 3 4 31.7 C 47.2 D 5 6 EB Left A 49.7 NB Left 7 Thru A C 24.7 C Thru A Right A Right A Peds Peds NB Left A SB Left Thru A Thru A Right A Right A Peds ANLRzght Peds ight EB Right Green 15.0 WB Right Yellow 4.0 26.0 All Red l 0 4.0 kppr/ Lane -jane Group Grp Capacity astbaur:c� ,TR 480 iestbound 4 229 'R 317 269 torthbound 'R 1037 outhbound 40.0 _Intersection Performance SummarCycle Length: 90.0 y Adj Sat Ratios Lane Group Approach Flow Rate (s) v/ -cg /C Delay LOS Delay LOS 2877 0.10 0.17 31.9 C 31.9 C 1374 0.06 0.17 31.7 C 1900 0.06 0.17 31.7 C 47.2 D .1615 0,78 0.17 49.7 D 3589 0.25 0.29 24.7 C 24.7 C 549 1900 0.89 0.29 47.0 D 40.6 D 40 467 1615 0.55 0.29 28.6 C Intersection Delay = 38.3 (sec/veh) Intersection LOS = D 1-1 secs HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Inter.: S River Dr/NW 7 Ave Agency: ##03199 Area Type: All other areas W-: 10/9/2003 Jurisd: Miami, FL od: Existing PM Peak Year 2003 Iect ID: Tuscan Place E/W St: S River Drive N/S St NW 7 A L venue SIGNALIZED INTERSECTION SUMMARY astbound Westbound Northbound South] T R L T R L T R L T rd No. Lanes 0 2 0 0.17 1 1 1 0 2 0 _01 1 LGConfig LTR 31..7 L TR R TR T R Volume 125 52 75 D 11 18 185 221 9 429 228 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 0 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru A Thru A Right A Right A Peds Peds WB Left A SB Left Thru A Thru A Right A Right A Peds Peds fight EB Right WB Right iWight 34.0 15.0 26.0 Yellow 4.0 4.0 4.0 All Red 1.0 1.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary APPrI Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1272 Westbound L 301 TR 317 R 269 [northbound TR 1037 Southbound 3366 0.22 0.38 19.1 B 19.1 B 1805 0.04 0.17 31.5 C 1900 0.06 0.1.7 31..7 C 47.2 D 1615 0.78 0.17 49.7 D 3589 0.25 0.29 24.7 C 24.7 C 549 1900 0.89 0.29 47.0 D 40.6 D 467 161.5 0.55 0.29 28.6 C Intersection Delay = 34.9 (sec/veh) Intersection LOS = C r�L Future without Project • n u HCS2000: Signalized intersections Release 4.1 Analyst: Inter.: NW 6 Street/NW 7 Avenue Agency: ##03199 Area Type: All other areas Ekmlke: 10/9/2003 Jurisd: Miami, FL Wod: Future w/o Project PM Peak Year ect ID: Tuscan Place E/W St: NW 6 Street NIS St: NW 7 Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 0 0 0 2 0 1 0 2 0 0 2 0 LGConfig L R T T Volume 153 177 765 831 Lane Width 12.0 12.0 12.0 12.0 RTOR Vol 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 Thru Thru A Right Right Peds Peds WB Left A SB Left Thru Thru A Right A Right Peds Peds *Right EB Right Right WB Right Green 29.0 52.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Larne Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) V/c g/C Delay LOS Delay LOS Eastbound Westbound L 1128 3502 0.16 0.32 21.8 C R 520 1615 0.40 0.32 24.2 C 23.1 C Northbound T 2086 3610 0.43 0.58 10.8 B 10.8 B Southbound 2086 3610 0.46 0.58 11.3 B 11.3 B Intersection Delay = 13.0 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1 Analyst: Inter.: NW 5 Street/NW 7 Avenue Agency: #03199 Area Type: All other areas 0ect: 10/9/2003 Jurisd: Miami, FL od: Future w/o Project PM Peak Year ID: Tuscan Place E/W St: NW 5 Street NIS St: NW 7 Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 2 1 1 0 0 0 0 1 0 1 1 1 LGConfig Volume Lane Width RTOR Vol L T R 371 108 32 12.0 12.0 12.0 0 TR 419 29 12.0 0 L TR R 137 178 684 12.0 12.0 12.0 0 Duration 0.25 Area Type: All, other areas Grp Capacity Signal Operations L Phase Combination 1 2 3 4 739 R 5 6 7 EB Left A NB Left Thru A Thru A Right A Right A Peds Peds WB Left SB Left A Thru Thru A Right Right A Peds fight Peds EB Right fight WB Right Green 35.0 45.0 Yellow 4.0 4.0 All Red l 0 Appr/ Lane Lane Group Grp Capacity Eastbound L 1362 T 739 R 628 Westbound Northbound TR 942 Southbound • 1.0 Cycle Length: 90.0 secs _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS 3502 0.30 0.39 19.1 B 1900 0.16 0.39 18.0 B 18.8 B 1615 0.06 0.39 17.2 B 1883 0.52 0.50 15.7 B 15.7 B L 85 169 1.75 0.50 405.0 F 950 1900 0.20 0.50 12.6 B 82.8 F 808 1615 0.92 0.50 36.4 D Intersection Delay = 50.7 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1 Analyst: Inter.: NW 4 St/S River Dr/NW 7 Ave Agency: 403199 Area Type: All other areas Oject 10/9/2003 Jurisd: Miami, FL od: Future w/o Project PM Peak Year ID: Tuscan Place E/W St: NW 4 Street/S River Drive NIS St: NW 7 Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound NorthboundSouthbound L T R L T R L T RL T R No. Lanes 0 2 0 1 1 1 0 2 0 0 1 1 LGConfig LTR L TR R TR T R Volume 24 7 14 11 19 192 230 9 446 237 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 0 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru A Thru A Right A Right A Peds Peds WB Left A SB Left Thru A Thru A Right A Right A .Peds Peds Right EB Right Right WB Right Green 15.0 26.0 Yellow 4.0 4.0 All Red 1.0 40.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 478 2867 0.11 0.17 31.9 C 31.9 C Westbound L 229 1372 0.06 4.17 31.7 C TR 31.7 1900 0.07 0.17 31.7 C 50.0 D R 269 1615 0.81 0.17 53.0 D Northbound TR 1037 3590 0.26 0.29 24.7 C 24.7 C Southbound 549 1900 0.92 0.29 52.5 D 44.4 D if 467 1615 0.58 0.29 29.1 C Intersection Delay = 41.0 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Inter.: S River Dr/NW 7 Ave Agency: 403199 Area Type: All other areas Oect: 10/9/2003 Jurisd: Miami, FL od: Future w/o Project PM Peak Year ID: Tuscan, Place E/W St: S River Drive NIS St: NW 7 Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound South: L T R L T R L T R L T N L and R o. anes 0 2 0 1 1 1 0 2 0 0 1 1 LGConfig LTR Area L TR R TR T R Volume 130 54 78 11 19 192 230 9 446 237 Lane Width 12.0 3 4 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol. 0 0 0 0 Eastbound LTR 1271 3365 0.23 0.38 19.2 B 19.2 B Westbound L 301 1805 0.04 0.17 31.5 C TR 317 1900 0.07 0.17 31.7 C 50.0 D R 269 1.615 0.81 0.17 53.0 D [northbound rR 1037 3590 0.26 0.29 24.7 C 24.7 C Southbound 549 1900 0.92 0.29 52.5 D 44.4 D 467 1615 0.58 0.29 29.1 C Intersection. Delay = 37.2 (sec/veh) Intersection LOS = D Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru A Thru A Right A Right A Peds Peds WB Left A SB Left Thru A Thru A Right A Right A Peds Peds NIM6Right EB Right ight WB Right Green 34.0 15.0 26.0 Yellow 4.0 4.0 4.0 All Red 1.0 1.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (S) v/c g/C Delay LOS Delay LOS Eastbound LTR 1271 3365 0.23 0.38 19.2 B 19.2 B Westbound L 301 1805 0.04 0.17 31.5 C TR 317 1900 0.07 0.17 31.7 C 50.0 D R 269 1.615 0.81 0.17 53.0 D [northbound rR 1037 3590 0.26 0.29 24.7 C 24.7 C Southbound 549 1900 0.92 0.29 52.5 D 44.4 D 467 1615 0.58 0.29 29.1 C Intersection. Delay = 37.2 (sec/veh) Intersection LOS = D Future with Project • • HCS2000: Signalized Intersections Release 4.1 0.46 Analyst: inter.: NW 6 Street/NW 7 Avenue Agency: ##03199 Area Type: All other areas (sec/veh) : 10/9/2003 Jurisd: Miami, FL od: Future w/ Project *3i�ect PM Peak Year ID: Tuscan Place E/W St: NW 6 Street NIS St: NW 7 Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 0 0 0 2 0 1 0 2 0 0 2 0 LGConf ig L R T T Volume 168 181. 765 831 Lane Width 12.0 12.0 12.0 12.0 RTOR Vol 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 Thru Thru A Right Right Peds Peds WB Left A SB Left Thru Thru A Right A Right Peds ight Peds EB Right ight WB Right Green 29.0 52.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 90.0 Intersection Performance Summary APPS'/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS East Westbound L 1128 3502 0.17 0.33 R 520 1615 0.40 0.32 Jorthbound 1 2086 3610 0.43 0.58 southbound 22.0 C 23.2 C 24.3 C 10.8 B 10.8 B C9 2086 3610 0.46 0.58 11.1 B 1.1.1 B Intersection Delay = 13.1 (sec/veh) Intersection LOS = 2 HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Inter.: NW 5 Street/NW 7 Avenue Agency; ##03199 Area Type: All other areas Date: 10/9/2003 Jurisd: Miami, FL od: Future w/ Project PM Peak Year ect ID: Tuscan Place St: NW 5 Street NIS St: NW 7 Avenue No. Lanes LGConf ig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 2 1 1 L T R 371 131 32 12.0 12.0 12.0 0 0 0 0 0 TR 419 12.0 N 29 n Southbound L T R 1 1 1 L TR R 137 178 699 12.0 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Yellow Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left Thru A 1.0 Thru A Right A Right A Peds Peds Performance Summary WB Left Lane SB Left A Thru Lane Group Approach Thru A Right Right A Peds Capacity Peds v/c g/C EB Right J*Right tight WB Right Eastbound n 35.0 45.0 Yellow 4 . 0 4.0 All Red 1.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary .lppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 1362 3502 0.30 0.39 19.1 B T 739 1900 0.19 0.39 18.3 B 18.8 B R 628 1615 0.06 0.39 17.2 B v�Jestbound gorthbound rR 942 1883 0.52 0.50 15.7 B 15.7 B Southbound 85 169 1.75 0.50 405.0 F CR 950 1900 0.20 0.50 12.6 13 84.6 F 808 1615 0.94 0.50 40.0 D Intersection Delay = 51.5 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1 Analyst: Agency: #03199 Date: 10/9/2003 od: Future w/ Project PM Peak ect ID: Tuscan Place St: NW 4 Street/S River Drive Eastbound L T R Inter.: NW 4 St/S River Dr/NW 7 Ave Area Type: All other areas Jurisd: Miami, FL Year . NIS St: NW 7 Avenue SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R No. Lanes 0 2 0 1 1 1 LGConfig LTR L TR R Volume 29 7 14 11 19 195 Lane Width 12.0 12.0 12.0 12.0 RTOR Vol 0 0 0 2 0 TR 233 9 12.0 N Southbound L T R 0 1 1 T R 450 248 12.0 12.0 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 Thru A Right A Right A Peds Peds WB Left A SB Left Thru A Thru A Right A Right A Peds Peds 1 Right EB Right Right WB Right n 15.0 26.0 i e L. -Low 4.0 4.0 0 All Red 1.0 40./0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 471 Westbound L 227 TR 317 Ei 269 Vorthbound rR 1037 Southbound 2825 0.12 0.17 1364 1900 1615 3590 0.06 0.17 0.07 0.17 0.83 0.17 0.27 0.29 32.0 C 31.7 C 31.7 C 54.8 D 24.8 C 32.0 C 51.7 D 549 1900 0.93 0.29 53.9 D 45.3 D 467 1615 0.60 0.29 29.8 C Intersection Delay = 41.9 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Inter.: S River Dr/NW 7 Ave Agency: #03199 Area Type: All other areas Elate: 10/9/2003 Jurisd: Miami, FL od: Future w/ Project PM Peak Year ect ID: Tuscan Place St: S River Drive NIS St: NW 7 Avenue SIGNALIZED .INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes LGConf ig Volume Lane Width RTOR Vol 0 2 0 LTR 142 54 78 .12.0 0 1 1 1 L TR R 11 19 195 12.0 12.0 12.0 0 0 2 0 TR 233 9 12.0 0 0 1 1 T R 450 248 12.0 12.0 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 Thru A Right A Right A Peds Peds WB Left A SB Left Thru A Thru A Right A Right A Peds Peds ,L Right EB Right fight WB Right n 34.0 7.5.0 25.0 Zell -ow 4.0 4.0 4.0 7M Red 1.0 1.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary "kppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate .3rp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound QTR 1272 3368 0.24 0.38 4estbound 301 1805 0.04 0.17 rR 317 1900 0.07 0.17 Z 269 1615 0.83 0.17 'northbound 2 1037 3590 0.27 0.29 7outhbound 19.3 B 19.3 B 31.5 C 31.7 C 51.7 D 54.8 D 24.8 C 24.8 C 549 1900 0.93 0.29 53.9 D 45.3 D 467 1615 0.60 0.29 29.8 C Intersection Delay = 37.9 (sec/veh) Intersection LOS = D Two -Way Stop Control Wage 1 of I TWO-WAY STOP CONTROL SUMMARY enera information I.Rifa n-rm:%fi ,n n ersec Ionree nveway JurisdictionMia-miFL , Analysis Year Project ascan Mce W1 «, �««VJ L LQ0:-vv4V01 lotuuy reriou tnrs}: v.eo Vehicle Volumes and Adjustmenis Major Street EastboundWestbound Movement Volume Peak -Hour Factor,0.95 05 0.95 Hourly Flow Rate, RFR 0 0 0 2947 Percent Heavy Vehicles 0-� --zMe 0 Median Type n RT Channelized 0 0 Lanes 0 0 0 0 2 0 Configuration LT T ps ream SIgnal r StreetNorthbound Southbound men9 10 TT 12 L T R L T R me ;Percent -Hour Factor, y ow ate, Heavy Vehicies 0 0 0 00 ent Grade (%) 0 0 Flared Approach N /V Storage 0 0 RT Channelized 0 0 Lanes 9 d 5 0 0 0 onfiguration Delay, Queue length, and Levelof Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L (vPh) 29 20 C (m) (vph) 9636 748 IC 0.02 0.03 95% queue length 0.05 0.08 Control Delay 7.2 9.9 LOS A A Approach Delay -- -_ 9.9 oach LOS -- __ A WO TNI COP,vright D 2000 University of Florida, All Rights Reserved Version 4. i file:l;'C:\ INDOWSITEMP1u2 S2C0.TMP 10/14/03 C Appendix E Volume Matrices 0 Tuscan Place - Intersection Assignment 4 33199 • TMC's Intersection. x1 s EXISTING ACKGROUND GROWT FUTURE PROJECT TRIPS FUTURE INTERSECTION MOVEMENT PM Growth rate: 2.0% fNo.ofyears: W/o WITH In Out Tota! PEAK HR 2 PROJECT 48 31 79 PROJECT NBL 0 0 0 0 0 0 0 NBT 735 765 765 0 0 0 765 NBR 0 0 0 0 0 0 0 SBL 0 0 0 0 0 0 0 SBT 799 834 831 0 0 0 831 NW 7 Avenue l SBR 0 0 0 0 0 0 0 NW 6 Street EBL 0 0 0 0 0 0 0 EBT 0 0 0 0 0 0 0 EBR 0 0 0 0 0 0 0 WBL 147 153 153 0 15 15 158 WBT 0 0 0 0 0 0 0 WBR 170 177 177 0 4 4 181 T AL 1851 1926 1926 0 19 19 1945 NBL 0 0 0 0 0 0 0 NBT 403 419 419 0 0 0 419 NBR 28 29 29 0 0 0 29 SBL 132 237 137 0 0 0 137 NW 7 Avenue I SBT 471 178 178 0 0 0 178 Nw 5 Street i SBR 657 684 684 0 15 15 699 North River Drive EBL 357 1 371 371 0 0 0 371 EBT 104 108 108 23 0 23 131 EBR 31 32 32 0 0 0 32 W8L 0 0 0 0 0 0 0 WBT 0 0 0 0 0 0 0 WBR 0 0 0 1 0 0 1 0 0 TOTAL 1883 1959 1959 23 15 38 1997 NBL 0 0 0 0 0 0 0 NBT 221 230 230 3 0 3 233 NBR 9 9 9 0 0 0 9 SBL 0 0 0 0 0 0 0 SBT 429 446 446 0 4 4 450 SBR 228 237 237 0 11 11 248 NW 8 Avenue I EBL 23 i 24 24 5 Q 5 29 NW 4 Street i EBT 7 7 7 0 0 0 7 South River Drive EBR 13 14 14 0 0 0 14 WBL 11 11 11 0 0 0 11 WBT 18 19 19 0 0 0 19 WBR 185 192 192 3 0 3 195 SEBL 125 130 130 12 0 12 142 SEBT 52 54 54 0 0 0 54 SEBR 75 78 78 0 0 0 78 TOTAL 1 1396 1 1190 1190 11 15 1 26 215NBL NBL 0 0 0 0 19 19 —1216--- 19 NBT 0 0 0 0 0 0 0 NBR 0 0 0 0 0 0 0 SBL 0 0 0 0 0 0 0 SBT 0 0 0 0 0 0 0 Driveway I NW 6 SBR 0 0 0 0 0 0 0 Street EBL 0 0 0 0 0 0 0 EBT 0 0 0 0 0 0 0 EBR 0 0 0 0 0 0 0 WBL 0 0 0 28 0 28 28 WBT 317 330 330 0 0 0 330 WBR 0 0 0 0 0 0 0 TOTAL 317 330 330 28 19 47 377 NBL 0 0 0 14 0 14 14 NBT 0 0 0 0 0 0 0 NBR 0 0 0 0 0 0 0 SBL 0 0 0 0 0 0 0 SBT 0 0 0 0 0 0 0 NW 6 Avenue i SBR 0 0 0 0 0 0 0 Driveway EBL 0 0 0 0 0 0 0 EBT 0 0 0 0 0 0 0 EBR 0 0 0 0 12 12 12 NBL 0 0 0 0 0 0 0 WBT 0 0 0 0 0 0 0 WBR 0 0 0 0 0 0 0 T AL 0 0 0 14 12 26 26 4 33199 • TMC's Intersection. x1 s • r� u C, Traffic Control Plan 0 TUSCAN PLACE TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. Implementation of these items will result in a minimum of ten percent (10%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts ® against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. W:\03\03199\JE\WORD�TRAFFICCONTROL. DOC l� u