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Home My WebLink AboutTAB N - Traffic StudyS DEL M U � TRAFFIC i M PACT STUDY Brisas Del Rio MUSP Traffic Impact Study Prepared by: David Plummer & Associates, Inc. December 2004 DPA Project #04199 Brisas Del Rio MUSP Traffic Impact Study TABLE OF CONTENTS Page List of Exhibits ii EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective 2 2.0 EXISTING TRAFFIC CONDITIONS 4 2.1 Data Collection 4 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 4 2.1.3 Intersection Data 6 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 11 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 4.0 FUTURE TRAFFIC CONDITIONS 13 4.1 Background Traffic 13 4.2 Committed Developments 13 4.3 Project Traffic 13 4.3.1 Project Trip Generation 13 4.3.2 Project Trip Assignment 15 4.4 Future Corridor Capacity Analysis 19 4.5 Future Intersection Capacity Analysis 19 4.6 Site Access 23 5.0 CONCLUSIONS 24 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Metrobus Transit Ridership Intersection Capacity Analysis Worksheets & Queuing Analysis Committed Development Information Page i Brisas Del Rio MUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Paae 1 Location Map 3 2 Existing PM Peak Traffic Volumes 5 3 Existing Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 5 Person -trip Volume and Capacity — Existing Conditions Matrix 10 6 Existing Intersection Capacity Analysis Results 11 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 Vehicular Trips Assignment 18 11 Person -trip Volume and Capacity — Future Conditions Matrix 20 12 Project PM Peak Hour Vehicular Volumes 21 13 Future with project PM Peak Vehicular Volumes 22 14 Future Intersection Capacity Analysis 23 Page ii Brisas Del Rio MUSP Traffic Impact Study EXECUTIVE SUMMARY The Brisas Del Rio project is a proposed mixed use development located north of NW 15 Street between 23 and 24 Avenues along the Miami River (see Exhibit 1). The project consists of 4,407 SF of retail space, 698 residential units and 40 marina berths. Primary access to the site is proposed on NW 24 Avenue with additional driveways on NW 16 Street Road, NW 24 Avenue and NW 15 Street. Build out for the project is planned for 2006. 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 thresholds. 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. Analysis of future traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Minor signal timing modifications are recommended for the intersection of NW 22 Avenue / NW 14 Street in order to enhance overall intersection operations under existing conditions. 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. Page 1 Brisas Del Rio MUSP Traffic Impact Study 1.0 INTRODUCTION The Brisas Del Rio project is a proposed mixed use development located north of NW 15 Street between 23 and 24 Avenues along the Miami River (see Exhibit 1). The project consists of 4,407 SF of retail space, 698 residential units and 40 marina berths. Primary access to the site is proposed on NW 24 Avenue with additional driveways on NW 16 Street Road, NW 24 Avenue and NW 15 Street. Build out for the project is planned for 2006. 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 20 Street to the north, NW 11 Street to the south, NW 27 Avenue to the west and NW 22 Avenue to the east. Corridor capacity analysis was performed for the segments of NW 14 Street and NW 22 Avenue. Intersection capacity analysis was performed for the following intersections: • NW 15 Street / NW 24 Avenue • NW 15 Street / NW 23 Avenue • NW 14 Street / NW 23 Avenue • NW 14 Street / NW 22 Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. This method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through increased private vehicle occupancies, making mass transit a full partner in the urban transportation system. Page 2 dPa PROJECTS BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TITLE: LOCATION MAP EXHIBIT No. 1� Page 3 Brisas Del Rio MUSP Traffic Impact Study 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics NW 22 Avenue NW 22 Avenue is a major arterial that provides north/south access throughout Miami Dade County. NW 22 Avenue within the study limits is a four -lane roadway. On -street parking is prohibited on the roadway. There is no posted speed limit sign within the study area. NW 14 Street NW 14 Street is two-way, two-lane, undivided roadway which provides east/west access in the study area. On -street parking is permitted within the study limits and there are no posted speed limit signs within the study area. 2.1.2 Traffic Counts Consistent with the methodology submitted to and approved by the City, peak period vehicle turning movement counts and 24-hour directional counts were collected at the intersections and segments under study. Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix B. Exhibit 2 shows the adjusted 2004 PM peak season, peak period hour traffic volumes at the study intersections. Page 4 dPa PROJECTS BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TITLE: EXISTING PM PEAK TRAFFIC VOLUMES EXHIBIT No. 2 Page 5 Brisas Del Rio MUSP Traffic Impact Study 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. Page 6 dPa PROJECTS BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TITLE: EXISTING LANE CONFIGURATION EXHIBIT No. 3� Page 7 Brisas Del Rio MUSP Traffic Impact Study 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor capacity method. The methodology for this analysis is outlined in the Miami Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by FDOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (metrobus) ridership and capacity were obtained from Miami Dade County. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix C. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person - trip capacity of the vehicular traffic system. The bus capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. 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 Page 8 Exhibit 4 Existing Corridor and Transit Conditions Corridor From To Roadway Conditions (vehicles) Transit Conditions (persons) Dir Existing Lanes Count Source! Period Raw PM Peak Hour Volume Peak Season Faotor PM Peak Hour Volume Dir Max Service Volume La Total Bus. Ridership [2] Bus Capacity 121 Total Metrorail Ridership 121 Metrorail Capacity [21 Total Metromover Ridership [21 Metromover Capacity [21 Total Transit Ridership I21 Transit Capacity [21 NW 22 AVENUE NW 14 STREET NW 20 STREET NW 14 STREET NW 24 AVENUE NW 22 AVENUE NB SB EB WB 2L 2L 1L 1L DPA - PM DPA - PM 1191 1250 414 561 1.03 1.03 1.03 1.03 1226 1287 426 578 1660 1660 810 810 19 4 2 0 152 152 52 52 19 4 2 0 152 152 52 52 Notes; [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOTs Quality/Level of Service Handbook [2] Transit and roadway information obtained from Miami Dade County Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix CORRIDOR FROM TO Roadway Mode Transit Mode Segment Total Dir (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity @PPV=1.6 (a)' 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume JPPV=1.4 (51' 1.4 (e) Excess Pers-Trip Capacity ib) - (d) (f) Total Pers-Trip Capacity (g) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (f)-(g) (i) Segment Pers-Trip Capacity (b)+(f) 0) Segment Pers-Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity (i)-(j) (I) Segment Person Trip LOS vlc il)/(i) NW 22 AVENUE NW 14 STREET NW 20 STREET NW 14 STREET NW 24 AVENUE NW 22 AVENUE NB SB EB 1 WB [1] 1660 1660 810 810 [21 2656 2656 1296 1296 _ [31 1226 1 1287 426 578 _ (41 1717 1802 597 809 939 854 699 487 t5] 152 152 52 52 [6] 19 4 2 0 133 148 50 52 2808 2808 1348 1348 1736 1806 599 809 1072 1002 749 539 0.62 0.64 0.44 0.60 M D D D D Notes: [1 ] The Roadway Vehicular Capacity is obtained from Exhibit 4. [2] Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. 141 Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [6] The Total Transit Person -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C). Brisas Del Rio MUSP Traffic Impact Study general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. All intersections operate within the LOS E standard adopted by the city. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. Exhibit 6 2004 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U LOS Existing Signal Timing LOS Modified Signal Timing NW 14 Street / NW 22 Avenue S C C NW 14 Street / NW 23 Avenue U* C - NW 15 Street / NW 23 Avenue U* A - NW 15 Street / NW 24 Avenue U* A - U= unsignalized S= signalized *Minor street approach LOS reported for unsignalized HCM analysis. Source: DPA Page 11 Brisas Del Rio MUSP Traffic Impact Study 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2003 Miami -Dade County Transportation Improvement Program (TIP) and the 2025 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. Page 12 Brisas Del Rio MUSP Traffic Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative one-half (0.5) percent growth factor was added to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 Updated through August 2004. 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. There is one major project in the study area, Terrazas de Miami River, which is east of NW 22 Avenue. The committed development project information is included in Appendix E. Traffic generated by this development was distributed using the traffic report provided by the City of Miami. Future traffic volumes were projected for the build -out year 2006. Exhibit 7 shows the projected turning movement volumes without the project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation will be based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 13 dPa PROJECTS BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TITLE: FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 7� Page 14 Brisas Del Rio MUSP Traffic Impact Study using Increment II of the Downtown DRI as a guideline together with the approved methodology: • 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 10% for transit/pedestrian/bicycle based on transit service provided. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 8. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 750, 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. Page 15 Exhibit 8 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips Residential Condominium/Townhouse Retail Marina 698 DU 4,407 SQ. FT. 40 Berths 230 814 420 67% 44% 60% 198 14 4 33% 56% 40% 98 18 3 296 32 7 GROSS VEHICLE TRIPS _ 1640/0 216 1 36% 119 I 335 Internalization (1) I -2 I -1 I -3 SUBTOTAL VEHICLE TRIPS 1 64% 214 I 36% 118 I 332 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (2) Transit/Pedestrian / Bicycle Trip Reduction @ 10,00% of Gross Extemal Trips (3) 64% 64% 34 21 36% 36% 19 11 53 33 NET EXTERNAL VEHICLE TRIPS 64%0 159 36% 87 246 1 I I Net External Person Trips in Vehicles C 1.40 Persons/ Vehicle 1 64% 222 I 36% 122 1 344 Notes (1) Per ITE Trip Generation Handbook, October 1998 (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit/Pedestrian / Bicycle Trip Reduction based transit service provided. Brisas Del Rio MUSP Traffic Impact Study Exhibit 9 Cardinal Distribution of Trips Cardinal Direction Distribution TAZ 750 NNE 11.16% ENE 11.66% ESE 13.10% SSE 7.13% SSW 13.58% WSW 15.85% WNW 13.86% NNW 13.66% Total 100% Source: Miami Urban Area Transportation Study Page 17 dPa PROJECTS BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TITLE: PROJECT TRIP ASSIGNMENT EXHIBIT No. 10� Page 18 Brisas Del Rio MUSP Traffic Impact Study 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the committed development and background growth person -trips to obtain the total year 2006 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 and committed development trips were combined with the adjusted 2004 existing traffic to get the total year 2006 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 12 shows the project PM peak hour project volumes and Exhibit 13 shows the total (with project) PM peak hour vehicular traffic volumes at the intersections under study. All intersections operate within the LOS E standard adopted by the city. However, in order to enhance overall intersection operations under future without project conditions, minor signal timing modifications are recommended at NW 14 Street / NW 22 Avenue. Exhibit 14 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. Page 19 Exhibit 11 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) (f) (g) (h) (i) (j) Existing Future Committed Future Future Future wlout Proj Project Total Future Future with Proj Corridor Dir Pers-Trip Bkg. Development Pers-Trip Pers-Trip Pers-Trip Pers-Tnp Pers-Trip Pers-Trip Pers-Trip Volumes Pers-Trip Pers-Trip Volumes Capacity v/c LOS Volume Volumes Capacity v/c LOS 0.5% In=223 From To 2 (b)+(c) (d)/(e) Out=121 Sd)+(g) (h)/(i) [1l [2] [3] [4] [5] 13] [4] NW 22 AVENUE NW 14 STREET NW 20 STREET NB 1736 1753 10 1763 2808 0.63 D 24 1787 2808 0.64 D SB 1806 1824 16 1840 2808 0.66 D 45 1884 2808 0,67 D NW 14 STREET NW 24 AVENUE NW 22 AVENUE ES 599 605 0 605 1348 0.45 D 42 647 1348 0.48 D WB 809 817 0 817 1348 0.61 D 78 695 1348 0.66 D Notes: [1 ] The Existing Person Trip Volume is obtained from Exhibit 5, column (j) [2] Year 2006 Background Person Trip Volume is derived by applying a 0.5% growth factor to the existing person -trip volume [3] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation [4] The Person Trip LOS is provided consistent with the FDOTs Quality/Level of Service Handbook (see Appendix C) [5] Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips(Vehicles + Transit)) X - DRIVEWAY LOCATION XX - ENTER (XX) - EXIT dPa PROJECTS BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TITLE: PM PEAK PROJECT TRAFFIC VOLUMES EXHIBIT No. 12 Page 21 dPa PROJECTS BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TITLE: FUTURE WITH PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 13 Page 22 Brisas Del Rio MUSP Traffic Impact Study Exhibit 14 Future Intersection Level of Service Weekday PM Peak Hour Conditions Intersection S/U Future w/o Project Future w/ Project NW 14 Street / NW 22 Avenue S D D NW 14 Street / NW 23 Avenue U* C D NW 15 Street / NW 23 Avenue U* A A NW 15 Street / NW 24 Avenue U* A A U= unsignalized S= signalized *Minor street approach LOS reported for unsignalized HCM analysis. 4.6 Site Access Source: DPA Access to the site is proposed on NW 24 Avenue with additional driveways on NW 16 Street Road, NW 24 Avenue and NW 15 Street via two-way driveways. The project trips were assigned to the driveway and analyzed. Unsignalized HCS analysis results show adequate operations. A queuing analysis for both entering and exiting vehicles was done at the driveway access control points. Results show that sufficient queuing area is provided. The analysis worksheets are included in Appendix D. Page 23 Brisas Del Rio MUSP Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Brisas Del Rio was performed in accordance with the approved methodology submitted to the city. Analysis of future (2006) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded. Minor signal timing modifications are recommended for the intersection of NW 22 Avenue / NW 14 Street in order to enhance overall intersection operations under future without project conditions. 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. MUSP September 2004.doc Page 24 Appendix A Approved Transportation Methodology & Site Plan DAVID PLUMMER & ASSOCIATES, INC. TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Sonia Shreffler-Bogart, PE Brisas Del Rio- #04199 Lilia Medina, B. Benach Jr., file Fax #: Phone #: Date: Pages: (954) 739-1789 (954) 739-1881 August 6, 2004 3 page(s), including cover The Merco Group is pursuing City of Miami approvals for a mixed use project located north of NW 15 Street between 23 and 24 Avenues along the Miami River, in Miami, Florida. The project consists of approximately 4,000 SF of retail space, 698 residential units and 40 marina slips. Primary access to the site is proposed on NW 24 Avenue with additional driveways on NW 16 Street Road, NW 24 Avenue and NW 15 Street via two-way driveways, a site development plan has been attached. 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 are to be collected during the PM (4:00-6:00) peak period at three intersections in the immediate project vicinity. 1. NW 15 Street / NW 24 Avenue 2. NW 15 Street / NW 23 Avenue 3. NW 14 Street / NW 23 Avenue In addition to these intersections, we will analyze the project driveways. •• Segment traffic volumes will be collected as 24-hour machine counts at the following locations: 1. NW 22 Avenue north of NW 14 Street 2. NW 14 Street between NW 24 Avenue and NW 22 Avenue •• Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. •• Raw traffic counts will be adjusted to peak season (for the peak hour period). •• The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. •• Existing and future traffic conditions for the project area corridors (NW 22 Avenue and NW 14 Street) will be established using the person -trip method The methodology for this method is outlined in the Miami 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information Miami Dade County Transit. Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure consistent with Increment II of the Downtown DRI: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (I 1E) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the I lE trip rates (City of Miami's 1.4 vs. I l'E's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits from Increment II of the Downtown DRI. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction based on estimates from Increment II of the Downtown DRI. 5. Establish the net external vehicle trips. 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 Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will be performed at the four study intersections and the proposed project driveways. Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from theMetro-Dade Long Range Transportation Plan Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. If you have any questions you can contact me at (305) 447-0900. traffic meth fax.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpa@dplummer.com Sonia Shreffler Bogart From: Sent: To: Cc: Subject: Sonia, Quazi_Masood URSCorp.com Wednesday, August 11, 2004 3:41 PM Sonia Shreffler Bogart; Raj_ShanmugamigURSCorp.com benachb@bellsouth.net; bfernandez@brzoninglaw.com; Coral Gables Filing; Walford, Kevin C; Medina, Lilia i; Juan Espinosa Re: Brisas Del Rio #04199 Please be adviced that the faxed copy of the methodology letter (dated 8/6/04) for developing the Traffic Impact Analysis report along with the following modifications meets the requirement. Thanks Quazi Masood Transportation Engineer URS Corporation 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale, FL 33309-6375 T: 954.739.1881 (X236) F: 954.739.1789 quazi_masood@urscorp.com http://www.urscorp.com/ "Sonia Shreffler Bogart" To: eguazi masood@URSCorp.com> <sonia.shreffler@dp cc: "Walford, Kevin C" < KWalford@ci miami.fl.us>, "Medina, Lilia I" lummer.com> <1imedinaaci.miami_fl.us>, < Raj_Shanmugam@URSCorp.com>, <bfernandez@brzoninglaw.coma, ebenachb@bellsouth.net>, "Coral Gables Filing" edpa2@dplummer_com> 08/11/2004 10:38 AM Subject: Brisas Del Rio #04199 Quazi: Per our telephone conversation regarding the transportation methodology for the Brisas Del Rio MUSP traffic impact study; in addition to NW 15 Street / NW 24 Avenue, NW 15 Street / NW 23 Avenue, and NW 14 Street / NW 23 Avenue, the signalized intersection of NW 14 Street/NW 22 Avenue will also be analyzed. The study area for this project will be NW 20 Street to the north, NW 11 Street to the south, NW 27 Avenue to the west and NW 22 Avenue to the east. Please confirm your agreement. Thank you for your attention, Sonia Sonia Shreffler-Bogart, PE David Plummer & Associates 1750 Ponce de Leon Boulevard Coral Gables, FL 33134 phone: (305) 447-0900 fax: (305) 444-4986 sonia.shreffler@dplummer.com 2 Site Development Plan Appendix B Traffic Counts & Signal Timings Raw Traffic Counts MN 14TE STREET 5 NW 22ND AVIN MIAMI, FLORIDA COUNTED BY: N. MALONE & I. GONZALEZ srGN1iLI8Eb 8N 22RD AVBBuE From North Peda Right Date 08/24/04 16100 16.15 16;30 Hr Total 0 113 0 95 0 117 1 92 1 416 17:00 0 100 1?:15 0 87 17:30 0 85 Er Total 0 368 TRAFFIC SURVEY SFHC1AL33TS, INC. 624 GARDEN/A TERRACE DELRAY BEACH, FLORIDA 33444 f561; 272-3255 FAX ,561j 171-4382 ALL VEHICLES & PEDS Site Code : 00040173 Start Date: 04124104 Fi1e I,D, 1 143T22av Page 1 NW 14TH ST13ET 11NV 22140 AVENUE From Past iFrom South Thru Left Pedt Right Thru Left Peds Right Thrtt 247 3 1 5 2 193 14 1 2 0 259 5 0 3 3 277 6 IL 6 1 976 24 2 16 6 1 6 5 1 13 248 4 0 1] 1 1 150 3 2 3 1 6 232 2 1 5 3 1 205 5 0 1 J 1 935 14 4 20 7 9 'TOTAL' 1 784 1911 Left NW 14TH 5TREET From West Vehicle Peds Right Thru Left Total 0 2 248 0 4 263 0 1 255 2 3 253 0 10 1029 0 6 3 3 1 290 259 229 2.31 44 42 27 43 156 41 54 39 41 2 0 0 - 4 6 51 7 44 67 39 3 52 703 50 3 S3 781 39 l 47 , .128 179 14 196 3C35 2 56 3 52 821 0 69 2 62 199 0 48 2 41 696 D 45 _ 47 6E1 13 1010 174 3 218 8 209 ?985 38 E 6 36 13 22 2 23 2039 330 I 6 397 22 405 1 6020 NW /4Tfi STREET Hif 22ND *WI MIANI, PLMRIDA COUNTED 5Y. N. iWLU! & I. GONZALdz SIGNALIZED NK 2210 AVENUE From ROrtd Peds Right Thru Left Date O11124/04 -... NW 14TH STREET 330 13 1,127 784 TRAFFIC SURVEY SPECIALISTS, INC. 424 GARDENIA TERRACE DELRAY BEACH, FI,CEIDA 33444 561) 272-325! FAX (5 1) 272-43E1 ALL VRNELES & PSDS NW 14TA STREET INN 22ND AVE From Easi iftom SOuth Peds Right Thru Left 4 ?eh Right. 1 784 1 784 405 405 22 NW 22ND AVENUE • 1,911 38 1, 911 38 E 2,733 5,213 22 824 397 397 l 1, 951 Site Code : 0004:173 Start pate: 08/24/04 Pile I.D. : 14ST22Av Page : 2 IN 14TR STREET Iron West vehicle Thru Left Peds nigh; Thru Let: Tote; 405 2,039 36 2,480 ALL VEHICLES & PBDS Intersection Total 6,020 22 1,911 397 2,330 4,722 • 330 330 NW 22ND AVENUE 154 36 36 71 13 2,392 -- ----- 2,039 23 2 13 22 22 83 NW 14TH STREET 2,039 23 2 38 22 23 1 14T1 STREET a EN 22ND 1VEEE MXI, FLORIDA "OUTS>} BY. N. NALOIs & I. GONZALBZ IGIAL'. ID TA:AFPIC SOR7EY SPECIAL1SrS, INC. 624 GARDIINIA TEUACI DELRAY BEAU, FLORIDA 33444 (561) 272.3255 FAX 1561) 272-4381 ALL VIRICI,BS i AIDS Sate Code : 00640173 Start Date: 08/24/04 File I.D. 145112AV Page : 3 8R 22ND AMU Prom North Ptds Right Trim Left Jets Oa/24/04. - NW 14TE STUNT Proms East Peds Right Thru Lett ,NM 22ND AY3i1tUR From South Pede Right Thra Left INR 14TR STREET IlFron Nest Vetit:e Peds Right ,Ihry Lett Total. 'eat Sour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 08124/04 Teak start 16:30 16:30 16.30 rc2 re 403 1034 19 - 23 6 13 'ercent 281 73% it - 551 141 314 =k total 1455 42 Iighest 16:30 17:00 Iolume 117 259 5 11 1 (L total 381 13 UHF .95 .91 t+IW 14TH STREET 165 6 403 214 214 574 403 1245 17:00 337 92 NW 22ND AVENUE • 1,034 18 1 403 1,034 t. 1,455 9 214 214 437 18 2,759 13 1067 165 1.4 80 131 6 290 41 214 1,067 23 1,304 ALL VEHICLES 4k ?EDS ,011 82 Intersection Total 3,179 I 13 1,034 214 1,261 2,506 165 165 NW 22ND AVENUE 42 1,245 1,067 1,067 1 16:30 437 17:1S 133 .01 214 9 214 49t 2% 491 69 2 62 23 23 6 6 13 13 40 NW 14TH STREET 18 9 13 NN 1479 STR$ET i NV 231D AYIN KIAN1, FLDRIDA COUNTED B} : JACK Mum NOT SIGNALISED NW 23RL AV6N1J0 Prom North TRAPPIC SCRVBT SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY EWE, FIAPIOA 33444 561) 272.3255 FAX (561) 272-4381 ALL VYSICLES & P$OS Peds Right Thru Lett Date 05/24/04 1600 16:15 16:30 16 :4S_ Er Total 17:00 17:15 17:30 17:45 Sr Total 0 1 2 0 3 4 0 0 1 5 0 0 0 Il 5 0 0 1 0 2 0 1 0 5 0 3 0 6 0 0 0 2 0 4 0 1 0 7 'TOTAL' 8 1 0 NN 14T1 SMUT From Yost Redo Right Thu left DRIVIVAY Prom South Redo Right Thra 1 2 167 0 0 1 143 0 0 1 153 0 0 2 13fi D 1 6 599 0 0 0 0 0 0 1 0 3 159 0 146 0 126 0 126 557 0 2 0 1 0 2 0 0 0 2 Site Code : 00040173 Start Date: 08/24/04 File I,D. , 14ST23AV Page :1 NV 14TR STUNT Frot West Left PedE light Thru Lett 0 0 0 0 0 0 0 0 0 0 0 0 0 9 Vehicle Total 0 102 0 D 94 1 0 113 0 0 11 1 273 240 267 223 0 0 390 2 1003 0 0 109 0 0 0 131 0 0 0 93 0 D 0 94 1 0 0 427 1 13 1 1 5 1156 269 280 223 ;15 997 5 1 0 0 0 0 817 3 1 2000 IN 14TA STREET 4 1I1i 23RD AVENUE M1AMI, F10YIDA COPTED ET: JAC! AP!4AINE NOT SIGNALISED RN 23RD AVENUE Prot Worth Peds Right Thru Left Date 01/24'04 g 8 TRAFFIC SURVEY SPECIALISTS, INC, S24 GARDENIA TERRACE DELRAY MACE, FLORIDA 33444 6561J 272-3255 FAA 6561} 272.4381 ALL HEMS A PDS Site Code : 000401Ts Start Date: 08/24/04 File I.D. 14ST23A4 Page : 2 VW 1111 STRIP DRIYINAT Prom last iProm Sot Peds Right Thre Left j Pede Right Thru OW 14TR STREET Prom west Left , Peds Right Thrt Left , Total 1 NW 14TH STREET 0 1,156 1 1,157 3 3 817 1 NW 23RD AVENUE 0 14 817 820 0 0 1,977 13 13 26 3 0 9 12 ALL VEHICLES & PEDS 1,99 Intersection Total 2,000 0 0 0 0 1 0 DRIVEWAY 0 Vehicle 9 9 1,165 1,156 1 0 0 1,156 0 0 831 NW 14TH STREET 13 817 1 NW 14TF STRUT i NV I5RD RVSk7E MU NI, FLORIDA CCCNT8D BY: CA.T IRNAI I NOT SIINAIIZLD NI 23RD AVENUE From North Peels Right Thru Lett Date 08/24/04 ---- Peak Nor Aaa13•aia ay Peak Start 14:30 Volame 1 Percent - 179 Di Pk total 6 Highest :4:45 %hale - 0 0 Hi total 1 PHF ,50 NW 14TH STREET 0 594 595 1 fflf 14TH STREET Prod East TRAFFIC SURVEY SPICIAL:STS, INC. 624 GARDRNIA TERPACF D$LM BEACR, PLORXDL 33444 15611 272-3255 PAI (5611 2.72-4381 AIL V81I1CL1S & PEDS DRIVEWAY Froa Smith Ped$ Right Thru Left Peds Right Entire Intersection for 16.3D 839 590 17:00 140 .93 Site Code : t0040173 Start Date: 08/24/04 File I.C. : 14ST23AV Page 3 f11 14111 STREET From Kest Veti:1e Tbru Lett Peds aright Thru Left Total the Fe:iod: 16:0D to i1:00 on 08124104 14;30 4 594 0 - 0 0 It 99# 01 Ot 01 0 16:00 1 155 C 0 .0 NW 2 3 RD AVENUE 6 •. 1 0 5 6 1 0 5 t 6 1 t 11 1 1 1 434 ,030 434 435 0 0 0 1 0 4 5 ALL VEHICLES & PEDS 1,03 Intersection Total 1,039 0 0 0 0 0 0 DRIVEWAY 0 0 01 16:30 0 434 I • 01 :00t 0 435 17:15 131 .83 0 131 4 4 598 594 0 0 0 L 594 0 0 439 NW 14TH STREET 5 434 0 15TE STRBBT & IN 231D AVINUE .AMI, FLORIDA CL'h"$D BI: LUIS PALOMINO ,SOT , IC1ALIIID TRAFFIC SORVfl SPECIALISTS, INC. 624 GARDENIA TORRACB DILRAT BRACL FLORIDA 33444 (561) 272-3255 PAX (5611 272.4381 ALL MUCUS CLSS & PEDB NI 23RD AVMS 1111 15TH STA$IT Prom South From Beet Vehicle Other Veda Kett Palls Right Total Total Date O8/24/04 - 16:00 0 2 1 2 4 1 16:15 1 2 0 1 3 0 16:30 0 1 2 1 2 2 16;45 0 3 J 2 5 2 Or Total 0 8 5 6 14 5 17:00 0 1 2 0 1 2 17:15 0 0 2 3 3 2 17:30 0 0 t 5 5 0 IL IL 3 0 1 I, Q Er Total 0 4 4 9 13 4 =TOTAL* 0 12 9 15 1 17 9 Site Code 00040/73 Start Date: 08/24/C4 File I.D. : 15ST23AV Page : 1 W 15TH STEM i NW 3RD AVENUE 4,AMI, FORIDA 20UNTED BY: LJIS PALOMINO +f7T SIGNALIZED NW 23RD ARM Prom South Peds Left Date 09/24/ 4 El 15TE STREET Prom hest 1 Vehicle Pede Eight I Total 71APFIC SURVEY SPECIALISTS, INC. 624 GARDEN:A TEkRACB DELRAY BEACH, FLORIDA 33444 (551; 272.3255 FAX f5E1) 272-43 1 ALL VEHICLES 6 PEDS Other fatal Site Code : 00040113 Start Dale: OP/24;54 File I.D. : 15STI3kY Pace NW 15TH STREET 12 0 0 12 0 0 15 15 15 g 9 7 - ALL VEHICLES & PEDS Intersection Total 27 27 0 12 0 15 15 12 NW 23RD AVENUE 12-�----i 0 0 w 15TH STREET A NM 23 RD AVMS LAk3, FLORIN OWED BY: LUIS PALOMINO 0T SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACE, FLORIDA 33444 (561) 272.1255 FAX (561) 272.4381 ALL VBRICLES it PEDS Site Code 0004O:73 Start Date: 26/ 4fO4 File I.D. . 15ST23AV Page 3 NV 23RD AViEDE From South Pedi Left ate 08/24/04 lilt 15TE STREET Fro' Nest Peda Eight Vehicle Other Total Total elk Hour Analysis Ey Entire ?demotion for the Period: 1610 to 16:00 on 06/24/O4 eaX Ftart 16:45 16:45 glum 4 anent - 104i Yt total 4 ighest 16:45 olutce 3 i total 3 iiF .13 - 1001 10 17:10 5 5 50 rW 15TH STREET 4 0 0 4 10 10 4 ALL VEHICLES & PEDS Intersection Total 14 0 0 10 10 14 4 4 Nw 23RD AVENUE 4 0 0 0 0 iTR STREET i NW 24TA AVEAOE I, FLORIDA !ID 87; PRANA SAl3CF88 SIGNALIZED TRAFFIC SLMRVHT SPItiCIALISTS, :NC. 624 GARD&2A TERRACE DILRAT E2ACA, PLO ICA 33444 (561) 272-3755 FAX (5611 272.43E1 NW 24T1 40188U6 Prom North flight Thru Left 08/24R4 0 0 5 1 0 0 5 0 `ota1 1 9 5 7 77 10 1 15 2 5 36 3 8 0 11 Total S 32 11 0 1 21 1 3 1 1 6 Nil 15TO STREET Prom last ALL VEP.ICLES i ?IDS lilt 24TH AVSI (J Frca South Right Thru Left j Right Thru Left j Night IW ISTII STREET From Hest Thru Left Total Situ Code ; :0040173 ;tart Date; 08/24if4 Pile I.D, 155724AV Page : ! 0 1 1 C 1 1 0 1 3 k 2 5 1 5 2 7 4 3 9 ? '. 7 3 2 8 28 ;1 0 0 1 0 6 1 0 1 1 3 6 3 0 C i 1 4 4 0 1 2 9 4 0 1 4 6 15 12 TAL' 7 59 8 I 9 0 5 0 0 0 0 0 27 22 26 96 3 0 0 21 3 1 0 28 3 3 0 78 0 E I 9 4 1 r 10E 14 53 21 1 16 4 2 202 NV 15TH MIST i NW 24Td AV!<NVI N1AN1, FLDRIDA COVNTRD SY! PRANK SANCRYZ NOT SIGNALIZED TRAFFIC SURVEY SPECIALISTS. INC. 624 GARDENIA TERRACiI DELRAY IIACR, FLORIDA 33444 (561) 772-3255 FAX .t5413 272.4381 NW 2478 AVENUE From Borth NW 1575 STREIT From Past Right Thru Lett 1 Right Ttru ;,eft Date OB{24/S4 NW 15TH STREET 23 2 7 32 2 4 4 22 16 16 r 4 ALL VESICLES 6 PUS t116 24T1 AMUR From South Right Thru Left Site Code ; 0000173 Start Date; OE/24J04 File ..C. ] D24AV Page : 2 Eli ISTE STREET Frca hest Right Thru Left NW 24TH AVENUE 59 59 8 8 74 - r 134 2 53 5 60 ALL VEHICLES & PH S Inte3rseCtion Total 202 174 9 23 59 16 84 23 NW 24TH AVENUE 4 Total 16 90 53 53 5 5 2 2 9 9 26 NW 15TH STREET 8 4 14 NW 25TH STREET i Ali 24TH AVENUE MIAMI, FLORIDA COVETED BY: FUER SWEET NOT SIGRAL.UED TRA?FIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY H ACE, FLORIDA 33444 (561) 272-3255 FJI (561) 272-4381 ALL VEHICLES !x PID8 N4 24TE AVBNUE 'NW i5?9 STREET Pram North Prom Raft Right Thru Left 1 Right Thru Left Date 06/24/04 Peak Roar Analysis Peak start 17:0O totate 6 32 ?anent 141 731 Pk total 44 Hignest 11:30 Volume 3 8 Hi total 12 PRP .9/ By Entire intersection 1700 6 0 I41 01 5 17:15 1 D 2 .62 0 NV 14T1 AVRNDH Prom South INV 15TE STREET Prom xeat Right Thu Left ! Right Thri Lett for the Period: 16:00 to 11:00 17:DC 1 4 5 25 12 201 801 141 5H1 281 41 27:45 1 I 2 4 4 IS .72 0 6 NW 15TH STREET 12 1 19 6 1 4 4 9 NW 24TH AVENUE 32 32 44 3 14 70 Total n 00;24/04 17:DD 9 4 1 641 281 71 14 17:30 3 3 0 6 . 58 1 25 0 26 ALL VEHICLES & PEDS Intersection Total 106 88 i"--' 4 12 32 9 45 12 NW 24TH AVENUE 2 43 25 25 1 5 Site Code : 00040113 Start Date: 01/24j84 File I.D. : 15ST240 Page : 3 0 1 1 4 4 16 NW 15TH STREET 5 4 6 Adjusted Traffic Counts DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS Brisas del Rio Nw 14 Street West of NW 23 Avenue Traffic Survey Specialists, Inc. BEGIN TIME Eastbound lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 23 26 12 9 70 01:00 AM 10 2 3 9 24 02:00 AM 3 2 3 5 13 03:00 AM 2 7 4 3 16 04:00 AM 5 7 4 10 26 05:00 AM 11 10 20 20 61 06:00 AM 44 66 100 119 329 07:00 AM 97 102 114 142 455 08:00 AM 136 114 123 130 503 09:00 AM 131 84 95 80 390 10:00 AM 83 83 85 94 345 11:00AM 87 104 88 84 363 12:00 PM 85 85 83 79 332 01:00 PM 86 95 89 90 360 02:00 PM 81 105 102 87 375 03:00 PM 102 90 110 95 397 04:00 PM 107 100 106 87 400 05:00 PM 107 134 94 93 428 06:00 PM 111 110 86 77 384 07:00 PM 69 80 53 57 259 08:00 PM 62 53 40 65 220 09:00 PM 42 48 47 37 174 10:00 PM 62 42 26 27 157 11:0o PM 22 26 21 20 89 I24-HOUR TOTAL II 6,170 AM Peak Hour: PM Peak Hour: Eastbound Project No.: Count Date: BEGIN TIME WESTBOUND lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 16 6 5 10 37 01:00 AM 10 9 14 5 38 02:00 AM 2 1 10 3 16 03:00 AM 3 5 5 2 15 04:00 AM 6 11 8 10 35 05:00 AM 13 18 21 24 76 06:00 AM 34 49 52 61 196 07:00 AM 64 66 79 93 302 08:00 AM 90 86 91 78 345 09:00 AM 54 71 72 73 270 10:00 AM 68 63 67 69 267 11:00 AM 78 77 84 79 318 12:00 PM 100 70 71 76 317 01:00 PM 91 86 79 79 335 02:00 PM 91 119 108 111 429 03:00 PM 89 104 136 122 451 04:00 PM 159 140 145 136 580 05:00PM 156 139 124 123 542 06:00 PM 140 111 127 99 477 07:00 PM 97 86 87 76 346 08:00 PM 69 55 60 53 237 09:00 PM 48 44 49 42 183 10:00 PM 23 38 31 21 113 11:00 PM 22 19 22 15 78 II24-HOUR TOTAL II 6,003 DAILY TRAFFIC COUNT SUMMARY Time: 07:45 AM Volume: 515 Time: 04:30 PM Volume: 434 AM Peak Hour: PM Peak Hour: 04199 8/24/04 TWO-WAY TOTAL 107 62 29 31 61 137 525 757 848 660 612 681 649 695 804 848 980 970 861 605 457 357 270 167 12,173 AM Peak Hour: Time: 07:45 AM Volume: 360 PM Peak Hour: Time: 04:00 PM Volume: 580 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 07:45 AM 7.2% 58.9% EB 04:30 PM 8.3 57.0% WB Volume: 875 PHF: 0.93 Volume: 1,010 PHF: 0.92 14 st_west_23 ave.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS Brisas del Rio NW 22 Avenue North of NW 18 Terrace Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 49 32 14 20 115 01:00 AM 17 18 16 14 65 02:00 AM 18 8 8 14 48 03:00 AM 14 19 18 12 63 04:00 AM 12 14 26 30 82 05:00 AM 33 42 75 87 237 06:00 AM 102 163 212 230 707 07:00 AM 215 247 291 304 1,057 08:00 AM 266 225 215 246 952 09:00AM 216 214 187 176 793 10:OOAM 230 181 188 188 787 11:00 AM 172 219 226 235 852 12:OOPM 213 185 211 205 814 01:00 PM 218 214 212 193 837 02:00 PM 192 262 225 252 931 03:00 PM 262 245 262 257 1,026 04:00 PM 288 302 293 303 1,186 05:00 PM 336 344 260 255 1,195 06:00 PM 299 296 360 236 1,191 07:00 PM 221 181 184 172 758 08:00PM 166 149 109 118 542 09:00 PM 132 120 120 96 468 10:00 PM 109 105 79 60 353 11:00 PM 57 74 56 37 224 I24-HOUR TOTAL II 15,283 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 30 28 14 22 94 01:00 AM 21 11 17 13 62 02:00 AM 9 8 7 9 33 03:00 AM 13 9 5 6 33 04:00 AM 13 11 15 15 54 05:00 AM 23 32 50 55 160 06:00 AM 86 113 138 148 485 07:00 AM 204 245 264 260 973 08:00AM 288 245 235 250 1,018 09:00AM 228 207 234 179 848 10:OOAM 199 202 173 184 758 11:OOAM 179 215 199 191 784 12:00 PM 216 199 201 196 812 01:00PM 199 175 191 213 778 02:00 PM 196 236 223 231 886 03:00 PM 229 264 278 284 1,055 04:00 PM 326 294 352 315 1,287 05:00 PM 341 341 280 250 1,212 06:00 PM 306 353 336 245 1,240 07:00 PM 220 165 171 175 731 08:00 PM 144 115 106 95 460 09:00 PM 97 93 104 99 393 10:00 PM 67 53 79 46 245 11:00 PM 43 62 38 20 163 II24-HOUR TOTAL II 14,564 DAILY TRAFFIC COUNT SUMMARY Time: 07:15 AM Volume: 1,108 Time: 04:30 PM Volume: 1,276 AM Peak Hour: PM Peak Hour: AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: K-factor: D-factor: 07:15 AM 7.3 51.2% NB 04:30 PM 8.8 51.4% SB 04199 8/24/04 TWO-WAY TOTAL 209 127 81 96 136 397 1,192 2,030 1,970 1,641 1,545 1,636 1,626 1,615 1,817 2,081 2,473 2,407 2,431 1,489 1,002 861 598 387 29,847 Time: 07:15 AM Volume: 1,057 Time: 04:30 PM Volume: 1,349 Volume: 2,165 PHF: 0.96 Volume: 2,625 PHF: 0.96 22 ave_north_18 terrace.xls DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Brisas del Rio Project Number: Count Date: Day of Week: Tuesday 04199 NW 22 Avenue and NW 14 Street 8/24/04 Traffic Survey Specialists, Inc. NW 22 Avenue NW 14 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 44 248 2 294 3 247 113 363 44 7 51 102 1 2 5 8 767 04:15 PM 04:30 PM 42 263 4 309 10 193 95 298 52 3 39 94 6 0 2 8 709 04:30 PM 04:45 PM 27 255 1 283 5 259 117 381 53 3 50 106 5 3 3 11 781 04:45 PM 05:00 PM 43 263 3 309 6 277 91 374 47 1 39 87 1 1 6 8 778 05:00 PM 05:15 PM 41 290 6 337 4 248 108 360 52 3 56 111 1 1 11 13 821 05:15 PM 05:30 PM 54 259 3 316 3 250 87 340 62 2 69 133 6 1 3 10 799 05:30 PM 05:45 PM 38 229 3 270 2 232 85 319 48 2 48 98 1 3 5 9 696 05:45 PM 06:00 PM 41 232 1 274 5 205 88 298 47 1 45 93 1 2 1 4 669 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON DAILY TRAFFIC CONDITIONS NW 22 Avenue NW 14 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 170 1050 12 1,232 20 984 404 1,407 209 11 204 424 11 7 19 37 3,100 PEAK HOUR FACTOR 0.89 0.90 0.77 0.68 0.97 Note: 2003 FDOT Seasonal Weekly Volume Factor = 1.03 22 ave_14 st.xls DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Brisas del Rio Project Number: Count Date: Day of Week: Tuesday 04199 NW 23 Avenue and NW 14 Street 8/24/04 Traffic Survey Specialists, Inc. NW 23 Avenue NW 14 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 0 0 0 0 2 0 0 2 0 102 0 102 0 167 2 169 273 04:15 PM 04:30 PM 0 0 0 0 1 0 0 1 1 94 0 95 0 143 1 144 240 04:30 PM 04:45 PM 0 0 0 0 0 0 0 0 0 113 0 113 0 153 1 154 267 04:45 PM 05:00 PM 0 0 0 0 3 0 0 3 1 81 0 82 0 136 2 138 223 05:00 PM 05:15 PM 0 0 0 0 0 0 0 0 0 109 0 109 0 159 1 160 269 05:15 PM 05:30 PM 0 0 0 0 2 0 1 3 0 131 0 131 0 146 0 146 280 05:30 PM 05:45 PM 0 0 0 0 4 0 0 4 0 93 0 93 0 126 0 126 223 05:45 PM 06:00 PM 0 0 1 1 1 0 0 1 1 94 0 95 0 126 2 128 225 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON DAILY TRAFFIC CONDITIONS NW 23 Avenue NW 14 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 0 0 1 1 7 0 1 7 2 421 0 422 0 595 5 600 1,030 PEAK HOUR FACTOR 0.13 0.44 0.78 0.86 0.93 Note: 2003 FDOT Seasonal Weekly Volume Factor = 1.03 23 ave_14 st.xls DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Brisas del Rio Project Number: Count Date: Day of Week: Tuesday 04199 NW 23 Avenue and NW 15 Street 8/24/04 Traffic Survey Specialists, Inc. NW 23 Avenue NW 15 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 2 0 0 2 0 0 0 0 0 0 2 2 0 0 0 0 4 04:15 PM 04:30 PM 2 0 0 2 0 0 0 0 0 0 1 1 0 0 0 0 3 04:30 PM 04:45 PM 1 0 0 1 0 0 0 0 0 0 1 1 0 0 0 0 2 04:45 PM 05:00 PM 3 0 0 3 0 0 0 0 0 0 2 2 0 0 0 0 5 05:00 PM 05:15 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 05:30 PM 0 0 0 0 0 0 0 0 0 0 3 3 0 0 0 0 3 05:30 PM 05:45 PM 0 0 0 0 0 0 0 0 0 0 5 5 0 0 0 0 5 05:45 PM 06:00 PM 3 0 0 3 0 0 0 0 0 0 1 1 0 0 0 0 4 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON DAILY TRAFFIC CONDITIONS NW 23 Avenue NW 15 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 6 0 0 6 0 0 0 0 0 0 8 8 0 0 0 0 14 PEAK HOUR FACTOR 0.50 N/A 0.38 N/A 0.70 Note: 2003 FDOT Seasonal Weekly Volume Factor = 1.03 23 ave_15 st.xls DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Brisas del Rio Project Number: Count Date: Day of Week: Tuesday 04199 NW 24 Avenue and NW 15 Street 8/24/04 Traffic Survey Specialists, Inc. NW 24 Avenue NW 15 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 4 7 2 13 1 9 0 10 1 0 1 2 1 1 0 2 27 04:15 PM 04:30 PM 2 9 3 14 0 5 1 6 0 0 0 0 1 0 1 2 22 04:30 PM 04:45 PM 3 7 1 11 1 7 0 8 0 0 5 5 1 0 1 2 26 04:45 PM 05:00 PM 2 5 2 9 0 6 0 6 0 0 1 1 2 0 3 5 21 05:00 PM 05:15 PM 1 6 0 7 1 8 1 10 0 0 3 3 1 0 0 1 21 05:15 PM 05:30 PM 3 6 3 12 3 5 2 10 0 1 3 4 1 1 0 2 28 05:30 PM 05:45 PM 4 4 1 9 1 8 3 12 0 3 3 6 1 0 0 1 28 05:45 PM 06:00 PM 4 9 2 15 1 11 0 12 1 0 0 1 1 0 0 1 29 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON DAILY TRAFFIC CONDITIONS NW 24 Avenue NW 15 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 12 27 7 46 4 30 4 38 1 2 8 11 5 1 3 8 104 PEAK HOUR FACTOR 0.75 0.77 0.46 0.40 0.91 Note: 2003 FDOT Seasonal Weekly Volume Factor = 1.03 24 ave_15 st.xls Signal Timings Signal Timings PATTERN SCHEDULE FOR 4490 NW 22 AVE & 14 ST FOR DAY # 4 (SECTION 65) TIME PT OFF NSW F Y R EWW F G Y R NL Y S Y M CYC MIN: 7 19 14 1 5 0 19 7 11 18 4 2 7 14 1 4 1 5 3 70NITE 0/3 100 23 0 8 19 4 2 7 14 1 4 1 5 3 7 68LATE NIG 500 9 7 11 18 4 2 7 14 1 4 1 5 3 70EARLY MO 530 4 12 15 19 4 2 7 14 1 4 1 5 3 75PRE AM 630 5 8 34 19 4 2 7 14 7 4 1 5 3 100AM PEAK 800 2 8 34 19 4 2 7 14 7 4 1 5 3 100AM PEAK 930 6 56 24 19 4 2 7 14 7 4 1 5 3 90MID-DAY 1330 3 56 24 19 4 2 7 14 7 4 1 5 3 90AFT SCH 1530 10 110 35 19 4 2 7 14 26 4 1 5 3 120PM PEAK 1615 7 110 35 19 4 2 7 14 26 4 1 5 3 120PM PEAK 1830 8 61 20 19 4 2 7 14 1 4 1 5 3 80POST PM 2000 12 58 20 19 4 2 7 14 1 4 1 5 3 80EVENING Appendix C FDOT's Quality/LOS Handbook Generalized Tables Metrobus Transit Ridership Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided Level of Service A B C D 100 340 670 950 1,060 1,720 2,500 3,230 1,600 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service A B C D ** 220 720 860 250 1,530 1,810 1,860 380 2,330 2,720 2,790 490 3,030 3,460 3,540 Class II (2.00 to 4 50 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided 2 Divided 3 Divided 4 Divided ** * * * * ** I as 220 340 440 590 1,360 2,110 2,790 810 1,7 ID 2,570 3,330 890 *** *** *** E 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** B ** ** ** Level of Service C D 280 650 1,020 1,350 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** * * Level of Service 8 C D ** ** ** ** 270 720 650 1,580 1,000 2,390 1,350 3,130 E 780 1,660 2,490 3,250 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C D 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided it* ** ** 4* ** ** 480 760 1,120 1,620 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D ** 250 530 ** ** 580 I,140 E 810 1,720 2,580 E 660 1,320 Lanes 2 3 4 5 6 Interchange spacing a 2 rni. apart Level of Service B C D A 1,270 1,970 2,660 3,360 4,050 FREEWAYS 2,110 2,940 3,260 4,550 4,410 6,150 5,560 7,760 6,710 9,360 3,580 5,530 7,480 9,440 11,390 Interchange spacing <2 mi. apart Level of Service Lanes A B C D 2 1,130 1,840 2,660 3,440 3 I,780 2,890 4,180 5,410 4 2,340 3,940 5,700 7,380 5 3,080 4,990 7,220 9,340 6 3,730 6,040 8,740 11,310 E 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 BICYCLE MODE (Note. Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 4-49% 50-84% 85-I00% A *♦ ** 160 Level of Service B C 170 130 210 380 >380 *4 D 720 >210 *** E >720 *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A ** ** ** B ** ** 120 Level of Service C D ** 330 ** 520 590 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C >5 ?4 >6 >4 >3 D >3 >2 E 810 990 *** E >2 >1 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 02/22/02 Lanes 1 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes +5% Undivided Undivided Undivided No Yes No -20% -5% -25% http:liv vvcvl 1.myflorida,eornfplatutingisystemslsmlloefdefault.htm ONE WAY FACILITIES Increase corresponding volume 2.0% nits table does not constitute a standard and should be used only for general planning applications The computer modes from which this table is derived should be used for more specific planning applications. The table and denying computer models should not he used for corridor or intersection design, where more refined techniques exist. Values shown are hourly directional wlutrres for levels of service and are for the aulomabildtruck modes unless specifically stated. Level of service letter grade thresholds are probably rot comparable across modes and therefore, crass modal comparisons should be made with caution Furthermore, combining levels of service of different modes into one overall roadway level of senice is not recommended. To conven to annual average daily traffic volumes, these, volumes must be divided by appropriate D and K factors. The table's input value defaults and level of service cnteria appear on the following page. Calculations are based onplarrmr g applications of the Highway Capacity Manual, Bicycle LOS Model. Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the automobilertruck, bicycle, pedestrian and bus erodes ""Carnet be achieved using table input value defaults. ""Nat applicable for that level of service letter grade. For automobileltruck modes, volumes greater than level of service D become F because intersection capacities have been reached. For bicycle and pedestrian modes, the level of service letter grade (including F) is aol achievable, because there is no maximum vehicle volume threshold using table input value defaults. 97 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOTS 2002 QUALITY / LEVEL OF SERVICE Ill PERSON TRIP LEVEL OF SERVICE A B C D E A B C D E CLASS 4 ARTERIAL 1LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 MAJOR CITY/COUNTY ROADWAYS (NON STATE) 1LU 0 0 480 760 810 0 0 0.59 0.94 1.00 2LD 0 0 1120 1620 1720 0 0 0.65 0.94 1.00 3LD 0 0 1740 2450 2580 0 0 0.67 0.95 1.00 OTHER SIGNALIZED ROADWAYS 1LU 0 0 250 530 660 0 0 0.38 0.80 1.00 2LD 0 0 580 1140 1320 0 0 0.44 0.86 1.00 Source: FDOT's 2002 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. BUS OCCUPANCY INFORMATION ROUTE DIRECTION LOCATION BUS # RUN # DATE TIME PASSENGERS 6 NB NW 14 St / NW 22 Ave 2302 9202 10/10/03 16:59 1 6 NB NW 14 St / NW 22 Ave 2308 9202 2/12/03 16:58 3 6 NB NW 14 St / NW 22 Ave 2304 9202 11/20/02 17:00 1 22 NB NW 22 Ave / NW 20 St 2054 5116 1/28/04 16:40 14 22 NB NW 22 Ave / NW 20 St 2056 5023 / 5118 5/28/03 15:56 24 22 NB NW 22 Ave / NW 20 St 2055 5082 / 5116 5/15/03 14:53 19 22 SB NW 22 Ave / NW 20 St 2054 5116 1/28/04 19:14 3 22 SB NW 22 Ave / NW 20 St 2056 5023 / 5118 5/28/03 18:35 6 22 SB NW 22 Ave / NW 20 St 2055 5082 / 5116 5/15/03 17:43 2 Source: MDTA Brisas Del Rio Bus Ridership Information Bus Route 6 22 PM Peak Headways 60 min. 30 min PM Peak Vehicles 2 4 Bus Capacity 26 38 Average PM Peak Ridership2 PM Peak Capacity3 NB 2 19 SB - 4 52 152 Notes: 1 - Bus ridership and capacity information was based on information provided by MDTA 2 - Average PM Peak ridership was calculated from ridership information obtained from drivers 3 - Calculated based on number of PM Peak vehicles times bus capacity. Appendix D Intersection Capacity Analysis Worksheets Queuing Analysis INTERSECTION MOVEMENT PM PK SEASON PK PERIOD Background Growth rate 0.5% No. of years 2 Terrazas De Miami River Total for all Commited Developments FUTURE W/O PROJECT Net New Project Trips FUTURE WITH PROJECT In 159 Out 87 Total 246 NBL 170 172 0 0 172 0.150 0.000 24 196 NBT 1050 1061 10 10 1071 0.000 0.000 0 1071 NBR 12 12 0 0 12 0.000 0.000 0 12 SBL 20 20 0 0 20 0.000 0.000 0 20 SBT 984 994 16 16 1010 0.000 0.000 0 1010 NW 22 AVENUE / SBR 404 408 0 0 408 0.200 0.000 32 440 NW 14 STREET EBL 209 211 0 0 211 0.000 0.200 17 228 EBT 11 11 0 0 11 0.000 0.000 0 11 EBR 204 206 0 0 206 0.000 0.150 13 219 WBL 11 11 0 0 11 0.000 0.000 0 11 WBT 7 7 0 0 7 0.000 0.000 0 7 WBR 19 19 0 0 19 0.000 0.000 0 19 TOTAL 3101 3132 26 26 3158 0.350 0.350 86 3244 NBL 0 0 0 0 0 0.000 0.000 0 0 NBT 0 0 0 0 0 0.000 0.000 0 0 NBR 1 1 0 0 1 0.000 0.000 0 1 SBL 7 7 0 0 7 0.000 0.350 30 38 SBT 0 0 0 0 0 0.000 0.000 0 0 NW 23 AVENUE / SBR 1 1 0 0 1 0.000 0.100 9 10 NW 14 STREET EBL 2 2 0 0 2 0.100 0.000 16 18 EBT 421 425 0 0 425 0.000 0.000 0 425 EBR 0 0 0 0 0 0.000 0.000 0 0 WBL 0 0 0 0 0 0.000 0.000 0 0 WBT 595 601 0 0 601 0.000 0.000 0 601 WBR 5 5 0 0 5 0.350 0.000 56 61 TOTAL 1032 1042 0 0 1042 0.450 0.450 111 1153 NBL 6 6 0 0 6 0.000 0.000 0 6 NBT 0 0 0 0 0 0.450 0.000 72 72 NBR 0 0 0 0 0 0.000 0.000 0 0 SBL 0 0 0 0 0 0.000 0.000 0 0 NW 23 AVENUE / SBT 0 0 0 0 0 0.000 0.450 39 39 NW 15 STREET SBR 0 0 0 0 0 0.000 0.000 0 0 (DRIVEWAY D) EBL 0 0 0 0 0 0.000 0.000 0 0 EBT 0 0 0 0 0 0.000 0.000 0 0 EBR 8 8 0 0 8 0.000 0.000 0 8 WBL 0 0 0 0 0 0.000 0.000 0 0 WBT 0 0 0 0 0 0.000 0.000 0 0 WBR 0 0 0 0 0 0.000 0.000 0 0 TOTAL 14 14 0 0 14 0.450 0.450 111 125 NBL 12 12 0 0 12 0.000 0.000 0 12 NBT 27 27 0 0 27 0.300 0.000 48 75 NBR 7 7 0 0 7 0.000 0.000 0 7 SBL 4 4 0 0 4 0.000 0.000 0 4 SBT 30 30 0 0 30 0.000 0.300 26 56 NW 24 AVENUE / SBR 4 4 0 0 4 0.000 0.000 0 4 NW 15 STREET EBL 1 1 0 0 1 0.000 0.000 0 1 EBT 2 2 0 0 2 0.000 0.000 0 2 EBR 8 8 0 0 8 0.000 0.000 0 8 WBL 5 5 0 0 5 0.000 0.000 0 5 WBT 1 1 0 0 1 0.000 0.000 0 1 WBR 3 3 0 0 3 0.000 0.000 0 3 TOTAL 104 105 0 0 105 0.300 0.300 74 179 #04124 3/7/05 10:25 AM TMC's Intersection Assignment.xls INTERSECTION MOVEMENT PM PK SEASON PK PERIOD Background Growth rate 0.5% No. of years 2 Terrazas De Miami River Total for all Commited Developments FUTURE W/O PROJECT Net New Project Trips FUTURE WITH PROJECT In 159 Out 87 Total 246 NBL 0 0 0 0 0 0.000 0.000 0 0 NBT 31 31 0 0 31 0.000 0.000 0 31 NBR 0 0 0 0 0 0.000 0.000 0 0 SBL 0 0 0 0 0 0.000 0.000 0 0 SBT 38 38 0 0 38 0.000 0.000 0 38 DRIVEWAY A SBR 0 0 0 0 0 0.000 0.100 9 9 EBL 0 0 0 0 0 0.100 0.000 16 16 EBT 0 0 0 0 0 0.000 0.000 0 0 EBR 0 0 0 0 0 0.000 0.000 0 0 WBL 0 0 0 0 0 0.000 0.000 0 0 WBT 0 0 0 0 0 0.000 0.000 0 0 WBR 0 0 0 0 0 0.000 0.000 0 0 TOTAL 69 70 0 0 70 0.100 0.100 25 94 NBL 0 0 0 0 0 0.000 0.000 0 0 NBT 31 31 0 0 31 0.000 0.000 0 31 NBR 0 0 0 0 0 0.100 0.000 16 16 SBL 0 0 0 0 0 0.150 0.000 24 24 SBT 38 38 0 0 38 0.000 0.000 0 38 DRIVEWAY B SBR 0 0 0 0 0 0.000 0.000 0 0 EBL 0 0 0 0 0 0.000 0.000 0 0 EBT 0 0 0 0 0 0.000 0.000 0 0 EBR 0 0 0 0 0 0.000 0.000 0 0 WBL 0 0 0 0 0 0.000 0.100 9 9 WBT 0 0 0 0 0 0.000 0.000 0 0 WBR 0 0 0 0 0 0.000 0.150 13 13 TOTAL 69 70 0 0 70 0.250 0.250 62 131 NBL 0 0 0 0 0 0.000 0.000 0 0 NBT 31 31 0 0 31 0.000 0.000 0 31 NBR 0 0 0 0 0 0.200 0.000 32 32 SBL 0 0 0 0 0 0.000 0.000 0 0 SBT 38 38 0 0 38 0.000 0.000 0 38 DRIVEWAY C SBR 0 0 0 0 0 0.000 0.000 0 0 EBL 0 0 0 0 0 0.000 0.000 0 0 EBT 0 0 0 0 0 0.000 0.000 0 0 EBR 0 0 0 0 0 0.000 0.000 0 0 WBL 0 0 0 0 0 0.000 0.200 17 17 WBT 0 0 0 0 0 0.000 0.000 0 0 WBR 0 0 0 0 0 0.000 0.000 0 0 TOTAL 69 70 0 0 70 0.200 0.200 49 119 #04124 3/7/05 10:25 AM TMC's Intersection Assignment.xls Existing Conditions HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NW 22 AVENUE / NW 14 STREET Agency: Area Type: All other areas Date: 8/30/04 Jurisd: Period: EXISITING PM PEAK PERIOD Year : 2004 Project ID: BRISAS DEL RIO MUSP - # 04199 E/W St: NW 14 STREET N/S St: NW 22 AVENUE SIGNALIZED INTERSECTION SUMMARY I Eastbound Westbound I Northbound I Southbound IL TR LTRILTRILTR I I I No. Lanes I 1 1 0 0 1 1 I 1 2 0 I 1 2 0 LGConfig I L TR LT R I L TR I L TR Volume 1209 11 204 111 7 19 1170 1050 12 120 984 404 Lane Width 112.0 12.0 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol I 0 1 2 I 0 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A A Thru A 1 Thru A Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right 1 EB Right SB Right 1 WB Right Green 47.0 54.0 5.0 Yellow 4.0 4.0 3.0 All Red 1.0 2.0 0.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 555 1417 0.39 0.39 26.6 C TR 638 1629 0.35 0.39 26.0 C 26.3 C Westbound LT 639 1632 0.03 0.39 22.5 C 22.5 C R 633 1615 0.03 0.39 22.5 C Northbound L 228 1805 0.77 0.54 64.2 E TR 1625 3612 0.67 0.45 27.1 C 32.3 C Southbound L 120 267 0.17 0.45 20.4 C TR 1557 3460 0.92 0.45 40.0 D 39.8 D Intersection Delay = 34.7 (sec/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NW 23 AVENUE / NW 14 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 14 STREET North/South Street: NW 23 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 2 421 0 0 595 5 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 2 452 0 0 639 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 0 0 1 7 0 1 Peak Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 0 0 1 7 0 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 2 0 1 8 C(m) (vph) 941 1109 608 204 v/c 0.00 0.00 0.00 0.04 95% queue length 0.01 0.00 0.00 0.12 Control Delay 8.8 8.2 10.9 23.4 LOS A A B C Approach Delay 10.9 23.4 Approach LOS B C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NW 23 AVENUE / NW 15 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 15 STREET North/South Street: NW 23 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 8 Peak -Hour Factor, PHF 0.70 Hourly Flow Rate, HFR 11 Percent Heavy Vehicles -- -- Median Type/Storage Undivided RT Channelized? No Lanes 1 Configuration R Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 6 Peak Hour Factor, PHF 0.70 Hourly Flow Rate, HFR 8 Percent Heavy Vehicles 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration L Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config I L I v (vph) 8 C(m) (vph) 1023 v/c 0.01 95% queue length 0.02 Control Delay 8.5 LOS A Approach Delay Approach LOS 8.5 A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NW 24 AVENUE / NW 15 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 15 STREET North/South Street: NW 24 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 12 27 7 4 30 4 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 13 29 7 4 32 4 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 5 1 3 1 2 8 Peak Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 5 1 3 1 2 8 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 13 4 9 11 C(m) (vph) 1575 1575 901 963 v/c 0.01 0.00 0.01 0.01 95% queue length 0.02 0.01 0.03 0.03 Control Delay 7.3 7.3 9.0 8.8 LOS A A A A Approach Delay 9.0 8.8 Approach LOS A A Existing Conditions With Modified Signal Timing HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NW 22 AVENUE / NW 14 STREET Agency: Area Type: All other areas Date: 8/30/04 Jurisd: Period: EXISITING PM PEAK PERIOD Year : 2004 w/ improvement Project ID: BRISAS DEL RIO MUSP - # 04199 E/W St: NW 14 STREET N/S St: NW 22 AVENUE SIGNALIZED INTERSECTION SUMMARY I Eastbound Westbound I Northbound I Southbound IL TR LTRILTRILTR I I I No. Lanes I 1 1 0 0 1 1 I 1 2 0 I 1 2 0 LGConfig I L TR LT R I L TR I L TR Volume 1209 11 204 111 7 19 1170 1050 12 120 984 404 Lane Width 112.0 12.0 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol I 0 1 2 I 0 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A A Thru A 1 Thru A Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right 1 EB Right SB Right 1 WB Right Green 42.0 54.0 10.0 Yellow 4.0 4.0 3.0 All Red 1.0 2.0 0.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 496 1417 0.43 0.35 30.5 C TR 570 1629 0.39 0.35 29.8 C 30.1 C Westbound LT 568 1624 0.03 0.35 25.7 C 25.7 C R 565 1615 0.03 0.35 25.7 C Northbound L 304 1805 0.58 0.58 47.6 D TR 1625 3612 0.67 0.45 27.1 C 30.0 C Southbound L 120 267 0.17 0.45 20.4 C TR 1557 3460 0.92 0.45 40.0 D 39.8 D Intersection Delay = 34.4 (sec/veh) Intersection LOS = C Future without Project HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NW 22 AVENUE / NW 14 STREET Agency: Area Type: All other areas Date: 8/30/04 Jurisd: Period: FUTURE WO PROJ PM PEAK PERIOD Year : 2004 Project ID: BRISAS DEL RIO MUSP - # 04199 E/W St: NW 14 STREET N/S St: NW 22 AVENUE SIGNALIZED INTERSECTION SUMMARY I Eastbound Westbound I Northbound I Southbound IL TR LTRILTRILTR I I I No. Lanes I 1 1 0 0 1 1 I 1 2 0 I 1 2 0 LGConfig I L TR LT R I L TR I L TR Volume 1211 11 206 111 7 19 1172 1071 12 120 1010 408 Lane Width 112.0 12.0 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol I 0 1 2 I 0 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A A Thru A 1 Thru A Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right 1 EB Right SB Right 1 WB Right Green 47.0 54.0 5.0 Yellow 4.0 4.0 3.0 All Red 1.0 2.0 0.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 555 1417 0.39 0.39 26.7 C TR 638 1629 0.35 0.39 26.1 C 26.4 C Westbound LT 639 1631 0.03 0.39 22.5 C 22.5 C R 633 1615 0.03 0.39 22.5 C Northbound L 228 1805 0.78 0.54 65.5 E TR 1625 3612 0.69 0.45 27.5 C 32.7 C Southbound L 114 253 0.18 0.45 20.6 C TR 1557 3461 0.94 0.45 42.8 D 42.5 D Intersection Delay = 36.2 (sec/veh) Intersection LOS = D HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: FUTURE WO PROJ PM PEAK PERIOD Intersection: NW 23 AVENUE / NW 14 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 14 STREET North/South Street: NW 23 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 2 425 0 0 601 5 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 2 456 0 0 646 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 0 0 1 7 0 1 Peak Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 0 0 1 7 0 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 2 0 1 8 C(m) (vph) 935 1105 604 201 v/c 0.00 0.00 0.00 0.04 95% queue length 0.01 0.00 0.00 0.12 Control Delay 8.9 8.3 11.0 23.7 LOS A A B C Approach Delay 11.0 23.7 Approach LOS B C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: FUTURE WO PROJ PM PEAK PERIOD Intersection: NW 23 AVENUE / NW 15 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 15 STREET North/South Street: NW 23 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 8 Peak -Hour Factor, PHF 0.70 Hourly Flow Rate, HFR 11 Percent Heavy Vehicles -- -- Median Type/Storage Undivided RT Channelized? No Lanes 1 Configuration R Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 6 Peak Hour Factor, PHF 0.70 Hourly Flow Rate, HFR 8 Percent Heavy Vehicles 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration L Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config I L I v (vph) 8 C(m) (vph) 1023 v/c 0.01 95% queue length 0.02 Control Delay 8.5 LOS A Approach Delay Approach LOS 8.5 A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: FUTURE WO PROJ PM PEAK PERIOD Intersection: NW 24 AVENUE / NW 15 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2004 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 15 STREET North/South Street: NW 24 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 12 27 7 4 30 4 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 13 29 7 4 32 4 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 5 1 3 1 2 8 Peak Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 5 1 3 1 2 8 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 13 4 9 11 C(m) (vph) 1575 1575 901 963 v/c 0.01 0.00 0.01 0.01 95% queue length 0.02 0.01 0.03 0.03 Control Delay 7.3 7.3 9.0 8.8 LOS A A A A Approach Delay 9.0 8.8 Approach LOS A A Future with Project HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NW 22 AVENUE / NW 14 STREET Agency: Area Type: All other areas Date: 8/30/04 Jurisd: Period: FUTURE W PROJ PM PK PERIOD Year : 2006 Project ID: BRISAS DEL RIO MUSP - # 04199 E/W St: NW 14 STREET N/S St: NW 22 AVENUE SIGNALIZED INTERSECTION SUMMARY I Eastbound Westbound I Northbound I Southbound IL TR LTRILTRILTR I I I No. Lanes I 1 1 0 0 1 1 I 1 2 0 I 1 2 0 LGConfig I L TR LT R I L TR I L TR Volume 1228 11 219 111 7 19 1196 1071 12 120 1010 440 Lane Width 112.0 12.0 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol I 0 1 2 I 0 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A A Thru A 1 Thru A Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right 1 EB Right SB Right 1 WB Right Green 47.0 54.0 5.0 Yellow 4.0 4.0 3.0 All Red 1.0 2.0 0.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 555 1416 0.43 0.39 27.3 C TR 638 1629 0.38 0.39 26.5 C 26.9 C Westbound LT 628 1604 0.03 0.39 22.5 C 22.5 C R 633 1615 0.03 0.39 22.5 C Northbound L 228 1805 0.90 0.54 86.5 F TR 1625 3611 0.70 0.45 27.9 C 36.9 D Southbound L 107 238 0.20 0.45 20.8 C TR 1554 3453 0.98 0.45 51.1 D 50.7 D Intersection Delay = 41.6 (sec/veh) Intersection LOS = D HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: FUTURE W PROJ PM PK PERIOD Intersection: NW 23 AVENUE / NW 14 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 14 STREET North/South Street: NW 23 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 18 425 0 0 601 61 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 19 456 0 0 646 65 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 0 0 1 38 0 10 Peak Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR 0 0 1 40 0 10 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 19 0 1 50 C(m) (vph) 888 1105 604 189 v/c 0.02 0.00 0.00 0.26 95% queue length 0.07 0.00 0.00 1.02 Control Delay 9.1 8.3 11.0 30.8 LOS A A B D Approach Delay 11.0 30.8 Approach LOS B D HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: FUTURE W PROJ PM PK PERIOD Intersection: NW 23 AVENUE / NW 15 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 15 STREET North/South Street: NW 23 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 0 0 8 Peak -Hour Factor, PHF 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 8 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 0 0 Configuration LTRLR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 6 72 39 0 Peak Hour Factor, PHF 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 6 80 43 0 Percent Heavy Vehicles 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 1 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LTR 1 LT I TR v (vph) 0 86 43 C(m) (vph) 1623 895 887 v/c 0.00 0.10 0.05 95% queue length 0.00 0.32 0.15 Control Delay 7.2 9.4 9.3 LOS A A A Approach Delay 9.4 9.3 Approach LOS A A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: FUTURE W PROJ PM PK PERIOD Intersection: NW 24 AVENUE / NW 15 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 15 STREET North/South Street: NW 24 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 12 75 7 4 56 4 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 13 82 7 4 61 4 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 5 1 3 1 2 8 Peak Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 5 1 3 1 2 8 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 13 4 9 11 C(m) (vph) 1537 1506 810 906 v/c 0.01 0.00 0.01 0.01 95% queue length 0.03 0.01 0.03 0.04 Control Delay 7.4 7.4 9.5 9.0 LOS A A A A Approach Delay 9.5 9.0 Approach LOS A A Project Driveways HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: pm peak period hour Intersection: NW 16 Road St / Driveway A Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 16 Road Street North/South Street: Driveway A Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 16 52 44 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 17 57 48 0 Percent Heavy Vehicles 2 -- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 0.90 0 2 0 0 0 LR Delay, Queue Length, and Level of Service 9 0.90 10 2 No 0 Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LT I I LR v (vph) 17 10 C(m) (vph) 1559 1021 v/c 0.01 0.01 95% queue length 0.03 0.03 Control Delay 7.3 8.6 LOS A A Approach Delay 8.6 Approach LOS A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: pm peak period hour Intersection: NW 24 Avenue/ Driveway B Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 24 Avenue North/South Street: Driveway B Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 31 16 24 38 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 34 17 26 42 Percent Heavy Vehicles -- -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 9 13 Peak Hour Factor, PHF 0.90 0.90 Hourly Flow Rate, HFR 10 14 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 Flared Approach: Exists?/Storage No / Lanes 0 0 Configuration LR 0 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I v (vph) 26 24 C(m) (vph) 1555 942 v/c 0.02 0.03 95% queue length 0.05 0.08 Control Delay 7.4 8.9 LOS A A Approach Delay 8.9 Approach LOS A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: Date Performed: 8/30/04 Analysis Time Period: pm peak period hour Intersection: NW 24 Avenue/ Driveway C Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: BRISAS DEL RIO MUSP - 04199 East/West Street: NW 24 Avenue North/South Street: Driveway C Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 47 32 0 38 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 52 35 0 42 Percent Heavy Vehicles -- -- 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 17 0 Peak Hour Factor, PHF 0.90 0.90 Hourly Flow Rate, HFR 18 0 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 Flared Approach: Exists?/Storage No / Lanes 0 0 Configuration LR 0 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I v (vph) 0 18 C(m) (vph) 1509 885 v/c 0.00 0.02 95% queue length 0.00 0.06 Control Delay 7.4 9.2 LOS A A Approach Delay 9.2 Approach LOS A BRISAS DEL RIO Stacking and Queuing at Parking Garage PM Peak Net External Trips Direction Peak Entrance/Exit Volume (Vehicles) Total PM Peak 15 minutes (Vehicles) Process Rate at Entrance (veh/min) # of Lanes # Vehicle Entering during Peak 15 minutes before statrt of queue Length of Queue (Vehicles) Driveway A Enter 16 16 x 50% = 8 6.0 - 10.0 1 15 min x 8 veh/min = 120 veh/lane (8 < 120) Therefore, no queue Exit 9 9 x 50% = 5 6.0 - 10.0 1 15 min x 6 veh/min = 90 veh/lane (5 < 90) Therefore, no queue Driveway B Enter 40 40 x 50% = 20 6.0 - 10.0 1 15 min x 8 veh/min = 120 veh/lane (20 < 120) Therefore, no queue Exit 22 22 x 50% = 11 6.0 - 10.0 1 15 minx 6 veh/min = 90 veh/lane (11 < 90) Therefore, no queue Driveway C Enter 32 32 x 50% = 16 6.0 - 10.0 1 15 minx 8 veh/min = 120 veh/lane (16 < 120) Therefore, no queue Exit 17 17 x 50% = 9 6.0 - 10.0 1 15 min x 6 veh/min = 90 veh/lane (9 < 90) Therefore, no queue Driveway D Enter 71 71 x 50% = 36 6.0 - 10.0 1 15 min x 8 veh/min = 120 veh/lane (36 < 120) Therefore, no queue Exit 39 39 x 50% = 20 6.0 - 10.0 1 15 min x 6 veh/min = 90 veh/lane (20 < 90) Therefore, no queue The Dimensions of Parking, Second Edition, Urban Land Institute. Queuing calculations based on PM peak hour garage loading assumed 50% of peak hourly volume occurs during peak 15 minutes. With automated entrance, vehicles can conservatively pass through the mechanical arm at a rate of six to ten vehicles per minute, eight was used for inbound, six for outbound self park(accounting for cashier). Appendix E Committed Development Information XX% IN/XX • NW 22nd Avenue 14%111------1111. 20%/10 ■---- 14%/7 �19%/9 NW llth Street f er 0 N 1 14% IN Dolphin Expressway S.R.(836) LEGEND P.M. PEAK HOUR DISTR1BUTION/ASSIGNMENT (VEHICLES) P.M. PEAK HOUR ❑1STRIBUTION/ASSIGNMENT (PERSON --TRIPS) 0 N NW South River Dr. ------ 18 % I N / 17 18% 1N/17 --- s NW 17th Avenue 24%/12 23%/11 —.4, NW 7th Street FIGURE 3 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT _ f1Kimley-Hom and Associates. Inr BRISAS DEL RIO Committed Develoment Person -Trip Assignment CORRIDOR Project FROM TO Direction Terrazas de MIAMI River TOTAL NW 22 AVENUE NW 14 STREET NW 20 STREET NB 10 10 SB 16 16 NW 14 STREET NW 24 AVENUE NW 22 AVENUE EB 0 0 WB 0 0 Few 11177 q o David Plummer & Associates