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Traffic Impact Study
ELLIPSE ajor Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc. May 2004 DPA Project #04121 Ellipse 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 2.12 Traffic Counts 5 2.1.3 Intersection Data 5 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 10 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS I2 4.0 FUTURE TRAFFIC CONDITIONS 13 4.1 Background Traffic 13 4.2 Committed Developments 13 4.3 Project Traffic 13 4.3.1 Project Trip Generation 13 4.3.2 Project Trip Assignment 16 4.4 Future Corridor Capacity Analysis 20 4.5 Future Intersection Capacity Analysis 20 4.6 Site Access 24 SA CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Transportation Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook — Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Infosuiation Traffic Control Measures Plan Page i Ellipse MUSP Traffic Impact Study LIST OF EXHIBITS Exhibit Page 1 Location Map 3 2 2004 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 2004 Intersection Capacity Analysis Results 10 7 Future Lane Configuration 14 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 10 Cardinal Distribution 18 11 PM Peak Flour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix 21 13 Project PM Peak Hour Vehicular Volumes 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page ii Ellipse MUSP Traffic Impact Study ! EXECUTIVE SUMMARY 1 ! The Ellipse project is a proposed mixed -use development located on the west side of Biscayne Boulevard between NE 17 Terrace and NE 18 Street in Miami, Florida. The project consists of 263 rental apartments units and 8,319 SF of retail space. Primary access to the site (parking ! garage) is proposed on NE 17 Terrace via a two-way driveway. Access to the loading driveway ! and an exit -only driveway is proposed on NE 2 Court. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2006. The subject site is located within 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 111. established corridor threshold. The intersection capacity analysis was performed at the intersections under study using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Results of the future intersection analysis show that all intersections operate within the standard adopted by the city. PIP Page 1 Ellipse MUSP Traffic Impact Study 1.0 INTRODUCTION • The Ellipse project is a proposed mixed -use development located on the west side of Biscayne Boulevard between NE 17 Terrace and NE 18 Street in Miami, Florida (see Exhibit 1). The project consists of 263 rental apartments units and 8,319 SF of retail space. Primary access to the site (parking garage) is proposed on NE 17 Terrace via a two-way driveway. Access to the loading driveways is proposed on NE 2 Court. A copy of the site plan is included in Appendix A. Build out of the project is anticipated by the year 2006. The subject site is located within the • boundaries of the Downtown Miami Area -wide DRI. 1.1 Study Area 11/ 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 i defined as NE 20 Street to the north, NE 14 Street to the south, NE 2 Avenue to the west, and 1410 Bayshore Drive to the east. Corridor capacity analysis was performed for Biscayne Boulevard, and NE 15 Street (Venetian Causeway). Intersection capacity analysis was performed for the ID following intersections: NE 17 Terrace / Biscayne Boulevard NE 18 Street / Biscayne Boulevard NE 17 Terrace / NE 2 Court NE 18 Street / NE 2 Court 110 11, 1.2 Study Objective ID 111 The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to meet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. The method is consistent with the City's Comprehensive Plan and promotes improved transportation efficiency through • increased private vehicle occupancies, thus making mass transit a full partner in the urban Ask transportation system. • Page 2 L- r L 1-7 Hf{{ 1 I i LJ IN 7 L -U SkCENTENNIAL PARK N.T.S. PROJECT SITE T V L NET DOUG GEN `FERAL PROJECT: ELLIPSE MUSP TRAFFIC IMPACT STUDY IATLE1 LOCATION MAP EXHIBIT No. Page 3 1 Ellipse WISP 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 Biscayne Boulevard Biscayne Boulevard (US-1) is a major arterial that provides north/south access throughout the City of Miami from downtown (the CBD) north to the Broward County line. Between NE 14 Street and NE 20 Street, Biscayne Boulevard is a two-way, 4-lane divided roadway. Exclusive left turn lanes are provided at major intersections. The posted speed limit is 30 mph. NE 18 Street NE 18 Street between NE 2 Avenue and Biscayne Boulevard is a two-way, 2-lane divided roadway. There are no posted speed limit signs within the study area. NE 17 Terrace NE 17 Terrace between NE 2 Avenue and Biscayne Boulevard is a two-way, 2-lane undivided roadway. There is on -street parking on both sides of the roadway. There are no posted speed Iimit signs within the study area. NE 15 Street NE 15 Street between Bayshore Drive and Biscayne Boulevard is a two-way, 2-lane divided roadway. Between Biscayne Boulevard and North Miami Avenue, NE 15 Street is a two-way, 2- lane undivided roadway. There is on -street parking on the south side of the roadway along the Metromover line. There are no posted speed limit signs within the study area. Page 4 Ellipse MUSP Traffic Impact Study IS 1 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 hour traffic volumes at the study intersections. • NE 2 Court NE 2 Court is a two-way, 2-lane undivided roadway within the project limits. There are no posted speed limit signs within the study area. 2.1.2 Traffic Counts • 2.1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and 1110 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. 110 • 1 i 1 1 1 1 1 DO 1 i Page 5 NE19ST r 1 1 1 r r r r r r r r r NE 15ST gt r rg r z r 14111 BISCAYNE BLVD U w z NE 18ST 3 5 I --mm115 9 4 NE 17 TER 2- 15 9 21 -� 4�. 18� PROJECT SITE 6 -4.- 80 5 II n 0 m VENETIAN CSVVY PNCJEECr: ELLIPSE MUSP TRAFFIC IMPACT STUDY EXISTING PM PEAK TRAFFIC VOLUMES EXHIBIT No. Page 6 r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r� LU LU NE 19 ST BISCAYNE BLVD 1- U N w z NE 18 ST NE 17 TER PROJECT SITE t NE 15 ST N.T.S. VENETIAN CSWY NOTE: EAST LEG OF INTERSECTION CURRENTLY CLOSED DUE TO CONSTRUCTION OF THE PERFORMING ARTS CENTER. cipa RCJECT: ELLIPSE MUSP TRAFFIC IMPACT STUDY ITLE: EXISTING LANE CONFIGURATIONS EXHIBIT No. Page 7 Elirpse _WISP Traffic Impact Study 2.2 Corridor Capacity Analysis 10 Existing traffic conditions for the project area corridors have been established using the person- 1 trip based corridor capacity method. The methodology for this analysis is outlined in the Miami 1 Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the 1 person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip 10 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. 10 The existing conditions analysis establishes the multi -modal corridor conditions within the 111 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: 1 Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by FDOT. Peak hour maximum service volumes were obtained from FDOT' s 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix C. Person -Trip Capacity • Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miami. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person- trip capacity of the vehicular traffic system. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was • obtained directly from Increment II of the Downtown Miami Area -wide DRI. Page 8 • • • MI IF IF • • • • • • • • • • • • • •0 � • • • • • •• IF • • IV • IF • • • • • • Exhibit 4 Existing Corridor and Transit Conditions Corridor From To Roadway Conditions (vehicles) Transit Condit ons (persons) Dir Existing Lanes Count Source/ Period Raw PM Peak Hour Volume Peak Season Factor PM Peak Hour Volume Dir Max Service Volume [1] Total Bus Ridership [2] Bus Capacity [2] Total Metrorail Ridership [2] Metrorail Capacity [2] Total Metromover Ridership [2] Metromover Capacity [2] Total Transit Ridership [2] Transit Capacity [2] BISCAYNE BOULEVARD NE 20 STREET NE 19 STREET NB 2LD DPA - PM 1368 1.00 1368 1660 523 1472 0 0 0 0 523 1472 SB 2LD DPA - PM 1308 1.00 1308 1660 416 2252 0 0 0 0 415 2252 NE 19 STREET NE 15 STREET NB 2LD DPA - PM 1368 1.00 1368 1660 442 1469 0 0 44 960 486 2429 SB 2LD DPA - PM 1308 1.00 1308 1660 363 2249 0 0 53 960 436 3209 NE 15 STREET NE 14 STREET NB 2LD DPA - PM 1368 1.00 1368 1660 678 1028 0 0 44 960 722 1988 SB 2LD DPA - PM 1308 1.00 1308 1660 485 1808 0 0 53 960 538 2768 NE 16 STREET! VENETIAN CSWY N. BAYSHORE DR BISCAYNE BLVD EB 1LD DPA - PM 210 1.00 210 850 74 546 0 0 0 0 74 546 WB 1LD DPA - PM 159 1.00 159 850 37 270 0 0 0 0 37 270 BISCAYNE BLVD N. MiAMI AVENUE EB 1LU DPA - PM 210 1.00 210 810 0 0 0 0 0 0 0 0 WB 1LU DPA - PM 159 1.00 159 810 0 0 0 0 0 0 0 0 [t] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit and roadway information obtained from the Downtown Miami DRI Increment 11 Ellipse MUSP Traffic Impact Study Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix C). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix D. All four intersections operate within the standard adopted by the city. Exhibit 6 2004 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SIU Existing LOS NE 17 Terrace / Biscayne Boulevard S B NE 18 Street / Biscayne Boulevard U B' NE 17 Terrace / NE 2 Court U A NE 18 Street / NE 2 Court U A Source: OPA U= unsignatized S= signalized Note: (1) Major Street LOS Page 10 P••• •••••••••••••••• • wwwwwWWWWWWWWWW WWW 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 @PPV=1.4 (c) * 1.4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (g) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (t)-(g) (i) Segment Pees -Trip Capacity (b)+(f) (i) Segment Pers-Trip Volume (d)+(g) — (k) Pers-Trip Excess Capacity (i)-G) _ (1) Segment Person Trip vie (j)I(i) LOS 111 (21 [a] [4] [51 161 [7] BISCAYNE BOULEVARD NE 20 STREET NE 19 STREET NB 1660 2656 1368 1915 741 1472 523 949 4128 2438 1690 0.59 D SB 1660 2656 1308 1831 825 2252 416 1836 4908 2247 2661 0.46 D NE 19 STREET NE 15 STREET NB 1660 2656 1368 1915 741 2429 486 1943 5085 2401 2684 0.47 D SB 1660 2656 1308 1831 825 3209 436 2773 5865 2267 3598 0.39 C NE 15 STREET NE 14 STREET NB 1660 2656 1368 1915 741 1988 722 1266 4644 2637 2007 0.57 D SB 1660 2656 1308 1831 825 2768 538 2230 5424 2369 3055 0.44 D NE 15 STREET 1 VENETIAN CSWY N. BAYSHORE DR BISCAYNE BLVD EB 850 1360 210 294 1066 546 74 472 1906 368 1538 0,19 C WB 850 1360 159 223 1137 270 37 233 1630 260 1370 0.16 C BISCAYNE BLVD N, MIAMI AVENUE EB 810 1296 210 294 1002 0 0 0 1296 294 1002 0.23 C WB 810 1296 159 223 1073 0 0 0 1296 223 1073 0.17 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 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). Ellipse MUSP Traffrc 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 Ellipse MUSP Traffic Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies perfoiined in the area, a conservative two (2) percent growth factor was applied to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through March 26, 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. The projects in the vicinity of Ellipse are shown in Exhibit 7. These projects size and trip generation are included in Appendix E. Traffic generated by these developments was distributed using the Cardinal Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed developments are also included in Appendix E. Future traffic volumes were projected for the build -out year 2006. Exhibit 8 shows the projected turning movement volumes without the project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation is based on the calculation of person -trips consistent with the City of Miami Comprehensive Plan. Person -trips generated by the project were established using the Page 13 IL- R -17 r ICJ L___1 l� �--- zuw`a T Z B; CENTENN4AL PARK LEGEND MA RCA PACE PARK N.T.S. N E T 0OUGLA GEM PERAL A - PERFORMING ARTS CENTER B - MIRAMAR CENTER PHASE I1 & III C - 1800 CLUB D - QUANTUM E - BISCAYNE VILLAGE p0Ri PROJECT: ELLIPSE MUSP TRAFFIC IMPACT STUDY TITLE: COMMITTED DEVELOPMENT MAP EXHIBIT No. Page 14 7 r PIP NE 19 ST NE 15 ST v NE 18ST 1- 0 N z 3 • 35 5 BISCAYNE BLV© 1 153 — 9 33 NE 17 TER 2 16 --.- 1—, _I 1Y o Cs •ct 5 4 17 PROJECT SITE 89 rt-49 140 9 22 - 5 10 --r- 14� N.T.S. VENETIAN CSWY Pa PROJECT: ELLIPSE MUSP TRAFFIC IMPACT STUDY f T1TLE: FUTURE WITHOUT PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. 8J Page 15 Ellipse MUSP Traffic Impact Study i ALI PIIP following procedures consistent with Increment II of the Downtown DRI and the approved methodology: • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation 7`' Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of 10 Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.9% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 10% for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • The net external vehicle trips were converted to person -trips using 1A 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. 1410 • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. • A trip generation summary for the project is provided in Exhibit 9. 110 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 506, shown in Exhibit 10. The Cardinal Distribution gives a generalized distribution of ID trips from a TAZ to other parts of Miami -Dade County. 11/ For estimating the trip distribution for the project location, consideration was given to conditions 10 such as the roadway network accessed by the project, roadways available to travel in the desired ID direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Page 16 •••• 441••••••••••••••• ••••••••••••!wwow www Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL °1° Trips % Trips Trips High -Rise Apartments Specialty Retail 263 DU 8,319 SQ. FT. 222 814 60% 43% 56 10 40% 57% 37 13 93 23 GROSS VEHICLE TRIPS 1 57% 66 143% 50 1 116 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16% of Gross External Trips 14.90% of Gross External Trips 10.00% of Gross External Trips (1) (2) (3) 57% 57% 57% 11 10 7 43% 43% 43% 8 7 5 19 17 12 NET EXTERNAL VEHICLE TRIPS 57% 39 43% 30 69 I I Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ Net External Person Trips (vehicles and transit modes) 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 57% 57% 57% 55 14 68 43% 43% 43% 41 10 52 96 24 120 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 57% I 9 143% 7 16 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 DM Increment II r • 1 1 1 1 1 1 1 ri 1 1 ellipse MUSP Traffic Impact Study Exhibit 10 Cardinal Distribution of Trips TAZ 506 Cardinal Direction Distribution TAZ 506 NNE 12.89% ENE 4.94% ESE 4.43% SSE 6.84% SSW 12.34% WSW 22.99% WNW 17.31% NNW 18.26% Total 100% Page 18 i----(10%) (10%) 0 NE 20 ST w NE19ST BISCAYNE BLVD U w Z t----(10%) N.T.S. PROJECT SITE 20% NE 15 ST 60°/ (26%) (54%) 7% NE 18ST NE 17 TER 7% VENETIAN CSWY 2%- NE 14 ST 3% —� 3%-4' LEGEND XX - (XX)- ENTEXIT dpa PROJECT: ELLIPSE MUSP TRAFFIC IMPACT STUDY PROJECT TRIP ASSIGNMENT EXHIBIT No. Page 19 r Elapse MUSE Traffic Impact Study 4.4 Future Corridor Capacity Analysis r 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 12. All corridors analyzed are projected to operate within the established LOS E threshold. r 4.5 Future Intersection Capacity Analysis 111 r 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 13 shows the project PM peak hour vehicular volumes and Exhibit 14 shows the total !III (with project) PM peak hour vehicular traffic volumes at the intersections under study. i i Results of the future intersection analysis show that all intersections operate within the LOS E standard adopted by the city. Exhibit 15 shows the resulting LOS at the intersections under • study. Intersection capacity analysis worksheets are provided in Appendix D. Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U LOS i LOS Future Future with Without i Project Project Existing Signal Timing NE 17 Terrace / Biscayne Boulevard S C C NE 18 Street / Biscayne Boulevard U C' C 1 NE 17 Terrace / NE 2 Court U A A NE 18 Street / NE 2 Court U A A Source: DPA U-unsignalized S=signalized Note: (1) Major Street LOS Page 20 wwww�wwwwwwII. wwwIII wwwww"wwwwwwwwwwwwwwww WIPPwww Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) (t) (9) (h) (i) (1) (k) Existing Future Committed Future Projected Future Future w/out Proj Project Total Future Future with Proj Corridor Dir Pers-Trip Bkg. Development Pers-Trip Transit Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Trip Volumes Pers-Trip Pers-Trip Volumes Capacity Capacity v!c LOS Volume Volumes Capacity v/c LOS 2.0% From To 2 (b)+(c) (d)!(f) (d)+(h) (I)!j) ]1] 12] [3] 141 [51 [6i [4] [53 BISCAYNE BOULEVARD NE 20 STREET INE 19 STREET NB 2438 2537 161 2698 78 4206 0.64 D 14 2712 4206 0.64 D SB 2247 2338 241 2579 1530 6438 0.40 D 18 2597 6438 0.40 D NE 19 STREET INE 15 STREET NB 2401 2498 408 2906 81 5166 0.56 D 32 2938 5166 0.57 D SB 2287 2359 276 2635 1533 7398 0.36 C 28 2663 7398 0.36 C NE 15 STREET NE 14 STREET NB 2637 2744 456 3200 154 4798 0.67 D 32 3232 4798 0.67 D SB 2369 2465 324 2789 1606 7030 0.40 D 28 2817 7030 0.40 D NE 15 STREET! VENETIAN CSWY N. BAYSHORE DRIBISCAYNE BLVD EB 368 383 76 459 53 1959 0.23 C 4 463 1959 0.24 C WB 260 270 71 341 81 1711 0.20 C 5 346 1711 0.20 C BISCAYNE BLVD N. MIAMI AVENUE EB 294 306 32 338 0 1296 0.26 C 2 340 1296 0.26 C WB 223 232 28 260 0 1296 0.20 C 2 262 1296 0.20 C 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 2% growth factor to the existing person -trip volume [3] Projected Transit Capacity was obtained from the Downtown Miami DRI Increment II [4] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (i)) and the projected transit capacity (Exhibit 12, column e) [5] The Person Trip LOS is provided consistent with the FDOT's QualitylLevel of Service Handbook (see Appendix C) [6] Project Person Trip Volumes are derived from Trip Generation Analysis r.� NE 2© ST w csa w z NE 19 ST BISCAYNE BLVD (3) PROJECT SITE (4) (2) & 4 31 {6)__I (16) T NE 15 ST NE 18 ST NE 17 TER BAYSHORE DR N.T. S. VENETIAN CSWY NE 14 ST 2 I t LEGEND XX - ENTER (XX) - EXIT 4a) PROJECT: ELLIPSE MUSP TRAFFIC IMPACT STUDY TITLE: PM PEAK HOUR PROJECT TRIPS EXHISiT No. 13 / Page 22 w w z NE 19 ST BISCAYNE BLVD r iNt Lit z NE 18 ST 3 35 5 —153 9 -- 33 2 16—t- 1 NE 17 TER tr 0) CO 7 5 a —.-- 17- PROJECT SITE 6 �-- 92 Cb N 140 -4E--- 49 f-196 1 9-= 30 NE 15 ST 11 10 --. 30 N VENETIAN CSWY PRCJECT: ELLIPSE MUSP TRAFFIC IMPACT STUDY ZITLE: FUTURE WITH PROJECT PM PEAK TRAFFIC VOLUMES EXHIBIT No. Page 23 I4 1lipse MUSP Traffic impact Study 4.6 Site Access Primary access to the site is proposed on NE 17 Terrace via a two-way driveway. A secondary driveway (exit only) for the retail tenants is accessed from NE 2 Court. There is also a drop-off area with valet within the parking garage. No conflicts will occur with existing driveways. The project trips were assigned to the driveways and analyzed. Unsignalized HCS analysis results show adequate operations. The analysis worksheets are included in Appendix D. Page 24 Ellipse MUSP Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Ellipse 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. Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix F. muse report may04.doc Page 25 1 1 1 1 1 1 1 Appendix A r Approved Transportation so Methodology Site Plan • 1 r 1 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DAVID PLUMMER & ASSOCIATES, INC. TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL Facsimile Transmission To: Mr. Raj Shanmugam, PE Affiliation: URS Corporation From: Juan Espinosa, PE RE: Ellipse MUSP - #04121 cc: Lilia Medina, Ed Hamilton, file Fax #: (954) 739-1789 Phone #: (954) 739-1881 Date: March 23, 2004 Pages: 2 page(s), including cover Hanover RS Limited Partnership is pursuing City of Miami approvals fora residential project located on the west side of Biscayne Boulevard between NE 17 Terrace and NE 18 Street in Miami, Florida. The project consists of approximately 263 rental apartments, and 6,879 SF of retail space. Primary access to the residential component of the site is proposed on NE 17 Terrace via a two-way driveway. A secondary service driveway is accessed from NE 2 Court. The subject site is located within 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 four major intersections in the immediate project vicinity. 1. NE 17 Terrace / Biscayne Boulevard 2. NE 18 Street / Biscayne Boulevard 3. NE 17 Terrace / NE 2 Court 4. NE 18 Street / NE 2 Court 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. Biscayne Boulevard between NE 14 Street and NE 20 Street 2. NE 15 Street between North Bayshore Drive and North Miami 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 signalizedintersectionswill be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors (Biscayne Boulevard, and NE 15 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: dpatdplummer.com Comprehensive Neighborhood Plan. Rubber tire and fixed rail transit capacity of the study corridors will be established based on available information from Increment II of the Downtown DRI. • Corridor capacity will be estimated using generalized vehicular capacities(convertedto person -trips) from the Downtown DRI, FDOT LOS Manual, or other acceptable equivalent. • Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure consistent with Increment II of the Downtown DRI: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or 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 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 the Metro -Dade Long Range TransportationPlan 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 d P ri••••i•!•••••••••••11•••••••i0•i••••• •••i N.E. 17th TERRACE - N.E. 18th STREET fig 441) C 4bi Appendix B Traffic Counts • Signal Timings • • • • • • • • Raw Traffic Counts r r ik NB 17Tfl TERRACE & BISCAYNE BOUL$VARD/US1 IF IAMI, FLORIDA ED BY: LUIS PALOMINO NALIZED r r • • • • TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (5611 272-3255 FAX (561) 272-4381 ALL VEHICLES & PBDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 17TEBISC Page : 1 BISCAYNE BOULEVARDJUS1 From North Peds Right Thru Lett Date 03/17/04 16:00 16:15 16:30 16:45 Hr Total 17:00 17;15 17:30 17:45 Er Total 1 3 188 0 5 268 1 5 271 0 7 225 2 20 952 0 3 266 0 4 231 0 4 226 3 4 223 3 15 946 NE 17TH TERRACE From East Peds Right Thru Left BISCAYNE BOULEVARD/US1 From South Peds Right Thru Left NE 17TH TERRACE From West Vehicle Peds Right Thru Left Total 31 36 48 35 150 40 48 41 59 188 3 37 4 25 2 28 1 35 10 125 1 42 3 33 10 33 5 36 19 144 14 6 9 10 39 14 15 7 6 42 14 5 10 37 16 12 12 6 46 5 9 331 0 9 300 7 13 327 8 16 310 20 47 1268 4 21 278 9 22 295 2 22 315 2 19 304 17 84 1192 2 5 6 2 15 4 7 3 5 19 6 3 2 5 16 3 12 7 6 28 4 0 4 6 14 2 1 7 2 12 3 5 2 3 13 1 3 2 1 2 2 0 0 4 0 3 0 3 6 638 666 721 659 2684 687 674 672 668 2701 tTOTAL* 5 35 1898 338 1 29 269 81 83 I 37 131 2460 34 44 26 20 10 1 5385 NB 17TH TERRACE & BISCAYNE BOULEVARD/US1 r MIAMI, FLORIDA •UNTED BY: LUIS PALOMINO GNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GAR➢ENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272.3255 FAX (561) 272-4381 ALL VEHICLES & ?IDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 17TEBISC Page : 2 r BISCAYNE BOULEVARD/US1 r From North r Peds Right Thru Left r Date 03/17/04 5 5 NE 17TE TERRACE From East Peds Right Thru Left BISCAYNE BOULEVARD/US1 From South Peds Right Thru Left NE 17TB TERRACE From west Peds Right Thru Left Vehicle Total BISCAYNE BOULEVARD/US1 35 35 NE 17TH TERRACE r r 34 81 150 35 411 10 r 10 20 • 1,898 338 1,898 338 2,271 5,010 06 20 56 26 44 10 2,460 269 2,739 ALL VEHICLES & PEDS Intersection Total 5,385 83 1,898 26 2,007 4,632 • 34 34 92 29 29 269 269 433 81 2,625 2,460 2,460 BISCAYNE BOULEVARD/USI 131 131 81 83 83 338 489 20 131 NE 17TH TERRACE 37 37 111 NE 17TH TERRACE i BISCAYNE BOULEVARD/US1 IP MIAMI, FLORIDA TBD BY: LUIS PALOMINO NALIZED / 1 1 1 1 1 1 1 1 1 1 1 i s s TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAI (561) 272-4381 ALL VEHICLES fi PBS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 17TEBISC Page : 3 BISCAYNE BOULEVARD/US1 From North Peds Right Thru Left NE 17TR TERRACE From East Peds Right Thru Date 03/17/04 Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:30 16:30 Volume 19 993 171 Percent 21 841 14% Pk total 1183 232 Highest 16:30 17:00 Volume - 5 271 48 - Ri total 324 72 PEP .91 .81 10 1 left BISCAYNB BOULEVARD/US1 From South Peds Right Thru Left NE 17TH TERRACE From hest Peds Right Tbru Left Vehicle Total 16:00 t 138 48 46 591 211 201 42 14 16 18:00 on 03/17/04 16:30 72 1210 19 61 931 1t 1301 16:30 13 327 6 346 .94 BISCAYNE BOULEVARD/US1 19 19 ▪ NE 17TH TERRACE . 19 48 86 ID 19 lb 3 s 3 s . 9 s s s s a 993 993 1,183 11 9 25 13 1 171 171 2,534 3 1,210 138 1,351 • ALL VEHICLES & REDS Intersection Total 2,741 46 993 13 1,052 2,353 48 16:30 - 13 9 3 - 521 36% 12% 25 16:45 6 3 0 9 .69 232 • 19 • 1,210 19 1,210 BISCAYNE BOULEVARD/US1 7 7 138 138 48 48 46 46 252 171 9 72 NE 17TH TERRACE 72 72 28 28 J i iil i 1.5 4 VI, i 1 t.t o RTII rt.,. t? T'eRRkc.F _....--1:211. OM NI ritlArti 1 FLO,tI4A ti AA. co 1.► , zookf pR lw Qj: Kevt (titIAA«i{ SitswALize.o r NE 18TH STREET & US1/BISCAYNE IF MIAMI, FLORIDA ,TED BY: CARLOS GUERRA SIGNALIZED BOULEVARD TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040070 Start Date: 03/17/O4 File I.D. : 18STBISC Page : 1 US1/BISCAYNE BLVD From North Peds Right Thru Date 03/11/04 16:00 0 1 216 16:15 0 1 305 16:30 1 6 318 16:45 1 2 263 Er Total 2 10 1102 17:00 1 17:15 2 17:30 1 17:45 8 Er Total 12 1 324 3 269 2 269 5 273 11 1135 Left NE 18TH STREET From East Peds Right Thru Left USl/BISCAYNE BLVD From South Peds Right Thru Left NE 18TH STREET From west Peds Right Thru Left Vehicle Total 8 17 16 19 60 24 11 19 18 72 4 35 5 21 3 29 1 30 13 115 3 37 2 33 9 29 4 16 18 115 3 6 3 2 14 0 1 1 2 4 0 1 1 0 3 0 4 5 2 360 3 3 332 5 2 352 1 1 352 14 8 1396 1 6 309 3 2 333 0 1 341 1 2 330 5 11 1313 4 8 4 21 6 5 5 8 24 5 2 1 2 637 2 3 1 2 695 6 4 0 1 740 6 7 0 2 683 19 16 2 7 2755 3 6 1 1 716 3 1 1 1 660 6 3 3 1 677 5 6 1 0 661 17 16 6 3 2714 *TOTALI 14 21 2237 140 r r r r r r r r 132 j 31 230 18 8 19 19 2709 45 1 36 32 8 10 I 5469 • NE 18TH STREET & USI/BISCAYBE BOULEVARD I AIAMI, FLORIDA NTED BY: CARLOS GUINEA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 18STBISC Page : 2 US1/BISCAYNE BLVD ✓ From North 1 ✓ 1 s 1 1 1 Peds Right Thru Left Date 03/17/04 14 14 NE 18TH STREET 45 18 84 21 NIP 10 10 8 NB 18TE STREET From East Peds Right Thru Left US1/BISCAYNE BLVD From South Peds Right Thru Left NE 18TH STREET From West Peds Right Thru Left Vehicle Total 21 US1/BISCAYNE BLVD • 2,237 21 2,237 2,390 34 8 50 10 32 32 36 36 1 1 1 1 1 1 1 1• 1 1 1 1 132 132 5,339 10 2,709 230 2,949 ALL VEHICLES & PEDS Intersection Total 5,469 5,050 8 2,237 32 2,277 45 45 41 31 31 230 230 256 18 2,773 • 2,709 US1/BISCAYNE BLVD 2,709 18 8 8 159 NE 18TH STREET 132 8 19 t 19 19 19 19 r r 10 mi NB 18TH STREET R US1/BISCAYNB BOULEVARD IAK1 FLORIDA NTFD BY: CARLOS GUERRA r SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040070 Start Date: 03/17/04 File I,D. : 18STBISC Page : 3 US1/BISCAYNB BLVD From North Peds Right Thru Date 03/17/04 Peak Hour Analysis By Entire Peak start 16:15 Volume 10 1210 Percent - it 931 Pk total 1296 Highest 17:00 Volume 1 324 Hi total 349 PHF .93 DO r r r Left NB 18TH STREET From East Peds Right Thru Left US1/BISCAYNE BLVD From South Peds Right Thru Left NE 18T11 STREET From Nest Peds Right Thru Left vehicle Total Intersection for 16:15 76 - 117 6t - 891 131 17:00 24 3 3 NE 18TH STREET 22 11 43 10 6 6 2 38 ,86 10 10 37 the Period: 16:00 to 18:00 on 03/17/04 11 3 8t 21 1 16:15 16:15 12 1345 22 - 20 2 6 1t 98t 2t - 71t 7t 21t 1379 28 16:30 16:45 2 352 8 - 7 0 2 362 9 .95 .78 US1/BISCAYNE BLVD • 1,210 1,210 1, 296 1 2 28 20 20 17 DO 17 76 76 2,764 6 1,345 117 1,468 ALL VEHICLES & PEDS Intersection Total 2,834 3 1,210 20 1, 233 2,612 131 221 r---- 1,379 22 • 1,345 22 US1/BISCAYNE BLVD 1,345 I 12 12 12 12 117 117 11 11 3 3 90 NE 18TH STREET 10 10 75 2 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r° 1 r r r r r 1 1 1 1 1 1 1 ri 1 1 1 ) K Rik i-AK ,/ c Non: cT I�` E ill I.. Q F 1 en impolm -----Ito► r1t rii , FL oKtoA ti M G*, ! r, 2.004 DA Aww ey : K e v rir fit o "y No-- Stc-NAc.i zees NE 17TH TERRACE & MI 2ND COURT MIAXI, FLORIDA IfirTHD BY: PATRICIA GUERRA SIGNALISED 1 1 Peds Right Left 1 Date 03/17/04 TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAI (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 17TE 2CT Page : 1 NB 2ND COURT 1 1 1 1 1 1 1 1 16:00 16:15 16:30 16:45 Er Total 17:00 17:15 17:30 17:45 Er Total From North 2 1 7 5 15 0 5 1 2 8 4 4 3 4 15 0 4 1 0 5 NE 17TE TERRACE Prom East Peds Right Thru NE 17TH ?IRIACN Frain Kest Peds ?btu Left Vehicle Other Total Total 3 1 0 1 5 1 0 0 1 2 4 4 4 1 9 1 6 1 23 7 1 1 5 1 1 0 5 2 12 4 20 19 17 19 75 21 28 16 19 14 1 8 0 7 0 3 0 3 1 21 0 2 1 4 7 2 5 9 4 20 2 2 1 3 8 1 3 3 Z_ 9 41 34 25 31 131 26 41 29 28 124 7 5 16 11 39 1 12 3 11 27 *TOTAL* 23 20 1 1 1• 1 1 1 1 1 1 1 1 1 1 r 1• • 7 1 35 11 159 1 8 41 17 1 255 66 NB 17TO TERRACE i NE 2ND COURT 1 NIA!!I, FLORIDA i4'fBD BY: PATRICIA GUERRA SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL MUCUS R PBDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 17TE_2CT Page : 2 I/ NE 2ND COURT From North Peds Right Left Date 03/17/04 NE 17TH TERRACE From East Peds Right Thru NE 17TH TERRACE From West Peds Thra Left Vehicle Other Total Total 23 23 NE 17TH TERRACE D. 0 159 179 20 17 17 11/ 1 41 r • • • • • • • • • • 20 20 NE 2ND COURT 27 0 7 7 41 58 0 37 55 17 0 11 28 ALL VEHICLES & PEDS Intersection Total 255 21 17 35 35 11 11 159 159 0 48 NE 17TH TERRACE 7 41 0 8 8 r r NE 17TH TERRACE & NE 2ND COURT r MIAHI, FLORIDA OTTED BY: PATRICIA GUERRA SIGNALISED r TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 17TE 2CT Page : 3 NE 2ND COURT From North Peds Right Left • Date 03/17/04 Peak Hour Analysis By Entire Peak start 16:00 Volume - 15 5 r Percent - 751 251 r Pk total 20 Highest 16:00 Volume - 4 3 Bi total 7 PSF .71 NE 17TH TERRACE From East Peds Right Thru NE I7TH TERRACE From Nest Peds Thru Left Vehicle Other Total Total ntersection for the Period: 16:00 to 16:00 16:00 7 75 - 21 8 91 911 - 721 281 82 29 16:00 16:00 4 20 - 8 2 24 10 .85 .72 15 NE 17TH TERRACE r r 0 75 r 15 r 8 r r r r 1 1 1 1 1 1 1 15 90 8 15 15 NE 2ND COURT 20 0 5 5 21 29 0 1 19 35 18:00 on 03/17/04 8 0 7 15 23 23 1 ALL VEHICLES & PEDS Intersection Total 131 10 7 7 82 75 75 0 5 26 21 0 NE 17TH TERRACE 1 1 2.3.. Mt. G. (7 -re R. R iqF SToO µa ,fTrtt Pies riitkt``'ti • FC.oil,1,1!A rot Ai cH tr, Zoo 4 DrCetw...0 ay: KEtrlu /` s IliLt.Y t-LQr pc:“ALiz 4 i i NE 18TH STREET & NE 2ND COURT i 1,11111:I, FLORIDA TED BY: ROSIB ROJAS 10SIGNALIZED i TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : IBST_2CT Page : 1 NE 2ND COURT From North Peds Date 03/17/04 16:00 16:15 16:30 16:45 Er Total 17:00 17:15 17:30 17:45 Br Total 9 5 8 2 29 2 3 3 6 14 Right Thru Left NE 18TH STREET From East Peds Right Thru Left NE 2ND COURT From South Peds Right Thru Left NE 18TH STREET From West Peds Right Thru Left vehicle Total 2 0 0 1 3 2 2 0 1 5 0 0 1 4 5 0 0 0 0 1 0 0 1 2 0 0 0 0 2 2 3 1 8 0 1 0 10 0 2 1 14 1 0 1 4 2 6 3 36 3 1 1 3 1 6 1 1 0 0 2 5 8 7 12 32 1 1 1 3 6 0 2 3 0 5 0 1 3 2 6 2 1 0 1 4 2 0 1 1 4 4 2 1 3 10 1 3 2 8 1 1 1 2 5 1 1 3 2 7 6 1 3 1 25 1 0 6 0 22 3 0 0 1 20 3 1 4 0 24 13 2 13 2 91 2 0 5 0 16 2 0 2 0 17 0 0 4 0 21 3 0 6 2 28 7 0 17 2 82 ,TOTAL* 38 M DOS • 3 7 7 12 5 68 9 11 18 12 I 20 2 30 4 173 r NB 18TE STREET E NE 2ND COURT MIAMI, FLORIDA 1011111NTBD BY: ROSIE ROJAS SIGNALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 1BST 2CT Page : 2 NE 2ND COURT From North Peds Right Thru Left Date 03/17/04 38 38 NE 18TH STREET 1 1 1 1 1 1 1 1 1 0410 12 68 83 3 4 4 20 NB 18TH STREET From East Peds Right Thru Left NE 2ND COURT From South Peds Right Thru Left NE 18TR STREET From West Peds Right Thru Left Vehicle Total 3 3 NE 2ND COURT 7 17 7 7 7 30 36 2 20 44 4 18 5 27 • ALL VEHICLES & PEDS 19 12 Intersection Total 173 56 9 12 7 2 18 12 NE 2ND COURT 12 12 5 5 82 68 38 -- 18 18 68 9 9 45 NE 18TH STREET 7 30 8 I 8 8 11 11 r 11 r NE 18TH STREET E NE 2ND COURT 1 RIA!!I, FLORIDA MINTED BY: ROSIE ROJAS SIGNALIZED r r r r TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 F1% (561) 272-4381 ALL VEHICLES 6 PEDS Site Code : 00040070 Start Date: 03/17/04 File I.D. : 18ST_2CT Page : 3 NE 2ND COURT From North Peds Right Thru Left Date 03/17/04 r Peak Hour Analysis By Entire ! Peak start 16:00 Volume - 3 5 11 Percent - 231 381 11 Pk total 13 Highest 16:45 r Volume - 1 1 Si total 6 1 PHF .54 NE 18TH STREET From East Peds Right Thru Left NE 2ND COURT From South Peds Right Thru Left NE 18TH STREET From Test Peds Right Thru Left Vehicle Total Intersection for 16:00 5 - 24 r NE 18TH STREET r 5 r 36 44 r 3 r 2 r r r 13 / 2 1 1 24 2 13 2 381 13 13 1 1 r 1. 1 1 1 1 4 42 16:30 16 .66 3 3 1 7 the Period: 16:00 to 18:00 on 03/17/04 16:00 3 36 3 - 4 10 71 861 71 - 211 53# 19 16:00 1 14 1 7 .68 NE 2ND COURT 5 13 5 5 5 28 5 261 2 4 1 2 10 3 15 ALL VEHICLES & PEDS Intersection Total 91 3 5 2 10 29 5 NE 2ND COURT 5 6 42 19 10 10 16:00 - 2 13 2 - 12% 76% 12% 17 16:15 6 .71 6 6 0 6 • 3 3 36 36 3 3 22 NE 18TH STREET 5 13 4 4 4 5 5 ri t ,÷) 4% t t4.E. IT SrR.eGr• (mot0 S7'7Cc1-es 1-t o ('-? fk+[. K S ?ft% ?Ltd A $AVresrA Sroo I. f\V j'•'j llat ee+ t rr wy©o 4 DitAt81l ! /<evIK tic N44.01 Nor St. Cr N+4C. iZeo 1 1 1 !Am. Traffic Survey Specialists, Inc. 624 Gardenia Terrace NIP Delray Beach, Florida 33444 Phone (561) 272-3255 ******************************************************************************** Volume Report with 24 Hour Totals Page 1 / Data File : D0316005.PRN Station : 000000031402 1 Identification : 009601150098 Interval : 15 minutes Start date : Mar 16, 04 Start time : 00:00 1 Stop date : Mar 16, 04 Stop time : 24:00 ,City/Town : Miami, FL County : Dade Location : Biscayne Boulevard Btwn NE 18 St & 17 Tr ******************************************************************************* 1 Mar 16 Northbound Volume for Lane 1 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 1 15 95 53 30 23 16 22 31 52 117 166 199 245 252 30 72 54 26 18 28 61 123 180 210 195 269 1 45 93 37 26 23 21 31 118 148 196 199 229 230 00 60 33 24 17 17 52 120 170 230 199 246 267 / Hr Total 320 -177 -106 81 _-82 136 -351 558 -772 807 915 1018 M End Time 12 13 14 15 16 17 18 19 20 21 22 23 1 15 272 251 309 282 331 30 271 294 299 309 324 ' 45 270 248 264 296 314 00 287 247 266 281 307 Total 1100 1040 1138 1168 1276 1368 teHour Total : 16912 AM peak hour begins : 11:30 AM peak volume : 1040 Peak hour factor : 0.96 ' PM peak hour begins : 17:00 PM peak volume : 1368 Peak hour factor : 0.96 ******************************************************************************* 0 Mar 16 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 1 15 77 40 24 18 23 _-44 110 267 �441 -378 288 W259 0 30 63 48 26 24 30 41 172 327 404 370 303 283 45 56 36 23 24 23 54 215 343 391 336 275 284 0 00 37 36 26 22 31 109 270 419 425 282 279 325 --- Hr Total 233 160 99 88 107 248 -767 1356 1661 1366 1145 1151 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ' 15 270 300 236 268 303 341 -340 -275 177 -134 -137 -111 0 30 286 298 264 300 248 267 256 232 170 129 129 82 45 311 300 291 307 272 348 269 209 140 132 129 100 0 00 286 263 295 273 252 352 263 190 152 143 112 86 Hr Total 1153 1161 1086 1148 1075 1308 1128 -906 639 538 507 379 24 Hour Total : 19409 AM peak hour begins : 08:00 AM peak volume : 1661 Peak hour factor : 0.94 PM peak hour begins : 17:00 PM peak volume : 1308 Peak hour factor : 0.93 ******************************************************************************* 0111 0 355 350 331 332 259 245 201 154 189 130 308 255 197 161 188 111 262 231 148 154 178 137 258 202 141 156 146 88 1087 933 687 625 701 466 1 1 1 104110 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 Data File : D0316005.PRN / Station : 000000031402 , Identification : 009601150098 Interval : 15 minutes Start date : Mar 16, 04 Start time : 00:00 10 Stop date : Mar 16, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Boulevard Btwn NE 18 St & 17 Tr ******************************************************************************* 1 Mar 16 Total Volume for All Lanes 0 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 172 1 30 135 45 149 / 00 97 93 102 73 69 54 52 49 50 0 Hr Total 553 337 205 41 42 47 39 169 39 66 162 384 607 577 533 511 58 72 233 450 584 580 498 552 44 85 333 491 587 535 504 514 48 161 390 589 655 481 525 592 189 384 1118 1914 2433 2173 2060 2169 1 End Time 12 13 14 15 16 17 110 15 542 551 -545 -550 634 696 1 30 557 592 563 609 572 617 10 45 581 548 555 603 586 679 00 573 510 561 554 559 684 ---- 011 Total 2253 2201 01 2224 18 19 599 520 564 487 531 440 521 392 20 21 22 23 1 378 288 326 241 367 290 317 193 288 286 307 237 293 299 258 174 2215 1839 1326 1163 1208 845 i 0 1 !Aft OW Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 rVolume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0317006.PRN Station : 000000031402 1 Identification : 009601150098 Interval : 15 minutes Start date : Mar 17, 04 Start time : 00:00 11 Stop date : Mar 17, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : Biscayne Boulevard Btwn NE 18 St & 17 Tr ******************************************************************************* 11 Mar 17 Northbound Volume for Lane 1 r End Time 00 01 02 03 04 15 92 ^^66 38 20 T 29 10 30 120 45 33 30 25 lk 45 75 42 26 24 20 00 64 39 28 20 14 Hr Total 351 192 A125 ��94 88 1 05 33 41 37 42 153 06 60 64 90 132 346 07 08 09 10 11 165 144 165 142 171 209 222 247 180 195 240 230 177 155 217 275 250 201 206 276 616 778 760 885 1028 I End Time 12 13 _-14 15 319 238 269 308 370 324 30 269 231 268 274 349 331 IP45 295 279 260 322 341 331 00 288 248 236 328 352 357 IP o a _1232 1412 1343 AT t 1 1171 996 1033 Hour Total : 17264 AM peak hour begins : 11:30 AM peak volume : 1139 Peak hour factor : 0.89 lik PM peak hour begins : 16:00 PM peak volume : 1412 Peak hour factor : 0.95 ******************************************************************************* Southbound Volume for Lane 2 15 16 17 18 19 20 21 22 23 256 260 232 201 213 164 173 148 217 177 142 120 179 166 148 108 185 168 138 96 11 Mar 17 11 End Time 00 01 02 _'03 _�04 05 �06 _07 _�08 _ 09 10 11 15 81 49 37 23 29 35 111 207 381 342 301 233 30 91 45 17 21 25 44 153 295 384 356 269 296 10 45 59 38 25 17 28 70 211 381 368 309 274 284 111 00 63 35 15 ____ 29 18 _104 �252 �393 �373 324 _231 _295 Hr Total 294 167 94 90 100 253 727 1276 1506 1331 1075 1108 I/ End Time 12 13 14 15 16 17 18 19 20 21 22 23 10 15 248 299 T242 W259 214 301 ^273 �212 174 +140 147 �121 . 30 272 273 269 242 302 281 250 234 134 180 124 120 45 303 288 276 271 312 267 236 169 164 138 123 101 . 00 311 297 239 241 254 287 238 205 140 136 128 89 10Hr Total 1134 1157 1026 1013 1082 1136 997 ^820 612 594 522 431 i 24 Hour Total : 18545 DAM peak hour begins : 07:30 AM peak volume : 1539 Peak hour factor : 0.98 PM peak hour begins : 12:30 PM peak volume : 1186 Peak hour factor : 0.95 111******************************************************************************* A 310 309 260 291 1170 949 794 675 601 472 0 1 !AilkMr Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 1 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** 0 Data File : D0317006.PRN Station : 000000031402 p Identification : 009601150098 Start date : Mar 17, 04 , Stop date : Mar 17, 04 II City/Town : Miami, FL Location : Biscayne Boulevard Btwn NE 18 St & 17 Tr ******************************************************************************* 1 Mar 17 Total Volume for All Lanes 1 End Time Interval Start time Stop time County 00 01 02 03 04 05 06 07 : 15 minutes : 00:00 : 24:00 : Dade 08 15 173 115 75 43 58 68 171 372 552 30 211 90 50 51 50 85 217 439 564 45 134 80 51 41 48 107 301 546 545 00 127 74 43 49 32 146 384 535 623 Hr Total 645 359 219 184 188 406 1073 1892 2284 09 10 11 551 551 464 525 2091 523 480 509 526 491 559 437 571 1960 2136 End Time 12 13 14 15 15 567 537 511 567 30 541 504 537 516 45 598 567 536 593 00 599 545 475 569 24 Hour Total : 35809 1 AM peak hour begins : 08:00 AM peak volume : 2284 Peak hour factor : 0.92 PM peak hour begins : 16:15 PM peak volume : 2535 Peak hour factor : 0.97 ***********************************star****************************************** 16 584 651 653 606 Total 2305 2153 2059 2245 2494 17 625 612 598 644 2479 18 19 20 21 22 23 583 468 387 ^304 320 269 559 494 351 357 266 240 496 401 343 304 271 209 529 406 325 304 266 185 2167 1769 1406 1269 1123 903 DIP 1 1 1 1 Traffic Survey Specialists, Inc. 624 Gardenia Terrace 1041, Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** 1 Data File : D0316003.PRN Station : 000000031401 1 Identification : 000110252046 Interval : 15 minutes Start date : Mar 16, 04 Start time : 00:00 1 Stop date : Mar 16, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade 1 Location : NE 15th Street Btwn NE 1st Ave & 1st Ct ******************************************************************************* Mar 16 Eastbound Volume for Lane 1 1 End Time 00 01 02 03 04 1 05 06 07 08 09 10 11 15 5 2 0 0 4 1 5 13 49 31 38 42 1 30 4 2 1 1 4 6 7 14 36 46 40 28 ' 45 8 1 3 2 3 5 9 19 46 29 33 37 00 4 0 4 0 4 15 13 30 32 30 45 55 Hr Total 21 5 8 3 15 27 34 76 163 136 156 162 1 1 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 41 37 }34 49 48 53 30 15 9 6 25 6 30 36 32 54 37 44 32 36 8 6 5 25 3 1 45 47 28 39 43 74 38 20 24 1 7 6 5 00 45 24 41 31 39 16 15 16 7 5 1 7 1 Total 169 �121 -168 160 205 �139 -101 RT63 23 423 57 _^21 w ili 14 Hour Total : 2056 1 AM peak hour begins : 11:30 AM peak volume : 169 Peak hour factor : 0.77 1 ▪ PM peak hour begins : 16:15 PM peak volume : 210 Peak hour factor : 0.71 ****************************************************************************** Mar 16 Westbound Volume for Lane 2 1 End Time 00 01 02 03 04 05 06 07 6 10 1 30 7 2 0 1 2 2 9 15 45 2 4 6 9 1 4 4 28 1 00 5 1 1 4 2 0 7 42 1 Hr Total 18 8 9 08 40 42 28 24 09 32 28 24 23 10 11 40 24 26 22 32 26 22 20 16 10 6 26 95 134 107 120 92 1 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 31 23 32 27 30 34 14 11 5 12 12 6 1 30 37 35 22 24 34 38 14 7 7 3 12 4 45 42 24 31 39 55 22 12 7 5 6 1 13 1 00 23 29 27 23 32 18 8 7 6 6 7 7 1 Hr Total 133 111 112 113 151 112 48 32 23 27 32 30 1 24 Hour Total : 1565 1 AM peak hour begins : 07:30 AM peak volume : 152 Peak hour factor : 0.90 PM peak hour begins : 16:30 PM peak volume : 159 Peak hour factor : 0.72 1******************************************************************************* 041/ 1 1 1 1 1 1 1 Traffic Survey Specialists, Inc. 624 Gardenia Terrace 041/ Delray Beach, Florida 33444 Phone (561) 272-3255 , ***********************Volume Report with 24 Hour Totals Page 2 ********************************************************* 1 Data File : D0316003.PRN Station : 000000031401 Interval : 15 minutes 1 Identification : 000110252046 Start date : Mar 16, 04 Start time : 00:00 / Stop date : Mar 16, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade Location : NE 15th Street Btwn NE 1st Ave & 1st Ct 1******************************************************************************* Mar 16 Total Volume for All Lanes 1 1 1 1 1 1 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 9 -�_� __-� _--� ---9 ...._� --�i --�� �-89 63 78 66 30 11 4 1 2 6 8 16 29 78 74 66 50 45 10 5 9 11 4 9 13 47 74 53 65 63 00 9 1 5 4 6 15 20 72 56 --53 --67 --75 _T Hr Total 39 13 17 19 25 33 60 171 -297 243 276 254 End Time 12 13 14 15 16 17 15 72 60 66 76 78 87 30 73 67 76 61 78 70 45 89 52 70 82 129 60 00 68 53 68 54 71 34 !!!! Hour Total : 3621 AM peak hour begins : 07:45 AM peak volume : 313 Peak hour factor : 0.88 111) PM peak hour begins : 16:15 PM peak volume : 365 Peak hour factor : 0.71 ******************************************************************************* Total 302 232 280 273 356 251 18 19 44 26 50 15 32 31 23 23 149 20 14 13 6 13 95 46 21 18 8 13 11 50 22 23 37 12 37 7 7 18 8 14 89 51 ID 10 ID_ ink r ' Traffic Survey Specialists, Inc. 624 Gardenia Terrace i4110 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 j******************************************************************************** 0 Data File : D0317003.PRN Station : 000000031401 ' Identification : 000110252046 Interval : 15 minutes Start date : Mar 17, 04 Start time : 00:00 i Stop date : Mar 17, 04 Stop time : 24:00 I City/Town : Miami, FL County : Dade Location : NE 15th Street Btwn NE 1st Ave & 1st Ct ******************************************************************************* Mar 17 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 5 1 0 0 2 1 9 18 27 42 37 25 i 30 2 2 2 0 2 5 6 7 31 34 29 39 45 5 1 3 3 6 1 5 24 27 22 33 37 00 5 3 1 0 4 12 8 30 26 36 36 32 Hr Total 17 7 ---6 -�-3 +14 �19 28 - 79 -111 134 -135 133 0 • End Time 12 23 _-13 --14 r�15 --16 T-17 --18 --19 --20 --21 --22 -- 15 42 38 42 45 49 40 43 24 9 3 8 3 30 32 32 24 44 40 31 34 9 10 10 8 4 45 40 28 38 54 46 28 26 12 5 3 9 9 00 48 32 38 44 44 35 21 7 7 7 6 2 -Total 162 ^130 142 187 179 134 -�-- --T- ---- ---_ ..___ __-- pli 24 Hour Total : 1899 ▪ AM peak hour begins : 11:15 AM peak volume : 150 Peak hour factor : 0.89 ' PM peak hour begins : 15:15 PM peak volume : 191 Peak hour factor : 0.88 **********************************************************************-********* 124 52 31 23 31 18 Mar 17 Westbound Volume for Lane 2 End Time 00 01 02 03 04 15 8 2 3 4 4 30 8 1 3 2 6 45 6 3 1 1 4 1 00 2 3 2 5 3 _ Hr Total 24 9 W- --� 9 -12 17 11 25 05 06 07 08 09 10 11 3 2 14 2 5 12 3 7 30 3 11 28 31 23 18 21 84 93 27 24 37 43 22 20 25 26 20 32 18 23 131 85 101 O End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 27 36 30 28 40 35 16 9 7 3 10 5 M 30 32 35 22 25 25 33 13 7 6 8 4 7 45 32 24 22 32 49 18 19 6 2 7 5 4 N 00 29 29 19 24 45 16 9 7 7 6 8 5 r r Hr Total 120 124 -�93 -109 --�T 159 -102 - 57 29 22 24 --27 21 024 Hour Total : 1488 AM peak hour begins : 09:00 AM peak volume : 131 Peak hour factor : 0.76 PM peak hour begins : 16:30 PM peak volume : 162 Peak hour factor : 0.83 0******************************************************************************* AO 0 • 10 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 M******************************************************************************** Data File : D0317003.PRN 1 Station : 000000031401 Identification : 000110252046 Interval : 15 minutes P Start date : Mar 17, 04 Start time : 00:00 • Stop date : Mar 17, 04 Stop time : 24:00 City/Town : Miami, FL County : Dade ' Location. : NE 15th Street Btwn NE 1st Ave & 1st Ct ******************************************************************************* Mar 17 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 15 13 3 3 4 6 4 11 32 58 69 59 30 10 3 5 2 8 7 11 19 54 58 54 45 11 4 4 4 10 4 12 54 45 59 53 00 7 6 3 5 7 15 19 58 47 79 54 Hr Total 41 16 15 15 31 30 53 163 204 265 220 11 45 65 69 55 234 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 69 74 72 73 89 75 59 33 16 6 18 8 30 64 67 46 69 65 64 47 16 16 18 12 11 45 72 52 60 86 95 46 45 18 7 10 14 13 1 00 77 61 57 68 89 51 30 14 14 13 14 7 1 Er Total 282 254 235 296 338 236 181 W�81 - 53 �r47 58 39 41/ Hour Total : 3387 AM peak hour begins : 09:00 AM peak volume : 265 Peak hour factor : 0.84 PM peak hour begins : 16:00 PM peak volume : 338 Peak hour factor : 0.89 r 1 1 1 1 1 1 1 1 1 1 1 1 11 PO 10 ID ID IP ID ID 141/ li ID II 1 1 1 ID • ID DO IP ii Adjusted Traffic Counts • • • DAVID PLUMMEA & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Ellipse NE 17 Terrace and Biscayne Boulevard Traffic Survey Specialists, Inc. Project Number: Count Date: Day of Week: 04121 3/17/2004 Wednesday Biscayne Boulevard NE 17 Terrace TIME INTERVAL 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM �05:30 PM 05:45 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM 06:00 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 2 5 6 2 4 7 3 T 331 300 327 310 278 295 315 304 R 9 9 13 16 21 22 22 19 TOTAL f L 342 b 31 314 11 36 346 48 328 0 35 303 t 40 324 f 48 340 41 328 1 59 T 188 268 271 225 266 231 226 223 R 3 5 7 3 4 4 4 TOTAL 222 309 324 267 309 283 271 286 2 2 0 0 0 3 0 3 T 3 5 2 3 3 2 1 R 4 0 4 6 2 1 7 2 TOTAL 9 7 6 9 3 7 9 6 14 5 8 10 16 12 12 T 14 6 9 10 14 15 7 37 25 28 35 42 33 33 6 6 36 GRAND TOTAL TOTAL 638 666 721 659 687 674 672 668 65 36 45 55 72 60 52 48 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON Biscayne Boulevard NE 17 Terrace 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 17 1230 66 1313 169 949 18 1136 5 10 13 28 42 41 135 . 217 2693 PEAK HOUR FAGTQA 0.95 0.88 0.78 0.75 0.95 Note: 2002 FOOT Peak Seasonal Weekly Volume Factor = 1.00 17 terrace_biscayne blvd.xls • • • • �• • • • • • • WW1, • • • • • w • • • • • • • w • • • • • • • •w• • • • DAVID PLUMMER & ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Ellipse Project Number: Count Date: Day of Week: Wednesday 04121 NE 18 Street and Biscayne Boulevard 3l17/04 Traffic Survey Specialists, Inc. Biscayne Boulevard NE 18 Street INTERVAL • . s 1 i i SOUTHSOUND y. a I ') a : • -7.. r I TOTAL L T R TOTAL - -----LT —PT TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 5 360 2 367 8 216 1 225 2 1 2 5 2 3 35 40 637 04:15 PM 04:30 PM 4 332 3 339 17 305 1 323 2 1 3 6 0 6 21 27 695 04:30 PM 04:45 PM 8 352 2 362 16 318 6 340 1 0 4 5 1 3 29 33 740 04:45 PM 05:00 PM 4 352 1 357 19 263 2 284 2 0 7 9 1 2 30 33 683 05:00 PM 05:15 PM 6 309 6 321 24 324 1 349 1 1 6 8 1 0 37 38 716 05:15 PM 05:30 PM1 5 333 2 340 11 269 3 283 1 1 1 3 0 1 33 34 660 05:30 PM 05:45 PM1 5 341 1 347 19 269 2 290 1 3 3 7 3 1 29 33 677 05:45 PM 06:00 PM L 8 330 2 340 18 273 5 f 296 0 1 6 7 0 2 16 18 661 PM PEAK HOUR TURNING MOVEMENT COUNT ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR SUMMARY PEAK SEASON Biscayne Boulevard NE 18 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 23 1355 10 1387 66 1119 11 1195 5 4 J 16 25 j 4 9 115 128 2735 PEAK HOUR FACTOR 0.94 0.86 0.69 0.80 0.96 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.00 18 St_biscayne blvd.xls ••!• •••IP••Wwl.•!IP•tw •swwsvs wwwwwwwowwww DAV1D PLUMMER 5 ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Ellipse Project Number: Count Date: Day of Week: Wednesday 04121 NE 17 Terrace and NE 2 Court 3117/04 Traffic Survey Specialists, Inc. NE 2 Court NE 17 Terrace TIME INTERVAL NORTHBOUND _---_ SOUTHBOUND EASTBOUND — WESTBOUND .7 ` r TOTAL L T R TOTAL L T R TOTAL L- T R I TOTAL L T ---R TOTAL 04:00 PM 04:15 PM 0 0 0. 0 3 0 4 7 8 0 0 20 4 24 41 04:15 PM 04:30 PM 0 0 0 0 1 0 4 5 7 0 0 19 1 20 34 04:30 PM 04:45 PM 0 0 0 0 0 0 3 3 3 0 0 17 1 18 25 04:45 PM 05:00 PM 0 0 0 0 1 0 4 5 3 0 0 19 1 20 31 05:00 PM 05:15 PM 0 0 0 0 1 a 0 1 2 0._. 0 21 mm 1 22 26 05:15 PM 05:30 PM 0 0 0 0 0 0 4 4 5 0 0 28 1 29 41 05:30 PM 05:45 PM 0 0 0 0 0 0 1 I 1 9 0 0 16 0 16 29 05:45 PM 06:00 PM 0 0 0 0 1 0 0 1 4 0 0 19 2 21 28 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAT( HOUR PEAK SEASON NE 2 Court NE 17 Terrace TIME INTERVAL NORTHBOUND �. SORTHBOUND EASTBOUND 1 WESTBOUND 1GRAND TOTAL L I T R TOTAL L T� R TOTAL L T R TOTAL L T R 1 TOTAL 04:00 PM 06:00 PM 0 0 0 0 4 0 10 14 I 9 21 0 29 0 80 85 128 PEAK HOUR FACTOR N/A 0.48 I 0.60 0.73 0.80 Note: 2002 FDOT Peak Seasonal Weekly Volume Factor = 1.00 17 terrace_2 court.xls • • • DAVID PLUMMER & ASSOCIATES. INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Ellipse Project Number: Count Date: Day of Week: Wednesday 04121 NE 18 Street and NE 2 Court 3i17/04 Traffic Survey Specialists, Inc. NE 2 Court :Cs]:iIII.I iIIPir'��s11j1:I.Tillj:ii'� T1lic;a111.(����i�1�G31�I:Islli:l�� TOTAL 1111u11111112111 WIWI 11.1.0AU �. LIIIIMEMin-MAIM MOWN Lamm 04:00PM 04:15PM 1 Q©REM 0 111311111111111 NEM 110111111E111111111111MN 0 8 9 04:15 PM 04:30 PM 0©min mom 0 wil 0 0 6 0 6 0 10 0 10 22 04:30 PM 04:45 PM 1111111© 0 MEM 1110111 0 0 11111111111111 0 0 MEM IIIINIEM11111111 16 20 04:45 PM 05:00 PM ©©ng. 6 4 11111111111. 6 0 QO 5 © 4 00 24 05:00 PM 05:15 PM aim© ► 4 0 0 0 0 0 5 0 11111111.11111111111111111111111111 WEI 16 05:15 PM 05:30 PM am© 0 mitm 0 © 0 MIIII 0 NMI 0 8 IMI 10 m 05:30 PM 05:45 PM gimp 1 6 © 1 0MBE 0 Mal 0 NI110 0 8 MEM 05:45 PM 06:00 PM 1 2 2 0 5 0 0 0 0 2 6 0 8 atim® 0 ® 28 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS -PEAK HOUR PEAK SEASON NE 2 Court NE 18 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND v WESTBOUND GRAND L T R TOTAL v I Lm T� R! TOTAL L T R TOTAL L T R TOTAL TOTAL 04:00 PM 05:00 PM 6 9 4 19 I 4 _ 4 2 9 2 15 1 mm 18 5 34 3 41 87 PEAK HOUR FACTOR 0.68 0.35 0.56 ,■ 0.64 0.91 Note: 2002 FDOT peak Seasonal Weekly Volume Factor = 1.00 18 st_2 court.xls 1Ofb 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OAVIO PLUMMER & ASSOC€ATES, INC. 24-HOUR COUNTS Project Name: Ellipse Location: Biscayne Blvd Between NE 18 Street and 17 Terrace Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 114 2nd 114 3rd 1i4 4th 114 TOTAL 12:00 AM 95 72 93 60 320 01:00 AM 53 54 37 33 177 02:00 AM 30 26 26 24 106 03:00 AM 23 18 23 17 81 04:00 AM 16 28 21 17 82 05:00 AM 22 31 31 52 136 06:00 AM 52 61 118 120 351 07:00 AM 117 123 148 170 558 08:00 AM 166 180 196 230 772 09:00AM 199 210 199 199 807 10:00AM 245 195 229 246 915 11:00 AM 252 269 230 267 1,018 1200 PM 272 271 270 287 1,100 01:00PM 251 294 248 247 1,040 02:00 PM 309 299 264 266 1,138 03:00 PM 282 309 296 281 1,168 04:00 PM 331 324 314 307 1,276 05:00 PM 355 350 331 332 1,368 06:O0PM 259 308 262 258 1,087 07:00 PM 245 255 231 202 933 08:00PM 201 197 148 141 687 09:00PM 154 161 154 156 625 10:00 PM 189 188 178 146 701 11:00 PM 130 111 137 88 s 466 AM Peak Hour: PM Peak Hour: 24-HOUR TOTAL 1 16,912 NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 77 63 56 37 233 01:00 AM 40 48 36 36 150 02:00 AM 24 26 23 26 99 03:00 AM 18 24 24 22 88 04:00AM 23 30 23 31 107 05:00 AM 44 41 54 109 248 06:00 AM 110 172 215 270 767 07:OOAM 267 327 343 419 1,356 08:00AM 441 404 391 425 1,661 09:00AM 378 370 336 282 1,366 10:00 AM 288 303 275 279 1,145 11:00 AM 259 283 284 325 1,151 12:00PM 270 286 311 286 1,153 01:00PM 300 298 300 263 1,161 02:00 PM 236 264 291 295 1,086 0300 PM 268 300 307 273 1,148 04:00 PM 303 248 272 252 1,075 05:00PM 341 267 348 352 1,308 06:00 PM 340 256 269 263 1,128 07:00 PM 275 232 209 190 906 08:00 PM 177 170 140 152 639 09:00PM 134 129 132 143 538 10:00 PM 137 129 129 112 507 11:00 PM 111 82 J24-HOtJR 100 86 TOTAL 379 19.409 DAILY TRAFFIC COUNT SUMMARY Time: 11:45AM Volume: 1,080 Time: 05:00 PM Volume: 1,368 AM Peak Hour: PM Peak Hour. AM Peak Hour PM Peak Hour: NORTHBOUND AND SOUTHBOUND 04121 3/16104 TWO-WAY TOTAL 553 337 205 169 189 384 1,118 1,914 2,433 2,173 2,060 2,169 2,253 2,201 2,224 2,316 2,351 2,676 2,215 1,839 1,326 1,163 1,208 845 36,321 Time: 08:00 AM Volume: 1,661 Time: 05:00 PM Volume: 1,308 Time: 08:00 AM Volume: 2,433 K-factor: 6.7% PHF: 0.93 D-factor: 68.3% 5B Time: 05:00 PM Volume: 2,676 K-factor: 7.4% PHF: 0.96 D-factor. 51.1% NB 1 • biscayne blvd btw 18 st-„ 17 tr,xls DAVID PLUMMER & A55OCIATE$.1r4c. 24-HOUR COUNTS Project Name: Ellipse Location: Biscayne Boulevard Between NE 18 Street and 17 Terrace Observer: Traffic Survey Specialists, Inc. BEGIN TIME r NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 92 120 75 64 351 D1:OO AM 66 45 42 39 192 02:00 AM 38 33 26 26 125 03:00 AM 20 30 24 20 94 04:00 AM 29 25 20 14 88 05:00 AM 33 41 37 42 153 06:00 AM 60 64 90 132 346 07:00 AM 165 144 165 142 616 08:00 AM 171 180 177 250 778 09:00 AM 209 195 155 201 760 tam AM 222 240 217 206 885 1100AM 247 230 275 276 1,028 12:00PM 319 269 295 288 1,171 01.00 PM 238 231 279 248 996 02:00 PM 269 268 260 236 1,033 03:00 PM 308 274 322 328 1,232 04:00 PM 370 349 341 352 1,412 05:00 PM 324 331 331 357 1,343 06:001M 310 309 260 291 1,170 07:00 PM 256 260 232 201 949 08:00 PM 213 217 179 185 794 09:00 PM 164 177 166 168 675 10:00 PM 173 142 148 138 601 11:00 PM 148 120 108 96 472 24-HOUR TOTAL 17,264 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 81 91 59 63 294 01:00 AM 49 45 38 35 167 02:00 AM 37 17 25 15 94 03:00 AM 23 21 17 29 90 04:00 AM 29 25 28 18 100 05:00 AM 35 44 70 104 253 06:00 AM 111 153 211 252 727 07:00AM 207 295 381 393 1,276 OB:00 AM 381 384 368 373 1,506 09:OOAM 342 356 309 324 1,331 10:00AM 301 269 274 231 1,075 11:00 AM 233 296 284 295 1,108 1200PM 248 272 303 311 1,134 01:00 PM 299 273 288 297 1,157 02:00 PM 242 269 276 239 1,026 03:OOPM 259 242 271 241 1,013 0400 PM 214 302 312 254 1,082 05:0a PM 301 281 267 287 1,136 0600PM 273 250 236 238 j 997 07:00 PM 212 234 169 205 820 0B:00 PM 174 134 164 140 612 09:00 PM 140 180 138 136 594 10:00 PM 147 124 123 128 522 11.00 PM 121 120 101 89 431 f24-HOUR TOTAL 18,545 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 1,159 Time: 04:00 PM Volume: 1,412 AM Peak Hour: PM Peak Hour: AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOIJTHBOUND Time: K-factor: 0-factor: Time: K-factor: 0-factor: 08:00 AM 6.4% 65.9% SB 04:15 PM 7.1 % 53.9% NB 04121 3117/'04 TWO-WAY TOTAL 645 359 219 184 188 406 1,073 1,892 2,284 2,091 1,960 2,136 2,305 2,153 2,059 2,245 2,494 2,479 2,167 1,769 1,406 1,269 1,123 903 35, 809 Time: 07:30 AM Volume: 1,539 Time: 12:30 PM Volume: 1,166 Volume: 2,284 PHF: 0.92 Volume: 2,535 PHF: 0.97 biscayne Blvd btw18 st _17 tr.xls DAVIO PLUMMER E. ASSOCEATES, INC. 24-HOUR COUNTS Project Name: Ellipse Location: NE 15 Street Between NE 1 Ave and 1 Court Observer: Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 114 2nd 114 3rd 114 4th 114 TOTAL 12:00 AM 5 4 8 4 21 01:00 AM 2 2 1 0 5 3 02:00 AM ' 0 1 3 4 8 I 03:00 AM ; 0 1 2 0 3 104:00 AM 4 4 3 4 15 05:00 AM 1 6 5 15 27 06:00 AM 5 7 9 13 34 07:00 AM 13 14 19 30 76 08:00 AM 49 36 46 32 163 09:00 AM 31 46 29 30 136 10:00 AM 38 40 33 45 156 11:00 AM 42 28 37 55 162 12:00 PM I 41 36 47 45 169 01:00 PM _: 37 32 28 24 121 02:00 PM 34 54 39 41 168 03:00PM `: 49 37 43 31 160 04:00 PM € 48 44 74 39 205 05:00 PM 53 32 38 16 139 06:00 PM 30 36 20 15 101 07:00 PM 15 8 24 16 63 08:00 PM 9 6 1 7 23 09:00 PM 6 5 7 5 23 ] 10:00 PM 25 25 6 1 57 11:00PM 6 3 5 7 21 24-HOUR TOTAL 2.056 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND 1st 114 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 4 7 2 5 18 01:00 AM 1 2 4 1 8 02:00 AM 2 0 6 1 9 03:00 AM 2 1 9 4 16 04:00 AM 5 2 1 2 10 05:00 AM 0 2 4 0 6 06:00 AM 6 9 4 7 26 07:00 AM 10 15 28 42 95 08:00 AM 40 42 28 24 134 0800 AM 32 28 24 23 107 10:00 AM 40 26 32 22 120 11:00 AM 24 22 26 20 92 200 PM 31 37 42 23 133 01:00 PM 23 35 24 29 111 02:00 PM 32 22 31 27 112 03:00 PM 27 24 39 23 113 04:00 PM 30 34 55 32 151 05:00 PM 34 38 22 18 112 06:00 PM 14 14 12 8 48 07:00 PM 11 7 7 7 $ 32 OB:00 PM 5 7 5 6 ' 23 09:00 PM 12 3 6 6 27 10:00 PM 12 12 1 7 32 11:00 PM 6 4 13 7 1 30 DAILY TRAFFIC COUNT SUMMARY Time: 11:45AM Volume: 179 Time: 04.15 PM Volume: 210 AM Peak Hour: PM Peak Hour: 24-HOUR TOTAL 565 04121 3/16104 TWO-WAY TOTAL 39 13 17 19 25 33 60 171 297 243 276 254 302 232 280 273 356 251 149 95 46 50 89 51 3,621 AM Peak Hour: Time: 07:30 AM Volume: 152 PM Peak Hour: Time: 04:30 PM Volume: 159 EASTBOUND AND WESTBOUND Time: K-factor. D-factor: Time: K-factor: 0-factor: 07:45 AM 8.6% 51.4% EB 04:15 PM 10.1% 57.5% EB Volume; 313 PHF: 0.88 Volume: 365 PHF: 071 15 st 6tw 1 ave _1 ct.xls DAVI❑ PWMMER & ASSOCIATES. NC ProjectName: Ellipse Location: Observer: 24-HOUR COUNTS NE 15 Street Between NE 1 Ave and 1 Court Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4_ TOTAL 12:00AM 5 2 5 5 17 01:00AM 1 2 1 3 7 02:00 AM 0 2 3 1 6 03:00 AM 0 0 3 0 3 04:00 AM 2 2 6 4 14 05:00AM 1 5 1 12 19 06:00 AM 9 6 5 8 28 0700 AM 18 7 24 30 79 0600 AM 27 31 27 26 111 09:00 AM 42 34 22 36 134 10.00 AM 37 29 33 36 135 11:00 AM 4 25 39 37 32 133 12:00 PM 42 32 40 48 162 01:00 PM 38 32 28 32 130 02:00 PM 42 24 38 38 142 03:00 PM 45 44 54 44 187 04:00 PM 49 40 46 44 179 05:00PM 40 31 28 35 I 134 06:00 PM 43 34 26 21 124 07:00 PM 24 9 12 7 52 08:00 PM 9 10 5 7 31 09:00 PM 3 10 3 7 23 10:00PM 8 8 9 6 31 11:00PM , 3 4 9 2 18 24-HOUR TOTAL 1 1,899 AM Peak Hour PM Peak Hour EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND j1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 8 8 6 2 24 01:00AM 2 1 3 3 9 02:00 AM 3 3 1 2 9 03:00 AM 4 2 1 5 12 04:00 AM 4 6 4 3 17 05:00 AM € 3 2 3 3 11 06:00 AM ' 2 5 7 11 25 07:00 AM 14 12 30 28 84 08:00 AM 31 23 18 21 93 09:00 AM -' 27 24 37 43 131 10:00 AM 22 25 20 18 85 11:00 AM 20 26 32 23 101 12:00 PM 27 32 32 29 120 01:00 PM 36 35 24 29 124 02:00 PM 30 22 22 19 93 03:00 PM 28 25 32 24 109 04:00 PM 40 25 49 45 159 05:00 PM 35 33 18 16 102 06:00 PM 16 13 19 9 57 07:00 PM 9 7 6 7 29 08:00 PM I 7 6 2 7 22 09:00 PM ' 3 8 7 6 24 10:00 PM 10 4 5 8 27 11:00PM 5 7 4 5 21 24-HOUR TOTAL 1,488 DAILY TRAFFIC COUNT SUMMARY Time: 11:15 AM Volume: 150 Time: 03:15 PM Volume: 191 AM Peak Hour: PM Peak Hour: 04121 3/17/04 TWO-WAY TOTAL 41 16 15 15 31 30 53 163 204 265 220 234 282 254 235 296 338 236 181 81 53 47 58 39 3,387 AM Peak Hour: Time: 09:00 AM Volume: 131 PM Peak Hour Time: 04:30 PM Volume: 162 EASTBOUND AND WESTBOUND Time: 09:00 AM Volume: 265 K-factor: 7.8% PHF: 0.84 0-factor: 50.6% EB Time: 04:00 PM Volume: 338 K-factor: 10.0% PHF: 0.89 D-factor: 53.0% EB 15 st btwn 1 ave_1 ct.xls Signal Timings D. • M • :s • • r 01 PATTERN SCHEDULE FOR 4135 US 1 & TIME PT OFF NSW F Y ]EWW F G Y MIN: 7 10 12 1 0 11 88 41 10 4 6 12 1 4 15 21 88 41 10 4 6 12 1 4 0 115 23 0 20 10 4 6 12 1 r 500 19 0 20 10 4 6 12 1 545 1 88 41 10 4 6 12 1 615 2 3 40 10 4 6 12 1 ' 745 12 23 41 10 4 6 12 1 845 16 8 52 10 4 6 12 1 1200 17 49 53 10 4 6 12 1 1345 10 52 50 10 4 6 12 1 i 1545 9 54 55 10 4 6 12 1 I 1630 18 14 55 10 4 6 12 1 1800 3 1 40 10 4 6 12 1 1900 1 88 41 10 4 6 12 1 2130 11 88 41 10 4 6 12 1 ENTER THE DAY #, CONTROLLER # L NE 17 TERR SL Y R 5 7 4 1 7 4 1 4 5 4 1 4 5 4 1 4 7 4 1 4 8 4 1 4 7 4 1 4 16 4 1 4 15 4 1 4 18 4 1 4 18 4 1 4 18 4 1 4 8 4 1 4 7 4 1 4 7 4 1 (1 = STOP) FOR DAY # 4 (SECTION 3) S Y M CYC 90EARLY NI 90NITE M2 6 67LATE NIG 6 67DAWN M2 90AVG M2 0 90PRE AM M 90AM PEAK 110MID MORN 110NOON M2 110AFT M1 0 115PRE PM P 115PM PEAK 90POST PM 90AVG M2 0 90EARLY NI p 1 1 ofb i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Appendix C FDOT's Quality/LOS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership Lanes Divided [ 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 A 100 1,060 1,600 Level of Service B C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service A B C D E �• 860 250 380 490 220 1,530 2,330 3,030 720 1,810 3.,720 3,460 1,860 2,790 3;540 890 000 .00 ss. Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A 8 C D E l Undivided 2 Divided 3 Divided 4 Divided Mt O. 100 220 340 440 590 1,360 2,110 2,790 810 1,710 2,570 3,330 850 1,800 2,710 3,500 Class Ili (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 O 0 Level of Service B 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 Mlle and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided Level of Sery A 8 C s• 00 00 .. O. O. s• O 0 270 650 1,000 1,350 e D 720 1,580 2,390 3,130 E 780 1,660 2,490 3,250 FREEWAYS Interchange spacing > 2 mi. apart Level of Service Lanes A 8 C D E 2 1,270 2,110 2,940 3,580 3,980 3 1,970 3,260 4,550 5,530 6,150 4 2,660 4,410 6,150 7,480 8,320 5 3,360 5,560 7,760 9,440 10,480 6 4,050 6,710 4,360 11,390 12,650 Interchange spacing <2 mi. apart Level of Service Lanes A B C D E 2 1,130 1,840 2,660 3,440 3,910 3 1,780 2,890 4,180 5,410 6,150 4 2,340 3,940 5,700 7,380 8,380 5 3,080 4,990 7,220 9,340 10,520 6 3,730 6,040 8,740 11,310 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided I Undivided 2 Divided Source: NON -STATE ROADWAYS Major CityiCounry Roadways Level of Service A •• •• 8 C D 0. a. • a 480 760' 1,120 1,620 • 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A •s B C D •• 250 530 •• 580 1,140 Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http!lwww11.myflanda.conVp€anningrsystemsismilos/default htm E 810 1,720 2,580 E 660 1,320 02/22/02 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-I00% Level of Service A B C •• •• 170 •• 130 210 160 380 >380 D 720 >210 •s• 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% 85.140% A a• Level of Service B C D •s 120 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A 8 •• >5 >6 >4 C >4 >3 D >3 >2 E 810 990 E >2 >I L anes 1 1 Multi Multi ARTERIALINON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Turns Lanes Adjustment Factors Yes .5% No -20% Yes -5% No •25% ONE WAY FACILITIES Increase corresponding volume 20% 'This table does not consnnnc a standard and should be used only for general pi arming applications. The computer models from which this rabic is derived shauid be used for more specific planning appi,canoru. The sable and denying compaler models should not be used for corridor or intencction deergn. where more refined techniques ea tat. Values shown arc hourly d,recnonai volumes for levels of strv,ce and art for the autonsob,IHmaek modes sera€eso specificaliy stated' Level of service !cites grade thresholds arc probably nor comparable across modes and. therefore, crass modal compansons should be made with caunoa. Fuetherrnore. combining Icveis of servsce of different modes ,nla one overall roadway level of scrvoce,s not recommended To conven to annual average daily Irafnc volwnes. these. volumes must be divided by appropriate D and K !semis The table's input value defaults and levet of scrvxc cr oena appeat on arc following page Calculations axe based oe piann'ng appi,cattona of the H=ghway Capacity Manual, Bicycle LOS Model. Pedcsman LDS Model and Trams Capacity and Quality of Service .Manual. respectively for the automobile/truck. bicycle. pedesenan and bus modes Canna, be achieved using table input vaiuc defaults. "'Not applttable for that trvel of service letter grade For automobdurruck modes. volumes greater nun level of sorv,ce 0 became F because intersection capacines have been reachnf. For b,cyc le and prdessn an modes, the level of service lone, grxie i+ncludin& rs not achievable, because there is no nsas,mum vehicle volume Ihre0ho3d usinginput valor defauiu 97 w w w w'wger w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w wr w w w w LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE S 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 ounce: 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. Page 1 615 Nr ILi h14 Oa�l 20ENov-2001 ROALIWAY 1 5ISCAYNE NE 54 STREET NE 46 STRET NE 46 STREET 1-195 1.145 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1-395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET SE 4 STREET 5£ 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET TACIT,1TY TYPE EX18T1NG i0(8 LANES NB SB NB SB NB 5B NB 5B NB SB NB 58 NB SB NB 58 NB SB NB SH NB 58 N8 5B Na 58 N8 SB NE SB Na E 2 AYENUEIBRICKELL AVENUE NE 29 STREET NE 19 STREET NB SB NB S8 NB SB 5B S8 NE 19 STREET NE 14 STREET NE 13 STREET 1-395 NE 3 STREET NE 1 STREET ELAGLER STREET SE 1 STREET SE 2 STREET SE 4 STREET 5E 8 STREET SW 13 STREET SW 15 ROAD NE 14 STREET NE 13 STREET 1-395 NE 3 STREET NE 1 STREET FLAGLER STREET SE T STREET 5E 2 STREET 5E 4 STREET SE 8 STREET SW13 STREET SW 15 ROAD RICKENBACKER CSWY SB SB S8 SB SB NB 58 NB SB NB SB NB SO 1 AVENUE NE 17 STREET NE 14 STREET NB SB' NE 14 STREET 1-395 NB 1.395 . NE 6 STREET NB NEB STREET FLAGLER STREET N8 FLAGLER STREET 5E 1 STREET NB SE 1 STREET SE 2 STREET N9 4LO 4LD 4L0 4LD 4LD 4LD 41.1) 4LD 6L0 6LD 4L 3L 8LO 8LO 8L0 8L0 2LOW 4LU 4L11 4LU 3L 3L 3L 3L 3L 3L 4L 2L 3L 4LD 41.10 4L0 21.0 3L 3L 3L 3L 3L 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 48 95 95 11 16 93 95 95 95 95 TABLE 21A5 DOWNTOWN MIAMI OR UPDATE EXISTING PM BUS R10ER11NIP AN0 PERSON TRIP CAPACITY ASSIGNMENTS BUS MOLARS SERVING ROADWAY BEGEMENTS 16 62 193 16 62 193.' 16 62 93- 16 62 93 1 16 62 97 16 62 93 16 36 62 93 1 T 16 36 62 93 195 95 95 7 16 36 62 93 1 T 16 36 62 93 195 95 95 T 16 36 62 93 T 16 36 62 91 95 95 95 T 32 36 62 97 T 32 36 62 93 95 95 95 T 48 62 93 T 48 62 93 95 95 95 T 16 48 51 93 C 5 16 48 51 93 95 95 95 C 5 16 48 51 93 C 5 16 48 51 93 '95 95 95 I 0 5 16 48 51 93 C 5 16 48 51 93 95 95 95 C S 16 48 51 93 C 5 16 46 51 93 95 95 95 C 5 16 48 51 93 95 95 95 C 5 16 48 93 95 95 95 C S 48 77 51 93 95 95 95 C s 9 10 32 9 19 32 9 10 9 10 K 1 9 10 K T 9 10 K '1 9 10 5t K K T 24 24 24 24 24 24 48 48 48 48 6 48 B 46 95 95 48 B 48 B 48 B B B 9 9 6 9 2 6 2 1 6 6 a T 95 R 10 10 K T 10 K T 7 8 9 7 8 9 10 10 BUS ROUTES AND RIDERSHIP PER SEGEMENT 1 11 16 32 36 48 54 62 77 111 99 21 66 69 13 111 1 99 21 66 69 13 111 99 21 66 69 13 99 32 21 69 20 13 99 32 21 69 20 13 99 32 1 21 69 20 3 10 32 21 18 32 13 111 66 111 66 111 66 111 54 111 45 111 45 411 45 111 45 84 45 84 30 64 240 9 10 132 46 72 20 66 18 66 18 66 18 66 18 48 12 2 88 40 fi 4 4 2 99 42 99 42 99 42 75 42 75 75 24 32 48 16 27 0 52 1 52 O 52 1 52 O 52 1 52 O 52 I 52 O 48 1 52 O 48 1 51 95 52 21 13 B 78 12 76 6 12 92 6 187 60 88 3 24 88 B 144 92 3 24 8 148 2 24 6 112 6 16 7 0 9 10 K T 132 48 132 46 156 128 138 48 112 132 78 48 114 46 76 124 33 66 56 46 76 76 66 42 K 96 96 96 84 84 93 108 100 106 100 108 100 108 100 108 100 108 109 108 100 104 76 104 76 100 95 0 0 0 18 18 18 100 S8 18 60 68 le B0 60 1e 80 187 60 197 T 120 128 128 108 108 187 1- G 96 72 96 72 96 72 96 63 75 63 75 290 200 290 200 290 200 290 200 290 200 295 170 275 152 148 152 146 152 148 152 148 152 132 TOTAL BUS BUS RIDERSKIP CAPACITY T_ PER80N91-LPERBONS _. yam; 319. 920 0.368 248 920 0.2>0 339 920 0. 366 248 920 0 270 339 920 0.366 248 920 0.270 523 1.472 0.355 416 2,252 0185 523 1,472 0.355 416 2,2521 0.185 523 1,4720.355 416 2,252 0.185 442 1,469 0 301 353 2,249 0 t 70 678 1028 0.660 465 1,806 0.268 752 1,7D5, 0441 506 2,485 0204. 748 1.7as 0.430 498 2486 0.200 748 1,706 0.438 498 2,466 0200. 677 1,706 0.397 489 2,486 0 197 657 2,486 0.264 3941 2,226 0177 7,106 3.434 0.322 61 306 0199 1871 780 0.240 167 780 0.240 199 713 0.278 119 713 0 167 84 518 0.162 308 1,070 0.288 398 1,070 0 288 3081 1,070 0.286 304 1,330 0 229 192 552 0.348 aB 536 0.164 94 566 0166 365 1346 0,271 115 566 0.203 240 566 0 424 119 566 0,210 156 306 0.510 26 306 0.085 138 306 0.451 22 306 0.072 184 674 0273 468 i,226 0.382 434 1.226 0.354 578 2,114 0.273 405 2,114 0.192 68 534 0.127 SOURCE KEITH AND SCNNARS P A N 1TRANPLAN,PROJECTS12I01t167161TABLESIIIMATRIX WK4 Pas. 3 of 5 0 • • TABLE 21.A5 DOWNTOWN MIAMI ORI UPDATE EXISTING PM BUS RIDERSHIP AND PERSON TRIP CAPACITY ASSIGNMENTS ROADWAY PROM 714Vi 3 AV0AITE- NW 20 STREET TO NW 17 STREET NW 17 STREET Nw 14 STREET NYV 14 STREET NW 9 STREET NW 9 STREET NW 5 STREET NW 55TREET SW 1 STREET NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE N MIAMI AVENUE NW 3 AVENUE NW 3 AVENUE 1-95 NE 15 STREETNENETIAN CSWY 1. BISCAYNE ISLAND BAYSHORE DRIVE BAYBHORE DRIVE BISCAYNE BLVD 3 BISCAYNE BLVD N. MIAMI AVENUE NE 14 STREET BAYSHORE DRIVE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 Av5Nu5 N MIAMI AVENUE N MIAMI AVENUE NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3 AVENUE 1-05 '.I NE 11 STREET I �,` NW 3 AVENUE 'I NE 10 STREET NW 3 AVENUE FACILITY TYPE 4k EXISTING L11R[ LANES NB au 5E NB 2LU 59 NB 2LU SB NB 31. NB 2L EB WB EB WB EB WB E9 w6 1:9 WB EB WB EB WO EB WB EB WE EB WB EB WE EB WE 2LU 41.0 4LD 21.0 21.0 2L1J 41.D 21, 11. 2L 1L 2LU 2LU 210 I-45 WB 3L 95 NE 6 STREET/PORT BOULEVARD E. OF PORT BR10GE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 1 AVENUE NW 1 AVENUE NW 1 CT NW f CT NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3AVENUE 1-95 tV W 0 EB 2L EB WB WB WE WB W9 WB WB WB 6LD 3L 2L 2L 21. 2L 2L 3L 2 21 M 2 21 M 21 21 12 32 32 32 32 32 A 32 32 21 21 36 40 16 16 M M M M 48 A 51 62 51 82 T 2 7 18 2 7 2 7 21 21 C 36 C BUS ROUTES SERVING -.., ROADWAY S£OEMEIITS M S M 5 32 3 2 126 56 14 72 22 46 56 16 32 27 10 27 1a 27 16 32 36 18 18 2 66 128 21 16 21 54 48 32 4 3 45 2 1 7 75 75 75 66 66 78 78 16 99 48 A 24 18 24 f8 BNS Bo1TE9 AND RIDERSHIP PER SEGEMENT 12 51 62 93 52 13 18 52 1 21 76 6 2 40 54 54 243 C K 75 112 72 98 112 9fi M 68 14 46 14 46 14 46 14 46 14 275 200 152 132 128 128 ................... TOTAL BUB RIDERSHIP {PERSONS)"PERSONS] BUS CAPACITY _ WC ! 198 5593 5354 1 140 559I 0.250 50 1141 0.509 18 1141 0 158 I I 1 i I 1 1 27 1.950138 18 195 0 002 27 195 0.138 1a 195 01152 27 195 0.136 18 195 0.092 24 451 0.533 18 451 0.400 74 546 0136 37 270 0.137 846 2,606 6421 774 2,739 6.283 256 682 0 419 238 682 0.349 46 130 0.354 14 130 0 108 46 130 0.354 14 130 0.106 114 4450756 142 445 0.319 16 114 0.140 54 114 4474 189 888 0.213 141 510 0.278 75 315 0238 432 309 0.427 132 309 0 427 L_ _.,_ .,._..__........._....._._......._.__ SOURCE' KEITH ANO SCHNARS. P.A N.ITRANPLAMPRUJECT$120011167161TABLE5111MATRIif WK4 1 1 1 1 1• i 1 1 1 1 1 1 1 1 1 • • Appendix D • • Intersection Capacity Analysis i Worksheets o o • o o o o • • o o o ow i • • 10 • DO 1 II 10 1 la 10 1 II 10 1 1 40 1 0 Existing Conditions 1 1 Analyst: DPA IF Agency: Date: 3/25/2004 HCS2000: Signalized Intersections Release 4.1d 1 riod: EXISTING PM PEAK PERIOD III oject ID: ELLIPSE MUSP- # 04121 i /W St: NE 17 TERRACE 1 1 1 1 1 1 1 1 1 1 1 1 1 No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NE 17 TERRACE/ BISCAYNE BLVD Area Type: All other areas Jurisd: Year : 2004 N/S St: BISCAYNE BOULEVARD SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 LTR 5 10 13 12.0 0 1 1 0 TR 42 41 135 12.0 12.0 0 1 2 0 L TR 17 1230 66 12.0 12.0 0 Southbound L T R 1 2 0 L TR 169 949 18 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations 2 3 4 Phase EB NB Aiken Yellow 1 1 1 1 1 1 1 1 1 1 Combination Left Thru Right Peds WB Left Thru Right Peds Right Right All Red Appr/ Lane Grp Lane Group Capacity 1 5 6 7 8 A NB Left A A Thru A A Right A Peds A SB Left A A A Thru A A Right A Peds EB Right WB Right 19.0 18.0 65.0 4.0 4.0 4.0 0.0 1.0 0.0 Cycle Length: 115.0 secs Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 265 Westbound L 227 TR 272 Northbound 1 TR 1 218 1985 Southbound 1L 1 TR 100 1 1 1 396 1995 1605 0.11 0.17 41.0 D 41.0 D 1374 0.19 0.17 41.8 D 1648 0.68 0.17 51.9 D 49.9 D 386 0.08 0.57 11.6 B 3512 0.69 0.57 18.8 1770 0.45 0.77 13.5 3529 0.51 0.57 15.5 Intersection B 18.7 B B B 15.2 B Delay = 20.0- (sec/veh) Intersection LOS = B ' HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY l Analyst: DPA i ncy/Co.: to Performed: 3/25/2004 Analysis Time Period: EXISTING PM PEAK PERIOD 1 Intersection: NE 18 ST/ BISCAYNE BLVD Jurisdiction: r Units: U. S. Customary • Analysis Year: 2004 Project ID: ELLIPSE MUSP- # 04121 0 East/West Street: NE 18 STREET ' North/South Street: BISCAYNE BOULEVARD Intersection Orientation: NS Study period (hrs): 0.25 ' Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound r Movement 1 2 3 14 5 6 0 L T R I L T R 0 Volume 23 1355 10 66 1119 11 • Peak -Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 ▪ Hourly Flow Rate, HFR 23 1411 10 68 1165 11 0 Percent Heavy Vehicles 2 2 -- ▪ Median Type/Storage TWLTL / 1 ▪ RT Channelized? 0 Lanes 1 2 0 1 2 0 110 Configuration L T TR L T TR stream Signal? No No nor Street: Approach Westbound Eastbound Movement 7 8 9 ( 10 11 12 L T R ( L T R 0 Volume 4 9 115 5 4 16 ' Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR 4 9 119 5 4 16 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 iik Flared Approach: Exists?/Storage No / No / M Lanes 0 2 0 0 2 0 , Configuration LT TR LT TR Delay, Queue Length, and Level. of Service D Approach NB SB Westbound Eastbound an Movement 1 4 1 7 8 9 1 10 11 12 , Lane Config L L 1 LT TR 1 LT TR v (vph) 23 68 8 123 7 18 , C(m) (vph) 590 475 89 340 76 287 v/c 0.04 0.14 0.09 0.36 0.09 0.06 1 95% queue length 0.12 0.50 0.29 1.61 0.29 0.20 1 Control Delay 11.3 13.8 49.4 21.5 57.1 18.4 iillg B B E C F C proach Delay 23.2 29.2 Approach LOS C D 1 1 HCS2000: Unsignalized Intersections Release 4.1d 1 Analyst: ,ency/Co TWO-WAY STOP CONTROL SUMMARY to Performed: 3/25/2004 1 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NE 17 TERRACE / NE 2 COURT / Jurisdiction: Units: U. S. Customary Analysis Year: 2004 1 Project ID: ELLIPSE MUSP-- # 04121 East/West Street: NE 17 TERRACE North/South Street: NE 2 COURT "Intersection Orientation: EW Study period (hrs): 0.25 1 Vehicle Volumes and Adjustments 1 Major Street: Approach Eastbound Westbound 10 Movement 1 2 3 14 5 6 L T R I L T R "Volume 9 21 80 6 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 1 Hourly Flow Rate, HFR 11 26 99 7 1 Percent Heavy Vehicles 2 -- -- -- Median Type/Storage Undivided / 1 RT Channelized? 1 Lanes 0 1 1 0 il Configuration LT TR 1 Upstream Signal? No No ^tenor Street: Approach Northbound Southbound 1 Movement 7 8 9 I 10 11 12 1 L T R I L T R 1 Volume 1 Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 1 Percent Grade (%) Flared Approach: Exists?/Storage "Lanes 0 4 10 0.80 0.80 4 12 2 2 0 No 0 0 1 Configuration LR 1 Delay, Queue Length, and Level of Service 1 Approach EB WB Northbound Southbound 1 Movement 1 4 17 8 9 I 10 11 12 1 Lane Config LT I I LR 1 v (vph) 11 16 1 C(m) (vph) 1485 921 v/c 0.01 0.02 1 95% queue length 0.02 0.05 1 Control Delay 7.4 9.0 A A roach Delay 9.0 1 Approach LOS A 1 1 1 1 HCS2000: Unsignalized Intersections Release 4.1d 1 1 1 Analyst: oillency/Co.: to Performed: 3/25/2004 Analysis Time Period: EXISTING PM PEAK PERIOD Intersection: NE 18 ST/ NE 2 COURT Jurisdiction: 1 Units: U. S. Customary Analysis Year: 2004 Project ID: ELLIPSE MUSP- # 04121 , East/West Street: NE 18 STREET North/South Street: NE 2 COURT 1 Intersection Orientation: EW Study period (hrs): 0.25 TWO-WAY STOP CONTROL SUMMARY 1 Vehicle Volumes and Adjustments 1 Major Street: Approach Eastbound Westbound , Movement 1 2 3 4 5 6 L T R L T R 1 1 Volume 2 15 1 5 34 3 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 1 Hourly Flow Rate, HFR 2 16 1 5 37 3 1 Percent Heavy Vehicles 2 -- 2 Median Type/Storage Undivided / 1 RT Channelized? Lanes 0 1 0 0 1 0 1 Configuration LTR LTR 1 Upstream Signal? No No nor Street: Approach Northbound Southbound 1 Movement 7 8 9 I 10 11 12 L T R 1 L T R "Volume 6 9 4 4 4 2 Peak Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 1 Hourly Flow Rate, HFR 6 9 4 4 4 2 "Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 1 Flared Approach: Exists?/Storage No / No / 1 Lanes 0 1 0 0 1 0 1 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 1 Lane Config LTR LTR I LTR I LTR 1 v (vph) 2 5 19 10 C(m) (vph) 1570 1600 889 888 1 v/c 0.00 0.00 0.02 0.01 1 95% queue length 0.00 0.01 0.07 0.03 Control Delay 7.3 7.3 9.1 9.1 1 S A A A A roach Delay49.1 9.1 'I. pproach LOS A A 1 1 PO 11 10 1 1 1 i 1 1 1 1 1 4 1 1 1 1 1 1 1 1 1 1 1 1 1 0 1 1 1 Future without Project HCS2000: Signalized Intersections Release 4.1d 1 1 Analyst: DPA Inter.: NE 17 TERRACE/ BISCAYNE BLVD Agency: Area Type: All other areas 1 Date: 3/25/2004 Jurisd: riod: FUTURE W/O PROJ PM PEAK PERIOD Year : 2006 oject ID: ELLIPSE MUSP- # 04121 E/W St: NE 17 TERRACE N/S St: BISCAYNE BOULEVARD 1 1 1 1 1 1 1 1 1 1 1 1 1 No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 5 10 14 12.0 0 1 1 0 L TR 196 49 140 12.0 12.0 0 1 2 0 L TR 18 1525 121 12.0 12.0 0 Southbound L T R 1 2 0 L TR 176 1071 19 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 A Thru A Thru A Right A Right A Peds Peds WB Left A SB Left A A Thru A Thru A Right A Right A Peds Peds 1 NB Right EB Right !likRight WB Right en 20.0 18.0 64.0 !Yellow 4.0 4.0 4.0 'All Red 0.0 1.0 0.0 Cycle Length: 115.0 secs 1 Intersection Performance Summary 1 Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate 1 Grp Capacity (s) v/c g/C Delay LOS Delay LOS 1 Eastbound 1 1 LTR 280 1611 0.11 0.17 40.2 D 40.2 D 1 Westbound 1 L 239 1373 0.86 0.17 72.2 E 1 TR 288 1656 0.69 0.17 51.5 D 62.0 E 'Northbound L 169 304 0.11 0.56 12.4 B 1 TR 1948 3500 0.89 0.56 27.9 C 27.7 C 1 Southbound "L 342 1770 0.54 0.76 31.6 C "TR 1965 3530 0.58 0.56 17.2 B 19.2 B AOIntersection Delay = 28.6 (sec/veh) Intersection LOS = C 1 1 1 1 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL. SUMMARY 10 Analyst: DPA pilkency/Co.: to Performed: 3/25/2004 Analysis Time Period: FUTURE W/0 PROJ PM PEAK PERIOD Intersection: NE 18 ST/ BISCAYNE BLVD Jurisdiction: Units: U. S. Customary Analysis Year: 2006 Project ID: ELLIPSE MUSP- # 04121 111 East/West Street: NE 18 STREET on North/South Street: BISCAYNE BOULEVARD Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments 111/ Major Street: Approach Northbound Southbound I. Movement 1 2 3 14 5 6 L T R I L T R II i Volume 24 1556 109 93 1219 11 iik Peak -Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 • Hourly Flow Rate, HFR 25 1620 113 96 1269 11 1111 Percent Heavy Vehicles 2 2 -- Median Type/Storage TWLTL / 1 • RT Channelized? r Lanes 1 2 0 1 2 0 Configuration L T TR L T TR stream Signal? No No Do nor Street: Approach Westbound Eastbound 1 Movement 7 8 9 10 11 12 10 L T R f L T R Volume 33 9 153 5 4 17 Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR 34 9 159 5 4 17 Percent Heavy Vehicles 2 2 2 2 2 2 "Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 2 0 0 2 0 "Configuration LT TR LT TR r Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound I/Movement 1 4 17 8 9 I 10 11 12 "Lane Config L L 1 LT TR I LT TR 10v (vph) 25 96 38 163 7 19 C(m) (vph) 538 360 59 271 25 157 v/c 0.05 0.27 0.64 0.60 0.28 0.12 95% queue length 0.15 1.06 2.68 3.58 0.85 0.40 Control Delay 12.0 18.6 141.2 36.5 197.7 31.1 B C F E F D 1/411Croach Delay 56.3 75.9 Approach LOS F F HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY 0 Analyst: DPA plikency/Co.: to Performed: 3/25/2004 1 Analysis Time Period: FUTURE W/O PROD PM PEAK PERIOD ' Intersection: NE 17 TERRACE / NE 2 COURT Jurisdiction: 1 Units: U. S. Customary t Analysis Year: 2006 Project ID: ELLIPSE MUSP- # 04121 r East/West Street: NE 17 TERRACE North/South Street: NE 2 COURT Intersection Orientation: EW Study period (hrs): 0.25 • 1 1 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 L T R Westbound 4 5 6 L T R Volume 9 22 89 6 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 11 27 111 7 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided / RT Channelized? 0 Lanes 0 1 1 0 • Configuration LT TR • U stream Signal? No No • nor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R L T R ` Volume 1 Peak Hour Factor, PHF ▪ Hourly Flow Rate, HFR F Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage ✓ Lanes ' Configuration • 0 4 10 0.80 0.80 4 12 2 2 0 No 0 0 LR 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 LT I I LR `v (vph) 11 16 0 C (m) (vph) 1470 907 v/c 0.01 0.02 � 95% queue length 0.02 0.05 0Control Delay 7.5 9.0 A A 011troach Delay 9.0 'Approach LOS A f • i HCS2000: Unsignalized Intersections Release 4.1d r ' TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ency/Co.: to Performed: 3/25/2004 1 Analysis Time Period: FUTURE W/O PROJ PM PEAK PERIOD Intersection: NE 18 ST/ NE 2 COURT Jurisdiction: ' Units: U. S. Customary Analysis Year: 2006 Project ID: ELLIPSE MUSP- # 04121 1 East/West Street: NE 18 STREET 10 North/South Street: NE 2 COURT Intersection Orientation: EW Study period (hrs): 0.25 0 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound II Movement 1 2 3 14 5 6 L T R I L T R 10 "Volume 2 16 1 5 35 3 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 1 Hourly Flow Rate, HFR 2 17 1 5 38 3 1 Percent Heavy Vehicles 2 -- 2 Median Type/Storage Undivided / 1 RT Channelized? "Lanes 0 1 0 0 1 0 ■ Configuration LTR LTR kirream Signal? No No 1 1 nor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R 1 Volume 6 9 4 4 4 2 "Peak Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 6 9 4 4 4 2 1 Percent Heavy Vehicles 2 2 2 2 2 2 "Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / 1 Lanes 0 1 0 0 1 0 "Configuration LTR LTR 1 Delay, Queue Length, and Level of Service 1 Approach EB WE Northbound Southbound 1 Movement 1 4 17 8 9 I 10 11 12 "Lane Config LTR LTR I LTR I LTR 1v (vph) 2 5 19 10 1 C(m) (vph) 1568 1599 886 884 v/c 0.00 0.00 0.02 0.01 195% queue length 0.00 0.01 0.07 0.03 'Control Delay 7.3 7.3 9.2 9.1 A A A A roach Delay 9.2 9.1 "Approach LOS A A 1 1 1 1 10 140 10 Future with Project 0 HCS2000: Signalized Intersections Release 4.1d 0 ' Analyst: DPA Agency: 1 Date: 3/25/2004 period: FUTURE W PROJ PM PEAK PERIOD oject ID: ELLIPSE NUSP- # 04121 1 E/W St: NE 17 TERRACE 1 1 1 1 1 1 1 1 1 1 No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: NE 17 TERRACE/ BISCAYNE BLVD Area Type: All other areas Jurisd: Year : 2006 N/S St: BISCAYNE BOULEVARD SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 11 10 30 12.0 0 1 1 0 L TR 196 49 140 12.0 12.0 0 1 2 0 L TR 39 1525 121 12.0 12.0 0 Southbound L T R 1 2 0 L TR 176 1071 29 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 A Thru A Thru A Right A Right A Peds Peds 1 WB Left A SB Left A A Thru A Thru A 1 Right A Right A Peds Peds 1 NB Right EB Right 11 Right WB Right een 20.0 18.0 64.0 Yellow 4.0 4.0 4.0 All Red 0.0 1.0 0.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate 1 Grp Capacity (s) v/c g/C Delay LOS Delay LOS 1 Eastbound 1 LTR 229 1316 0.24 0.17 41.5 D 41.5 D 1 Westbound , L 241 1384 0.85 0.17 70.8 E 1 TR 288 1656 0.69 0.17 51.5 D 61.3 E "'Northbound L 166 298 0.25 0.56 13.9 B "TR 1948 3500 0.89 0.56 27.9 C 27.6 C 1 Southbound 1 L 342 1770 0.54 0.76 31.6 C 1 TR 1962 3525 0.59 0.56 17.3 B 19.3 B 00 Intersection Delay = 28.5 (sec/veh) Intersection LOS = C 1 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY 111 Analyst: DPA olliency/Co.: to Performed: 3/25/2004 1 Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD ' Intersection: NE 18 ST/ BISCAYNE BLVD Jurisdiction: 1 Units: U. S. Customary Analysis Year: 2006 1• Project ID: ELLIPSE MUSP- # 04121 1 East/West Street: NE 18 STREET 1 North/South Street: BISCAYNE BOULEVARD Intersection Orientation: NS Study period (hrs): 0.25 1 Vehicle Volumes and Adjustments 1 Major Street: Approach Northbound Southbound 1 Movement 1 2 3 1 4 5 6 ' L T R I L T R 1 Volume 24 1562 109 93 1229 11 Peak -Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 1 Hourly Flow Rate, HFR 25 1627 113 96 1280 11 1 Percent Heavy Vehicles 2 2 Median Type/Storage TWLTL / 1 1 RT Channelized? 1 Lanes 1 2 0 1 2 0 il Configuration L T TR L T TR 1 Upstream Signal? No No nor Street: Approach Westbound Eastbound 1 Movement 7 8 9 1 10 11 12 1 L T R L T R "Volume 33 9 153 5 4 17 "Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR 34 9 159 5 4 17 1 Percent Heavy Vehicles 2 2 2 2 2 2 "Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / "Lanes 0 2 0 0 2 0 "Configuration LT TR LT TR 1 Delay, Queue Length, and Level of Service 1 Approach NB SB Westbound Eastbound 'Movement 1 4 17 8 9 I 10 11 12 "Lane Config L L I LT TR 1 LT TR Iv (vph) 25 96 38 163 7 19 , C(m) (vph) 533 358 58 269 24 153 v/c 0.05 0.27 0.66 0.61 0.29 0.12 195% queue length 0.15 1.06 2.73 3.62 0.88 0.42 "Control Delay 12.1 18.7 145.4 37.0 208.0 31.8 B C F E F D 011iroach Delay 57.5 79.3 'Approach LOS F F 1 1 1 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY ▪ Analyst: DPA envy/Co.: to Performed: 3/25/2004 ▪ Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 17 TERRACE / NE 2 COURT II Jurisdiction: I Units: U. S. Customary Analysis Year: 2006 111 Project ID: ELLIPSE MUSP- # 04121 ill East/West Street: NE 17 TERRACE North/South Street: NE 2 COURT 1 Intersection Orientation: EW Study period (hrs): 0.25 1 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R r Volume 9 30 92 6 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 • Hourly Flow Rate, HFR 11 37 114 7 ilPercent Heavy Vehicles 2 -- -- -- Median Type/Storage Undivided / 1 RT Channelized? Lanes 0 1 1 0 1 Configuration LT TR 1 Upstream Signal? No No 1lrior Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R "Volume 7 10 Peak Hour Factor, PHF 0.80 0.80 1 Hourly Flow Rate, HFR 8 12 "Percent Heavy Vehicles 2 2 ok Percent Grade (%) 0 0 1 Flared Approach: Exists?/Storage / No / 1 Lanes 0 0 1 Configuration LR 1 Delay, Queue Length, and Level of Service 1 Approach EB WB Northbound Southbound "Movement 1 4 17 8 9 I 10 11 12 1 Lane Config LT I I LR 1 v (vph) 11 20 C(m) (vph) 1467 879 1 v/c 0.01 0.02 1 95% queue length 0.02 0.07 Control Delay 7.5 9.2 1 •S A A roach Delay 9.2 ink proach LOS A 1 1 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY ' Analyst: DPA olikency/Co.: to Performed: 3/25/2004 ' Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD k Intersection: NE 18 ST/ NE 2 COURT Jurisdiction: 0 Units: U. S. Customary 1 Analysis Year: 2006 Project ID: ELLIPSE MUSP- # 04121 0 East/West Street: NE 18 STREET • North/South Street: NE 2 COURT Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments 0 Major Street: Approach Eastbound Westbound Movement 1 2 3 i 4 5 6 ' L T R I L T R Volume 2 16 1 5 35 3 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 P Hourly Flow Rate, HFR 2 17 1 5 38 3 ' Percent Heavy Vehicles 2 2 -- Median Type/Storage Undivided / P RT Channelized? 0 Lanes 0 1 0 0 1 0 ▪ Configuration LTR LTR P Upstream Signal? No No Ilkor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R 1 1 Volume 9 9 4 4 5 2 Peak Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 9 9 4 4 5 2 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 j LTR 1 LTR 1 v (vph) 2 5 22 11 1 C(m) (vph) 1568 1599 888 877 v/c 0.00 0.00 0.02 0.01 1 95% queue length 0.00 0.01 0.08 0.04 ,Control Delay 7.3 7.3 9.2 9.2 A A A A 1 W)roach Delay 9.2 9.2 'Approach LOS A A 1 1 1 I 1 1 00 1 1 II 41 II 1 II 1 1 1 1 1 1 AO 1 1 1 Project Driveway HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ency/Co.: ' to Performed: 4/20/2004 1 nalysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: NE 17 TERRACE / MAIN DRIVEWAY 1 Jurisdiction: ,Units: U. S. Customary Analysis Year: 2006 1 Project ID: ELLIPSE MUSP- # 04121 East/West Street: NE 17 TERRACE North/South Street: MAIN DRIVEWAY 1 Intersection Orientation: EW Study period (hrs): 0.25 1 Vehicle Volumes and Adjustments 1 Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R L T R 1 Volume 8 29 86 31 1 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 1 Hourly Flow Rate, HFR 9 36 107 38 Percent Heavy Vehicles 0 -- --- 1 Median Type/Storage Undivided / 1 RT Channelized? No Lanes 1 1 1 1 1 Configuration L T T R Upstream Signal? No No for Street: Approach Northbound Southbound 1 Movement 7 8 9 I 10 11 12 1 L T R I L T R ,Volume 3 21 Peak Hour Factor, PHF 0.80 0.80 1 Hourly Flow Rate, HFR 3 26 "Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 1 Flared Approach: Exists?/Storage / / "'Configuration Lanes 1 1 1 L R 11 Delay, Queue Length, and Level of Service ',Approach EB WB Northbound Southbound 1 Movement 1 4 17 8 9 I 10 11 12 Lane Config L j I L R 1 1v (vph) 9 3 26 C(m) (vph) 1450 830 953 1 v/c 0.01 0.00 0.03 195% queue length 0.02 0.01 0.08 Control Delay 7.5 9.4 8.9 1LOS A A A Otroach LOS A roach Delay 8.9 1 1 1 1 HCS2000: Unsignalized Intersections Release 4.1d ' TWO --WAY STOP CONTROL SUMMARY Analyst: DPA 0411ency/Co.: to Performed: 4/20/2004 ' Analysis Time Period: FUTURE W PROJ PM PEAK PERIOD Intersection: SECOND DRIVEWAY / NE 2 COURT P Jurisdiction: 0 Units: U. S. Customary Analysis Year: 2006 P Project ID: ELLIPSE MUSP- # 04121 ' East/West Street: SECONDARY DRIVEWAY North/South Street: NE 2 COURT P Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments 1 Major Street: Approach Eastbound Westbound 0 Movement 1 2 3 f 4 5 6 L T R I L T R 1 Volume 3 3 Peak -Hour Factor, PHF 0.80 0.80 1 Hourly Flow Rate, HFR 3 3 1 Percent Heavy Vehicles -- 2 Median Type/Storage Undivided / 1 RT Channelized? No 1 Lanes 1 1 Configuration L R 'Upstream Signal? No No :IIILTie-t: ApproachNorthboundSouthbound Movement 7 8 91 10 11 12 1 L T R i L T R 'Volume 15 11 Peak Hour Factor, PHF 0.80 0.80 Hourly Flow Rate, HFR 18 13 "Percent Heavy Vehicles 0 2 "Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / 'Lanes 1 1 "Configuration T T 0 Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound 'Movement 1 4 17 8 9 I 10 11 12 "Lane Config L I T I T 'v (vph) 3 18 13 , C(m) (vph) 1623 888 887 v/c 0.00 0.02 0.01 '95% queue length 0.01 0.06 0.04 , Control Delay 7.2 9.1 9.1 S A A A 111 roach Delay 9.1 9.1 ,Approach LOS A A 1 1 Appendix E Committed Development Information NE 18 Street/ NE 2 Court NB L NB T NB R SB L SB T 56 R EB L EB T EB R WBL WBT WBR NE 18 Street/ Biscayne Blvd NB L NB T NB R SB L SB 7 SB R EB L EB T EB R WBL WB T WB R NE 17 Terrace! NE 2 Court SB L SB T S8 R EB L EB T EB R WBL WBT WB R Ellipse Existing Peak Hour Adjusted Background Committed Development Future Pro eci Future w Traffic Factor Volume Traffic Miramar Biscayne W/oul Project Total (20061 PAC 1800 Club Center Village Quantum Traffic ffic Traffic 6 1 6. 6 0 0 0 0 0 6 3 9 1 9 9 0 0 0 0 0 9 0 4 1 4. 4 0 0 0 0 0 .4 0 4 1 4 4 0 0 0 0 0 4 0 4 1 4 4 0 0 0 0 0 1 2 1 : 2: 2 0 0 0 0 0 2 0 2 1 2 2 0 0 0 0 0 2 0 15 1 15 • 16 0 0 0 0 0 i 16 0 1 1 -•1 1 0 0 0 0 0 • 1. • 0 16 5 1 5 5 0 0 0 0 0 5 0 5 34 1 34 35 0 0 0 0 0 35 0 35 3 1 3 3 0 0 0 0 0 3 0 3 23 1 23 24 0 0 0 0 0 24 0 24 1355 1 1355 1410 5 0 0 92 49 1556 6 1562 10 1 10 10 0 99 0 0 0 109 0 109 66 1 56 69 0 24 0 0 0 93 0 93 1119 1 1119 1164 5 0 0 27 23 1219 10 1229 11 1 11 11 0 0 0 0 0 11 0 11 5 1 5 5 0 0 0 0 0 5 0 5 4 1 - 4 4 0 0 0 0 0 4 0 4 18 1 16 17 0 0 0 0 0 17 0 . 17 4 1 9 115 1 4 1 0 1 10 1 9 1 21 1 0 1 NE 17 Terrace! Biscayne Blvd NB L 17 1 NB T 1230 1 NB R 66 1 SB L SB T SB R EB L EB T E8 R WBL WBT WBR 169 1 949 1 18 1 5 1 10 1 13 1 4 0 29 0 0 0 33 0 33 9 0 0 0 0 0 9 0 9 120 0 33 0 0 0 153 0 153 4 0 0 0 0 0 4. 3 0 0 0 0 0 0 . 0 0 10 0 0 0 0 0 .. :10. 0 9 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83 0 0 0 0 6 6 0 0 0 0 0 a 8 0 0 3 0 0 10 30 92.. 6 17 18 0 0 0 0 0 18 21 39 1230 1280 5 99 0 92 49 1525 0 1525 66 69 0 0 30 9 13 121.: 0 : 121: 176 0 0 0 0 0 -. 176. : 0 176:, 987 5 29 0 27 23 1071 0 1071 19 0 0 0 0 0 19 10 28 5 :.. 5 0 0 0 0 0 5 6 11 1010 0 0 0 0 0 10 0 10 14 0 0 0 0 0 ... 14 16 .30. 42 1 .42:. 44 0 58 50 27 17 41 1 -41.. 43 0 0 0 0 6 135 1 135.: 140 0 0 0 0 0 196 49 140 0 196 0 49 0 140 ® .. w w w w v wr w< ww ww wr s wr wi wr mg" vs w ler wr w< wr NI s III s wr II w NIP, I II w. w w IP w IV w BISCAYNE VILLAGE (FINGER COMPANY) PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN J OUT TOTAL % Trips % Trips Trips High Rise Apt ! Condo Retail ! Service Internalization(iO% of Retail) Pass -by (40% of Retail) 437 DU 19,400 SF 232 814 67% 43% 182 22 -2 -8 33% 57% 89 29 -3 -10 271 51 -5 -18 GROSS VEHICLE TRIPS [ 65% 194 1 35% 105 1 299 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian 1 Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 65% 65% 65% 31 29 19 35% 35% 35% 17 16 11 48 45 30 NET EXTERNAL VEHICLE TRIPS (1) 65% 115 35% 62 177 I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 65% 65% 161 40 35% 35% 87 22 247 62 Net External Person Trips (vehicles and transit modes) 65% 201 35% 109 310 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 65% 27 1 35% 15 42 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs, ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI increment II T-gen_PM.xls BISCAYNE VILLAGE WWWWWWWWWWWWWWWWWWW WIe ww wwwwwwwwwwwwww ow w w w 1800 CLUB PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt / Condo Office Retail / Service 450 DU 27,604 SF 4,872 SF GROSS VEHICLE TRIPS 1 53% 171 ' 47% 152 1 323 Vehicle Occupancy Adjustment @ 0% of Gross External Trips Transit Trip Reduction @ 0.00% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 0.00% of Gross External Trips (1) (2) (3) 53% 53% 53% 0 0 0 47% 47% 47% 0 0 0 0 0 0 NET EXTERNAL VEHICLE TRIPS 1 53% 171 47% 152 323 1 I 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 53% 239 0 47% 47% 213 0 452 0 Net External Person Trips (vehicles and transit modes) 53% 239 47% 213 452 1 Net External Person trips waking / using bicycle 1.40 Persons/ Vehicle 53% f 0 t 47% 0 [ 0 Notes (1) Based on Traffic Impact Study provided by City of Miami T-gen_PM.xls 1800 CLUB WPWIPIPIPMIPIIPWWWWW1111PWWWWCPWWWWWWwwwwwwww wow gr w MIRAMAR CENTRE PHASE II & III PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt 635 DU 222 61% 129 39% 83 212 Quality Restaurant 8,500 SF 831 67% 43 33% 21.12 64 High -Turnover Restaurant 3,000 SF 832 60% 20 40% 13.2 33 Convenience Market 1,700 SF 852 49% 29 51% 30.09 59 Jr/Comm College 99,000 SF 540 46% 75 54% 88.56 164 GROSS VEHICLE TRIPS (1) 56% 296 44% 236 I 532 Vehicle Occupancy Adjustment @ 16% of Gross External Trips (2) 56% 47 44% 38 85 Transit Trip Reduction @ 14.90% of Gross External Trips (3) 56% 44 44% 35 79 Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 56% 30 44% 24 53 NET EXTERNAL VEHICLE TRIPS 56% 175 44% 139 314 1 1 I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle 56% 245 44% 195 440 Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 56% 62 44% 49 111 Net External Person Trips (vehicles and transit modes) 56% 307 44% 244 551 1. 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle C 56% 1 41 144% 1 33 [ 74 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment 11 (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM.xls MIRAMAR CENTRE w w w w4w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w wikw w w w PAC - PERFORMING ARTS CENTER PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips Live Theatre 4900 seats 50% 49 50% 49 98 GROSS VEHICLE TRIPS (1) 50% 49 50% 49 98 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 50% 50% 50% 8 7 5 50% 50% 50% 8 7 5 16 15 10 NET EXTERNAL VEHICLE TRIPS 50% 29 50% 29 58 I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 50% 50% 41 10 50% 50% 41 10 81 20 Net External Person Trips (vehicles and transit modes) 50% 51 50% 51 138 I [ 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 50% 7 f 50% 7 ' 14 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM.xls PAC w w w w I.IV IF w MP w w w w w w w w w w� w w w w w w w w w w w w w w w ww w w w • QUANTUM (METROPOLIS BAYSHORE) PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt / Condo Office Quality Restaurant 752 DU 4,635 SF 3,835 SF 232 710 831 62% 17% 68% 177 14 27 38% 83% 33% 109 70 13 286 84 40 GROSS VEHICLE TRIPS (1) ' 53% 218 47% 192 410 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 53% 53% 53% 35 32 22 47% 47% 47% 31 29 19 66 61 41 NET EXTERNAL VEHICLE TRIPS 53% 129 47% 113 242 l 1 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 53% 180 45 47% 47% 159 40 339 86 Net External Person Trips (vehicles and transit modes) 53% 226 47% 199 425 1 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle f 53% I 31 1 47% 27 57 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE`s 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM.xls QUANTUM METROPOLIS Appendix F Traffic Control Measures Plan 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1111 1 1 Ellipse TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project is a proposed residential development which includes some retail component. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (1 D%) 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. 04121 /IEITRAFFICCONTROL.DOC • From: 3054444986 Page: 3/5 Date: 10/19/2004 6:08:23 AM ,juu47 uuw • July 27, 2004 Ms. Lilia E. Medina Assistant Transportation Coordinator Office of Transportation. City Manager's Office City of Miami 444 SW 2"4 Avenue Miami, Florida 33130 Re: ellipse MUSP Traffic impact Analysis Sufficient Letter W.O. # 73 Dear Ms. Medina: Subsequent to our July 21, 2004 review airmen -is for the subject project, we have received a revised traffic impact report (dated July 2004) and a formal response to our comments from David Plummer and Associates (DPA). A copy of the response letter is attached herewith. We have reviewed the revised study. Two of the three issues raised in the original review comments have been adequately actdrossed. As per our third comment related to parking and delivery vehicle site circulation. the response from DPA Indicates that the project architect will be submitting the site plan details to the City, Although we conclude that the traffic impact report is sufficient; as this project progresses through the review process, the applicant must submit an acceptable site circulation plan and approved by the City staff. Should you have any questions, please call me or Quazi Masood at 954,739.1881. Sincerely. u Raj .hanmuga Sent ■ r Traffic Engine n Southern Attac t cc: Juan Espinosa, PE, (DPA) 11RS Carpereton Laka3hora Compisx bit);) NW Z3rd Avanua, &utta 1.b0 Fort CUxiaf'tliila, FL 3350943375 Tat: 964.7851.7.861 Fax: P84.739.17*9 Alf, L f . {.V VW .1. From: 3054444986 Page: 415 Date: 1011912004 6:08:23 AM tfirj V UQ • DAVID PLUMMER & ASSOCIATES TRAN3,aGRTA7/4M ♦ CJVR + 5TIWCn1RAL • Sravili iNMe4t1/4L July 26, 2004 Mr. Raj Shanmugam URS Corporation Lakeshore Complex 5100 NW 33s4 Avenue, Suite 150 Fort Lauderdale, Fl 33309 954-739-1S81 954-739-1789 (fax) 17S0 PONCE DE LEON SC,'JLY,AAD C.ORAL GAFtE5, FLORIN* 33i.0 505 447.0900 FAX 305 4h4.4986 E-mdi1: dpotSdpfw+tmaream Re: Ellipse- 04121 Pear Mr. Shanmugarn, Enclosed is a copy of the revised Ellipse Major Use Special Permit Traffic impact Study, along, with responses to the comments. Response: • Comment 1; We corrected the left and right turn volumes at the southbouud approach at NE 18th Street/NE 2r'd Court intersection and at the westbound approach at NE 17`4 Terrace/Biscayne Boulevard intersection snowrt in exhibit 8 (future condition without project scenario) to match with the volumes shown in the related HCS analysis section. Comment 2: We made the corrections to the ,outhbound left and right turn volumes at NE 18th Street/NE 2'6 Court intersection Shown in exhibit 14 (future condition with project scenario) to match with the volumes shown in the related HCS analysis section. Comment 3: Final parking and loading geometry, as well as, maneuvering should be discussed by Architect with the city. Should you have any questions, please call me at 305•447-0900. Sincerely, - � (LP -A& 430rd:coy,. Juan Espinosa, PE, VP -Transportation .DAVID PLUMMER & ASSOCIATES, MC cc; itie, Lilia Median (with report) comments jetw872404.4oa coR L Gss,F.Lu; r Ft jk i u7'E;2$ Cti7E:f LA') p:T.l.)ALE From: 3054444966 Page: 5/5 Date: 10/19/2004 6:0B:23 AM July 21°, 2004 Ms. tills 1, Medina Assistant Transportation Coordinator Office of Treonsporiation, City Manager's Office City of Miami, 444 SW 2' Avenue Miami, Florida 33130 Re: Ellipse MUSP Traffic Impact Analysis Reavle w — W.O. # 73 Dear Ms. Medina: We have reviewed the Traffic Impact Analysis report for the Ellipse project prepared by David Plummer & Associates, Inc. dated May 2004. Our detail comments are outlined in the attached memorandum. In summary, the applicant needs to revise few Input errors to the operational analyses sections and incorporate some information. The key issues specifically include but are not limited to: 1. The left and right tum volumes et the southbound approach at NE 18th Street/NE 2"d Court intersection and at the westbound approach at NE. 171h Terrace/Biscayne Boulevard intersection shown in a hibit 5 (future condition without project scenario) do not match with the volumes shown in the related NCB analysis section; 2. The southbound left and right turn volumes at NE 'l8th Street/NE 2"d Court intersection shown in exhibit 14 (future condition with project scenario) do not match with the volumes shown in the related HCS:analysis section; 3. The report must include specific Information about parking and maneuvering of loading trucks/vehicles to the proposed project site. Should you have any questions, please call me or quasi Masaod at 954.739.1881. Sincerely, U S Co •or Ian Southern Raj Shan Se lar T cc: David Plummer & Associates, inc, Attachment: URS Memorandum uR . CorPtuaticm Lakeehd» Complex 5140 NW 53rd Avonua, Sae 150 Fort Lauderdale, f . 33304-S375 Tot: 8M.734.16$1 Fez: 864, 734.1788