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HomeMy WebLinkAboutTraffic Impact Analysis• MIAMI RIVER PROJECT TRAFFIC IMPACT ANALYSIS Prepared for ROYAL ATLANTIC DEVELOPERS, LLC 2020 NW 89TH PLACE MIAMI, FLORIDA 33172 • by Jackson M. Ahlstedt, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 (305) 754-8695 AUGUST 2003 • son M. Ahistedt. P.E. orida Registration #28258 • • • TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PURPOSE OF STUDY 3 3.0 STUDY AREA 3 4.0 EXISTING CONDITIONS 5 4.1 EXISTING ROADWAY CONDITIONS 5 4.2 EXISTING SIGNAL TIMING 6 4.3 EXISTING TRAFFIC COUNTS 6 4.3.1 PEAK HOURS 13 4.3.2 PREVAILING TRAFFIC CONDITIONS 16 4.4 MASS TRANSIT 18 4.5 EXISTING LEVEL OF SERVICE 18 5.0 TRIP GENERATION 21 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT 23 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS 25 6.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT 36 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC 31 10.0 ON -STREET PARKING 35 11.0 PEDESTRIANS 35 12.0 PROJECT SITE PLAN 35 12.1 PROJECT DRIVEWAYS 35 12.2 PROJECT LOADING DOCK 37 12.3 PEDESTRIAN ACCESS 37 13.0 CONCLUSIONS 37 • • LIST OF TABLES TABLE 1 PROJECT DATA 1 TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) 7 TABLE 3 YEAR 2002 WEEKLY ADJUSTMENT FACTORS 8 TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS 9 TABLE 5 SEASONAL ADJUSTMENT FACTORS 10 TABLE 6 EXISTING TRAFFIC NW 12TH AVENUE NORTH OF NW 7TH STREET 11 TABLE 7 EXISTING TRAFFIC NW 7TH STREET BETWEEN NW 11TH AVENUE AND NW 12TH AVENUE 12 TABLE 8 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES 17 TABLE 9 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS 18 TABLE 10 EXISTING LINK LEVEL OF SERVICE 19 TABLE 11 PROJECT TRAFFIC 21 TABLE 12 FINAL EXTERNAL PROJECT TRAFFIC 22 TABLE 13 PEAK HOUR PROJECT TRIP DISTRIBUTION 23 TABLE 14 PROGRAMMED AND PLANNED IMPROVEMENTS 25 TABLE 15 ANNUAL AADT GROWTH RATES 26 TABLE 16 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT 28 TABLE 17 FUTURE INTERSECTION LOS W/O PROJECT WEEKDAY PEAK HOUR CONDITIONS 29 TABLE 18 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT 29 TABLE 19 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 32 TABLE 20 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS 33 TABLE 21 FUTURE LINK LEVEL OF SERVICE WITH PROJECT 33 TABLE 22 AM AND PM PEAK HOUR DRIVEWAY VOLUMES 36 TABLE 23 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS 38 • • • z \!I C TOR 1A HOSPITA1,. MW7S O F?AN G E B OWL UM/JAC kON MEMO R'IQL HO SPITAL NW 14 ST ��T N NO 7 ST NW 6 ST IWSST r FLAG LER ST,^r,,,, SE 1 ST NTS FIGURE 1 PROJECT LOCATION JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 2 • • • 2.0 PURPOSE OF STUDY The primary purpose of this study is to assess the impacts of vehicular traffic on intersections and roadways within the study area due to the proposed development by conducting a roadway link and intersection level of service analysis. In addition, the report provides a general assessment of project impacts on parking and pedestrians. Specific items discussed are as follows: Determination of existing traffic volumes and levels of service for major roadways within the study area; • Estimation of the number of trips generated by the proposed project and the distribution of these trips within the study area network. ■ Estimation of future background and project traffic conditions and levels of service; ■ Determination of whether the transportation impacts of the proposed project exceed the City of Miami concurrency standards, and solutions to mitigate any adverse impacts; ▪ Determination of project impacts on on -street parking; and, ■ Determination of project impacts on pedestrians. 3.0 STUDY AREA The study area's boundaries were defined to include: NW 11th Street as the northern boundary, NW 3rd Street as the southern boundary, NW 8th Avenue as the eastern boundary, and NW 14th Avenue as the western boundary. This area is approximately 1/4 mile in each direction from the site. Figure 2 shows the intersections and roadway links which are most significant to the project. These include the following intersections: NW 7th Street and NW 12th Avenue NW 7th Street and NW llth Avenue NW 4th Street and NW 8th Avenue The roadway links include the following: NW 12th Avenue between of NW 3rd Street and NW 11th Street NW 7th Street between NW 8th Avenue and NW 12th Avenue NW 7th Street between NW 12th Avenue and NW 14th Avenue JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 3 • • NW 7 ST ORANGE BOWL NW3ST w z z VICTORIA HOSPITAL NW 6 ST NWSST NW 4ST z L NW 12 AVE NW 10 AVE Q z N TS FIGURE 2 STUDY AREA JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 4 • • • 4.0 EXISTING CONDITIONS The study area was surveyed to observe existing traffic conditions, identify parking locations, identify traffic count locations, and to collect traffic count data. 4.1 EXISTING ROADWAY CONDITIONS This section describes the characteristics of selected roadways in the study area. Key roadways in and/or near to the study area include NW 7th Street, NW 12th Avenue, NW South River Drive and SR 836. Local access to the site is provided by NW 11th Avenue and NW 7th Street, NW 12th Avenue (SR-933) NW 12th Avenue is a four lane divided roadway with raised median between NW 12th Street and NW 18th Street. Turn lanes are provided at intersections. Traffic signals are located at: NW 11 th Street NW 12th Street NW 14th Street NW 1500 Block NW 16th Street This equates to four signalized intersections within one-half mile. The posted speed limit is 30 mph. For purposes of analysis, NW 12th Avenue was classified as a State Two-way Arterial, Mass lll. Northbound and southbound left turns are prohibited on NW 12th Avenue at NW 7th Street. NW 11th Avenue NW 11 th Avenue is a two lane roadway. North of NW 7th Street, NW 11 th Avenue is two- way and connects to NW 12th Court by looping around under NW 12th Avenue. South of NW 7th Street NW 11th Avenue is one-way southbound.. Traffic on NW 11th Avenue is controlled by stop signs at: • NW 7th Street (southbound only) There is no posted speed limit. For purposes of analysis, NW 11 th Avenue was classified as a Local Roadway. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 5 • • • NW 7th Street West of NW 12th Avenue, NW 7th Street is a four lane divided roadway with striped median. Turn lanes are provided at intersections. Traffic signals are located at: w NW 12th Avenue NW13th Avenue NW17th Avenue This equates to two signalized intersections within one-half mile. The posted speed limit is 40 mph, For purposes of analysis, this section of NW 7th Street was classified as a Non -State Roadway - Major City/County Roadway. Between NW 12th Avenue and approximately NW 10th Avenue, where NW 7th Street connects to NW South River Drive, NW 7th Street is a two lane roadway with a center left turn lane. The posted speed limit is 30 mph. For purposes of analysis, this section of NW 7th Street was classified as a Local Roadway. NW South River Drive East of approximately NW 10th Avenue, where it connects to NW 7th Street, NW South River Drive is a two lane roadway. Traffic signals are located at: NW 8th Avenue/NW 4th Street The posted speed limit is 30 mph. For purposes of analysis, NW South River Drive was classified as a Local Roadway. 4.2 EXISTING SIGNAL TIMING Existing signal timing data for the signalized intersections to be analyzed was obtained from the Miami -Dade County Traffic Control Center. This data was used in the intersection capacity analysis to determine each intersection's level of service (LOS) and in the roadway link analysis. 4.3 EXISTING TRAFFIC COUNTS There are three existing Florida Department of Transportation (FOOT) traffic count stations located within or near the study area. Data for these traffic count stations is summarized in Table 2. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 6 • • • TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) FDOT STA 5012 SR 933/NW 12 AV, 200' NORTH OF FLAGLER STREET/SR 968 DIRECTION - NB 12,500 SB 11,000 23,500 5001 SR 71US-441/SW/NW 8 AV, 200' NORTH OF FLAGLER STREET NB 4,000 SB 4,700 8,700 5503 SR 7/US-441/NW 7 AV, 200' NORTH OF NW 5 STREET NB 7,600 SB Source: Florida Department of Transportation, Transportation Statistics Office, 7,600 15,200 Original 24 Hour machine traffic counts were taken the week of July 7, 2003 at the following locations: NW 12th Avenue north of NW 7th Street NW 7th Street between NW llth Avenue and NW 12th Avenue The count program provided machine traffic counts (without vehicle classifications) summarized every 15 minutes for a 24-hour period. Machine traffic count data is summarized in Tables 6 and 7. Turning movement counts were obtained as follows: • At the intersection of NW 12th Avenue and NW 7th Street on Wednesday, July 16, 2003 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of NW 8th Avenue and NW 4th Street on Tuesday, August 5, 2003 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. This traffic count data, adjusted to reflect peak hour volumes for Average Annual Weekday Traffic conditions is summarized in Table 8. Weekly Volume Factors Weekly volume factors to adjust raw count data to Average Annual Daily Traffic (AADT) JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 7 • • • volumes were obtained from FDOT records for the year 2002. Rather than using county- wide factors, Miami -Dade County North factors were used. These factors are shown in Table 3. TABLE 3 YEAR 2002 WEEKLY ADJUSTMENT FACTORS WEEK 28 BEGIN DATE 7/7/02 ND, DATE 7/13/02 FACTOR`. 1.02 29 7/14/02 7/20/02 1.03 30 31 7/21/02 7/28/02 7/27/02 1.02 8/3/02 1,02 32 8/4/02 8/10/02 1.02 Source: Florida Department of Transportation, Transportation Statistics Office, Axle Adjustment Factors Weekly axle adjustment factors to adjust raw count data to Average Daily Traffic (ADT) volumes were obtained from FDOT records for the year 2002. Rather than using county- wide factors, factors for SR-933/SW 12th Avenue were used. These factors are shown in Table 4, JACKSON M. AHLSTEDT, A.E. MIAMI RIVER PROJECT August 25, 2003 Page 8 io • • TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS WEEK BEGIN DATE N3 DATE FACTOR'. 28 7/7/02 7/13/02 0.98 29 7/14/02 7/20/02 0.98 30 7121 /02 7/27/02 0.98 31 7/28/02 8/3/02 0.98 32 8/4/02 8/10/02 0.98 Source: Florida Department of Transportation, Transportation Statistics Office. Peak Season Adjustment Factors Peak season adjustment factors were obtained from FDOT records for the years 2000 through 2002. Consistent with the FDOT 2002 Quality/Level of Service Handbook, the median weekly factor for the thirteen highest consecutive weeks of the year (the peak season) for each of the three years was determined. The peak season adjustment factor was determined to be 1.026. These factors are shown in Table 5. Peak season adjustment factors to adjust count data were obtained from FDOT records for the years 2000 through 2002. Consistent with the FDOT 2002 Quality/Level of Service Handbook, the median weekly factor for the thirteen highest consecutive weeks of the year (the peak season) for each of the three years was determined. The seasonal adjustment factor was determined to be 1.026. These factors are shown in Table 5. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 9 • • • TABLE 5 SEASONAL ADJUSTMENT FACTORS YEAR. `ACTOR 2000 1.024 2001 1.025 2002 1.029 MEDIAN 1.026 Source of yearly data: Florida Department of Transportation, Transportation Statistics Office. The significance of the peak season adjustment factor is that it shows that there is less than a 3% difference between average annual daily traffic and peak season traffic. This is well within the ability to accurately measure and/or estimate traffic volumes. The roadways in question are not seasonal roadways and average annual weekday conditions are not significantly different than peak season conditions. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 10 • • • TABLE 6 EXISTING TRAFFIC NW 12TH AVENUE NORTH OF NW 7TH STREET RAW DATA NORTHBOUND SOUTHBOUND 2-WAY ADT 18,702 17,200 35,902 AM PEAK HOUR 1,401 836 2,237 MID -DAY PK HR 1,395 1,145 2,540 PM PEAK HOUR 1,737 1,665 3,402 WEEKLY ADJUSTMENT FACTOR 1.02 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA NORTHBOUND SOUTHBOUND 2-WAY AADT 18,700 17,200 35,900 AM PEAK HOUR 1,400 840 2,240 MID -DAY PK HR 1,390 1,140 2,540 PM PEAK HOUR 1,740 1,660 3,400 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION NORTHBOUND SOUTHBOUND AADT N/A 52% 48% AM PEAK HOUR 6.24% 63% 38% MID -DAY PK HR 7.08% 55% 45% PM PEAK HOUR 9.47% 51 % 49% K(100) 9.72% 51% 49% JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 11 • • • TABLE 7 EXISTING TRAFFIC NW 7TH STREET BETWEEN NW 11TH AVENUE AND NW 12TH AVENUE RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 4,958 4,008 8,966 AM PEAK HOUR 341 251 592 MID -DAY PK HR 361 286 647 PM PEAK HOUR 344 345 689 WEEKLY ADJUSTMENT FACTOR 1.02 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 5,000 4,000 9,000 AM PEAK HOUR 340 250 590 MID -DAY PK HR 360 290 650 PM PEAK HOUR 340 340 690 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT NJA 56% 44% AM PEAK HOUR 6.56% 58% 42% MID -DAY PK HR 7.22% 55°/% 45% PM PEAK HOUR 7.67% 49% 49% K(100) 7,87% 49% 49% JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 12 • • • 4.3.1 PEAK HOURS This section identifies characteristics of existing peak hour traffic in the study area. These characteristics include AM and PM peak hours, Planning Analysis Hour Factor (Kioo) factors and Directional Distribution (D) factors. NW 12th Avenue (SR-933) The peaking characteristics of NW 12th Avenue between NW 7th Street and NW llth Street are presented graphically in Figure 3. As can be seen from Figure 3, this section of NW 12th Avenue experiences the following three peaks. • An AM Peak of approximately 6.24% beginning at 7:15am • A mid -day peak of approximately 7.08% beginning at 11:30am A PM Peak of approximately 9.47% beginning at 3:45pm The K100 for this section of roadway was estimated to be 9.72%. The D factor for this section of roadway was estimated to be 51.18%. NW 7th Street The peaking characteristics of NW 7th Street east of NW 12th Avenue are presented graphically in Figure 4. As can be seen from Figure 4, this section of NW 7th Street experiences the following three peaks. • An AM Peak of approximately 6.56% beginning at 7:OOam • A mid -day peak of approximately 7.22% beginning at 11:30am • A PM Peak of approximately 7.67% beginning at 3:30pm The K100 for this section of roadway was estimated to be 7.87%. The D factor for this section of roadway was estimated to be 49.28%. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 13 • • NW 12TH AVENUE BETWEEN NW 7TH STREET & NE 11TH STREET 10:00 15:00 HOUR BEGINING FIGURE 3 PEAKING CHARACTERISTICS NW 12TH AVENUE BETWEEN NW 7TH STREET & NW 11TH STREET JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 14 • 8.0D% - I 7.00% O 6.00% LL tJ I- 5.00% - >- LL • 4.00% 0 < 3.00% 1- tli 0 • 2.00% O. NW 7TH STREET EAST OF NW 12TH AVENUE 7- 1 I 1 1 I .-:r- I i ii \i 1 11 1 i,„, - - 1, wir,-- -A \i 1'6, i _ -1 ' \ \ I • 0 0:00 5:00 I 10:00 15:00 HOUR BEGIN ING 20:00 FIGURE 4 PEAKING CHARACTERISTICS NW 7TH STREET EAST OF NW 12TH AVENUE JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 15 4.3.2 PREVAILING TRAFFIC CONDITIONS This section describes the traffic conditions on selected roadways and at selected intersections in the study area. NW 12th Avenue (SR-933) Although heavy during peak hours, traffic flow on the section of NW 12th Avenue in the study area is reasonably acceptable. Peak hour traffic queues created by the opening of the bridge over the Miami River are typically dissipated within approximately 5 minutes. NW 7th Street Due to the minimal amount of traffic, traffic flow on the section of NW 7th Street in the study area is acceptable. Notable eastbound traffic queues are created at the intersection with NW 12th Avenue. NW South River Drive Due to the minimal amount of traffic, traffic flow on the section of NW South River Drive in the study area is acceptable. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 16 • • • 3 d '1©31S1NY W NOSM3Vr NW 7TH STREET & NW 12TH AVENUE 815 TABLE 8 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES Ts+ 324 144 6 .TS 160 80 1 RTHBO 687 RIGHT, 26 1 UT# OUNI 462 RIGHT 257 NW 4TH STREET & NW 8TH AVENUE 214 54 60 8 72 78 6 197 7 2 304 68 NW 7TH STREET & NW 11TH AVENUE 10 298 19 2 159 14 0 0 1 16 1 26 NW 7TH STREET & NW 12TH AVENUE 494 284 199 7 T STBOU 201 69 1 607 44 THBOU LEST THRU , " t#OHT 3 865 536 NW 4TH STREET & NW 8TH AVENUE 148 69 98 7 84 89 5 233 13 1 466 96 NW 7TH STREET & NW 11TH AVENUE 6 261 39 3 284 8 0 0 10 4 13 Source; Original traffic counts taken July/August, 2003. Note: Data has been adjusted to reflect AM and PM peak hour volumes for Average Annual Weekday Traffic conditions. • • • 4.4 MASS TRANSIT The site is located within the NW 7th Street Corridor. The transit route providing capacity to the corridor is MetroBus route 7. In addition, MetroBus route 12 operates on NW 12th Avenue, one block west of the site. 4.5 EXISTING LEVEL OF SERVICE Each of the selected intersections were analyzed to determine their level of service. The Highway Capacity Manual (HCM) 2000 methodology based Highway Capacity Software, HCS Version 4.1c was used. The results are shown in Table 9 and on Figure 5. The intersection level of service analyses are included in Appendix A. Link analysis, based upon AM and PM peak hour directional volumes, was also performed for the section of Biscayne Boulevard between NE 15th Street and NE 23rd Street using the FDOT ARTPLAN 2003 version 5.1.0 (June 6, 2003) software and FDOT 2002 Quality/Level of Service Handbook, Table 4-7. The results of these analyses are summarized in Table 10. TABLE 9 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS ISTIfNG LE NW 7TH STREET & NW 12TH AVENUE NW 4TH STREET & NW 8TH AVENUE NW 7TH STREET & NW 11TH AVENUE B .JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 18 • • • TABLE 10 EXISTING LINK LEVEL OF SERVICE STREET FROM NW 12th Avenue NW 3rd Street NW 11th Street AM=D PM=D ARTPLAN LOS CRITERIA PEAK HOUR LOS A MAXIMUM PEAK HOUR DIRECTIONALVOLUME (VPH) AM Peak Hour Directional Service Volume (VPH) N/A N/A 1320 1890 1990 1,485 PM Peak Hour Directional Service Volume (VPH) N/A N/A 1240 1940 2060 1,485 Notes: 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and average G/C of 0.51. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 120 seconds and average G/C of 0.53. 3.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 5012 (AADT = 23,500; K= 9.20%; and, D = 67.99%) and escalated by 1% per year for one year. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 19 • • NW7ST ORANGE BOWL NW?ST VICTORIA HOSPITAL lrtr r3 S T Ni5ST NW 11 ST PROJECT LEG EN D AhrlIPfvt PEAK HOUR INTERSECTION LEVEL OF SERVICE AM/PM PEAK HOUR ROADWAY LINK LEVEL OF SERVICE FIGURE 5 EXISTING LEVELS OF SERVICE NW 6 ST JACKSON M. AHLSTEDT, P.E, MIAMI RIVER PROJECT August 25, 2003 Page 20 • • • MI TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (ITE) publication, Trip Generation, 6th Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230 plus the number of retail trips, using data for ITE Land Use Code 814. These trips are the total number of vehicular trips generated by the project before adjusting for pedestrian and mass transit trips. TABLE 11 PROJECT TRAFFIC .TI ME EHICLE TRIPS O IO.°M(N:kU AI E (230 ITE (814) OTALS W EEKDAY N 1,806 151 1,958 VPD OUT 1,806 151 1,958 VPD TOTAL 3,613 303 3,916 VPD AM PEAK HOUR OF ADJACENT STREET IN 43 8 51 VPH OUT 209 11 220 VPH TOTAL 252 19 271 VPH PM PEAK HOUR OF ADJACENT STREET IN 218 23 241 VPH OUT 107 25 132 VPH TOTAL 325 48 373 VPH Because of its proximity to MetroBus routes and the nature of the area, it is anticipated that 5°/% of the person trips will use mass transit or walk. These person trips will not negatively effect the traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 95% of the person trips generated by the project JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 21 • • • were distributed throughout the study area as vehicle trips. Table 12 summarizes external trips for the project after accounting for modal splits. TABLE 12 FINAL EXTERNAL PROJECT TRAFFIC E VEHICLE TRIPS NDOMINIU RETAIL;, (230) -E(814 AUTO 95.00' AUTO ToTA AM PEAK HOUR OF ADJACENT STREET IN 41 8 49 VPD OUT 199 10 209 VPD TOTAL 239 18 258 VPD PM PEAK HOUR OF ADJACENT STREET IN 207 22 229 VPH OUT 102 24 126 VPH TOTAL 309 45 354 VPH As can be seen from Table 12, the estimated number of vehicle trips entering the project during the AM peak hour is 49 vph. The estimated number of vehicle trips leaving the project during the AM peak hour is 209 vph. The estimated number of vehicle trips entering the project during the PM peak hour is 229 vph. The estimated number of vehicle trips leaving the project during the PM peak hour is 126 vph. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 22 • • • 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 753 (note that this is the new zone numbering system). The cardinal distribution of the traffic within TAZ 753 was obtained from Miami -Dade County. The distribution is as follows: North -Northeast 18.31 % East -Northeast 6.60% East -Southeast 13.13% South -Southeast 5.13% South -Southwest 10.66% West -Southwest 19.81% West -Northwest 13.56% North -Northwest 12.82% The distribution of AM and PM project trips is summarized in Table 13. Based upon this trip distribution, the project trips were assigned to the roadway network. This is shown in Figure 6. TABLE 13 PEAK HOUR PROJECT TRIP DISTRIBUTION TR P TRI tOT►L Ov 2I 2 6; NORTH NNW 12.82% 33 6 27 45 29 16 NNE 18.31% 47 9 38 65 42 23 EAST ENE 6.60% 17 3 14 23 15 8 ESE 13.13% 34 6 27 47 30 16 SOUTH SSE 5.13% 13 2 11 18 12 6 SSW 10.66°/Q 27 5 22 38 24 13 WEST WSW 19.81% 51 10 41 70 45 25 WNW 13.56% 35 7 28 48 31 17 TOTAL 100.02% 258 49 209 355 229 126 JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 23 • • • I VICTORIA HOSPITAL 1IW 1ST 4 9' 2 -4 — NW 11 ST PROJECT ORANGE BOWL NW 3 ST — 17175 NW BST 22i100 W5ST NW 4ST 2211 t24 g142 N TS 3r323 NW7ST 11 r8 ,1ir NW 3ST 27 142:12 '3/15 NW 5ST w st NW 13 AVE LEGEND 23112 = AWPM1 PEAK HOUR PROJECT TRAFFIC IN VPH FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 24 • • • 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS Programmed and planned improvements in or near the study area were identified using the Miami -Dade County Transportation Improvement Program (TIP), 2004. These improvements are detailed in Table 14. Although the bridge replacement projects may improve operational conditions, none of these improvements should add appreciable capacity to the transportation system. The SR7/NW 5th Street Bridge project may permit improvements to the intersection of NW 4th Street and NW 8th Avenue. SR 933 SW/NW 12 AVE TABLE 14 PROGRAMMED AND PLANNED IMPROVEMENTS SW 13th Street NW 1lth Street Flexible Pavement Reconstruction CST 2008 SR 933/NW 12 AVE Over Miami River Replace Movable Span Bridge CST 2005- 2006 SR 7/NW 5 ST NW 3rd Street BRIDGE NW 6th Street Replace Movable Span Bridge CST 2007 JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 25 • • • 8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT Future traffic conditions without the project were analyzed. Future traffic consisting of background traffic and committted development traffic was estimated. Background traffic was estimated by applying an annual growth factor to existing traffic. An annual growth rate of 1 % per year was developed based upon the historical traffic count data shown in Table 15. TABLE 15 ANNUAL AADT GROWTH RATES VOLUMES IN VEHICLES PER DAY (VPD) FDOT STA 5012 SR 933/NW 12 AV, 200' NORTH OF FLAGLER STREETISR 968 19,787 23,300 23.500 1.02% 5001 SR 7/US-441/SWINW 8 AV, 200' 9,154 NORTH OF FLAGLER STREET 7,400 8,700 -0.30% 5503 SR 7/US-441/NW 7 AV, 200' 16,906 12,000 15,200 NORTH OF NW 5 STREET -0.62% Future traffic conditions were analyzed for year 2008. The annual growth rate was applied to the 2002 FOOT traffic counts and the 2003 original traffic count volumes in order to achieve 2008 traffic volumes. In addition, City of Miami data on major committed developments was researched and the traffic associated with those developments was included in the analysis. These developments consisted of the following projects: • UM/JMH Clinical Office Building In addition, there is, currently, an almost completed apartment building located at 1060 NW 7th Street. This project will add traffic to NW 7th Street and to NW 12th Avenue. Traffic for this project was specifically added to develop the estimate of future traffic. Table 16 provides the future traffic volumes without the Miami River Project and shows these volumes with the associated movement. These volumes were used to determine intersection level of service by using the same software programs as used for the previously described analysis. The intersection level of service for the future traffic volumes without the Miami River Project are shown in Table 17 and on Figure 7. The analysis shows a slight deterioration JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 26 • • • in the intersection level of service during the AM peak hour. In general, the values are generally the same as those for the year 2003. The intersection level of service analyses are included in Appendix B. The link level of service analysis for future AM and PM peak hour directional traffic conditions was performed on the previously identified roadway link. These results are summarized in Table 18. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 27 • • • '3'd `1a3.LSlHt! 'W NOS}E3Vf co rn tn -13 q) O OD QrnCO Cil TABLE 16 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT NW 7TH STREET & NW 12TH AVENUE 857 TH1 342 151 8 .BTBOI 173 86 1 RTHBOUN 788 27 1 UTHBOUIV©' THRU 503 270 NW 4TH STREET & NW 8TH AVENUE 226 59 64 9 76 81 6 246 8 2 329 72 NW 7TH STREET & NW 11TH AVENUE 11 314 20 2 176 15 0 0 1 17 1 27 NW 7TH STREET & NW 12TH AVENUE 519 �TBOU TF 306 209 9 STBOU T.H 215 74 1 RTHBOUN THRi 678 RI�3: 48 3 ]UTHBOUND< THRU 986 RlefIT 566 NW 4TH STREET & NW 8TH AVENUE 156 74 104 8 92 93 5 268 15 536 103 NW 7TH STREET & NW 11TH AVENUE 6 284 41 3 304 9 1 0 0 14 4 14 • • • TABLE 17 FUTURE INTERSECTION LOS WIO PROJECT WEEKDAY PEAK HOUR CONDITIONS NW 7TH STREET & NW 12TH AVENUE NW 4TH STREET & NW 8TH AVENUE NW 7TH STREET & NW 11TH AVENUE AM F C B 2008 LO /0 PROJECT; TABLE 18 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT ;T tEET FROi NW 12th Avenue NW 3rd Street NW 11th Street AM=D PM-D ARTPLAN LOS CRITERIA PEAK HOUR LOS A MAXIMUM PEAK HOUR D IRECTIONALVOLUME (VPH) AM Peak Hour Directional Service Volume (VPH) N/A NIA 1320 1890 1990 1560 PM Peak Hour Directional Service Volume (VPH) NIA NIA 1240 1940 2060 1560 Notes: 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and average G/C of 0.51. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 120 seconds and average GIC of 0.53. 3) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 5012 (AADT = 23,500; K= 9.20%; and, D = 67.99%) escalated by 1% per year for six years and includes committed development traffic. JACKSON M. AI-ILSTEDT, P.E. MIAMI RIVER PROJECT August 25. 2003 Page 29 • • VICTORIA HOSPITAL Milt 7ST EIE NW 11 ST PROJECT ORANGE BOWL NW 3 ST WEST NW6ST DID r flk N TS NW 7 ST NW 4ST w NW 12 AVE NW11AVE NW 10AVE LEGEND w w Q 4 ® a z Z Z NW BST NW6ST CIC AM/PM PEAK HOUR INTERSECTION LEVEL OF SERVICE AMiPM PEAK HOUR ROADWAY LINK LEVEL OF SERVICE FIGURE 7 FUTURE LEVELS OF SERVICE WITHOUT PROJECT JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 30 • • • 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC Future traffic conditions with project traffic were analyzed for the year 2008. This was accomplished by using the 2008 estimated traffic volumes without the project and adding the traffic generated by the project (as shown in Table 13). Table 19 details the future traffic plus project traffic volumes for the AM and PM peak hours. These volumes were then used to determine the intersection levels of service using the same procedures as previously stated. For the most part, there were only minor changes between the year 2008 future intersection level of service with and without the project. This is shown in Table 20 and on Figure 8. The intersection level of service analyses are included in Appendix C. The link level of service analysis for future AM and PM peak hour directional traffic conditions with the project was performed on the previously identified roadway links. These results are summarized in Table 21. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 31 • • • '3'd `1Q3151HV 'W NOS)IQVI` TABLE 19 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT INTERSECTI STB0U 0 BOUNI 1 ITHBOUN tU RIGHT NW 7TH STREET & NW 12TH AVENUE 857 359 151 30 242 113 1 788 32 503 276 NW 4TH STREET & NW 8TH AVENUE 278 86 75 9 84 81 6 246 10 2 329 84 NW 7TH STREET & NW 11TH AVENUE 336 20 294 11111 0 0 1 27 NW 7TH STREET & NW 12TH AVENUE NW 4TH STREET & NW 8TH AVENUE 0 T: e STBOUN RTHB3Ot 519 382 209 22 257 90 1 678 72 3 187 90 110 8 134 93 5 268 27 1 OUTHBOU 986 536 RIGHT 595 160 NW 7TH STREET & NW 11TH AVENUE 6 384 41 3 375 9 1 0 0 43 4 14 • • • TABLE 20 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS NTERSECTION 2003 LOS NW 7TH STREET & NW 12TH AVENUE NW 4TH STREET & NW 8TH AVENUE F c 2008 LOS 10 PROJECT AM NW 7TH STREET & NW 11TH AVENUE 8 B B B C TABLE 21 FUTURE LINK LEVEL OF SERVICE WITH PROJECT STREET NW 12th Avenue NW 3rd Street NW 11th Street AM=D PM=D ARTPLAN LOS CRITERIA PEAK HOUR LOS A MAXIMUM PEAK HOUR D1RECTIONALVOLUME (VPH) AM Peak Hour Directional Service Volume (VPH) N/A N/A 1320 1890 1990 1585 PM Peak Hour Directional Service Volume (VPH) N/A NIA 1240 1940 2060 1585 Notes: 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and average G/C of 0.51. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 120 seconds and average G/C of 0.53. 3) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 5012 (AADT = 23,500; K= 9.20%; and, D = 67,99°/0) and escalated by 1% per year for six years and includes committed development traffic and project traffic. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 33 • N1iL(11 ST VICTORIA H QSR1TAL NW 7 ST FIE BJC PROJECT ORANGE BOWL. • NW 3 ST W6ST NW5ST ❑ID x w NW 7 ST W4ST w o? NW 12 AVE d a LEG EN D co- 2 C/C AM/PM PEAK HOUR INTERSECTION LEVEL OF SERVICE AM/PM PEAK HOUR ROADWAY LINK LEVEL OF SERVICE NW ST NW 5 ST FIGURE 8 FUTURE LEVELS OF SERVICE WITH PROJECT JACKSON M. AHLSTEDT, P.E. • MIAMI RIVER PROJECT August 25, 2003 Page 34 • • • 10.0 ON -STREET PARKING There are parking spaces on either side of NW 7th Street. Adjacent to the site there are existing on -street parking spaces. The project may result in the elimination of a minimal amount of existing on -street parking spaces on the north side of NW 7th Street. The project will construct some 1,175 on -site parking spaces. Parking will be provided for residents, employees and visitors to the site. 11.0 PEDESTRIANS Little pedestrian activity was noted in the immediate vicinity of the site. There are pedestrian detectors (push buttons) in the traffic signal at NW 12th Avenue and NW 7th Street. The proposed project will not significantly impact pedestrian movements along NW 7th Street. 12.0 PROJECT SITE PLAN Traffic and transportation aspects of the proposed site plan were reviewed and analyzed. 12.1 PROJECT DRIVEWAYS The proposed project includes one, two-way driveway serving main access to the site. Table 22 summarizes the AM and PM peak hour driveway volumes anticipated at the service point. JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 35 • • • TABLE 22 AM AND PM PEAK HOUR DRIVEWAY VOLUMES IN VEHICLES PER HOUR (VPH) NBOUND 49 AM PEAK HOUR OUTBOUND 209 INBOUND 229 PEAK HOtJR OUTBOUN 126 PHASE 1 GARAGE 24 102 112 61 PHASE 2 GARAGE 25 107 117 64 Queuing analysis was conducted based upon the assumption that access to the garages will be controlled by a card reader system and consist of an inbound lane and an outbound lane. For each garage, analysis of potential inbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 2 vehicles including the vehicle being processed. For each garage, analysis of potential outbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 2 vehicles including the vehicle being processed. The ground level plan, provided by the project architect, August 22, 2003 indicates that the potential control points for the individual garages will be well within the property and that the anticipated queues could be accommodated without impacting off -site traffic flows. The plan shows a central guard house on the project driveway. Assuming that 10% of the inbound traffic in the PM peak hour needs to be processed by the guard there is better than a 95% probability that the queue should not exceed 3 vehicles including the vehicle being processed. The control point for the guardhouse appears to be located approximately 80 from the north curb line of NW 7th Street. Although details need to be developed further, the proposed guardhouse should include a by-pass lane which would permit residents and other authorized users to enter without being impeded by persons being processed by the guard. Analysis of potential inbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue, in this by- pass lane, should not exceed 5 vehicles including the vehicle being processed. As the final plans for the project are developed, it should be anticipated that there will be JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 36 • • • further refinement of the on -site driveway, guard house area, and entrances and exits to the garages. 12.2 PROJECT LOADING DOCK The proposed site plan includes a phase 1 loading dock area on the east side of the property and a phase 2 loading dock area in the northwest corner of the project. Access to the phase 1 loading dock is from NW 7th Street. The loading dock area consists of four truck berths. This should be adequate to serve the type and magnitude of development anticipated. Trucks using this loading dock area will need to enter by traveling westbound on NW 7th Street and backing -up into the service drive. The backing - up maneuver will impact vehicular and pedestrian flow on NW 7th Street. Since loading dock activity should be rather limited this should not be a problem. The phase 2 loading dock is accessed via NW 11th Avenue. The loading dock area consists of four truck berths. This should be adequate to serve the type and magnitude of development anticipated. Trucks using this loading dock area will need to enter by traveling southbound on NW 11th Avenue and backing -up into the service drive. The backing -up maneuver will impact vehicular and pedestrian flow an NW 11th Avenue. Since loading dock activity should be rather limited, and the amount of traffic on NW 11th Avenue is very small, this should not be a problem. 12.3 PEDESTRIAN ACCESS Little pedestrian activity was noted in the vicinity of the project. The proposed site plan provides pedestrian access to NW 7th Street. 13.0 CONCLUSIONS After reviewing the results from the intersection analysis and the roadway link analysis, it can be concluded that with or without the project, by the year 2008 there rnay be some minor deterioration in the level of service to those roadways and intersections most impacted by the project. The roadway link analysis yields similar level of service results, indicating that roadway levels of service remain relatively consistent through the year 2008 with or without the project. The results of all of these analyses are shown in Table 23. Although there are no project specific roadway improvements needed to mitigate the JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 37 • • • impacts of the project; the section of NW 7th Street adjacent to the site should be re - striped to create an eastbound left tum lane to serve the project. The greatest demand for that left turn movement is estimated to be 129 vph in the PM peak hour. The FOOT guidelines for an un-signalized intersection suggest that the length of the left tum storage bay should be determined based upon the number of vehicles during an average 2 minute period during the peak hour. Based upon 129 vph that would equate to approximately 4.3 vehicles. A minimum left turn storage bay of approximately 100 feet appears to be appropriate. Finally, the corridor analysis provided in Appendix D clearly indicates that there is sufficient transportation system capacity in the NW 7th Street Corridor to accommodate the proposed project. TABLE 23 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS NTERSECTION NW 7TH STREET & NW 12TH AVENUE 2008 LOS WITHOUT PROJECT, E 2008 LOS WITH PROJECT PM E 2008 LOS -ITH PROJECT. D MODIFICATIONS N/A NW 4TH STREET & NW 8TH AVENUE C N/A NW 7TH STREET & NW 11TH AVENUE B B NIA N/A N/A N/A JACKSON M. AHLSTEDT, P.E. MIAMI RIVER PROJECT August 25, 2003 Page 38 • • • APPENDIX A Existing Intersection Levels of Service • Appendix A RCS2000: Signalized Intersections Release Analyst: J. AHLSTEDT Agency: Date: 8/22/2003 Period: AM PEAF< HOUR Project ID: MIAMI RIVER PROJECT E/M St: NW 7T14 STREET No. Lanes LGCon4ig Volume Lane 'Width RTOR Vol Eastbound 1 _ R _ 2 0 L LTR 1815 324 144 111.0 11.0 0 Inter.: 2328 Area Tope: All other areas 3urisd: CITY OF MIAMI/FDOT Year : EXISTING N/S St: NW 12TH AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound 1 Northbound ? Southbound L 2 R 1 L T R 1 L T R 1 1 0 2 0 ':. 0 2 0 1 0 2 1 LI R 1 TR T R 16 160 80 I 687 26 1 462 257 11.0 11.0 11.0 11.0 0 ! 0 0 Duration 0.25 ?lase Combination EH Left Thru Right Peds WE Left Thru Right Peels NB Right SE Right Green Yellow All Red A A A A 36.0 4.0 1.0 Appr/ Lane Grp Lane Group Capacity Area Type: All other areas Signal Operations 2 3 4 i A A A 14.0 4.0 1.0 Intersection 5 6 NE Left Thru P Right 9 Peds SO Left Thru P Right P Peds EB Right W3 Right 7 8 35.0 4.0 1.0 Cycle Length: 100.0 secs Performance Summary Adj Sat Ratios Flow Rate (s) v/c g/C Lane Group Approach Delay LOS .Delay LOS Eastbound L 610 1694 LTR 1170 3250 Westbound LTR 453 3238 Northbound TR 1180 3371 1.52 0.36 273.5 F 0.46 0.36 24.9 C 181.7 F 0.70 0.14 45.8 D 45.8 D 0.83 0.35 36.4 D 36.4 D Southbound T 1186 3388 0.42 0.35 25.9 C 17.7 B R 1152 1516 0.25 0.76 3.7 A Intersection Delay = 93.1 (sec/veh) Intersection LOS = F MIAMI RIVER PROJECT August 25, 2003 Page A-1 • • • 0CS2000: Signalized intersections Release 4.1c Analyst: J. AHLST1 DI' Agency: Date: 8/22/2003 Period: 3M PEAK HOUR Project ID: "IIAMI RIVER PROJECT E/W St: NW 7TH STREET Inter.: 2316 Area Type: All other areas Jurisd: CITY OF MIAMI/FOOT Year : EXISTING N/S St: NW 12TH AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound ! Northbound 1 Southbound 1 L 7 R : L T R I L 2 R j L T R 1 1 No. Lanes _ 2 0 1 0 2 0 1 0 2 0 0 2 1 LGConf ig ? L LTR 1 LTR TR T R Volume 1494 284 199 17 201 69 1 607 44 865 536 Lane Width 111.0 11.0 1 11.0 11.0 11.0 11.0 RTOR Vol f 0 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left Thru A 1 Thru P Right A ! Right P Peds Peds WB Left A SB Left Thru A f Thru P Right A Right P Peds 1 Peds NB Right 1 EB Right SB Right A 1 WB Right Green 32.0 24.0 49.0 Yellow 4.0 4.0 4.0 All Red 1.0 1.0 1.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 452 1694 1.35 0.27 215.4 F LTR 847 3177 0.66 0.27 41.0 D 132.2 Westbound LTR 650 3252 0.51 0.20 43.4 D 43.4 D Northbound TR 1365 3342 0.50 0.41 27.7 C 27.7 C Santhbound 1383 3388 0.66 0.41 31.2 C 22.3 C 1086 1516 0.54 0.72 8.4 A Intersection Delay = 60.1 (sec/veh) Intersection LOS = E MIAMI RIVER PROJECT August 25, 2003 Appendix A Page A-2 • • • 2CS2000: Signalized Intersections Release 4._lc Analyst: J. AHLSTRDT Agency: Date: 8/22/2003 Period: AM PEAK (HOUR Project ID: MIAMI RIVER PROJECT 3/W St: NW 4'H STREET Inter.: 2316 Area Type: All other areas Jurisd: CITY OF MIAMI/FDOT Year : EXISTING N/S St: NW 8TH AVENUE SIGNALIZED INTERSECTION SUMMARY I Eastbound 1 Westbound 1 Northbound 1 Southbound 1 L T R I L 0 R 1 L T R I L T R 1 1 I 1 No. Lanes I 1 1 0 1 1 1 I 0 2 0 0 2 0 LCConfig I L TR 1 L T R I TR 1 TR Volume 1214 54 60 18 72 78 I 197 7 f 304 68 1 Lane Width 111.0 11.0 112 0 11.0 11.0 I 11.0 11.0 RTOR Vol 0 1 0 0 1 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A A ? NB Left Thru A 1 Thru P Right A ( Right P Peds Peds WB Left A I SB Left Thru A 1 Thru P Right A A 1 Right P Peds Peds NB Right 1 EB Right S3 Right j WB Right P Green 34.0 15.0 26.0 Yellow 4.0 4.0 4.0 All Red 1.0 1.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c q/C Delay LOS Delay LOS Eastbound L 846 1694 0.34 0.60 9.1 A TR 619 1639 0.27 0.38 19.6 B 13.0 B Westbound L 292 1752 0.07 0.17 31.7 C T 297 1783 0.33 0.17 33.7 C 18.1 B R 1516 1516 0.07 1.00 0.0+ A Northbound TR 969 3355 0.26 0.29 25.2 C 25.2 C Southbound TR 951 3291 0.44 0.29 27.6 C 27.6 C Intersection Delay = 20.7 (sec/veh) Intersection LOS = C MIAMI RIVER PROJECT August 25, 2003 Appendix A Page A-3 • • Appendix A HC52000: Signalized Intersections Release 4.1c Analyst: J. AHLSTEDT Agency: Date: 8/22/2003 Period: PM PEAK HOUR Project ID: MIAMI RIVER PROJECT E/W St: NW 4TH STREET Inter.: 2316 Area Type: Ali other areas Jurisd: CITY OF MIAMI/FDOT Year EXISTING N/S St: NW 8TH AVENUE SIGNALIZED INTERSECTION SUMMARY 5outhbound Eastbound 1 Westbound Northbound R L R 1 L _ R 1 L T R 1 1 1 1 No. Lanes ; - y 0 1 1 1 1 0 2 0 0 2 0 LGConfig 1 L TR 1 L T R 1 TR TR 466 96 Volume 1148 69 98 17 84 89 ? 233 13 Lane width 11=.0 11.0 112.0 11.0 11.0 1 11.0 1 11.00 RTOR Vol 1 0 1 0 ? 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EH Left A A 1 NB Left Thru A 1 Thru P A ! Right P Right Fells � Fells WE Left A 1 SO Left Thru A Thru P Right A A 1 Right P Peds Peds NB Right 1 36 Right SE Right 1 W3 Right P Green 34.0 15.0 26.0 Yellow 4.0 4.0 4.0 All Red 1.0 1.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 848 1694 0.22 0.60 8.4TA R 617 1634 0.34 0.38 20.3 C 14.8 3 Westbound L 292 1752 0.03 0.17 31.4 C T 297 1783 0.30 0.17 33.5 C 16.3 3 R 1516 1516 0.07 1.00 0.0+ A Northbound TR 965 3342 0.27 0.29 25.4 C 25.4 C Southbound TR 948 3281 0.66 0.29 31.8 C 31.8 C Intersection Delay = 24.1 (sec/veh) Intersection LOS = C IMIAMI RIVER PROJECT August 25, 2003 Page A-4 • HCS2000: Unsignalized Intersections Release TWO-WAY STOP CONTROL SUMMARY 4.lc Analyst: J. AHLSTEDT Agency/'Co.: Date Performed: 8/11/03 Analysis Time Period: AM PEAK HOUR intersection: 7S11A jurisdiction: CITY OF MIAMI Units: U. S. Customary Analysis Year: EXISTING Project ID: MIAMI RIVER PROJECT East/West Street: NW 7 ST North/South Street: Nib 11 AVE Intersection Orientation: EN Study period (hos): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L r R 1 L T R Volume 10 298 19 2 159 14 Peak -Hour Factor, PEF 0.62 0.95 0.53 0.25 0.78 0.70 Hourly Flow Rate, HIOR 16 313 35 8 203 20 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR b TR Upstream Signal? No No Minor Street: Approach Movement Northbound Southbound 7 8 9 1 10 11 12 Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: Exists? Storage 0 16 _ 26 0.80 0.25 0.48 19 4 54 0 0 0 0 No RT Channelized? Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach EB MB Northbound Southbound Movement 1 4 17 8 9 1 10 11 12 Lane Config L L 1 1 LTR v (vph) 16 8 77 C(m) (vph) 1358 1222 665 v/c 0.01 0.01 0.12 95% queue length 0.04 0.02 0.39 Control Delay 7.7 8.0 11.1 L O S A A B Approach Delay 11.1 Approach LOS B MIAMI RIVER PROJECT August 25, 2003 Appendix A Page A-5 • 3CS2000: Unsicnalized intersections Release TO -WAY STOP CONTROL SUMMARY Analyst: J. AHLSIED2 Agency/Co.: Date Performed: 8/11/03 Analysis Time Period: PM PEAK HOUR Intersection; 7S11A Jurisdiction: CITY OF MIAMI Units: U. S. Customary Analysis Year: EXISTING Project ID: MIAMI RIVER PROJECT East/West Street: NW 7 ST North/South Street: NW 11 AVE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 4,r, Volume 6 268 40 3 291 8 Peak -Hour Factor, PHF 0.50 0.96 0.73 0.38 0.88 0.50 Hourly Flow Rate, HER 12 279 54 7 330 16 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 z R I L - R Volume Peak hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (8) Median Storage Flared Approach: Exists? Storage 0 10 4 14 0.42 0.50 0.65 23 8 21 0 0 0 0 No RT Channelized? Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach 00 WE Northbound Southbound Movement ? 4 ! 7 8 9 i 10 11 12 Lane Config L L [ LTR v (vph) 12 7 52 C(m) (vpb) 1224 1238 482 v/c 0.01 0.01 0.11 95% queue length 0.03 0.02 0.36 Control Delay 8.0 7.9 13.4 LOS A A 3 Approach Delay 13.4 Approach LOS MIAMI RIVER PROJECT August 25, 2003 Appendix A Page A-6 • • • APPENDIX B Future Intersection Levels of Service Without Project • • • 11G52000: Signalized Intersections Release 4.1c Analyst: J. AHLST"EDI Agency: Dare: 8/22/2003 Period: AM PEAK HOUR Project ID: MIAMI RIVER PROJECT E/W St: NW 7TH STREET No. Lanes LGConfiq Volume Lane Width RTOR Vol Eastbound L 2 R 2 0 1 L LTR 1857 342 151 111.0 11.0 0 Inter.: 2328 Area Type: All other areas Jurisd: CITY OF MIAMI/FDOT Year : FUTURE W/0 PROJECT N/S St: NW 12TH AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound 1 Northbound 1 Southbound 1 L T R I L 7 R I L T R 3 � 0 2 0 LTR f8 173 86 11.0 0 f 0 2 0 TR 788 27 11.0 0 0 2 L R 503 270 11.0 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds ND Right SB Right Green Yellow All Red A A A A 36.0 4.0 1.0 Appr/ Lane Grp Lane Group Capacity 2 3 A A A 4 N3 Left Thru P Right y Peds SB Left Thru P Right P Peds E3 Right W3 Right 14.0 35.0 4.0 4.0 1_0 1.0 Intersec Adj Sat Flow Rate (s) 6 7 8 Cycle Length: 100.0 secs on Performance Summary Ratios Lane Group Approach vie g/C Delay LOS Delay LOS Eastbound L 610 1694 LTR 1170 3251 Westbound LTR 453 3238 Northbound TR 1180 3372 Southbound 1.60 0.36 308.2 F 0.49 0.36 25.2 C 0.77 0.14 49.1 D 0.94 0.35 47.4 D 203.6 F 49.1 D 47.4 D 1186 3388 0.46 0.35 26.5 C 18.3 3 1152 1516 0.27 0.76 3.7 A Intersection Delay = 103.6 (sec/veh) Intersection LOS = F MIAMI RIVER PROJECT August 25, 2003 Appendix B Page B-1 HCS2000: S gnalized Intersections Release 4.1c Analyst: J. AELSTEDT Agency: Date: 8/22/2003 Period: PM PEAK HOUR Project ID: MIAMI RIVER PROJECT E/W St: NW 7TH STREET 1 Eastbound L • R Inter.: 2316 Area Type: All other areas Jurisd: CITY 0I MIAMI/FDOT Year . FUTURE W/0 PROJECT N/S St: NW 12TH AVENUE SIGNALIZED INTERSECTION SUMMARY No. Lanes 1 _ 2 0 LGCanfig , L LTR Volume 1519 306 209 Lane Width 111.0 11.0 RTOR Vol 1 0 I Westbound I Northbound } Southbound L .. R I L T R L T R 1 I 1 0 2 0 1 0 2 0 ! 0 2 1 1 12R 1 TR T R 19 215 74 1 578 48 ! 986 566 1 11.0 11.0 1 11.0 11.0 0 0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 E3 Left A Thru A Right A Peds W3 Left A Thru A Right A Peds N3 Right S0 Right A Green 32.0 24.0 Yellow 4.0 4.0 All Red 1.0 1.0 Appr/ Lane Grp Lane Group Capacity Intersect Adj Sat Flow Rate (s) 5 6 7 8 NR Left Thru n Right P Peds 53 Left Thru P Right P Peds E3 Right W3 Right 49.0 4.0 1.0 Cycle Length: 120.0 secs on Performance Summary Ratios Lane Group Approach v/c g/C Delay LOS Delay LQS Eastbound I 452 LTR 848 694 3180 Westbound LTR 630 3231 Nor thbound 11'R 1362 3336 Southbound T R 1383 1086 Intersect 1.42 0.27 244.8 F 0.70 0.27 42.3 D 147.3 P 0.55 0.20 44.1 D 44.1 D 0.48 0.41 27.4 C 27.4 C 3388 0.75 1516 0.57 on Delay = 65.8 0.41 34.1 C 24.7 C 0.72 8.8 A (sec/veh) Intersection LOS = E MIAMI RIVER PROJECT August 25, 2003 Appendix B Page B-2 • • • • HCS2000: Signalized Intersections Release 4.lc Analyst: J. AHLSTEDT Agency: Date: 8/22/2003 Period: AM PEAK HOUR Project ID: MIAMI RIVER PROJECT E/W St: NW 4TH STREET Eastbound 3 R inter.: 2316 Area Type: All other areas Jutlsd: CITY OF MIA:MI/FDOT Year : FUTURE W/O PROJECT N/S St: NW 8TH AVENUE SIGNALIZED INTERSECTION SUMMARY ? Westbound I Northbound L R ! L T R Southbound T. R No. Lanes ? 1 1 0 LGConfig 1 L TR Volume 1226 59 64 Lane Width 111.0 11.0 RTOR Vol ' 0 1 1 1 L _ R !9 76 91 112.0 11.0 11.0 0 0 2 0 TR 246 8 11.0 0 0 2 0 TR 329 72 11.0 0 Duration 0.25 Area Phase Combination EE Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 A A A A 2 A A A A 34.0 15.0 4.0 4.0 1.0 1.0 Appr/ Lane Grp Lane Group Capac ype: All other areas Signal Operations 3 4 Intersection Adj Sat Flow Rate ty (s) 5 6 NB Left Thru P Right Peds SB Left Thru Right P Peds EB Right WO Right 0 P 26.0 4.0 1.0 Cycle Length: 90.0 Performance Summary Ratios 8 secs Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound 845 TR 620 Westbound L 292 1' 297 R 1516 Northbound 1694 0.36 0.60 9.2 A 1641 0.29 0.38 19.8 B 1752 0.08 0.17 31.8 C 1783 0.35 0.17 33.9 G 1516 0.07 1.00 0.0+ A TR 970 3358 0.32 0.29 25.9 C Sou+Lhbound TR 951 3292 0.48 0.29 28.1 C Intersection Delay = 21.2 (sec/veh) Intersection LOS = C 13.2 B 18.4 3 25.9 C 28.1 C MIAMI RIVER PROJECT August 25, 2003 Appendix B Page B-3 • • • I-ICS2000: Signalized intersections Release 4.' Analyst: J. AHLSTEDT Agency: Date: 8/22/2003 Period: PM PEAK HOUR Project ID: MIAMI RIVER PROJECT E/W St: NW 4TH STREET 1 Eastbound L _ R Inter.: 2316 Area Type: All other areas Jurisd: CITY OF MIAHI/FDOT Year : FUTURE W/O PROJECT N/S St: NW 8TH AVENUE SIGNALIZED INTERSECTION SUMMARY 1 Westbound 1 Northbound ? L ry, R ! L 1 R Southbound 1 T R I No. Lanes ! 1 1 LGCon`ig 1 L TR Volume 1155 74 104 Lane Wid h !11.0 11.0 RTCR Vol 1 0 0 1 1 _ I 1 L T R I 18 92 93 112.0 11.0 11.0 1 0 1 2 0 1 TR 268 15 11.0 0 0 2 0 TR 536 103 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination EB Left Thru Right Peds W3 Left Thru Right Peds NB Right 5B Right Green Yellow All Red 2 3 4 A A A A A A A A 34.0 15.0 4.0 4.0 1.0 1.0 Appr/ Lane Grp Lane Group Capacity Intersection Adj Sat Flaw Rate (S) NB Left Thru P Right p Peds SB Left Thru P Right P Peds EB Right WB Right 6 26.0 4.0 1.0 Cycle Length: 90.0 Performance Summary Ratios 8 secs Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound L 846 TR 618 Westbound L 292 T 297 R 1516 Northbound TR 1694 0.23 0.60 8.4 A 1635 0.36 0.38 20.6 C 1752 0.03 0.17 31.5 C 1783 0.33 0.17 33.8 C 1516 0.07 1.00 0.0+ A 965 3341 0.32 0.29 25.9 C Southbound TR 950 3287 0.75 0.29 34.4 C Intersection Delay = 25.6 (sec/veh) 15.0 3 16.9 B 25.9 C 34.4 C Intersection LOS = C MIAMI RIVER PROJECT August 25, 2003 Appendix B Page B-4 HCS2000: Unsignalized Intersections Release 4.1c TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTE00 Agency/Co. : Date Performed: 8/11/03 Analysis Time Period: AM PEAK HOUR Intersection: 7S11A Jurisdiction: CITY OF MIAiMI Units: U. S. Customary Analysis Year: FUTURE r0/0 PROJECT Project ID: MIAMI RIVER PROJECT East/West Street: NW 7 ST North/South Street: NW 11 AVE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R f L - R Volume 11 314 20 2 176 15 Peak -Hour Factor, PHF 0.62 0.95 0.53 0.25 0.78 0.70 Hourly Flow Rate, HFR 1"1 330 37 8 225 21 Percent heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 1 _ 0 1 _ 0 Configuration L TR L TR Upstream Signal? No No Minor Street: Approach Movement Northbound Southbound 7 8 9 1 10 11 12 L _ R L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, 11FR Percent Heavy Vehicles Percent Grade (U) Median Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration 0 17 _ 27 0.80 0.25 0.48 21 4 56 0 0 0 0 No 0 0 LTR Delay, Queue Length, and Level of Service Approach EB WR Northbound Southbound Movement 1 4 7 8 9 1 10 11 12 Lane Config L L I 1 LTR v (vph) 17 8 81 C(m) (vph) 1332 1203 634 v/c 0.01 0.01 0.13 95% queue length 0.04 0.02 0.44 Control Delay 7.7 8.0 11.5 LOS A A 3 Approach Delay 11.5 Approach LOS B MIAMI RIVER PROJECT August 25, 2003 Appendix B Page B-5 • • HCS2000: ;nsicgnalized intersections Release TWO --'WAY STOP CONTROL SUMMARY 11 Analyst J. AH:LSTEDT Agency/Co.: Date Performed: 8/11/03 Analysis TimePeriod: PM PEAK HOUR Intersection: 7SISA Jurisdiction: CITY OF MIAMI Units: 0. S. Customary Analysis Year: FUTURE 4 d/O PROJECT Project ID: MIAi5I RIVER PROJECT East/West Street: NW 7 ST North/South Street: NW 11. AVE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement - 2 3 4 5 6 L T R L R Volume 6 284 41 3 304 9 Peak --Hour Factor, PHF 0.50 0.96 0.73 0.38 0.88 0.50 Hourly Flow Rate, HFR 12 295 56 7 345 18 Percent Heavy Vehicles 0 -- -- 0 ---- Median Type Undivided RT Channelized? Lanes _ 1 0 1 0 Configuration L TR L TR Upstream Signal? No No Minor Street: Approach Movement Northbound Southbound 7 8 9 # 10 11 12 L T R j L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration 0 14 4 14 0.42 0.50 0.65 33 8 21 0 0 0 0 No 0 1 0 LTR Delay, Queue Length, and Level of Service Approach EH W3 Northbound Southbound Movement 1 4 { 7 8 9 1 10 11 12 Lane Conlig L L 1 I LTR v (vph) 12 7 62 C(m) (vph) 1207 1219 451 v/c 0.01 0.01 0.14 95% queue length 0.03 0.02 0.47 Control Delay 8.0 8.0 14.3 LOS A A 3 Approach Delay 14.3 Approach LOS B MIAMI RIVER PROJECT August 25, 2003 Appendix B Page B-6 • • • APPENDIX C Future Intersection Levels of Service With Project • • • HCS200 0 : S gnalized Intersections Release 4.1c Analyst: J. AELSTED'. Agency: Date: 8/22/2003 Period: AM PEAK HOUR Project ID: MIAMI RIVER PROJECT E/W St: NW 7TH STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L _ R Inter.: 2328 Area Type: All other areas Jurisd: CITY OF MIAMI/FDOT Year : FUTURE WITH PROJECT N/S St: NW 12TH AVENUE SIGNALIZED INTERSECTION SUMMARY 1 Westbound 1 Northbound I L R I L Southbound 1 L _ R 1 2 0 I L LTR 1857 359 151 111.0 11.0 0 130 2 0 LTR 242 113 11.0 0 0 2 0 TR 788 32 11.0 0 2 . R I 503 276 11.0 11.0 1 0 Duration 0.25 A ea Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left A Thru A Right A Peds WB Left A Thru A Right A Peds NB Right SB Right A Green 36.0 14.0 Yellow 4.0 4.0 All Red 1.0 1.0 APpr/ Lane Grp Lane Group Capacity Intersection 5 6 7 8 NB Left Thru P Right o .beds 53 Left Thru 5 Right P Peds EB Right W2 Right 35.0 4.0 1.0 Cycle Length: 100.0 secs Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) v/c Approach g/C Delay LOS Delay LOS Eastbound L 610 LTR 1172 Westbound LTR 454 Northbound TR 1694 1.60 0.36 308.2 F 3256 0.51 0.36 25.4 C 201.3 F 3244 1.13 0.14 126.6 F 126.6 5 1179 3369 0.95 0.35 48.3 D 48.3 D Southbound R 1186 3388 0.46 0.35 26.5 C 18.2 3 1152 1516 6.27 0.76 3.8 A Intersection Delay = 110.8 (sec/veh) Intersection LOS = F MIAM1 RIVER PROJECT August 25, 2003 Appendix C Page C-1 Appendix C • hCS2000: Signalized intersections Release 4.1c Analyst: J. AELSTEDT Agency: Date: 8/22/2003 Period: Piz PEAK HOUR Project ID: MIAMI RIVER PROJECT E/ipl St: NW 7TH STREET Eastbound ! L T R Inter,: 2316 Area Type: All other areas Jurisd: CITY OF MIAMI/FDOT Year : FUTURE WITH PROJECT N/S St: NW 12TH AVENUE SIGNALIZED INTERSECTION SUMMARY I Westbound 1 Northbound 'r R No. Lanes ! 1 2 0 LGConfig j L LTR Volume 1519 382 209 Lane Width 111.0 11.0 RTOR Vol f 0 L T R I L Southbound i ! 0 2 0 ! 0 2 0 ! 0 2 1 LTR 1 TR 1 _ R 122 257 90 1 578 72 ! 986 595 11.0 ! 11.0 11.0 11.0 0 0 f 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 - 3 4 EB Left A Thru A Right A Peds WB Left A Thru A Right A Peds NB Right S13 Right A Green 32,0 24.0 Yellow 4.0 4.0 All Red 1.0 1.0 Appr/ Lane Grp Lane Group Capacity Intersection Adj Sat Ratios Lane Group Approach Flow Rate NE Left Thru Right Peds S13 Left Thru Right Peds KB Right W3 Right 6 7 8 49.0 4.0 1.0 Cycle Length: 120.0 secs Performance Summary (s) v/c g/C Delay LOS Delay LOS Eastbound L 452 1694 LTR 835 3207 Westbound LTR 650 3248 Northbound TR 1353 3314 Southbound T R 1,42 0.27 244.8 F: 0.80 0.27 46.3 D 142.5 F 0.69 0.20 47.6 D 47.6 D 0.51 0.41 27.9 C 27.9 C 1383 3388 0.75 1086 1516 0.60 Intersection Delay = 65.2 0.41 34.1 C 24.6 C 0.72 9.3 A (sec/veh) Intersection LOS = E M1AM1 RIVER PROJECT August 25, 2003 Page C-2 Appendix C • HCS2000: Signalized Intersections Release 4.1c Analyst: J. AHLSTEDT Agency: Date: 8/22/2003 Period: AM PEAK HOUR Project ID: MIAMI RIVER PROTECT E/W St: NW 4TH STREET 1 Eastbound L r R Inter.. 2316 Area Type: All other areas Jurisd: CITY OF 5IAMI/FDO' Year : FUTURE WITH PROJECT N/S St: NW 8TH AVENUE SIGNALIZED INTERSECTION SUMMARY 1 Westbound 1 Northbound 1 L _ R I L 1' R Southbound L R No. "Lanes 1 1 1 LGConfig 1 L TR Volume 1278 86 Lane Width 111.0 11.0 RTOR Vol 1 0 L T R 75 19 84 81 112.0 11.0 11.0 1 p 0 1 0 2 0 TR 246 10 11.0 0 0 2 0 TR 329 84 1 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 A A A A 34.0 15.0 4.0 4.0 1.0 1.0 Appr/ Lane Grp Lane Group Capacity Adj Sat Flow Rate (s) 2 3 4 1 5 6 7 8 A i NB Left Thru Right P Peds A SB Left A Thru p A Right p Peds EB Right VS Right P 26.0 4.0 1.0 Cycle Length: 90.0 secs Intersection performance Summary Ratios Lane Group Approach P v/c g/C Delay LOS Delay LOS Eastbound L 842 TR 626 Westbound L 292 7 297 R 1516 Northbound TR 968 Southbound TR 948 Intersect 1694 1656 1752 1783 1516 3351 3280 0.45 0.60 0.38 0.38 0.08 0.38 0.07 0.17 0.17 1.00 0.32 0.29 0.50 0.29 9.8 A 20.7 C 31.8 C 34.2 C 0.0+ A 26.0 C 28.4 C 14.0 B 19.3 3 26.0 C 28.4 n Delay = 21.2 (sec/veh) Inte.rsectio r LOS = C August 25, 2003 MIAMI RIVER PROJECT Page C-3 KCS2000: Signal Analyst: J. AHLSTED? Agency: Date: 8/22/2003 Period: PM PEAK HOUR Project ID: MIAMI RIVER PROJECT E/W St: NW 4TH STREET No. Lanes ! " 1 0 LG0onf.ig I L TR Volume !187 90 110 Lane Width 111.0 11.0 R TOR Vol 1 0 zed Intersections Release Inter:: 231.6 Area Type: All other areas Jurisd: CITY OF MIAMI/FDOT Year : FUTURE WITH PROJECT N/S St: NW 8TH AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound ! Northbound Southbound f L 3 R f L T R I L T R I L _ R j 0 2 0 ! TR 268 27 1 11.0 0 ! L 3 R !8 134 93 112.0 11.0 11.0 1 0 0 2 0 TR 536 160 11.0 0 Duration 0.25 Area Phase Combination 1 EB Left A A f NB Left Thru A Thru P Right A Right P Peds Peds WB Left A 5B Left Thru A Thru P Right A A Right P Peds Peds NB Right Right SB Right Right P Green 34.0 15.0 26.0 Yellow 4.0 4.0 4.0 All Red 1.0 1.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Grp Lane Group Capacity Type: All other areas Signal Operations 3 4 Adj Sat Flow Rate (s) Ratios vie EB WB 5 6 7 8 Lane Group Approach g/C Delay LOS Delay LOS Eastbound L 818 TR 621 Westbound L 292 297 R 1516 Northbound TR 956 Southbound TR 938 1694 0.28 0.60 8.8 A 1644 0.41 0,38 21.1 C 15,2 3 1752 0.03 0.17 31.5 C 1783 0.48 0.17 35.2 D 20.6 C 1516 0.07 1.00 0.0+ A 3310 0.34 0.29 26.2 C 26.2 C 3247 0.84 0.29 39.1 D 39.1 D Intersection Delay = 28.0 (sec/veh) Intersection LOS = C MIAM1 RIVER PROJECT August 25, 2003 Appendix C Page C-4 • • • • HCS2000: Unsignalized intersections Release 4. c TWO-WAY STOP CONTROL SUMMARY ?analyst: J. AHLSTEDT Agency/Co.: Date Performed: 8/22/03 Analysis Time Period: AM PEAK HOUR Intersection: 7S11A Jurisdiction: CITY OF MIAMI Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: MIAMI RIVER PROJECT East/West Street: NW 7 ST North/South Street: NW 11 AVE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R L T R Volume 11 336 20 2 294 15 Peak -Hour Factor, PHF 0.62 0.95 0.53 0.25 0.78 0.70 Hourly Flow Rate, HFR 17 353 37 8 376 21 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized7 0 Lanes 1 0 y Configuration L TR L TR Upstream Signal? No No Minor Street: Approach Movement Northbound Southbound 7 8 9 ? 10 11 12 L R I L -7 R volume 23 1 27 Peak Hour Factor, PHF 0.80 0.25 0.48 Hourly Flow Rate, HFR 28 4 56 Percent Heavy Vehicles 0 0 0 Percent Grade (`o) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? 0 Lanes 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Sorthbound Movement _ 4 7 8 9 1 10 11 12 Lane Config L L , LTR v 17 8 C(m)pF88 (vph) 1173 1180 494 v/c 0.01 0.01 0.18 95% queue length 0.04 0.02 0.64 Control Delay 8.1 8.1 13.9 A 3 A LOS 13.9 Approach Delay Approach LOS 3 MIAMI RIVER PROJECT August 25, 2003 Page C-5 Appendix C HCS2000: Unsignal zed intersections Release 4.1c TWO-WAY STOP CONTROL SUMMARY nalvsL : J. AHLSTEJT Agency/Co.: Date Performed: 8/22/03 Analysis Time Period: PM PEAK HOUR Intersection: 7S1A Jurisdiction: CITY OF MIAMI Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: MIAMI RIVER PROJECT East/West Street: NW 7 ST North/South Street: NW 11 AVE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 ! t 5 6 Volume 6 384 41 3 375 9 Peak -Hour Factor, HIE 0.50 0.96 0.73 0.38 0.88 0.50 Hourly Flow Rate, HER 12 400 56 7 426 18 Percent Heavy Vehicles 0 -- - 0 -- Median Type Undivided RT Channelized? Lanes 1 1 0 - 1 0 Configuration L TR L TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 Volume Peak Hour Factor, DHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: Exists? Storage 0 43 4 14 0.42 0.50 0.65 102 8 21 0 0 0 0 No RT Channelized? Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach ES WE Northbound Southbound Movement _ 4 17 8 9 ! 10 11 12 Lane Config L L I LTR v (vph) 12 7 131 C(m) (vph) 1127 1115 330 v/c 0.01 0.01 0.40 95% queue length 0.03 0.02 1.84 Control Delay 8.2 8.2 22.9 LOS A A C Approach Delay 22.9 Approach LOS C MIAMI RIVER PROJECT August 25, 2003 Appendix C Page C-6 • • • • APPENDIX D Transportation Corridor Analysis • • • INTRODUCTION A level of service analysis was conducted using the techniques contained in the adopted Transportation Element of the Miami Comprehensive Neighborhood Plan 1989-2000. These techniques are contained in the City of Miami publication Transportation Corridors: Meeting the Challenge of Growth IVlanagement in Miami as revised September 1990. In performing the analysis, of the three possible scenarios available, Scenario 2 - maximum auto was used. The level of service analysis for Miami River Project is documented in Tables 1 through 4, The proposed project is located in the NW 7th Street Corridor. The roadways providing capacity to the corridor are: • NW 7th Street The transit routes providing capacity to the corridor is MetroBus Route 7. EXISTING 2003 LEVEL OF SERVICE Table 1 presents an analysis of the existing 2003 corridor level of service. Roadway vehicular capacities (column 2) were based upon data contained in Transportation Corridors: Meeting the Challenge of Growth Management in Miami as revised September 1990. Roadway vehicular volumes (column 4) were taken from original traffic count data. Mass Transit person trip capacities (columns 8, 9 and 10) were calculated from route schedules and equipment information supplied by the Miami -Dade Transit Agency (MDTA) and data contained in Transportation Corridors: Meeting the Challenge of Growth Management in Miami as revised September 1990. Average weekday ridership data was obtained from MDTA. Total route ridership was available for MetroBus. Additionally, MDTA provided an estimated percentage of person trips during the peak 4 hours of the day. Because the MetroBus data reflected ridership on the entire route, some percentage of which is typically outside of the NW 7th Street Corridor, it was necessary to estimate the portion of the total route ridership which was actually on the buses when they were in the corridor. To facilitate this estimate of segment volumes, 1999 through 2002 data on MetroBus boardings in the corridor was obtained from MetroBus surveys. MIAMI RIVER PROJECT August 25, 2003 PAGE 0-1 • • • Transit volumes (column 12) were calculated using the ridership data and the percentage of passengers during the peak hours supplied by MDTA and estimating ridership in the corridor from actual load factors calculated from the MetroBus survey data. Thus, the transit volumes shown in column 12 reflect actual load factors calculated from MDTA surveys. As can be seen from Table 1, the existing NW 7th Street Corridor currently operates at Level of Service "A,. MIAMIRIVER PROJECT August 25, 2003 PAGE D-2 August 25, 2003 CORRIDOR ,NAME Principal Roadway(s) NW 7TH ST CORRIDOR NW 7th Street MetroBus Rte 7 SUB -TOTAL TOTAL LOS TABLE 0.00 0.60 0.61 0.70 0.71 0.80 0.81 0.90 0.91 1.00 1.01 (Notes A A B B C C D D E E F TABLE 1-EXISTIN ROADWAY MODE 2003 ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY ROADWA`e CORR VEHICULAR PER. TRIP VEHICULAR PER. TRIP EXCESS PERSQ TYPE CAPACITY CAPACITY VOLUME VOLUME PER. TRIP TRIP @PPV= @PPV= CAPACITY WC; 1.4 1.4 (3) (4) (5) 2,720 3,808 690 966 (1) (2) LS 2,720 3,808 690 966 2,720 3,808 690 966 AUTO PERSON TRIPS 966 90.30% TRANSIT PERSON TRIPS 104 9.70% TOTAL PERSON TRIPS 1,070 100.00% AVG RIDERSHIP DESIGN SEATS PAX LOAD HEAD PER PER FACTOR WAY VEH HOUR MetroBus Rte 7 20 38 104 150.00% 104 CAPACITY RIDERSHIP 342 100.00% 100.00% (6) (7) 2,842 0.25 2,842 0,25 2,842 0,25 VEL OF SERVICE ANALYSIS MASS TRANSIT MODE ;DCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP g LOAD = @ LOAD » @ LOAD ( LOAD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (8) (9) (10) (11) (12) (13) 342 342 342 0 0 342 342 0 0 342 104 104 104 238 238 238 CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR CORRIDOR PERSON PERSON PERSON PERSON TRIP TRIP TRIP TRIP CAPACITY VOLUME EXCESS V/C LOS CAPACITY (14) (15) (16) (17) 3,808 342 4,150 4,150 966 104 1,070 1,070 2,842 238 3,080 3,080 0.25 0.30 0.26 0.26 A A A MIAMI RIVER PROJECT PAGE D1 • • YEAR 2008 LEVEL OF SERVICE WITHOUT THE PROJECT Table 2 presents an analysis of the future year 2008 corridor level of service without the project. Roadway vehicular volumes and mass transit volumes were taken from Table 1 (2003) and adjusted to the year 2008 by applying a growth factor of 1 % per year and adding committed development traffic. As can be seen from Table 2, it is estimated that the NW 7th Street Corridor will operate at Level of Service "A" in the year 2008 without the project. MIAMi RIVER PROJECT PAGE D-4 August 25, 2003 August 25, 2003 CORRIDOR NAME Principal Roadway(s) 2008 CORR TYPE (Notes) (1) NW 7TH ST CORRIDOR LS NW 7th Street MetroBus Rte 7 SUB -TOTAL TOTAL LOS TABLE 0.00 0.60 0.61 0.70 0.71 0.80 0.81 0.90 0.91 1.00 1.01 GROWTH RATE COMMIT IED DEVELOPMENT TRAFFIC NW 7th Street A B B C C D D E E F ROADWAY ROADWAY VEHICULAR PER. TRIP CAPACITY CAPACITY @PPV= 1.4 (2) (3) 2,720 3,808 2,720 3,808 2,720 3,808 AUTO PERSON TRIPS TRANSIT PERSON TRIPS TOTAL PERSON TRIPS Per 1% Year 5 YEARS VPH PAX 0 0 0 PAX LOCAL EXPRESS t RAIL MetroBus Rte 7 100% 0 TABLE 2 - 2008 LEVEL OF SER ROADWAY MODE ROADWAY ROADWAY ROADWAY ROADWAY VEHICULAR PER. TRIP EXCESS PERSON VOLUME VOLUME PER. TRIP TRIP @PPV= CAPACITY V/C LOS 1.4 -4 (5) (6) CE ANALYSIS WITHOUT PROJECT MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP LOAD = @ LOAD = @ LOAD = @ LOAD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (7) (8) (9) (10) (11) (12) (13) 725 1,015 2,793 0.27 A 725 1,015 2,793 0.27 725 1,015 2,793 0.27 1,015 90.30% 109 9.70% 1,124 100.00% 1.05 TRANSIT 0 5.00% TRANSIT TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 109 109 109 (109) (109) (109) CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR CORRIDOR PERSON PERSON PERSON PERSON TRIP TRIP TRIP TRIP CAPACITY VOLUME EXCESS ViC LOS CAPACITY (14) (15) (16) (17) 3,808 0 3,808 3,808 1,015 109 1,124 1,124 2,793 0.27 (109) 2,684 0.30 2,684 0.30 MIAMI RIVER PROJECT PAGE D-5 • • PROJECT TRAFFIC Table 3 presents project traffic and mass transit ridership based upon PM peak hour project traffic. The project site is located in Traffic Analysis Zone (TAZ) 753 (note that this is the new zone system). The cardinal distribution of the traffic within TAZ 753 was obtained from Miami - Dade County. The distribution is as follows: North -Northeast 18.31 % East -Northeast 6.60% East -Southeast 13.13% South -Southeast 5,13% South -Southwest 10.66% West -Southwest 19.81 % West -Northwest 13.56% North -Northwest 12.82% Using this trip distribution, the project trip assignment was determined. This is shown in Figure 1. Project transit ridership was estimated based upon the assumption that 5% of project person trips would be by mass transit. Assignment of person trips was proportioned to the MetroBus routes. MIAMI RIVER PROJECT PAGE D-6 August 25, 2003 • TABLE 3 - PROJECT TRAFFIC CORRIDOR NAME Principal Roadway(s) (Notes NW 7TH ST CORRIDOR NW 7th Street MetroBus Rte 7 SUB -TOTAL TOTAL LOS TABLE 0.00 0.60 0.61 0.70 0.71 0.80 0.81 0.90 0.91 1.00 1.01 PROJECT TRAFFIC NW 7th Street A A B 8 C C D 0 E E E 2008 ROADWAY ROADWAY CORR VEHICULAR PER, TRIP TYPE CAPACITY CAPACITY @PPV= 1.4 (1) (2) (3) LS 2,720 3,808 354 2,720 3,808 2,720 3,808 AUTO PERSON TRIPS TRANSIT PERSON TRIPS TOTAL PERSON TRIPS VPH PAX 354 496 354 496 PAX ROADWAY MODE ROADWAY ROADWAY ROADWAY ROADWAY VEHICULAR PER. TRIP EXCESS PERSON VOLUME VOLUME PER. TRIP TRIP @PPV= CAPACITY V C 1.4 (4) (5) (6) (7) 496 3,312 0.13 354 496 3,312 0.13 354 496 3,312 0.13 496 95.00% 26 5.00% 522 100.00% TRANSIT 26 5.00% TRANSIT LOCAL EXPRESS RAIL TOTAL MetroBus Rte 7 100% 26 26 MIAMI RIVER PROJECT August 25, 2003 100% 26 0 0 26 MASS TRANSIT MODE CORRIDOR TOTALS LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT CORRIDOR CORRIDOR CORRIDOR CORRIDOR PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP LOS @ LOAD = @ LOAD = @ LOAD = @ LOAD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (8) (9) (10) (11) (12) (13) 389 389 389 0 0 0 0 0 0 389 389 389 26 26 26 363 363 363 PERSON TRIP CAPACITY PERSON TRIP VOLUME (14) (15) 3,808 496 389 26 4,197 522 4,197 522 PERSON PERSON TRIP TRIP EXCESS V/C LOS CAPACITY (16) (17) 3,312 363 3,674 3,674 0.13 0.12 0.12 PAGE D-7 • • • VICTORIA HOSPITAL NW7 ST ,yam+42 ORANGE BOWL NW 3 ST 1717Fi NW6ST N 5 ST NV€ 4 ST 22/'13 118/71 22t100 5t24 PROJECT LEGEND 23112=/M/PM PEAd<HOUR PROJECT TRAFFIC INVPH 9015 139 1116 NTS 9/42 38./23 2t12 NY4' 7 ST NV+d6 ST tl 5 NW 5 ST 4 aoci 2711 FIGURE D-1 PROJECT TRAFFIC ASSIGNMENT MIAMI RIVER PROJECT PAGE D-8 August 25: 2003 • • • YEAR 2008 LEVEL OF SERVICE MTH THE PROJECT Table 4 presents an analysis of the future year 2008 corridor level of service with the project. Roadway vehicular volumes and mass transit volumes were determined by adding the data from Table 2 (Year 2008 Without Project) and Table 3 (Project Traffic). As can be seen from Table 4, it is estimated that the NW 7th Street Corridor will operate at Level of Service "A" in the year 2008 with the project. MIAMI RIVER PROJECT August 25, 21103 PAGE D-9 . TABLE 4 -2008 LEVEL OF SERVICE ANALYSIS WITH PROJECT CORRIDOR NAME Principal Roadway(s) NW 7TH ST CORRIDOR NW 7th Street MetroBus Rte 7 SUB -TOTAL TOTAL LOS TABLE 0.00 0.60 0.61 0.70 0.71 0.80 0.81 0.90 0.91 1.00 1.01 ROADWAY MODE 2008 ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY CORR VEHICULAR PER. TRIP VEHICULAR PER. TRIP EXCESS PERSON TYPE CAPACITY CAPACITY VOLUME VOLUME PER. TRIP TRIP @PPV= @PPV= CAPACITY V/C LOS 1.4 1.4 (Notes) (1) (2) (3) (4) (5) (6) (7) 3,808 1,080 1,512 2,296 0.40 A A A B B C C D D E E F LS 2,720 2,720 3,808 1,080 1,512 2,296 0.40 2,720 3,808 1,08C 1,512 2,296 0.40 AUTO PERSON TRIPS 1,512 91.79% TRANSIT PERSON TRIPS 135 8.21% TOTAL PERSON TRIPS 1,647 100.00% MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP TRIP @ LOAD = @ LOAD = @ LOAD = @ LOAD = TRIP EXCESS CAPACITY DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (8) (9) (10) (11) (12) (13) 389 389 389 0 0 0 0 0 0 389 389 389 135 135 135 TRANST 254 254 254 CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR CORRIDOR PERSON PERSON PERSON TRIP TRIP TRIP VOLUME EXCESS V/C LOS CAPACITY (14) (15) (16) (17) 3,808 389 4,197 4,197 1,512 135 1,647 1,647 2,296 254 2,550 2,550 0.40 0.35 0.39 0.39 A A A MIAMI RIVER PROJECT August 25, 2003 PAGE D-10 • • • RAW DATA CALCULATIONS • • • NW 12 AVE NIO NW 7 ST E/O NW 12 AVE N/0 NW 7 ST DO NW 12 AVE N/O NW 7 ST E/O NW 7 ST NW 12 AVE NW 7 ST NW 12 AVE NW 7 ST NW 12 AVE 1 2 ADT 1 2 18,702 17,200 35,902 NORTHBOUND SOUTHBOUND 4,958 4,008 8,966 EASTBOUND WESTBOUND AM MID PM EVE PEAK 7:15 AM 11:30 AM 3:45 PM 18:15 15:45 7:00 AM 11:30 AM 3:30 PM 18:15 15:30 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR PEAK K PSF K(100) D 3:45 PM 9.48% 1.027 0.097 51.06% 3:30 PM 7.68% 1.027 0.079 50.07% ERR ERR 1.027 0.000 ERR MIAMI RIVER PROJECT August 25, 2003 • • • NW 12AVEN/O NW 7 ST E/O NW 12 AVE WO NW7STE/O AM 1 2 TOTAL % NW 7 ST 7:15 AM 1,401 836 2,237 6.23% NW 12 AVE 7:00 AM 341 251 592 6.60% ERR ERR ERR 0 ?? ERR ERR ERR 0 ?? ERR ERR ERR 0 ?? MID 1 2 TOTAL % NW 7 ST 11:30 AM 1,395 1,145 2,540 7.07% NW 12 AVE 11:30 AM 361 286 647 7.22°/© ERR ERR ERR 0 ?? ERR ERR ERR 0 ?? ERR ERR ERR 0 ?? PM 1 2 TOTAL % NW 12 AVE NIO NW 7 ST 3:45 PM 1,737 1,665 3,402 9.48% NW 7 ST E/O NW 12 AVE 3:30 PM 344 345 689 7.68% ERR ERR ERR 0 ?? ERR ERR ERR 0 ?? ERR ERR ERR 0 ?? MIAMI RIVER PROJECT August 25, 2003 RAW DATA NB EB SS WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 1 674 25 799 318 141 1 453 252 6 157 78 AM NW 7TH STREET & NW 12TH AVENUE 1 595 43 484 278 195 3 848 525 7 197 68 PM NW 4TH STREET & NW 8TH AVENUE 6 193 7 210 53 59 2 298 67 8 71 76 AM NW 4TH STREET & NW 8TH AVENUE 5 228 13 145 68 96 1 457 94 7 82 87 PM NW 7TH STREET & NW 11TH AVENUE 0 0 1 10 292 19 16 1 25 2 156 14 AM NW 7TH STREET & NW 11TH AVENUE 1 0 0 6 256 38 10 4 13 3 278 8 PM FDOT SEASONAL FACTOR 1.02 AADT ADJUSTED DATA NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 1 687 26 815 324 144 1 462 257 6 160 80 AM NW 7TH STREET & NW 12TH AVENUE 1 607 44 494 284 199 3 865 536 7 201 69 PM NW 4TH STREET & NW 8TH AVENUE 6 197 7 214 54 60 2 304 68 8 72 78 AM NW 4TH STREET & NW 8TH AVENUE 5 233 13 148 69 98 1 466 96 7 84 89 PM NW 7TH STREET & NW 11TH AVENUE 0 0 1 10 298 19 16 1 26 2 159 14 AM NW 7TH STREET & NW 11TH AVENUE 1 0 0 6 261 39 10 4 13 3 284 8 PM FDOT PEAK SEASONAL FACTOR 1.026 PEAK SEASON ADJUSTED DATA NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 1 705 26 836 333 148 1 474 264 6 164 82 AM NW 7TH STREET & NW 12TH AVENUE 1 623 45 507 291 204 3 888 549 7 206 71 PM NW 4TH STREET & NW 8TH AVENUE 6 202 7 220 55 62 2 312 70 8 74 80 AM NW 4TH STREET & NW 8TH AVENUE 5 239 14 152 71 100 1 478 98 7 86 91 PM NW 7TH STREET & NW 11TH AVENUE 0 0 1 10 306 20 17 1 26 2 163 15 AM NW 7TH STREET & NW 11TH AVENUE 1 0 0 6 268 40 10 4 14 3 291 8 PM MIAMI RIVER PROJECT August 25, 2003 • • • PHF NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 0,25 0.73 0.78 0.88 0.82 0,98 0.25 0,92 0,88 0.50 0.74 0.89 AM NW 7TH STREET & NW 12TH AVENUE 0.25 0.98 0.72 0.81 0.87 0.86 0.75 0,95 0,92 0.58 0,86 0.81 PM NW 4TH STREET & NW 8TH AVENUE 0.50 0,85 0.44 0.74 0.70 0.67 0.25 0,89 0.84 0.40 0.74 0.79 AM NW 4TH STREET & NW 8TH AVENUE 0.62 0.97 0.54 0.81 0.74 0.83 0.25 0.94 0.73 0.88 0.93 0.87 PM NW 7TH STREET & NW 11TH AVENUE ERR ERR 0.25 0.62 0.95 0.53 0.80 0.25 0.48 0.25 0.78 0.70 AM NW 7TH STREET & NW 11TH AVENUE 0.25 ERR ERR 0.50 0.96 0.73 0.42 0,50 0.65 0,38 0.88 0.50 PM MIAMI RIVER PROJECT August 25, 2003 EXISTING AADT NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 1 687 26 815 324 144 1 462 257 6 160 80 AM NW 7TH STREET & NW 12TH AVENUE 1 607 44 494 284 199 3 865 536 7 201 69 PM NW 4TH STREET & NW 8TH AVENUE 6 197 7 214 54 60 2 304 68 8 72 78 AM NW 4TH STREET & NW 8TH AVENUE 5 233 13 148 69 98 1 466 96 7 84 89 PM NW 7TH STREET & NW 11TH AVENUE 0 0 1 10 298 19 16 1 26 2 159 14 AM NW 7TH STREET & NW 11TH AVENUE 1 0 0 6 261 39 10 4 13 3 284 8 PM GROWTH FACTOR 1.05 FUTURE BACKGROUND AADT NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 1 723 27 857 341 151 1 486 270 6 168 84 AM NW 7TH STREET & NW 12TH AVENUE 1 638 46 519 298 209 3 909 563 8 211 73 PM NW 4TH STREET & NW 8TH AVENUE 6 207 8 225 57 63 2 319 72 9 76 81 AM NW 4TH STREET & NW 8TH AVENUE 5 244 14 155 73 103 1 490 101 8 88 93 PM NW 7TH STREET & NW 11TH AVENUE 0 0 1 11 313 20 17 1 27 2 167 15 AM NW 7TH STREET & NW 11TH AVENUE 1 0 0 6 274 41 11 4 14 3 298 9 PM COMMITTED DEVELOPMENT TRAFFIC NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 0 65 0 0 1 0 0 17 0 2 5 2 AM NW 7TH STREET & NW 12TH AVENUE 0 40 2 0 8 0 0 77 3 1 4 1 PM NW 4TH STREET & NW 8TH AVENUE 0 39 0 1 2 1 0 10 0 0 0 0 AM NW 4TH STREET & NW 8TH AVENUE 0 24 1 1 1 1 0 46 2 0 4 0 PM NW 7TH STREET & NW 11TH AVENUE 0 0 0 0 1 0 0 0 0 0 9 0 AM NW 7TH STREET & NW 11TH AVENUE 0 0 0 0 10 0 3 0 0 0 6 0 PM MIAMI RIVER PROJECT August 25, 2003 • FUTURE WITHOUT PROJECT NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 1 788 27 857 342 151 1 503 270 8 173 86 AM NW 7TH STREET & NW 12TH AVENUE 1 678 48 519 306 209 3 986 566 9 215 74 PM NW 4TH STREET & NW 8TH AVENUE 6 246 8 226 59 64 2 329 72 9 76 81 AM NW 4TH STREET & NW 8TH AVENUE 5 268 15 156 74 104 1 536 103 8 92 93 PM NW 7TH STREET & NW 11TH AVENUE 0 0 1 11 314 20 17 1 27 2 176 15 AM NW 7TH STREET & NW 11TH AVENUE 1 0 0 6 284 41 14 4 14 3 304 9 PM PROJECT TRAFFIC NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 0 0 5 0 17 0 0 0 6 22 69 27 AM NW 7TH STREET & NW 12TH AVENUE 0 0 24 0 76 0 0 0 29 13 42 16 PM NW 4TH STREET & NW 8TH AVENUE 0 0 2 52 27 11 0 0 12 0 8 0 AM NW 4TH STREET & NW 8TH AVENUE 0 0 12 31 16 6 0 0 57 0 42 0 PM NW 7TH STREET & NW 11TH AVENUE 0 0 0 0 22 0 6 0 0 0 118 0 AM W 7TH STREET & NW 11TH AVENUE 0 0 0 0 100 0 29 0 0 0 71 0 PM FUTURE WITH PROJECT NB EB SB WB LT T RT LT T RT LT T RT LT T RT NW 7TH STREET & NW 12TH AVENUE 1 788 32 857 359 151 1 503 276 30 242 113 AM NW 7TH STREET & NW 12TH AVENUE 1 678 72 519 382 209 3 986 595 22 257 90 PM NW 4TH STREET & NW 8TH AVENUE 6 246 10 278 86 75 2 329 84 9 84 81 AM NW 4TH STREET & NW 8TH AVENUE 5 268 27 187 90 110 1 536 160 8 134 93 PM NW 7TH STREET & NW 11TH AVENUE 0 0 1 11 336 20 23 1 27 2 294 15 AM NW 7TH STREET & NW 11TH AVENUE 1 0 0 6 384 41 43 4 14 3 375 9 PM MIAMI RIVER PROJECT August 25, 2003