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HomeMy WebLinkAboutTraffic Impact Analysis• RELATED LOFTS II TRAFFIC IMPACT ANALYSIS Prepared for RELATED COMPANIES OF FLORIDA 2828 Coral Way, Penthouse 1 Miami, Florida 33145 by Jackson M. Ahlstedt, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 (305) 754-8695 MAY 2004 • ackson M. Ahlstedt. P.E. Florida 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 7 4.3 EXISTING TRAFFIC COUNTS 7 4.3.1 PEAK HOURS 15 4.3.2 PREVAILING TRAFFIC CONDITIONS 21 4.4 MASS TRANSIT 22 4.5 EXISTING LEVEL OF SERVICE 22 5.0 TRIP GENERATION 26 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT 28 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS 30 8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT 31 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC 36 10.0 ON -STREET PARKING 41 11.0 PEDESTRIANS 41 12.0 PROJECT SITE PLAN 41 12.1 PROJECT DRIVEWAYS 41 12.2 PROJECT LOADING DOCK 41 12.3 PEDESTRIAN ACCESS 42 13.0 CONCLUSIONS 42 UST 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 TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS 9 TABLE 5 SEASONAL ADJUSTMENT FACTORS 9 TABLE 6 EXISTING TRAFFIC NE 2ND AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET 10 TABLE 7 EXISTING TRAFFIC NE 1ST AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET 11 TABLE 8 EXISTING TRAFFIC NE 2ND STREET BETWEEN NE 1ST AVENUE AND NE 2ND AVENUE . . 12 TABLE 9 EXISTING TRAFFIC NE 3RD STREET BETWEEN NE 1ST AVENUE AND NE 2ND AVENUE . 13 TABLE 10 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES 14 TABLE 11 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS 23 TABLE 12 EXISTING LINK LEVEL OF SERVICE 24 TABLE 13 AM PEAK HOUR PROJECT TRAFFIC 26 TABLE 14 PM PEAK HOUR PROJECT TRAFFIC 27 TABLE 15 PEAK HOUR PROJECT TRIP DISTRIBUTION 28 TABLE 16 PROGRAMMED AND PLANNED IMPROVEMENTS 30 TABLE 17 ANNUAL AADT GROWTH RATES 31 TABLE 18 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT . 33 TABLE 19 FUTURE INTERSECTION LOS W/O PROJECT WEEKDAY PEAK HOUR CONDITIONS 34 • • • LIST OF TABLES (Continued) TABLE 20 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT 34 TABLE 21 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 37 TABLE 22 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS 38 TABLE 23 FUTURE LINK LEVEL OF SERVICE WITH PROJECT 39 TABLE 24 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS 43 LIST OF FIGURES FIGURE 1 PROJECT LOCATION 2 FIGURE 2 STUDY AREA 4 FIGURE 3 PEAKING CHARACTERISTICS NE 2ND AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET 17 FIGURE 4 PEAKING CHARACTERISTICS NE 1ST AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET 18 FIGURE 5 PEAKING CHARACTERISTICS NE 2ND STREET BETWEEN NE 1ST AVENUE & NE 2ND AVENUE 19 FIGURE 6 PEAKING CHARACTERISTICS NE 3RD STREET BETVVEEN NE 1ST AVENUE & NE 2ND AVENUE 20 FIGURE 7 EXISTING LEVELS OF SERVICE 25 FIGURE 8 AM & PM PEAK HOUR PROJECT TRAFFIC 29 FIGURE 9 FUTURE LEVELS OF SERVICE WITHOUT PROJECT 35 FIGURE 10 FUTURE LEVELS OF SERVICE WITH PROJECT 40 • • • EXECUTIVE SUMMARY The proposed Related Lofts II project is a mixed use project consisting of approximately 496 dwelling units and 4,000 square feet (SF) of retail space. Parking for the project is provided in the existing City of Miami Municipal Parking Garage #3 located diagonally across the intersection of NE 2nd Street and NE 2nd Avenue from the site. The site is located on the East side of NE 2nd Avenue between NE 1st Street and NE2nd Street. The proposed project is located in the area of the Downtown DRI. The project will result in a net increase of approximately 78 vehicles per hour in the AM peak hour and 98 vehicle per hour in the PM peak hour. Based upon existing traffic count data, the AM volume is approximately 9% of the combined AM peak hour volumes on NE 2nd Street and NE 3rd Street. The PM volume is approximately 9% of the combined PM peak hour volumes on NE 2nd Street and NE 3rd Street. Other than two driveway serving loading dock areas and a third driveway providing access to 4 staff parking spaces, there is no vehicular access to the site. One service driveway connects to NE 2nd Street, while the other driveway connects to NE 3rd Street. The staff parking area is accessed from NE 1st Street. Two types of level of service analysis were conducted. The first type of analysis included Intersection and roadway link level of service analysis. The second type of analysis consisted of transportation corridor analysis. For purposes of identifying the specific localized impacts of the project, level of service analysis was conducted for the existing year 2004 conditions, and future conditions in the year 2006 with and without the project. These analyses included Zink and intersection level of service analysis. The results from the intersection analysis and the roadway link analysis, indicate that, with or without the project, by the year 2006 there may be only a minimal deterioration in the level of service on the roadways most impacted by the proposed project. No physical improvements are needed to mitigate the impacts of the proposed project. Finally, analysis of the transportation facilities serving the project clearly indicates that there is sufficient transportation system capacity to accommodate the project. • 1.0 INTRODUCTION The Related Lofts II is a single phase development consisting of condominium units and retail space. Parking is provided in the existing City of Miami Municipal Parking Garage # 3 located at 190 NE 3rd Street. As shown in Figure 1, the site is located on the East side of NE 2nd Avenue between NE '1st Street and NE 2nd Street. The proposed development program is summarized in Table 1. TABLE 1 PROJECT DATA RESIDENTIAL CONDOMINIUM 496 DU COMMERCIAL RETAIL 4,000 SF l Other than two access drives for loading dock areas and a driveway serving 4 staff parking spaces, there is no vehicular access to the site. For purposes of this traffic impact analysis, build -out has been estimated to occur by the year 2006. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 1 • EVERGLADES ON DAY FIGURE 1 PROJECT LOCATION JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 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 level of service 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: NE 6th Street as the northern boundary, SE 2nd Street as the southern boundary, Biscayne Bay as the eastern boundary, and Miami Avenue as the western boundary. This area includes a one-half mile section of Biscayne Boulevard. Figure 2 shows the intersections and roadway links which are most significant to the project. These include the following intersections: NE 2nd Street and NE 1 st Avenue NE 2nd Street and NE 2nd Avenue NE 3rd Street and NE 1st Avenue NE 3rd Street and NE 2nd Avenue The roadway links include the following: Biscayne Boulevard between SE 2nd Street and NE 6th Street NE 2nd Avenue between SE 2nd Street and NE 6th Street JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 3 0re H w ■ ■ a ■ ■ ■ 1 ■ � • W ■ a ■ ■ ■ • ■ AV— E ■ ■ ■ ■ Ili Mill ... ■mmom ir:y irie NE 6 ST! MMMMMMMMWMM -MMMMMMMM METRO VER w z PARKING RAGE NE 1 ST FLAGLER ■1111wririrrar SITE ST fi■mint ralim r ummenfririy ■ NE 3 ST m N C) NE 2 ST Z ,rn SE2ST i so Et sum minim Elmo ti ■11111iirirri1L a ■ ■ 111 ■ 1 ■ BAYSIDE 1 ■ ■ ■ ■ ■ 1 1 1 1 ■ 1 ■ ■ ■ ■ 11 ■ ■ ■ rrr aisirii■ria FIGURE 2 STUDY AREA JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 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 Biscayne Boulevard (SR-5/US-1), NE 2nd Avenue, NE 2nd Street and NE 3rd Street. Of these roadways, Biscayne Boulevard is by far the most significant roadway serving the proposed project. Local access to the site is provided by NE 2nd Street and NE 3rd Street. Biscayne Boulevard (SR-5/US-1) Biscayne Boulevard is an eight lane divided roadway with a wide median between SE 2nd Street and NE 6th Street. Because of the wide median and the system of one-way streets running east/west the streets between the northbound and southbound lanes of Biscayne Boulevard provide queuing area for left turn traffic. Metered parking is provided on in the median. Traffic signals are located a • SE 2nd Street • SE 1st Street • Flagler Street • NE 1st Street • NE 2nd Street • NE 3rd Street • NE 4th Street • NE 5th Street • NE 6th Street This equates to eight signalized intersections within approximately one half mile. The posted speed limit is 30 mph. For purposes of analysis, Biscayne Boulevard was classified as a State Two-way Arterial, Class IV. NE 2nd Avenue NE 2nd Avenue is one-way southbound roadway with parking on either side. North of NE 5th Street, NE 2nd Avenue has three traveled lanes. South of NE 5th Street, NE 2nd Avenue has two traveled lanes. Traffic on NE 2nd Avenue is controlled by traffic signals at: .IACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 5 • • NE 6th Street • NE 5th Street = NE 4th Street • NE 3rd Street • NE 2nd Street • NE lst Street • Flagler Street • SE lst Street • SE 2nd Street NE lst Avenue NE lst Avenue is one-way northbound roadway. North of NE 5th Street, NE lst Avenue has three traveled lanes. South of NE 5th Street, NE 1 st Avenue has two traveled lanes. Traffic on NE 1st Avenue is controlled by traffic signals at: • NE 6th Street • NE 5th Street • NE 4th Street • NE 3rd Street • NE 2nd Street • NE 1st Street Flagler Street • SE 1st Street • SE 2nd Street NE 2nd Street Between NE 1st Avenue and Biscayne Boulevard, NE 2nd Street is a one-way (eastbound), two lane roadway with metered parking on the south side of the street. Traffic on NE 2nd Street is controlled by traffic signals at: NE 1st Avenue NE 2nd Avenue Biscayne Boulevard NE 3rd Street Between NE 1 st Avenue and Biscayne Boulevard, NE 3rd Street is a one-way (westbound), two lane roadway with metered parking on the north side of the street. Traffic on NE 3rd Street is controlled by traffic signals at: JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 1, May 27, 2004 Page 6 • Biscayne Boulevard NE 2nd Avenue NE 1st Avenue 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 (FDOT) traffic count stations location within or near the study area. Data for these traffic count stations is summarized in Table 2. 100 101 5047 TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) SR 9681EB SE 1 ST, 200' WEST OF SR 5/US-1/BISCAYNE BOULEVARD SR 968IFLAGLER ST/WB, 200' WEST OF SR 5IUS-11BISCAYNE BOULEVARD SR 5/US-1, 100' SOUTH OF FLAGLER STREET EB EB NB 10,500 0 WB WB 0 4,300 21,500 SB 12,500 10,500 4,300 34,000 Source: Florida Department of Transportation, Transportation Statistics Office, Original 24 Hour machine traffic counts were taken the week of May 17, 2004 at the following locations: NE 2nd Street between NE 2nd Avenue and NE 1 st Avenue • NE 3rd Street between NE 2nd Avenue and NE lst Avenue NE 2nd Avenue between NE 2nd Street and NE 3rd Street NE 1st Avenue between NE 2nd Street and NE 3rd Street JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 7 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 thru 9, inclusive. Turning movement counts were obtained as follows: • At the intersection of NE 2nd Street and NE 1st Avenue, on Wednesday, May 19, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of NE 3rd Street and NE 1st Avenue, on Wednesday, May 19, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of NE 2nd Street and NE 2nd Avenue, on Thursday, May 20, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of NE 3rd Street and NE 1st Avenue, on Thursday, May 20, 2004 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 10. Weekly Volume Factors Weekly Volume factors to adjust raw count data to Average Annual Daily Traffic (AADT) 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 20 5/12/02 5/18/02 0.98 21 5/19/02 5/25/02 0.99 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 5/US-1 were used. These factors are shown in Table 4. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 8 • • TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS .7''^y+`j a[3Xila� rN•''S.CN��a.�y.�� �`'.L ifr�,i �'ea txi tSh !c��i fh �- �i}`ir'Ll�'3 S,w��+ 5i'�"��,��.�i}%4eq S��^P_.�sJ*liSh;�"'jEf.3,�`��+�`F'S':�4,�''�.Nx'�`�T i.--&rl �4�'���,? 5/18/02 { iy. S }C 0.98 20 5/12/02 21 5/19/02 5/25/02 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. TABLE 5 SEASONAL ADJUSTMENT FACTORS 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. RELATED LOFTS 11 May 27, 2004 Page 9 • • TABLE 6 EXISTING TRAFFIC NE 2ND AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET RAW DATA NORTHBOUND SOUTHBOUND 2-WAY ADT 0 6,319 6,319 AM PEAK HOUR 0 677 677 MID -DAY PK HR 0 475 475 PM PEAK HOUR 0 401 401 WEEKLY ADJUSTMENT FACTOR 0.98 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA NORTHBOUND SOUTHBOUND 2-WAY AADT 0 6,100 6,100 AM PEAK HOUR 0 650 650 MID -DAY PK HR 0 460 460 PM PEAK HOUR 0 390 390 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION NORTHBOUND SOUTHBOUND AADT N/A 0% 100% AM PEAK HOUR 10.66% 0%© 100% MID -DAY PK HR 7.54% 0%n 100% PM PEAK HOUR 6.39% 0% 100% K(100) 10,93% 100% JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 10 • TABLE 7 EXISTING TRAFFIC NE 1ST AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET RAW DATA NORTHBOUND SOUTHBOUND 2-WAY ADT 6,873 0 6,873 AM PEAK HOUR 464 0 464 MID -DAY PK HR 514 0 514 PM PEAK HOUR 741 0 741 WEEKLY ADJUSTMENT FACTOR 0.98 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA NORTHBOUND SOUTHBOUND 2-WAY AADT 6,600 0 6,600 AM PEAK HOUR 450 0 450 MID -DAY PK HR 490 0 490 PM PEAK HOUR 710 0 710 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION NORTHBOUND SOUTHBOUND AADT N/A 100% AM PEAK HOUR 6.82% 100% 0% MID -DAY PK HR 7.42% 100% 0% PM PEAK HOUR 10.76% 100% K(100) 11.04% 100% 0% JACKSON M. AIILSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 11 TABLE 8 EXISTING TRAFFIC NE 2ND STREET BETWEEN NE 1ST AVENUE AND NE 2ND AVENUE RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 4,513 0 4,513 AM PEAK HOUR 433 0 433 MID -DAY PK HR 454 0 454 PM PEAK HOUR 367 0 367 WEEKLY ADJUSTMENT FACTOR 0.98 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 4,300 0 4,300 AM PEAK HOUR 420 0 420 MID -DAY PK HR 440 0 440 PM PEAK HOUR 350 0 350 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT N/A 100% 0% AM PEAK HOUR 9.77% 100% 0% MID -DAY PK HR 10.23% 100% 0% PM PEAK HOUR 8.14% 100% 0% K(100) 10.50% 100% 0% JACKSON M. AHLSTEDT, P.E. RELATED LOFTS IN May 27, 2004 Page 12 TABLE 9 EXISTING TRAFFIC NE 3RD STREET BETWEEN NE 1ST AVENUE AND NE 2ND AVENUE RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 0 9,981 9,981 AM PEAK HOUR 0 689 689 MID -DAY PK HR 0 554 554 PM PEAK HOUR 0 1,017 1,017 WEEKLY ADJUSTMENT FACTOR 0.98 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA EASTBOUND WESTBOUND . 2-WAY AADT 0 9,600 9,600 AM PEAK HOUR 0 660 660 MID -DAY PK HR 0 530 530 PM PEAK HOUR 0 980 980 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT N/A 0% 100% AM PEAK HOUR 6.88% 0% 100% MID -DAY PK HR 5.52% 0% 100% PM PEAK HOUR 10.21% 0% 100% K(100) 10.47% 0% 100% JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 13 o d laals1Hd w NOS OV TABLE 10 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES Source: Original traffic counts taken May 19 and 20, 2004. Note: Data has been adjusted to reflect AM and PM peak hour volumes for Average Annual Weekday Traffic conditions. 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 (Kiao) factors and Directional ❑istribution (D) factors. NE 2nd Avenue The peaking characteristics of NE 2nd Avenue between NE 2nd Street and NE 3rd Street are presented graphically in Figure 3. As can be seen from Figure 3, this section of NE 2nd Avenue experiences the following three peaks. • An AM Peak of approximately 10.66% beginning at 8:30am • A mid -day peak of approximately 7.54% beginning at 11:30am • A PM Peak of approximately 6.39% beginning at 3:OOpm The K100 for this section of roadway was estimated to be 10.93%. The D factor for this section of roadway was estimated to be 100.00%. NE 1st Avenue The peaking characteristics of NE 1st Avenue between NE 2nd Street and NE 3rd Street are presented graphically in Figure 4. As can be seen from Figure 4, this section of NE 1st Street experiences the following three peaks. • An AM Peak of approximately 6.88% beginning at 7:15am • A mid -day peak of approximately 5.52% beginning at 12:00pm • A PM Peak of approximately 10.21 % beginning at 5:00pm The K100 for this section of roadway was estimated to be 10.47%. The D factor for this section of roadway was estimated to be 100.00%. NE 2nd Street The peaking characteristics of NE 2nd Street between NE 1st Avenue and NE 2nd Avenue are presented graphically in Figure 5. As can be seen from Figure 5, this section of NE 2nd Street experiences the following three peaks. • An AM Peak of approximately 9.77% beginning at 8:45am • A mid -day peak of approximately 10.23% beginning at 10:15am • A PM Peak of approximately 8.14% beginning at 3:00pm The K100 for this section of roadway was estimated to be 10.50%. The D factor for this section of roadway was estimated to be 100.00%. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 15 • NE 3rd Street The peaking characteristics of NE 3rd Street between NE 1st Avenue and NE 2nd Avenue are presented graphically in Figure 6. As can be seen from Figure 6, this section of NE 3rd Street experiences the following three peaks. • An AM Peak of approximately 6.82% beginning at 7:15am • A mid -day peak of approximately 7.42% beginning at 11:15am • A PM Peak of approximately 10.76% beginning at 5:OOpm The K100 for this section of roadway was estimated to be 11.04%. The D factor for this section of roadway was estimated to be 100.00%. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 16 12.00% 10.00% NE 2ND AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET 0 LL g 8.00% F- L. 6.00% 0 W Q I- Z 4.00% W 0 W d 2.00% 0 0:00 5:00 10 00 1500 HOUR BEGINING 2000 FIGURE 3 PEAKING CHARACTERISTICS NE 2ND AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 17 12.00% 10.00% 0 LL 8.00% h Q 0 6.00% 0 Lii Z 4.00% U cc W 2.00% 0 NE 1ST AVENUE BEWTEEN NE 2ND STREET & NE 3RD STREET • 0:00 5:00 10 00 15 00 20 00 HOUR BEGINING FIGURE 4 PEAKING CHARACTERISTICS NE 1ST AVENUE BETWEEN NE 2ND STREET & NE 3RD STREET JACKSON M. AHLSTEDT, P.E. RELATED LOFTS it May 27, 2004 Page 18 12.00% 10.00% NE 2ND STREET BETWEEN NE 1ST AVENUE & NE 2ND AVENUE U LL EL 8.00% 0 6.00% 0 W Z 4.00% W 0 2.00% 0:00 5:00 1000 1500 2000 HOUR BEGINING FIGURE 5 PEAKING CHARACTERISTICS NE 2ND STREET BETWEEN NE 1ST AVENUE & NE 2ND AVENUE JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 19 • 12.00% 10.00% 0 LL Li 8.00% >- "Zt 0 Z 4.00% 0 2.00% NE 3RD STREET BE1VVEEN NE 1ST AVENUE. & NE 2ND AVENUE 0 0:00 5:00 10 GI) 15 00 20 00 HOUR BEGINING FIGURE 6 PEAKING CHARACTERISTICS NE 3RD STREET BETWEEN NE 1ST AVENUE & NE 2ND AVENUE JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 20 • • • 4.3.2 PREVAILING TRAFFIC CONDITIONS This section describes the traffic conditions on selected roadways and at selected intersections in the study area. Biscayne Boulevard Although heavy during peak hours, traffic flow on the section of Biscayne Boulevard in the study area is acceptable. During peak hour conditions at signalized intersections, queues in the medians may extend back into through northbound traffic lanes. NE 1st Avenue Traffic flow on NE 1 st Avenue is good. NE 2nd Avenue Traffic flow on NE 2nd Avenue is good. NE 2nd Street Due to the minimal amount of traffic, traffic flow on NE 2nd Street is good. NE 3rd Street Due to the minimal amount of traffic, traffic flow on NE 3rd Street is good. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS !I May 27, 2004 Page 21 4.4 MASS TRANSIT The site is located in the Central Business District of Miami and is served by a significant mass transit network. There are numerous MetroBus routes serving the study area. MetroRail and MetroMover also serve the study area. The closest MetroMover station is the First Street Station located on 225 NE 1st Street. The project straddles this station. Each MetroMover car has a seated capacity of 12 people. Cars are operated in pairs. MetroMover vehicles operate on a 150 second headway. The closest MetroRail station is the Government Center Station located at 101 NW 1st Street. 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 4.1 d was used. The results are shown in Table 11 and on Figure 7. 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 SE 2nd Street and NE fith 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 12. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 22 TABLE 11 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS NE 2ND STREET & NE 1ST AVENUE NE 3RD STREET & NE 1ST AVENUE NE 2ND STREET & NE 2ND AVENUE NE 3RD STREET & NE 2ND AVENUE JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 23 • TABLE 12 EXISTING LINK LEVEL OF SERVICE Biscayne SE 2nd Street NE 6th Street AM=B PM=B Boulevard ARTPLAN LOS CRITERIA PEAK HOUR LOS MAXIMUM PEAK HOUR DIRECTIONALVOLUME A B C l] E (VPH) AM Peak Hour Directional N/A Service Volume (VPH) PM Peak Hour Directional N/A Service Volume (VPH) Notes: 2440 3200 4130 4380 4290 4420 2,169 4670 2,169 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and an average G/C of 0.58. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and an average G/C of 0.61. 3.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 5047 (AADT = 34,000; K= 9.20%; and, D = 67.99%) and escalated by 1 % per year for two years. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 24 II I \13.RD PARKING GARAGE -' SITE [7:77-1" • J BAYSIDE LEGEND AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (AM) FIGURE 7 EXISTING LEVELS OF SERVICE (PM) JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 25 5.0 TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the process and data contained in the Downtown Miami DRI Increment II Transportation Analysis. This process relies upon Institute of Transportation Engineers (ITE) publication, Trip Generation, fith Edition. The number of vehicular trips generated by the project was based on the total number of condominium units and square footage of retail space, using trip generation rates calculated from the "Downtown DRI" and adjusted based upon the process contained in that document. The calculation of AM peak hour project traffic is presented in Table 13; while, PM peak hour project traffic calculations are presented in Table 14. TABLE 13 AM PEAK HOUR PROJECT TRAFFIC DOWNTOWN MIAMI DR! INCREMENT II TRIP GENERATION RATE ANALYSIS_ AM PEAK HOUR VEHICLE TRIPS AM PEAK HOUR VEHICLE TRIP RATES USE IN OUT TOTAL IN OUT TOTAL -RESIDENTIAL 3,000 DU 170 723 893 0.057 0.241 0.298 RETAIL 225,000 SF 158 101 259 0.702 0.449 1.151 PROJECT TRIPS ANALYSIS AM PEAK HOUR VEHICLE TRIPS USE IN OUT TOTAL RESIDENTIAL 496 DU 28 120 148 RETAIL 4,000 SF 3 2 5 GROSS VEHICLE TRIPS 31 121 152 VEHICLE OCCUPANCY ADJUSTMENT 16.0% OF GROSS -5 -19 _. -24 TRANSIT TRIP REDUCTION 22.6% OF GROSS -7 -27 -34 PEDESTRIAN/BICYCLE TRIP REDUCTION 10.0% OF GROSS -3 -12 -15 NET EXTERNAL VEHICLE TRIPS 16 62 78 NET EXTERNAL PERSON TRIPS IN VEHICLES @ 1.4 PERSNEH 22 87 110 NET EXTERNAL PERSON TRIPS USING TRANSIT @ 1.4 PERSNEH 10 38 48 NET EXTERNAL PERSON TRIPS (VEHICLES &TRANSIT MODES) 32 126 158 I INET EXTERNAL PERSON TRIPS WALKING OR USING BICYCLES @ 1.4 4 17 21 JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 26 TABLE 14 PM PEAK HOUR PROJECT TRAFFIC DOWNTOWN MIAMI DRI INCREMENT II TRIP GENERATION RATE ANALYSIS PM PEAK HOUR VEHICLE TRIPS PM PEAK HOUR VEHICLE TRIP RATES _ USE IN OUT TOTAL _ IN OUT TOTAL RESIDENTIAL 3,000 DU 645 y 396 1041 0.215 0.132 0.347. , RETAIL 225,000 SF 515 557 1072 2.289 2.476 4.764 PROJECT TRIPS ANALYSIS PM PEAK HOUR VEHICLE TRIPS USE IN OUT TOTAL , RESIDENTIAL 496 DU 107 65 172 RETAIL 4,000 SF 9 10 19 GROSS VEHICLE TRIPS 116 75 191 VEHICLE OCCUPANCY ADJUSTMENT 16.0% OF GROSS -19 -12 -31 TRANSIT TRIP REDUCTION 22.6% OF GROSS -26 -17 -43 PEDESTRIAN/BICYCLE TRIP REDUCTION 10.0% OF GROSS -12 -8 -19 NET EXTERNAL VEHICLE TRIPS 60 39 98 NET EXTERNAL PERSON TRIPS IN VEHICLES @ 1.4 PERSNEH 83 54 138 NET EXTERNAL PERSON TRIPS USING TRANSIT @ 1.4 PERSNEH 37 24 60 NET EXTERNAL PERSON TRIPS (VEHICLES & TRANSIT MODES) 120 78 198 DIET EXTERNAL PERSON TRIPS WALKING OR USING BICYCLES @ 1.4 16 11 27 As can be seen from Table 13, the estimated number of new vehicle trips entering the site during the AM peak hour is 16 vph. The estimated number of new vehicle trips leaving the site during the AM peak hour is 62 vph. Table 14 indicates that the estimated number of new vehicle trips entering the site during the PM peak hour is 60 vph. The estimated number of new vehicle trips leaving the site during the PM peak hour is 39 vph. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS I1 May 27, 2004 Page 27 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 539. The cardinal distribution of the traffic within TAZ 539 was obtained from Miami -Dade County. The distribution is as follows: North -Northeast East -Northeast East -Southeast South -Southeast South -Southwest West -Southwest West -Northwest North -Northwest 10.95% 4.70% 2.86% 8.89% 10.95% 25.98% 19.26% 16.41% The distribution of AM and PM project trips is summarized in Table 15. Based upon this trip distribution, the project trips were assigned to the roadway network. This is shown in Figure 8. TABLE 15 PEAK HOUR PROJECT TRIP DISTRIBUTION NNE MEM 111111111121111111 EAST SOUTH MIN MEM TOTAL SSW WSW WNW NMI 10.95% 4.70% 2.86% 8.89% 10.95% 25.98% 19.26% 100.00% 9 4 2 9 20 78 2 1 1 4 16 7 11 4 111111111111111111 11111111111111111 1E11111 6 16 12 62 9 11 26 19 98 15 11 60 4 10 El 39 JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 28 10/6 NE3ST 7/4 NE 6 ST 3/10 10/6 3/10 35/2 2/7 8/4 FLAGLER 2/7 3/10 ST 8/4 10/6 SE2ST 1 /7 1/7 cz� 0 z rn 0 FIGURE 8 AM & PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 1I May 27, 2004 Page 29 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, the "Downtown DRI" and the Downtown Miami Transportation Master Plan. Of the numerous improvements noted in these documents, the improvements detailed in Table 16 will have the most direct impact on the project. N 3rd Street TABLE 16 PROGRAMMED AND PLANNED IMPROVEMENTS NW 3rd Ave Biscayne Blvd Convert to 2-way Operation E 2nd Avenue Biscayne Blvd Way NE 13th Street Convert to 2-way Operation N 2nd Street NW 2nd Ave Biscayne Blvd Pedestrian Improvements The conversion of NE 2nd Street and NE 3rd Street to two-way operation may have serious impacts on traffic operations around the site. The current one-way scheme simplifies traffic operations on Biscayne Boulevard. The wide median in Biscayne Boulevard serves as a queuing area for left turns and for accessing parking. The proposed conversions to two- way operations may pose problems at the intersections of Biscayne Boulevard and NE 2nd Street and Biscayne Boulevard and NE 3rd Street. Additionally, it might be noted that both NE 2nd Street and NE 3rd Street are relatively narrow with two travel lanes plus parking on only one side of the street. Conversion to two- way operation may result in delays to through traffic due to left turns into the garage serving the project. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 1I May 27, 2004 Page 30 • 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. The annual growth factor of 1 % per year was developed based the average growth rate developed in the "Downtown DRI" and the historical traffic count data shown in Table 17. TABLE 17 ANNUAL AADT GROWTH RATES VOLUMES IN VEHICLES PER DAY (VPD) 100 101 5047 SR 968/EB SE 1 ST, 200' WEST OF SR 5/US-1IBISCAYNE BOULEVARD SR 968/FLAGLER STIWB, 200' WEST OF SR 51US-1/BISCAYNE BOULEVARD SR 5/US-1, 100' SOUTH OF FLAGLER STREET Total 10,482 6,273 31,430 48,185 11,000 5,300 35,500 51,800 10,500 4,300 34,000 48,800 0.01% -220% 0.46% 0.07% Future traffic conditions were analyzed for year 2006. The growth rate of 1 % per year was applied to the 2002 FDOT traffic counts and the 2003 original traffic count volumes in order to achieve 2006 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: Committed Developments Contained in increment I of the "Downtown DRI" Increment I! Development of the "Downtown DRI" Miami Center "B, C &D" The Mist Table 18 provides the future traffic volumes without the Related Lofts II 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. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 31 The intersection level of service for the future traffic volumes without the Related Lofts I project are shown in Table 19 and on Figure 9. The analysis shows not significant change in the intersection level of service during the AM and PM peak hours. 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 20. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS Il May 27, 2004 Page 32 • • `ia Is-llHv w Nos4aVr TABLE 18 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT MINEMENUMMINNIMME • TABLE 19 FUTURE INTERSECTION LOS W/O PROJECT WEEKDAY PEAK HOUR CONDITIONS NE 2ND STREET & NE 1ST AVENUE NE 3RD STREET & NE 1ST AVENUE NE 2ND STREET & NE 2ND AVENUE NE 3RD STREET & NE 2ND AVENUE TABLE 2© FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT Biscayne Boulevard ARTPLAN LOS CRITERIA PEAK HOUR AM Peak Hour Directional Service Volume (VPH) PM Peak Hour Directional Service Volume (VPH) Notes: SE 2nd Street NE 6th Street AM=C PM=B MAXIMUM PEAK HOUR DIRECTIONALVOLUME (VPH) 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and an average G/C of 0.58. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and an average G/C of 0.61. 3) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 5047 (AADT = 34,000; K= 9.20%; and, D = 67.99%) escalated by 1 % per year for four years and includes committed development traffic. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 34 • • it r a 1 • 1 w 2 111 IMF NE 2 ST E 2 ST PARKING GARAGE SITE 1 B BAYSIDE 1 7 77 LEGEND AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (AM) (PM) FIGURE 9 FUTURE LEVELS OF SERVICE WITHOUT PROJECT JACKSON M. AHLSTEDT, P.E. RELATED LOFTS It May 27, 2004 Page 35 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC Future traffic conditions with project traffic were analyzed for the year 2006. This was accomplished by using the 2006 estimated traffic volumes without the project and adding the traffic generated by the project (as shown in Table 15). Table 21 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 2006 future intersection level of service with and without the project. This is shown in Table 22 and on Figure 10. 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 23. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS !E May 27, 2004 Page 36 • '3"d `1a3iS1Hv 'W Nos ovr TABLE 21 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT NE3RDSTRE,ET& NE 2N©AVENUE 0 Q 0 11111111 0 0 0 0 0 839 304 11111111111=11111_INIIIII__1111111__11111111_111111111111111111111_ 11111111_111111111___111111111=11111_IIIIII_MIII_IIIIM_ o TABLE 22 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS NE 2ND STREET & NE 1ST AVENUE NE 3RD STREET & NE 1ST AVENUE NE 2ND STREET & NE 2ND AVENUE NE 3RD STREET & NE 2ND AVENUE B B B B B B B B B B B B JACKSON M. AHLSTEDT, F.E. RELATED LOFTS 11 May 27, 2004 Page 38 • TABLE 23 FUTURE LINK LEVEL OF SERVICE WITH PROJECT Biscayne Boulevard ARTPLAN LOS CRITERIA PEAK HOUR SE 2nd Street AM Peak Hour Directional NIA Service Volume (VPH) PM Peak Hour Directional NIA Service Volume (VPH) Notes: NE 6th Street AM=C PM=B MAXIMUM PEAK HOUR DIRECTIONALVOLUME E (VPH) 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and an average GIC of 0.58. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and an average G/C of 0.61. 3) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 5047 (AADT = 34,000; K= 9.20%; and, D = 67.99%) escalated by 1 % per year for four years and includes committed development traffic and project traffic. JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 39 • i i 1 0 Lti I PNE2ST AKA WIYAFA Ell 1111 ''Emie =Ain Rom! BAYSIDE 771 PARKING GARAGE SITE LEGEND AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (AM) • (PM) FIGURE 10 FUTURE LEVELS OF SERVICE WITH PROJECT JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 40 • 10.0 ON -STREET PARKING There are metered parking spaces on the south side of NE 2nd Street. There are existing on -street parking spaces adjacent to the site. The project may result in the elimination of some existing on -street parking spaces. The project will provide parking off -site in the existing City of Miami Municipal Parking Garage #3. 11.0 PEDESTRIANS Significant pedestrian activity was noted in the immediate vicinity of the site. There are pedestrian provisions in the signalized intersection at NE 2nd Avenue and NE 2nd Street. The proposed project will not significantly impact pedestrian movements along NE 2nd Street or NE 2nd Avenue. Project traffic using the parking garage will have to interact with pedestrian movements on NE 2nd Street and NE 3rd Street. Because the parking garage serving the project does not front NE 2nd Avenue, driveway activity will not directly impact pedestrian movements on that street. The project will likely add significant pedestrian movement between the garage and the site. 12.0 PROJECT SITE PLAN Traffic and transportation aspects of the proposed site plan were reviewed and analyzed. 12.1 PROJECT DRIVEWAYS Because project parking is provided in the existing City of Miami parking garage, the proposed project site plan includes only service drives to access loading dock areas and a 4 stall parking area for staff. One service driveway connects to NE 2nd Street, The other service driveway connects to NE 2nd Avenue. The staff parking area is accessed from NE 1st Street. 12.2 PROJECT LOADING DOCK The proposed site plan depicts two loading dock areas each with two bays internal to the site. Access to one of the loading dock is from a service drive connecting to NE 2nd JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 41 • Street. The other loading dock is accessed from a service drive connecting to NE 2nd Avenue. The loading dock area should be adequate to serve the type and magnitude of the proposed mixed -use project. Loading dock maneuvering will occur within the right-of- way of NE 2nd Street and NE 2nd Avenue. This maneuvering may impact pedestrian and vehicular movements on NE 2nd Avenue or NE 2nd Street. 12.3 PEDESTRIAN ACCESS The proposed site plan provides pedestrian access to NE 2nd Street and NE 2nd Avenue. 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 2006, there may be only some minor deterioration in the level of service on the intersections and streets most impacted by the project. The intersection analysis, conducted for the intersections shows only a minor degradation of the level of service during the AM and PM peak hours. There are no physical improvements which need to be implemented to mitigate the impacts of anticipated development in the area. The roadway link analysis yields similar level of service results, indicating that roadway levels of service may be only marginally reduced through the year 2006 with or without the project. The results of all of these analyses are shown in Table 24. Finally, the transportation facility analysis, provided in Appendix D, clearly indicates that there is sufficient transportation system capacity to accommodate the proposed project. JACKSON M. AHL.STEDT, P.E. RELATED LOFTS II May 27, 2004 Page 42 • TABLE 24 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS NE 2ND STREET & NE 1ST AVENUE NE 3RD STREET & NE 1ST AVENUE NE 2ND STREET & NE 2ND AVENUE NE 3RD STREET & NE 2ND AVENUE B' B NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED JACKSON M. AHLSTEDT, P.E. RELATED LOFTS II May 27, 2004 Page 43 • • APPENDIX A Existing intersection Levels of Service HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2306 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : EXISTING N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LT 72 177 12.0 0 0 0 0 3 0 TR 306 181 12.0 0 Southbound L T R 0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left P Thru P Right Peas WB Left Thru Right Peds NB Right SB Right Green 38.0 Yellow 4.0 All Red Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 P 44.0 4.0 6 7 8 Cycle Length: 90.0 Intersection Performance Summary secs Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound LT 1322 3131 Westbound Northbound TR 2091 4278 Southbound 0.23 0.42 17.0 B 17.0 B 0.27 0.49 13.9 B 13.9 B Intersection Delay = 15.0 (sec/veh) Intersection LOS = B Related Lofts I1 Appendix A May 27, 2004 Page A-1 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED Westbound L T R 0 2 0 LT 102 155 12.0 0 0 0 Inter.: 2306 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year EXISTING N/S St: NE 1ST AVENUE INTERSECTION SUMMARY Northbound L T R 0 3 0 TR 586 162 12.0 0 Southbound L T R 0 0 0 Duration 0.25 Phase Combination 1 EB Left P Thru P Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 45.0 4.0 Appr/ Lane Grp Lane Group Capacity Area Type: CBD or Similar signal Operations 2 3 4 5 6 7 NB Left Thru P Right P Peds SB Left Thru Right Peds EB Right WB Right 47.0 4.0 8 Cycle Length: 100.0 secs Intersection Performance Summary Adj Sat Flow Rate (s) Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound LT Westbound 1409 3131 0.24 0.45 17.4 B 17.4 B Northbound TR 2051 Southbound 4364 0.41 0.47 18.0 B 18.0 B Intersection Delay = 17.8 (sec/veh) Intersection LOS = B Related Lofts II Appendix A May 27, 2004 Page A-2 HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2310 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : EXISTING N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 2 0 TR 195 202 12.0 0 0 3 0 LT 76 388 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WB Left Thru P Right Peds NB Right SB Right Green 36.0 Yellow 4.0 All Red Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 P P 46.0 4.0 6 7 8 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS secs Eastbound Westbound TR 1165 2912 Northbound LT 2294 4489 Southbound 0.50 0.40 21.7 C 21.7 C 0.26 0.51 12.7 B 12.7 B Intersection Delay = 17.2 (sec/veh) Intersection LOS = B Related Lofts II Appendix A May 27, 2004 Page A-3 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2310 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year EXISTING N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 2 0 TR 304 297 12.0 0 0 3 LT 86 322 12.0 Southbound L T R 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red Area Type: CBD or Similar Signal Operations 1 2 3 4 P P 33.0 4.0 Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 P P 59.0 4.0 7 8 Cycle Length: 100.0 secs Intersection Performance Summary Adj Sat Flow Rate (s) Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound Westbound TR 956 2898 Northbound LT 2645 4483 Southbound 0.71 0.33 33.7 C 33.7 C 0.18 0.59 9.5 A 9.5 A Intersection Delay = 23.9 (sec/veh) Intersection LOS = C Related Lofts II Appendix A May 27, 2004 Page A-4 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET SIGNALIZED No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 2 0 TR 114 115 12.0 0 Inter.: 2305 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : EXISTING N/S St: NE 2ND AVENUE INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 93 530 12.0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red Area Type: CBD or Similar Signal Operations 1 2 3 4 P P 28.0 4.0 Appr/ Lane Grp Lane Group Capacity 5 6 7 8 NB Left Thru Right Peds SB Left P Thru P Right Peds EB Right WB Right 54.0 4.0 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Flow Rate {s) secs Ratios Lane Group Approach v/ c g/C Delay LOS Delay LOS Eastbound TR 908 2920 Westbound Northbound Southbound LT 2699 4499 0.33 0.31 24.7 C 24.7 C 0.26 0.60 8.8 A 8.8 A Intersection Delay = 13.5 (sec/veh) Intersection LOS = B Related Lofts II Appendix A May 27, 2004 Page A-5 HCS2000: Signalized Intersections Release 4.1d • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 2305 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : EXISTING N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 2 0 TR 151 188 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 LT 42 291 12.0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru P Thru Right P Right Peds Peds WB Left SB Left P Thru Thru P Right Right Peds Peds NB Right EB Right SB Right WB Right Green 28.0 54.0 Yellow 4.0 4.0 All Red 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 TR 895 2876 0.46 0.31 26.7 C 26.7 C Westbound Northbound Southbound LT 2703 4505 0.14 0.60 8.0 A 8.0 A Intersection Delay = 17.6 (sec/veh) Intersection LOS = B Related Lofts II Appendix A May 27, 2004 Page A-6 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET SIGNALIZED No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 0 0 Inter.: 2309 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : EXISTING N/S St: NE 2ND AVENUE INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LT 20 121 12.0 0 0 0 Southbound L T R 0 3 0 TR 603 296 12.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WE Left Thru Right Peds NB Right SE Right Green Yellow All Red Area Type: CBD or Similar Signal Operations 1 2 3 4 P P 28.0 4.0 Appr/ Lane Grp Lane Group Capacity 5 6 7 8 NB Left Thru Right Peds SB Left Thru P Right P Peds EB Right WB Right 54.0 4.0 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Flow Rate (s) Ratios secs Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 1004 3227 Northbound Southbound TR. 2612 4353 0.17 0.31 23.0 C 23.0 C 0.38 0.60 9.8 A 9.8 A Intersection Delay = 11.7 (see/veh) Intersection LOS = B Related Lofts II Appendix A May 27, 2004 Page A-7 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2309 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : EXISTING N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 Southbound L T R 0 2 0 LT 27 191 12.0 0 0 0 0 3 0 TR 306 288 12.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow A11 Red Area Type: CBD or Similar Signal Operations 1 2 3 4 P P 52.0 4.0 Appr/ Lane Grp Lane Group Capacity 5 6 7 8 NB Left Thru Right Peds SE Left Thru P Right P Peds EB Right WE Right 40.0 4.0 Cycle Length: 100.0 secs Intersection Performance Summary Adj Sat Flow Rate (s) Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 1680 3230 Northbound Southbound TR 1704 4260 0.16 0.52 12.8 B 12.8 B 0.41 0.40 22.3 C 22.3 C Intersection Delay = 19.7 (sec/veh) Intersection LOS = B Related Lofts II Appendix A May 27, 2004 Page A-8 • APPENDIX B Future Intersection Levels of Service Without Project HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2306 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE W/O PROJECT N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R 0 2 0 LT 74 410 12.0 0 0 0 0 3 0 TR 698 185 12.0 0 0 0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 P P 38.0 4.0 Appr/ Lane Grp Lane Group Capacity Area Type: CBD or Similar Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 P P 44.0 4.0 6 7 8 Cycle Length: 90.0 Intersection Performance Summary secs Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound LT Westbound 1326 3141 0.42 0.42 19.2 B 19.2 B Northbound TR 2146 Southbound 4389 0.47 0.49 16.1 B 16.1 B Intersection Delay = 17.2 (sec/veh) Intersection LOS = B Related Lofts 11 Appendix B May 27, 2004 Page B-1 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2306 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE W/O PROJECT N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LT 104 390 12.0 0 0 0 0 3 0 TR 1363 166 12.0 0 Southbound L T R 0 0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 P P 45.0 4.0 Appr/ Lane Lane Group Grp Capacity Area Type: CBD or Similar Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 P 47.0 4.0 6 7 8 Cycle Length: 100.0 secs Intersection Performance Summary Adj Sat Flow Rate (s) Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound LT 1414 3142 Westbound Northbound TR 2090 4446 Southbound 0.47 0.45 20.3 C 20.3 C 0.81 0.47 26.3 C 26.3 C Intersection Delay = 24.6 (sec/veh) Intersection LOS = C Related Lofts II Appendix B May 27, 2004 Page. B-2 HCS2000: Signalized Intersections Release 4.lci • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2310 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE W/O PROJECT N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 2 0 TR 259 226 12.0 0 Southbound L T R 0 3 0 LT 78 782 12.0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 5 NB Left P Thru P Right Peds SB Left Thru Right Peds EB Right WB Right 36.0 46.0 4.0 4.0 Appr/ Lane Grp Lane Group Capacity 6 7 8 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS secs Eastbound Westbound TR 1173 Northbound LT 2304 Southbound 2932 0.60 0.40 23.6 C 4508 0.47 0.51 14.8 B 23.6 C 14.8 B Intersection Delay = 18.3 (sec/veh) Intersection LOS = B Related Lofts it Appendix B May 27, 2004 Page B-3 HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 2310 Area Type: CBD or Similar Jurisd: Year : FUTURE W/O PROJECT N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 2 0 TR 417 337 12.0 0 0 3 0 LT 88 1093 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WB Left Thru Right P Peds NB Right SE Right Green Yellow All Red 5 6 "7 8 NB Left P Thru P Right Peds SE Left Thru Right Peds EB Right WB Right 33.0 59.0 4.0 4.0 Cycle Length: 100.0 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 Westbound TR 964 2921 0.87 0.33 42.4 D 42.4 Northbound LT 2664 4515 0.50 0.59 12.6 B 12.6 B Southbound Intersection Delay - 24.1 (sec/veh) Intersection LOS = C Related Lofts II Appendix B May 27, 2004 Page &4 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2305 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE W/O PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 188 117 12. 0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 114 1015 12.0 Duration 0.25 Phase Combination EB Left Thru Right Peds WE Left Thru Right Peds NB Right SB Right Green Yellow All Red Area Type: CBI) or Similar Signal Operations 1 2 3 4 P P 28.0 4.0 Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SE Left P Thru P Right Peds EB Right WB Right 54.0 4.0 6 7 8 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Flow Rate (5) secs Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound TR 926 2976 Westbound Northbound Southbound LT 2706 4510 0.43 0.31 26.1 C 26.1 C 0.47 0.60 10.6 B 10.6 B Intersection Delay = 14.3 (sec/veh) Intersection LOS = B Related Lofts II Appendix B May 27, 2004 Page B-5 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2305 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE W/O PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 240 192 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 114 881 12.0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red Area Type: CBD or Similar Signal Operations 1 2 3 4 P 28.0 4.0 Appr/ Lane Grp Lane Group. Capacity 5 6 7 8 NB Left Thru Right Peds SB Left P Thru P Right Peds EB Right WB Right 54.0 4.0 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS secs Eastbound TR 911 2927 Westbound Northbound Southbound LT 2704 4507 0.57 0.31 28.5 C 28.5 C 0.43 0.60 10.2 Intersection Delay = 15.9 (sec/veh) B 10.2 B Intersection LOS = B Related Lofts II Appendix B May 27, 2004 Page B-6 HCS2000: Signalized Intersections Release 4.1d • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2309 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTUTE W/O PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R 0 0 0 0 2 0 LT 39 204 12.0 0 0 0 0 3 0 TR 1046 302 12.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red Area Type: CBD or Similar Signal Operations 1 2 3 4 28.0 4.0 Appr/ Lane Grp Lane Group Capacity 5 NB Left Thru Right Peds SB Left Thru P Right P Peds EB Right WB Right 54.0 4.0 7 8 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS secs Eastbound Westbound LT 1003 3224 Northbound Southbound TR 2647 4411 0.30 0.31 24.3 C 24.3 C 0.57 Intersection Delay = 13.9 0.60 11.8 B 11.8 B (sec/veh) Intersection LOS = B Related Lofts II Appendix B May 27, 2004 Page B-7 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2309 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE W/O PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 2 0 LT 111 336 12.0 0 0 0 Southbound L T R 0 3 0 TR 839 294 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WB Left P Thru Right Peds NB Right SB Right Green 52.0 Yellow 4.0 All Red Appr/ Lane Grp Lane Group Capacity Intersection Perfor Adj Sat Ratios Flow Rate (s) v/c g/C 5 6 7 8 NB Left Thru Right Peds SB Left Thru P Right P Peds EB Right WB Right 40.0 4.0 Cycle Length: 100.0 secs ante Summary Lane Group Approach Delay LOS Delay LOS Eastbound Westbound LT 1670 3211 Northbound Southbound TR 1755 4387 0.33 0.52 14.4 B 14.4 B 0.76 0.40 29.1 C 29.1 C Intersection Delay = 24.9 (sec/veh) Intersection LOS = C Related Lofts 11 Appendix B May 27, 2004 Page B-8 • • APPENDIX C Future Intersection Levels of Service With Project HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2306 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE WITH PROJECT N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 LT 74 417 12.0 0 0 0 0 3 0 TR 698 187 12.0 0 Southbound L T R 0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 P P 38.0 4.0 Appr/ Lane Grp Lane Group Capacity Area Type: CBD or Similar Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right Intersection Performance Adj Sat Flow Rate (s) Ratios v/ c 5 P P 44.0 4.0 6 7 8 Cycle Length: 90.0 Summary secs Lane Group Approach g/C Delay LOS Delay LOS Eastbound LT Westbound 1326 3141 0.42 0.42 19.3 3 19.3 B Northbound TR 2145 Southbound 4388 0.48 0.49 16.1 B 16.1 B Intersection Delay = 17.2 (sec/veh) Intersection LOS = B Related Lofts II Appendix C May 27, 2004 Page C-1 HCS2000: Signalized Intersections Release 4.1d • Analyst: J. AIILSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2306 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE WITH PROJECT N/S St: NE 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LT 104 416 12.0 0 0 0 0 3 0 TR 1363 173 12.0 0 Southbound L T R 0 0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 P P 45.0 4.0 Appr/ Lane Grp Lane Group Capacity Area Type: CBD or Similar Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WE Right 5 P P 47.0 4.0 6 7 8 Cycle Length: 100.0 secs Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound LT Westbound 1414 3142 0.50 0.45 20.7 C 20.7 C Northbound TR 2088 Southbound 4443 0.82 0.47 26.5 C 26.5 C Intersection Delay = 24.8 (sec/veh) Intersection LOS = C Related Lofts II Appendix C May 27, 2004 Page C-2 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET SIGNALIZED No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 0 0 Inter.: 2310 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE WITH PROJECT N/S St: NE 1ST AVENUE INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 294 236 12.0 0 Southbound L T R 0 3 0 LT 78 782 12.0 0 0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red Area Type: CBD or Similar Signal Operations 1 2 3 4 P P 36.0 4.0 Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SB Left Thru Right Peds E6 Right WE Right 5 6 P P 46.0 4.0 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS 8 secs Eastbound Westbound TR 1177 2942 Northbound LT 2304 4508 Southbound 0.66 0.40 24.8 C 24.8 C 0.47 0.51 14.8 B 14.8 B Intersection Delay = 19.0 (sec/veh) Intersection LOS = B Related Lofts II Appendix C May 27, 2004 Page C-3 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET SIGNALIZED No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 0 0 Inter.: 2310 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE WITH PROJECT N/S St: NE 15T AVENUE INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 438 343 12.0 0 0 3 0 LT 88 1093 12.0 Southbound L T R 0 0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WE Left Thru P Right P Peds NE Right SE Right Green 33.0 Yellow 4.0 All Red Appr/ Lane Grp Lane Group Capacity NE Left Thru Right Peds SE Left Thru Right Peds EB Right WE Right 5 P P 59.0 4.0 7 8 Cycle Length: 100.0 secs Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound TR 965 2924 Northbound LT 2664 4515 Southbound 0.90 0.33 45.1 D 45.1 D 0.50 0.59 12.6 B 12.6 B Intersection Delay = 25.4 (sec/veh) Intersection LOS = C Related Lofts ll Appendix C May 27, 2004 Page C-4 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2305 Area Type: CBD or Similar Jur-isd: CITY OF MIAMI Year : FUTURE WITH PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 198 125 12.0 0 0 0 0 0 0 0 Southbound L T R 0 3 0 LT 114 1015 12.0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru P Right P Peds WB Left Thru Right Peds NB Right SB Right Green 28.0 Yellow 4.0 All Red Appr/ Lane Grp Lane Group Capacity Intersection Adj Sat Flow Rate Is) 5 6 7 8 NB Left Thru Right Peds SE Left P Thru P Right Peds EB Right WB Right 54.0 4.0 Cycle Length: 90.0 Perfo.civance Summary Ratios secs Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound TR 926 2975 Westbound Northbound Southbound LT 2706 4510 0.45 0.31 26.5 C 26.5 C 0.47 0.60 10.6 B 10.6 B Intersection Delay = 14.6 (sec/veh) Intersection LOS = B Related Lofts it Appendix C May 27, 2004 Page C-5 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 2ND STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2305 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE WITH PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 246 196 12.0 0 0 0 Southbound L T R 0 0 0 0 3 0 LT 114 881 12.0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right P Peds WE Left Thru Right Peds NB Right SB Right Green 28.0 Yellow 4.0 All Red Appr/ Lane Grp Lane Group Capacity 5 6 7 8 NB Left Thru Right Peds SB Left P Thru P Right Peds EB Right WB Right 54.0 4.0 Cycle Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) Length: 90.0 secs Approach v/c g/C Delay LOS Delay LOS Eastbound TR 911 2927 Westbound Northbound Southbound LT 2704 4507 0.58 0.31 28.8 C 28.8 C 0.43 Intersection Delay = 16.0 0.60 10.2 B 10.2 B (sec/veh) Intersection LOS = B Related Lofts ll Appendix C May 27, 2004 Page C-6 HCS2000: Signalized Intersections Release 4.Id • • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: AM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2309 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTUTE WITH PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 2 0 LT 39 208 12.0 Southbound T R 0 0 0 0 3 0 TR 1046 305 12.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red Area Type: CBD or Similar Signal Operations 1 2 3 4 28.0 4.0 Appr/ Lane Grp Lane Group Capacity 5 6 7 8 NB Left Thru Right Peds SB Left Thru P Right P Peds EB Right WB Right 54.0 4.0 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS secs Eastbound Westbound LT 1003 3224 Northbound Southbound TR 2646 4410 0.31 0.31 24.4 C 24.4 C 0.57 0.60 11.8 Intersection Delay = 14.0 (sec/veh) B 11.8 B Intersection LOS = B Related Lofts 11 Appendix C May 27, 2004 Page C-7 HCS2000: Signa ized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 5/27/04 Period: PM PEAK HOUR Project ID: RELATED LOFTS II E/W St: NE 3RD STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 2309 Area Type: CBD or Similar Jurisd: CITY OF MIAMI Year : FUTURE WITH PROJECT N/S St: NE 2ND AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 0 0 0 2 0 LT 111 353 12.0 0 0 0 Southbound L T R 0 3 0 TR 839 304 12.0 0 Duration 0.25 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WB Left P Thru Right Peds NB Right SE Right Green 52.0 Yellow 4.0 All Red Appr/ Lane Grp Lane Group Capacity 5 6 7 8 NB Left Thru Right Peds SB Left Thru P Right P Peds EB Right WB Right 40.0 4.0 Cycle Length: 100.0 secs Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 1670 3212 Northbound Southbound TR 1753 4383 0.34 0.52 14.6 B 14.6 B 0.77 0.40 29.4 C 29.4 C Intersection Delay = 25.0 (sec/veh) Intersection LOS = C Related Lofts II Appendix C May 27, 2004 Page C-8 • APPENDIX D Transportation Facility LOS Analysis • INTRODUCTION A level of service analysis was conducted using the City's person trip methodology and criteria established in the adopted Volume 1 of the Miami Comprehensive Neighborhood Plan dated March 2004. The proposed project has potential impacts on four transportation facilities in or immediately in contact with the study area. The transportation facilities are defined by the following roadways: • NE 6th Street • NE 5th Street • NE 1st Street • Flagler Street • SE lst Street • SE 2nd Street Biscayne Boulevard NE/SE 2nd Avenue • NE/SE 1st Avenue Miami Avenue These roadways are supported by an extensive transit system including MetroBus and MetroMover routes. YEAR 2009 VOLUME TO CAPACITY RATIOS Tables D-1 a and D-1 b present an analysis of the year 2009 volume to capacity ratios provided by each of the transportation facilities. Roadway vehicular capacities were based upon Tables 4-4 and 4-7 of the Florida Department of Transportation 2002 Quality/Level of Service Handbook. Person trip volumes and mass transit capacities were taken from data contained in the Downtown Miami Development of Regional Impact Increment 11 dated March 2003 ("Downtown DR!"). Maximum allowed volume to capacity ratios (v/c) are based upon Policy TR-1.1.2 of the adopted Volume 1 of the Miami Comprehensive Neighborhood Plan dated March 2004. As can be seen from Table D-1, the existing facilities currently operate with volume to capacity ratios which are less than the maximum allowable. Related Lofts II May 27 2004 PAGE ©-1 • PROJECT TRAFFIC Tables D-2a and D-2b present project traffic and mass transit ridership based upon PM peak hour project traffic. The project site is located in Traffic Analysis Zone (TAZ) 539. The cardinal distribution of the traffic within TAZ 539 was obtained from Miami -Dade County. The distribution is as follows: North -Northeast 10.95% East -Northeast 4.70% East -Southeast 2.86% South -Southeast 8.89% South -Southwest 10.95©/0 West -Southwest 25.98% West -Northwest 19.26% North -Northwest 16.41% Using this trip distribution, the project trip assignment was determined. This is shown in Figure D-1. Related Lofts II May 27 2004 PAGE D-2 • 3/10 10/6 FIGURE D-1 PROJECT TRAFFIC ASSIGNMENT Related Lofts II May 27 2004 PAGE D-3 • • YEAR 2009 VOLUME TO CAPACITY RATIOS WITH THE PROJECT Tables D-3a and D-3b present an analysis of the future year 2009 volume to capacity ratios with the project. Roadway vehicular volumes and mass transit volumes were determined by adding the data from Tables D-1 a or D-1 b (Year 2009 Without Project) and Tables D-2a or D-2b (Project Traffic). As can be seen from Tables D-3a and D-3b, it is estimated that all transportation facilities will operate with volume to capacity ratios which are less than the maximum allowable in the year 2009 with the project. Related Lofts 11 May 27 2004 PAGE D-4 • • TABLE D-la YEAR 2009 WITHOUT PROJECT VOLUME FACILITY ROADWAY FROM TO FUNCTIONAL PERSON TRIPS Ct,ASS ROADWAY TRANSIT TOTAL 1.6 NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 3L-1W 1,525 NE 1st Avenue Miami Avenue 21-1 W 1,619 NE 5TH ST NE 5th Street Biscayne Blvd NE 2nd Avenue COLL 4L--1 W 1,811 NE 2nd Avenue Miami Avenue 2L-1 W 1,831 NE 1ST ST NE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1 W 713 NE 2nd Avenue Miami Avenue 2L-1 W 867 FLAGLER ST Fleeter Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 2,112 NE 2nd Avenue Miami Avenue 1,965 SE 1ST ST SE 1st Street Blsesyne Blvd NE 2nd Avenue MIN ART 3L-1 W 2,804 NE 2nd Avenue Miami Avenue 3,014 SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART 5L-1 W 4,104 SE 3rd Avenue SE 2nd Avenue 4L-1W 4,698 CAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL CAPACITY 1.6 TRANSIT TOTAL CLASS VPH PPV PAX PM NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 3L-1W 3,096 4,954 2,880 7,834 NE 1st Avenue Miami Avenue 2L-1W 2,064 3,302 3,768 7,070 NE 5TH ST NE 5th Street Bisceyrte Blvd NE 2nd Avenue COLL 4L-1W 4,128 6,605 2,880 9,485 NE 2nd Avenue Miami Avenue 2L-1W 2,064 3,302 2,880 6,182 NE 1ST ST NE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 21-1 W 2,064 3,302 948 4,250 NE 2nd Avenue Miami Avenue 2L-1 W 2,084 3,302 1,726 5,028 FLAGLER ST Fleeter Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 2,064 3,302 3,528 6,830 NE 2nd Avenue Miami Avenue 2,064 3,302 3,528 6,830 SE 1ST ST SE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 3L-1 W 2,988 4,781 4,574 9,355 NE 2nd Avenue Miami Avenue 2,988 4,781 8,154 12,935 SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART 5L-1 W 4,980 7,968 2,910 10,878 SE 3rd Avenue SE 2nd Avenue 4L-1 W 3,900 6,240 3,446 9,686 VOLU M EICAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL MAX CLASS ALLOWED VIC VIC NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue . COLL 3L-1W 0.19 1.50 NE 1st Avenue Miami Avenue 2L-1W 0.23 1.50 NE 5TH ST NE 5th Street Biscayne Blvd NE 2nd Avenue COLL 4L-1W 0.19 1.50 NE 2nd Avenue Miami Avenue 2L-1W 0.30 1.50 NE 1ST ST NE 1st Street Biscayne Btvd NE 2nd Avenue MIN ART 2L-1 W 0.17 1.50 NE 2nd Avenue Miami Avenue 2L-1W 0.17 1.50 FLAGLER ST Flagier Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-11/V 0.31 1.50 NE 2nd Avenue Miami Avenue 0,29 1.50 SE 1ST ST SE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 3L-1W 0.30 1.50 NE 2nd Avenue Miami Avenue 0.23 1.50 SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART 5L-1 W 0.38 1.50 SE 3rd Avenue SE 2nd Avenue 4L-1W 0.49 1.50 May 27. 2004 RELATED LOFTS 11 • • TABLE b-1b YEAR 2009 WITHOUT PROJECT VOLUME FACILITY ROADWAY FROM TO FUNCTIONAL PERSON TRIPS CLASS ROADWAY TRANSIT TOTAL 1.8 BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRIN ART Class IV 7,593 NE 3rd Street NE 1st Street 8LD 7,960 NE 1st Street SE 1st Street 7,843 SE 1st Sheet SE 2nd Street 5,926 NE/SE 2 AVE NE 2nd Avenue NE 6111 Street NE 3rd Street MIN ART 3L-1W 2,018 NE 3rd Street NE 1st Street 2,027 NE 1st Street Flagler Street 1,900 Ftagler Street SE ist Street 1,879 SE 1st Street SE 2nd Street 2,036 NE/SE 1 AVE NE 1st Avenue NE 6th Street Flagler Street COLL 3L-1W 2,860 Ftegter Street SE 1st Street 2,841 SE 1st Street SE 2nd Street 2,540 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 2L-1W 1,552 NE 4th Street Ftagler Street 1,595 Flagler Street SE 2nd Street 2,998 FACILITY CAPACITY ROADWAY FROM TO FUNCTIONAL CAPACITY 1.6 TRANSIT TOTAL CLASS VPH PPV PAX PAX BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3r1 Street PRIN ART Class IV 5,910 9,456 6,112 15,568 NE 3rd Street NE 1st Street 8LD 5,910 9,456 7,592 17,048 NE 1st Street SE 1st Street 5,910 9,456 6,620 16,076 SE 1st Street SE 2nd Street 5,910 9,456 3,660 13,116 NE/SE 2 AVE NE 2nd Avenue NE 6th Street NE 3rd Street MIN ART 3L-1W 3,096 4,954 2,030 6,984 NE 3rd Street NE 1st Street 3,096 4,954 2,770 7,724 NE 1st Street Ftagler Street 3,096 4,954 1,992 6,946 Ftagler Street SE 1st Street 3,096 4,954 1,440 6,394 SE 1st Street SE 2nd Street 3,096 4,954 2,756 7,710 NE/SE 1 AVE NE 1st Avenue NE 6th Street Ftagler Street COLL 3L-1W 2,064 3,302 3,554 6,856 Ftagler Street SE 1st Street 2,064 3,302 3,554 6,856 SE 1st Street SE 2nd Street 2,064 3,302 1,974 5,276 MIAMI AVE Miami Avenue NE 6th Street NE 41h Street MIN ART 2L-1 W 2,064 3,302 1,997 5,299 NE 4th Street Stagier Street 2,064 3,302 1,997 5,299 Flagler Street SE 2nd Street 2,064 3,302 534 3,836 VOL U M EICAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL MAX CLASS ALLOWED V!C V/C BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRIN ART Class IV 0.49 1.50 NE 3rd Street NE ist Street 8LD 0.47 1.50 NE ist Street SE 1st Street 0.49 1.50 SE 1st Street SE 2nd Street 0.45 1.50 NE/SE 2 AVE NE 2nd Avenue NE 61h Street NE 3rd Street MIN ART 3L-1W 0.29 1.50 NE 3rd Street NE 1st Street 0.26 1.50 NE 1st Street Flagler Street 0.27 1.50 Flagler Street SE 1st Street 0.29 1.50 SE 1st Street SE 2nd Street 0.26 1.50 NE/SE 1 AVE NE 1st Avenue NE 6th Street Flagler Street COLL 3L-1W 0.42 1.50 Flagler Street SE 1st Street 0.41 1.50 SE 1st Street SE 2nd Street 0.48 1.50 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 2L-t W 0.29 1.50 NE 4th Street Flagler Street 0.30 1.50 Hagler Street SE 2nd Street 0.78 1.50 RELATED LOFTS tl May 27.2004 TABLE D-2a PROJECT VOLUME FACILITY ROADWAY FROM TO FUNCTIONAL PERSON TRIPS CLASS VPH ROADWAY TRANSIT TOTAL 1.6 0.44 NE 6TFI ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 3L-1 W NE 1st Avenue Miami Avenue 2L-1W NE 5TH ST NE 5th Street Biscayne Blvd NE 2nd Avenue COLL 4L-1 W NE 2nd Avenue Miami Avenue 2L-1W NE 1ST ST NE 1st Sheet Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W NE 2nd Avenue Miami Avenue 2L-1W FLAGLER ST Flagler Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W NE 2nd Avenue Miami Avenue SE 1ST ST SE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 3L-1 W NE 2nd Avenue Mimi Avenue SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART 5L-1 W SE 3rd Avenue SE 2nd Avenue 4L-1 W CAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL CAPACITY 1.6 TRANSIT TOTAL CLASS PPV PAX PAX NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 31-1 W 4,954 2,880 7,834 NE 1st Avenue Miami Avenue 2L-1W 3,302 3,768 7,070 NE 5TH ST NE 5th Street Biscayne Btvd NE 2nd Avenue COLL 4L-1 W 6,605 2,880 9,485 NE 2nd Avenue Mtamt Avenue 21-1 W 3,302 2,880 6,182 NE 1ST ST NE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 3,302 948 4,250 NE 2nd Avenue Miami Avenue 2L-1W 3,302 1,726 5,028 FLAGLER ST Flagler Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 3,302 3,528 8,830 NE 2nd Avenue Miami Avenue 3,302 3,528 6,830 SE 1ST ST SE 1 st Street Biscayne Blvd NE 2nd Avenue MIN ART 3L-1W 4,781 4,574 9,355 NE 2nd Avenue Miami Avenue 4,781 8,154 12,935 SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART 5L-1 W 7,968 2,910 10,878 SE 3rd Avenue SE 2nd Avenue 4L-1 W 6,240 3,446 9,686 VOLUME1CAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL MAX CLASS ALLOWED V/C NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 31-1 W 1.50 NE 1st Avenue Miami Avenue 2L-1W 1.50 NE 5TH ST NE 5th Street Biscayne BMd NE 2nd Avenue COLL 4L-1 W 1.50 NE 2nd Avenue Miami Avenue 2L-1 W 1.50 NE 1ST ST NE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1 W 1.50 NE 2nd Avenue Miami Avenue 2L-1 W 1.50 FLAGLER ST Flagler Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 1.50 NE 2nd Avenue Miami Avenue 1.50 SE 1ST ST SE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 3L-1W 1,50 NE 2nd Avenue Miami Avenue 1.50 SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART SLAW 1,50 SE 3rd Avenue SE 2nd Avenue 4L-1 W 1.50 RELATED LOFTS 11 May 27. 2004 • • TABLE D-2b PROJECT VOLUME FACILITY ROADWAY FROM TO FUNCTIONAL PERSON TRIPS CLASS VPH ROADWAY TRANSIT TOTAL 1.6 0.44 BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRIN ART Class IV 16 26 11 37 NE 3rd Street NE 1st Street 8LD 13 21 9 30 NE 1st Street SE 1st Street 7 11 5 16 SE 16t Street SE 2nd Street 7 11 5 16 NE/SE 2 AVE NE 2nd Avenue NE 6th Street NE 3rd Street MIN ART 3L-1W 10 16 7 23 NE 3rd Street NE 1st Street 4 6 3 9 NE 1st Strad Fluter Street 4 6 3 9 Flegter Street SE 1 st Street 4 6 3 9 SE lst Street SE 2nd Street 4 6 3 9 NE/SE 1 AVE NE 1st Avenue NE 6th Street Flagg Street COLL 3L-1 W 7 11 5 16 Flegter Street SE 1st Street 7 11 5 16 SE 1st Street SE 2nd Street 7 11 5 16 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 24-1 W NE 4th Street Flagter Street 4 6 3 9 Flegter Street SE 2nd Street 4 6 3 9 CAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL CAPACITY 1.6 TRANSIT TOTAL CLASS PPV PAX PAX BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRIN ART Class IV 9,456 6,112 15,568 NE 3rd Street NE lst Street 8LD 9,456 7,592 17,046 NE 1st Street SE let Street 9,456 6,620 16,076 SE lst Street SE 2nd Street 9,456 3,660 13,116 NE/SE 2 AVE NE 2nd Avenue NE 6th Street NE 3rd Street MIN ART 3L-1 W 4,954 2,030 6,984 NE 3rd Street NE 1st Street 4,954 2,770 7,724 NE lst Street Flagter Street 4,954 1,992 6,946 Flagter Street SE lst Street 4,954 1,440 6,394 SE lst Street SE 2nd Street 4,954 2,756 7,710 NE/SE 1 AVE NE 1st Avenue NE 6th Street Flagter Street COLL 34-1 W 3,302 3,554 6,856 Ftagler Street SE 1st Street 3,302 3,554 6,856 SE 1st Street SE 2nd Street 3,302 1,974 5,276 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 2L-1 W 3,302 1,997 5,299 NE 4th Street Flagter Street 3,302 1,997 5,299 Ftegter Street SE 2nd Street 3,302 534 3,836 VOLUMEICAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL MAX CLASS ALLOWED V/C BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRIN ART Class 1V 1.50 NE 3rd Street NE 1st Street 8LD 1.50 NE 1st Street SE 1st Street 1.50 SE 1st Street SE 2nd Street 1.50 NE/SE 2 AVE NE 2nd Avenue NE fith Street NE 3rd Street MIN ART 3L-1 W 1.50 NE 3rd Street NE let Street 1.50 NE 1st Street Hagler Street 1.50 Ftagler Street SE lst Street 1.50 SE 1st Street SE 2nd Street 1.50 NE/SE 1 AVE NE 1st Avenue NE 6th Street Hagler Street COLL 3L-1 W 1.50 Flagter Street SE lst Street 1.50 SE lst Street SE 2nd Street 1.50 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 2L-1 W 1,50 NE 4th Street Ffagler Street 1.50 Ftagler Street SE 2nd Street 1.50 RELATED LOFTS II May 27. 2004 • TABLE D-3a YEAR 2009 WITH PROJECT VOLUME FACILITY ROADWAY FROM TO FUNCTIONAL PERSON TRIPS CLASS TOTAL NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 31-1 W 1,525 NE 1st Avenue Miami Avenue 21-1 W 1,619 NE 511-1 ST NE 5th Street Biscayne Blvd NE 2nd Avenue COLL 4L-1W 1,811 NE 2nd Avenue Miami Avenue 2L-1W 1,831 NE 1ST ST NE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 713 NE 2nd Avenue Miami Avenue 2L-1W 667 FLAGLER ST Flagier Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 2,112 NE 2nd Avenue Miami Avenue 1,985 SE 1ST ST SE 1st Street Biscayne BNd NE 2nd Avenue MIN ART 3L-1W 2,804 NE 2nd Avenue Miami Avenue 3,014 SE 2ND ST SE 2nd Street Biscayne BNd SE 3rd Avenue PRINC ART 51-1 W 4,104 SE 3rd Avenue SE 2nd Avenue 4L-1W 4,698 CAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL CAPACITY 1.6 TRANSIT TOTAL CLASS VPH PPV PAX PAX NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 3L-1W 3,096 4,954 2,880 7,834 NE 1st Avenue Miami Avenue 2L-1W 2,064 3,302 3,768 7,070 NE 5TH ST NE 5th Street Biscayne Blvd NE 2nd Avenue COLL • 4L-1W 4,128 6,605 2,880 9,485 NE 2nd Avenue Miami Avenue 2L-1 W 2,064 3,302 2,880 6,182 NE 1ST ST NE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 2,064 3,302 948 4,250 NE 2nd Avenue Miami Avenue 21,1 W 2,064 3,302 1,726 5,028 FLAGLER ST Flegler Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 2,064 3,302 3,528 6,830 NE 2nd Avenue Miami Avenue 2,064 3,302 3,528 6,830 SE 1ST ST SE let Street Biscayne Blvd NE 2nd Avenue MIN ART 3L-1 W 2,988 4,781 4,574 9,355 NE 2nd Avenue Miami Avenue 2,988 4,781 8,154 12,935 SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART 5L-1W 4,980 7,968 2,910 10,878 SE 3rd Avenue SE 2nd Avenue 4L-1 W 3,900 6,240 3,446 9,686 VOLUMEICAPACITY . FACILITY ROADWAY FROM TO FUNCTIONAL MAX CLASS ALLOWED vIC vrC NE 6TH ST NE 6th Street Biscayne Blvd NE 1st Avenue COLL 3L-1 W 0.19 1.50 NE 1st Avenue Miami Avenue 2L-1 W 0.23 1.50 NE 5TH ST NE 5th Street Biscayne Blvd NE 2nd Avenue COLL 4L-1 W 0.19 1.50 NE 2nd Avenue Miami Avenue 2L-1W 0.30 1.50 NE 1ST ST NE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1W 0.17 1.50 NE 2nd Avenue Miami Avenue 2L-1W 0.17 1.50 FLAGLER ST Ranter Street Biscayne Blvd NE 2nd Avenue MIN ART 2L-1 W 0.31 1.50 NE 2nd Avenue Miami Avenue 0.29 1.50 SE 1ST ST SE 1st Street Biscayne Blvd NE 2nd Avenue MIN ART 3L-1W 0.30 1.50 NE 2nd Avenue Miami Avenue 0,23 1.50 SE 2ND ST SE 2nd Street Biscayne Blvd SE 3rd Avenue PRINC ART 5L-1 W 0.38 1.50 SE 3rd Avenue SE 2nd Avenue 4L-1 W 0.49 1.50 RELATED LOFTS 11 May 27. 2004 TABLE D-3b YEAR 2009 WITH PROJECT VOLUME FACILITY ROADWAY FROM TO FUNCTIONAL. PERSON TRIPS CLASS TOTAL BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRtN ART Class IV 7,630 NE 3rd Street NE 1st Street 8LD 7,990 NE 1st Street SE 1st Street 7,859 SE lst Street SE 2nd Street - 5,942 NE/SE 2 AVE NE 2nd Avenue NE 6th Street NE 3rd Street MIN ART 31-1 W 2,041 NE 3rd Street NE 1st Street 2,036 NE la Street Flagler Street 1,909 Hagler Street SE let Street 1,888 SE 1st Street SE 2nd Street 2,045 NE/SE 1 AVE NE 1 et Avenue NE 6th Street Fleeter Street COLL 3L-1 W 2,876 Flegter Street SE 1st Street 2,857 SE 1st Street SE 2nd Street 2,556 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 2L-1W 1,552 NE 4th Street Flagler Street 1,604 Fleeter Street SE 2nd Street 3,007 CAPACITY FACILITY ROADWAY FROM TO FUNCTIONAL CAPACITY 1.6 TRANSIT TOTAL CLASS VPN PPV PAX PAX BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRIN ART Class IV 5,910 9,456 6,112 15,568 NE 3rd Street NE 1st Street 8LD 5,910 9,456 7,592 17,048 NE 1st Street SE 1st Street 5,910 9,456 6,620 16,076 SE let Street SE 2nd Street 5,910 9,456 3,660 13,116 NE/SE 2 AVE NE 2nd Avenue NE 6th Street NE 3rd Street MIN ART 3L-1 W 3,096 4,954 2,030 6,984 NE 3rd Street NE 1st Street 3,096 4,954 2,770 7,724 NE 1st Street Flegler Street 3,096 4,954 1,992 6,946 Flagler Street SE 1st Street 3,096 4,954 1,440 6,394 SE 1st Street SE 2nd Street 3,096 4,954 2,756 7,710 NE/SE 1 AVE NE 1st Avenue NE 6th Street Hagler Street COLL 3L-1 W 2,064 3,302 3,554 6,856 Ftagler Street SE 1st Street 2,064 3,302 3,554 6,856 SE 1st Street SE 2nd Street 2,064 3,302 1,974 5,276 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 2L-1 W 2,064 3,302 1,997 5,299 NE 4th Street Flagler Street 2,064 3,302 1,997 5,299 Flagler Street SE 2nd Street 2,064 3,302 534 3,636 VOLUMVGA PACITY FACILITY ROADWAY FROM TO FUNCTIONAL MAX CLASS ALLOWED V/C V/C BISCAYNE BLVD Biscayne Blvd NE 6th Street NE 3rd Street PRIN ART Class IV 0.49 1.50 NE 3rd Street NE 1st Street 8LD 0.47 1.50 NE 1st Street SE 1st Street 0.49 1.50 SE 1s1 Street SE 2nd Street 0.45 1.50 NE/SE 2 AVE NE 2nd Avenue NE 6th Street NE 3rd Street MIN ART 3L-1 W 0.29 1.50 NE 3rd Street NE 1st Street 0.26 1.50 NE let Street Flagler Street 0.27 1.50 Fleeter Street SE 1st Street 0.30 1.50 SE let Street SE 2nd Street 0.27 1.50 NE/SE 1 AVE NE 1st Avenue NE 6th Street Bugler Street COLL 3L-1W 0.42 1.50 Flegter Street SE 1st Street 0.42 1.50 SE 1st Street SE 2nd Street 0.48 1.50 MIAMI AVE Miami Avenue NE 6th Street NE 4th Street MIN ART 2L-1 W 0.29 1.50 NE 4th Street Hagler Street 0.30 1.50 Flagler Street SE 2nd Street 0.78 1.50 RELATED LOFTS it May 27. 2004 RAW DATA & CALCULATIONS o • • ❑ ❑ ❑ ❑ Z Z z zDDn o o a a m Ca co ©© Q M Opp p 000° 0 0 0 N H H I__ coci) co LWi." 66 I` C] t� © O O O O T ,,""" T °4 if) (0 0 © 0 � L") i ) - © 0 �-"" T O O CO OD C') T r N Y O o 0 0 rnMMv- 2222 T co c2 a a. a a ❑ co co la 0) a 0 0 0 0 ¢cticnerj" 0000 co iri cri it's (0 (0 (0 0 W o 0 0 0 a. rn p < • d` < ¢ T CO CD rn (() N 0) - C' O LLD ice- i— 0 M© �- 0 o O O CU r N O r T T ti r co co co LO CO 'Cr- 2 ¢ ¢ 2 Q0 to to to (-0 (0 I~ t7D I- 0_ coo T {nob cou~)<< u)cn<< cncn co co N N co co N N co c) N N o6 06 o2i 06 o2S oei o6 06 06 06 06 06 {y N T T N N T T N ('4 T v- W W W W WWWW WWWW ZZZZ ZZZZ ZZZZ ZZZZ ZZZZ ZZZZ m m CO CO CO CO m CO m m m al W W W W < Q cr v? Q ¢ t~i� (~i) N T N Cr) N r- N CY) W W W W W W W W ZZZZ ZZZZ W W • > F- F- • Q N N W W W W ZZZZ -J to c cco o 0 CO CD ti (s) CD CD 'zt M CD el J 7r' Ct H t,() to 0 t Li) t" LC) L � 0 2QQQQ00Lntn Oa f-.: Ca h- , C\i C7 ;-- 1- • BTWNNE2&3ST W W <<UDC') N <-- N Cr) W W W W ZZZZ W w (~n (n (Y) C7 N N oz3 oLS oZ; v- W W w w ZZZZ ZZZZ mmmCO W W <Q�� N t- N cr) W W W W ZZZZ o ` o � 2 IL) CD O CC; N ti 'ct' (D t• (Y) CLNZatZ a.000c3 0 0 0 0 ( MECHANICAL COUNTS • • PROJECT NAME: Traffic Data Collection Notice to Proceed : TIME 1st Y4 12:00AM 0 01:OO AM 0 02:00 AM 0 03:00 AM 0 04:00 AM 0 05:00 AM 0 06:00 AM 0 07:00 AM 0 08:00 AM 0 09:00 AM 0 10:00AM 0 11:00 AM 0 12:00 PM 0 01:00 PM 0 02:00 PM 0 03:00 PM 0 04:00 PM 0 05:00 PM 0 06:00 PM 0 07:00 PM 0 08:00 PM 0 09:00 PM 0 10:00 PM 0 11:00 PM 0 NORTHBOUND 2nd' 0 0 0 0 0 0 0 0 0 DAILY TRAFFIC COUNT NORTHBOUND A.M. Peak Hour, Time: AM. "K" Factor. A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: P.M. "D" Factor: BOTHWAY: NORTHBOUND A.M. A.M. A.M. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 Hour Total SUMMARY 3rd %4 4th % O 0 O 0 O 0 O 0 O 0 O 0 0 0 O 0 0 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 0 12:00 AM Volume ERR P.H.F. 0.0% 12:00 PM Volume ERR P.H.F. 0.0% LOCATION: COUNT DATE: NE2AVE BTWNNE2&3ST week of 5/17/04 SOUTHBOUND BOTHWAY TOTAL TIME lst Y4 2nd' 3rd' 4th % TOTAL TOTAL O 12:00 AM 13 5 9 5 32 32 O 01:00 AM 4 7 9 4 24 24 O 02:00 AM 4 3 4 5 16 16 O 03:00 AM 2 3 3 3 11 11 O 04:00 AM 4 3 5 5 17 17 O 05:00 AM 6 14 9 15 44 44 O 06:00 AM 19 27 44 44 134 134 O 07:00 AM 46 73 110 113 342 342 O 08:00 AM 120 156 163 183 622 622 O 09:00 AM 172 159 152 155 638 638 O 10:00 AM 101 113 103 112 429 429 O 11:00 AM 118 119 124 113 474 474 O 12:00 PM 117 121 109 88 435 435 O 01:00 PM 92 101 114 104 411 411 O 02:00 PM 127 65 97 93 382 382 O 03:00 PM 109 86 102 104 401 401 O 04:00 PM 94 76 91 99 360 360 O 05:00 PM 109 83 82 93 367 367 O 06:00 PM 89 77 88 62 316 316 O 07:00 PM 78 70 65 44 257 257 O 08:00 PM 45 67 46 58 216 216 O 09:00 PM 67 58 49 36 210 210 O 10:00 PM 37 29 21 23 110 110 O 11:00 PM 18 18 18 17 71 71 O 24 Hour Total 6,319 6,319 SOUTHBOUND O A.M. Peak Hour, Time: 08:30 AM Volume 677 ERR A.M. "K" Factor: 10.7% P.H.F.: 0.92 A.M. "D" Factor 100.0% O P.M. Peak Hour, Time: 01:15 PM Volume 446 ERR P.M. "K" Factor: 7.1% P.H.F.: 0.88 P.M. "D" Factor: 100.0% and SOUTHBOUND Peak Hour, Time: 08:30 AM "K" Factor 10.7% Hour "D" Factor: 100.0% P.M. Peak Hour, Time: P.M. "K" Factor P.M. Hour "D" Factor: 01:15 PM 7.1% 100.0% Volume: 677 P.H.F.: 0.92 Volume: 446 P.H.F.: 0.88 MECHANICAL COUNTS PROJECT NAME: Traffic ata Col Notice to Proceed TIME 1st% 12:OOAM 16 01.00 AM 2 02:00 AM 2 03:0O AM 0 04:00 AM 5 05:OO AM 10 06:00 AM 10 07:00 AM 78 08:00 AM 83 09:00 AM 92 10:00 AM 97 11:00AM 110 12:00 PM 120 01:00 PM 79 02:00PM 110 03:00 PM 115 04:00 PM 123 05:00 PM 169 06:00 PM 128 07:00 PM 78 08:00 PM 49 09:00 PM 66 10:00 PM 34 11:00 PM 34 0AILY TRAFFIC COUNT SU NORTHBOUND A.M. Peak Hour, Time: A.M. "K" Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor. P.M. "0" Factor: BOTHWAY: NORTHBOUND A.M. A.M. AM. NORTHBOUND LOCATION: COUNT DATE: N1=1 AVE BTWN NE 2 & 3 ST week of 5/17/04 SOUTHBOUND BOTHWAY 2nd' 3rd'/ 4th % TOTAL TIME 1st' 2nd % 3rd ! 4th % TOTAL TOTAL 2 5 5 28 12:00 AM 0 0 0 0 0 28 3 5 5 15 01:00AM 0 0 0 0 0 15 1 3 5 11 02:00 AM 0 0 0 0 0 11 4 4 2 10 03:00AM 0 0 0 0 0 10 2 4 8 19 04:00 AM 0 0 0 0 0 19 14 9 22 55 05:00 AM 0 0 0 0 0 55 39 43 61 153 06:00 AM 0 0 0 0 0 153 112 128 141 459 07:00 AM 0 0 0 0 0 459 93 86 103 365 08:00 AM 0 0 0 0 0 365 110 104 101 407 09:00 AM 0 0 0 0 0 407 92 110 99 398 10:00 AM 0 0 0 0 0 398 98 112 99 419 11:00 AM 0 0 0 0 0 419 139 122 133 514 12:00 PM 0 0 0 0 0 514 139 124 110 452 01:00 PM 0 0 0 0 0 452 117 114 126 467 02:00 PM 0 0 0 0 0 467 149 118 117 499 03:00 PM 0 0 0 0 0 499 132 139 133 527 04:00 PM 0 0 0 0 0 527 198 202 172 741 05:00 PM 0 0 0 0 0 741 126 107 96 457 06:00 PM 0 0 0 0 0 457 57 52 51 238 07:00 PM 0 0 0 0 0 238 49 45 65 208 08:00 PM 0 0 0 0 0 208 57 56 31 210 09:00 PM 0 . 0 0 0 0 210 20 22 25 101 10:00 PM 0 0 0 0 0 101 42 27 17 120 11:00 PM 0 0 0 0 0 120 24 Hour Total 6,873 24 Hour Total 0 6,873 MMARY 11:45 AM Volume 7.0% P.H.F.: 100.0°/0 05:00 PM Volume 10.8% P.H.F. : 100.0% SOUTHBOUND 480 A.M. Peak Hour, Time: 12:00 AM Volume 0 0.86 A.M. "K" Factor: ERR P.H.F.: ERR A.M. "D" Factor: 0.0% 741 P.M. Peak Hour, Time: 12:00 PM Volume0 0.92 P.M. "K" Factor: ERR P.H.F.: ERR P.M. "D" Factor: 0.0% and SOUTHBOUND Peak Hour, Time: 11:45 AM "K" Factor: 7.0% Hour "0" Factor: 100.0% P.M. Peak Hour, Time: P.M. "K' Factor: P.M. Hour "D" Factor: • 05:00 PM 10.8% 100.0% Volume: 480 P.H.F.: 0.86 Volume: 741 P.H.F.: 0.92 MECHANICAL COUNTS • • PROJECT NAME: Traffic Data Collection Notice to Proceed : EASTBOUND LOCATION: COUNT DATE: NE 2 ST BTWN NE 1 & 2 AVE week of 5/17/04 TIME 1st' 2nd' 3rd % 4th 34 TOTAL TIME 1st % 1200AM 5 4 1 4 14 12:00 AM 0 01:00 AM 4 1 0 1 6 01:00 AM 0 02:00 AM 3 0 2 4 9 02:00 AM 0 03:00 AM 0 0 2 3 5 03:00 AM 0 04:00 AM 1 1 3 3 8 04:00 AM 0 05:00 AM 1 3 1 2 7 05:00 AM 0 06:00 AM 4 9 9 25 47 06:00 AM 0 07:00 AM 40 58 47 71 216 07:00 AM 0 08:00 AM 76 92 87 106 361 08:00 AM 0 09:00 AM 112 111 104 105 432 09:00 AM 0 10:00 AM 101 112 107 129 449 10:00 AM 0 11:00 AM 106 106 97 92 401 11:00 AM 0 12:00 PM 89 92 114 102 397 12:00 PM 0 01:00 PM 76 105 101 84 366 01:00 PM 0 02:00 PM 72 90 80 78 320 02:00 PM 0 03:00 PM 76 93 101 97 367 03:00 PM 0 04:00 PM 66 58 84 69 277 04:00 PM 0 05:00 PM 54 79 85 64 282 05:00 PM 0 06:00 PM 44 46 48 43 181 06:00 PM 0 07:00 PM 35 45 30 27 137 07:00 PM 0 08:00 PM 25 6 19 13 63 08:00 PM 0 09:CO PM 12 19 24 15 70 09:00 PM 0 10:00 PM 25 10 10 8 53 10:00 PM 0 11:00 PM 16 16 9 4 45 11:00 PM 0 DAILY TRAFFIC COUNT EASTBOUND A.M. Peak Hour, Time: A.M. "IC' Factor: AM. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: P.M. "D" Factor: BOTHWAY: EASTBOUND A.M. AM. A.M. 24 Hour Total 4,513 SUMMARY 10:15 AM Volume 454 10.1% P.H.F.: 0.88 100.0% 12:00 PM Volume 397 8.8% P.H.F.: 0.87 100.0% and WESTBOUND Peak Hour, Time: 10:15 AM "K" Factor: 10.1 % Hour "D" Factor:: 100.0% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 12:00 PM 8.8% 100.0% WESTBOUND 2nd ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 WESTBOUND A.M. Peak Hour, Time: AM. "K" Factor A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor P.M. "D" Factor: Volume: 454 P.H.F.: 0.88 Volume: 397 P.H.F.: 0.87 24 Hour Total BOTHWAY 3rd' 4th 34 TOTAL TOTAL O 0 0 14 O 0 0 6 O 0 0 9 O 0 0 5 O 0 0 8 O 0 0 7 O 0 0 47 O 0 0 216 O 0 0 361 O 0 0 432 O 0 0 449 O 0 0 401 O 0 0 397 O 0 0 366 O 0 0 320 O 0 0 367 O 0 0 277 O 0 0 282 O 0 0 181 O 0 0 137 O 0 0 63 O 0 0 70 O 0 0 53 O 0 0 45 0 4,513 12:00 AM Volume 0 ERR P.H.E.: ERR 0.0% 12:00 PM Volume 0 ERR P.H.F.: ERR 0.0% MECHANICAL COUNTS PPOJECT NAME: Traffic Data Collection LOCATION: NE 3 ST BTWNNE1&2AVE Notice to Proceed : COUNT DATE: week of 5/17A4 EASTBOUND WESTBOUND BOTHWAY TIME 1st' 2nd Y 3rd' 4th % TOTAL TIME 1stY 2nd' 3rd % 4th Y4 TOTAL TOTAL 12:00 AM 0 0 0 0 0 12:00 AM 149 96 66 25 336 336 01:00 AM 0 . 0 0 0 0 01:00 AM 25 9 13 8 55 55 02:00 AM 0 0 0 0 0 02:00 AM 8 3 7 3 21 21 03:00 AM 0 0 0 0 0 03:00 AM 8 6 1 1 16 16 04:00 AM 0 0 0 0 0 04:00 AM 4 1 1 2 8 8 05:OD AM 0 0 0 0 0 05:00 AM 9 14 4 10 37 37 06:00 AM 0 0 0 0 0 06:00 AM 12 25 31 59 127 127 07:00 AM 0 0 0 0 0 07:00 AM 123 161 173 199 858 656 08:00 AM 0 0 0 0 0 08:00 AM 156 136 128 118 538 538 09:00 AM 0 0 0 0 0 09:00 AM 129 153 140 109 531 531 10:00 AM 0 0 0 0 0 10:00 AM 80 86 102 138 406 406 11:00 AM 0 0 0 0 0 11:00 AM 112 120 151 145 528 528 12:00 PM 0 0 0 0 0 12:00 PM 138 101 90 125 454 454 01:00 PM 0 0 0 0 0 01:00 PM 122 131 128 113 494 494 02:00 PM 0 0 0 0 0 02:00 PM 98 118 140 155 511 511 03:00 PM 0 0 0 0 0 03:00 PM 118 108 142 119 487 487 04:00 PM 0 0 0 0 0 04:00 PM 165 171 196 169 701 701 05:00 PM 0 0 0 0 0 05:00 PM 293 314 229 181 1,017 1,017 06:00 PM 0 0 0 0 0 06:00 PM 195 163 117 122 597 597 07:00 PM 0 0 0 0 0 07:00 PM 176 248 192 139 755 755 08:00 PM 0 0 0 0 0 08:00 PM 74 55 73 82 284 284 09:00 PM 0 0 0 0 0 09:00 PM 94 69 54 46 263 263 10:00 PM 0 0 0 0 0 10:00 PM 37 44 36 107 224 224 11:00 PM 0 0 0 0 0 11:00 PM 307 318 151 159 935 935 24 Hour Total 0 24 Hour Total 9,981 9,981 DAILY TRAFFIC COUNT SUMMARY EASTBOUND WESTBOUND AM. Peak Hour, Time: 12:00 AM Volume 0 A.M. Peak Hour, Time: 07:15 AM Volume 689 A.M. "K" Factor: ERR P.H.F.: ERR A.M. "K" Factor: 6.9% P.H.F.: 0.87 A.M. "D" Factor: 0.0% A.M. "D" Factor: 100.0% P.M. Peak Hour, Time: 12:00 PM Volume 0 P.M. Peak Hour, Time: 05:00 PM Volume 1,017 P.M. "K" Factor: ERR P.H.F.: ERR P.M. "K" Factor: 10.2% P.H.F.: 0.81 P.M. "D" Factor: 0.0% P.M. "D" Factor: 100.0% BOTHWAY: EASTBOUND and WESTBOUND A.M. Peak Hour, Time: 07:15 AM Volume: 689 A.M. "K" Factor: 6.9% P.H.F.: 0.87 A.M. Hour "D" Factor: 100.0% P.M. Peak Hour, Time: 05:00 PM Volume: 1,017 P.M. "K" Factor: 10.2% P.H.F.: 0.81 P.M. Hour "D" Factor: 100.0% • • RAW DATA NB EB SB WB LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 309 183 73 179 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE 0 592 164 103 157 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 77 392 0 0 0 0 0 0 0 0 197 204 AM NE 3RD STREET & NE 1ST AVENUE 87 325 0 0 0 0 0 0 0 0 307 300 PM NE 2ND STREET & NE 2ND AVENUE . 0 0 0 0 115 116 94 535 0 0 0 0 _ AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 153 190 42 294 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 609 299 20 122 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 309 291 27 193 0 PM FDOT SEASONAL FACTOR 0.99 AADT ADJUSTED DATA NB EB SB WB LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 306 181 72 177 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE 0 586 162 102 W 155 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 76 388 0 0 0 0 0 0 0 0 195 202 AM NE 3RD STREET & NE 1ST AVENUE 86 322 0 r 0 0 0 0 0 _ 0 0 304 297 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 114 115 93 530 0 0 0 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 151 188 42 291 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 _ 0 603 296 20 121 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 306 288 27 191 0 PM Related Lofts 11 May 27, 2004 EDOT 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 NE 2ND STREET & NE 1ST AVENUE 0 314 186 74 182 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE 0 601 167 105 159 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 78 398 0 0 0 0 0 0 0 0 200 207 - AM NE 3RD STREET & NE 1ST AVENUE 88 330 0 0 0 0 0 0 0 0 312 305 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 117 118 95 543 0 0 0 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 155 193 43 299 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 619 304 20 124 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 314 296 27 196 0 PM PHF NB EB SB WB LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE ERR 0.87 0.86 0.65 0.93 ERR ERR ERR ERR ERR ERR ERR AM NE 2ND STREET & NE 1ST AVENUE ERR 0.92 0.77 0.80 0.73 ERR ERR ERR ERR ERR ERR ERR PM NE 3RD STREET & NE 1ST AVENUE 0.66 0.81 ERR ERR ERR ERR ERR ERR ERR ERR 0.69 0.68 AM NE 3RD STREET & NE 1ST AVENUE 0.84 0.89 ERR ERR ERR ERR ERR ERR ERR ERR 0.98 0.81 PM NE 2ND STREET & NE 2ND AVENUE ERR ERR ERR ERR 0.76 0.78 0.90 0.88 ERR ERR ERR ERR AM NE 2ND STREET & NE 2ND AVENUE ERR ERR ERR ERR 0.89 0.77 0.88 0.85 ERR ERR ERR ERR PM NE 3RD STREET & NE 2ND AVENUE ERR ERR ERR _ ERR ERR ERR ERR 0.89 0.91 0.83 0.80 ERR AM NE 3RD STREET & NE 2ND AVENUE ERR ERR ERR ERR ERR ERR ERR 0.85 0.83 0.84 0.80 ERR PM Related Lofts 11 May 27, 2004 EXISTING AADT NB EB SB WB L LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 306 181 72 177 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE 0 586 162 102 155 0 0 0 w 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 76 388 0 0 0 0 0 0 0 0 195 202 AM NE 3RD STREET & NE 1ST AVENUE 86 322 0 0 0 0 0 0 0 0 304 297 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 114 115 93 530 0 0 0 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 151 188 42 291 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 603 296 20 121 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 . 0 0 306 .. 288 27 191 0 PM GROWTH FACTOR 1.02 _ _ FUTURE BACKGROUND MDT NB EB SB WB LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 312 185 74 181 0 0 0 0 0 0 . 0 AM NE 2ND STREET & NE 1ST AVENUE 0 598 166 104 159 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 78 396 0 0 0 0 0 0 0 _ 0 199 206 AM NE 3RD STREET & NE 1ST AVENUE 88 328 0 0 0 0 0 0 . 0 0 310 303 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 116 117 95 540 0 0 0 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 155 192 42 297 0 0 0 0 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 615 302 20 123 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 312 294 27 195 0 PM Related Lofts 11 May 27, 2004 • COMMITTED DEVELOPMENT TRAFFIC NB EB SB mm WB L LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 386 0 0 229 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE 0 765 0 0 232 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 0 386 0 w 0 0 0 0 0 0 0 61 20 AM NE 3RD STREET & NE 1ST AVENUE 0 765 0 0 0 0 0 0 0 0 107 34 PM NE 2ND STREET & NE 2ND AVENUE ' 0 0 0 J 0 72 0 19 475 0 0 0 0 AM ,. NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 85 0 72 584 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 431 0 19 81 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 527 0 84 141 0 PM FUTURE WITHOUT PROJECT NB EB SB WB LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 698 185 74 410 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE _ 0 1,363 166 104 390 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 78 782 0 0 0 0 0 0 0 0 259 226 AM NE 3RD STREET & NE 1ST AVENUE 88 1,093 0 0 0 0 0 0 0 0 417 337 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 188 117 114 1,015 0 0 0 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 240 192 114 881 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 _ 0 0 0 0 1,046 302 39 204 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 839 294 111 336 0 PM ,. _ Related Lofts 1I May 27, 2004 • PROJECT TRAFFIC NB EB SB WB LT T RT r LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 0 2 0 7 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE 0 0 7 0 26 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 0 0 0 0 0 0 0 0 0 0 35 10 AM NE 3RD STREET & NE 1ST AVENUE 0 0 0 0 0 0 0 0 0 0 21 6 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 10 8 0 0 0 0 0 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 6 4 0 0 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 0 3 0 4 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 0 10 0 17 0 PM FUTURE WITH PROJECT NB EB SB WB LT T RT LT T RT LT T RT LT T RT NE 2ND STREET & NE 1ST AVENUE 0 698 187 74 417 0 0 0 0 0 0 0 AM NE 2ND STREET & NE 1ST AVENUE 0 1,363 173 104 416 0 0 0 0 0 0 0 PM NE 3RD STREET & NE 1ST AVENUE 78 782 0 0 0 0 0 0 0 0 294 236 AM NE 3RD STREET & NE 1ST AVENUE 88 1,093 0 0 0 0 0 0 0 0 438 343 PM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 198 125 114 1,015 0 0 0 0 AM NE 2ND STREET & NE 2ND AVENUE 0 0 0 0 246 196 114 881 0 0 0 0 PM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 1,046 305 39 208 0 AM NE 3RD STREET & NE 2ND AVENUE 0 0 0 0 0 0 0 839 304 111 353 0 PM Related Lofts II May 27, 2004 • NE 2.ND STREET & NE 1ST AVENUE COMMITTED DEVELOPMENT TRAFFIC AM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL TNCR I DRI I98 198 0 198 37 37 0 37 235 INC 2 DRI 72 72 0 72 186 186 0 186 258 MIAMI CENTER 92 92 0 92 0 0 0 92 MIST 24 24 0 24 0 0 0 24 EVERGLADES 0 0 0 6 6 0 6 6 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 TOTAL 0 386 0 386 0 0 0 0 386 0 229 0 229 0 0 0 0 229 615 NE 2ND STREET & NE 1ST AVENUE COMMITTED DEVELOPMENT TRAFFIC PM PEAK FIR NB SR NS EH k 13 EW TOTAL LT T RT TOTAL LT T ET TOTAL TOTAL LT - T RT TOTAL LT T RT TOTAL TOTAL INCR 1 DRI 475 475 0 475 34 34 0 34 510 1001)2 DRI 173 173 0 173 173 173 0 173 346 IvlIAlvE CENTER 92 92 0 92 0 0 0 92 MIST 24 24 0 24 0 0 0 24 EVERGLADES 0 0 0 24 24 0 24 24 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 765 0 765 0 0 0 0 765 0 232 0 232 0 0 0 0 232 996 NE 3RD STREET & NE 1ST AVENUE COMMITTED DEVELOPMENT TRAFFIC AM PEAK HR NB SB NS EB W13 EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL NCR 1 DRI 198 I98 0 198 0 22 22 22 220 INC 2 DRI 72 72 0 72 0 14 I4 1a 87 MIAMI CENTER 92 92 0 92 0 0 0 92 MIST 24 24 0 24 0 0 0 24 EVERGLADES 0 0 0 0 24 20 44 44 44 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 386 0 386 0 0 0 0 386 0 0 0 0 0 61 20 81 81 467 • • NE 3RD STREET & NE 1ST AVENUE CCMM1TTED DEVELOPMENT TRAFFIC PM PEAK BR NB 5B NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL INCR 1 DRI 475 475 0 475 0 47 47 47 523 INC 2 DM 173 173 0 173 0 31 31 31 204 MIAMI CENTER 92 92 0 92 0 0 0 92 MIST 24 24 0 24 0 0 0 24 EVERGLADES 0 0 0 0 29 34 63 63 63 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 TOTAL 0 765 0 765 0 0 0 0 765 0 0 0 0 0 107 34 141 141 906 NE 2ND STREET & NE 2ND AVENUE CONMTTED DEVELOPMENT TRAFFIC AM PEAK FIR NB 5B NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL INCR 1 DRI 0 225 225 225 37 37 0 37 262 INC 2 DRI 0 125 125 125 29 29 0 29 154 MIAMI CENTER 0 92 92 92 0 0 0 92 MIST 0 24 24 24 0 0 0 24 EVERGLADES 0 19 8 27 27 6 6 0 6 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 a o 0 0 0 TOTAL 0 0 0 0 19 475 0 494 494 0 72 0 72 0 0 0 0 72 565 NE 2ND STREET & NE 2ND AVENUE COMMITTED DEVELOPMENT TRAFFIC PM PEAK HE NB 5B NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT ' T RT TOTAL LT T RT TOTAL TOTAL NCR 1 DRI 0 272 272 272 34 34 0 34 306 INC 2 DRI 0 151 151 151 27 27 0 27 178 MiAMI CENTER 0 92 92 92 0 0 0 92 MIST 0 24 24 24 0 0 0 24 EVERGLADES 0 72 45 117 11? 24 24 0 24 141 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 4 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 72 584 0 656 656 0 85 0 85 0 0 0 0 85 742 • NE 3RD STREET & NE 2ND AVENUE CO10 flTTE.D DEVELOPMENT TRAFFIC AM PEAK E1R NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL INCR 1 DRI 0 205 205 205 0 22 22 22 227 INC 2 DRI 0 101 101 101 0 14 14 14 116 MTAMI CENTER 0 92 92 92 0 0 0 92 MIST 0 24 24 24 0 0 0 24 EVERGLADES 0 9 9 9 6 19 44 63 63 72 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 6 0 0 0 0 TOTAL 0 0 0 0 0 431 0 431 431 0 0 0 0 19 81 a 100 100 530 NE 3RD STREET & NE 2ND AVENGE COM.vIITTED DEVELOPMENT TRAFFIC PM PEAK HR NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL INCR 1 DPI 0 253 Z53 253 0 47 47 47 300 INC 2 DRI 0 125 125 125 0 31 31 31 156 MIAMI CENTER 0 92 92 92 0 0 0 92 MIST 0 24 24 24 0 0 0 24 EVERGLADES 0 33 33 33 0 84 63 147 147 180 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 a o a o 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 o a o O 0 0 0 o a 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 527 0 527 527 0 0 0 0 84 141 0 225 225 752 • TIMING DATA FOR 2305 NE 2 AVE & 2 ST PAT OF SW F Y EW F Y 2 M 44 33 6 4 37 6 4 3 M 36 42 6 4 28 6 4 5 M 46 34 6 4 36 6 4 6 M 54 40 6 4 40 6 4 7 T 0 20 6 4 20 6 4 8 T 41 48 6 4 22 6 4 9 T 46 34 6 4 36 6 4 10 T 46 34 6 4 36 6 4 11 T 56 32 6 4 48 6 4 12 T 39 32 6 4 38 6 4 13 T 44 20 6 4 20 6 4 14 T 46 34 6 4 36 6 4 15 M 62 60 6 4 20 6 4 16 M 46 62 6 4 28 6 4 17 M 22 14 6 4 26 6 4 23 T 44 20 6 4 20 6 4 24 T 44 20 6 4 20 6 4 MIN: 7 6 7 6 TIMING DATA FOR 2306 NE 1 AVE & 2 ST PAT OF NW F Y EW F Y 2 M 64 31 6 4 39 6 4 3 M 52 46 6 4 24 6 4 5 M 70 45 6 4 25 6 4 6 M 69 60 6 4 20 6 4 7 T 48 20 6 4 20 6 4 8 T 48 38 6 4 32 6 4 9 T 70 45 6 4 25 6 4 10 T 70 29 6 4 41 6 4 11 T 56 41 6 4 39 6 4 12 T 52 36 6 4 34 6 4 13 T 56 18 6 4 22 6 4 14 T 70 29 6 4 41 6 4 15 M 69 60 6 4 20 6 4 16 M 48 48 6 4 42 6 4 17 M 56 18 6 4 22 6 4 23 T 56 18 6 4 22 6 4 24 T 56 18 6 4 22 6 4 MIN: 7 6 7 6 TIMING DATA FOR 2309 NE 2 AVE & 3 ST PAT OF SW F Y WW F Y 2 M 26 47 2 4 27 6 4 3 M 32 39 2 4 35 6 4 5 M 39 38 5 4 33 6 4 6 M 50 69 2 4 15 6 4 7 T 29 32 5 4 9 6 4 8 T 31 49 5 4 22 6 4 9 T 39 38 5 4 33 6 4 10 T 39 38 5 4 33 6 4 11 T 47 35 5 4 46 6 4 12 T 28 56 5 4 15 6 4 13 T 36 21 5 4 20 6 4 14 T 39 41 2 4 33 6 4 Page 1 (SEC: 25 TYPE: NA) S Y M CYC 900 B PARADE I 90GRAND PRIX M 9OMID--DAY M1 0 1000 B PARADE 0 60PRE AM M2 0/ 90AM PEAK M1 1 90MID-DAY M1 0 9OMID-DAY M1 0 100PM PEAK M1 0 90POST PM M2 0 60NITE 0/1 9OSATURDAY MID 100MIAMI ARENA 110PM PEAK M1 0 6ONE 2 AVE HIG 6 6OLATE NIGHT 3 6 60RECALL TEST (SEC: 25 TYPE: NA) S Y M CYC 900 B PARADE I 90GRAND PRIX M 90MID-DAY M1 0 1000 B PARADE 0 60PRE AM M2 0/ 90AM PEAK M1 1 90MID--DAY M1 0 90MID-DAY M1 0 100PM PEAK M1 0 90POST PM M2 0 60NITE 0/1 9OSATURDAY MID 100MIAMI ARENA 110PM PEAK M1 0 60NE 2 AVE HIG 6 60LATE NIGHT 3 6 60RECALL TEST (SEC: 25 TYPE: NA) S Y M CYC 900 B PARADE I 90GRAND PRIX M 90MID-DAY MI 0 1000 B PARADE 0 60PRE AM M2 0/ 90AM PEAK M1 1 90MID-DAY M1 0 90MID-DAY M1 0 100PM PEAK M1 0 90POST PM M2 0 6ONITE 0/1 90SATITRDAY MID 5 RIVAL TIM1N(S.txt • • • 15 M 54 69 2 4 15 16 M 32 65 2 4 29 17 M 19 23 2 4 21 23 T 34 32 5 4 9 24 T 34 32 5 4 9 MIN: 7 5 7 6 6 6 6 6 6 TIMING DATA FOR 2310 NE PAT OF NW F Y WW F 2 M 62 31 6 4 39 6 3 M 56 35 6 4 35 6 5 M 78 46 6 4 24 6 6 M 73 60 6 4 20 6 7 T 54 26 6 4 14 6 8 T 54 40 6 4 30 6 9 T 78 46 6 4 24 6 10 T 58 40 6 4 30 6 11 T 49 53 6 4 27 6 12 T 56 40 6 4 30 6 13 T O 16 6 4 24 6 14 T 58 46 6 4 24 6 15 M 73 60 6 4 20 6 16 M 56 48 6 4 42 6 17 M 0 16 6 4 24 6 23 T 0 16 6 4 24 6 24 T O 16 6 4 24 6 MIN: 7 6 7 6 4 4 4 4 4 1 AVE & 3 ST Y 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 (SEC: 25 TYPE: S Y TIMING PATTERNS FOR SECTION 25 ## TYP CYC DESCRIPTION 1 NOT USED 2 M 90 0 B PARADE IN M1 0/1 3 M 90 GRAND PRIX M2 0/2 4 NOT USED 5 M 90 MID -DAY M1 0/1 6 M 100 0 B PARADE OUT M1 0/1 7 T 60 PRE AM M2 0/1 8 T 90 AM PEAK M1 1/1 9 T 90 MID -DAY M1 0/1 10 T 90 MID -DAY M1 0/1 11 T 100 PM PEAK M1 0/1 12 T 90 POST PM M2 0/1 DAY NUMBERS: 1 - SUNDAY 2 - MONDAY 3 - TUESDAY 4 - WEDNESDAY 5 - THURSDAY 6 - FRIDAY 7 - SATURDAY 100MIAMI ARENA 110PM PEAK M1 0 60NE 2 AVE HIG 6 60LATE NIGHT 3 6 60RECALL TEST NA) M CYC 900 B PARADE I 90GRAND PRIX M 90MID--DAY M1 0 1000 B PARADE 0 60PRE AM M2 0/ 90AM PEAK M1 1 90MID-DAY M1 0 90MID-DAY MI 0 100PM PEAK M1 0 90POST PM M2 0 60NITE 0/1, 90SATURDAY MID 100MIAMI ARENA 110PM PEAK M1 0 60NE 2 AVE HIG 6 60LATE NIGHT 3 6 60RECALL TEST # TYP CYC DESCRIPTION 13 T 60 NITE 0/1 14 T 90 SATURDAY MID -DAY M1 0/1 15 M 100 MIAMI ARENA OUT -NIGHT 16 M 110 PM PEAK M1 0/1 17 M 60 NE 2 AVE HIGH SPEED M2 0 18 NOT USED 19 NOT USED 20 NOT USED 21 NOT USED 22 NOT USED 23 T 60 LATE NIGHT 37/1 24 T 60 RECALL TEST Page 2 SIGNAL T1M1NGS . tXt • 8 - HOLIDAY 9 - MONDAY 10 - TUESDAY 11 - WEDNESDAY 12 - THURSDAY 13 -- FRIDAY TIME PATTERN CYCLE 0 23 60 600 13 60 630 7 60 720 8 90 930 9 90 1130 10 90 1345 9 90 1545 11 100 1800 12 90 1900 13 60 2300 23 60 (NO SCHOOL) (NO SCHOOL) (NO SCHOOL) (NO SCHOOL) (NO SCHOOL) DESCRIPTION - SECTION LATE NIGHT 37/1 NITE 0/1 PRE AM M2 0/1 AM PEAK M1 1/1 MID -DAY M1 0/1 MID -DAY M1 0/1 MID -DAY M1 0/1 PM PEAK M1 0/1 POST PM M2 0/1 NITE 0/1 LATE NIGHT 37/1 25 PATTERN SCHEDULE FOR DAY If 4 SECTION 25 TIMING DATA FOR TOD PATTERN 8 90 AM PEAK M1"1/1 CN # OFF 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 S Y M LOCATION 3337 8 48 6 4 22 6 4 3336 68 50 6 4 20 6 4 3335 58 46 6 4 24 6 4 2319 16 48 6 4 22 6 4 2320 80 30 6 4 40 6 4 2321 66 38 6 4 32 6 4 2313 24 48 6 4 22 6 4 2309 31 49 5 4 22 6 4 2310 54 40 6 4 30 6 4 2311 0 42 6 4 28 6 4 2305 41 48 6 4 22 6 4 2306 48 38 6 4 32 6 4 2307 58 50 6 4 20 6 4 2297 47 50 4 4 22 6 4 2298 42 39 4 4 33 6 4 2299 68 48 4 4 24 6 4 2188 24 39 4 4 33 6 4 2189 2 30 2 4 2 7 10 25 6 4 CN # OFF 1 2 3 4 5 6 7 8 9 10 11 2148 74 70 1 4 2 5 2 4 2 2190 75 27 2 4 2 4 10 31 6 4 2149 49 68 4 2 7 9 2191 9 38 2 4 2" 7 7 20 6 4 2212 20 43 5 4 28 6 4 3474 80 65 1 4 2 7 11 2213 5 37 2 4 2 7 10 18 6 4 2167 2 66 1 4 2 7 10 2214 42 30 2 4 1 4 10 29 6 4 2168 78 65 1 4 2 5 2 9 2 2215 30 28 2 4 1 4 13 28 6 4 Page 3 10 1 12 13 14 15 16 S Y M 10 1 10 1 10 1 10 1 10 1 NE 2 AVE & 6 NE 1 AVE & 6 N MIAMI AVE NE 2 AVE & 5 NE 1 AVE & 5 N MIAMI AVE NE 2 AVE & 4 NE 2 AVE & 3 NE 1 AVE & 3 N MIAMI AVE NE 2 AVE & 2 NE 1 AVE & 2 N MIAMI AVE NE 2 AVE & 1 NE 1 AVE & 1 N MIAMI AVE E FLAGLER ST E FLAGLER & LOCATION E FLAGLER ST E FLAGLER ST E FLAGLER /M FLAGLER ST & SE 3 AVE & 1 SE 1 ST / 2 SE 2 AVE & 1 SE 1 ST / 1 SE 1 AVE & 1 SE 1 ST / MI N MIAMI AVE SIGNAL iIM!NGS.txt 2227 17 50 6 4 20 6 4 2228 25 39 5 4 34 4 4 3507 29 43 1 4 38 4 4797 0 40 1 4 1 8 4 1 8 4 1 SECTION 25 TIMING DATA FOR TOD PATTERN 11 100 PM PEAK M1 0/1 SE 1 AVE & 2 S MIAMI AVE S MIAMI AVE 7 SE 4 ST @ 50 CN # OFF 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 S Y M LOCATION 3337 23 40 6 4 40 6 4 NE 2 AVE & 6 3336 44 50 6 4 30 6 4 NE 1 AVE & 6 3335 56 30 6 4 50 6 4 N MIAMI AVE 2319 32 33 6 4 47 6 4 NE 2 AVE & 5 2320 68 40 6 4 40 6 4 NE 1 AVE & 5 2321 58 34 6 4 46 6 4 N MIAMI AVE 2313 38 36 6 4 44 6 4 NE 2 AVE & 4 2309 47 35 5 4 46 6 4 NE 2 AVE & 3 2310 49 53 6 4 27 6 4 NE 1 AVE & 3 2311 64 34 6 4 46 6 4 N MIAMI AVE 2305 56 32 6 4 48 6 4 NE 2 AVE & 2 2306 56 41 6 4 39 6 4 NE 1 AVE & 2 2307 65 38 6 4 42 6 4 N MIAMI AVE 2297 65 43 4 4 39 6 4 NE 2 AVE & 1 2298 59 51 4 4 31 6 4 NE 1 AVE & 1 2299 72 43 4 4 39 6 4 N MIAMI AVE 2188 26 52 4 4 30 6 4 E FLAGLER ST 2189 96 35 2 4 2 7 10 30 6 4 10 1 E FLAGLER & CN # OFF 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 S Y M LOCATION 2148 74 80 1 4 2 5 2 4 2 E FLAGLER ST 2190 90 41 2 4 2 4 10 27 6 4 10 1 E FLAGLER ST 2149 68 78 4 2 7 9 EFLAGLER /M 2191 8 48 2 4 2 7 7 20 6 4 10 1 FLAGLER ST & 2212 24 53 5 4 28 6 4 SE 3 AVE & 1 3474 74 75 1 4 2 7 11 SE 1 ST / 2 2213 98 34 2 4 2 7 10 31 6 4 10 1 SE 2 AVE & 1 2167 88 76 1 4 2 7 10 SE 1 ST / 1 2214 52 31 2 4 1 4 10 38 6 4 10 1 SE 1 AVE & 1 2168 77 75 1 4 2 5 2 9 2 SE 1 ST / MI 2215 32 23 2 4 1 4 13 43 6 4 10 1 S MIAMI AVE 2227 82 35 6 4 45 6 4 SE 1 AVE & 2 2228 30 24 5 4 59 4 4 5 MIAMI AVE 3507 36 28 1 4 63 4 S MIAMI AVE 4797 0 40 1 4 1 8 4 1 8 4 1 7 SE 4 ST @ 50 TIMING DATA FOR 2304 US 1 & NE 2 ST (SEC: 2 TYPE: NA) PAT OF NSW F Y Y EWW F Y Y S Y M CYC 2 M 42 50 4 4 4 12 8 4 4 900 B PARADE I 3 M 44 56 4 4 4 6 8 4 4 90GRAND PRIM 1 4 M 18 65 4 4 4 7 8 4 4 1000 B PARADE O 5 T 44 55 4 4 4 17 8 4 4 100MID-DAY {M & 6 T 76 62 4 4 4 10 8 4 4 100PM PEAK (M & 8 T 44 52 4 4 4 20 8 4 4 100AM PEAK 9 T 44 48 4 4 4 14 8 4 4 90AVERAGE Page 4 J 1, l7 MAAJ 1 111.1.1V 17.7 . LX L 11 T 76 12 T 41 14 M 76 15 M 76 17 T 44 18 T 44 20 T 44 22 T 44 23 T 44 24 T 44 MIN: 58 48 52 52 52 48 56 56 56 56 7 4 4 4 14 8 4 4 4 4 4 14 8 4 4 4 4 4 20 8 4 4 4 4 4 20 8 4 4 4 4 4 20 8 4 4 4 4 4 14 8 4 4 4 4 4 6 8 4 4 4 4 4 6 8 4 4 4 4 4 6 8 4 4 4 4 4 6 8 4 4 4 6 8 TIMING PATTERNS FOR SECTION 2 # TYP CYC DESCRIPTION 1 NOT USED 2 M 90 O B PARADE IN 3 M 90 GRAND PRIX 1/0 4 M 100 O B PARADE OUT 5 T 100 MID -DAY (M & F) 6 T 100 PM PEAK {M & F) 7 NOT USED 8 T 100 AM PEAK 9 T 90 AVERAGE 10 NOT USED 11 T 100 PM PEAK 12 T 90 POST PM PEAK SECTION CN # OFF 100PM PEAK 90POST PM PEAK 100 ARENA IN 100 ARENA OUT 100MID-DAY 90BAYSIDE EXIT 90EARLY NITE 2 6 90NITE 6/0 6 90LATE NITE 7/ 6 90RECALL TEST ## TYP CYC DESCRIPTION 13 NOT USED 14 M 100 ARENA IN 15 M 100 ARENA OUT 16 NOT USED 17 T 100 MID -DAY 18 T 90 BAYSIDE EXIT 19 NOT USED 20 T 90 EARLY NITE 2/0 21 NOT USED 22 T 90 NITE 6/0 23 T 90 LATE NITE 7/0 24 T 90 RECALL TEST 2 TIMING DATA FOR TOD PATTERN 8 100 AM PEAK 1 2 3 4 5 6 5986 56 41 1 3241 36 40 6 5268 56 53 1 2318 24 35 7 2312 14 55 4 2308 34 62 4 2304 44 52 4 2296 48 63 4 2187 56 59 7 2211 68 47 10 3493 52 62 1 2224 66 57 4 SECTION 7 8 9 10 11 12 13 14 15 16 S Y M LOCATION 4 1 7 21 7 4 1 10 3 4 1 10 4 1 7 15 5 4 3 4 2 10 4 6 15 4 1 0 0 0 4 16 4 7 12 11 4 4 4 16 9 4 4 4 17 9 4 4 4 20 8 4 4 4 17 8 4 4 17 9 4 4 4 17 10 4 4 4 2 19 7 4 1 4 2 20 7 4 2 2 TIMING DATA FOR TOD PATTERN 11 100 PM PEAK CN # OFF 1 2 3 4 5 6 5986 78 41 1 4 3241 28 35 6 4 5268 78 58 1 4 2318 25 35 7 4 2312 20 61 4 4 2308 74 72 4 4 8 US1 & NE 8 S US1 &NE 6ST BAYSIDE & PO US 1&NE 5ST US 1 & NE 4 US 1 & NE 3 US 1 & NE 2 US 1 (SB) & US 1 & E FLA US 1 & SE 1 US 1 & CHOP' US 1 & SE 2 7 8 9 10 11 12 13 14 15 16 S Y M LOCATION 1 7 21 7 4 1 5 4 1 7 2 10 4 6 10 16 4 7 12 11 4 10 9 4 4 7 9 4 1 10 15 15 4 1 4 3 4 3 0 0 0 Page 5 8 US1 & NE 8 S US1 &NE 6ST BAYSIDE & PO US 1&NE 5ST US 1 & NE 4 US 1 & NE 3 ..�..4VLYriL 111.11!. ). L tL • • 2304 2296 2187 2211 3493 2224 76 58 82 73 87 59 87 48 86 64 95 67 4 4 4 14 8 4 4 4 4 7 8 4 7 4 17 9 4 10 4 4 16 10 4 4 1 4 2 17 7 4 1 4 4 2 10 7 4 2 TIMING DATA FOR 2308 US PAT OF NSW F Y WW F 2 M 25 62 4 4 7 9 3 M 48 21 4 4 48 9 4 M 22 72 4 4 7 9 5 T 40 62 4 4 17 9 6 T 74 66 4 4 13 9 8 T 34 62 4 4 17 9 9 T 40 62 4 4 7 9 11 T 74 72 4 4 7 9 12 T 38 62 4 4 7 9 14 M 74 56 4 4 23 9 15 M 74 56 4 4 23 9 17 T 40 62 4 4 17 9 18 T 40 62 4 4 7 9 20 T 48 62 4 4 7 9 22 T 48 62 4 4 7 9 23 T 48 62 4 4 7 9 24 T 48 62 4 4 7 9 MIN: 21 4 7 9 1 & NE 3 ST Y 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 TIMING DATA FOR 2312 US 1 PAT OF NSW F Y Y EW F 2 M 9 53 4 4 4 8 9 3 M 10 55 4 4 4 6 9 4 M 26 65 4 4 4 6 9 5 T 4 54 4 4 4 17 9 6 T 20 61 4 4 4 7 9 8 .T 14 55 4 4 4 16 9 9 T 14 45 4 4 4 16 9 11 T 20 61 4 4 4 10 9 12 T 2 55 4 4 4 6 9 14 M 15 56 4 4 4 7 9 15 M 15 56 4 4 4 7 9 17 T 4 51 4 4 4 20 9 18 T 8 55 4 4 4 6 9 20 T 10 55 4 4 4 6 9 22 T 10 55 4 4 4 6 9 23 T 10 55 4 4 4 6 9 24 T 10 55 4 4 4 6 9 MIN: 7 4 6 9 & NE 4 ST G Y 4 4 4 4 4 4 4 4 7 4 4 4 4 4 4 4 4 4 12 4 12 4 4 4 4 4 4 4 4 4 4 4 4 4 (SEC: 2 TYPE: S Y (SEC: 2 TYPE: S Y TIMING DATA FOR 2318 US 1&NE 5ST EB-PORT BL (SEC: PAT OF NSW F Y SL Y EW F G Y 2 M 21 46 7 4 5 4 7 12 1 4 3 M 16 34 7 4 5 4 7 12 13 4 4 M 30 56 7 4 5 4 7 12 1 4 5 T 10 34 7 4 17 4 7 12 11 4 6 T 25 35 7 4 16 4 7 12 11 4 Page 6 US 1 & NE 2 US 1 (SB) & US 1 & E FLA US 1 & SE 1 US 1 & CHOPI US 1 & SE 2 NA) M CYC 900 B PARADE I 90GRAND PRIX 1 1000 B PARADE 0 100MID-DAY (M & 100PM PEAK (M & 100AM PEAK 9 OAVERAGE 100PM PEAK 90POST PM PEAK 100 ARENA IN 100 ARENA OUT 100MID-DAY 90BAYSIDE EXIT 90EARLY NITE 2 6 90NITE 6/0 6 90LATE NITE 7/ 6 90RECALL TEST NA) M CYC 900 B PARADE I 90GRAND PRIX 1 1000 B PARADE 0 100MID-DAY (M & 100PM PEAK (M & 100AM PEAK 90AVERAGE 100PM PEAK 90POST PM PEAK 100 ARENA IN 100 ARENA OUT 100MID-DAY 90BAYSIDE EXIT 90EARLY NITE 2 90NITE 6/0 90LATE NITE 7/ 90RECALL TEST 2 TYPE: SA) S Y M CYC 900 B PARADE 90GRAND PRIX 1000 B PARADE 100MID-DAY (M 100PM PEAK (M I 1 O J,tUM-5..j J.11.all`i t��. LML 8 T 24 35 7 4 16 4 7 12 11 4 100AM PEAK 9 T 20 37 7 4 14 4 7 12 1 4 90AVERAGE 11 T 25 35 7 4 16 4 7 12 11 4 100PM PEAK 12 T 10 37 7 4 9 4 7 12 6 4 90POST PM PEAK 14 M 15 35 7 4 16 4 7 12 11 4 100 ARENA IN 15 M 15 35 7 4 16 4 7 12 11 4 100 ARENA OUT 17 T 10 34 7 4 17 4 7 12 11 4 100MID-DAY 18 T 14 38 7 4 9 4 7 12 5 4 90BAYSIDE EXIT 20 T 16 46 7 4 5 4 7 12 1 4 90F;ARLY NITE 2 22 T 16 35 7 4 16 4 7 12 1 4 90NITE 6/0 23 T 16 46 7 4 5 4 7 12 1 4 90LATE NITE 7/ 24 T 16 46 7 4 5 4 7 12 1 4 90RECALL TEST MIN: 30 7 5 12 1 TIMING DATA FOR 3241 US1 &NE 6ST WB-PORT BL (SEC: 2 TYPE: SA) PAT OF NSW F Y R NL Y R WW F G Y R S Y M CYC 2 M 15 35 6 4 1 6 4 1 7 15 4 4 3 900 B PARADE I 3 M 16 35 6 4 1 5 4 1 7 15 5 4 3 90GRAND PRIX 1 4 M 44 45 6 4 1 6 4 1 7 15 4 4 3 1000 B PARADE O 5 T 14 42 6 4 1 10 4 1 7 15 3 4 3 100MID-DAY (M & 6 T 26 37 6 4 1 5 4 1 7 15 13 4 3 100PM PEAK (M & 8 T 36 40 6 4 1 10 4 1 7 15 5 4 3 100AM PEAK 9 T 16 39 6 4 1 5 4 1 7 15 1 4 3 90AVERAGE 11 T 28 35 6 4 1 5 4 1 7 15 15 4 3 100PM PEAK 12 T 12 35 6 4 1 5 4 1 7 15 5 4 3 90POST PM PEAK 14 M 16 35 6 4 1 5 1 4 7 15 15 4 3 100 ARENA IN 15 M 16 35 6 4 1 5 4 1 7 15 15 4 3 100 ARENA OUT 17 T 16 40 6 4 1 10 4 1 7 15 5 4 3 100MID-DAY 18 T 16 35 6 4 1 5 4 1 7 15 5 4 3 90BAYSIDE EXIT 20 T 8 39 6 4 1 5 4 1 7 15 1 4 3 90EARLY NITS 2 22 T 8 39 6 4 1 5 4 1 7 15 1 4 3 90NITE 6/0 23 T 8 39 6 4 1 5 4 1 7 15 1 4 3 90LATE NITE 7/ 24 T 8 38 6 4 1 6 4 1 7 15 1 4 3 90RECALL TEST MIN: 30 6 5 15 1 TIMING DATA FOR 5986 US1 & NE 8 ST PAT OF NSG G Y R EWW F G Y R SL Y 2 M 85 31 1 4 1 7 21 7 4 1 10 3 3 M 49 31 1 4 1 7 21 7 4 1 10 3 4 M 4 41 1 4 1 7 21 7 4 1 10 3 5 T 46 41 1 4 1 7 21 7 4 1 10 3 6 T 78 41 1 4 1 7 21 7 4 1 10 3 8 T 56 41 1 4 1 7 21 7 4 1 10 3 9 T 65 31 1 4 1 7 21 7 4 1 10 3 11 T 78 41 1 4 1 7 21 7 4 1 10 3 12 T 65 31 1 4 1 7 21 7 4 1 10 3 14 M 68 41 1 4 1 7 21 7 4 1 10 3 15 M 68 41 1 4 1 7 21 7 4 1 10 3 17 T 56 41 1 4 1 7 21 7 4 1 10 3 18 T 70 31 1 4 1 7 21 7 4 1 10 3 20 T 70 31 1 4 1 7 21 7 4 1 10 3 22 T 80 31 1 4 1 7 21 7 4 1 10 3 23 T 80 31 1 4 1 7 21 7 4 1 10 3 24 T 80 31 1 4 1 7 21 7 4 1 10 3 Page 7 (SEC: 2 TYPE: SA) S Y M CYC 900 B PARADE I 90GRAND PRIX 1 1000 B PARADE 0 100MID--DAY (M & 100PM PEAK (M & 100AM PEAK 90AVERAGE 100PM PEAK 90POST PM PEAK 100 ARENA IN 100 ARENA OUT 100MID-DAY 90BAYSIDE EXIT 90EARLY NITE 2 90NITE 6/0 90LATE NITE 7/ 90RECALL TEST PARKING NE 3RD STREET rrT Q -' NE 2ND STREET ttAt PARKING PARKING NTS ARTPLAN 2002 Conceptual Planning Analysis Description/File Information Filename AP_RELATE D PM.xml Date Prepared 5/28/2004 Program ARTPLAN Version 5.1.1 Analyst J. AHLSTEDT Agency Arterial Name BISCAYNE BLVD Begin Intersection Study Period Kp/d Peak Direction Northbound District End Intersection User Notes RELATED LOFTS II PM PEAK Roadway Variables Facility Data Traffic Variables Control Variables Multimodal Variables .............................. Paved Area Type Urbanized AADT 34000 Arrival Type 4 Shoulder/Bike Lane No Posted Speed 4 30 D 0.092 Signals/Mile 0.67 Cycle Length 8.00 Outside Lane Width 100 Pavement Condition Typical Typical # Thru ugh Through Lanes 8 PHF 0.925 hr 0.61 Sidewalk Yes Median Type Left Turn Lanes Restrictive Yes % Turns Excl. Lanes % Heavy Vehicles Base Sat Flow Rate Local Adj. Factor Adjusted Sat Flow Rate 12 1.5 1900 0.9 1 685 Control Type Semiactuated Sidewalk/Roadway Separation Sidewalk/ Roadway Protective Barrier Obstacle to Bus Stop Bus Freq Bus Span Of Service Typical No No 1 15 Segment # Cycle Length g/C Arr. Type % Turns # Dir. Lanes Length AADT Hourly Vol. FFS Median Type 1 (to) 100 0.61 4 12 4 0.125 34000 2096 35 Restrictive �2 to) 100 0.61 4 12, 4 0.125 34000 2096 35 Restrictive' 100 0.61 4 12 4 0.125 0.125 34000 2096 35 Restrictive 34000 2096 35 Restrictive At Eto) 100 0.61 4 12 4 5 (to) 100 0.61 4 12 4 0.125 34000 2096 35 Restrictive' 6 (to) 100 0.61 4 12 4 0.125 34000 2096 35. Restrictive 7 (to) 100 0.61 4 12 4 0.125 34000 2096 35 Restrictive [8 (to) 100 0.61 4 12 4 0.125 34000 2096 35 Restrictive Automobile LOS Segment # Thru Mvmt Flow Rate v[c Control Delay Int. Approach LOS Speed (mph) Segment LOS 1 (to) 1994 0.48 6.31 A 21.5 B 2 (to) 1994 0.48 6.31 A 21.5 3 (to) 1994 0.48 6.31 A 21.5 B 14 (to) 1994 0.48 6.31 A 21.5 B 5 (to) 1994 0.48 6.31 A 21.5 Bj 16 (to) 1994 0.481 6.31 A 21.5 BI "7 (to) 1994 0.481 6.31 A 21.5 B) 8 (to) 1994 0.48 6.31 A 21.5 B _ Arterial Length 1.0 Auto Speed 21.5 Auto LOS B Automobile Service Volume Tables A B [ C D E Lanes Hourly Volume In Peak Direction 1 ** 660 1080 1130 1170 1 2 ** 1500 2180 2270 2340 3 ** 2330 3280 3400 3500 4 ** 3200 4380 4540 4670 * ** 3200 4380 4540 i4670 Lanes Hourly Volume in Both Directions 2 ** 990 1610 1690 1740 4 ** 2230 3250 f 3380 3490 6 ** 3480 4890 5070 5230 8 ** 4770 6530 6770 6970 * ** 4770 6530 6770 6970 Lanes Annual Average Daily Traffic 2 ** 10800 17500 18300 18900 4 ** 24300 35300 36700 37900 1 6 ** 37900 53100 55200 56800 8 ** 51900 71000 73600 75800 * ** 51900 71000 73600 75800 ARTPLAN 2002 Conceptual Planning Analysis Description/File Information Filename IC:\LOSPLAN\Artplan\AP_RELATED j M.xml Date Prepared 5/28/2004 Program IARTPLAN Version 5.1.1 'Analyst 3. AHLSTEDT Agency District �Itrterlal (Name BISCAYNE BLVD Begin Intersection End Intersection Study Period Kp/d Peak Direction Southbound User Notes RELATED LOFTS II AM PEAK Facility Data Roadway Variables Traffic Variables Control Variables Multimodal Variables Area Type Urbanized AADT 34000 Arrival Type 4 Paved Shoulder/Bike Lane No 4 K 0.092 Signals/Mile 8 Q0 Outside Lane Width Typical Posted Speed 30 D 0.679 Cycle Length 100 Pavement Condition Typical # Thru Lanes 8 PHF 0.925 Through �C ugh 0.58 Sidewalk Yes Median Type Restrictive % Turns Excl. Lanes 12 Control Type Semiactuated Sidewalk/Roadway Separation Typical Left Turn Lanes Yes % Heavy Vehicles 1.5 Sidewalk/Roadway Protective Barrier No Base Sat Flow Rate 1900 Obstacle to Bus Stop No Local Adj. Factor 0.9 Bus Freq 1 Adjusted Sat Flow Rate 1685 Bus Span Of Service 15 • r�u�.V111Vu#IC aey11meIIt. VdLd Segment # Cycle Length g/C Arr. Type % Turns # Dir. Lanes Length AADT Hourly Vol. FFS Median Type 11 (to ) 100 0.58 4 12 4 0.125 34000 2124 35 Restrictive] �o ) 100 0.58 4 12 4 0.125 34000 2124 35 Restrictive 100 0.58 4 12 4 0.125 34000 2124 35 Restrictive 4 (to ) 100 0.58 4 12 4 0.125 34000 2124 35 Restrictive 5 (to ) 100 0.58 4 12 4 0.125 34000 2124. 35 Restrictive 6 (to ) 100 0.58 4 12 4 0.125 34000 2124 35 Restrictive '7 (to ) 100 0.58 4 12 4 0.125 34000 2124 35 Restrictive 18 (to ) 100 0.58 4 12 4 0.125 34000 2124 35 Restrictive] Automobile LOS Segment # Thru Mvmt Flow Rate v/c Control Delay Int. Approach LOS Speed (mph) Segment LOS 1 (to ) 2021 0.52 8.24 A 19.7 B 2 (to ) 2021 0.52 8.24 A 19.7 B] 3 (to ) 2021 0.52 8.24 A 19.7 B 4 (to ) 2021 0.52 8.24 A 19.7 B� 5 (to ) 2021 0.52 8.24 A 19.7 B 6 (to ) 2021 0.52 8.24 A 19.7 B 7 (to ) 2021 0.52 8.24 A 19.7 B 8 (to ) 2021 0.52 8.24 A 19.7 B All Arterial Length 1 1.0 Auto Speed 19.7 Auto LOS B Automobile Service Volume Tables A Lanes B D Hourly Volume In Peak Direction ** 500 990 1070 1100 2 ** 1140 2050 2140 2210 3 4 Lanes 2 4 6 8 Lanes 2 4 6 8 ** ** ** 1780 2440 2440 3090 4130 4130 3220 4290 4290 3320 4420 4420 Hourly Volume In Both Directions ** ** ** ** ** 730 1670 2620 3590 3590 1460 3010 4550 6080 6080 1570 3150 4740 6320 6320 1620 3250 4880 6520 6520 Annual Average Daily Traffic ** ** ** ** 7900 18200 28500 39000 39000 15800 32800 49500 66100 66100 17100 34300 51500 68700 68700 17700 35400 53100 70800 70800 • • • RELATED LOFTS II MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY Prepared for: The Related Group of Florida Prepared by: Consulting Engineering and Science, Inc. July 12, 2004 • • General A. Project Location and Size: The project is located in the southeast quadrant of the intersection of N.E. 2nd Avenue and N.E. 2nd Street in the City of Miami. The site, with a net lot area of 36,338 square feet, or 0.83 acres, has approximately 150 feet of frontage along N.E. 2nd Avenue and approximately 225 feet of frontage along N.E. 2th Street. The land on which the project is proposed consists of Lots 7 and 10; and, portions of Lots 6, 8, 9, 13, 14 and 15 in Block 103N of the MAP OF MIAMI-DADE COUNTY FLORIDA, accordingly to the plat thereof as recorded in Plat Book B at Page 41 of the Public Records of Miami -Dade County, Florida. The site is currently predominately occupied by at -grade parking. A leg of the Downtown People Mover passes through a portion of the site. B. The proposed project build -out will be as follows: Residential: Retail Net Lot Area Gross Lot Area 496 units 4,675 s.f. 36,338 s.f., or 0.83 acres 45,678 s.f., or 1.05 acres Construction will consist of a 35-story residential building. The retail/commercial space will be developed within the ground floor level fronting N.E. 2nd Street. The Downtown People Mover will remain, passing "through" the residential tower. 2. Drainage A. Drainage Area Upon development, 81.5% of the site will be impervious and 18.5% of the site will be pervious. Stormwater runoff will consist of rainfall from the building roof, driveways, decks, landscape areas and one-third of the vertical building surface. The coefficient of run-off is calculated as follows: 81.5% (impervious) X 0.90 + 18.5% (pervious) x 0.20 Overall coefficient -1- 0,73 0.04 0.77 • • • B. Existing Storm Drainage System: Runoff from the site is currently directed to a number of catch basins located throughout the existing parking areas from which the runoff is directed to underground seepage trench/exfiltration trenches. There appears to be no evidence of drainage problems or prolonged standing water on the site or in the adjacent streets. C. Proposed Storm Drainage System: The storm drainage system to serve this project will be designed to fully contain the 5-year 1-day storm event on - site, as required to comply with the applicable requirements of the Miami -Dade County Department of Environmental Resources Management (DERM). It is anticipated that the stormwater disposal system will include two (2) 24" drainage wells. See supporting calculations, in Table 1. Runoff will be collected through a system of catch basins and conveyed by pipes to the well locations. Runoff from driving surfaces such as driveways and parking areas will be diverted through baffled pollution control structures which will capture the oils and greases prior to flowing into the wells. Table 1 Preliminary Drainage Calculations 1. Total Net Area 0.83 Acres a. Impervious Roof/Driveways/Walks 1/3 Vert. Bldg. Surface 0.35 Acres 1.79 Acres 2.14 Acres b. Pervious 0.48 Acres c. Adjusted Contributing Area 2.62 Acres 2. Average Runoff Coefficient 2.14(0.9)+ 0.48(0.3) 2.62 3 Design Storm -2- 0.77 5 years • • • 4. Time of Concentration Rainfall Intensity 6. Peak Runoff (Q) = CiA 15 minutes 5.50 in/hr (0.77)(5.50)(2.62) 11.10 cfs Assume each 24-inch diameter drainage well has a capacity of 1,000 gpm per foot of head; and, using 2.5 feet of available head: Well Capacity = 1,000 gpm x 2.5 feet = 2,500 gpm per well = 5.57 cfs per well No. Wells = Peak Runoff = 11.10 cfs = 1.99 wells Well Capacity 5.57 cfs Provide 2 - 24" diameter Drainage Weds Detention Tank: Provide 1.5 minutes of detention time of storage in tank: Volume of tank required to handle 11.10 cfs for 1.5 min. = 11.10 cfs x 1.5 min = 999 cubic feet (cf) Provide two (2) tanks with the following interior dimensions: 2 times 5"-8" (width) x 15' (length) x 5' (depth) = 1,000 cf 3. Water Distribution The Miami Dade Water and Sewer Department owns and operates a 12-inch water main located in N.E. 2nd Street; and, 10-inch and 12-inch water mains in N.E. 2nd Avenue fronting the property. The water and fire connections for this project will be made from the 12-inch water main in N.E. 2nd Street. The connections will consist of a fire line service, domestic water service and cooling tower/irrigation water service. No on -site water wells are planned for this project. The calculations for anticipated water usage required for this project are shown below, in Table 2. -3- • • • Table 2 Water Usage Residential Condominiums/Apartments: 496 units @ 200 gpd/unit = 99,200 gpd Retail: 4,675 sf @ 5 gpd/100 sf = 234 gpd Total = 99,434 gpd 4. Sanitary Sewer The Miami -Dade Water and Sewer Department owns and operates 10-inch gravity sewer mains in both N.E. 2nd Street and in N.E. 2nd Avenue fronting the property. It is anticipate that one or two gravity sewer connections to one of these sewer mains will be utilized to serve this project. No pump station will be required to serve the project. Anticipated sewage flow calculations are shown below, in Table 3. Table 3 Sewage Flow Calculations Average Daily Flow (Tabe 2) = 99,434 gpd Average Daily Flow = 69.1 gpm Peak Flow (69.0 x 2.0) = 138.2 gpm 5. Solid Waste Generation Solid waste generated by this project will be collected in standardized on -site containers for refuse and recyclable waste. Regular service will be provided by either private hauling companies and/or the City of Miami Solid Waste Department. Both will transport the waste to Miami -Dade County's Disposal or Recycling facilities. The projected daily volumes of solid waste generation are shown below, in Table 4. -4- • Table 4 Solid Waste Generation Residential Apartments: Solid Waste Retail: Solid Waste Total • • 496 units x 1.42 tons/unit/year 704 tons/year = 1.93 tons/day 3,860 lbs/day = 4,675 sf @ 3.08 lbs/sf/year 14,399 lbs/year 39 lbs/day 3,899 lbs/day -5-