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HomeMy WebLinkAboutTraffic Report Part ICHANTICLEER TRAFFIC IMPACT ANALYSIS Prepared for S1KMA CORPORATION 351 NW LeJeune Road, Suite 203 Miami, Florida 33126 by Jackson M. Ahlstedt, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 (305) 754-8695 JANUARY 2004 //7'7 ckson M. Ahlstedt, P.E. Florida Registration #28258 /// / TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PURPOSE OF STUDY 4 3.0 STUDY AREA 4 4.0 EXISTING CONDITIONS 6 4.1 EXISTING ROADWAY CONDITIONS 6 4.2 EXISTING SIGNAL TIMING 7 4.3 EXISTING TRAFFIC COUNTS 8 4.3.1 PEAK HOURS 15 4.3.2 PREVAILING TRAFFIC CONDITIONS 21 4.4 MASS TRANSIT 23 4.5 EXISTING LEVEL OF SERVICE 23 5.0 TRIP GENERATION 26 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT 28 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS 31 8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT 32 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC 37 10.0 ON -STREET PARKING 42 11.0 PEDESTRIANS 42 12.0 PROJECT SITE PLAN 42 12.1 PROJECT DRIVEWAYS 45 12.2 PROJECT LOADING DOCK 44 12.3 PEDESTRIAN ACCESS 45 13.0 CONCLUSIONS 45 • • • LIST OF TABLES TABLE 1 PROJECT DATA 1 TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) 8 TABLE 3 YEAR 2002 WEEKLY ADJUSTMENT FACTORS 9 TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS 9 TABLE 5 SEASONAL ADJUSTMENT FACTORS 10 TABLE 6 EXISTING YEAR 2003 TRAFFIC FLAGLER STREET BETWEEN 6TH AVENUE AND 7TH AVENUE 11 TABLE 7 EXISTING YEAR 2003 TRAFFIC SW 1ST STREET BETWEEN 6TH AVENUE AND 7TH AVENUE 12 TABLE 8 EXISTING YEAR 2003 TRAFFIC SW 6TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET 13 TABLE 9 EXISTING YEAR 2003 TRAFFIC SW 7TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET 14 TABLE 10 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES 22 TABLE 11 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS 23 TABLE 12 EXISTING LINK LEVEL OF SERVICE 24 TABLE 13 GROSS PROJECT TRAFFIC 26 TABLE 14 FINAL EXTERNAL PROJECT TRAFFIC 27 TABLE 15 PEAK HOUR PROJECT TRIP DISTRIBUTION 29 TABLE 16 PROGRAMMED AND PLANNED IMPROVEMENTS 31 TABLE 17 ANNUAL AADT GROWTH RATES 32 TABLE 18 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT 34 TABLE 19 FUTURE INTERSECTION LOS W/O PROJECT WEEKDAY PEAK HOUR CONDITIONS 35 II LIST OF TABLES (continued). TABLE 20 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT 35 TABLE 21 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 38 TABLE 22 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS 39 TABLE 23 FUTURE LINK LEVEL OF SERVICE WITH PROJECT 4Q TABLE 24 AM AND PM PEAK HOUR DRIVEWAY VOLUMES 43 TABLE 25 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS 46 • • LIST OF FIGURES FIGURE 1 PROJECT LOCATION 3 FIGURE 2 STUDY AREA 5 FIGURE 3 PEAKING CHARACTERISTICS W FLAGLER STREET BETWEEN W 6TH AVENUE & W 7TH AVENUE .... 17 FIGURE 4 PEAKING CHARACTERISTICS SW 1ST STREET BETWEEN 6TH AVENUE & 7TH AVENUE 18 FIGURE 5 PEAKING CHARACTERISTICS SW 6TH AVENUE BETWEEN FLAGLER STREET & SW 1 STSTREET 19 FIGURE 6 PEAKING CHARACTERISTICS SW 7TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET 20 FIGURE 7 EXISTING LEVELS OF SERVICE 25 FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC 30 FIGURE 9 FUTURE LEVELS OF SERVICE WITHOUT PROJECT 36 FIGURE 10 FUTURE LEVELS OF SERVICE WITH PROJECT 41 • • EXECUTIVE SUMMARY The proposed Chanticleer project is a mixed use project consisting of approximately 245 dwelling units; 19,810 SF of office space, 7,500 SF of retail space; and, a 3,100 SF restaurant. The project includes approximately 591 on -site parking spaces. The project is located on two parcels of land. The main parcel is located at 622, 626 and 634 Flagler Street; 625, 637 and 643 SW 1st Street; and, 20, 28, 36, and 44 SW 6th Avenue. The main parcel is proposed to have the residential, retail and restaurant components of the project. Currently, this site contains a total of 15,987 SF of medical office space, 6 multi family dwelling units, a single family home, parking areas and vacant land. The other parcel is located at 35 SW 6th Avenue. This parcel is proposed to contain the office component of the project. Currently, this site is occupied by a parking lot. The project will result in approximately 213 vehicles per hour in the AM peak hour and 259 vehicle per hour in the PM peak hour. Based upon existing traffic count data, the AM volume is approximately 21 % of the total two-way AM peak hour volume on West Flagler Street and SW 1st Street. The PM volume is approximately 16% of the total two-way PM peak hour volume on West Flagler Street and SW lst Street. Primary vehicular access to the project consists of three, two-way driveways connecting to SW 6th Avenue. The smaller parcel also has a secondary two-way driveway connecting to SW 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 link 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 the level of service on West Flagler Street and SW 1 st Street will remain acceptable. Finally, the proposed project is located in the Flagler Transportation Corridor. Analysis of that transportation corridor clearly indicates that there is sufficient transportation system capacity in the Flagler Corridor to accommodate the project. • • 1.0 INTRODUCTION The Chanticleer is a two phase development consisting of condominiums, retail, restaurant, and office space with associated parking. As shown in Figure 1, the site is located to the west of the Central Business District of the City of Miami along the Flagler Street corridor. The project is located on two parcels of land. The main parcel, containing the condominiums, retail and restaurant is located on the west side of SW fith Avenue between Flagler Street and SW 1st Street. The office component of the project is located on a smaller parcel of land in the northeast quadrant of the intersection of SW 6th Avenue and SW 1st Street. The proposed development program is summarized in Table 1. TABLE 1 PROJECT DATA g.! , 7,�Cnm'�" - i'r ,,„�-. .` '��':` f{'� ,= �'u ? :'..-zr'sx Sf'a�.ss �-r :?� _._`*,-z 3Y "' k 1,+. t '-=., �a �� � �� .... -.> ,�?. :CC: 3_r.�ta�e.. � RESIDENTIAL CONDOMINIUM 245 DU COMMERCIAL OFFICE 19,810 SF RETAIL 7,500 SF RESTAURANT 3,100 SF PARKING 591 SPACES Primary vehicular access to the main site consists of two, two-way driveways connecting to SW 6th Avenue. A pick-up drop-off drive is also proposed along the east side of the site. The northernmost of the two driveways provides access to the retail and restaurant space along Flagler Street. The southern driveway provides access to the parking for the residential component of the project. Loading docks are proposed at two locations on the main site. Access to the loading dock serving the restaurant and retail space is via the primary vehicular access driveway and pick-up drop-off drive connecting to SW 6th Avenue. Access to the other loading dock area is via a driveway connecting to SW 1st Street. Primary vehicular access to the office building site consists of a two-way driveway connecting to SW 6th Avenue. A second two-way driveway serving 21 first floor parking JACKSON M. AHLSTE3T, P.E. CHANTICLEER January 14, 2004 Page 1 • spaces is proposed to connect to SW 1st Street. No loading dock is provided on the office building site. For purposes of this traffic impact analysis, build -out has been estimated to occur by the year 2006. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 2 • • • FIGURE 1 PROJECT LOCATION JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 3 • • 2.0 PURPOSE OF STUDY The primary purpose of this study is to assess the impacts of vehicular traffic on intersections and roadways within the study area due to the proposed development by conducting a roadway link and intersection level of service analysis. In addition, the report provides a general assessment of project impacts on parking and pedestrians. Specific items discussed are as follows: ▪ Determination of existing traffic volumes and levels of service for major roadways within the study area; ■ Estimation of the number of trips generated by the proposed project and the distribution of these trips within the study area network. ■ Estimation of future background and project traffic conditions and levels of service; Determination of whether the transportation impacts of the proposed project exceed the City of Miami concurrency standards, and solutions to mitigate any adverse impacts; Determination of project impacts on on -street parking; and, ▪ Determination of project impacts on pedestrians. 3.0 STUDY AREA The study area's boundaries were defined to include: NW 4th Street as the northern boundary, SW 5th Street as the southern boundary, West 3rd Avenue as the eastern boundary, and West 1 Oth Avenue as the western boundary. This area includes a one-half mile section of Flagler Street. Figure 2 shows the intersections and roadway links which are most significant to the project. These include the following intersections: Flagler Street and West 8th Avenue Flagler Street and West 6th Avenue SW 1 st Street and SW 8th Avenue SW 1 st Street and SW 6th Avenue The roadway links of most interest include the following: Flagler Street between SW 10th Avenue and SW 2nd Avenue SW 1 st Street between SW 1 Oth Avenue and SW 2nd Avenue JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 4 • NW 4th ST NW3rdST NW 2nd ST NW 1Si ST FLAGLER ST SW lst ST SW 2nd ST SW3rdST SW 4th ST SW 5th ST w SW 8th AVE O NEO LOFTS 0 BRISAS DEL MAR 0 THECITADELI&11 SW 7th AVE SW 6th AVE SW 5th AVE SW 4th AVE SW 3rd CT NTS SW 2nd AVE FIGURE 2 STUDY AREA JACKSON M. AHLSTEDT, P.B. CHANTICLEER January 14, 2004 Page 5 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 Flagler Street (SR-968), SW lst Street (SR-968), and SW 8th Avenue (SR-7). Of these roadways, Flagler Street and SW lst Street are by far the most significant roadways serving the proposed project. Local access to the site is provided by SW 6th Avenue. Flagler Street (SR-968) Flagler Street is a four lane (1 lane eastbound and 3 lanes westbound) un-divided roadway with stripped median. Turn lanes are not provided at all of the intersections. Parallel metered parking is provided on either side of the street. Traffic flow on Flagler Street is controlled by traffic signals at the following locations. • • • • West 2nd Avenue West 3rd Court West 6th Avenue West 8th Avenue West 10th Avenue This equates to four signalized intersections within approximately three quarters of a mile. The posted speed limit is 30 mph. For purposes of analysis, Flagler Street was classified as a State Two-way Arterial, Class lll. SW lst Street (SR-968) SW 1st Street is a one-way, three lane roadway with parallel parking on either side. Traffic flow on SW 1st Street is controlled by traffic signals at the following locations. • • West 2nd Avenue West 8th Avenue West 10th Avenue This equates to two signalized intersections within approximately one half mile. The posted speed limit is 30 mph. For purposes of analysis, SW '1st Street was classified as a State One-way Arterial. JACKSON M. AHLSTEOT, P.E. CHANTICLEER January 14, 2004 Page 6 • West 6th Avenue West fith Avenue is a one-way southbound roadway. In the vicinity of the project, West 6th Avenue is a narrow roadway with metered parking on either side. The section consists of curb and gutter on either side and 24' of asphalt pavement. Where parking exists there is space for only a single lane of traffic. At it's intersections with Flagler Street and SW 1 st Street, where parking is prohibited, the roadway is stripped for two lanes. Traffic flow on West 6th Avenue is controlled by a traffic signal at Flagler Street and a stop sign at SW 1st Street. SW 6th Avenue is the only southbound roadway which connects Eastbound SW 1st Street and Westbound Flagler Street between SW 8th Avenue and the Miami River. SW 7th Avenue SW 7th Avenue is a one-way northbound roadway. SW 7th Avenue is a narrow roadway with metered parking on either side. Traffic flow on SW 7th Avenue is controlled by stop signs at: Flagler Street SW 1 st Street SW 7th Avenue is the only northbound roadway which connects Eastbound SW 1 st Street and Westbound Flagler Street between SW 8th Avenue and the Miami River. 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. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 7 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. TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) 'es-?:rt.,.-g'i �- �G', .r �`h", o„ - 1033 SR 9681EB SW 1 ST, 200' E OF MIAMI RIVER BRIDGE EB 15,000 WB 0 15,000 1034 SR 968/FLAGLER ST WB, 200' E OF MIAMI RIVER BRIDGE EB 1,800 WB 10,500 12,300 5001 SR 71US-441, 200' NORTH OF FLAGLER STREET NB 4,000 SB 4,700 8,700 Source: Florida Department of Transportation, Transportation Statistics Office. Original 24 Hour machine traffic counts were taken the week of December 1, 2003 at the following locations: Flagler Street between W 6th Avenue and W 7th Avenue • SW 1st Street between SW 6th Avenue and SW 7th Avenue • SW 6th Avenue between Flagler Street and SW 1st Street • SW 7th Avenue between Flagler Street and SW 1st Street 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 Flagler Street and SW 6th Avenue, on Tuesday, January 6, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of SW 1st Street and SW 6th Avenue, on Wednesday, January 7, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of Flagler Street and SW 8th Avenue, on Thursday, January 8, JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 8 • • 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. At the intersection of SW 1st Street and SW 8th Avenue, on Thursday, January 8, 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. An average of Miami -Dade County North and South factors were used. These factors are shown in Table 3. TABLE 3 YEAR 2002 WEEKLY ADJUSTMENT FACTORS cTr `-, £" `- "r.: aa`S p `�^1'Gii" -,— ,, s-y.' .' ? ke R;`ate' � •'. cA v�,..A ' _ +�w _ - 5.: .�':c.+.*` ; 5....--, °. vS% 4�a�',,, 0�.. "v''N'}n,. k,.. .: ,y„`h% 3. �A'P-, ..,, 49 12/1/02 12/7/02 1.00 2 1/6/02 1 /12/02 1.01 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 968 were used. These factors are shown in Table 4. TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS F 4.,, y. :`i ....;. " .i _s Y 0 u 49 12/1/02 12/7/02 0.98 50 12/8/02 12/14/02 0.98 Source: Florida Department of Transportation, Transportation Statistics Office. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 9 • 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 1.024. These factors are shown in Table 5. TABLE 5 SEASONAL ADJUSTMENT FACTORS ;; 4. � �L � , �:'°f 'hz���vs�'.� y-, ,i.. ,-a..�,��. o-v �-- r,.� �,.... '�'`�.,�,�,� �� ^;5,� f � :+T.<:..l� -_.a,. 2000 1.024 2001 1.025 2002 1.022 MEDIAN 1.024 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. CHANTICLEER January 14, 2004 Page 10 TABLE 6 EXISTING YEAR 2003 TRAFFIC FLAGLER STREET BETWEEN STH AVENUE AND 7TH AVENUE RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 1,869 10,256 12,125 AM PEAK HOUR 120 599 719 MID -DAY PK HR 180 715 895 PM PEAK HOUR 146 1,118 1,264 WEEKLY ADJUSTMENT FACTOR 1.00 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 1,800 10,100 11,900 AM PEAK HOUR 120 590 700 MID -DAY PK HR 180 700 880 PM PEAK HOUR 140 1,100 1,240 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT N/A 15% 85% AM PEAK HOUR 5.88% 17% 84% MID -DAY PK HR 7.40% 20% 80% PM PEAK HOUR 10.42% 11% 89% K(100) 10.67% 11% 89% JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 11 TABLE 7 EXISTING YEAR 2003 TRAFFIC SW 1ST STREET BETWEEN 6TH AVENUE AND 7TH AVENUE RAW DATA EASTBOUND WESTBOUND 2-WAY ADT 10,357 0 10,357 AM PEAK HOUR 958 0 958 MID -DAY PK HR 697 0 697 PM PEAK HOUR 662 0 662 WEEKLY ADJUSTMENT FACTOR 1.00 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 10,100 0 10,100 AM PEAK HOUR 940 0 940 MID -DAY PK HR 680 0 680 PM PEAK HOUR 650 0 650 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND AADT N/A 100% 0% AM PEAK HOUR 9.31% 100% 0% MID -DAY PK HR 6.73% 100% 0% PM PEAK HOUR 6.44% 100% 0% K(100) 9.53% 100% 0% JACKSON M. AHLSTEDT, F.E. CHANTICLEER January 14, 2004 Page 12 • TABLE 8 EXISTING YEAR 2003 TRAFFIC SW 6TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET RAW DATA NORTHBOUND SOUTHBOUND 2-WAY ADT 0 1,669 1,669 AM PEAK HOUR 0 107 107 MID -DAY PK HR 0 121 121 PM PEAK HOUR 0 155 155 WEEKLY ADJUSTMENT FACTOR 1.00 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA NORTHBOUND SOUTHBOUND 2-WAY AADT 0 1,600 1,600 AM PEAK HOUR 0 100 100 MID -DAY PK HR 0 120 120 PM PEAK HOUR 0 150 150 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION NORTHBOUND SOUTHBOUND AADT N/A 0% 100% AM PEAK HOUR 6.25% 0% 100% MID -DAY PK HR 7.50% 0% 100% PM PEAK HOUR 9.38% 0% 100% K(100) 9.60% 0% 100% JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 13 TABLE 9 EXISTING YEAR 2003 TRAFFIC SW 7TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET RAW DATA NORTHBOUND SOUTHBOUND 2-WAY ADT 4,345 0 4,345 AM PEAK HOUR 297 0 297 MID -DAY PK HR 275 0 275 PM PEAK HOUR 371 0 371 WEEKLY ADJUSTMENT FACTOR 1.00 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA NORTHBOUND SOUTHBOUND 2-WAY AADT 4,300 0 4,300 AM PEAK HOUR 290 0 290 MID -DAY PK HR 270 0 270 PM PEAK HOUR 360 0 360 PERCENTAGE OF DAILY TRAFFIC DIRECTIONAL DISTRIBUTION NORTHBOUND SOUTHBOUND AADT N/A 100% 0% AM PEAK HOUR 6.74% 100% 0% MID -DAY PK HR 6.28% 100% 0% PM PEAK HOUR 8.37% 100% 0% K(100) 8.57% 100% 0% JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 14 • 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 Distribution (D) factors. Flagler Street The peaking characteristics of Flagler Street between West 6th Avenue and West 7th Avenue are presented graphically in Figure 3. As can be seen from Figure 3, this section of Flagler Street experiences the following three peaks. • An AM Peak of approximately 5.88% beginning at 9:30am • A mid -day peak of approximately 7.40% beginning at 12:15pm • A PM Peak of approximately 10.42% beginning at 4:45pm The K100 for this section of roadway was estimated to be 10.67%. The D factor for this section of roadway was estimated to be 88.71 %. SW 1st Street The peaking characteristics of SW 1st Street between SW 6th Avenue and SW 7th Avenue are presented graphically in Figure 4. As can be seen from Figure 4, this section of SW lst Street experiences the following three peaks. • An AM Peak of approximately 6.74% beginning at 7:15am • A mid -day peak of approximately 6.28% beginning at 10:45am • A PM Peak of approximately 8.37% beginning at 5:00pm The K100 for this section of roadway was estimated to be 8.57%. The D factor for this section of roadway was estimated to be 100.00%. SW 6th Avenue The peaking characteristics of SW 6th Avenue between Flagler Street and SW 1st Street are presented graphically in Figure 5. As can be seen from Figure 5, this section of SW 7th Avenue experiences the following three peaks. • An AM Peak of approximately 6.25% beginning at 8:15am • A mid -day peak of approximately 7.50% beginning at 11:45am • A PM Peak of approximately 9.38% beginning at 4:30pm The K100 for this section of roadway was estimated to be 9.60%. The D factor for this section of roadway was estimated to be 100.00%. JACKSON M. AHLSTEDT, P.E, CHANTICLEER January 14, 2004 Page 15 • SW 7th Avenue The peaking characteristics of SW 7th Avenue between Flagler Street and SW 1st Street are presented graphically in Figure 6. As can be seen from Figure 6, this section of SW 7th Avenue experiences the following three peaks. An AM Peak of approximately 9.31 % beginning at 6:45am • A mid -day peak of approximately 6.73% beginning at 2:00pm • A PM Peak of approximately 6.44% beginning at 5:45pm The K100 for this section of roadway was estimated to be 9.53%. The D factor for this section of roadway was estimated to be 100.00%. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 16 • 12.00% 10.00% 0 g 8.00% 0 LI_ 6.00% 0 Z 4.00% 0 a. 2.00% 0 W FLAGLER STREET BETWEEN W 6TH AVENUE & W 7TH AVENUE , , ,r1' , , ,fr. / 4\ 1' v , i M....4‘ 0:00 6:00 10:00 15 00 HOUR BEGINING 20 00 FIGURE 3 PEAKING CHARACTERISTICS W FLAGLER STREET BETWEEN W 6TH AVENUE & W 7TH AVENUE JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 •Page 17 • -J LL 0 UJ 0 uJ Lii a. 10.00% 8.00% 6.00% 4.00% 2.00% 0 0:00 SW 1ST STREET BETWEEN 6TH AVENUE & 7TH AVENUE ---r--- i \ ! \ /11; \ ! I \ 1 vi 5:00 10:00 15 00 HOUR BEGINING 20 00 FIGURE 4 PEAKING CHARACTERISTICS SW 1ST STREET BETWEEN 6TH AVENUE & 7TH AVENUE JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 18 • • • 10.00% 8.00% 0 11. 6.00% a LL uJ 4.00% 0 Ct a. 2.00% 0 SW 6TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET , O• 4\ , L 0:00 5:00 10 00 15 00 HOUR BEGI NI NG 20 00 FIGURE 5 PEAKING CHARACTERISTICS SW 6TH AVENUE BETWEEN FLAGLER STREET & SW 1STSTREET JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 19 1000% 8.00% 0 LL - 6.00% <" 0 0 LU 0 4,00% Ili uJ 2.00% 0 SW 7TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET , 0 i i 7•41 I , 1 ;• , , t \\ I I 1 0:00 5:00 10 CO 15 00 HOUR BEGINING 20 00 FIGURE 6 PEAKING CHARACTERISTICS SW 7TH AVENUE BETWEEN FLAGLER STREET & SW 1ST STREET JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 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. Flagler Street Traffic flow on the section of Flagler Street in the study area is good. Even during peak hours, vehicles were noted to travel at speeds which appeared to exceed the posted speed limit. SW lst Street Traffic flow on SW 1 st Street in the study area is good. Even during peak hours, vehicles were noted to travel at speeds which appeared to exceed the posted speed limit. SW 6th Avenue Due to a minimal amount of traffic, traffic flow on SW 6th Avenue is generally good. However, during peak hours on -street parking activities make operational conditions problematic on the section of SW 6th Avenue between West Flagler Street and SW 1 st Street. SW 7th Avenue Due to a minimal amount of traffic, traffic flow on SW 7th Avenue is good. W 8th Avenue Traffic flow on W 8th Avenue is generally good. For brief periods during peak hours the section between Flagler Street and SW 1st Street breaks down. This is the result of queues created in the northbound and southbound left turn lanes at the two signalized intersections. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 21 • • •Ad `1U 1S1HV •w Nosmovr TABLE 10 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES . FLAGLER STREET & W. 8TH 54 116 10 36 480 ®256 248 25 37 160 147 SW1ST STREET & 8TH AVENUE 55 874 116 0 aaa®42 16 176 FLAGLER STREET & W. 6TH 0 156 37 58 400 0 0 0 0 0 8 10 42 SW 1ST STREET 6TH AVENUE &0 883 43 0 0 0 0 0 38 62 0 FLAGLER STREET & W. 8TH 30 61 10 59 1,141 48 217 268 27 52 208 178 SW 1ST STREET & . 8TH AVENUE 212 578 134 0 0 0 0 340 24 23 280 0 . FLAGLER STREET & W. 6TH 0 79 62 85 1,061 0 0 0 0 4 16 63 SW 1ST STREET & . 6TH AVENUE 0 520 76 0 0 0 0 0 0 61 100 0 Source: Original traffic counts taken January 6,7 or 8, 2004. • • 4.4 MASS TRANSIT The site is located in the Flagler Corridor and is served by several MetroBus routes. MetroBus routes serving the project include routes 6, 11, Airport Owl, Flagler Max, and Little Havana Circulator. 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 Hagler Street and SW lst Street between W 2nd Avenue and W 10th Avenue using the Highway Capacity Manual (HCM) 2000 methodology based Highway Capacity Software, HCS Version 4.1 d. The link level of service analyses are included in Appendix A. The results of these analyses are summarized in Table 12. TABLE 11 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS W. FLAGLER STREET & W. 8TH D c SW 1ST STREET & W. 8TH AVENUE W. FLAGLER STREET & W. 6TH A A SW 1ST STREET & W. 6TH AVENUE JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 23 • • TABLE 12 EXISTING LINK LEVEL OF SERVICE .OF'MR. v; ,�'-F4 " 3 'bw�M•k,':y y, i£,'eP5^�•`�. '�'�,C4f�:H -ayc,' -x� F4 „ £`�-?.a `.��' Y .�x� �.2,4 �i 4.rfFUM A'14 ,'"�; . P, 4 ,....,}yR.� -. , t#4 ,,,-, ,S ' SW 1st Street W 10th Avenue W 2nd Avenue 1,464 AM=C Flagler Street W 2nd Avenue W 10th Avenue 1,025 PM=C Notes: SW 1st Street 1.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 1033 (AADT = 15,000; K= 9.20%) and escalated by 3% per year for two years. Flagler Street 1.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 1034 (WB AADT = 10,500; K= 9.20%) and escalated by 3% per year for two years. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 24 • • o NW 4th ST NW 3rd ST NW 2nd ST NW 1st ST LAGLER ST SW 1st ST SW 2nd ST SW 3rd ST SW 4th ST SW 5th ST w m 0 SW 8th AVE NTS L11 Ili in Q co 0 () 0 LEGEND AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (PM) (AM) SW 2nd AVE FIGURE 7 EXISTING LEVELS OF SERVICE JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 25 • • 5 O TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (ITE) publication, Trip Generation, 6th Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230; plus the total square footage of office, using data forITE Land Use Code 710; plus the total square footage of retail space, using data for 1TE Land Use Code 814; plus the total square footage of restaurant space, using data for ITE Land Use Code 832. These trips are the total number of vehicular trips generated by the project before adjusting for internalized trips and pedestrian and mass transit trips. TABLE 13 GROSS PROJECT TRAFFIC C . , T'ke# 4 y ?N A' `. _ U 9 81 0 - ' `'fin ' 3 � � d�''a'.��s,+.`s,.;.,i �"�.:�' k�.dr di� "i �;A.N .....�.. k s E _ `&� 1 O ' „ , ,x l`r�E .-�i.: WEEKDAY 1N 697 191 153 202 1,243 VPD OUT 697 191 153 202 1,243 VPD TOTAL 1,394 383 305 404 2,486 VPD AM PEAK HOUR OF ADJACENT STREET IN 18 45 23 15 101 VPH OUT 86 6 25 14 131 VPH TOTAL 104 51 49 29 233 VPH PM PEAK HOUR OF ADJACENT STREET IN 86 17 8 20 132 VPH OUT 43 84 11 13 151 VPH TOTAL 129 102 19 34 283 VPH The first adjustment to the trips shown in Table 13 was made to account for internalization of trips in a mixed use development. Using techniques documented in the ITE publication Trip Generation Handbook, October 1998 it was determined that on a daily basis JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 26 • • approximately 4% of the trips shown in Table 13 would be internal trips. For the PM Peak Hour it was determined that approximately 4% of the trips shown in Table 13 would be internal trips. The second adjustment to the trips shown in Table 13 was made to account for modal splits. Because of its proximity to transit service and the nature of the area, it is anticipated that 5% of the person trips will use mass transit or walk. These person trips will not negatively effect traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 95% of the person trips generated by the project were distributed throughout the study area as new vehicle trips. Table 14 summarizes external trips for the project after accounting for internalized trips and modal splits. TABLE 14 FINAL EXTERNAL PROJECT TRAFFIC �_ �t '$. .< .:_ �.., b422'i`dvb 4 -4 ��.hy//Rq K 's�''fY�r 4�`S '' ."` `�cro c ' - ',''" �f v'r9*. £ -I.y asp "- ` AM PEAK HOUR OF ADJACENT STREET IN 16 41 21 14 92 VPD OUT 78 6 23 13 120 VPD TOTAL 94 47 44 27 213 VPD PM PEAK HOUR OF ADJACENT STREET IN 78 16 8 19 121 VPH OUT 39 77 10 13 138 VPH TOTAL 117 92 18 32 259 VPH As can be seen from Table 14, the estimated number of vehicle trips entering the site during the AM peak hour is 92 vph. The estimated number of vehicle trips leaving the site during the AM peak hour is 120 vph. The estimated number of vehicle trips entering the site during the PM peak hour is 121 JACKSON M. AHLSTEDT, A.E. CHANTICLEER January 14, 2004 Page 27 • vph. The estimated number of vehicle trips leaving the site during the PM peak hour is 138 vph. Note that no credit has been taken for existing trips associated with the existing development. Based upon the existing 15,987 SF of medical office buildings, and using the appropriate ITE land use designation (720); the existing site could generate as many as 39 AM peak hour vehicle trips and 56 PM peak hour trips. The existing residential development (6 multi --family dwelling units plus a single family dwelling unit) could account for additional existing vehicular traffic. 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 565. The cardinal distribution of the traffic within TAZ 565 was obtained from Miami -Dade County. The distribution is as follows: North -Northeast 12.66% East -Northeast 17.74% East -Southeast 8.03% South -Southeast 3.38% South -Southwest 6.37% West -Southwest 17.54% West -Northwest 16.44% North -Northwest 17.83% 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. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 28 TABLE 15 PEAK HOUR PROJECT TRIP DISTRIBUTION S^� r� 2a§s_ T ' ( ,,,,�' , -,�5'�?�rv'���^c. w�y'�W-. °��y% �..,�* "tA'5 q , 7'4 ,:, LLSL+„ , ,'"i �w`^ " "fS' •i.Ns 7 � A:.r�i�i{ar V'F m '�''�'F`'; F.-u,-".�.w�.-^ ak y � ,X}�.tlr-.-• .yg f:',Y� '4'tr 7 2,-'��Y� ' ' Y€ " i_' " �V,''�rz�?.r,R'�e` .,��h'� l , .9%�fr�mS.r, ��`���""`�3O�...'-�.3:iws ;:� Aa5s"S�i�O'`"'g �4'>�i*�`� : ,_ +� "„„ ''- `a" 'H's ,' ,.. d`.v} " Iw; �1t, „ NORTH NNW 17.83% 38 16 21 46 22 25 NNE 12.66% 27 12 15 33 15 17 EAST ENE 17.74% 38 16 21 46 21 24 ESE 8.03% 17 7 10 21 10 11 SOUTH SSE 3.38% 7 3 4 9 4 5 SSW 6.37% 14 6 8 17 8 9 WEST WSW 17.54% 37 16 21 45 21 24 WNW 16.44% 35 15 20 43 20 23 TOTAL 99.99% 213 92 120 259 121 138 JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 29 �T N PROJECT 28136 15/20 16/21 SW 8th AVE tr"-* N 2/82 6/3 0) ti 8/4 w c0 LEGEND SIN 5th AVE 40* NTS SW 1st ST 100/200 = AM/PM PEAK HOUR PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 30 • 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS Programmed and planned improvements in or near the study area were identified using the Miami -Dade County Transportation Improvement Program (TIP), 2004. These improvements are detailed in Table 16 TABLE 16 PROGRAMMED AND PLANNED IMPROVEMENTS , „ w G i ^ r,P r _ A�v r s w : ' r-4 -mti c�.. "w r p, SR 968/W Flagler Street NW 12th Ave NW 3rd Ave Flexible Pavement Reconstruction Construction 2008 MDTA/Flagler Max West Miami- Dade Miami Beach Urban Corridor Improvements Operations 2004 JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 31 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 3% per year was developed based upon the historical traffic count data shown in Table 17, TABLE 17 ANNUAL AADT GROWTH RATES VOLUMES IN VEHICLES PER DAY (VPD) , N_,.1K � J1 15,E e,o '� . .zn Jvb'r'f K C to i �»/ K, 9 <W„r�,a . -Y�` tax- ` 4wfi- '4 a��, k ~�\' :7:T >,'," tf� -. .r......... 4$+ • K 1033 SR 968/EB SW 1 ST, 200' E OF MIAMI RIVER BRIDGE 9,784 9,000 15,000 3.63% 1034 SR 968/FLAGLER ST WB, 200' E OF MIAMI RIVER BRIDGE 7,462 3,800 12,300 4,25% 5001 SR 7/US-441, 200' NORTH OF FLAGLER STREET 7,869 7,400 8,700 0.84% Total 25,115 20,200 36,000 3.05% Future traffic conditions were analyzed for year 2006. The growth rate of 3% per year was applied to the 2002 FDOT traffic counts and the 2003/2004 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: • • Neo Lofts Brisas Del Mar The Citadel I & II Table 18 provides the future traffic volumes without the Chanticleer project and shows these volumes with the associated movement. These volumes were used to determine intersection level of service by using the same software programs as used for the previously described analysis. The intersection level of service for the future traffic volumes without the Chanticleer project are shown in Table 19 and on Figure 9. For the most part, the intersection levels of service are unchanged from the existing conditions. The analysis does show a JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 32 • • deterioration in the intersection level of service during the PM peak hour at the intersection of SW 1st Street and SW 8th Avenue. 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. The link level of service analyses are included in Appendix B. These results are summarized in Table 20. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 33 • • • `ic iS1HV w N©SM3Vf TABLE 18 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT \iv. FLAGLER STREET & W. 8TH 57 128 11 55 520 33 289 283 27 42 173 156 SW 1ST STREET & W. 8TH AVENUE 270 933 123 0 0 0 0 324 51 21 186 0 W. FLAGLER STREET & W. 6TH 0 169 43 72 424 0 0 0 0 9 SW 1ST STREET & W. 6TH AVENUE 0 946 0 0 51 11 72 69 0 W. FLAGLER STREET & W. 8TH 32 81 11 70 1228 51 238 293 29 67 240 189 SW 1ST STREET & 'W. 8TH AVENUE 225 644 143 0 0 0 0 378 57 44 297 0 W. FLAGLER STREET & W. 6TH 0 107 82 143 1125 0 0 0 0 4 17 80 SW 1ST STREET & W. 6TH AVENUE 0 612 101 0 0 0 0 0 0 116 124 0 TABLE 19 FUTURE INTERSECTION LOS W/O PROJECT WEEKDAY PEAK HOUR CONDITIONS n Gs'�e'"...asa..:..' k k' a f ,5,t. �.tg � " i �;A`Y�ffr� y `'•� "2 � � S Ti w� �� 3 �Z ivv,,-? Wit' W'§S*z -�y. +'�-y`�,•. r✓er' 4 Y= -' _ � i' •'l "%�- , 4� ^Y E..[1 F �"' ' k z. ram- F'y ��ZS .`_ . �i ':j ' &5 ,� - ,"_,.,` '.i-.�+ro .3r� �w. _ "'+. 4..�`%�+.� w�4 � yam' e'5,iPY _ i L hz 'S^ V Y ... — rvC.� F�ir�Fc `; '� \ hSLOS n '??�'"r4'.-Yy3^2it 3". v" y -,, ^'^"T ftz, ' r yi "-' 1 1 .4 `r.'z + vr�'Ex -. .a w�-. s $ � � 4 q• �Yz3 'v-q.�y#-, �y �. °ys y i µ 'e?�. 1 gE� � y�`.J?LRN'. . 'z w '' ' %"o'-max v � �l ';�ii ,VR�. �_ .u4? -C T Wit` ` '? rg �rt�� i'':zv. �e�6.. ..._ � li. W. FLAGLER STREET & W. 8TH D C SW 1ST STREET & W. 8TH AVENUE B C W. FLAGLER STREET & W. 6TH A A SW 1ST STREET & W. 6TH AVENUE C B TABLE 20 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT J}"* w> iW'4- _3 c .g : i::* � .. rs Y 4 `,{"rr. .,.c ? Na�3F ak..-, , "4,-,' Y- y .,4,-a'"s Erb �'z n �4: y ''^ 3 erva` ,i= . '\.Szub .3 \ 'YiY iv,. TI,,.. >>'�..;,.r!.`^S�i '�z ,, .fir u � �.: SW 1st Street W 10th Avenue W 2nd Avenue 1,607 AM=C Hagler Street W 2nd Avenue W 10th Avenue 1,140 PM=C .................. Notes: SW 1st Street 1.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 1033 (AADT = 15,000; K= 9.20%) escalated by 3% per year for four years and includes committed development traffic (54 VPH). Hagler Street 1.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 1034 (WB AADT = 10,500; K= 9.20%) escalated by 3% per year for four years and includes committed development traffic (53 VPH). JACKSON M. AHLSTEDT, P,E. CHANTICLEER January 14, 2004 Page 35 • • NW 4th ST NW 3rd ST NW 2nd ST NW 1st ST FLAG ER ST SW 1st ST SW 2nd ST SW 3rd ST SW 4th ST SW 5th ST u� as SW 8th AVE cc) �n cn cn LEGEND SW 4th AVE -13 NTS SW 2nd AVE AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (PM) (AM) FIGURE 9 FUTURE LEVELS OF SERVICE WITHOUT PROJECT JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 36 • 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. The link level of service analyses are included in Appendix C. These results are summarized in Table 23. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 37 • • '3'd `103iS1HV 'W N©SM3V W. FLAGLER STREET & W. 8TH SW 1ST STREET & W. 8TH AVENUE W. FLAGLER STREET & W. 6TH TABLE 21 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 57 270 0 143 949 226 11 123 43 55 0 100 520 0 424 33 0 0 309 304 379 0 A 41 53 0 56 23 9 175 156 186 0 11 72 SW 1ST STREET & W. 6TH AVENUE W. FLAGLER STREET & W. 8TH 0 32 952 101 52 11 0 70 0 1228 0 51 257 0 314 0 50 103 88 139 0 241 189 SW 1ST STREET & W. 8TH AVENUE 225 665 143 0 0 0 0 439 58 45 297 0 W. FLAGLER STREET & W. 6TH 0 107 164 179 1125 0 0 0 0 4 17 80 SW 1ST STREET & W. 6TH AVENUE 0 615 101 0 0 0 0 0 0 170 193 0 • • TABLE 22 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS .Y S._ a+7e ! .0 %V-;" `-w `z� 'h - , " R'Ivi�}- & ."` 4., x SS P YrvF+� ��i V'"'`' �S ,h" �'� ."S" �' se' i.� }h . ; ' 5 .LY P '4C Vk `�:� 1 ��� P4-Y:P v�`4y;'�' ax t�r 0 ` .6 " �' r y ii :+„ ^Z � �4v, '§ '..' $Sf f� $E �C rr;u 'x"r''l `'`'L� � - xY, t , h �'t `�'ra`^SdZ "� Y`�5 'j[�yfv" YPJ4i 'sk/u `�'~ aJ, 4�'€ F�' �+� �+. kX`1 -fir `'`,- t �^y G?I' °�.�.^S ��. '7'A ,�q �,,,..�:" �.�{i srr`+''kx, � 1 �7€ stS'i � % �✓¢'Y r air k " _ r'� �'�' , . vF� y„' '"S�F"i`�xc%�j?••Pln� � � Y M w�� .4 � k '� x y �r�"�`� }� irv' T ��"''y � � d � �' t�"�5"r �?,m; i.�- •r.", ,F"yJ '4Y�' s� �` ¢c U'. f ,.)`As-, y i ''3. y^�y � a � ' y�`s $ i,'�•+�"fi �i ?d3g -„} tr Y C • il 4'.�` 6 ,rp J s*, 4lr 1f3�� 1'-% ' � t'.'^ �. -'.. a� M FS r. a', .`'' - ` T F li `;,A': _ } :?' .�+ �4-E' �Y y. '�'IIliSY-� dRW-,Y �;.�.. .. .,r�'° Ja. ��:'�'+ �'F%•� LM �iM y �'4 x.�... ..i4 .. -.,,,, ` {W 3 .,.:�-"h f 4 it tl �pf ,I� +8Y k5 7.Y s,e ✓ n-T 3y J W. FLAGLER STREET & W. 8TH D C D C E C SW 1ST STREET & W. 8TH AVENUE B B B C B C W. FLAGLER STREET & W. 6TH A A A A A A SW 1ST STREET & W. 6TH AVENUE C B C B D C JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 39 • TABLE 23 FUTURE LINK LEVEL OF SERVICE WITH PROJECT •n4C�� ;lNe,.f art'' -�: y yyiif ir ��£" "� y __y '�- a3 3f �. �5,'r i.,'Y�h: 'v°`:re,�i;':. ��'„F. , t-�p s� „.. ,,, ,.: . :, ,`z: �( nth Y Yti?4�'EV ; eMC:'Y'�.s1 � is £" e'}* �T -�i" ;�:,^1 ��k"i'',.,„„v .'acT�Y,: .�i�F,`] T'.�... Y'.'a�. SW 1st Street W 10th Avenue W 2nd Avenue 1,659 AM=C Flagler Street W 2nd Avenue W 10th Avenue 1,176 PM=C Notes: SW lst Street 1.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 1033 (AADT = 15,000; K= 9.20%) escalated by 3% per year for four years and includes committed development traffic and project traffic. Hagler Street 1.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 1034 (WB AADT = 10,500; K= 9.20%) escalated by 3% per year for four years and includes committed development traffic and project traffic. JACKSON M. AHLSTEOT, R.E. CHANTICLEER January 14, 2004 Page 40 Ili UJ IQ a ¢ Q 10 c) LEGEND AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (PM) (AM) FIGURE 10 FUTURE LEVELS OF SERVICE WITH PROJECT JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 41 • • • 10.0 ON -STREET PARKING There are parking spaces on either side of West Flagler Street, SW 1st Street, and SW 6th Avenue. Adjacent to the site there are existing on -street metered parking spaces. On the east side of SW 6th Avenue between Hagler Street and SW 1st Street there are five metered parking spaces. On the west side of SW 6th Avenue between Flagler Street and SW 1st Street there are six metered parking spaces. The project will result in the elimination of some existing on -street metered parking spaces. The project will provide some 591 on -site parking spaces. Parking will be provided for residents, employees and visitors to the site. 11.0 PEDESTRIANS During peak hours pedestrian activity was noted in the immediate vicinity of the site and along W 8th Avenue. The activity in the vicinity of the site was primarily associated with the existing medical office buildings on the site and the Roberts Drug Store in the southeast corner of the intersection of Flagler Street and W 6th Avenue. There are pedestrian provisions in the signalized intersections at Flagler Street and W 6th Avenue; Flagler Street and W 8th Avenue; and, SW lst Street and SW 8th Avenue. The proposed project will not significantly impact pedestrian movements along Flagler Street. Pedestrian movements along SW 6th Avenue will be impacted by the two proposed driveways on the west side of the street and the one proposed driveway on the east side of the street. The pedestrian movements along SW 1st Street will be impacted to a minor extent by the proposed loading area driveway on the west side of the site and the proposed minor driveway serving the office component of the project on the east side of SW 6th Avenue. 12.0 PROJECT SITE PLAN Traffic and transportation aspects of the proposed site plan were reviewed and analyzed. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 42 • • • 12.1 PROJECT DRIVEWAYS The main site of the proposed project, located on the west side of SW 6th Avenue, includes two, two-way driveways. Both driveways connect to SW 6th Avenue. One driveway serves the retail and restaurant components of the project. The other driveway serves the residential component of the project. The driveways are connected on -site by a proposed pick-up drop-off driveway. The office component of the project is located on the east side of SW 6th Avenue. The office building includes two, two-way driveways. The main driveway connects to SW 6th Avenue. A secondary driveway serving 21 parking spaces connects to SW 1st Street. Table 24 summarizes the AM and PM peak hour driveway volumes anticipated at the service points to the parking areas. TABLE 24 AM AND PM PEAK HOUR DRIVEWAY VOLUMES IN VEHICLES PER HOUR (VPH) euJ.E"i F %tiW $ .yy i S} ..1e 7' ��Ilk = Sdc.� C„ :[�?" i?t C F 4G �ii,"/"'c`..A ` v 4� '..`-t �����. � tea- W�IJ�'^^Y3z:v—�Y� .�i c"C ".�` p F *�"�`"a 7-0- a.t+`w;L '`F "a 7,7 ' � A � ��„ �, .a?SA. I, .-y... ..;*,.. ' i'?.";�'. z„ 'Sl.=: ,. r n4 xr.:a.... a rHI„rt ;L..-i' fs ; ?."^s,- -` >cr, ,. ..°?pro 35 ,..r. 36 27 23 fig,, i 'TY �wv - k ' � . '�.SS ter. A. k 3 , 4;% i rt '"`if...4ri�-,-fix`.-.;. 39 16 78 78 rryy77 $ \ '.- . ,., d ��kk ? 4' _ a`j x � re ` Yy. 'F...tt x':.. g��h1'vr' - Vq .cam, •.t e d eW�" 1� 4- ',g1' �„ �X ys - a-''1 '� J � „s..C-v r € R iF .,, ..�'�,✓�:-iv � T �� �`,-,'�y" �v J' vY �3 cy J ' S' +y ".' , � S - .Y. ��,$*v_'°iiY3jyrPi --- �5„� ,. Y 6 #^. k. 4y ,. i` ¢ �,':T`�� v'7B U �� �-. k k'� 5€`cr.- .i` �+iE � 16 7� 3 ,..� -a ,IaS i.,,- - ,-, -- i� 3r`?-.F� r,3 ,,vsr: 77 41 Queuing analysis was conducted based upon the assumption that access to the JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 43 • • • residential garage will be controlled by a card reader system and consist of one inbound lane and one outbound lane. Analysis of potential inbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 1 vehicle including the vehicle being processed. Analysis of potential outbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 1 vehicle including the vehicle being processed. The control point as shown on the ground level plan, provided by the project architect, dated September 2003, appears to be well within the property, over 65' from the west right-of-way line of SW 6th Avenue. It appears that the anticipated queues could be accommodated without impacting off -site traffic flows. Control points are not shown for either the retail/restaurant garage or the office garage. The retail/restaurant garage is relatively small, with approximately 61 parking spaces; queuing does appear to be an issue for this garage. Although no control point is shown for the office garage, it too is also relatively small with the larger parking area (served off of SW 6th Avenue) containing approximately 73 parking spaces. Analysis of potential inbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 1 vehicle including the vehicle being processed. Analysis of potential outbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 1 vehicle including the vehicle being processed. 12.2 PROJECT LOADING DOCK The proposed site plan depicts two loading dock areas. One dock area, which appears to serve the retail and restaurant components of the project consists of one 12' x 30' bay along the east side of the property. Access to that loading dock area is from SW 6th Avenue. The loading dock area should be adequate to serve the type and magnitude of the proposed mixed -use project. Some minor loading dock maneuvering may occur in the SW 6thAvenue right-of-way and may affect pedestrian and vehicular movements on that street. The other loading dock area is located in the southwest corner of the main site. This area consists of two 12' x 30' bays. Access to this loading dock area is via a two lane two-way driveway connecting to SW 1st Street. The loading dock area should be adequate to serve the type and magnitude of the proposed mixed -use project. Some minor loading dock maneuvering may occur in the SW 1st Street right-of-way and may affect pedestrian and vehicular movements on that street. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 44 • • 12.3 PEDESTRIAN ACCESS The proposed site plan provides pedestrian access to Flagler Street, SW 1 st Street and SW 6th 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 will not be a significant deterioration in the level of service on West Flagler Street or SW 1st Street. The intersection analysis, conducted for the intersections of West Flagler Street and W 8th Avenue; and, SW 1st Street and SW 6th Avenue shows degraded level of service during the AM peak hours. Similarly, the intersection analysis, conducted for the intersections of SW 1st Street and SW 8th Avenue; and, SW 1st Street and SW 6th Avenue shows degraded level of service during the PM peak hours. In all cases the levels of service are still acceptable. Additional analysis indicates that the AM peak hour level of service at the intersection of West Flagler Street and W 8th Avenue could be improved with minor re -timing of the traffic signal. The results of all of these analyses are shown in Table 25. The roadway link analysis indicates that roadway levels of service will be remain much the same through the year 2006 with or without the project. Finally, the corridor analysis provided in Appendix D clearly indicates that there is sufficient transportation system capacity in the Flagler Corridor to accommodate the proposed project. JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 45 • • TABLE 25 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS pry h ,,r wxi. a '- u - X..p,% iZ-kr,.,'. � �StM-�"' ;� x,F t'k"%�E�.ir.-,v"' 4 � y vl� A;L��.�..-.a� 1 .f''` 1'�.,� ✓ �f,^ 1r�S✓'`i 'k�r� 2' x 'b'� d �s1 ;?n*,p,C'i{Z�y ��aS+, y�*'U5� _ ......,V (- 3r '"15 '' �^'� X la X 2:h 7 S' =F .{` X'i --�'3 -3rrv'Wfi�.vf3;-`�.w^� `'�)yy.,�y ��,' � �S �'�. UV `i� t^''b' �+^K' .y{"t'�'W %"�. �� fi,9S r . � x�+ w d� 1, "a 7" ^ { y � r;, �. �'" � k � ,�` M� :,`�r.�Sx - -' h rt ;�, �y�.,=+`5 5 3T'�rw��>P p.+'" �, 'k k� ,�r�� 3 �✓t� 2 ^k 9� -Az '-�}.;.!/es�:. s y' °a ;'1.. M fi r(' �. k s i' =� a L � �:Pz '1� ,.A� Y �. ...N`_ }� 1d/� *-f Y' -�."�, ..,-* . ' + `. ' k.Fti CF t-j.�d `j ti "K N"x�+d^y,.lY°}''v.��i., h^'�",r? _-`..wrrF J r. �' %c F"�-, ''rrF' _.�i;, �' _5 q'S#L zs3^' $ '`:�;. .:aKa� . �.hZ §� Sf'ty .,',;?f ;. tss; 4 i? .r`. ,„ M a4`..-,., . > .^Cw.'.'.... n.>'. W. FLAGLER STREET & W. 8TH D G E G C NONE REQUIRED SW 1ST STREET & W. 8TH AVENUE S C B G NONE REQUIRED NONE I W. N AGLER STREET & i W. 6TH A A A A NONE REQUIRED NONE REQUIRED SW 1ST STREET & W. 6TH AVENUE C B D G N/A N/A JACKSON M. AHLSTEDT, P.E. CHANTICLEER January 14, 2004 Page 46 • APPENDIX A Existing Levels of Service • HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 1/10/2004 Period: AM PEAK HOUR Project ID: CHANTICLEER E/W St: FLAGLER No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 2197 Area Type: All other areas ,Iurisd: Year : EXISTING N/S St: W 8 AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound I Northbound L T R L T R ) L T R 1 Southbound L T R 0 1 0 LTR 54 116 10 12.0 0 1 3 0 1 1 1 0 L TR I L TR 36 480 31 1256 248 25 10.0 12.0 110.0 12.0 0 I 0 1 1 0 L TR 37 160 147 10.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left A P Thru P Thru A P Right P Right A P Peds Peds WB Left P SB Left P Thru P Thru P Right P Right P Peds Peds NB Right EB Right SB Right WB Right Green 55.0 11.0 23.0 Yellow 4.0 3.0 4.0 All Red 0.0 0.0 0.0 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 LTR 705 1282 0.32 0.55 13.5 B 13.5 B Westbound L 580 1054 0.08 0.55 10.9 B TR 2740 4981 0.22 0.55 11.7 B 11.6 B Northbound L 258 1636 1.14 0.37 132.2 F TR 673 1818 0.49 0.37 24.8 C 75.3 Southbound L 222 966 0.27 0.23 34.6 C TR 393 1710 0.86 0.23 58.4 E 54.8 D Intersection Delay - 41.9 (sec/veh) Intersection LOS = D Chanticleer Appendix A January 14, 2004 Page A-1 HCS2000: Signalized Intersections Release 4.1d • Analyst: J. AHLSTEDT Agency: Date: 1/10/2004 Period: PM PEAK HOUR Project ID: CHANTICLEER E/W St: FLAGLER Eastbound IL T R 1 No. Lanes 1 0 1 0 LGConfig i LTR Volume 130 61 10 Lane Width 1 12.0 RTOR Vol 1 0 Inter.: 2197 Area Type: All other areas Jurisd: Year : EXISTING N/S St: W 8 AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 1 3 0 L TR 59 1141 48 10.0 12.0 0 1 1 0 L TR 217 268 27 10.0 12.0 0 Southbound L T R 1 l 0 L TR 52 208 178 10.0 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 1 P P P P P P Area Type: All other areas Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 A A A 12.0 3.0 0.0 30.0 4.0 0.0 7 8 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 47.0 4.0 0.0 Eastbound LTR 523 1112 Westbound L 551 1172 TR 2350 5000 Northbound L 284 1636 TR 817 1815 Southbound L 289 963 TR 514 1714 0.25 0.47 17.0 0.13 0.47 15.4 0.57 0.47 20.2 0.80 0.45 35.6 0.41 0.45 18.9 0.21 0.30 27.8 0.86 0.30 50.2 Intersection Delay = 26.4 (sec/veh) 17.0 B B C 20.0+ C D B 25.6 C C D 47.5 D Intersection LOS = C Chanticleer Appendix A January 14, 2004 Page A-2 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTE➢T Agency: Date: 1/10/2004 Period: AM PEAK HOUR Project ID: CHANTICLEER E/W St: SW 1 STREET Inter.: 2219 Area Type: All other areas Juri sd : Year : EXISTING N/S St: W 8 AVENUE SIGNALIZED INTERSECTION SUMMARY 1 Eastbound Westbound Northbound 1 L T R L T R L T R I No. Lanes 1 0 3 0 0 0 0 0 1 0 LGConfig 1 LTR TR Volume 1255 874 116 271 42 Lane Width 1 12.0 12.0 RTOR Vol 1 0 0 Southbound L T R 1 1 0 L T 16 176 10.0 12.0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left Thru P Thru A Right P Right A Peds Peds WE Left SB Left A Thru Thru A Right Right Peds Peds NB Right EB Right SE Right WB Right Green 56.0 36.0 Yellow 4.0 4.0 All Red 0.0 0.0 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 LTR 2749 4909 0.50 0.56 14.0 B 14.0 B Westbound Northbound TR 652 1812 0.56 0.36 26.7 C 26.7 C Southbound L 207 T 664 575 0.12 0.36 21.6 C 1845 0.32 0.36 23.5 C 23.3 C Intersection Delay = 17.5 (sec/veh) Intersection LOS = B Chanticleer Appendix A January 14, 2004 Page A-3 HCS2000: Signalized Intersections Release 4.1d • Analyst: J. AHLSTEDT Agency: Date: 1/10/2004 Period: PM PEAK HOUR Project ID: CHANTICLEER E/W St: SW 1 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound Inter.: 2219 Area Type: All other areas Jurisd: Year : EXISTING N/S St: W 8 AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R 0 3 0 LTR 212 578 134 12.0 0 0 0 0 0 1 0 TR 340 24 12.0 0 1 1 L T 23 280 10.0 12.0 0 Duration 0.25 Phase Combination 1 EB Left P Thru P Right Peds WE Left Thru Right Peds NB Right SB Right Green Yellow All Red 40.0 4.0 0.0 Area Type: All other areas Signal Operations 2 3 4 5 6 7 8 NB Left Thru A Right A Peds SB Left A Thru A Right Peds EB Right WB Right 52.0 4.0 0.0 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 LTR 1943 Westbound Northbound TR 949 Southbound L 373 T 959 4857 0.53 0,40 23.8 C 23.8 C 1825 0.43 0.52 15.2 B 15.2 B 717 0.08 0.52 12.1 B 1845 0.32 0.52 14.0 B 13.8 B Intersection Delay = 19.9 (sec/veh) Intersection LOS = B Chanticleer Appendix A January 14, 2004 Page A-4 HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Agency: Date: 1/10/2004 Period: AM PEAK HOUR Project ID: CHANTICLEER E/W St: FLAGLER No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 3487 Area Type: All other areas Jurisd: Year : EXISTING N/S St: W 6 AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R 0 1 0 TR 156 37 12.0 0 1 3 0 L T 58 400 10.0 12.0 0 0 0 1 1 0 L TR 8 10 42 10.0 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: All other areas Signal Operations 1 2 3 4 P P P P NB Left Thru Right Peds SB Left Thru Right Peds Right Right EB WB 5 6 A A A 68.0 24.0 4.0 4.0 0.0 0.0 Cycle Intersection Performance Summary Appr/ Lane Grp Lane Group Capacity 7 8 Length: 100.0 secs Adj Sat Ratios Lane Group Flow Rate {s) v/c g/C Delay LOS Approach Delay LOS Eastbound TR 1215 1787 Westbound L 659 969 T 3424 5036 Northbound Southbound L 393 TR 396 0.23 0.13 0.13 0.68 6.5 A 0.68 6.0 A 0.68 5.7 A 6.5 A 5.7 A 1636 0.02 0.24 29.0 C 1651 0.20 0.24 30.6 C 30.5 C Intersection Delay = 8.4 (sec/veh) Intersection LOS = A Chanticleer Appendix A January 14, 2004 Page A-5 HCS2000: Signalized Intersections Release 4.1d • Analyst: J. AHLSTEDT Agency: Date: 1/10/2004 Period: PM PEAK HOUR Project ID: CHANTICLEER E/W St: FLAGLER No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: 3487 Area Type: All other areas Jurisd: Year : EXISTING N/S St: W 6 AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 TR 79 62 12.0 0 1 3 0 L T 85 1061 10.0 12.0 0 0 0 Southbound L T R 1 1 0 L TR 4 16 63 10.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru P Thru Right P Right Peds Peds WB Left P SB Left A Thru P Thru A Right Right A Peds Peds NB Right EB Right SB Right WB Right Green 68.0 24.0 Yellow 4.0 4.0 All Red 0.0 0.0 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 TR 1188 1747 0.16 0.68 6.0 A 6.0 A Westbound L 737 1084 0.14 0.68 6.1 A T 3424 5036 0.33 0.68 6.9 A 6.8 A Northbound Southbound L 393 1636 0.02 0.24 29.0 C TR 388 1615 0.30 0.24 31.6 C 31.4 C Intersection Delay = 8.7 (sec/veh) Intersection LOS = A Chanticleer Appendix A January 14, 2004 Page A-6 HC52000: Unsignalized Intersections Release 4.1d • • • TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 1/11/2004 Analysis Time Period: AM PEAK HOUR Intersection: 5W1SSW6A Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: CHANTICLEER East/West Street: SW 1 STREET North/South Street: SW 6 AVENUE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 j 4 5 6 L T R I L T R Volume 883 43 Peak -Hour Factor, PHF 0.95 0.83 Hourly Flow Rate, HFR 929 51 Percent Heavy Vehicles -- -- Median Type/Storage Undivided RT Ghannelized? No Lanes 2 1 Configuration T R Upstream Signal? Yes No Minor Street: Approach Movement Northbound Southbound 7 8 9 I 10 11 12 L T R l L T R Volume 38 62 Peak Hour Factor, PHF 0.79 0.64 Hourly Flow Rate, HFR 48 96 Percent Heavy Vehicles 3 3 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / / Lanes 1 1 Configuration L T Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 i 10 11 12 Lane Config I I L T v (vph) 48 96 C(m) (vph) 780 320 v/c 0.06 0.30 95% queue length 0.20 1.23 Control Delay 9.9 21.0 LOS A C Approach Delay 17.3 Approach LOS C Chanticleer Appendix A January 14, 20O4 Page A-7 • Analyst: Agency/Co.: Date Performed: Analysis Tirne Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: CHANTICLEER East/West Street: SW 1 STREET North/south Street: SW 6 AVENUE Intersection Orientation: EW HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY J. AHLSTEDT 1/11/2004 PM PEAK HOUR 5W15SW6A Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 L T R Westbound 1 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HER Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 533 0.93 573 Undivided 78 0.72 108 No 2 1 T R Yes No Minor Street: Approach Movement Northbound 7 8 9 L T R S outhbourid 1 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 62 102 0,75 0.83 82 122 3 3 0 1 1 L T Approach Movement Lane Config Delay, EH 1 Queue Length, and Level of Service Wg Northbound Southbound 4 l 7 8 9 I 10 11 12 I L T v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 82 874 0.09 0.31 9.5 A 122 443 0.28 1.11 16.2 C 13.5 B Chanticleer Appendix A January 14, 2004 Page A-8 HCS2000: Urban Streets Release 4.1d • Jackson M. Ahlstedt JACKSON M. AHLSTEDT, P.E. 46 N.W. 94th Street Phone: (305) 754-8695 E-Mail: Fax: (305) 754-8695 PLANNING ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Urban Street: Direction of Travel: Jurisdiction: Analysis Year: EXISTING Project ID: CHANTICLEER J. AHLSTEDT 1/10/2004 AM PEAK HOUR SW 1 STREET Traffic Characteristics Annual average daily traffic, AADT Planning analysis hour factor, K Directional distribution factor, D Peak -hour factor, PHF Adjusted saturation flow rate Percent turns from exclusive lanes 0 Number of through lanes Free flow speed, FFS Urban class Section length Median Left -turn bays 1464 vpd 1.000 1.000 0.925 1900 pcphgpl 5 Roadway Characteristics one direction, N 3 40 2 0.80 No No Signalized intersections Arrival type, AT Signal. type (k = 0.5 Cycle length, C Effective green ratio, g/C Annual average daily traffic, Two-way hourly volume Hourly directional volume Through -volume 15-min. flow rate Running time v/c ratio Through capacity Progression factor, PF Uniform delay Filtering/metering factor, 1 Incremental delay Control delay Total travel speed, Sa Total urban street LOS Signal Characteristics 3 4 for planning) Actuated 100.0 sec 0.560 mph miles Results AADT 1464 vpd 1464 vph 1464 vph 1582 v 85.9 sec 0.62 2551 vph 0.663 14.8 sec 0.747 0.9 sec 10.7 sec/v 24.4 mph C Chanticleer Appendix A January 14, 2004 Page A-9 MCS2000: Urban Streets Release 4.1d • Jackson M. Ahlstedt JACKSON M. AHLSTEDT, F.E. 46 N.W. 94th Street Phone: (305) 754-8695 E-Mail: Fax: (305) 754-8695 PLANNING ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Urban Street: Direction of Travel: Jurisdiction: Analysis Year: EXISTING Project ID: CHANTICLEER J. AHLSTEDT 1/10/2004 PM PEAK HOUR FLAGLER STREET Traffic Characteristics Annual average daily traffic, AADT Planning analysis hour factor, K Directional distribution factor, D Peak -hour factor, PFIF Adjusted saturation flow rate Percent turns from exclusive lanes 0 Number of through lanes Free flow speed, FFS Urban class Section length Median Left -turn bays 1025 vpd 1.000 1.000 0.925 1900 pcphgpl Roadway Characteristics one direction, N 3 35 3 0.80 No No Signal Characteristics Signalized intersections Arrival type, AT Signal type (k = 0.5 for planning) Cycle length, C Effective green ratio, g/C Annual average daily traffic, Two-way hourly volume Hourly directional volume Through -volume 15-min. flow Running time v/c ratio Through capacity Progression factor, PF Uniform delay Filtering/metering factor, I Incremental delay Control delay Total travel speed, Sa Total urban street LOS 5 4 Actuated 100.0 0.590 Results mph miles sec AADT 1025 vpd 1025 vph 1025 vph rate 1108 v 106.9 sec 0.41 2688 vph 0.599 11.1 sec 0.915 0.4 sec 7.1 sec/v 20.2 mph C Chanticleer Appendix A January 14, 2004 Page A-10