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HomeMy WebLinkAboutTraffic Impact Analysis• U RBAN EA, FFIC IMPACT ANALYSIS Prepared for STRATEGIC PROPERTIES 12921 S.W. 133 Court Fl 33186 • by Jackson M. Ahlstedt, PeE. 46 N.W, 94th Street Miami Shores, Florida 33150 (305) 754-8695 J U N E 2004 • Jackson M. Ahlstedt, P.E. Florida Registration #28258 • • • TABLE OF CONTENTS 1,0 INTRODUCTION ...... . ...... . .... . ..... . ....................... 2.0 PURPOSE OF STUDY ..................... . 3 3.0 STUDY AREA ................................. ............... 4.0 EXISTING CONDITIONS .......... . ................... . ........... 5 4.1 EXISTING ROADWAY CONDITIONS ....... o .......... 5 4.2 EXISTING SIGNAL TIMING ............. . . . . . ................ 6 7 4.3 EXISTING TRAFFIC COUNTS .... . ............ . ............ 14 4.3.1 PEAK HOURS ......................... 4.3.2 PREVAILING TRAFFIC CONDITIONS 18 4.4 MASS TRANSIT ......... 19 4.5 EXISTING LEVEL OF SERVICE 119 5.0 TRIP GENERATION 22 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT 24 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS 26 8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT 27 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC 32 10.0 ON —STREET PARKING 36 36 11.0 PEDESTRIANS .......... e .... - ..... . 12.0 PROJECT SITE PLAN ............... :6812.1 PROJECT DRIVEWAYS .... . ..... . ......... . 6 12.2 PROJECT LOADING DOCK 12.3 PEDESTRIAN ACCESS . 38 13.0 CONCLUSIONS 38 • • LIST OF TABLES TABLE 1 PROJECT DATA TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) . . ....... ........ . . „ 7 TABLE 3 YEAR 2002 WEEKLY ADJUSTMENT FACTORS ...... . . . ....... . ..... ......... 8 TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS . ............ ....... . 8 TABLE 5 SEASONAL ADJUSTMENT FACTORS . ............... ....... 9 TABLE 6 EXISTING TRAFFIC DOUGLAS ROAD BETWEEN SW 15TH STREET AND SW 16TH STREET _ .. . 10 TABLE 7 EXISTING TRAFFIC SW 16TH STREET EAST OF DOUGLAS ROAD 1/ TABLE 8 EXISTING TRAFFIC SW 15TH STREET EAST OF DOUGLAS ROAD 12 TABLE 9 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES 13 TA LE 10 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS ....... „ ................. 19 TABLE 11 EXISTING LINK LEVEL OF SERVICE 20 TABLE 12 PROJECT TRAFFIC 23 TABLE 13 PEAK HOUR PROJECT TRIP DISTRIBUTION 24 TABLE 14 PROGRAMMED AND PLANNED IMPROVEMENTS 26 TABLE 15 ANNUAL AADT GROWTH RATES 27 TABLE 16 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT . ....... . . 29 TABLE 17 FUTURE INTERSECTION LOS W/O PROJECT WEEKDAY PEAK HOUR CONDITIONS 31 TABLE 18 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT 31 TABLE 19 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 33 TABLE 20 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS 35 TABLE 21 FUTURE LINK LEVEL OF SERVICE WITH PROJECT 35 TABLE 22 AM AND PM PEAK HOUR DRIVEWAY VOLUMES . _ _ ..... ........... . 37 TABLE 23 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS 39 • • • UST OF FIGURES FIGURE 1 PROJECT LOCATION ............ ..... . ...... 2 FIGURE 2 STUDY AREA 4 FIGURE 3 PEAKING CHARACTERISTICS DOUGLAS ROAD BETWEEN SW 15TH STREET 8, SW 16TH STREET 15 FIGURE 4 PEAKING CHARACTERISTICS SW 16TH STREET EAST OF DOUGLAS ROAD 16 FIGURE 5 PEAKING CHARACTERISTICS SW 15TH STREET EAST OF DOUGLAS ROAD 17 FIGURE 6 EXISTING LEVELS OF SERVICE 21 FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC 25 FIGURE 8 FUTURE LEVELS OF SERVICE WITHOUT PROJECT ......... ..... ..... . 30 FIGURE 9 FUTURE LEVELS OF SERVICE WITH PROJECT . . . ............... 34 • • • EXECUTIVE SUMMARY The proposed Drbanea project is a mixed use development consisting of approximately 96 dwelling units and 5,998 square feet of retail space, The project includes approximately 180 on -site parking spaces. The site is located at 1501-21 SW 37th Avenue (Douglas Road), 3686-88 SW 15th Street and 3685-87 SW 16th Street, in the City of Miami. Currently, the site is occupied by a strip shopping center and four multi -family dwelling units, The project will result in a net increase of approximately 12 vehicles per hour in the AM peak hour and 41 vehicles per hour in the PM peak hour. Based upon existing traffic count data, the AM volume is approximately 0,5% of the total two-way AM peak hour volume on Douglas Road. The PM volume is approximately 1.2% of the total two-way PM peak hour volume on Douglas Road. Primary vehicular access to the site is restricted to a two-way driveway connecting to SW 16th Street. A second two-way driveway connects to SW 15th Street. One type of level of service analysis were conducted. This analysis included Intersection and roadway link level of service 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 there will not be a noticeable deterioration in the level of service on Douglas Road. Finally, the proposed project is not located in a Transportation Corridor. Analysis of the roadways, subject to level of service standards, most impacted by the project indicates that they will operate at acceptable levels of service, • • • 1.0 INTRODUCTION The Urbanea project is a single phase development consisting of condominiums, retail space and parking. As shown in Figure 1, the site is located on the east side of SW 37th Avenue (Douglas Road) between SW 15th Street and SW 16th Street. The site is located at 1501.21 SW 37th Avenue (Douglas Road), 3686-88 SW 15th Street and 3685-87 SW 16th Street. The proposed development program is summarized in Table 1. TABLE 1 PROJECT DATA USE RESIDENTIAL COMMERCIAL PARKING TYPE CONDOMINIUM RETAIL QUANTITY 1 UNITS 96 5,998 180 DU SF SPACES Primary vehicular access to the site consists of a two-way driveway connecting to SW 16th Street. A secondary two-way driveway connects to SW 15th Street. Loading dock access is via SW 15th Street. For purposes of this traffic impact analysis, build -out has been estimated to occur by the year 2006. JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 4 • • NW 42 AVE NW 62 ST NW 54 ST 7 J-0 = SR 11Z . te;" 14195, JULIA TurrLE cswY NW1 20 .!-•`, ST '... 1 NW 7 ST ".j. .,.• • ,• • '..! .I", PF--------rii . „... , . . . . . . ... 0 .g.,..........,_,, P.-- F.. -;-?, • ,,,,:;,--`• _7/ DINNER KEY VENETIAN CSWY n RICKENBACKER CSWY MIAMI BEACH FISHER ISLAND VIRGINIA KEY KEY BISCAYNE FIGURE 1 PROJECT LOCATION JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 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 c:oncarrency standards, and solutions to mitigate any adverse impacts; Determination of project impacts upon on -street parking; and, Determination of project impacts on pedestrians. 3.0 STUDY AREA The study area's boundaries were defined to include: SW 11 th Street as the northern boundary, SW 20th Street/Alhambra Plaza as the southern boundary, SW 34th Avenue as the eastern boundary, Ponce De Leon Boulevard as the western boundary. This area includes a one-half mile section of Douglas Road (SW 37th Avenue). Figure 2 shows the intersections and roadway links which are most significant to the project. These include the following intersections: Douglas Road and SW 15th Street Douglas Road and SW 16th Street The roadway links include the following_ Douglas Road between Coral Way and SW 8th Street SW 16th Street between SW 32nd Avenue and Douglas Road JACKSON AHLSTEDT, P.E. URiANEA June 2, 2004 Page 3 • • • ALHAMBRA CBRCL SW 8TH STREET uJ z I� � l fl f II o SAMANCA '0 MENORES M NDOZH 3r: a•,i 4 ZAM RA 3 SW 16TH STREET u. n, z o1 /1• Q` J Z co ca crs! FIGURE 2 STUDY AREA ,-WINDSOR JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 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 or near to the study area. Key roadways in and/or near to the study area include SW 32nd Avenue, Douglas Road (SW 37th Avenue), Ponce De Leon Boulevard, LeJeune Road (SR-953), Coral Way (SR-972), SW 16th Street, and SW 8th Street (SR-90). Of these roadways, Douglas Road is by far the most significant roadway serving the proposed project. Local access to the site is provided by SW 15th Street and SW 16th Street. SW 32nd Avenue SW 32nd Avenue is a two lane roadway with turn lanes at major intersections. Signalized intersections are located at SW 8th Street, SW 16th Street and Coral Way. The posted speed limit is 30 MPH, The section of SW 32nd Avenue between SW 8th Street and Coral Way was considered as a Non -State Roadway, Other Signalized Roadway. Douglas Road Douglas Road is a four lane roadway with a striped median and turn lanes at intersections. Signalized intersections are located at SW 8th Street, SW 16th Street, Minorca Avenue, Alhambra Plaza, Giralda Avenue and Coral Way. The posted speed limit is 40 MPH. The section of Douglas Road between SW 8th Street and Coral Way was considered as a Non - State Roadway, Major City/County Road. For purposes of level of service analysis Douglas Road was classified as a class III urban street. Ponce De Leon Boulevard Ponce De Leon Boulevard is a four lane roadway without turn lanes and with angled parking on either side. Signalized intersections are located at SW 8th Street, Salamanca Avenue, Alcazar Avenue, Alhambra Circle, Giralda Avenue, Aragon Avenue and Coral Way. The posted speed limit is 35 MPH. The section of Ponce De Leon Boulevard between SW 8th Street and Coral Way was considered as a Non -State Roadway, Major City/County Road. LeJeune Road (SR-953) LeJeune Road is a four lane roadway with a striped median and turn lanes at intersections. Signalized intersections are located at SW 8th Street, Minorca Avenue, Alhambra Circle, Aragon Avenue and Coral Way. The posted speed limit is 40 MPH. The section of JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 5 LeJeune Road between SW 8th Street and Coral Way was considered as a State Two Way Arterial, Class H. • • SW 8th Street (SR-90) SW 8th Street (SR-90/Tamiami Trail) is a four lane roadway with a striped median and turn lanes at intersections. Signalized intersections are located at SW 32nd Avenue, Douglas Road, Galiano Avenue, Ponce De Leon Boulevard and LeJeune Road. The posted speed limit is 35 MPH. the section of SW 8th Street between SW 32nd Avenue and LeJeune Road was considered as a State Two -Way Arterial, Class II. SW 16th Street SW 16th Street is a two lane roadway with turn lanes at intersections. Signalized intersections are located at SW 32nd Avenue and at Douglas Road. The posted speed limit is 30 MPH. The section of SW 16th Street between SW 32nd Avenue and Douglas Road was considered as a Non -State Roadway, Other Signalized Roadway, Coral Way (SR-972) Coral Way is a four lane divided roadway with a raised median and angled parking on both sides of the street. Signalized intersections are located at SW 32nd Avenue, SW 33rd Avenue, SW 36th Avenue, Douglas Road, Galiano Avenue, Ponce De Leon Boulevard, Seized() Avenue and LeJeune Road. The posted speed limit is 30 MPH. The section of Coral Way between SW 32nd Avenue and LeJeune Road was considered as a State Two - Way Arterial, Class III. 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. URBANEA June 2, 2004 Page 6 • • 4.3 EXISTING TRAFFIC COUNTS There are three existing Florida Department of Transportation (FOOT) 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) T LOCATtON STA 25 SR 953/LEJEUNE ROAD, 200° SOUTH OF SW 8TH STREET 2534 SR 972/CORAL WAY 200' WEST OF SALZEDO STREET CORAL GABLES 5117 SR 90/US-41/TAMIAMI TRAIL 200' EAST OF SW 37TH AVENUE 1 ECT N- NB 1RECT -2 TOTAL i 20,500 SB 22,500 43,000 ES ES 18,000 WS 18,000 VVB 18,500 36,500 16,500 34,500 Source: Florida Department of Transportation, Transportation Statistics Office. Original 24 Hour machine traffic counts were taken the week of October 27, 2003 at the following locations: • Douglas Road between SW 15th Street and SW 16th Street • SW 16th Street east of Douglas Road • SW 15th Street east of Douglas Road 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 8, inclusive. Turning movement counts were obtained as follows: At the intersection of Douglas Road and SW 16th Street, on Wednesday, February 25, 2004 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. At the intersection of Douglas Road arid SW 15th Street, on Wednesday, February 25, 2004 between 700 AM and 900 AM and between 400 PM and 600 PM. This traffic count data, adjusted to reflect peak hour volumes for Average Annual Weekday JACKSON M. AHLSTEDT, P,E URBANEA June 2, 2004 Page 7 • • Traffic conditions is summarized in Table 9. 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, Miarni-Dade County South factors were used, These factors are shown in Table 3. TABLE 3 YEAR 2002 WEEKLY ADJUSTMENT FACTORS WEEK 2 9 BEGIN DATE 1/6/02 2/24/02 END DATE 1/12/02 3/2/02 FACTOR Source: Florida Department of Transportation, Transportation Statistics Office, 1.01 1.00 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-953 were used. These factors are shown in Table 4, TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS WEEK E N DATE END DAT 2 1/6/02 2/24/02 1/12/02 3/2/02 FACTOR 0.98 0.98 Source: Forida Department of Transportation, Transportation Statistics Office. JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 8 • • • 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 1.022. These factors are shown in Table 5. TABLE 5 SEASONAL ADJUSTMENT FACTORS 2000 2001 2002 MEDIAN FACTOR 1.024 1.025 1.016 1.022 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. AHLSTEOT, P.E. URBANEA June 2, 2004 Page 9 • • • TABLE 6 EXISTING TRAFFIC DOUGLAS ROAD BETWEEN SW 1 5TH STREET AND SW 1 6TH STREET RAW DATA NORTHBOUND SOUTHBOUND 2-WAY ADT 21,614 23,154 44,768 AM PEAK HOUR " MID -DAY PK HR 1,106 1,458 1 2,564 1,426 1,722 3,148 PM PEAK HOUR 1,522 2,043 3,565 WEEKLY ADJUSTMENT FACTOR 1.01 AXLE ADJUSTMENT FACTOR , 0.98 ADJUSTED DATA NORTHBOUND AADT 21,400 SOUTHBOUND 2-WAY 22,900 44,300 AM PEAK HOUR 1,090 1,440 2,540 MID -DAY PK HR 1,410 PM PEAK HOUR 1,510 AADT 1,700 3,120 2,020 3,530 PERCENTAGE OF DIRECTIONAL DISTRIBUTION DAILY TRAFFIC NORTHBOUND SOUTHBOUND NIA 48% 52% AM PEAK HOUR 5.73% 43% 57% MID -DAY PK HR PM PEAK HOUR K(100) '7.04% 7.97% 8.14% JACKSON , AHLSTEDT, P.E. 45% 54% 43% 57% 43% 57% URBANEA June 2, 2004 Page 10 • • • TABLE 7 EXISTING TRAFFIC SW 16TH STREET EAST OF DOUGLAS ROAD RAW DATA EASTBOUND ADT 7,692 AM PEAK HOUR MID -DAY PK HR 616 514 WESTBOUND 2-WAY 9,216 16,908 608 1,224 614 1,128 PM PEAK HOUR 662 WEEKLY ADJUSTMENT FACTOR AXLE ADJUSTMENT FACTOR ADJUSTED DATA EASTBOUND 942 1,604 1.01 WESTBOUND 2-WAY AADT 7,600 9,100 16,700 AM PEAK HOUR 610 MID -DAY PK HR PM PEAK HOUR 510 660 600 1,210 610 930 1 20 1,590 AADT PERCENTAGE OF DAILY TRAFFIC N/A AM PEAK HOUR 7.25% MIDDAY PK HR PM PEAK HOUR K(100) JACKSON M. AHLSTEDT, P.E. 6.71Yo 9.52% 9.73% DIRECTIONAL DISTRIBUTION EASTBOUND WESTBOUND 46% 54% 50% 54% 58% 58% URBAN EA June 2, 2004 Page 11 • TABLE 8 EXISTING TRAFFIC SW 15TH STREET EAST OF DOUGLAS ROAD RAW DATA ADT EASTBOUND 694 WESTBOUND 418 2-WAY 1,112 AM PEAK HOUR 61 24 85 M1D-DAY PK HR PM PEAK HOUR 50 72 WEEKLY ADJUSTMENT FACTOR 21 54 1.01 71 126 AXLE ADJUSTMENT FACTOR 0.98 ADJUSTED DATA EASTBOUND WESTBOUND 2-WAY AADT 700 400 1,100 AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR AADT 60 20 80 AM PEAK HOUR MID -DAY PK HR 50 70 PERCENTAGE OF DAILY TRAFFIC PM PEAK HOUR K(100) N/A 7.27% 6.36% 10.91% 11.14% 20 50 70 120 DIRECTIONAL DISTRIBUTION EASTBOUND 64% 75% 71 % WESTBOUND 36% 25% 29% JACKSON M. AHLSTEDT, P.E. 58% 58% 42% 42% URBANEA June 2, 2004 Page 12 L 0 INTERSECT1 N DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & ,SW 15 STREET 31 TABLE 9 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES EASTSOUN THRU 49 GHT LEFT TNRU R1011-1T LEFT 30 444 19 241 30 55 696 0 4 WESTRflUM 262 62 28 Source: Original traffic counts taken November 4,5 or 6, 2003. AK 140IJR NOR rH3OtlNu FHRU RIGI1T RIGFIT OUTII8OUND IGHT 1,267 Sthi 1 H3OLJlW_,_,,,o, THRti Rtaftr,„, 245 236 873 27 18 20 1,132 Note: Data has been adjusted to reflect AM and PM peak hour volumes for Average Annual Weekday Traffic conditions. 0 • • 43.1 PEAK HOURS This section identifies characteristics of existing peak hour traffic in the study area. These characteristics include AM and PM peak hours, Planning Analysis Hour Factor (Kioo) factors and Directional Distribution (D) factors. Douglas Road The peaking characteristics of Douglas Road between SW 15th Street and SW 1 6th Street are presented graphically in Figure 3. As can be seen from Figure 3, this section of Douglas Road experiences the following three peaks. ▪ An AM Peak of approximately 5.73% beginning at 9:45am • A mid -day peak of approximately 7.04% beginning at 12:45pm • A PM Peak of approximately 7.97% beginning at 5:30pm The K100 for this section of roadway was estimated to be 8.14%. The D factor for this section of roadway was estimated to be 57.22%. SW 16th Street The peaking characteristics of SW 16th Street east of Douglas Road are presented graphically in Figure 4. As can be seen from Figure 4, this section of SW 16th Street experiences the following three peaks. • An AM Peak of approximately 7.25% beginning at 8:00am ▪ A mid -day peak of approximately 6.71 % beginning at 2:00pm • A PM Peak of approximately 9.52% beginning at 5:15pm The K100 for this section of roadway was estimated to be 9.73%. The D factor for this section of roadway was estimated to be 58.49%. SW 15th Street The peaking characteristics of SW 16th Street east of Douglas Road are presented graphically in Figure 5. As can be seen from Figure 5, this section of SW 15th Street experiences the following three peaks. An AM Peak of approximately 7.27% beginning at 8:00am A mid -day peak of approximately 6.36% beginning at 12:30pm ▪ A PM Peak of approximately 10.91 % beginning at 4:45pm The K100 for this section of roadway was estimated to be 11.14%. The D factor for this section of roadway was estimated to be 58.33%. JAC'fSON t4I. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 14 • • • DOUGLAS ROAD BETWEEN SW 15TH STREET & SW 16TH STREET 6.00% LL H5.00%1 Q 4.00% O W 0 N 3.00%- z W 0 ujr 2.00% It 0:00 5:00 10:00 15:00 HOUR BEGINING 20:00 FIGURE 3 PEAKING CHARACTERISTICS DOUGLAS ROAD BETWEEN SW I5TH STREET & SW 16TH STREET JACKSON M. AHLSTEOT, P.E. U RBAN EA June 2, 2004 Page 15 • • • 8.00% H-._.. 0 LL u_ cc 6.00% Q kL [0 4.M0 W 2.00% SW 16TH STREET EAST OF DOUGLAS ROAD 10:00 15:00 HOUR BEGINING FIGURE 4 PEAKING CHARACTERISTICS SW I6TH STREET EAST OF DOUGLAS ROAD JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 16 • • • 12 00% - SW 15TH STREET EAST OF DOUGLAS ROAD 5:00 10:00 15:00 HOUR BEGINING 20:00 FIGURE 5 PEAKING CHARACTERISTICS SW 15TH STREET EAST OF DOUGLAS ROAD JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 17 • • 4.3.2 PREVAILING TRAFFIC CONDITIONS This section describes the traffic conditions on selected roadways and at selected intersections in the study area. Douglas Road Although heavy during peak hours, traffic flow on the section of Douglas Road in the study area is reasonably acceptable. During peak hour conditions queues extend back from the signalized intersections. SW 16th Street Due to moderate demand during peak hours, traffic flow on the section of SW 16th Street in the study area is reasonably acceptable. During peak hour conditions queues extend back from the signalized intersections. SW 15th Street Due to the minimal amount of traffic, traffic flow on SW 15th Street is good. JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 18 • • • 4A MASS TRANSIT The site is served by MetroBus Route 37. During weekdays, MetroBus 37 operates on 30 minute headways. 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, HOS Version 4,1 d was used. The results are shown in Table 10 and on Figure 6. 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 Douglas Road between Coral Way and SW 8th 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 11. TABLE 10 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDIT CNS INTERSECTION EXISTING LOS M DOUGLAS ROAD & SW 16 STREET E p DOUGLAS ROAD & SW 15 STREET WB=D WB=D JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 19 • TABLE 11 EXISTING LINK LEVEL OF SERVICE STREET FROM Douglas Road Coral Way TO LOS SW 8th Street AM=C PM=F ARTPLAN LOS CRITERIA LOS PEAK HOUR r.-•...,,..ate ... .. 8 MAXIMUM PEAK HOUR DIRECTIONALVOLUME E (VPH) AM Peak Houk Directional Service Volume (VPH) N/A 810 1670 1750 1820 1,440 PM Peak Hour Directional Service Volume (VPH) Notes: N/A 600 1610 1740 1820 I 2,020 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 90 seconds and an average GJC of 0.45. 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 0.45. 3.) Maximum peak hour directional volumes are taken from Table 6. JACKSON M . HLSTEDT, RRANEA June 2, 2004 Page 20 • MENORES AVE DOUGLAS ROAD PM AM W D WB=D SW 15th ST LEGEND PM AM NIB=D WBmp AM/PM LINK .LEVEL OF SERVICE AMIPM UNSIGNALIZED INTERSECTION APPROACH LEVEL OF SERVICE N NTS At+14fPi SIGNALIZED INTERSECTION LEVEL OF SERVICE FIGURE 6 EXISTING LEVELS OF SERVICE JACKSON MP AHLSTEDT, P URBANEA June 2, 2004 Page 21 • • .0 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, 7th 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 retail space, using data for ITE Land Use Code 814. The number of vehicular trips generated by the existing development was estimated based on the total number of apartment units, using data for 1TE Land Use Code 220; plus the total square footage of retail space, using data for ITE Land Use Code 814. The total trips shown in Table 12 are the total number of new vehicular trips generated by the project after accounting for trips associated with the existing development. No adjustment has been taken for internalized trips, transit ridership or pedestrian activity. JACKSON M. AHLSTEDT, P,E. URBAN EBB June 2, 2004 Page 22 • • • 1N OUT TOTAL 310 310 620 TABLE 12 PROJECT TRAFFIC 147 147 294 AM PEAK HOUR OF ADJACENT STREET 1N 8 20 (261) (261) (521) (37) (13) (13) (27) 0 183 183 366 OUT TOTAL 41 50 21 41 PM PEAK HOUR OF ADJACENT STREET (40) (77) (2) (2) VPD VPD VPD (9) VPH 21 VPH 12 VPH IN 39 7 (13) (2) 31 VPH OUT TOTAL 19 58 9 6 (17) (31) (1) (2) 10 41 VPH VPH As can be seen from Table 12, the estimated number of new vehicle trips entering the site during the AM peak hour is (9) vph. The estimated number of new vehicle trips leaving the site during the AM peak hour is 21 vph. The estimated number of new vehicle trips entering the site during the PM peak hour is 31 vph. The estimated number of new vehicle trips leaving the site during the PM peak hour is 10 vph. JACKSON . _ AHLSTEDT, P.E. URBANEA June 2, 2004 Page 23 • • • 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 1039 (note that this is the new zone numbering system). The cardinal distribution of the traffic within TAZ 1039 was obtained from Miami -Dade County. The distribution is as follows: North -Northeast 12.07% East -Northeast 19.69% East -Southeast 4.95% South -Southeast 5.97% South -Southwest 16.03% West -Southwest 12,22% West -Northwest 11.03% North -Northwest 18.02% The distribution of AM and PM project trips is summarized in Table 13. Based upon this trip distribution, the project trips were assigned to the roadway network. This is shown in Figure 8. NORTH TABLE 13 PEAK HOUR PROJECT TRIP DISTRIBUTION NNW A TOTAL 1 18.02% 2 (2) IPS 4 Pik' TRIPS TOTAL 7 6 2 EAST NNE ENE 12.07% 1 19.69% 2 3 4 5 8 4 6 1 2 ESE 4.95% 1 0 1 2 2 1 SOUTH SSE 5.97% 1 (1) 1 2 2 1 WEST SSW WSW 16.03% 2 12.22% (1) (1) 3 3 7 5 5 4 2 WNW 11.03% 1 (1) 2 5 3 1 TOTAL 99.98% 12 (9) 21 41 31 10 JACKSON M. AHLSTEiT, P.E. URBAN EA June 2, 2004 Page 24 • • • [ENURES AVE DOUGLAS ROAD 813 010 SW 15th ST WINDSOR 1 516 1 316 SW16thST 61.E N NTS 11-3 -3/10 LE END 100/200 = AMIPM PEAK HOUR NET PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHESTEOT, P,E. URBANEA June 2, 2004 Page 25 • • • 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS Programmed and planned improvements in or near the study area were identified using the Miami -Dade County Transportation Improvement Program (TIP), 2004. These improvements are detailed in Table 14. The transit services project is outside of the City of Miami and would add capacity to the transportation system. At its closest point it would approximately two -tenths of a mile from the proposed URBANEA project. it is not likely that this service would greatly impact the proposed project. TABLE 14 PROGRAMMED AND PLANNED IMPROVEMENTS AY FROM LeJeune Road (SW 42nd Avenue) Transit Services Demonstration Project South Dixie Highway PE OF WORK YEAR SW 8th Street Resurfacing Ponce De Leon Boulevard From Douglas Road to SW 8th Street JACKSON M. AHLSTEDT, RE. Construction 2005 URBANEA June 2, 2004 Page 26 • • • 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 2% per year was developed based upon the historical traffic count data shown in Table 15. TABLE 15 ANNUAL AADT GROWTH RATES VOLUMES IN VEHICLES PER DAY (VPD) 25 2534 5117 Total ()CATION SR 953/LEJEUNE ROAD, 200' SOUTH OF SW 8TH STREET SR 9721CORAL WAY 200' WEST OF SALZEDO STREET CORAL GABLES SR 90/US-41/TAMIAMI TRAIL 200' EAST OF SW 37TH AVENUE 36,104 N/A 33,583 69,687 1996 2002 40,500 28,500 33,500 102,500 43,000 36,500 34,500 114,000 YEARLY RATE 1.03% 4.21% 0.16% 1.79% Future traffic conditions were analyzed for year 2006. The growth rate of 2% per year was applied to the 2002 FOOT traffic counts and the 2004 original traffic count volumes in order to achieve 2006 traffic volumes. in addition, City of Miami and City of Coral Gables data on major developments was researched and the traffic associated with those developments was included in the analysis. These developments consisted of the following projects: • Alhambra Grand Plaza • Miracle Center • Gables View ▪ Villa Calabria Table 16 provides the future traffic volumes without the Windsor 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. URBANEA June 2, 2004 Page 27 • • The intersection level of service for the future traffic volumes without the Urbanea project are shown in Table 17 and on Figure 8. The analysis shows a deterioration in the intersection level of service during the AM and PM peak hours. The intersection level of service analyses are included in Appendix 8. The link level of service analysis for future AM and PM peak hour directional traffic conditions was performed on the previously identified roadway link. These results are summarized in Table 18. JACKSON M. AHLSTEDT, P.E. URBANE, June 2, 2004 Page 28 • 3°d laf1S1H IN NOSM3Vr • TABLE 16 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT DOUGLAS ROAD & SW 16 STREET 32 DOUGLAS ROAD & SW 15 STREET • T THU 31 481 20 251 EFT 1" Rt 31 997 395 262 DOUGLAS ROAD & SW 16 STREET 32 TBOUI IT : T' 51 57 738 29 273 OU EFT TU 44 967 RIGHT 277 UUN, E i T 9 .: RIGHT 246 968 28 DOUGLAS ROAD & SW 15 STREET 65 0 1253 19 21 1238 • • • NTS LEGEND AM/PM LINK LEVEL OF SERVICE AM/PM UNSIGNALIZED INTERSECTION APPROACH LEVEL OF SERVICE AM/PM SIGNALIZED INTERSECTION LEVEL OF SERVICE FIGURE 8 FUTURE LEVELS OF SERVICE WITHOUT PROJECT JACKSON Me AHLSTEDT, P,E. URBANEA June 2, 2004 Page 30 • • • TABLE 17 FUTURE INTERSECTION LOS W10 PROJECT WEEKDAY PEAK HOUR CONDITIONS INTERSECTION YEAR 2006 •LOS MO PROJECT AM DOUGLAS ROAD & SW 16 STREET F DOUGLAS ROAD & SW 15 STREET WB=E WB=E TABLE 18 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT STREET FROM TO LOS Douglas Road Coral Way SW 8th Street AM=C PM=F ARTPLAN LOS CRITERIA PEAK HOUR LOS A D MAXIMUM PEAK HOUR DERECTIONALVOLUME (VPH) AM Peak Hour Directional Service Volume (VPH) N/A 810 1670 1750 1820 1,e97 PM Peak Hour Directional Service Volume (VPH) N/A 1610 Notes: 1740 1820 2,203 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 90 seconds and an average GIC of 0.45. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 100 seconds and an average GIC of 0.45. 3) Maximum peak hour directional volumes are calculated from Table 6 data escalated by 3% per year for two years and includes committed development traffic. JAC (SON M. A @LSTEDT, P.E. URBANEA June 2, 2004 Page 31 • • • 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 13). Table 19 details the future traffic plus project traffic volumes for the AM and PM peak hours. These volumes were then used to determine the intersection levels of service using the same procedures as previously stated. For the most part, there were only minor changes between the year 2006 future intersection level of service with and without the project. This is shown in Table 20 and on Figure 9. The intersection level of service analyses are included in Appendix C. The link level of service analysis for future AM and PM peak hour directional traffic conditions with the project was performed on the previously identified roadway links. These results are summarized in Table 21. JACKSON M. A LSTFDT, P.E. LsRBANEA June 2, 2004 Page 32 • o • G 1S1HV 'ilk NOS)93Vf DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 16 STREET TABLE 19 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT DOUGLAS ROAD & SW 15 STREET 0 0 0 4 0 68 • • • MENORES AVE PAi! AM WB=P WH=F WIN©SOR PM AM WB=D WB=D SW 15th ST SV11 16th ST LEGEND AM/PM LINK LEVEL OF SERVICE AM/PM UNSIGNALIZED INTERSECTION APPROACH LEVEL OF SERVICE AM/PM SIGNALIZED INTERSECTION LEVEL OF SERVICE FIGURE 9 FUTURE LEVELS OF SERVICE WITH PROJECT JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 34 • • • TABLE 20 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS INTERSECTION DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET 2006 LOS 2006 LOS W/O PROJECT VVITH PROJECT F F F WB=F WB=F TABLE 21 FUTURE LINK LEVEL OF SERVICE WITH PROJECT STREET , Douglas Road FR TO Coral Way SW 8th Street AM=C PM=F ARTPLAN LOS CRITERIA PEAK HOUR LOS A E MAXIMUM PEAK HOUR DiRECTIONALVOLUME (VPH) AM Peak Hour Directional ▪ Service Volume (VPH) PM Peak Hour Directional Service Volume (VPH) N/A N/A 810 1670 600 1610 1750 1740 1820 1820 1,617 2,272 Notes: 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 90 seconds and an average GIC of 0.45. 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 0,45. 3) Maximum peak hour directional volumes are calculated from Table 6 data escalated by 3% per year for two years and includes committed development traffic and project traffic. JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 35 • • • 10e0 ON -STREET PARKING There are no parking spaces on either side of Douglas Road. On the south side of SW 15th Street, adjacent to the site, there are opportunities to park. The project may result in the elimination of some existing on=street parking spaces on the south side of SW 15th Street. The project will provide some 180 on -site parking spaces. Parking wwifi be provided for residents, employees and visitors to the site. 11,0 PEDESTRIANS Some minor pedestrian activity was noted in the immediate vicinity of the site. There are pedestrian provisions in the signalized intersection at Douglas Road and SW 16th Street. The proposed project will not significantly impact pedestrian movements along Douglas Road. 12.0 PROJECT SITE PLAN Traffic and transportation aspects of the proposed site plan were reviewed and analyzed. 12.1 PROJECT DRIVEWAYS The proposed project includes two, two-way driveways. One driveway connects to SW 15th Street and the other driveway connects to SW 16th Street. The SW 15th Street driveway serves the retail parking on the ground. The SW 16th Street driveway serves the residential parking. A pick -up -drop-off drive is proposed on Douglas Road. Table 22 summarizes the AM and PM peak hour driveway volumes anticipated at the service paints to the parking garages. JACKSON M. AHL$TEDT, P.E. URBANEA June 2, 2004 Page 36 • • TABLE 22 AM AND PM PEAK HOUR DRIVEWAY VOLUMES IN VEHICLES PER HOUR (VPH) ES# ENTA. GARAGE ENTI AM PEAK HOUR STREET) PM PEAK HOUR IN 3 UTBOUND NEUND OUTBOUND 8 41 39 19 T I GARAGE ENTRANCE ( 1ST$ STRET) AM PEAK`HOUR P P K t. R 20 BUT U1:. 2 OUND 7 UTBOUND 9 No control point has been identified on the ground level plan. Although the current parking configuration does not appear to anticipate a potential control point; a queuing analysis was conducted based upon the assumption that access to the garage will be controlled by a card reader system and consist of an inbound lane and an outbound lane. Analysis of potential inbound queues for the AM and PM peak hours indicates that there is better than a 99% probability that the queue should not exceed 2 vehicles including the vehicle being processed. Analysis of potential outbound queues for the AM and PM peak hours indicates that there is better than a 99% probability that the queue should not exceed 2 vehicles including the vehicle being processed. The proposed driveway serving the residential component of the project would be located on SW 16th Street directly opposite to the driveway serving the existing gas station in the southeast corner of the intersection of SW 16th Street and SW 37th Avenue. The west edge of the driveway would be approximately 109' from the east edge of pavement of SW 37th Avenue. This means that westbound queues of four or five vehicles will likely block access to the driveway. Queues of much greater length than this occur routinely during peak hours, Operationally, of greatest concern is the impact of eastbound project traffic on SW 16th Street desiring to make a left turn into the project driveway. During the PM peak hour it is anticipated that approximately 29 project vehicles will desire to make this movement. Unless westbound SW 16th Street traffic leaves an opening for eastbound project traffic to make the left turn, project traffic will stop all eastbound traffic and potentially adversely impact already marginal JACKSON M. AHLSTEOT, P.E. URBANEA June 2, 2004 Page 37 • • • operational conditions at the intersection of SW 16th Street and SW 37th Avenue. Adjacent to the site, SW 16th Street has approximately 44' of pavement, configured with one eastbound lane and three westbound lanes. The right-of-way width is 70' with 5` sidewalks on either side of the street. There appears to be sufficient width to permit a number of potential solutions to the problem. These solutions include: Channelize the project driveway to create a right -turn -in right -turn -out configuration; Re -stripe the east approach to the intersection of SW 16th Street and SW 37th Avenue to provide two westbound lanes and two eastbound lanes, one eastbound lane to accommodate eastbound project traffic left turns (LOS calculations are provided in Appendix C); Widen SW 16th Street adjacent to the site to accommodate the existing three westbound lanes while adding a second eastbound lane to accommodate eastbound project traffic left turns; or, Widen S 16th Street adjacent to the site to accommodate the existing three westbound lanes, the existing single eastbound lane and a traffic separator. 12.2 PROJECT LOADING DOCK The proposed site plan includes a loading dock area with two 12'x35' loading spaces and two 1 p'x20' loading spaces. Access to the two 12'x35' loading spaces is from SW 15th Street. The loading dock area should be adequate to serve the type and magnitude of the proposed mixed -use project. Loading dock maneuvering will occur internal to the site and will not affect pedestrian and vehicular movements on that street, 12,3 PEDESTRIAN ACCESS The proposed site plan provides pedestrian access to Douglas Road. 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 be some minor deterioration in the level of service on Douglas Road. The intersection analysis indicates a deterioration in the level of service during the AM and PM peak hours at the intersection of Douglas Road and SW 16th Street. Additional analysis indicates that a minor modification to the signal timing will mitigate the direct impacts of the proposed project at that intersection. However, of greater concern are the potential impacts of eastbound project traffic left turns from SW 16th JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 38 • • Street into the site. Four options for addressing these concerns have been identified. As would be expected, the intersection analysis, conducted for the intersection of Douglas Road and SW 15th Street shows degradation of the level of service during the AM and PM peak hours. Since SW 15th Street is a local road, it is not subject to level of service standards. The results of all of these analyses are shown in Table 23. TABLE 23 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS INTERSECTION DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET 2006 LOS W/O PROJECT AM WB=E PM WB®E 2006 LOS WITH P ROJECT AM WB=F PM WB=F 2006 LOS 'WITH PROJECT AND MODIFICATION N/A N/A The roadway link analysis yields similar level of service results, indicating that roadway levels of service will be remain basically the same through the year 2006 With or without the project. JACKSON M. AHLSTEDT, P.E. URBANEA June 2, 2004 Page 39 • • • PPE°;DISC A Existing Intersection Levels of Service • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTE➢T Agency/Co.: Date Performed: 2/26/2004 Analysis Time Period: AM PEAK HOUR Intersection: DR15S Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project I➢: URBANEA East/West Street: SW 15TH STREET North/South Street: DOUGLAS ROAD Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 1111 28 36 1267 Peak -Hour Factor, PHF 0.94 0.88 0.53 0.95 Hourly Flow Rate, HFR 1181 31 67 1333 Percent Heavy Vehicles -- -- 0 -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 ; 10 11 12 L T R I 5 T R Volume 5 0 28 Peak Hour Factor, PHF 0.63 1.00 0.64 Hourly Flow Rate, HFR 7 0 43 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L I LTR I v (vph) 67 50 C(m) (vph) 583 206 v/c 0.11 0.24 95% queue length 0.39 0.92 Control ➢elay 12.0 28.0 LOS B D Approach Delay 28.0 Approach LOS D URBANEA June 2, 2004 Appendix A Page A-1 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst; J. AHLSTEDT Agency/Ca.: Date Performed: 2/26/2004 Analysis Time Period: PM PEAK HOUR Intersection: DR15S Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: URBANEA East/West Street: SW 15TH STREET North/South Street: DOUGLAS ROAD Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 1146 18 20 1132 Peak -Hour Factor, PHF 0.97 0.75 0.50 0.97 Hourly Flow Rate, HFR 1181 24 40 1167 Percent Heavy Vehicles -- -- 0 -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 L T R I L I R Volume 4 0 62 Peak Hour Factor, PHF 0.33 1.00 0.74 Hourly Flow Rate, HER 12 0 83 Percent Heavy Vehicles 0 0 0 Percent Grade (6) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L I LTR I v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 40 586 0.07 0.22 11,6 5 95 251 0.38 1.68 27.8 D 27.8 D URBANEA Appendix A June 2, 2004 Page A-2 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 6/2/04 Period: AM PEAK HR Project ID: WINDSOR AT DOUGLAS E/W St: SW 16TH STREET Inter.: 3240 Area Type: Ali other areas Jurisd: Year o EXISTING N/S St: DOUGLAS ROAD SIGNALIZED INTERSECTION SUMMARY Eastbound } Westbound 1 Northbound 1 Southbound. I L T R I L T R 1 L T R I L T R I 1 1 1 No. Lanes 1 0 1 1 1 2 0 1 ! 1 2 0 1 1 2 0 LGConfig 1 LT R 1 L R 1 L TR 1 L TR Volume 131 16 30 1463 241 130 867 363 1252 1006 14 Lane Width 1 12.0 12.0 112.0 12.0 112,0 12.0 112.0 12.0 RTOR Vol 1 0 1 0 1 0 1 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A P Thru A 1 Thru P Right A 1 Right P Peds 1 Peds WB Left A 1 SB Left A P Thru 1 Thru P Right A A 1 Right P Peds 1 Peds NB Right 1 EB Right 5B Right 1 WB Right Green 17.0 11.0 7.0 39.0 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LT 221 1812 0.33 0.12 37.0 D 36.7 D R 193 1583 0.23 0.12 36.3 D Westbound L 648 3433 0.77 0.19 40.4 D 34.6 C R 545 1583 0.51 0,34 24.3 C Northbound L 235 1770 0.17 0.54 13.4 B TR 1465 3380 0.89 0.43 32.9 C 32.4 C Southbound L 221 1770 1.23 0.54 470.3 F TR 1529 3528 0.72 0.43 23.9 C 112.5 F Intersection Delay - 63.4 (sec/veh) Intersection LOS = E URBANEA Appendix A June 2, 2004 Page A=3 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 6/2/04 Period: PM PEAK HR Project ID: WINDSOR AT DOUGLAS E/W St: SW 16TH STREET Inter.: 3240 Area Type: All other areas Jurisd: Year : EXISTING N/S St: DOUGLAS ROAD SIGNALIZED INTERSECTION SUMMARY 1 Eastbound 1 Westbound 1 Northbound 1 L T R 1 L T R 1 L T R 1 1 No. Lanes 1 0 1 1 1 2 0 1 1 1 2 0 LGConfig 1 LT R 1 L R 1 L TR Volume 131 49 55 1724 262 142 871 245 Lane Width 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 0 1 0 1 0 Southbound 1 T R 1 1 2 0 L TR 236 873 27 12.0 12.0 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A P Thru A Thru P Right A Right 9 Peds Weds WB Left A SB Left A P Thru Thru P Right A A Right P Peds 1 Peds NB Right 1 EB Right SB Right 1 WB Right Green 21.0 11.0 9.0 43.0 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 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 LT 202 1832 0.53 0.11 44.9 D 43.9 D R 174 1583 0.32 0.11 42.1 D Westbound L 721 3433 1.08 0.21 210.2 F` 156.4 F R 554 1583 0.59 0.35 28.3 C Northbound L 300 1770 0.19 0.55 13.3 B TR 1468 3415 0.83 0.43 31.3 C 30.5 C Southbound L 234 1770 1.04 0.55 186.9 F TR 1514 3521 0,62 0.43 24.0 C 57.7 E Intersection Delay = 77.0 (sec/vela.) Intersection LOS = E URBANEA June 2, 2004 Appendix A Page A-4 • Future intersection Levels of Service Without Project • • • HCS2000: Unsignallzed Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co,: Date Performed: 2/26/2004 Analysis Time Period: AM PEAK HOUR Intersection: DR15S Jurisdiction: Units: U. S, Customary Analysis Year: FUTURE W/O PROJECT Project ID: URBANEA East/West Street: SW 15TH STREET North/South Street: DOUGLAS ROAD Intersection Orientation: NS Study period (hrs): 0,25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T` R Volume 1251 29 37 1387 Peak -Hour Factor, PHA' 0.94 0.88 0.53 0.95 Hourly Flow Rate, HFR 1330 32 69 1460 Percent Heavy Vehicles -- 0 -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? No No Minor Street: Approach Movement Westbound Eastbound 7 8 9 I 10 11 12 T R I L T R Volume 5 0 29 Peak Hour Factor, PHF 0.63 1.00 0.64 Hourly Flow Rate, HFR 7 0 45 Percent Heavy Vehicles 0 0 0 Percent Grade (6) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 ! 7 8 9 1 10 11 12 Lane Config L I LTR I v (vph) 69 52 C(m) (vph) 511 160 v/c 0.14 0.32 956 queue length 0.46 1.32 Control Delay 13.1 38.0 LOS B E Approach Delay 38.0 Approach LOS E URBANEA June 2, 2004 Appendix B Page B-1 • • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.! Date Performed: 2/26/2004 Analysis Time Period: PM PEAK HOUR Intersection: DR15S Jurisdiction: Units: U. 5. Customary Analysis Year: FUTURE W/O PROJECT Project ID: URBANEA East/West Street: SW 15TH STREET North/South Street: DOUGLAS ROAD Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 1253 19 21 1238 Peak -Hour Factor, PHF 0.97 0,75 0.50 0.97 Hourly Flow Rate, HFR 1291 25 42 1276 Percent Heavy Vehicles -- -- 0 -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 4 0 65 Peak Hour Factor, PHF 0.33 1.00 0.74 Hourly Flow Rate, HFR 12 0 87 Percent Heavy Vehicles 0 0 0 Percent Grade (6) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config L I LTR I v (vph) 42 99 C(m) (viola) 532 212 v/c 0.08 0.47 956 queue length 0.26 2.27 Control Delay 12.3 36.0 LOS B E Approach Delay 36.0 Approach LOS E URBANEA June 2, 2004 Appendix B Page B-2 HCS2000: Signalized Intersections Release 4.1d • • Analyst: J. AHLSTEDT Agency: Date: 6/2/04 Period: AM PEAK HR Project ID: WINDSOR AT DOUGLAS E/W St: SW 16TH STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter,: 3240 Area Type: All other areas Jurisd: Year : FUTURE W/O PROJECT N/S St: DOUGLAS ROAD SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R Southbound L T R 0 1 1 LT R 32 17 31 12.0 12.0 0 2 0 1 L R 501 251 12.0 12.0 0 1 2 0 L TR 31 997 395 12.0 12.0 0 1 2 0 L TR 262 1116 15 12.0 12.0 0 Duration 1.00 Area Type: Ali other areas Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left A I NB Left A P Thru A I Thru P Right A I Right P Peds I Peds WB Left A I SE Left A P Thru i Thru P Right A A I Right P Peds j Peds NB Right 1 EB Right SB Right I WE Right Green 17.0 11.0 7.0 39.0 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (a) v/c g/C Delay LOS Delay LOS Eastbound LT 222 1813 0.34 0.12 37.1 D 36.8 D R 193 1583 0.24 0.12 36.4 D Westbound L 648 3433 0.83 0.19 44.9 D 37.8 D R 545 1583 0.54 0.34 24.8 C Northbound L 221 1770 0.19 0.54 14.7 B TR 1467 3386 1.00 0.43 77.1 E 75.4 E Southbound t 221 1770 1.28 0.54 556.1 F TR 1529 3528 0.79 0.43 26.5 C 126.4 F Intersection Delay = 85.6 (sec/veh) Intersection LOS = F URBANEA June 2, 2004 Appendix B Page B-3 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date; 6/2/04 Period: PM PEAK ER Project ID: WINDSOR AT DOUGLAS E/W St: SW 16TH STREET Inter.: 3240 Area Type: All other areas Jurisd: Year : FUTURE W/O PROJECT ITT/S St: DOUGLAS ROAD SIGNALIZED INTERSECTION SUMMARY 1 Eastbound 1 L T R 1 No. Lanes 1 0 1 1 LGConfig 1 LT R Volume 132 51 57 Lane Width 1 12.0 12.0 RTOR Vol 1 0 Westbound 1 Northbound 1 Southbound L T R I L T R I L T R 1 2 0 1 1 1 2 0 1 1 2 0 L R 1 L TR ] L TR 767 273 144 967 277 1246 968 28 12.0 12.0 112.0 12.0 112.0 12.0 0 1 0 1 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NE Left A P Thru A Thru P Right A Right P Peds Peds WE Left A SE Left A P Thru Thru P Right A A ! Right P Peds 1 Peds NE Right 1 EB Right SE Right 1 WE Right Green 21.0 11.0 9.0 43.0 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) vfc g/C Delay LOS Delay LOS Eastbound LT 202 1832 0.55 0.11 45.5 D 44.4 D R 174 1583 0.33 0.11 42.2 D Westbound L 721 3433 1.14 0.21 317.6 F 233.2 R 554 1583 0.62 0.35 29.0 C Northbound L 270 1770 0.22 0.55 14.3 B TR 1468 3414 0.93 0.43 41.2 D 40.1 D Southbound L 234 1770 1.09 0.55 250.1 F TR 1514 3522 0.68 0.43 25.5 C 69.9 E Intersection Delay = 105.5 (sec/veh) Intersection LOS = F URBANEA June 2, 2004 Appendix B Page B-4 • • • Future intersection Levels of Service With Project HCS2000: Unsign_alized Intersections Release 4.1d, • • TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed; 6/2/2004 Analysis Time Period: AM PEAK HOUR Intersection: DR1SS Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: URBANEA East/West Street: SW 15TH STREET North/South Street: DOUGLAS ROAD Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 I T R j L T R Volume 1252 27 45 1399 Peak -Hour Factor, PHF 0.94 0.88 0.53 0.95 Hourly Flow Rate, HFR 1331 30 84 1472 Percent Heavy Vehicles -- -- 0 -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 5 0 37 Peak Hour Factor, PHF 0.63 1.00 0.64 Hourly Flow Rate, HFR 7 0 57 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 Flared Approach Exists?/Storage No Lanes 0 1 0 Configuration LTR 0 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config L 1 LTR I v (vph) C (m) (vph) v/c 95 queue length Control Delay LOS Approach Delay Approach LOS URBANEA Appendix C 84 512 0.16 0.58 13.4 64 170 0.38 1.61 38,4 E 38.4 E June 2, 2004 Page C-1 HCS2000: unsignalized Intersections Release 4,1d • • • TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 6/2/2004 Analysis Time Period: PM PEAK HOUR Intersection: DR15S .jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: URBANEA East/West Street: SW 15TH STREET North/South Street: DOUGLAS ROAD Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R 1 L T R Volume 1253 18 23 1249 Peak -Hour Factor, PHF 0.97 0.75 0.50 0.97 Hourly Flow Rate, HFR 1291 24 46 1287 Percent Heavy Vehicles -- -- 0 -- Median Type/Storage Undivided / RT Channelized? Lanes 2 0 1 2 Configuration T TR L T Upstream Signal? .No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 I T R 1 L T R Volume 4 0 68 Peak Hour Factor, PEF 0.33 1.00 0.74 Hourly Flow Rate, HFR 12 0 91 Percent Heavy Vehicles 0 0 0 Percent Grade (°) 0 Flared Approach: Exists?/Storage No Lanes 0 1 0 Configuration LTR 0 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config I, ; LTR v (vph) 46 103 C(m) (vph) 533 214 v/c 0.09 0.48 95, queue length 0.28 2.38 Control Delay 12.4 36.5 LOS B E Approach Delay 36.5 Approach LOS E URBANEA _ — June 2, 2004 Appendix C Page C-2 HCS2000: Signalized Intersections Release 4.1d • • • Analyst J. AHLSTEDT Agency: Date: 6/2/04 Period: AM PEAK HR Project I➢: URBANEA E/W St: SW 16TH STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: 3240 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: DOUGLAS ROA➢ SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R Southbound L T R 0 1 1 LT R 32 17 31 12.0 12.0 0 2 0 1 L R 514 266 12.0 12.0 0 1 2 0 L TR 31 990 397 12.0 12.0 0 1 2 0 L TR 263 1110 15 12.0 12.0 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NE Left A P Thru A Thru P Right A Right P Peds Peds WB Left A SE Left A P Thru Thru P Right A A Right P Peds Peds NB Right EB Right SE Right WB Right Green 17.0 11.0 7.0 39.0 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LT 222 1813 0.34 0.12 37.1 D 36.8 D R 193 1583 0.24 0,12 36.4 D Westbound L 648 3433 0.85 0.19 47.2 D 39.4 D R 545 1583 0.57 0.34 25.4 C Northbound L 221 1770 0.19 0.54 14.6 B TR 1467 3385 1.00 0.43 73.8 E 72.2 E Southbound L 221 1770 1.28 0.54 563.9 F TR 1529 3528 0.79 0.43 26.3 C 128.4 F Intersection Delay = 85.0 (sec/veh) Intersection LOS = F URBANEA June 2, 2004 Appendix C Page C-3 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 6/2/04 Period: PM PEAK ER Project ID: URBANEA E/W St: SW I6TH STREET Inter.: 3240 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: DOUGLAS ROAD SIGNALIZED INTERSECTION SUMMARY 1 Eastbound Westbound I Northbound I L T R L T R 1 L T R 1 1 No. Lanes 1 0 1 1 2 0 1 1 1 2 0 LGConfig 1 LT R L R 1 L TR Volume 132 51 57 773 279 144 964 289 Lane Width 1 12.0 12.0 12.0 12.0 112.0 12.0 RTOR Vol 1 0 0 1 0 Southbound L T R 1 2 0 L TR 261 965 28 12.0 12.0 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A P Thru A 1 Thru P Right A 1 Right P reeds 1 Peds WB Left A 1 SB Left A P Thru 1 Thru P Right A A 1 Right P Peds 1 Peds NB Right 1 EB Right SB Right 1 WB Right Green 21.0 11.0 9.0 43.0 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 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 LT 202 1832 0.55 0.11 45.5 D 44.4 D R 174 1583 0.33 0.11 42.2 D Westbound L 721 3433 1.15 0.21 331.8 F 242.4 F R 554 1583 0.63 0,35 29.4 C Northbound L 271 1770 0.22 0.55 14.3 B TR 1466 3409 0.94 0.43 43.1 D 41.9 D Southbound L 234 1770 1.15 0.55 347.6 F TR 1514 3522 0.68 0.43 25.4 C 92.3 F Intersection Delay = 116,0 (sec/veh) Intersection LOS = F URBANEA June 2, 2004 Appendix C Page C-4 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 6/2/04 Period: AM PEAK HR Project 1D: URBANEA - MODIFIED TIMING E/W St: SW 16TH STREET Inter.: 3240 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: DOUGLAS ROAD SIGNALIZED INTERSECTION SUMMARY 1 Eastbound 1 Westbound i Northbound 1 Southbound 1 L T R I L T R 1 L T R I L TR 1 1 No. Lanes i 0 1 1 1 2 0 1 1 1 2 0 1 1 2 0 1 LGConfig [ LT R 1 L R 1 L TR 1 L TR Volume 132 17 31 1514 266 131 990 397 1263 1110 15 1 Lane Width 1 12.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 0 1 0 1 0 1 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left A P Thru A I Thru P Right A 1 Right P Peds ; Peds WB Left A 1 SB Left A P Thru Thru P Right A 1 Right P Peds f Peds NB Right 1 EB Right SB Right 1 WB Right Green 18.0 5.0 10.3 40.7 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate _ Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LT 101 1813 0.74 0,06 70.8 E 61.8 E R 88 1583 0,52 0.06 47.0 D Westbound L 687 3433 0.80 0.20 41.7 D 67.4 E R 317 1583 0.97 0.20 113.5 F Northbound L 286 1770 0,14 0.60 12.0 B TR 1531 3385 0.96 0.45 45.4 D 44.5 D Southbound L 286 1770 0.99 0.60 122,8 3 TR 1595 3528 0.76 0.45 24.0 C 42.8 D Intersection Delay = 49.3 (sec/veh) Intersection LOS = D URBANEA June 2, 2004 Appendix C Page C-5 RCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTEDT Agency: Date: 6/2/04 Period: PM PEAK HR Project ID: URBANEA - MODIFIED TIMING E/W St: SW 16TH STREET Inter: 3240 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: DOUGLAS ROAD SIGNALIZED INTERSECTION SUMMARY 1 Eastbound 1 Westbound 1 Northbound I L T R I L 1 1 No. Lanes 1 0 1 1 1 2 0 1 1 1 2 0 LGConfig 1 LT R 1 L R 1 L TR Volume 132 51 57 1773 279 144 964 289 Lane Width 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 0 1 0 0 5outhbound L T R 1 2 0 L TR 261 965 28 12.0 12.0 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A P Thru A 1 Thru P Right A 1 Right P Peds 1 Peds WB Left A 1 SB Left A P Thru 1 Thru P Right A 1 Right P Peds 1 Peds NB Right 1 EB Right SB Right 1 WE Right Green 25.7 6.1 10.5 41.7 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 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 LT 112 1832 1.00 0.06 217.0 F 162.1 R 97 1583 0.60 0.06 55.9 E Westbound L 882 3433 0.94 0.26 60.9 E R 407 1583 0.86 0.26 54.7 D Northbound L 288 1770 0.20 0_55 14.3 B TR 1422 3409 0.97 0.42 53.7 D 52.0 D 59.1 5outhbound L 261 1770 1.03 0.55 173.7 F TR 1469 3522 0.70 0.42 26.8 C 57.3 E Intersection Delay = 60.3 (sec/veh) Intersection LOS - E URBANEA June 2, 2004 Appendix C Page C-6 • HCS2000: Signalized Intersections Release 4.ld Analyst: J. AHLSTEDT Inter.: 3240 Agency: Area Type: All other areas g y° Date: 6/2/04 Jurisd: Periods AM PEAK HR Year _ FUTURE WITH PROJECT Project ID: URBANEA - MODIFIED TIMING & LANES E/W St: SW 16TH STREET N/S St: DOUGLAS ROAD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound 1 Northbound Southbound L T R LT R 1 L T R I L `T' R 1 0 1 1 2 0 0 1 1 2 0 ! 1 2 0 LT R L LR 1 L TR 1 L TR 32 17 31 514 266 131 990 397 1263 1110 15 12.0 12.0 12.0 12,0 112.0 12.0 112.0 12.0 0 0 1 0 l 0 1 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left A P Thru A ! Thru P Right A 1 Right P Peds 1 Peds WB Left A SB Left A P Thru ! Thru P Right A I Right P Peds 1 Peds NB Right 1 EB Right SB Right [ WB Right Green 18.0 5.0 10.4 40.6 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Lengthy 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 LT 101 1813 0.74 0.06 70.8 E 61.8 E R 88 1583 0.52 0.06 47.0 D Westbound L 687 3433 0.80 0.20 41.7 D LR 317 1583 0.97 0,20 113.5 F 67.4 E Northbound L 288 1770 0.14 0.60 12.0 B TR 1527 3385 0.96 0.45 46.4 D 45.5 D Southbound L 288 1770 0.98 0.60 116.0 F TR 1592 3528 0.76 0.45 24.1 C 41.6 D Intersection Delay = 49.3 (sec/veh) Intersection LOS = D URBANEA Appendix C June 2, 2004 Page C-7 HCS2000: Signalized Intersections Release 4.1d • • • Analyst: J. AHLSTE➢T Inter.: 3240 Agency: Area Type: All other areas ➢ate; 6/2/04 Jurisd; Period: PM PEAK HR Year : FUTURE WITH PROJECT Project ID: URBANEA - MODIFIED TIMING & LANES E/W St: SW 16TH STREET N/S St: DOUGLAS ROAD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound 1 Northbound 1 Southbound L T R I L T R 1 L T R I L T R 1 1 1 0 1 1 1 2 0 0 1 1 2 0 1 1 2 0 LT R 1 L LR I L TR 1 L TR 32 51 57 1773 279 144 964 289 1261 965 28 12.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 0 1 0 1 0 I 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left A P Thru A 1 Thru P Right A 1 Right P Peds 1 Peds WE Left A 1 SB Left A P Thru 1 Thru P Right A I Right P Peds 1 Peds NB Right 1 EB Right SB Right I WB Right Green 25.6 6.1 10.6 41.7 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 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 LT 112 1832 1.00 0.06 217.0 F 162.1 F R 97 1583 0.60 0.06 55.9 E Westbound L 879 3433 0.95 0.26 62.2 E LR 405 1583 0.86 0.26 55.6 E 60.3 E Northbound L 290 1770 0.20 0.55 14.2 B TR 1422 3409 0.97 0.42 53.7 D 52.0 D Southbound L 263 1770 1.02 0.55 164.4 TR 1469 3522 0.70 0.42 26.8 55.4 E Intersection Delay = 60.1 (sec/veh) Intersection LOS w- E URBANEA June 2, 2004 Appendix C Page C-8 • • • o-,TA Ti • • . 24 HOUR MACHINE COUNT 1 2 ADT 1 2 SW 37 AVE BTWN SW 15 & 16 ST 21,614 23,154 44,768 NORTHBOUND SOUTHBOUND SW 16 ST E/O SW 37 AVE 7,692 9,216 16,908 EASTBOUND WESTBOUND SW 15 ST E/O SW 37 AVE. 694 418 1,112 EASTBOUND WESTBOUND AM MID PM EVE PEAK SW 37 AVE BTWN SW 15 & 16 ST 9:45 AM 12:45 PM 5:30 PM 18:15 17:30 SW 16 ST E/O SW 37 AVE 8:00 AM 2:00 PM 5:15 PM 18:15 17:15 SW 15 ST DO SW 37 AVE 8:00 AM 12:30 PM 4:45 PM 18:15 16:45 SW 37 AVE BTWN SW 16 ST E/O SW 15 ST E/O SW 15 & 16 ST SW 37 AVE SW 37 AVE PEAK K PSF K(100) D 5:30 PM 7.96% 1.022 0.081 57.31% 5:15 PM 9.49% 1.022 0.097 58.73% 4:45 PM 11.33% 1.022 0.116 57.14% • • a AM 1 2 TOTAL % SW 37 AVE BTWN SW 15 & 16 ST 9:45 AM 1,106 1,458 2,564 5.73% SW 16 ST E/O SW 37 AVE 8:00 AM 616 608 1,224 7.24% SW 15 ST E/O SW 37 AVE 8:00 AM 61 24 85 7.64% MID 1 2 TOTAL % SW 37 AVE BTWN SW 15 & 16 ST 12:45 PM 1,426 1,722 3,148 7,03% SW 16 ST E/O SW 37 AVE 2:00 PM 514 614 1,128 6.67% SW 15 ST E/O SW 37 AVE 12:30 PM 50 21 71 6,38% PM 1 2 TOTAL SW 37 AVE BTWN SW 15 & 16 ST 5:30 PM 1,522 2,043 3,565 7.96% SW 16 ST E/O SW 37 AVE 5:15 PM 662 942 1,604 9.49% SW 15 ST E/O SW 37 AVE 4:45 PM 72 54 126 11,33% PROJECT NAME: Traffic Data Collection otice to Proceed : • TIME 1st Y4 12:00 AM 59 01;00AM 22 02:00 AM 15 03:00 AM 20 04:00 AM 17 05:00 AM 23 06:00 AM 63 07:00 AM 206 08:00 AM 320 09:00 AM 276 10:00 AM 259 11:00 AM 356 12:00 PM 334 01:00 PM 338 02:00 PM 355 03:00 PM 398 04:00 PM 390 05:00 PM 358 06:00 PM 364 07:00 PM 339 08:00 PM 261 09:00 PM 206 10:00 PM 192 11:00 PM 142 NORTHBOUND MECHANICAL COUNTS LOCATION: COUNT DATE: SW 37 AVE BTWN SW 15 & 16 ST 01 /06/2004 SOUTHBOUND BOTHWAY 2nd '// 3rd 'Y4 4th V. TOTAL TIME lst Y4 2nd 1/4 3rd Y4 4th Y4 TOTAL TOTAL 42 40 32 173 12:00 AM 48 54 35 45 182 355 20 25 14 81 01:00 AM 43 25 24 24 116 197 24 11 7 57 02:00 AM 15 19 21 10 65 122 10 12 24 66 03:00 AM 12 24 15 10 61 127 23 19 35 94 04:00 AM 15 18 15 12 60 154 26 60 68 177 05:00 AM 10 15 25 35 85 262 106 137 157 463 06:00 AM 45 36 98 124 303 766 200 300 293 999 07:00 AM 125 154 215 235 729 1,728 336 307 349 1,312 08:00 AM 254 289 268 254 1,065 2,377 301 305 309 1,191 09:00 AM 310 303 325 365 1,303 2,494 242 296 320 1.117 10:00 AM 354 365 374 356 1,449 2,566 345 328 339 1,368 11:OOAM 355 333 415 362 1,465 2,833 385 337 329 1,385 12:00 PM 398 394 398 501 1,691 3,076 391 368 366 1,463 01:00 PM 415 406 400 433 1,654 3,117 329 346 371 1,401 02:00 PM 374 339 388 434 1,535 2,936 399 398 349 1,544 03:00 PM 457 495 437 415 1,804 3,348 361 396 369 1,516 04:00 PM 435 395 388 450 1,668 3,184 358 381 362 1,459 05:00 PM 423 525 509 479 1,936 3,395 415 366 355 1,500 06:00 PM 522 533 454 448 1,957 3,457 278 322 310 1,249 07:00 PM 377 312 311 334 1,334 2,583 257 228 211 957 08:00 PM 267 287 227 192 973 1,930 209 199 157 771 09: 00 PM 228 187 180 208 803 1,574 194 145 179 710 10:00 PM 151 131 133 113 528 1,238 143 133 143 561 11:00 PM 139 85 89 75 388 949 24 Hour Total 21,614 24 Hour Total 23,154 44,768 AILY TRAFFIC COUNT SUMMARY ORTHBOUND A.M. Peak Hour, Time: A.M. "K" Factor: A, M. "D" Factor: P.M. Peak Hour, Time; P.M. "K" Factor: P.M. "D" Factor: BOTHWAY: • 11:45 AM 6.5% 47.3% 02:45 PM Volume 7.2% P.H.F.: 46.2% SOJTHBOUND Volume 1,395 A.M. Peak Hour, Time: 11:30 AM Volume 1,569 P.H.F.: 0.91 A.M. "K" Factor: 6.8% P.H.F.: 0.95 AM. "D" Factor: 53.1% 1,566 P.M. Peak Hour, Time: 05:30 PM Volume 2,043 0.98 P.M. "K" Factor: 8.8% P.H.F.: 0.96 P.M. "D" Factor: 57.3% NORTHBOUND and SOUTHBQUND A.M. Peak Hour, Time: 11:30 AM A.M. "K" Factor: 6.6% A.M. Hour "D" Factor: 53.1% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 05:30 PM 8.0°/Q 57.3% Volume: 2,955 P.H.F.: 0.95 Volume: 3,565 P.H.F.: 0.94 lLY TRAFFIC STBOUND A.M. Peak Hour, Time: A.M. "K" Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: P.M. '°D" Factor: BOTHWAY: • PROJECT NAME: Traffic Data Collection *lice to Proceed MECHANICAL COUNTS LOCATION: COUNT DATE: SW 16 ST E/O SW 37 AVE 0 s /06/2004 EASTBOUND WESTBOUND BOTHWAY TIME 1st . 2nd 1/4 3rd / 4th %. TOTAL TIME lst Y4 2nd 1/4 3rd 1 4th % TOTAL TOTAL 12:00 AM 19 11 11 9 50 12:00 AM 13 10 8 6 37 87 01:00 AM 8 7 1 3 19 01:00 AM 7 11 4 4 26 45 02:00 AM 3 8 6 2 19 02:00 AM 0 6 2 3 11 30 03:00 AM 0 6 5 2 13 03:00 AM 4 3 4 3 14 27 04:00 AM 3 4 2 1 10 04:00 AM 2 2 3 7 14 24 05:00 AM 9 3 13 15 40 05:00 AM 8 7 15 21 51 91 06:00 AM 12 19 34 65 130 06:00 AM 22 38 58 61 179 309 07:00 AM 70 94 143 161 468 07:00 AM 109 93 115 117 434 902 08:00 Atil 148 152 161 155 616 08:00 AM 157 188 132 131 608 1,224 09:00 AM 141 121 130 116 508 09:00 AM 116 128 129 138 511 1,019 10:00 AM 99 101 102 95 397 10:00 AM 132 88 99 105 424 821 11:00 AM 107 94 115 131 447 11:00 AM 139 131 117 140 527 974 12:00 PM 123 138 134 105 500 12:00 PM 124 139 162 147 572 1,072 01:00 PM 115 116 125 138 494 01:00 PM 140 151 149 138 578 1,072 02:00 PM 127 125 140 122 514 02:00 PM 157 143 133 181 614 1,128 03:00 PM 129 151 115 147 542 03:00 PM 182 198 191 192 763 1,305 04:00 PM 143 138 134 148 563 04:00 PM 207 200 210 231 848 1,411 05:00 PM 133 174 158 176 641 05:00 PM 202 236 273 215 926 1,567 06:00 PM 154 135 129 116 534 06:00 PM 218 206 192 157 773 1,307 07:00 PM 81 91 95 79 346 07:00 PM 143 141 92 101 477 823 08:00 PM 85 71 64 50 270 08:00 PM 72 86 71 56 285 555 09:00 PM 61 48 63 57 229 09:00 PM 62 51 56 54 223 452 10:00 PM 46 48 47 48 189 10:00 PM 47 43 45 39 174 363 11:00 PM 48 45 37 23 153 11:00 PM 39 38 38 32 147 300 24 Hour Total 7,692 24 Hour Total 9,216 16,908 COUNT SUMMARY 07:45 AM Volume 8.1% P.H.F.: 51.2% 05:15 PM Volume. 8.6% P.H.F.: 41.3% WESTBOUND 622 A.M. Peak Hour, Time: 08:00 AM Volume 608 0.97 A.M. "K" Factor: 6.6% P.H.F.: 0.81 A.M. "D" Factor: 49.7% 662 P.M. Peak Hour, Time: 04:45 PM Volume 942 0.94 P.M. "K' Factor: 10.2% P.H.F.: 0.86 P.M. "D" Factor: 60.6% EASTBOUND and WESTBOUND A.M. Peak Hour, Time: 08:00 AM A.M. "K" Factor: 7.2% A.M. Hour °'D" Factor: 50.3% P.M. Peak Hour, Tirne: P.M. "K" Factor: P.M. Hour "D" Factor: 05:15 PM 9.5% 58.7% Volume: 1,224 P.H.F.: 0.90 Volume: 1,604 P.H.F.: 0.93 PROJECT NAME: Traffic Data Collection •ce to Proceed : EASTBOUND MECHANICAL COUNTS LOCATION: COUNT DATE: SW 15 ST E/O SW 37 AVE 01/06/2004 WESTBOUND TIME 1st% 2nd Y4 3rd Y4 4th Y4 TOTAL TIME 1st'/4 2nd 1/4 12:00 AM 0 2 0 0 2 12:00 AM 0 2 01:00AM 1 0 0 0 1 01:00AM 0 1 02:00 AM 0 1 1 0 2 02:00 AM 0 1 03:00 AM 0 0 0 0 0 03:00 AM 0 0 04:00 AM 0 1 0 1 2 04:00 AM 0 0 05:00 AM 0 1 1 2 4 05:00 AM 1 0 06:00 AM 1 5 5 4 15 06:00 AM 2 1 07:00 AM 3 5 7 11 26 07:00 AM 5 10 08:00 AM 13 21 12 15 61 08:00 AM 5 10 09:00 AM 12 15 16 12 55 09:00 AM 3 9 10:00 AM 8 8 13 6 35 10:00 AM 7 6 11:00 AM 10 9 12 7 38 11:00 AM 6 11 12:00 PM 15 9 9 14 47 12:00 PM 7 4 01:00 PM 13 14 10 11 48 01:00 PM 5 11 02:00 PM 11 15 6 6 38 02:00 PM 2 8 03:00 PM 9 12 10 14 45 03:00 PM 6 7 04:00 PM 10 14 15 18 57 04:00 PM 7 5 05:00 PM 19 14 21 17 71 05:00 PM 14 19 06:00 PM 16 10 11 13 50 06;00 PM 11 8 07:00 PM 8 8 11 5 32 07:00 PM 7 6 08:00 PM 8 14 4 4 30 08:00 PM 3 7 09:00 PM 3 8 8 4 23 09:00 PM 4 1 10:00 PM 1 4 0 3 8 10:00 PM 3 3 11:00PM 1 1 0 2 4 11:00PM 4 2 ,LY TRAFFIC STBOUND A.M. Peak Hour, Time: A.M. "K" Factor: A.M. a'D" Factor: P.M. Peak Hour, Time; P.M. "K" Factor: P.M. "D" Factor: BOTH WAY: • 24 Hour Total 594 COUNT SUMMARY 08:00 AM Volume 8.8% P.H.F.: 71.8% 04:45 PM Volume 10.4% P.H.F.: 57.1% WESTBOUND 61 A.M. Peak Hour, Time: 0.73 A.M. "K" Factor: A.M. "D" Factor: 72 P.M_ Peak Hour, Time: 0.86 P.M. "K" Factor: P.M. "D" Factor: EASTBOUND and WESTBOUND A.M. Peak Hour, Time: 08:00 AM A.M. "K" Factor: 7.6% A.M. Hour "D" Factor: 71.8% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 04:45 PM 11,3% 57.1 % Volume: 85 P.H.F.: 0.69 Volume: 126 P.H.F.: 0.95 3rd Y4 4th Y4 TOTAL O 0 2 O 0 1 1 0 2 O 1 1 0 1 1 4 1 6 0 1 4 2 5 22 7 2 24 5 9 26 9 5 27 5 3 25 3 2 16 1 5 22 4 7 21 6 5 24 9 10 31 11 10 54 5 7 31 6 8 27 4 5 19 4 1 10 3 3 12 2 2 10 24 Hour Total 418 09:45 AM Volume 31 7.4% P.H.F.: 0.86 43.1% 04:45 PM Volume 54 12.9% P.H.F.: 0.71 42.9% BOTHWAY TOTAL 4 2 4 1 3 10 19 48 85 81 62 63 63 70 59 69 88 125 81 59 49 33 20 14 1,112 • • • RAW DATA NB EB SS WB LT T RT LT T RT LT T RT LT T RT DOUGLAS ROAD & SW 16 STREET 30 867 363 31 16 30 252 1006 14 444 19 m 241 AM 42 871 245 31 49 55 236 873 27 696 28 262 PM 0 1111 28 0 0 0 36 1267 0 5 0 28 AM 18 0 0 0 20 1132 0 4 0 62 P DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 15 STREET FDOT PEAK SEASONAL FACTOR NB EB SB WB LT T RT LT T RT LT T RT LT T ! RT 30 867 363 31 16 30 252 1006 14 444 19 241 AM 42 871 245 31 49 55 236 873 27 696 28 262 PM 0 1111 28 0 0 0 36 1267 0 5 0 28 AM 0 1146 18 % 0 0 0 20 1132 0 4 4 62 PM PEAK SEASON ADJUSTED DATA LT NB T RT LT EB T RT LT SB WB RT LT T RT DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 16 STREET 31 43 886 371 32 890 250 32 16 50 31 258 56 241 1028 892 14 454 28 711 19 29 246 AM 268 PM DOUGLAS ROAD & SW 15 STREET 0 1135 29 0 0 0 37 1295 0 5 DOUGLAS ROAD & SW 15 STREET 0 1171 18 0 0 0 20 1157 0 4 0 0 29 AM 63 PM PHF MB EB SB WB LT T RT LT T RT LT T RT LT T DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 15 STREET 0.75 0.75 ERR ERR 0.95 0.93 0.94 0.97 0.93 0.78 0.86 0.86 0.88 ERR 0.75 ERR 0.50 0.68 ERR ERR 0.68 0.93 0.94 0.58 0.92 019 0.98 0.97 ERR 0.53 ERR 0.50 0.97 0.84 0.93 0.70 0.95 ERR 0.62 ERR 0.97 ERR 0.33 ERR RT 0.86 AM 0.80 PM 0.64 AM 0.74 PM • • • EXISTING AADT NB EB SB W LT T RT T RT LT T RT LT T RT DOUGLAS ROAD & SW 16 STREET 30 867 363 3 6 30 252 006 14 444 19 241 A DOUGLAS ROAD & SW 16 STREET 42 871 245 31 49 55 236 873 27 696 28 DOUGLAS ROAD & SW 15 STREET 0 1111 28 0 0 0 36 1267 0 5 0 262 PM 28 AM DOUGLAS ROAD & SW 15 STREET 1146 18 20 1132 62 PM GROWTH FACTOR 1.04 FUTURE BACKGROUND AADT NB EB SB WB LT T RT LT T RT T RT LT T RT DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 16 STREET 31 902 378 32 17 31 262 1047 5 462 20 251 AM DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 15 STREET 44 906 0 1156 255 29 32 0 0 57 246 0 37 908 318 28 724 0 29 5 0 273 PM 29 AM 1192 19 21 1178 65 P • • s COMMITTED DEVELOPMENT TRAFFIC EB SB WB LT T RT LT T DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 16 STREET 0 95 0 61 17 0 22 0 0 0 RT LT 0 0 T RT LT 69 0 19 60 0 14 0 RT 0 AM PM DOUGLAS ROAD & SW 15 STREET 95 0 0 0 69 0 0 0 AM DOUGLAS ROAD & SW 15 STREET 61 60 PM FUTURE WITHOUT PROJECT ,DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET LT 31 NB EB SB WB T RT LT T RT LT 997 395 32 17 31 262 44 967 277 32 51 57 246 T RT LT T RT 1116 15 481 20 251 3 AM 968 28 738 29 273 PM 0 1251 29 0 0 0 37 1387 0 5 0 29 AM DOUGLAS ROAD & SW 15 STREET 1253 19 0 0 0 21 1238 0 4 0 65 PM • • PROJECT TRAFFIC DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 15 STREET FUTURE WITH PROJECT DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 16 STREET DOUGLAS ROAD & SW 15 STREET DOUGLAS ROAD & SW 15 STREET 32 17 31 263 965 1399 • WB LT T RT 13 0 15 AM 6 0 6 PM 0 0 8 AM PM • DCIUGLAS ROAD &Ye; SW 16 STR13BT EXISTING DATA P'obnoary 25,2004 TAM :N13 Sl3 NS .13D W.13 EW TOTAL 138G1N5 LT T RT TOTAL LT T la TOTAL TOTAL LT T .8T TOTAL LT T RT TOTAL TOTAL 07:00 AM 9 134 54 197 27 244 3 274 471 0 9 10 10 70 Z 39 Ill 121 592 07;15 AM 7 172 56 235 58 Z04 4 266 501 6 4 1 11 81 4 46 131 743 643 07:30 AM 9 190 88 287 63 231 3 297 584 1 5 11 20 85 2 45 132 152 736 07:45 AM 8 200 98 306 61 245 4 310 616 10 4 3 17 12D 3 67 190 207 823 0860 AM 7 217 97 321 57 244 6 312 633 10 3 11) 23 103 6 46 166 183 816 0815 11,04 10 228 81 379 66 267 3 336 655 3 1 11 15 105 4 70 179 191 849 08:30 A04 5 222 87 314 68 245 1 314 628 8 8 6 22 111 6 58 175 197 825 08:45 Aivi 4 230 77 311 53 238 8 299 610 6 7 4 17 89 6 51 146 163 773 PK Illy 30 867 363 1260 252 1006 14 1272 2532 31 16 30 77 444 19 241 704 781 3373 PERC0.NT 2% 69% 29% 50% 20% 79% 146 50% 76% 40% 21% 390 10% 63% 3% 34% 90% 24% PI3T 0.75 0.95 0.93 0.98 0.93 0.94 0.58 0.95 0.96 078 0.50 0.68 fl 84 0.93 0.79 0.86 0.93 0.92 0.95 AADT FACTOR 1_00 OK TM A4DT NB SD ]v8 Eli �]q WEi EW TOTAL. LT T 12T 'TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT 'TOTAL TOTAL 30 867 363 1260 252 1006 14 1272 2532 31 16 30 77 444 19 241 704 781 3313 AVERAGE 663.10 SEASON FACTOR 1.022 PK E8I2 AVERAGE PRAY. SEASON NB SR N3 EB W13 )4W TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL, TOTAL 31 896 371 1288 258 1028 14 1300 2588 32 16 31 79 454 19 246 719 798 3386 GROWTH FACTOR 1.04 FUTURE BACKGROUND TRAI IC1 TM 813 NS ER WB LW TOTAL, LT T RT TOTAL, LT T RT TOTAL. TOTAL LT T N"T TOTAL T,T T R'1. TOT'AL. TOTAL ADT 31 902 378 1311 262 1047 15 1323 2634 32 17 31 80 462 20 251 732 813 3447 AADT 31 902 378 1311 262 1047 15 1323 2634 32 17 31 80 462 20 251 732 813 3447 'SEAS01,1 32 922 386 1340 268 1070 15 1353 2642 33 17 32 82 472 20 256 749 830 3523 • • DOliGLAS ROAD & SW 16 STREET COMMITTED D13.VELOI'Iv40NT TRAFFIC AM PEAK ROTA P'W TU"F.'.AI, NESANS .E13 WB LT T RT TOTAL 1.1' T RT TOTAL TOTAL LT T RT TOTAL LT T RI' TOTAL TOTAL, ALi-IAMBRA GRAND PLAZA 15 17 32 16 76 48 0 I9 19 19 67 11FRACLE CENTER 57 57 42 42 99 0 0 0 99 GABLES VIEW 21 21 4 4 25 0 0 0 25 VILLA CALABRIA .2 2 7 7 9 0 0 0 9 €1 0 0 0 0 0 0 O 0 0 0 0 0 0 O c1 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 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 7) 0 0 TOTAL 0 95 17 112 O 69 0 69 181 0 0 0 0 19 0 0 19 19 200 D3T 178.E TRAFFIC WI -TROUT PROJECT NB SD NS ED WN EW TOTAL .LT T RT TOTAL LT T -RT TOTAL TOTAL LT T RT TOTAL LT T :RT TOTAL TOTAL. ADT 31 997 395 1,423 262 1,116 15 1,392 2,815 32 17 31 80 481 20 251 751 R32 3,647 AADT 31 997 395 1,423 262 1,116 15 1,392 2,815 32 17 31 SO 481 20 251 751 832 3,647 PSEASON 32 1,017 403 1,452 268 1,139 15 1,422 2,873 33 17 32 82 491 20 256 768 849 3,723 PROJECT TRAFFIC N73 SD NS EH W13 IOW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT '1: 10T TOTAL TOTAL A€T 0 -7 2 -5 7 -6 0 -5 -10 0 :1 0 0 13 0 15 28 28 18 AADT 0 -7 2 -5 1 -6 (7 -5 -10 0 0 0 4) 13 0 15 28 28 18 PSEASON ) -7 2 -S I -6 0 -5 -10 0 0 1; 0 13 (1 15 28 28 18 1,GT'0I714 'TRAFFIC' WITH PROJECT N31 813 NS ET3 WB IOW TOTAL LT T 12T TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL AOl 31 990 397 1,4)8 263 1,110 15 1,387 2,605 32 11 31 80 494 20 266 779 860 3,665 AADT 31 990 397 1,418 263 1,110 15 1,387 2,805 32 17 31 80 494 20 266 779 860 3,665 PSEASON 32 1,010 405 1,447 269 1,133 15 1,417 2,863 33 17 32 82 50,1 29 271 796 877 3,741 • • • L)OUG1 AS ROAD & SW 1.6 8TRE8'T E3CISTIITG DATA February 25, 2004 TNT NB SR NS EN, WB FM TOTAL BEC NS LT T :RT TOTAL, LT T RT DOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 3404 pm 9 265 52 326 42. 199 3 243 569 4 2 12 18 132 6 50 188 206 7'75 0415 17101. 13 204 58 275 46 177 7 236 505 4 9 13 26 144 9 68 221 247 752 0430 054 13 222 59 293 46 200 6 252 546 8 8 13 29 145 8 58 211 240 786 04:45 PM 11. 200 62 273 49 212 9 270 513 8 6 12 26 162 6 51 219 245 788 05:00 054 14 208 53 275 58 219 7 284 559 7 10 14 31 163 6 82 '251 282 841 05.15 051 9 204 70 283 59 226 8 293 576 9 11 13 33 161 6 60 227 260 836 05:301'54 11 233 71 315 58 226 5 289 604 9 10 14 33 185 6 56 247 280 881 05:45 PM 8 226 51 285 61 202 7 270 555 6 18 74 38 187 10 64 261 299 854 17101-11. 42 871 245 11.58 236 873 27 1136 2294 31 49 55 135 696 28 262 986 1121 3415 PERC0N2 4% 75% 21% 50% 21% 77% 2% 50% 67% 23% 36% 41% 12% 71% 3% 27%6 88% 33% ✓ HF 0.75 0.93 0.86 0.92 0.97 0.97 0.84 0.97 0.94 0,86 0.68 0.98 0.89 0.93 0.71) 0.80 0,94 1).94 0.94 AAI7T FACTOR 1.00 PK FIR AADT 5713 g13 NS Eii WB SW TOTAL LT 'F RT TOTAL LT "I' RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 43 871 245 1158 236 873 27 1136 2294 31 49 55 135 696 28 262 986 1121 3415 AVERAGE PEAK' SEASON FACTOR 1.022 P P EIR AVERAGE PEAK SEASON NB Sq NS ETS W11 EW TOTAL LT 'i' RT TOTA1, LT "1' RT TOTAL TOTAL LT T .R'1' 201761 LT T RT TOTAL TOTAL 43 890 250 1183 241 892 26 1161 2344 32 50 56 138 711 29 268 1008 1116 3490 GROWTH FACTOR 1,04 FIJTLIRE BACK1}ROIRM T NB 813 NS E13 WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL U1' T RT TOTAL TOTAL AOT 44 906 255 1205 246 908 28 1182 2387 32 51 57 140 724 29 273 1026 1166 3553 AADT 44 906 255 1205 246 908 28 1182 2387 32 51 57 140 724 29 273 1026 1166 3553 930ASON 45 926 261 1231 251 928 29 1208 2439 33 52 58 11.4 740 30 27.9 1048 1192 3631 • • • DOUGLAS ROAD & SW 16 S'IR1?10 T COMMITTED DF,VE'LOPMENT TRAFFIC 0191 PEAK HOUR iB 313 N5 E➢ WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAS, LT T R'1' TOTAL LT T RT 'TOTAL TOTAL ALI AMBRA GRANT] PLAZA 19 22 41 32 12 53 0 14 14 14 67 MERACLI1 CENTER 25 25 25 25 50 0 0 0 50 GABLES VIEW 16 10 26 20 30 0 0 0 :30 VILLA CALABRI A 7 7 3 3 10 6 0 0 10 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 11 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 6 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 TOTAL 0 61 22 83 0 60 0 60 143 0 0 0 14 0 0 14 14 157 FEITIIRIZ TRAFFIC W1TEIOUT 00O1EC0 N.B SB NS ;LB WI/ IIW TOTAL LT 'I RT TOTAJ., LT T .RT TOTAL TOTAL L T T RT TOTAL LT T RT TOTAL TOTAL AJST 44 967 277 1,288 246 968 28 1,242 2,530 32 51 57 140 738 29 273 1,050 1,180 3,710 AA'IJT 44 967 277 1,288 246 968 28 1,242 2,530 32 51 57 140 738 29 273 1,040 1,180 3,710 PSEASON 45 987 283 1,314 251 988 29 1,268 2,582 33 52 58 144 754 36 279 1,062 1,206 3,788 PROTECT TRAFFIC NB 513 NS EI3 WB EW TOTAL LT 'I AT TOTAL LT T RT TOTAL TOTAL LT T 0003 TOTAL LT T It£ TOTAL TOTAL AITIT 0 -3 12 9 15 -3 0 12 21 0 0 0 0 6 0 6 12 12 33 AADT 0 -3 12 9 15 -3 0 12 21 0 0 0 0 6 0 6 12 12 33 PSEASON 0 -3 12 9 15 -3 0 12 21 0 0 0 0 6 0 6 12 12 33 FUIURS TRAFFIC WITH PROJECT MR 543 NS EI3 W13 13W TOTAL L1' T RT TOTAL LT 'I RT TOTAL 'TOTAL LT '1' R1' TOTAL L' T RT TOTAL TOTAL ADT 44 964 289 1,297 261 965 28 1,254 2,551 32 51 57 140 744 29 279 1,052 1,192 3,743 AAI3T 44 964 289 1,297 261 965 28 1,254 2,551 32 51 57 140 744 29 279 1,052 1,192 3,743 PSl7ASON 45 984 295 1,323 266 985 29 1,280 2,603 33 52 58 144 760 30 285 1,074 1,218 3,821 • • • ISOUGLAS ROAD A SW 15 STREET EXISTING DATA 'February 25, 2004 TIME N73 SB NS L.13 WI3 SSW TOTAL BEG0N5 LT T iki TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 07:00 AM 0 167 6 173 3 272 0 275 448 0 0 0 0 2 fl 3 5 5 453 07:15 4,1 0 220 4 224 1 263 0 264 488 0 0 0 0 3 0 4 7 7 495 07:304334 0 234 5 239 2 294 6 296 535 0 0 0 0 3 0 3 6 6 541 07:45 434 0 269 8 277 5 310 0 315 592 0 0 0 0 0 0 7 7 1 599 518:00 454 0 267 6 273 10 311 0 321 591 0 0 0 0 1 0 I 2 2 596 08:15 AM 0 295 6 301 4 334 0 338 639 0 0 0 0 2 0 9 11 11 650 08:30 AM 0 280 8 288 17 312 0 329 617 0 0 0 0 2 0 11 13 13 630 08:4.5 AM 0 278 9 287 3 299 0 302 589 0 0 0 0 0 0 10 10 10 599 PK BR 0 1111 28 1139 36 1267 0 1303 2442 0 0 0 0 5 0 28 33 33 2475 PERCENT 0% 98% 2% 474 3% 97`1 09.5 53% 99% ERR 33:RR ERR 0% 15% 0% 85% 100°/ 1% PIT ERR. 0.94 88 0.95 0.53 0.93 ERR 0.96 0.96 ERR .EIW. ERR ERR 0.63 ERR 0_64 0.63 ERR ERR AADT FACTOR 1.00 PK HR AADT N:£d SE NS Ell WB EW TOTAL L'T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL 1;l' T RI TOTAL TOTAL. 0 1111 28 1139 36 1267 0 1303 2442 0 0 0 0 5 0 29 33 33 2475 AVERAGE PEAK SEASON FACTOR 1.022 9I:1 Tift AVERAGE PEAK SEASON 5113 SB N5 1313 W43 14W TOTAL 1.T T RT TOTAL LT T RT TOTAL TOTAL LT 'L RT TOTAL 10 '1' .RT TOTAL TOTAL 0 1135 29 1164 37 1295 0 1332 2496 0 0 U 0 5 29 34 34 2529 CTROWTOI FACTOR 1.04 FUTURE BACKG.ROUI1D TRAF07L" NB S11 NS E13 W11 10W TOTAL LT T RT TOTAL LT T R'1' TOTAL TOTAL LT T RT 'TOTAL LT 'r RT TOTAL TOTAL ALIT 0 1156 29 1185 37 1338 0 1356 2541 6 0 0 0 5 0 29 34 34 2575 AADT 0 1156 29 1185 37 1318 0 1356 2541 0 0 0 0 5 0 29 34 34 2575 PSEASON 0 1181 30 1211 38 1347 0 1385 2597 0. 0 0 0 5 0 30 35 35 26:32 • • DOUGLAS ROAD & SW 15 STREET CC/WH1 TBD ➢EVELOPEvIENT TRAFFIC AM PEAK ITOIJR ISLT 8I3 N8 T$ WB LXO' TOTAL LT T RT TOTAL LT T RT TOTAL, TOTAL LT I RT TOTAL LT T RT TOTAL TOTAL ATHIAMBRA GRAND PLA.7.A 15 15 16 10 31 0 0 0 31 V1R-ACLECENTER 57 57 42 42 99 0 0 0 99 GABLES V185,1,' 21 21 4 4 25 0 0 0 25 VILLA CALABRIA 2 2 7 7 9 0 0 0 9 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 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 a 0 O 0 0 4 0 0 0 TOTAL 0 95 0 95 0 69 1) 69 164 E3 0 0 0 0 0 0 0 0 164 FUTURE TRAFFIC WITHOUT PROJECT NB ST3 N5 :EI3 Wi3 95 TOTAL LT T RT TOTAL LT '1' R'1' 'TOTAL TOTAL LT T RT TOTAL LT T. RT TOTAL Tt3TAL ADT 0 1,251 29 1,280 37 1,387 0 1,425 2,705 0 0 0 0 5 0 29 34 34 2,739 AADT 0 1,251 29 1,280 37 1,387 0 1,425 2,705 0 0 D 0 5 0 29 34 34 2,739 PSEASON 0 1,276 30 1,306 38 1,416 0 1,454 2,761 0 0 0 1) 5 0 30 35 35 2,746 PROTECT TRAFFIC DIES S$ NS 0H WB FM TOTAL LT '1' RT TOTAL. LT T RT TOTAL TOTAL LT I RT TOTAL LT 1" RT TOTAL TOTAL ADT 0 1 -2 -1 8 12 0 20 19 0 0 0 0 0 11 8 8 8 27 AADT 0 1 -2 -1 8 'T2 0 20 19 0 0 0 0 13 0 8 8 8 27 PSEASON 0 1 -2 -1 8 12 0 20 19 0 0 0 0 0 0 8 8 8 27 ADJURE TRAFFIC W.ITIT PROTECT NB SI3 NS EE WB 11W TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT' TOTAL LT T RT "TOTAL TOTAL ADT 0 1,252 27 1,279 45 1,399 0 1,445 2,724 0 0 0 0 5 0 37 42 42 2,766 AADT 0 1,252 27 1,279 45 1,399 0 1,445 2,724 0 0 0 0 5 0 37 42 42 2,766 PSEASON 0 1,277 28 1,305 46 1,428 0 1,174 2,780 0 0 0 0 5 0 38 43 43 2,823 • • DOUGLAS ROAD 0 9W 15 STREET EXISTING DATA }9 bsuary 25, 2004 TOME MB SB NS Eli W13. .EW IOThL )IEGLNS LT T RT TOTAL LT '5 RT TOTAL TOTAL LT T RT TOTAL LT T RT 000AL TOTAL 64:00001 0 313 6 319 5 242 0 247 566 0 0 0 0 1 e 10 11 11 577 0415 PM 0 269 7 276 1 227 0 228 504 0 0 0 0 3 0 8 11 11 515 04:30 PM U 282 6 288 2 252 0 254 542 0 0 4 0 0 0 6 6 6 548 04:45 PM 0 254 5 259 4 270 0 274 532 4 0 0 0 0 0 16 16 16 549 05:00 PM 0 291 6 297 4 281 0 285 582 0 0 0 0 3 0 12 15 15 597 05:15 PM 0 271 2 273 2 293 0 295 568 (1 0. 0 0 0 0 .10 10 10 578 95:30 PM 0 294 4 298 4 288 0 292 590 0 0 0 6 I 0 21 22 22 512 05:45 PM 0 290 6 296 10 270 0 280 576 0 0 0 6 0 0 19 19 19 59.5 PK HR 0 1146 18 1164 20 1132 0 1152 2316 0 0 0 0 4 0 62 66 66 2382 PERCENT 0% 98 2% 50% 2% 98% 0% 50% 97% ERR .ERR ERR 0% 6% 0% 94% 100% 3% PFi'.F ERR 0.97 0.75 0.98 0.50 0.97 ERR. 9.98 0.98 ERR H'1ZR ERR ERR U.33 ERR 0.74 0.75 .ERR ERR AADT FACTOR 1.00 PK 1i1 AADT 1501 813 NS E13 W13 EW 'l'OTAT, LT T RT TOTAT, LT T RT TOTAL TOTAL 1_T T RT TOTAL 1:C` T RT TOTAL, TOTAL 0 1146 18 1164 20 1132 0 1152 2316 0 0 0 0 4 0 62 66 66 2382 AVERAGE PEAK SEASON. FACTOR 1.022 PK 15R AVERAGE PEAK SEASON NB SB NS EH LT T RT TOTAL LT T R'1' TOTAL TOTAL LT 6 1171 18 1190 20 1157 0 1177 2367 G GROWTH FACTOR 1,04 FUTURE BACKI380T7NI) TRAFFIC 0 W11 EW TOTAL RT TOTAL LT '1' RT TOTAL TOTAL. 0 4 4 0 63 67 67 2434 NB Sy NS I' M W13 EW TOTAL LT T :RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 1192 19 1211 21 117S 0 1199 2410 0 0 0 0 4 0 65 69 69 2478 AADT 0 1I92 19 1211 21 1178 0 1199 2410 0 0 0 0 4 0 65 69 G9 2478 08805015 0 1219 19 1238 21 1204 0 1225 2463 0 0 0 0 4 0 66 70 70 2533 • • I OGGLAS ROAD Az SW 15 STREET COMMITTED DEVELOPMENT TRAFFIC PM PEAK FLOUR - NB S13 NS 1'B W13 F1W TOTAL LT T RT TOTAL LT T R2 TOTAL TOTAL LT T 11T TOTAL LT '1 RT TOTAL TOTAL ALHAMARA GRAND PLAZA 19 19 12 12 31 0 0 0 31 hf1RAC.LE CENTER 25 25 25 25 50 0 0 0 50 GABLES VIEW I0 10 20 20 30 0 0 0 30 VILLA CALA13RIA 7 7 3 3 10 0 0 0 10 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 (1 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 11 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 61 0 61 0 60 1) 60 121 0 0 {) 0 0 0 0 0 0 121 FUTtONE, TRAFFIC WITHOUT PRODSL''T NB 545 NS IOB W13 EW TOTAL LT T RY' TO1'Al, LT T R1' TOTAI, TOTAL LT T RT TOTAL LT T R2 TOTAL TOTAL AUT 0 1,2,53 19 1,272 21 1,238 0 1,259 2,531 0 0 0 0 4 (1 65 69 69 2,599 AA➢T 0 1,253 19 1,272 21 1,238 0 1,259 2,531 0 0 0 0 4 0 65 69 69 2,599 4)51A1019 0 1,280 -19 1,299 21 1,264 0 1,285 2,584 0 0 0 0 4 0 66 70 70 2,654 PR{37ECT T NB 3I3 NS E13 W13 P,W TOTAL LT T 1i'1' TOTAL LT T RT TOTAI, 'TOTAL LT T RT TC)TAL LT '1' RT TOTAL TQT,AL ADT 0 0 -1 -1 2 11 0 13 12 0 0 0 0 0 0 3 3 3 15 AADT 0 0 -1 -1 2 11 0 13 12 0 0 0 0 0 0 3 3 3 1.5 PSEAS0N 11 0 -1 -1 2 11 0 13 12 0 0 0 0 0 0 3 3 3 15 F11TE101 TRALFIC WITH PROI,ECT NB SS NS EP, W13 I?W TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT 'TOTAL TOTAL AOT 0 1,253 18 1,271 23 1,249 0 1,272 2,543 0 0 0 0 4 0 58 72 72 2,614 AADT 0 1,253 18 1,271 23 1,249 0 1,272 2,543 0 0 (1 0 4 0 68 72 72 2,61,1 PRRAK)N 90 1,280 18 1,298 23 1,275 0 1,298 2,596 0 0 0 0 4 0 69 73 73 2,669 T • Description/File Information in si Filename C \BONt1\WINDSORat Douglas\ANALYSIS\AP_DOUGiASAM.xml Program ARTPLAN Analyst . AHLSTEDT Date Prepared Version 6/3/2004 5.1.1 Agency District Arterial Name DOUGLAS ROAD Study Period Kp/d Begin Intersection Peak Direction User Notes AM PEAK HOUR SW 8 ST Southbound End Intersection CORAL WAY Roadway Variables Aa Type Class Posted Speed Facility Data Traffic Variables AADT 3 44300 0.08 # Thru Lanes Median Type 40 0,57 Left Turn Lanes 4 Restrictive Yes PHF % Turns Excl. Lanes °/0 Heavy Vehicles Base Sat Flow Rate • Control Variables Arrival Type 0.925 Signals/Mile 12 Local Adj. Factor Cycle Length 1.5 Adjusted Sat Flow Rate 4 Through g/C 1900• 4.00 90 Control Type 0.95 1778 Multimodal Variables Paved Shoulder/ Bike Lane 0.45 Outside Lane Width Pavement Condition Sidewalk Semiactuated Sidewalk/ Roadway Separation No Typical Typical Sidewalk/Roadway Protective Barrier Obstacle to Bus Stop Yes Bus Freq Typical No Bus Span Of Service 1 15 Automobile Segment Data Segment # 1 (to SW 16 ST) MINORCA) 3 (to ALHAMBRA PLZ) 4 (to CORAL WAY) Cycle Length 90 g/C Arr. Type �1a Turns 0.45 12 901 90 90 0.45 0,45 0.45] 4 121 12 12 # Dir. Lanes 2 2 2 Length 0.49621 0.25 DT 44300 Hourly Vole 0.05682 0.19318 �44300 44300 44300] 2020 2020 2020 2020 FFS 45 Median Type 45 45' 45 Non -Restrictive Non -Restrictive Non -Restrictive Non -Restrictive Automobile LOS Segment # Thru Mvrnt Flow Rate v/C Control Delay Int. Approach LOS Speed (mph) Segment LOS (to SW 16 ST) 12 (to MINORCA) 1922 1.2 111.8 11.3 1922 1.2 111.8 3 (to ALHAMBRA PLZ) 1922 1.2 111.8 4 (to CORAL WAY) 1922 1.2 111.8, Arterial Length 1.0 Auto Speed Automobile Service Volu *** e Tables 6.6 1.7 5.3 F� Auto LOS Lanes 1 3 A lg C le Hourly Volume In Peak Direction ** ** ** ** ** Lanes 4 6 8 * Lanes 2 ** 360 810 ** 4 ** ** 1270 1720 810 1 1 800 1670 2520 3380 1670 870 1750 2630 3500 1750 Hourly Volume In Both Directions 620 1410 2230 3010 1410 1400 2920 4430 5920 2920 910 1520 1820 2730 3060 4610 3640 1820 1600 6140 3060 3190 4790 6380 3190 Annual Average Daily Traffic 6 • ** ** ** ** ** 7800 17700 27800 37700 17700 17500 36600 55400 74000 36600 19100 38300 57600 76800 19900 38300 39900 59800 79800 39900 • Description/File Ir fcr atio Filename AP_DOUGLASPM,xml Date Prepared 6/3/2004 Program ARTPLAN Version 5.1,1 Analyst 3, AHLSTEDT Arterial Name DOUGLAS ROAD Agency Begin Intersection District SW 8 ST End Intersection CORAL WAY Study Period Kp/d Peak Direction Southbound User Notes PM PEAK HOUR Facility Data Roadway Variables Area Type 4 Posted Speed # Thru Lanes Median Type Urbanized Left Turn Lanes 3 40 4 Restrictive Traffic Variables AADT Yes PHF % Turns Excl. Lanes % Heavy Vehicles 44300 Base Sat Flow Rate Local Adj Factor 0.57 0.925 Adjusted Sat Flow Rate 12 1,5 1900 0.95 Control variables Arrival Type 4 Signals/Mile Cycle Length Through g/C 1778 Control Type 4.00 100 0.45 Multimodal Variables Semiactuated Paved Shoulder/Bike Lane Outside Lane Width Pavement Condition Sidewalk Sidewalk/ Roadway Separation Sidewalk/Roadway Protective Barrier Obstacle to Bus Stop Bus Freq No Typical Typical Yes Typical Bus Span Of Service No 1 15 • Automobile Segment Data Segment # Cycle Length 100 g/C Arr. Type %%% Turns 0.45 12 2 MINORCA) 3 (to ALHAMBRA PLZ) '4 (to CORAL WAY) 100 100, 100 0.45 0.45 0.45' 4 4 4 121 # Dir.. Lanes 12 2 2 2 2 Length 0.49621 0.25 0.05682 AADT 0.19318 44300 44300 44300 44300 curly Vol 2020 2020 FFS 2020 2020 4 45 45 Median Type 451 Non -Restrictive Non -Restrictive Non -Restrictive Non -Restrictive Automobile LOS Segment # Thru Mvmt How Rate v/c Control Delay Int. Approach LOS Speed (mph) Segment LOS 1 (to SW 16 ST) 1922 1,2 114.1 11.2 2 (to MINORCA) 1922 1.2 13 (to ALHAMBRA PLZ) 1922 1.2 114.1 6.5 114.1 1.7 4 (to CORAL WAY) 1922 1.2 114.1 Arterial Length 1.0 Auto Speed *** 5.2 Aut© LOS mobile Service Volume Tables A B C D E Lanes Hourly Volume In Peak Direction 750 860 910 1 ** 270 1610 1740 1820 2 ** 600 2610 2730 3 ** 940 2480 3330 3480 3640 q ** 1270 * ** 600 1610 1740 1820 Lanes Hourly Volume In Both Directions 2 ** 470 1310 1520 1600 4 ** 1060 2830 3050 3190 6 ** 1640 4340 4580 4790 8 ** 2220 5840 6110 6380 * ** 1060 2830 3050 3190 Lanes Annual Average Daily Traffic 2 ** 5900 16400 18900 19900 4 ** 13200 35400 38100 39900 6 ** 20500 54300 57200 59800 73000 76400 79800 8 ** 27700 * ** 13200 35400 38100 39900 • AM INBOUND • • Project: Analyst: Date: Control System: WINDSOR J. Ahlstedt 2/26/2004 CARD READER Arrival Rate Service Rate Number of Servers Queue Capacity Input Data 8 360 2000 per hour per hour Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.023 Average Number in Queue Lq 0.001 Minimum Number of Agents (threshold time & system capacity) MinAgents 1 Minimum Number of Servers (threshold time & queue capacity) MinServers 1 Probability That System is Empty Po 98% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 2% Probability That Waiting Time is Less Than Threshold Time Service Level 99% Average Server Utilization Util 2% Average Time Customer Spends In System W 10 Seconds Average Time Customer Spends In Queue Wq 0 Seconds Probability Distribution of Number of Customers in System 0 ra () s7r 1.0 (0 r•-- co 0) 0 C‘i U co Number of Customers in System PrState % 0 97.78% 1 2.17% 2 3 4 5 6 7 8 9 10 11 12 13 - 14. 15 16 0.05% 0„00% 0.00% 0.00% 0.00% 0.00% 0,00% 0.00% 0.00°/0 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 17 18 19 20 0.00% 0.00% 0.00% 0.00% Page 1 AM INBOUND • • • 103% 1. 100% 1 99% 0 E. E 98°% 0 98% 97% 97% Cummuletive Probability of Number of Customers in System 0 1 2 3 4 5Number of Customers 11 n 13s#14 15 16 17 18 19 20 Number 0 1 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 97,78% 99.95% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00%' 100.00% 100.00% 100.00% 100.00% Page 2 AM OUTBOUND • Project: Analyst: Date: Control System; WINDSOR J. Ahlstedt 2/26/2004 CARD READER Arrival Rate Input Data A ,z per hour Service Rate Number of Servers Queue Capacity 360 per hour 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity Number of Servers) 2001 Calculated Data Average Number In System L 0.129 Average Number in Queue Lq 0.015 Minimum Number of Agents (threshold time & system capacity) MinAgents 2 Minimum Number of Servers (threshold time & queue capacity) MinServers 2 Probability That System is Empty Po 89% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 11% Probability That Waiting Time is Less Than Threshold Time Service Level 97% Average Server Utilization UN 1 1 % Average Time Customer Spends In System W 11 Seconds Average Time Customer Spends In Queue Wq 1 Seconds OD% 80% 70% 60% Ass = 50% O ▪ ▪ 40% 30% 20% 10% Probability Distribution of Number of Customers in System 0".k 7 r 0 C's! CO I" Is) r-- CO CD CO 'Cr LO PrState 0 88.61% 0.09% .1 3 0 . 3% 4 0.01% 5 0.00% 6 0.00% 7 0.00% 8 0.00% 9 0.00% 10 0.00°1 1 0.00°/ 2 0.00% 13 0.00%. 4 0.00% 15 0.00% 16 0.00% 7 0.0 Number of Customers in System 18 19 0.00% 0.00% 20 0.00% Page 3 AM OUTBOUND • Cummulat ve Probability of Number of Customers In System 0 1 2 3 4 5 Number of Customers !92'� gysterr915 16 17 18 19 2D Nube n10 Page 4 PM INBOUND A Project: Analyst: Date: Control System: WINDSOR J. Ahlstedt 2/26/2004 CARD READER Input Data Arrival Rate Service Rate 39 350 per hour per hour Number of Servers Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System Average Number in Queue Minimum Number of Agents (threshold time & system capacity) Minimum Number of Servers (threshold time & queue capacity) Probability That System is Empty Lq MinAgents MinServers Po Probability That Arriving Customer Will Depart Without Entering System PrBalk Probability That an Arriving Customer Will Have To Wait Probability That Waiting Time is Less Than Threshold Time Average Server Utilization Average Time Customer Spends In System Average Time Customer Spends In Queue 0 PrWait Service Level Util W Wq Probability Distribution of Number of Customers in System CNI Sri Vr 0.121 0.013 1 89% 0% 11% 97% 11% 11 1 Seconds Seconds Number of Customers In System PrState % 0 89.17% 9.66% 2 1.05% 0.11% 0.0'l % 0.00% 0.00% 7 0.00% 8 0.00% 9 0.00% 0 0.00% 1 0.00% 12 0.00% 13 0.00% 14 0.00% 15 0.00% 6 0.00% 17 0.00% 18 0.00% 9 0.00% 20 0.00% Page 5 PM INBOUND • Cummulative Probab lity of Number of Customers hi System 0 1 2 3 4 5 Nu6 7 mber of Customers m Systern15 16 17 18 19 20 Number Page 6 PM OUTBOUND • Project: Analyst: Date: Control System: WINDSOR J. Ahlstedt 2/20/2004 CARD READER Input Data Arrival Rate 19 per hour Service Rate per hour Number of Servers Queue Capacity Threshold Time (Assumed) 2000 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.056 Average Number in Queue Lq 0.003 Minimum Number of Agents (threshold time & system capacity) MinAgents 2 Minimum Number of Servers (threshold time & queue capacity) MinServers 2 Probability That System is Empty Po 95% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 5% Probability That Waiting Time is Less Than Threshold Time Service Level 99% Average Server Utilization Util 5% Average Time Customer Spends in System W 11 Seconds Average Time Customer Spends In Queue Wq 1 Seconds Probability Distribution of Number of Customers in System N co 0 if) ED Number of Customers In System c0 01 2 PrState % 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 94.72% 5.00% 0.26% 0.01% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0,00% 0,00% 0.00% 0.00% 0.00% 0.00%© 0.00%a 0.00% 0.00% Page 7 PM OUTBOUND • Cummulatirre Probability of Number of Customers in System Number 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 94.72% 99.72% 99.99% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% Page 8 AM INBOUND • • Project WINDSOR Analyst: J. Ahlstedt Date: 2/26/2004 Control System: CARD READER Input Data Arrival Rate Service Rate 20 360 per hour per hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L. 0.059 Average Number in Queue Lq 0.003 Minimum Number of Agents (threshold time & system capacity) MinAgents 2 Minimum Number of Servers (threshold time & queue capacity) MinServers 2 Probability That System is Empty Po 94% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 6% Probability That Waiting Time is Less Than Threshold Time Service Level 99% Average Server Utilization Uti1 6% Average Time Customer Spends In System W 11 Seconds Average Time Customer Spends In Queue Wq 1 Seconds 1 00% 90% 80% 70% 60% co 50% 0 CL 40% • 30% 20% 1 0% Probability Distribution of Number of Customers in System I T C\I try "ct co CO CS) 0 iN 'I- In Number of Customers 6n System CO 0) 8 PrState 0 1 2 3 4 5 94.44% 5.25% 0.29% 0.02% 0.00% 0.00% 6 0.00% 7 8 9 10 11 12 13 14 15 16 17 18 19 20 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00°/© Page 1 A INBOUND • • • Curnmuiatiye Probability of Number of Customers in System IEEE I MEIN MIMI 10E11 In I_ 0 a` 11101 II g 95% - 94% 93% 92% 91% C} 1 2 3 4 5 Nu6 mber of Customers ys est115 16 17 18 19 20 Number 0 94.44% 1 2 99.69% 99.98% 31 100.00% 4! 100.00% 51 100.00% 61 100.00% 7! 100.00% 8! 100.00% 9! 100.00% 01 100.00% 11 100,00% 12! 100.00% 13! 100.00% 14! 100.00% 15! 100.00% 16! 100.00% 171 100.00% 18! 100.00%, 19! 100.00% 20! 100.00% Page 2 AM OUTBOUND • • Project: WINDSOR Analyst: J. Ahlstedt Date: 2/26/2004 Control System: CARD READER Input Data Arrival Rate Service Rate 21 per hour 3,0 per hour Number of Servers Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.062 Average Number in Queue Lq 0.004 Minimum Number of Agents (threshold time & system capacity) MinAgents 2 Minimum Number of Servers (threshold time & queue capacity) MinServers 2 Probability That System is Empty Po 94% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 6% Probability That Waiting Time is Less Than Threshold Time Service Level 99% Average Server Utilization Util 6% Average Time Customer Spends in System W 11 Seconds Average Time Customer Spends In Queue Wq 1 Seconds Probability Distribution of Number of Customers in System Q SV CO It) CD oo rn 0 PCNi m"T n Number of Customers In System co c PrState 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 °/° 94,17% 5.49% 0.32% 0.02% 0.00% 0.00% 0, 00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0,00% 0.00% 0.00% 0.00% 0.00% 0.00% 0,00% 0.00% Page 3 AM OUTBOUND • Cummulatlie Probability of Number of Customers In System 20 1 2 3 4 5 Number of Customers In system 16 17 18 19 Number % 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 94.17% 99.66% 99.98% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% Page 4 PM INBOUND • Project: WINDS©R Analyst: J. Ahlstedt Date: 2/26/2004 Control System: CARD READER Input Data Arrival Rate Service Rate 360 per hour per hour Number of Servers Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L Average Number in Queue Lq Minimum Number of Agents (threshold time & system capacity) MinAgents Minimum Number of Servers (threshold time & queue capacity) MinServers Probability That System is Empty Po Probability That Arriving Customer Will Depart Without Entering System PrBalk Probability That an Arriving Customer Will Have To Wait PrWait Probability That Waiting Time is Less Than Threshold Time Service Level Average Server Utilization Util Average Time Customer Spends in System W • Average Time Customer Spends In Queue Wq Probability Distribution of Number of Customers in System 0 r N In Number of Customers in System 0.020 0.000 1 1 98% 0% 2% 100% 2% 10Seconds 0 Seconds 2 0.04% 3 0.00% 4 0.00% 0.00% 0.00% 7 0.00% 8 0.00% 0.00% 9 10 0.0 Ok 11 0.00°/a 12 0.00% 0.00% 4 0 00% 15 0.00% 16 0.00% 17 0 00% 18 0.00% 19 0.00% 20 0.00% Page 5 PM INBOUND • • ccs 0 a w99%- tis Cummulative Probability of Number of Customers In System �.. . Number EE 0 0 1 2 3 `1 5 Numbber of Customers in g;stle4111 15 16 17 18 19 20 98.06% 99.96% 2 100.00% 3 100.00% 4 100.00% 100.00% 100.00% 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 100.00% 100.00% 100,00% 100.00% 100.00% 100.00% 100.00% 100.00% 100,00% 100.00% 100.00% 100.00% 100.00% 100.00% Page 6 PM OUTBOUND • Project: Analyst: Date: Control System: input Data Arrival Rate Service Rate Number of Servers Queue Capacity Threshold Time (Assumed) System Capacity (Queue Capacity .4- Number of Servers) WINDSOR J. Ahlstedt 2/26/2004 CARD READER 9 360 2000 15 2001 per hour per hour seconds Calculated Data Average Number In System Average Number in Queue Minimum Number of Agents (threshold time & system capacity) Minimum Number of Servers (threshold time & queue capacity) Probability That System is Empty Probability That Arriving Customer Will Depart Without Entering System Probability That an Arriving Customer Will Have To Wait Probability That Waiting Time is Less Than Threshold Time Average Server Utilization Average Time Customer Spends In System io Average Time Customer Spends In Queue Probability Distribution of Number of Customers in System Lq MinAgents MinServers Po PrBalk PrWait Service Level 415 0 IL 100%%, 90% 80% 70% 60% 50% 40% 30% 20% 10% - (v er3 d L() (D a) 0 Cst(°] [f Uhl Wq 0.026 0.001 2 2 98% 0% 3% 99% 3% 10 0 Seconds Seconds PrState % 0 97.50% 2.44% 2 0.06% 3 0.00% 0.00% 5 0.00% 0.00% 7 0.00% 0.00% 9 0,00% 10 0.00% 0,00% 12 0.00% 13 0.00% 4 0.00% 15 0.00% 16 0.00% 17 0.00% Number of Customers In System 18 0.00% 19 0.00% 20 0.00°IO Page 7 PM OUTBOUND • Cummulatiye Probability of Number of Customers in System 0 I 2 3 " N ger PA C9usamLirs ?fst1e4m 15 16 17 18 19 20 Number % 0 97.50% 1 99.94% 2 100.O0% 3 100.00% 4 100.00% 5 100.00% 6 100.00% 7 00.00% 8 100.00% 9 100.00% 100.00% 11 100.00% 12 100.00% 13 00.00% 4 100.00% 5 100.00% 16 100.00% 7 100.00% 18 100,00% 9 100,00 /0 20i 100.00% Page 8 2631 TIMING DATA FOR 2631 DOUGLAS RD & SW 8 PAT OF EWW F Y R NSL Y NSW F G Y 1 T 47 16 16 4 2 10 3 7 15 2 4 2 T 44 18 16 4 2 8 3 7 15 2 4 3 M 24 11 16 4 2 10 3 7 15 7 4 4 T 54 11 16 4 2 5 3 7 8 1 4 5 T 44 18 16 4 2 8 3 7 15 2 4 6 T 6 24 16 4 2 9 3 7 15 5 4 7 T 71 31 16 4 2 10 3 7 15 17 4 8 T 16 19 16 4 2 7 3 7 15 2 4 9 T 38 14 16 4 2 0 0 7 15 7 4 10 T 47 19 16 4 2 8 3 7 15 2 4 11 T 6 16 16 4 2 9 3 7 15 13 4 12 T 47 16 16 4 2 10 3 7 15 2 4 13 M 6 16 16 4 2 9 3 7 15 13 4 24 T 38 11 16 4 2 5 3 7 15 1 4 MIN: 7 16 5 15 1 ENTER THE CONTROLLER NUMBER (/ = STOP) 3240 3240 TIMING DATA FOR 3240 DOUGLAS & SW 16 ST PAT OF NSG G Y R WM Y EWW F G Y R 1 T 72 38 1 4 1 17 3 7 3 1 4 1 2 T 54 41 1 4 1 14 3 7 3 1 4 1 3 T 46 42 1 4 1 21 3 7 3 1 4 1 5 T 72 38 1 4 1 17 3 7 3 1 4 1 6 T 66 41 1 4 1 14 3 7 3 1 4 1 7 T 25 36 1 4 1 28 3 7 3 1 4 1 8 T 36 37 1 4 1 10 3 7 3 1 4 1 9 T 34 32 1 4 1 10 3 7 3 1 4 1 10 T 26 36 1 4 1 28 3 7 3 1 4 1 20 T 24 32 1 4 1 10 3 7 3 1 4 1 21 T 34 29 1 4 1 5 3 7 10 1 4 1 22 T 34 29 1 4 1 5 3 7 10 1 4 1 23 T° 34 30 1 4 1 7 3 7 3 1 4 1 24 T 34 27 1 4 1 10 3 7 10 1 4 1 MIN: 20 5 10 1 ENTER THE CONTROLLER NUMBER (/ = STOP) 5140 5140 TIMING DATA FOR 5140 DOUGLAS & MINORCA PAT OF NSG G Y R NL Y R EG Y R 1 T 0 51 1 4 1 7 4 1 16 4 1 2 T 1 51 1 4 1 7 4 1 16 4 1 3 T 59 59 1 4 1 7 4 1 18 4 1 5 T 0 51 1 4 1 7 4 1 16 4 1 6 T 81 51 1 4 1 7 4 1 16 4 1 7 T 72 59 1 4 1 7 4 1 18 4 1 8 T 27 43 1 4 1 7 4 1 14 4 1 9 T 35 38 1 4 1 7 4 1 14 4 1 10 T 71 59 1 4 1 7 4 1 18 4 1 20 T 19 38 1 4 1 7 4 1 14 4 1 21 T 35 33 1 4 1 7 4 1 13 4 1 22 T 35 33 1 4 1 7 4 1 13 4 1 23 T 36 34 1 4 1 7 4 1 13 4 1 24 T 35 34 1 4 1 5 4 1 13 4 1 MIN: 30 5 7 ENTER THE CONTROLLER NUMBER (/ = STOP) 3580 3580 TIMING DATA FOR 3580 DOUGLAS & ALHAMBRA PAT OF NSW F Y R EWW F G Y R NL Y 1 T 3 26 25 4 2 7 12 1 4 1 5 3 2 T 84 26 25 4 2 7 12 1 4 1 5 3 3 T 62 36 25 4 2 7 12 1 4 1 5 3 ST (SEC: 77 TYPE: SA) R EWL Y S Y M CYC 1 7 3 90AVERAGE 1 7 3 12 90AM PEAK SCHO 1 7 3 900 B OUT 1 5 3 70PRE AM 1 7 3 12 90AM PEAK & 0 1 7 3 100MID DAY PEAK 1 7 3 12 120PM PEAK 1 7 3 90POST PM 1 0 0 6 70LATE NITE 5/ 1 6 3 90NIGHT/WEEKEN 1 7 3 100MID DAY PEAK 1 7 3 90AVERAGE SCHO 1 7 3 100CALLE OCHO 1 5 3 7 77RECALL• TEST 5 (SEC: NSL Y 7 3 7 3 9 3 7 3 7 3 8 3 5 3 5 3 8 3 5 3 5 3 5 3 5 3 5 3 5 63 TYPE: S Y SA) M CYC 90AM PEAK SCH 90AFT SCH FL 100PM PEAK SCH 90AM PEAK NO S 9 OMI D--DAY 100PM PEAK 8 0 POST --PM 75EARLY NIGHT 100PM PEAK-W/EB 75PRE-AM & NIG 6 74LATE NIGHT 3 6 74LATE NIGHT 3 70LATE NIGHT 3 7 77RECALL TEST (SEC: 63 TYPE: SA) S Y M CYC 90AM PEAK SCH 90AFT SCH FL 100PM PEAK SCH 90AM PEAK NO S 90MID-DAY 100PM PEAK 80POST-PM 75EARLY NIGHT 100PM PEAK-W/EB 75PRE-AM & NIG 6 69LATE NIGHT 3 6 69LATE NIGHT 3 70LATE NIGHT 3 7 68RECALL TEST (SEC: 63 TYPE: SA) S Y 14 CYC 90AM PEAK SCH 90AFT SCH FL 100PM PEAK SCH • • • 5 T 3 26 25 4 2 7 12 1 4 1 5 3 6 T 84 26 25 4 2 7 12 1 4 1 5 3 7 T 62 36 25 4 2 7 12 1 4 1 5 3 8 T 30 16 25 4 2 7 12 1 4 1 5 3 9 T 38 11 25 4 2 7 12 1 4 1 5 3 10 T 62 36 25 4 2 7 12 1 4 1 5 3 20 T 22 11 25 4 2 7 12 1 4 1 5 21 T 38 10 25 4 2 7 12 1 4 1 5 3 22 T 22 11 25 4 2 7 12 1 4 1 5 3 23 T 39 12 22 4 2 7 9 1 4 1 5 3 24 T 0 11 25 4 2 7 12 1 4 1 5 3 MIN: 7 25 12 1 5 ENTER THE CONTROLLER NUMBER (/ STOP) 3104 3104 TIMING DATA FOR 3104 CORALWAY/GALIANO &DOUG (SEC: 63 TYPE: PAT OF EWG G Y R KW F S Y 1 T 36 63 1 4 1 7 14 2 T 38 63 1 4 1 7 14 3 T 28 73 1 4 1 7 14 5 T 36 63 1 4 1 7 14 6 T 38 63 1 4 1 7 14 7 T 28 73 1 4 1 7 14 8 T 30 53 1 4 1 7 14 9 T 39 48 1 4 1 7 14 10 T 28 73 1 4 1 7 14 20 T 34 48 1 4 1 7 14 21 T 39 43 1 4 1 7 14 22 T 39 43 1 4 1 7 14 23 T 39 43 1 4 1 7 14 24 T 39 43 1 4 1 7 14 MIN: 20 14 ENTER THE CONTROLLER NUMBER (/ = STOP) 2259 2259 TIMING DATA FOR 2259 SW 27 AVE & 16 ST PAT OF NSG G Y EL Y EWP Y 4 T 52 37 1 4 14 3 27 4 5 T 52 37 1 4 14 3 27 4 6 T 66 55 1 4 20 3 33 4 7 T 70 57 1 4 14 3 37 4 8 T 2 42 1 4 12 3 24 4 9 T 57 25 1 4 6 3 17 4 12 T 66 55 1 4 20 3 33 4 17 T 0 25 1 4 6 3 17 4 18 T 0 25 1 4 6 3 17 4 19 T 0 30 1 4 6 3 17 4 20 M 70 44 1 4 12 3 22 4 21 M 70 44 1 4 12 3 22 4 24 T 0 30 1 4 6 3 17 4 MIN: 20 5 17 ENTER THE CONTROLLER NUMBER (/ = STOP) 90AM PEAK NO S 90MID-DAY 100PM PEAK 80POST-PM 75EARLY NIGHT 100PM PEAK-W/EB 75PRE-AM & NIG 6 74LATE NIGHT 3 6 75LATE NIGHT 3 70LATE NIGHT 3 7 75RECALL TEST SA) M CYC 90AM PEAK SCH 90AFT SCH FL 100PM PEAK SCH 90AM PEAK NO S 90MID-DAY 100PM PEAK 80POST--PM 75EARLY NIGHT 100PM PEAK-W/EB 75PRE-AM & NIG 70LATE NIGHT 3 6 70LATE NIGHT 3 70LATE NIGHT 3 70RECALL TEST (SEC: 151 TYPE: SA) S Y M CYC 900FF PEAK 1/4 900FF PEAK 0/4 120AM PEAK 0/3 120PM PEAK 0/3 90AFT 0/4 7 60EARLY MORNIN 120AM PEAK (ACS 7 60NITE 6/9 7 60NITE 5/9 6 65LATE NITE 7/ 900 B IN 0/3 900 B OUT 0/3 7 65RECALL TEST • • • RESIDENTL4L MENORES AVENUE RESIDENTIAL CO44hfERCIAL DRIVEWAY 1. RESIDENTIAL PARKING SW 15TH STREET DOUGLAS R.O jt+ 4 PARKING URBANEA SITE SW 16TH STREET GAS STATION NTS • • PEAK SEASC] °{ ANALYSIS • M PEAK SEASON LJNK LEVEL OF SERVICE WITH PROJECT Douglas Road Douglas Road was analyzed as a 3 Arterial. • • STREET FROM Douglas Road Coral Way LOS SW 8th Street AMVM= C P1V1=F ARTPLAN LOS CRITERIA PEAK HOUR LOS A E AM Peak Hour Directional N/A Service Volume (VPH) 810 1670 1820 MAXIMUM PEAK HOUR DIRECTIONALVOLUME (VPH) 1,666 PM Peak Hour Directional Service Volume (VPH) NIA 1610 1740 1820 2,340 Notes: 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 90 seconds and an average G/C of 0.45. 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 0.45. 3.) Maximum peak hour directional volumes are calculated from year 2006 volumes presented in Table 21 of the report and escalated by 3% to account for peak season conditions. PEAK SEASON ANALYSIS URBANEA June 2, 2004 Page PS-1 SW 16th Street SW 16th Street was classified as a Non -State Roadway, Other Signalized Roadways. TREET FROM TO LOS SW 16th Street ARTPLAN LOS CRITERIA PEAK HOUR AM Peak Hour Directional Service Volume (VPH) PM Peak Hour Directional Service Volume (VPH) Notes: 1.) SW 27th Avenue A NIA N/A SW 37th Avenue AM=D PM=F MAXIMUM PEAK HOUR DIRECTIONALVOLUME (VPH) AM Peak Hour Directional Service Volumes are taken from Table 4-7 of the FOOT Quality and Level of Service Handbook adjusted to reflect a cycle length of 120 seconds and O/C of 0,47_ 2.) PM Peak Hour Directional Service Volumes are taken from Table 4-7 of the FOOT Quality and Level of Service Handbook adjusted to reflect a cycle length of 100 seconds and G/C of 0.21. 3.) Maximum peak hour directional volumes are calculated from year 2004 volumes presented in Table 7 of the report and escalated by 3% per year for two years, to which was added committed development and project traffic and the total then escalated by 3% to account for peak season conditions. PEAK SEASON INTERSECTION LEVEL OF SERVICE ANALYSIS WITH PROJECT Peak season intersection level of service calculations for the future condition with the project assuming modified timing is presented on the following pages. Volumes were calculated from year 2006 volumes presented in Table 19 of the report and escalated by 3% to account for peak season conditions. The analysis shows that with modified timing, the intersection can operate at level of service "E" under peak season conditions in the year 2006 with the project traffic included. PEAK SEASON ANALYSIS URSANEA June 2, 2004 Page PS-2 • • • HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Inter.: 3240 Agency: Area Type: All other areas Date: 6/2/04 Jurisd: Period: AM PEAK HR Year : FUTURE WITH PROJECT Project ID; URBANEA - MODIFIED TIMING - PEAK SEASON E/W St: SW 16TH STREET N/S St: DOUGLAS ROAD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound Northbound Southbound L T R f L T R L T R L T R 1 0 1 1 2 0 1 1 2 0 1 2 0 LT R j L R L TR L TR 33 18 32 1529 274 32 1020 409 271 1143 15 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 0 1 0 0 0 Duration 1.00 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A P Thru A Thru P Right A Right P Peds Peds WB Left A SE Left A P Thru Thru P Right A Right P Peds Peds NB Right ( EB Right SB Right 1 WB Right Green 18.0 5,0 10.2 40.8 Yellow 3.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 90,0 secs Intersection Performance Sununary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LT 101 1814 0,77 0.06 77.8 E 66.5 E R 88 1583 0,53 0.06 47.7 D Westbound L 687 3433 0.83 0.20 43.5 D 79.3 E R 317 1583 1.01 0.20 143.3 F Northbound L 284 1770 0.15 0.60 12.4 B TR 1535 3385 0.99 0.45 59.3 E 58.0 E Southbound L 284 1770 1.02 0.60 159,8 F TR 1599 3528 0.78 0.45 24.6 C 50.3 D Intersection Delay = 60.0 (sec/veh) Intersection LOS = E PEAK SEASON ANALYSIS URBANEA June 2, 2004 Page PS-3 HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Inter.: 3240 Agency: Area Type: All other areas Date: 6/2/04 Jurisd: Period: PM PEAK HR Year : FUTURE WITH PROJECT Project ID: URBANEA - MODFIED TIMING - PEAK SEASON E/W St: SW 16TH STREET N/S St: DOUGLAS ROAD 1 Eastbound 1 L T R SIGNALIZE➢ INTERSECTION SUMMARY 1 Westbound Northbound 1 L `P R L T R 1 No. Lanes 1 LGConfig 1 Volume 133 Lane Width 1 RTOR Vol I 0 1 LT 53 12.0 1 1 2 0 1 R 1 L 59 1796 12,0 112.0 0 R 287 12.0 0 1 2 0 L TR Southbound L T R 1 2 0 L TR 45 993 298 1269 994 29 12.0 12.0 112.0 12.0 0 1 0 Duration 1.00 Area Type: All other areas Signal Operations 3 4 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 2 A A A A A 25.6 6.0 3.0 4.0 0.0 1.0 Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 6 A P P P A P P p 7 8 10.2 42.2 3.0 4.0 0.0 1.0 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 LT 110 R 95 Westbound L 879 R 405 Northbound L 278 TR 1439 Southbound L 256 TR 1486 1833 1.05 1583 0.63 3433 0.97 1583 0.89 1770 0.22 3409 0.98 1770 1.08 3522 0.71 0.06 279.0 F 204.2 F 0.06 59.5 E 0.26 76,5 E 72.0 E 0.26 61.2 E 0.55 14.5 B 0.42 62.9 E 61.0 0.55 242.0 F 0.42 26.9 C 71.5 E Intersection Delay = 73.5 (sec/veh) Intersection LOS = E PEAK SEASON ANALYSIS URBANEA June 2, 2004 Page PS-4