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HomeMy WebLinkAboutTraffic Impact Analysis• MET 1 DEVELOPMENT DOWNTOWN MIAMI, FLORIDA • MUSP TRAFFIC IMPACT ANALYSIS SECOND UPDATE MARCH 2004 • • • • MET 1 DEVELOPMENT DOWNTOWN MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for MDM Development Group 9090 South Dadeland Boulevard Miami, Florida 33156 305-671-5117 Prepared by Transport Analysis Professionals, Inc, E.B. No. 3766 8701 SW 137* Avenue, Suite 210 Miami, Florida 33183 Second Update March 2004 4704 • • MET l DEVELOPMENT DOWNTOWN MIAMI, FLORIDA MUSP MARCH 2004 UPDATE TRAFFIC IMPACT ANLAYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING -TRAFFIC VOLUME CONDITIONS 3 TRIP GENERATION 3 TRAFFIC GENERATION ADJUSTMENTS 5 SITE ACCESS 6 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 6 FUTURE BACKGROUND TRAFFIC 6 COMMITTED DEVELOPMENT 10 LEVEL OF SERVICE 10 PERSON TRIP CAPACITY 10 PLANNED ROADWAY IMPROVEMENTS 13 TRANSPORTATION CONTROL MEASURES PLAN 13 CONCLUSION 16 TABLES Table 1 — PM Peak Hour Site Traffic Volume 3 Table 2 — Adjusted PM Peak Hour Site Traffic Volumes 5 Table 3 — PM Peak Traffic Volumes at Study Locations 11 Table 4 -- PM Peak Hour LOS 12 Table 5 — Existing Person Trip Corridor Analysis 14 Table 6 — Year 2007 Person Trip Corridor Analysis 15 FIGURES Figure 1 -- General Location 2 Figure 2 — Existing PM Peak Hour Traffic at Study Locations 4 Figure 3 — PM Peak Hour Site Only Traffic 7 Figure 4 — Percent of PM Peak Hour Site Traffic on Area Roadways 8 Figure 5 - 9 APPENDIX Appendix A — Traffic Volume Data Appendix B — Capacity Analyses & Traffic Signal Timing Data Appendix C — ITE Trip Generation. Appendix D — FDOT Seasonal Factors Appendix E — Bus Schedules Appendix F — FDOT LOS Tables & MUATS Information MET 1 DEVELOPMENT DOWNTOWN MIAMI, FLORIDA MUSP MARCH 2004 UPDATE TRAFFIC IMPACT ANLAYSIS INTRODUCTION Met I (formerly known as One Miami) is a proposed multi -use development, which will be situated in downtown Miami in an area widely known as the Dupont Plaza parking lots (lots B, C and D). Figure 1 depicts the Met 1 location. The Met 1 development (One Miami) was approved through the MUSP process by the City of Miami Board of Commissioners in 1998 as resolution 98-1151 and again in 2002 as resolution 02-1249. Since that time, market conditions required a change of land uses. The following land uses and their respective sizes for the approved and the proposed development are as follows: Approved (Year 2002) Tract B Retail -- 81,275 sf Theatres — 61,300 sf Condos — 400 units Tract C Retail — 32,850 sf Office — 9,000 sf Condos — 450 units Proposed Tract B Retail — 76,500 sf Theatres — 60,000 sf Condos — 447 units Tract D Retail — 25,700 sf Health Club — 17,500 sf Condos 650 units Tract C Retail — 32,000 sf Condos — 653 units Tract D Supermarket — 50,000 sf Office — 500,000 sf Condos — 400 units The change of land uses required that the MUSP traffic study be updated to reflect the proposed new development. The methodology used for assessing traffic impacts of the multi -use development was discussed in advance with staff of the City of Miami Department of Planning and the City's traffic consultant. The following locations were chosen to evaluate the proposed development's traffic impact for the more active PM peak period: N NTS IO rn 2nd Avenue 3rd Avenue Flagler Street SE lst Street SE 2nd Street l TRACT D HYATT TRACT C TRACT Brickell Avenue Du PONT PLAZA Miami River Chopin Plaza SE 3rd Street SE 4th Street 77:1 I 3 I r • TRANSPORT ANALYSIS PROFESSIONALS Metropolitan Miami General Location MAP Figure 1 2 • • Corridor Analysis (person trips) Biscayne Boulevard (US 1) between SE 7th Street and NE 1st Street Flagler Street/SE lst Street West of Biscayne Boulevard Intersection Anal sis - SE 2" Avenue and SE 2nd Street - SE 2"d Avenue and SE 3rd Street - SE 2n Avenue and SE 4th Street - SE 3rd Avenue and SE 2nd Street SE 3T0 Avenue and SE 3td Street - SE 3Td Avenue and SE 4th Street - SE 2"d Street and Chopin Plaza EXISTING -TRAFFIC VOLUME CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in January 2003. Traffic volume data for the two corridors in this study were collected in 2003. Figure 2 depicts existing PM peak hour volume at the seven (7) locations under study. TRIP GENERATION Using the seventh edition of Trip Generation, published by the Institute of Transportation Engineers (ITE), PM peak hour generation was estimated for the approved and the proposed developments and depicted in Table 1, below. Table 1 PM Peak Hour Period Traffic Generation for the Approved and Proposed One Miami/Met 1 Development (Tracts B, C and D) PM Peak Hour Land Use In Out Total Approved (All Tracts) Retail — 139,825 sf 166 213 379 Theatres — 61,300 sf 185 104 289 Office — 9,000 sf 2 11 13 Health Club — 17,500 sf 36 35 71 Condos - 1,500 units 345 212 557 Totals 734 575 1,309 Proposed (All Tracts) Retail — 108,500 sf 130 165 295 Theatres — 60,000 sf 180 101 281 Office — 500,000 sf 109 530 639 Supermarket — 50,000 sf 267 256 523 Condos - 1,500 units 345 212 557 Totals 1,031 1,264 2,295 3 N NTS �— 338 Air-1976 0 o CO Nov 292 272 -� 92 —A. T 2nd Avenue HYATT 3rd Avenue Du PONT PLAZA Miami R'�ver 414—if 1150 - -t 20 (14: co • c• t) co co Flagler Street SE is Street SE 2nd Street ! Chopin Plaza SE 3rd Street SE 4th Street jjp 446, TRANSPORT ANA'_YS€S PROFESSIONALS Existing Year 2003 PM Peak Hour Traffic Figure 2 4 • • • TRAFFIC GENERATION ADJUSTMENTS The City of Miami adopted a comprehensive traffic study, which was perfoiuied by Keith & Schnarr's, a consulting transportation company. The study was approved by the South Florida Regional Planning Council. The study is known as the Downtown Miami DRI. The comprehensive study produced trip generation rate adjustments to the standard ITE rates, which are known as "Increment II" rates. Increment II rates account for adjustments to the ITE primary rates due to local transit, pedestrian and bicycle uses. The Met 1 development falls within Miami's central business district aka CBD. The trip rate reduction factors reduce the primary rates by 22.6% and 10.0% to account for transit and pedestrian/bicycles uses, respectively. Hence, a reduction of primary trip making by the existing and proposed uses have an overall primary trip reduction of 32.6%. The PM peak hour is the more active time of day, which typically corresponds to peak traffic on adjacent roadways. Therefore, the analysis will continue using the PM peak hour period. Table 2 below depicts the estimated raw ITE volume, reduction using Increment II volumes and the net amount of PM peak period traffic generation expected at site driveways. Land Use Size Table 2 Proposed Met 1 PM Peak Hour Net Traffic Generation Volume Unadjusted Less PM Peak Your Increment II ( In Out Total In Out Net Adjusted 32.6%) PM Peak Your Total In Out Total Tract 13 Condos 447- units Theatres 60,000 sf Retail 76,500 sf Totals Tract C Condos 653 — units Retail 32,000 sf Totals Tract D Condos 400 — units Supermarket 50,000 sf Office 400,000 sf Totals 101 180 91 375 64 101 116 281 168 281 207 656 147 90 237 39 49 88 186 139 325 94 267 109 470 58 152 256 523 530 639 844 1,314 34 59 30 123 21 33 38 92 55 92 68 215 70 43 121 68 61 78 252 189 113 189 139 441 48 29 77 99 61 160 13 16 29 26 33 59 61 45 106 125 94 219 31 87 36 154 19 83 173 275 50 170 209 429 63 39 102 180 173 353 73 357 430 316 569 885 Grand Total 1,031 1,264 2,295 338 412 750 693 852 1,545 • • • SITE ACCESS Tract B — Access for tract B's parking garage is situated along SW 3rd Street. Deliveries will also be made from SE 3rd Street. Tract C — Access for tract C's parking garage is along SE 3rd Street. Access for deliveries is obtained along SE 3rd Street and SE 4th Street. Tract D — SE 2nd Avenue and SE 3rd Avenue will provide direct access to parking. SE tad Street will provide access for large truck delivery and loading. SE 2nd Street will also provide a separate entrance/exit for the underground garage, which will provide exclusive parking for the supeimarket. See site plan for more details of access for all three tracts. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data as set forth in the latest MUATS travel model validation runs for TAZ 555 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 10.77% East/northeast — 4.69% East/southeast — 3.05% South/southeast — 1.27% North/northwest — 19.94% Westlnorthwest — 23.45% West/southwest — 25.35% South/southwest — 11.48% Figure 3 depicts traffic at the site's driveways and area roadways. Figure 4 depicts year 2007 without site traffic and Figure 5 depicts year 2007 with site traffic. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2002 seasonal factors for South Miami -Dade County, traffic volume data collected January, 2003 were increased 2% to adjust volume to year 2004 and by 1.0501% to reflect a peak season condition at the intersections under study. (FDOT peak season factors are in the appendix.) FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2007. A 2% annual growth rate is used to estimate future background traffic in the area. A 2% growth rate exceeds the 1°/© growth rate as published in the Downtown Miami DRI, Increment 11 Comprehensive Study. (180) Airs (1 a0) ,_ 116 (409) 80 --(16) -err-- 70 (416) Chopin Plaza (198) (398) AI i TRACT D in = 316 Out = (569) Total = 811 (198 k cm SE 2nd Street SE 3rd Street 447 -► H YATT SE 2nd Avenue (124) 476 --- 125 TRACT C In = 125 Out = (94) Total = 219 (87) 249 (131)227 SE 3rd Avenue u) cN (329) -► i, (518) -1 252 --41/4 a, TRACT B In = 252 Out = (189) Total = 441 SE 4th Street PM Peak Hour In = 693 Out = (852) Total = 1545 70 -1 TAZ 555 6`9 19.94 23.45 10.77 4.69 25.35 11.48 1.27 3.05 Metropolitan PM Peak Hour Site Traffic TRANSPORT ANALYSIS PROFESSIONALS Figure 3 7 • N NTS C.0 C CO "Cr --- 380 �- - 2224 'IL-- 99 --1933 Chopin Plaza 195 (0 CC 0 -Y-co SE 2nd Avenue TRACT D t SE 2nd Street N CO CJ M Lc) N SE 3rd Street 328 --to- 306 —4,1/4 C) lC) r• Lr) ti HYATT ; { 100 ---� 305 --*- TRACT C TRACT B SE 4th Street LO ti = CD ,C C C? CD m Q 642 ---� 1336 --01- 185� 141 11, TRANSPORT ANALYSIS PROFESS#ONALS Year 2007 PM Peak Hour Traffic Without Site Figure 4 8 • TRANSPOR ANAL▪ YSIS PROFESSIONALS N NTS -II— 560 �; -- 2748 R-115 -4*— 2419 Chopin Plaza R-- - 195 COCr - w CO TRACT D t SE 2nd Street CO LO CO• CO SE 3rd Street 775 --0.- 306 --41/4 cr, to rt H YATT TRACT C 485 --11°1 562 -} SE 3rd Avenue t • C• NE Cr TRACT B SE 4th Street C.4 N CD 712-1 1336 —► 185--41/4 Year 2007 PM Peak Hour Total Volume Figure 5 9 • • • COMMITTED DEVELOPMENT The City of Miami planning staff was contacted to detecniine whether other major land use changes or major land development projects have been recently approved in the immediate vicinity that would further alter future background traffic in the study area beyond that of normal background traffic increases. There were three nearby developments that were found. One Miami (tract A), DuPont Plaza (in the approval process) and Mist, which are included in the overall analysis. Table 3 depicts existing, seasonal increases, background traffic, committed development and site traffic through year 2007. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the study off -site intersections using software that supports the current Highway Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridor analysis. The analyses were performed to measure future impacts at each intersection location with and without the project. Table 4 depicts PM peak LOS with seasonally adjusted existing traffic, year 2007 background traffic growth (without project) and year 2007 with proposed site traffic. PERSON TRIP CAPACITY The City of Miami Planning Department has adopted a methodology for assessing proposed site impacts called the corridor analysis. The analysis is discussed in detail in a document called: Transportation Corridors adopted February 1989 and is included in the January 2003 Transportation Element of the Miami Comprehensive Neighborhood Plan. To summarily define a corridor analysis, the following is text obtained from the Transportation Corridor Publication: ... "this concept is based upon a new method for measuring passenger transportation levels of service (LOS) wherein the fiundamental measure of travel is the person -trip, not the vehicle; and the Transportation Corridor analysis is the sum of two or more modes of person -trip travel, instead of the vehicular capacity of a roadway. 10 • • 110 TABLE 3 PM PEAK HOUR TRAFFIC VOLUME AT STUDY LOCATIONS 2004' YEAR YEAR 2003 SEASONAL 2007 2007 YEAR PM & YEAR BACKGROUND COMMITTED WITHOUT 2007 PEAK HOUR GROWTH 2004 GROWTH PROJECT SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME' SUBTOTAL VOLUME2 TRIPS3 SUBTOTAL VOLUME VOLUME SE 2nd Avenue and SE 2nd Street WB LEFT 1976 60 2036 125 63 2294 524 2748 IWB THRU 338 10 348 21 11 380 180 560 ISB THRU 436 13 449 27 14 490 106 596 =S8 RIGHT 80 2 82 5 3 90 0 90 SE 2nd Avenue and SE 3rd Street/I-95 Ramps EB THRU - 292 9 301 18 9 328 447 775 1E8 RIGHT 272 8 280 17 9 306 0 306 ISB LEFT 34 1 35 2 1 38 278 316 ISB THRU 1035 32 1067 65 33 1165 85 1250 1SB RIGHT 1209 37 1246 76 38 1360 398 1758 SE 2nd Avenue and SE 4th Street NB RIGHT 1528 47 1575 96 81 1752 70 1822 SB LEFT 226 7 233 14 28 275 0 275 SB THRU 1220 37 1257 77 175 1509 85 1594 SB RIGHT 41 1 42 3 2 47 0 47 SE 3rd Avenue and 5E 2nd Street 7WBTHRU 1719 52 1771 108 54 1933 486 2419 W9 RIGHT 87 3 90 6 3 99 16 115 1NB LEFT 516 16 532 33 17 582 226 808 NBTHRU 212 6 218 13 7 238 87 325 SE 3rd Avenue and 5E 3rd Street EB LEFT 88 3 91 6 3 100 385 485 I EB THRU 271 8 279 17 9 305 257 562 INB THRU 565 17 582 36 18 636 13 649 !NB RIGHT 63 2 65 4 2 71 56 127 ISB THRU` 0 0 0 0 0 0 0 0 ISB LEFT' 0 0 0 0 0 0 198 198 SE 3rd Avenue and SE 4th Street E8 LEFT 414 13 427 26 189 642 70 712 IEBTHRU 1150 35 1185 73 78 1336 0 1336 1E8 RIGHT 0 0 0 0 185 185 0 185 NB RIGHT 0 0 0 0 132 132 0 132 SS THRU' 0 0 0 0 0 0 0 0 SB LEFT' 0 0 0 0 0 0 0 0 SE 2nd Street/Chopin Plaza and Biscayne Boulevard IWB RIGHT 173 5 178 11 6 195 0 195 INB THRU 1185 36 1221 75 159 1455 86 1541 INB RIGHT 68 2 70 4 2 76 0 76 Using FDOT tables, the traffic data taken in December 2003 were increased by 2.0 % annual growth and 1.05% seasonal factor to show year 2004 conditions. 2 An annualized growth factor of 2.0% is used to increase traffic volume through year 2007 (Downtown DRI rates use only a 1 % increase). 3 To account for unknown committed development, a 1 % increase to the 2004 volume was used to increase volume totals. A Future theoretical movement allowed. ll • • TABLE 4 PM PEAK HOUR LEVEL OF SERVICE AT STUDY LOCATIONS INTERSECTION AND APPROACH YEAR YEAR EXISTING 2007 2007 YEAR WITHOUT WITH 2004 SITE SITE LOS LOS LOS SE 2nd Avenue and SE 2nd Street WB LEFT F F F 'WBTHRU B B B SB THRU C C C SB RIGHT C C C INTERSECTON LOS F F F SE 2nd-Avenue and SE 3rd StreeV1-95 Ramps • I EB THRU A A A EB RIGHT A A A SB LEFT' D D F SB THRU F F F INTERSECTON LOS F F F SE 2nd Avenue and SE 4th Street INBRIGHT A B B iSB LEFT C D D SB THRU A A A SB RIGHT A A A INTERSECTON LOS A A A SE 3rd Avenue and SE 2nd Street WB THRU B B B NB LEFT D E F NB THRU B B C INTERSECTON LOS C C E SE 3rd Avenue and SE 3rd Street EB THRU B B F INBTHRU C C C SB LEFT` n/a n/a F LSB THRU` n/a n/a C INTERSECTON LOS C C F SE 3rd Avenue and SE 4th Street EB LEFT A A A iEBTHRU A A A 'NBTHRU D D D INB RIGHT D D D SB LEFT' n/a n/a D ISB THRU" n/a n/a D INTERSECTON LOS A A B SE 2nd Street/Chopin Plaza and Biscayne Boulevard NB THRU A A B 1SB LEFT A A A ;'WB RIGHT D D D INTERSECTON LOS A A B ' Using FOOT tables, the traffic data taken in December 2003 were increased by 2.0'/ a 2 An annualized growth factor of 2.0% is used to increase traffic volume through year 2C 3 To account for unknown committed development, a 1 % increase to the 2004 volume w. 4 Future theoretical movement. • • • Traffic volume counts were taken in 2003 on the two arterials under study (Biscayne Boulevard and Flagler/SE 1st Street). The existing year 2003 volume is depicted in Table 5. Table 6 depicts year 2007 peak season volume with site traffic as well as local bus (transit) activity. (The bus routes and schedules are in the appendix.) Table 5 shows that in year 2007 with project traffic included, the combined person - trip capacity for automobiles and transit (bus) is above the trip demand during the PM peak hour. PLANNED ROADWAY IMPROVEMENTS Currently, on going study is being performed to determine the viability of converting all the roadways in the DuPont Plaza area from one-way roadways to two-way roadways. Also, there is a study being conducted to relocate the I-95 distributor ramps further west from the current location at SE 2nd Avenue. All Met 1 buildings are designed to accommodate both the exiting one-way traffic plan and a two-way traffic plan. TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUSP process explain how the developer plans to reduce the proposed site's traffic impact on adjacent and nearby intersections. Metrobus, Metrorail and Metromover routes serve this area, which will allow a reduction of primary trips to and from the proposed development. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but not limited to, as follows: Encourage shared ridership by initiating a van pooling system Post mass transit schedules in public areas. Employees could be given transit passes at the owners' expense. Provide safe and secure areas for bicycle usage. 13 5 • YEAR 2004 (EXISTING) CORRIDOR ANALYSIS Arterial 1 Corridor Name FLAGLER CORRIDOR EASTBOUND SE 1 Street FLAGLER CORRIDOR WE5TEIQUNP Flagler Street ROADWAY MO ROADWAY PER, TRIP 2003 ROADWAY CAPACITY ROADWAY CORR VEHICULAR (gPPV= VEHICULAR TYPE CAPACITY" 1.6 VOLUME" !Notes) Adopted LS Allowable E.20 (2390 vph) Adopted LS Allowable 6+20 (2390 vph) FLAGLER CORRIDOR - TWO-WAY TOTAL 1,990 1,990 3 (4) 3,184 3,184 270 ROADWAY PER TRIP VOLUME . igitiPpV` 1,4 1478 378 3,960 6,368 1,326 1,856 ROADWAY PER- TRIP EXCESS PER. 'TRIP 1.706 OAEIWAY PERSON TRIP _... f7!__... 0.46 5 MetroBus hailer Max -� Metro Bus Rte 11 1E13) -a Total ----> 4,512 0 29 BISCAYNE CORRIDOR LIQRTHBOUND Biscayne Boulevard (NB) BISCAYNE CORRIDOR .54.JTTf6OUND Brfckell Avenue (5B) Adopted Allowable E Adopted Allowable E BISCAYNE CORRIDOR -'CWO-WAY TOTAL 1,990 3,184 1,022 1,431 MetroBus Flagler Mac •»-> MetroBus Route 3 -> ........................... MetroBus Route 16 -> . . Total --> 1,765 1,419 0.55 MetroBus Flagler Max --> MetroBus Route 3 -•> MetroBus Route 16 ---> Total 3,980 6,368 2,283 3,196 3,172 0.50 LOCAL BUS EXPRESS PER, TRIP CAPACITY (fp LOAD DESIGN 610 HEADWAY PER DIRECTION 20 8 5.7 PER TRIP CAPACITY a LOAD DESIGN (91 0 MASS TRANSIT MODE RAIL TRAN TOTAL PER. TRIP TRANSIT CAPACITY CAPACITY I LOAD = ttg LOAD = DESIGN DESIGN (10) (11) 0 WT AVG AVG SEATS RIDERSHIP PER PAX VEH PER HOUR .36,0 ....._38... 390 120 38,7 158 61 TOTAL TRANSIT PERSON TRIP VOLUME (12) 158 DESIGN LOAD PAX.. FACTOR CAPACITY 150.00% 150.00% 150.00% 1711__ 439 r, 610 TRANSIT PERSON TRIP EXCESS CAPACITY 1)3) ............................. 452 PERCENT RIDERSHIP 24% 79% 100% HEADWAY PER DIRECTION 7.5 0 WT AVG SEATS PER VEH 38.0 0 456 .,....AVG..... RIDERSHIP DESIGN PAX LOAD PER HOUR FACTOR 120 15000% PAX CAPACITY 456 336 PERCENT RIDERSHIP 100% CORRIDOR TOTALS CORRIDOR PERSON TRIP CAPACITY 3,794 .................... CORRIDOR CORRIDOR PERSON PERSON TRW VOLUME: (15) 36 TRIP EXCESS CAPACITY (16) ,158 CORRIDOR PERSON TRIP WC (17) LOS AUTO PERSON TRIPS = 1,478 TRANSIT PERSON TRIPS 150 ,TOTAL PERSON TRIPS = 1 636 296.8% 31,7% 328.5% 3.640 498 3,142 0.14 AUTO PERSON TRIPS TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS = 378 120 498 75.9% 24-1 % 1004% 1,066 0 0 1,06E 278 788 522 HEADWAY PER ....... DIRECTION 20 20 20 6.67 W7 AVG SEATS ......PER .. VEH 39.9 38 0 38.0 38.E AVG RIDERSHIP PAX PER HOUR 37 42 38 117.0 22 117 DESIGN LOAD PAX . FACTOR CAPACITY 150 00% 160 15000% 171 150 00% 171 150-00% 522 405 PERCENT .... .. ......... RIDERSHIP 32% 36% _. 32% 100% 7,434 2,134 5,300 0.29 C AUTO PERSON TRIPS = TRANSIT PERSON TR3P8 -TOTAL PERSON TRIPS = 2,i58 1,431 117 1,548 042 287.3% 1.0% 288.3% 581 0 WT AVG AVG HEADWAY SEATS RIDERSHIP ....PER ..... ......PER......., PAX DIRECTION VEH PER HOUR 15 20 20 39.9 36,0 380 37 42 37 581 DESIGN .....LOAD PAX FACTOR CAPACITY 150_00% 239 150-00% 171 150.00% 171 465 PERCENT RIDERSHIP 32% ..... 36%..... 32% 6,00 38.8 116,0 150 00% 581 100% 1.103 0 0 1,103 233 870 3,765 1,881 AUTO PERSON TRIPS TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS 7,471 3,429 1,765 116 1 881 4,042 046 D LOS TA 0.00 0.00 0.00 0.00 4.00 039 0.40 0.95 096 ...... 1.00 BLE" C C C C C C O D E E FOOT Base One -Way Fac. V/C Ratio LOS Threshold*" 20%. Adjust, Threshold C 650 700 0.39 0 1580 1900 0.95 E 1660 1990 1.00 E+20 1990 2390 1.20 "' Peak Direclional FOOT Class IV COD Cortrtition ' Volurne is from the year 2002 FOOT LOS tables - allowable LOS E on Biscayne and E+20%on Hagler and 5E 1 5t per Miami Adoplod LOS " LOS A 8 B not possible under assumptions - other vic cutoffs use F00T LOS table ratios Existing volume adjusted to peak season PM bus ridership per sagmenl from Tattle 21.A5 Downtown DRI Update Note: Flagler Max has limited slops but treated as local bus service given corridor and frequency of stops. MelroMover and Metter -ail serve Other riders. MelroMover nearby. Tnnonyrxvr Arlalys,s F a.55,0nal$, 0.5 JN41-04 T 6 C FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Adedal 7 CoMdor Name_ ,,,_.._ FLAGLER CORRIDOR EASTBQUND SE 1 Street ROADWAY MODE Adopted Adopted Allowable E>20 (2390 vphl 2007 CORR TYPE 1) LS ROADWAY ROADWAY PER. TRIP ROADWAY CAPACITY VEHICULAR @PPV'.. CAPACITY' 1.6 2) (3) 1,990 3,184 ROADWAY •VEHICULAR VOLUME" 1-77c24I3,;It' PER, TRIP VOLUME .._. jeb,PPV= .. 1.4 ROADWAY PER TRIP EXCESS PER TRIP _(§) ROADWAY PERSON TRIP 171 LOS Metratles Flagler Max »--•> ..... Metro Bus Rte 11 (EBI _--> Total' --> FLAGLER CORRIDOR WESTBOUND Hagler Street Adopted Allowable E>20 (2390 vptl) L 1,990 ,184 270 378 2,806 0 12 Metro Bus Rte 11 (WBI ---> LOCALIlUS PER, TRIP CAPACITY LOAD = DESIGN 640 HEADWAY PER DIRECTION 20 EXPRESS PER. TRIP CAPACITY n LOAD = DESIGN (0) 0 WT AVG SEATS PER ..... VEH.... 38.0 390 MASS TRANSIT MODE RAIL TRAN TOTAL PER. TRIP TRANSIT CAPACITY LOAD = DESIGN (.1p1 0 AVG RIDERSHIP PAX PER HOUR 5, 71 38.7 59 147 206 CAPACITY LOAD = DESIGN fit 610 DESIGN LOAD FACTOR 150,00% 150 00% 150.00% CORRIDOR TOTALS TOTAL TRANSIT TRANSIT PERSON CORRIDOR PERSON TRIP PERSON 1RIP EXCESS TRIP VOLUME CAPACITY CAPACITY 121 (131 14 PAX PERCENT CAPACITY RIDERSHIP 171 • 299E 439 71% 610 100% CORRIDOR CORRIDOR PERSON CORRIDOR PERSON ..........TRIP PERSON TRIP EXCESS TRIP --- VOLUME CAPACITY WC _.. 15 16 . 17 LOS 3,794 1,839 052 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS • TOTAL PERSON TRIPS = 1,749 206 1,955 307.4% 36.2% 343 6% 456 HEADWAY PER DIRECTION 7 'WT AVG SEATS PER VEH 380 AVG IDERSH(P PAX PER HOUR ......... 191 FLAGLER CORRIDOR - TWO-WAY TOTAL 3,980 6,368 1,519 2,127 4.241 0.33 1,066 a a 456 DESIGN LOAD FACTOR 150 00% 1.066 _....PAX PERCENT CAPACITY RIDERSHIP 456 100% 3,640 569 3,071 0,16 AUTO PERSON TRIPS = TRAN511 PERSON TRIPS TOTAL PERSON TRIPS = 378 191 569 66.4% 33-6% 100.0% 397 689 7,434 2,524 4.910 0.34 C BISCAYNE CORRIDOR NORTH8OUN1 Biscayne Boulevard (NB) BISCAYNE CORRIDOR aQUTHQQl1NQ Brlckell Avenue (sal Adopled Allowable E Adopted Allowable E LS LS 1,990 1,990 3,184 3,184 1.022 1,261 431 1,765 1,753 0.45 MetroBus Flagier Max -> MetroBus Route 3 ---> Met oBux Route 16 -> ... Total - -> MetroBus Flagier Max -»> MetroBus Route 3 -•»> MetroBus Route 18 ->- Total -> 522 522 WT. AVG AVG HEADWAY SEATS RIDERSHIP DESIGN PER PER PAX _--LOAD DIRECTION VEH PER HOUR FACTOR 20 39,9 .,,...,..., 93 150 00% --- 20 38.0 98 150.00% 20 38.0 94 150.00% 6.67 38.6 285.0 150.0015 581 581 285 PAX CAPACITY _........ 180 ...... 171 171 522 176 237 PERCENT RIDERSHIP 33% ._...34%......... 33% 10091 405 WT AVG AVG HEADWAY SEATS RIDERSHIP DESIGN PER PER PAX LOAD PAX PERCENT DIRECTION VEH PER HOUR FACTOR CAPACITY RIDERSHIP 15 39.9 57 150.0015 239 32% 20 36.062......___15000%......_.171..__.......35%..._.. 20 38.0 57 150.0015 171 32% 6.00 38.8 176,0 150.0015 581 100% BISCAYNE CORRIDOR - TWO-WAY TOTAL 3,960 6,368 2,283 3,196 3,172 0.50 1,103 0 0 1,103 461 642 3.706 1,716 t ,990 046 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS= TOTAL PERSON TRIPS = AUTO PERSON TRIPS = TRANSIT PFRSON TRIPS TOTAL PERSON TRIPS = 1,431 285 1,716 251.5% 1.0% 252, 5% 0 52 1,765 310.2% 178 .....1:0%..... 1,941 311. 2% 7,471 3,657 3,814 049 D LOS TABLE" 0,00 C 000 C 0 00 ..... C .... .... ......... .. 0.00 C 000 C 0.39 C ads 0 095 D 096 1_W FDOT Base One -Way Fac WC Ratio LOS Threshold"' 20%. Adjust. Threshold C 650 780 0 39 0 1580 1900 0 95 E 1660 1990 1.00 Eo20 1990 2390 1,20 *" Peak Directions€ FOOT Class IV CBD Condition FACTORS:j 2003-2007 Ann, Or 02%Iyr (camp) = .1-0624 Note: Soasanalyl Adjusted Base ram Table 4 PROJECT VOLUME ASS GNU) Transit Corridor 7 Direction Pr9i Auto Trips Person Trip: 22.6% 106 35 103 61 22 6% 70 50 66 158 Flagier Corridor Inbound (E9SE1 S€j_ Outbound (WB Flegler) Biscayne Corridor Inbound(S6) _.. OulboundlINB) Vokime is from the year 2002 PD07 LOS tables Allowable LOS E on Biscayne and E>20% on Flagier and 5E 1 St pet Miami Adopted LDS LOS A & £3 not possible under assumptions - other v!c cutotls use FDOT LOS table ratios Existing volume adjusted to peak season PM bus ridership per segment from Table 21 A5 Downtown DRI Update Note: Hagler Max has limited stops but treated as localservice and Metrorall serve other riders, MetraMover nearby. Note. Directional project irainsit trips divided equally among bus routes serving condor . Transport Analysis Professionals. Inc. Jew 4704 • • • CONCLUSION With the existing one-way system in place, three (3) of the of the seven (7) study intersections operate in LOS F conditions after build -out and occupancy of the Met 1 development. Two (2) of the intersections currently operate at LOS F. The proposed redevelopment of the area will bring major changes in traffic distribution and traffic flow. Although this study does not address the alternate two-way flow being studied by the City's traffic consultant, it does identify intersection locations that will need special attention in regards to intersection geometry, lane usage and traffic signal timing, that can be addressed in the ongoing comprehensive study of the area. The developer is strongly encouraged to proactively promote the suggested traffic reduction measures in the aforementioned "Transportation Control Measures Plan" above. 16 • APPENDICIES • • E.'::/27/ r�. _.... SI 471 ST 1117/ 1YATT 4 S3 2!I'J ABM 113AXt, 11.01ICA CCDIITI? 37: OUR VW/ SIGIAL13iD TRAFFIC S,RVI" SPEZIA:ISTS, INC. 124 GAR3Sp1A TRIRAC3 D1LRAP B31C , FLORIDA 33444 MI; 272.3255 FAI ISS1) 272.4111 LIGaT Y$il1C J S, EMT VSBIMS Site Ccde 00011014 Start Give: 01/141.3 ?i.e 1.D. : S34S2A73 Pip 5 SI 180 A7U Prot Vorth SI 4T8 STRdi'. From Bait Peels digit Tbry Lef ?eds Rig:t Tin: Left Gate 01/14/03 Peak 3cur Aha:yaia of 8:tire Peak start 17:07 Volute • 41 1215 224 ?enact 31 811 kit ?k total 1434 ligwest 17:4S Volute 14 245 •91 3i total 37C P8? .95 15 41 1,218 222 - 0 • 0 1 • 2 1.5 41 1,219 224 r t 1,484 1,528 Iaiersecticn for :be Period: 17:v SI 2+3D AV3/171 Frog Scurf Peds Right thrr Lett 3YA7T Su", 3, Frot test Pella 115t: Thru :eft Vehicle Tote: 14:00 :a 17:30 cc 01/14/03 17:00 0 1 - 14"7 44 3 01 01 1511 971 31 C1 1 1521 13:45 11:C0 C 1 1 - 4:8 0 l .15 438 91 SE 2ND AVENUE illrYATT HOTEL 0 0 41 41 0 0 0 0 0 0 90 88 2 • 90 0 44 0 44 LIGHT VEHICLES • HEAVY VEHICLES 31 1,70 Intersection Total 3,096 1, 219 90 1,310 2,831 0 0 0 SE 2ND AVENUE 1,521 521 1700 • 91 4 1.01 C1 90 17:45 32 0 3 3: .10 26 • 0 0: 31 26 0 0 0 0 0 0 1 0 1,701 SE 4TE STREET 224 0 ,477 01/27/200D 21;47 561-272-4391 MCNALLV PAGE 3E 05 SI 3RD STIBIT/I-95 ON/OFF RAX?S S! 2ID AVRN10l, KIAII, FLOkIDA CONIC IT: ALI! VI!RA )fALF1E,� TRAFFIC SDRYIT S?YCiA isTS, IIC. 424 GI Dl1iIA TERRACE D3LRAY BZACB, FLORIDA 33444 (561) 272-3255 F.0 (551} 212.4391 LIST V!SICLES, HEA77 V!FIICLIS S9 2I@ 17ZXD8 Prot Cor;11 Peds 8igtt Thru Left Date 01/14/03 Ptak Sour Aaalye:s By 81tire Peak start :7:00 Volnee • 12C9 1015 Percent 531 43t Pk total 227i Bights: 17:15 Vol;ae - 300 237 ii total 597 PIP .95 095 ON/OFF $E 3RD 3TRI Prom hat Pedi Right Thru Left ; SE 2ID AV314I13 Prot South Site Code : 0CC301 4 Start Da:e: G1/141i, File 1.D. : S63S2AVI Page : 5 Peda Right Ttru 1.95 01/1?F Frog Wes: Left Pe,s 2igri: Thr.a Let: Intersection for the Ferioc: 17:01 34 • 11 3 0 3 0 0 1,209 1,209 0 0 0 0 07:00 0 .0 • 1,205 • 4 1 01 0 01 14 :00 t0 0 01 0 0 17:10 on 01/14/03 I'.:00 - C • 01 0 -07:00 SE 2ND AVENUE • 1,032 • 3 1,209 1,035 t-� 2,278 ,773 292 0 292 564 272 0 272 21 0 • 21 34 0 34 2,278 1 01 0 0 0 0 0 0 • LIGHT VEHICLES - HEAVY VEHICLES Intersection Total 2,842 1,307 0 0 1,035 0 272 1,307 0 SE 2ND AVENUE Veoicle Tota: :7:00 0 - 272 Ot - 4F1 564 17:15 0 - i5 161 .83 326 0 0 0 0 232 0 52t 01 96 0 9 9 0 0 0 0 0 0 0 0 • 0 0 326 SE 3RD STREET 34 292 0 01/.','2e03 i2: _9 5E1-272-4381 MCNAL,LY PAGE 8E SI RID STREIT i SI IND A73171 MIAMI, FLORIN, CODITBD B!: LUIS PALCNINO 11111fLIZID TRAFFIC SCRV3T S?SCIALISTS, IBC. 824 GARDRNIA TERRACE MBAR BUACE. PLOIIUA 31444 (541; 272-3255 FAI 561) 272-4381 I,;;,BT V3RICL15, BBAYT V33ICLMS 83 21D AV1171 ?:am North ?eds Right Thro Date 01114j03 Peak Barr Atalysis Sy Peak start 11;00 'solute 80 Pt:cent 181 Pk total 514 Bighest 17:15 Volute 23 Bi total 139 P?P .93 Left SS 110 STINT Prot Bast Ped3 Right Thru Left 2ND Ag3NO3 Fro* South ?eds. Right Thru Let Site Code ; 00C33004 Start Date: 01;14/0. 7iie I.D. . 2STJ A`13 Page : 5 53 2XD STR331 ?roc Best Yells 2:gut Thrl Left Vehicle Total Satire Irte:Beetion for the Per:an: :4::0 CO 17:00 43i 8 0 33i 157i 84t 01 0t 151 851 2114 17:00 '11 51 0 51 588 .38 78 2 80 2ND STREET 0 338 418 BO 0 0 0 0 0 0 0 0 0 35 0 • 35 0 85 439 17:30no01/14;03 .17;0? 0 0t 0 D7:00 0 .0 SE 2ND AVENUE 432 4 436 516 18 0 0 0 516 0 0 Ct 34 0 0 0 0 0 0 LIGHT VEHICLES • HEAVY VEHICLES 2,314 Intersection Total 2,830 1,976 436 0 2,412 2,412 0 SE 2ND AVENUE 17:0C O St:0C 0 L 0 0 01 Ot C% 0 0 0 36 - 36 0 0 0 0 2,314 338 • 0 0 0 0 336 2 1,970 1,976 • 6 0 SE 2ND STREET 0 0 0 0 0 0 6 0 6 0:12712e03 22:2B 561-272-4361 MCN.,LLY PPG SI 473 STRUT & S3 3RD AVUU NUE, WEIDA COUIT1D 9Y: ALVARO GONZALEZ A.,IIID TLA1FtC SORV3T SP!CIALIiTS, IHC. 624 GARDENIA 1 U C3 DILRAT BUUCI, ?LORIDA 33444 (5611 272.3255 r.0 (561) 272.43)1 LIGET V3EICLIS. IiEJt7Y VESICLES Site Cade : 00010011 Start Date: 01/14,/03 life I.D. ; $1433A72 Page : 5 S6 3a1D 17EEDE From Iart4 S3 4T? STIEE7 !roe East his Rich: Thu Left Peds Rtght Tt,r: Left Bite 01/14103 peak Boar Analysis 3? Entire Istersectioc tar the Period: 14:00 to 17;30 07 01/14/03 Peak start 17:00 17:00 17:00 Volute 0 0 0 - 0 0 0 26 46 0 Percent 01 06 0t 06 01 06 30 64t 01 Pk tots? 0 0 12 lights:. 07:00 37:00 I710 Vo:uie 0 0 0 0 0 0 5 14 0 9i total 0 0 1) ?IF .0 .0 .99S DO UT PLAZA Pros Soutt Si 4TE STRUT Iron Nest Peels light Thru Left ?eds kight Vehicle T :u Left I Tata: • 4TH STREET 0 0 0 0 414 0 414 SE 3RD AVENUE O 0 O 0 • 1,138 6 1,144 1,578 20 0 20 3 • O 0 0 460 414 46 0 460 . t LIGHT VEHICLES • HEAVY VEHICLES 1.,578 1,17 Intersection Total 1,650 0 20 20 92 1 72 -- 17:00 2) I144 4:4 It 72t 26t :573 11:I5 4)4 .33 237 93 32 32 • 0 0 0 0 0 0 0 0 0 0 1,170 0 1,144 26 SE 4TH STREET O 46 26 0 0 0 DUPONT PLAZA O 46 26 • • 22 0 22 11 27/2QC3 21:47 561-272--4381 r1ONALLv PP41t3E 12 SE 11D STREET I S3 1E) Min MIM I, FLAY:DA WLIC ET: WARC P1:GHINO IND Si 3R0 h`i86ft3 Fro! Acrtb Pede Right Thru Date O1/14/43 TfAlTIC SDRYST SP9CILISTS, !IC. 624 aAR78M:A T84RgCB D3LRAI 88AC8= .7401IDA 33444 i561, 271.3355 FAI {561) 272.433: LIGB': 733ICL33, BBA1" 7EBiCLBS Site Code : 0 1 30334 Start Date: 01/14103 File 1.D. . 533S3A':E Page . Left St 3iD S'iR88: From bast Peds 110: Tbn: Left S3 32D ,t1I$t,'B Frca Sauth SS 3RD 3r'R33T FIos Wes: Peds Lght Ttri Left Peds light 71:c:1 1 Lef: Total Peak flour Analysts ey 3ntire InteraeCtiO3 for Peat start 17:CO 17:01 Polum 0 0 Percent 01 81 01 Pt >otal 0 0 Highest 97:00 07:00 %lase- ai total: 0 @ PE? .0 .0 • 12 0 0 0 12 0 SE 3RD STREET 0 D 0 0 86 2 88 271 0 271 355 0 0 • 0 the Period: 14:01 to 59 .3 0 0 Ot 6t 01 0 17:30 on 01/14/03 -_1:00 63 101 621 I7:30 177 .89 SE 3RD AVENUE 0 0 0 0 0 653 5ii :03 13 164 89 565 0 653 • LIGHT VEHICLS HEAVY VEHICLES Intersection Total 987 0 0 0 0 628 • 33 Oi Ot ' 628 0 564 0 • 1 0 SE 3 F.D AVENUE 565 63 63 17:U 359 11:I5 96 .93 0 .71 83 01 75t 251 0 �1 25 0 0 0 0 0 0 0 0 0 334 SE 3RD STREET 24 0 24 0 271 63 02/2712003 20:.3 SI 2RD STRUT i SI 21fB AVIIDS Ni).JI, FLORIDA :cUIT3D IT: 6UGE88 GONZALEZ SI ZID 561-272•-43E1 MCNALL'PAGE 13 TRAFFIC SUM! SPYCIALISTS, INC. 624 •iARDIRIA 1BRRACI DMA! 3 AC3, FLORIDA 33444 15,51) 272-3255 FAX G54.1; 272.4331 LIGHT MICL6S, ROA1Y Y6$ICLSS Site Code : 00030004 Start Date: 01/14:03 File 3.D. : S3233AY3 Page : 5 SI 3RD RUNGS !roes North Peds Right Tru Left late 01/14/01 S3 2ND STRUT ?roe Sast Peels Right Thra Lift S3 311D AMR Pros South Peds Right Thrq Left SI 2ND STRI37 Ftot Nest ?eds Right Thri Left 7ehicie Tots: !ei.k Sour Aaalfais Sy Satire Intense 'elk start 17:00 aluse 0 0 0 'ertett 01 01 0i 1 total 0 igbest 07:00 'clues 0 0 0 totes: Sf .0 516 1,719 0 80 0 2,235 80 0 0 0 0 0 0 0 0 6 0 6 • ciao for the 17:00 37 it ._ 1 0,6 17:00 19 455 474 .95 0 0 0 fericd; 14:00 t0 17:30 ca 01/14/03 :7:00 1719 0 0 212 514 951 01 • 0t 29% 711 729, • 17:00 r 0 51 149 159 .91' SE 3RD AVENUE 0 0 0 0 0 0 0 299 2,235 0 212 87 299 LIGHT VEHICLES • HEAVY VEHICLES 1,80 Intersection Total 2,534 17:07 0 07:00 .0 0 0 00 01 01 0 0 0 114 114 0 87 87 0 • 1,712 1,806 1,719 • 7 728 --� 728 0 514 212 0 2 0 0 0 516 212 SE 3RD AVENUE 0 0 0 0 SE 2ND STREET 28 0 28 0 0 0 01/27/2003 12: ;3 561-272-4381 MCNALLY FAr3E CBGPII PLAZA fr 3ISCkT2U 3C11IvJ3.2 11IAKI, ?LORNDA IESO TRAFFIC SUM 5P1C1AU STS, INC. 624 GAlDl9Ik Magi 0112A7 BUUC1, ?MICA 31444 15611 2/2.125S YAI 1561? 272.4111 L!GIT Y83iC6&S, 33kVY YSHICLSS, L1GaT V Site Code )0030104 Start Date: 01l16/03 File 1.D. : CBO?3I3C Page BISCAY/II BOUL87A.31r ?re* forth CS)PI6 ?LA:A trot last Pelt Thy» UTur2 Pedc light Le!t 8: S:A113 EOOLATh1D Prot' South Pedc light Tiro Vehicle Other Total Total Date 010`16/01 Ptak lOor Agalyaii yy letiri ;34trst;tioa t4: Ott Atricd: 14:00 to 17:30 Oa 01/16/01 Peak start 15:45 16;i5 16:15 Volute 0 25 167 0 16 1139 Pe:Ce:.t Ok 1001 1S0t 01 61 941 1;7 .. 1265 17:10 0:15 0 10 • 49 0 21 107 49 - 129 .05 .96 $it total 25 lighett 17:15 Volume li total 10 Ni? .52 • • 10 0 0 10 0 BISCAYNE BOULEVARD 0 0 0 0 25 0 0 0 0 25 25 a 1,381 0 1,189 167 1,355 • LIGHT VEHICLES HEAVY VEHICLES ° LIGHT VEHICLES Intersection Total 1,457 0 0 0 0 1,265 0 26 16 1,265 — 1,182 7 ° 0 ° BISCAYNE BO LE ARD 1,189 29 0 r 167 • 0 29 0 0 166 0 0 0 0 0 0 0 101 CHOPIN PLAZA 25 0 76 76 0 0 76 0 335 0 0 335 • • • PM Peak Hour Volumes (2 HR Avg vph) Tuesday Wednesday Thursday Average Eastbound SE ls` Street 1051 1066 1051 1056 03/18-20/03 4:15 -- 6:15 4:45 — 6:45 4:30 — 6:30 Seasonal Factor Peak Season Factor Peak Season Volume. Westbound 267 275 269 270 East FiaglerStreet 4:00-6:00 4:00-6:00 4:00-6:00 03/18-20/03 Seasonal Factor 0.98 Peak Season Factor 1/0.98 Peak Season Volume 270 North SE 4t St./Biscayne Blvd. ---- 1002 1002 11/12/03 5:30 — 7:30 1/1.00 Seasonal Factor 1/0.98 Peak Season Factor 102, Peak Season Volume South SE 2 "t Avenue/Brickell 1236 1236 11/12/03 4:45 — 6:45 Seasonal Factor 1/1.00 Peak Season Factor 1/0.98 Peak Season Volume 1261 Higher volume mid -day downtown circulation traffic Two-hour period limited to 4-6 PM • • • DERIVATION OF PROJECT TRANSIT TRAFFIC Project Miami CBD Transit Vehicle Transit Equiv. Person Trips Direction Trips @ 22.6% (veh.) (T.Veh x 1.4) In - 420 95 133 Out 286 65 90 Total 706 160 223 ASSIGNMENT OF PROJECT BUS/TRANSIT PASSENGERS Transit Persons Corridor % In Out Total Flagler St_ 22% 29 20 49 Biscayne Blvd 20% 27 18 45 Long Distance* 47% 52 42 104 Other (Brickell) 11 % 15 10 25 Total 100% 133 90 223 * Longer Distance Metromover/Metrorail 47% IN 3722 Florida Department of Transportation Novemcer 12, 2003 - County -1 - Station - 87 0101 Start Date Start Time March 18, 2003 1 t 23:45 1 Direction: W Site Description: SR 968/FLAGLER STIWB, 200' W US-1181SCAYNE BLVD Time 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 1st y. 2nd 'V.. 3rd % 4th v. Total 5.0 10.0 2.0 6.0 4.0 3.0 3.0 1.0 1.0 3.0 1.0 1.0 1.0 3.0 2.0 2.0 2.0 3.0 2.0 3.0 4.0 5.0 11.0 6.0 18.0 13.0 19.0 25.0 29.0 39.0 41.0 38.0 56,0 72.0 63.0 56.0 86.0 61.0 65.0 79.0 83.0 106.0 82.0 72.0 81.0 92.0 87.0 85.0 89.0 88.0 119.0 95.0 81.0 95.0 95.0 68.0 67.0 86.0 79.0 63.0 77.0 82.0 64.0 79.0 59.0 74.0 69.0 72.0 67.0 58.0 69.0 65.0 57.0 48,0 41.0 38.0 30.0 28.0 31.0 24.0 22.0 11.0 22.0 21.0 20.0 14.0 15.0 17.0 19.0 17.0 13.0 11.0 13.0 14.0 11.0 12.0 24 Hour Total Direction: W Hour Volume A.M. 11:45 381 P.M. 12:00 391 Daily 12:00 391 23.0 11.0 6.0 8.0 10.0 26.0 75.0 147.0 247.0 291.0 343.0 345.0 391.0 339.0 295.0 302.0 274.0 259.0 184.0 113.0 76.0 66.0 60.0 50.0 3941.0 • Peak Information Hour Volume Combined Total 23.0 11,0 6.0 8.0 10.0 26.0 75.0 147.0 247.0 291.0 343.0 345.0 391.0 339.0 295.0 302.0 274.0 259.0 184.0 113.0 76.0 66.0 60.0 50.0 Combined Directions Hour Volume 11:45 351 12:00 391 12:00 391 3941.0 Florida Department of Transportation November 12, 2003 • • County - r Station 87 0101 Start Date Start Time March 19, 2003 IIr 23:45 Time 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Direction: W 1st % 2nd i/. 3rd '/ 4th '/< 4.0 10.0 9.0 4.0 4.0 4.0 3.0 9.0 2.0 - 3:0 6.0 3.0 2.0 3.0 4.0 1.0 1.0 3.0 1,0 2.0 10.0 5.0 5.0 14.0 13.0 15.0 15.0 25.0 29.0 28.0 31.0 47.0 52.0 55.0 70.0 61.0 67.0 74.0 84.0 84.0 88.0 66.0 96.0 87.0 81.0 100.0 100,0 104.0 67.0 95.0 126.0 69.0 88.0 89.0 73.0 67.0 56.0 82.0 81.0 87.0 79.0 78.0 66.0 56.0 63.0 62.0 61.0 64.0 61.0 65.0 82.0 72.0 66.0 54.0 44.0 34.0 34.0 37.0 32.0 29.0 17.0 33.0 26.0 16.0 13.0 10.0 19.0 10.0 18.0 13.0 10.0 20.0 9.0 3.0 15.0 8.0 Site Description: SR 968iFtAGLER STPWB, 200' W US-1fBISCAYNE BLVD Total 27.0 20.0 14.0 10.0 7.0 34.0 68.0 135.0 238.0 309.0 337.0 385.0 357.0 317.0 306.0 299.0 250.0 280.0 198.0 132.0 92.0 52.0 61.0 35.0 24 Hour Total Direction: W Hour Volume A.M. 11:45 392 P.M. 12:15 376 Daily 11:45 392 3963.0 Peak Information Hour Volume Combined Total 27.0 20.0 14.0 10.0 7.0 34.0 68.0 135.0 238.0 309.0 337.0 385.0 357.0 317.0 306.0 299.0 250.0 280.0 198.0 132.0 92.0 52.0 61.0 35.0 Combined Directions Hour Volume 11:45 392 12:15 378 11:45 392 3963.0 Florida Department of Transportation November 12, 2003 • • • - County - 87 - Station - 0101 Start Date Start Time March 20, 2003 II 23:45 Time 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:0 21:0 22:0 23:0 Site Description: SR 968/FLAGLER ST/WB, 200' W US•11BISCAYNE BLVD Combined Direction: W Total 1st Y, 2nd 1/ 3rd Y.,4th /. Total 30,0 9.0 9.0 5.0 7.0 30.0 3.0 6.0 3.0 2.0 14.0 14.0 3.0 - 1.0 1.0 1.0 6.0 6.0 3.0 1.0 0.0 1.0 1.0 3.0 1.0 f 7.0 3.0 1,0 12.0 12.0 8.0 10,0 8.0 13.0 39.0 39.0 12.0 23.0 26.0 21.0 82.0 82.0 38.0 36.0 31.0 56.0 161.0 161.0 44.0 61.0 57.0 65.0 227.0 227.0 77.0 67.0 68.0 59.0 271.0 271.0 75.0 99.0 73.0 75.0 322.0 322.0 91.0 81.0 100.0 85.0 357.0 357.0 80.0 82.0 93.0 86.0 341.0 341.0 84.0 74.0 73.0 96.0 327.0 327.0 74.0 76.0 78.0 91.0 319.0 319.0 66.0 66.0 69.0 79.0 280.0 280.0 69.0 69.0 65.0 80.0 283.0 283.0 63.0 50.0 70.0 72.0 255.0 255.0 49.0 67.0 44.0 34.0 194.0 194.0 32.0 21.0 28.0 15.0 96.0 96.0 E 19.0 11,0 27.0 21.0 78.0 78.0 I 4.0 16.0 10.0 23.0 53.0 53.0 I 14,0 14.0 11.0 13.0 52.0 52.0 i 14.0 12.0 15.0 7.0 48.0 48.0 3850.0 24 Hour Total 3850.0 Direction: W Hour Volume A.M. 11:00 357 P.M. 12:15 345 Daily 11:00 357 Peak Information Hour Volume Combined Directions Hour Volume 11:00 357 12:15 345 11:00 357 Florida Department of Transportation November 12, 2003 • • • - County 87 Staten - 01 00 Start Date Start Time March 18, 2003 1! 23:45 Time 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Direction: E 1st Y 2nd 'J. 3rd % 4th % 19.0 17.0 13,0 7.0 4.0 5.0 6.0 4.0 5.0 - 3.0 7.0 6.0 4.0 6.0 5.0 6.0 37.0 12.0 23.0 25.0 14.0 13_0 43.0 30.0 34.0 55.0 77.0 83.0 67.0 89.0 106.0 94.0 95.0 124.0 126.0 142.0 140.0 127.0 138.0 152.0 164.0 191.0 171.0 174.0 206.0 182.0 204.0 184.0 204.0 170.0 202.0 213.0 195.0 185.0 162.0 172.0 166.0 152.0 150.0 157.0 179.0 170.0 156.0 207.0 197.0 217.0 216.0 309.0 295.0 269.0 295.0 294.0 207.0 206.0 213.0 193.0 208.0 138.0 69.0 100.0 76.0 40.0 41.0 61.0 45.0 51.0 47.0 53.0 40.0 43.0 25.0 44.0 31,0 20.0 25.0 24.0 Site Description: SR 9681EB SE 1 ST, 200' W SR 51US-11BISCAYNE BLVD Total 56.0 19.0 21.0 21.0 97.0 100.0 249.0 356.0 487.0 557.0 700.0 776.0 789.0 714.0 625.0 712.0 939.0 1153.0 819.0 515.0 218.0 196.0 152.0 100.0 24 Hour Total 10371 Combined Total 56.0 19.0 21.0 21.0 97.0 100.0 249.0 356.0 487.0 557.0 700.0 776.0 769.0 714.0 625.0 712.0 939.0 1153.0 819.0 515.0 218.0 196.0 152.0 100.0 10371 Direction: E Hour Volume A.M. 11:00 776 P.M. 16:45 1166 Daily 16:45 1168 Peak Information Hour Volume Combined Directions Hour Volume 11:00 776 16:45 116E 16:45 1168 Florida Department of Transportation November 12, 2003 • • • - County 87 Start Date Station ---- 0100 March 19, 2003 Start Time [ 23:45 Direction: E Site Description: SR 9681EB SE 1 ST, 200' W SR 5/US-1/BISCAYNE BLVD Time 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 1st % 2nd '/. 3rd % 4th V. 12.0 12.0 11.0 10.0 14.0 11.0 9.0 10.0 8.0 - 6.0 8,0 3.0 5.0 4.0 10.0 4.0 6.0 8.0 20.0 21.0 9.0 19.0 22.0 26.0 29.0 48.0 50.0 56.0 86.0 81.0 105.0 103.0 96.0 138.0 109.0 149.0 114.0 159.0 137.0 145.0 119.0 147.0 198.0 160.0 157.0 217.0 228.0 253.0 222.0 207.0 209.0 182.0 225.0 191.0 221.0 185.0 152.0 190.0 180.0 210.0 149.0 180.0 177.0 204.0 147.0 219.0 192.0 310.0 321.0 258.0 295.0 254.0 226.0 250.0 217.0 195.0 155.0 114.0 106.0 133.0 110.0 111.0 77.0 68.0 62.0 36.0 45.0 42.0 29.0 32.0 44.0 41.0 26.0 10.0 14.0 18.0 Total 45.0 44.0 25.0 23.0 55.0 76.0 183.0 375.0 492.0 555.0 624.0 855.0 820.0 822.0 732.0 710.0 668.0 1126.0 888.0 508.0 366.0 185.0 146.0 68.0 24 Hour Total 10593 Combined Total 45.0 44.0 25.0 23.0 55.0 76.0 183.0 375.0 492.0 555.0 624.0 855.0 820.0 822.0 732.0 710.0 868.0 1128.0 868.0 508.0 366.0 185.0 146.0 68.0 10593 Direction: E Hour Volume A.M, 11:15 920 P.M. 16:45 1184 Daily 16:45 1184 Peak Information Hour Volume Combined Directions Hour Volume 11:15 920 16:45 1184 16:45 1184 Florida Department of Transportation November 12, 2003 • • • rCounty - 87 Start Date - Station - 0100 March 20, 2003 Start Time 23:45 Site Description: SR 968/EB SE 1 ST, 200' W SR 5/US-1/BISCAYNE BLVD Time Direction: E Combined Total 1st Y. 2nd V. 3rd '/. 4th El. Total 00:00 24.0 19.0 17.0 13.0 73.0 73.0 01:00 8.0 6.0 4.0 7.0 25.0 25.0 02:00 3.0 5.0 4.0 7.0 19.0 19.0 03:00 5.0 6.0 7.0 13.0 31.0 31.0 04:00 19.0 ,.27.0 11.0 20.0 77.0 77.0 05:00 27.0 16.0 11.0 48.0 102.0 102.0 06:00 28.0 - 36.0 57.0 79.0 200.0 200.0 07:00 83.0 81.0 89.0 103.0 355.0 356.0 08:00 94.0 95.0 120.0 126.0 435.0 435.0 09:00 143.0 141.0 127.0 139.0 550.0 550.0 10:00 153.0 165:0 192.0 172.0 682.0 682.0 11:00 175.0 198.0 183.0 193.0 749.0 749.0 12:00 185.0 197.0 171.0 187.0 740.0 740.0 13:00 200.0 193.0 190.0 163.0 746.0 746.0 14:00 174.0 167.0 153.0 151.0 645.0 645.0 15:00 158.0 180.0 171.0 181.0 690.0 690.0 16:00 187.0 200.0 218.0 217.0 822.0 822.0 17:00 302.0 296.0 270.0 296.0 1164.0 1164.0 18:00 295.0 208.0 207.0 214.0 924.0 924.0 19:00 190.0 203.0 142.0 95.0 630.0 630.0 20:00 102.0 81.0 68.0 74.0 325,0 325.0 21:00 87.0 56.0 48.0 51.0 242.0 242.0 22.00 53.0 48.0 44,0 29.0 174.0 174.0 23:00 41.0 31.0 20.0 0.0 92.0 92.0 24 Hour Total 10493 10493 Peak Information Direction: E Hour Volume Hour Volume Combined Directions Hour Volume A.M. 11:15 759 P.M. 17;00 1164 Daily 17:00 1164 11:15 759 17:00 1164 17:00 1164 • • • APPENDIX B CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA T genera# information - ... Site information knalyst RPEIT'AP agency or Co. Date Performed 02112/2004 i eriod PM Peak Intersection SE 2 Ave & SE 2 St Area Type CBD or Similar Jurisdiction Analysis Year Existing 2004 Pk Season Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 2 0 0 0 0 0 2 1 _ane group L LT T R Volume (vph) 2036 348 449 82 % Heavy veh 2 2 2 2 PHF 0.98 0.98 0.93 0.93 Actuated (P/A) P P A A Startup lost time - 2.0 . 2.0 2.0 - 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 21 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only 06 07 08 T G= 54.0 G= G= G= G= 36.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination' EB WB NB SB Adj. flow rate 2078 355 483 66 Lane group cap. 1669 1720 1147 513 vic ratio 1.25 0.21 0.42 0.13 Green ratio 0.54 0.54 0.36 0.36 Unif. delay di 23.0 11.9 24.1 21.5 Delay factor k 0.50 0.50 0.11 0.11 Increm. delay d2 115.5 0.3 0.3 0.1 PF factor 1.000 1.000 1.000 1.000 Control delay 138.5 12.2 24.4 21.6 Lane group LOS F B C C Apprch. delay 120.1 24.1 Approach LOS F C Intersec. delay 102.4 Intersection LOS F HCS2000TM • Copyright fl 2000 University of Florida, All Rights Reserved Version 4.1 c SHORT REPORT General Information Site Information . , Analyst RPE/TAP Agency or Co. Date Performed 02/12/2004 T eriod PM Peak Intersection SE 2 Ave & SE 2 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 without site Vo ume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 2 0 0 0 0 0 2 1 Lane group L LT T R Volume (vph) - 2224 380 490 90 % Heavy veh 2 2 2 2 PHF - 0.95 0.95 0.95 0.95 Actuated (PIA) P P A A Startup lost time 2.0 - 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 21 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing 1 WB Only 02 03 04 SB Only 06 07 08 G= 54.0 G= G= G= G= 36.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Du ation of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination r` EB WB NIB SB Adj. flow rate 2341 400 516 73 Lane group cap. 1669 1720 1147 513 vlc ratio 1.40 0.23 0.45 0.14 Green ratio 0.54 0.54 0.36 0.36 Unif. delay d1 23.0 12.1 24.4 21.6 Delay factor k 0.50 0.50 0.11 0.11 Increm. delay d2 184.9 0.3 0.3 0.1 PF factor 1.000 1.000 1.000 1.000 Control delay 207.9 12.4 24.7 21.7 Lane group LOS F B C C Apprch. delay 179.3 24.3 Approach LOS F C Intersec. delay 151.9 Intersection LOS F -ICS2OOOT M • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 d SHORT REPORT General Infcniiation . .. � Site infaririat:on Analyst RPE/TAP Agency or Co. Date Performed 02/1212004 re Period PM Peak Intersection SE 2 Ave & SE 2 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 with site � Voiunie and Timingirrput 7 . . e . r i...,- EB WB NB SB LT TH RT LT TH AT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 2 0 0 0 0 0 2 1 Lane group L LT T R Volume (vph) 2748 560 1.596 90 °A° Heavy veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 Actuated (P/A) P .. P A A Startup lost time 2.0 . 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 21 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N NNON Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 . 3.0 3.0 Phasing WB Only 02 03 04 SB Only 06 07 08 G= 54.0 G= G= G= G= 36.0 G= G= G= liming Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= uration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group`uCapacity-Control.Delay, and LOS Determination ffi - EB WB NB SB Adj. flow rate 2893 589 627 73 Lane group cap. 1669 1720 1147 513 v/c ratio 1.73 0.34 0.55 0.14 Green ratio 0.54 0.54 0.36 0.36 Unit. delay di 23.0 13.0 25.5 21.6 Delay factor k 0.50 0.50 0.15 0.11 lncrem. delay d2 332.5 0.5 0.6 0.1 PF factor 1.000 .1.000 1.000 1.000 Control delay , 355.5 13.5 26.1 21.7 Lane group LOS F B C C Apprch. delay 297.7 25.6 Approach LOS F C lntersec. delay 252.1 Intersection LOS F HCS2000T M 411 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 d SHORT REPORT general Information Site Information analyst RPEITAP kgency or Co. )ate Performed 02/12/2004 C eriod PM Peak Intersection SE 2 Ave & SE 3 St Area Type CBD or Similar Jurisdiction Analysis Year Existing 2004 Pk Season __� �, Vo ume and Timing Inputs •= . EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT qum, of Lanes 0 1 2 0 0 0 0 0 0 1 3 0 _ane group T R L TR Joiume (vph) - 301 280 35 1067 1246 % Heavy veh 0 0 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 actuated (P/A) P P A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 arrival type 3 3 3 3 Jnit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 21 _ane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N N N 0 N Parking/hr 3us stops/hr 0 0 0 0 Jnit Extension 3.0 3.0 3.0 3.0 Phasing EB Only I 02 03 04 SB Only 06 07 08 I li G= 79.0 G= G= G= G= 13_0 G= G= G= Y= 4 I Y = Y= Y= Y= 4 Y= Y= Y= DIrion of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay,and LOS Determination .' EB WB NB SB Adj. flow rate 317 295 37 2412 Lane group cap. 1351 2021 211 547 v/c ratio 0.23 0.15 0.18 4.41 Green ratio 0.79 0.79 0.13 0.13 Unif. delay d1 2.7 2.5 38.7 43.5 Delay factor k 0.50 0.50 0.11 0.50 Increm. delay d2 0.4 0.2 0.4 1539 PF factor 1.000 1.000 1.000 1.000 Control delay 3.1 2.6 39.1 1582 Lane group LOS A A D F Apprch. delay 2 9 1559 Approach LOS A F Intersec. delay 1248 intersection LOS F -1CS2O0GTnM • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 d RT REPORT General Information - rmation- : .fo Site Info Analyst RPE/TAP Agency or Co. Date Performed 02/1212004 T eriod PM Peak Intersection SE 2 Ave & SE 3 St Area Type GBD or Similar Jurisdiction Analysis Year 2007 without site Vo ume and Timing Input r-7 r EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 2 0 0 0 0 0 0 1 3 0 Lane group T R L TR Volume (yph) - 328 306 38 1165 1360 % Heavy veh 0 0 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) P P A A A Startup lost time 2.0 2.0 .. 2.0 2.0 Ext. off. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/BiketRTOR Volume 0 0 0 0 21 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EB On 02 03 04 SB Only 06 07 08 G= 79.0 G= G= G= G= 13.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 345 322 40 2635 Lane group cap. 1351 2021 211 547 vlc ratio 0.26 0.16 0.19 4.82 Green ratio 0.79 0.79 0.13 0.13 Unif. delay di 2.8 2.5 38.8 43.5 Delay factor k 0.50 0.50 0.11 0.50 Increm. delay d2 0.5 0.2 0.4 1722 PF factor 1.000 1.000 1.000 1.000 Control delay 3.2 2.7 39.2 1765 Lane group LOS A A D F Apprch. delay 3 0 1740 Approach LOS A F intersec. delay 1393 Intersection LOS F HCS2000 ° M • Copyright 2000 University of Florida, All Rights Reserved Version 4.1 c SHORT REPORT General Information. •Site lnt� at )` Analyst RPE/TAP Agency or Co. late Performed 02/12/2004 ime Period PM Peak intersection SE 2 Ave & SE 3 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 with site Volume itad .Ttmi iciput .. .: ' 'f4 :.a _ . �__ . . - EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 2 0 0 0 0 0 0 1 3 0 Lane group T R L TR Volume (vph) 775 306 316 1250 1758 % Heavy veh 0 0 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) P P A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 PedfBikefRTOR Volume 0 0 0 0 21 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN N N NNON Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 SB Only 1 06 07 08 kiming G= 79.0 G= _ G= G= G= 13.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane'Gthulitiiiiibitir; Cantrbl belii,iiiid LOS Determinatiort " "j EB WB NB SB Adj. flow rate 816 322 333 3144 Lane group cap. 1351 2021 211 543 v/c ratio 0.60 0.16 1.58 5.79 Green ratio 0.79 0.79 0.13 0.13 Unit delay di 4.2 2.5 43.5 43.5 Delay factor k 0.50 0.50 0.50 0.50 Increm. delay d2 2.0 0.2 281.7 2160 PF factor 1,000 1.000 1.000 1.000 Control delay 6.2 2.7 325.2 2203 Lane group LOS A A F F Apprch. delay 5.2 2023 Approach LOS A F lntersec. delay 1526 Intersection LOS F •HCS2000TM Copyright ©2000 University of Florida, NI Rights Reserved Version 4.1 d SHORT REPORT general information Site Information knalyst RPEIT'AP kgency or Co. )ate Performed 02112/2004 'eriod PM Peak Intersection SE 2 Ave & SE 4 St Area Type CBD or Similar Jurisdiction Analysis Year Existing 2004 Pk Season Volume and Tinning Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Jum. of Lanes 0 0 0 0 0 1 0 0 0 2 2 2 1 _ane group R L T R /plume (vph) 1575 233 1257 . 42 °/n Heavy veh 2 2 2 2 pH F 0.95 0.95 0.95 0.95 kctuated (P/A) A P P A Startup lost time 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 arrival type 3 3 3 3 Jnit Extension 3.0 3.0 3.0 3.0 'ed/Bike/RTOR Volume 0 600 0 42 _ane Width 12.0 12.0 12.0 12.0 3arking/Grade/Parking N N N N N 0 N N 0 N 'arking/hr 3us stops/hr 0 0 0 0 Jnit Extension 3.0 3.0 3.0 3.0 'hasing 01 02 03 04 Thru & RT SB Only 07 08 i. G= G= G= G= G= 68.0 G= 22.0 G= G= Y= Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 _ane Group Capacity, Control Delay, and LOS Determination' EB WB NB SB kdj. flow rate 1026 245 1323 0 _ane group cap. 1705 680 3026 1354 tic ratio 0.60 0.36 0.44 0.00 green ratio 0.68 0.22 0.95 0.95 Jnif. delay d1 8.7 33.0 0.2 0.1 Delay factor k 0.19 0.50 0.50 0.11 ncrem. delay d2 0.6 1.5 0.5 0.0 DF factor 1.000 1.000 1.000 1.000 control delay 9.3 34.5 0.7 0.1 _ane group LOS A C A A kpprch. delay 9 3 6.0 kpproach LOS A A ntersec. delay 7.3 Intersection LOS A ICS2000741 • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 d RT REPORT ;eneral Information Site Information analyst RPE/TAP agency or Co. )ate Performed 02112/2004 i eriod PM Peak Intersection SE 2 Ave & SE 4 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 without site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT turn. of Lanes 0 0 0 0 0 0 0 0 2 2 2 1 .ane group R L T R folume (vph) 1752 276 1509 47 '/a Heavy veh 2 2 2 2 ,H F 0.95 0.95 0.95 0.95 lctuated (P/A) A P P A itartup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 20 2.0 lrrivai type 3 3 3 3 Jnit Extension 3.0 3.0 3.0 3.0 3ed/Bike/RTOR Volume 0 600 0 42 .ane Width 12.0 12.0 12.0 12.0 parking/Grade/Parking N N N N N 0 N N 0 N parking/hr 3us stops/hr 0 0 0 0 Jnit Extension 3.0 3.0 3.0 3.0 phasing 01 02 03 04 Thru & RT SB Only 07 08 E. G= G= G= G= G= 68.0 G= 22.0 G= G= Y= Y= Y= Y= Y= 5 Y= 5 Y= Y= )uration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 _ane Group Capacity, Control Delay, and LOS Determination -.,, EB WB NB SB %dj. flow rate 1213 291 1588 5 _ane group cap. 1705 680 3026 1354 i/c ratio 0.71 0.43 0.52 0.00 green ratio 0.68 0.22 0.95 0.95 Jnif. delay d1 9.9 33.6 0.2 0.1 Delay factor k 0.27 0.50 0.50 0.11 ncrem. delay d2 1.4 2.0 0.7 0.0 F factor 1.000 1.000 1.000 1.000 :,ontrol delay 11.3 35.5 0.9 0.1 ..ane group LOS B D A A kpprch. delay 11.3 6.3 4pproach LOS B A Intersec. delay 8.2 Intersection LOS A ICS2000T M • Copyright © 2000 University of Florida, All Rights Reserved Version 4-1 d SHORT REPORT General lrif it stion ' Sitelnfermation Analyst RPE/TAP Agency or Co. Date Performed 02/12/2004 lime Period PM Peak Intersection SE 2 Ave & SE 4 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 with site .. ..r .re.: :w„r....... o '4_..,a td�.�i t['T' �rn R +'.� Ae:-b i s §-5 y Volume' analTiminginput. � �._ x EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 0 0 0 0 2 2 2 1 Lane group R L T R Volume (vph) ] 1822 275 1594 47 % Heavy veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 Actuated (PJA) A PP A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 600 0 42 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N N N 0 NNON Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing �w.. 01 02 03.._-.. 04 Thru & RT SB Only 07 08 Ilf iming G= G= G= G= G= 68.0 G= 22.0 G= G= Y= Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1286 289 1678 5 Lane group cap. 1705 680 3026 1354 v/c ratio 0.75 0.43 0.55 0.00 Green ratio 0.68 0.22 0.95 0.95 Unif. delay d1 10.5 33.6 0.3 0.1 Delay factor k 0.31 0.50 0.50 0.11 Increm. delay d2 2.0 1.9 0.7 0.0 PF factor 1.000 1.000 1.000 1.000 Control delay 12.5 35.5 1.0 0.1 Lane group LOS B D A A Apprch. delay 12.5 6.1 Approach LOS B A Intersec. delay 8.6 Intersection LOS A HCS2000T M • Copyright f> 2000 University of Florida, Ali Rights Reserved Version 4.1 d SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 02/12/2004 T. eriod PM Peak intersection SE 3 Ave & SE 2 St Area Type CBD or Similar Jurisdiction Analysis Year Existing 2004 Pk Season Vo ume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 5 0 1 2 0 0 0 0 Lane group TR L LT Volume (vph) . 1771 90 532 218 % Heavy veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 Actuated (P/A) P P A A Startup lost time 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 Arrival type 3 3 3 Unit Extension . 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 Unit Extension 3.0 3.0 3.0 Phasing WB Only I 02 03 04 NB Only 06 07 08 G= 52.0 G= G= G= G= 40.0 G= G= G= Y= 4 IY= Y= Y= Y= 4 Y= Y= Y= Mon of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS ©etermination ' F " EB WB NB SB Adj. flow rate 1959 560 229 Lane group cap. 3937 637 1274 v/c ratio 0.50 0.88 0.18 Green ratio 0.52 0.40 0.40 Unif. delay di 15.5 27.8 19.4 Delay factor k 0.50 0.41 0.11 lncrem. delay d2 0.5 13.4 0.1 PF factor 1.000 1.000 1.000 Control delay 16.0 41.1 19.5 Lane group LOS B D B Apprch. delay 16.0 34.9 Approach LOS B C Intersec. delay 21.4 intersection LOS C zCS2QOOTM • Copyright ZI2000 University of Florida, All Rights Reserved Version a.! d SHORT REPORT General Information Si einfor nation Analyst RPE/TAP Agency or Co. Date Performed 02/12/2004 Teriod PM Peak Intersection SE 3 Ave & SE 2 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 without site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 5 0 1 2 0 0 0 0 Lane group TR L LT Volume (vph) - 1993 99 582 238 % Heavy veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 Actuated (PiA) . P P A A Startup lost time - 2.0 2.0 2.0 Ext. eff. green • - 2.0 2.0 2.0 Arrival type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N N N ONNO N N N ?arking/hr Sus stops/hr 0 0 0 Jnit Extension 3.0 3.0 3.0 Phasing 1 WB Only 02 03 04 NB Only 06 07 08 r G= 52.0 G= G= G= G= 40.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination .., EB WB NB SB 4dj. flow rate 2202 613 251 _ane group cap. 3938 637 1274 tic ratio 0.56 0.96 0.20 green ratio 0.52 0.40 0.40 Jnif. delay di 16.2 29.3 19.5 Delay factor k 0.50 0.47 0.11 ncrem. delay d2 0.6 26.5 0.1 'F factor 1.000 1.000 1.000 ontrol delay 16.8 55.8 19.6 _ane group LOS B E B \pprch. delay 16.8 45.3 approach LOS B D ntersec. delay 24.8 Intersection LOS C lCS200CT M 4111 Copyright © 2000 University of Florida, All Rights Reserved Version 4,1d SHORT REPORT General Information . ,.. _ :., wP, Site information Analyst RPF/i'AP Agency or Co. ate Performed 02/12/2004 ime Period PM Peak intersection SE 3 Ave & SE 2 St Area Type CB© or Similar Jurisdiction Analysis Year 2007 with; ` site Volume and Tiniiiig input " .. M- ..' T EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 5 0 1 2 0 0 0 0 Lane group L TR L LT Volume (vph) 2419 115 808 _ 325 % Heavy veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 Actuated (P/A) PPA A Startup lost time 2.0 2.0 2.0 Ext. eff- green - 2.0 2.0 2.0 Arrival type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N N N ONNO N N N Parking/hr Bus stops/hr 0 0 0 Unit Extension 3.0 3.0 3.0 Phasing WB Only 02 03 04 NB Only 06 07 08 kiming G= 52.0 G= G= G= G= 40.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 , Y = Y= Y= Duration of Anal is (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity; Control Delay, and LOS determination '..,+ __- -'. EB WB NB SB Adj. flow rate 2667 851 342 Lane group cap. 3940 637 1274 vic ratio 0.68 1.34 0.27 Green ratio 0.52 0.40 0.40 Unif. delay di 17.8 30.0 20.2 Delay factor k 0.50 0.50 0.11 Increm. delay d2 1.0 161.7 0.1 PF factor 1.000 1.000 1.000 Control delay 18.7 191.7 20.3 Lane group LOS B F C Apprch, delay 18.7 142.5 Approach LOS B F Intersec. delay 57.0 Intersection LOS E •HCS2000TM Copyright CP 2000 University of Florida, Ail Rights Reserved Version 4,1d SHORT REPORT general information Site infaritiation Analyst Agency or Co. Date Performed eriod RPE/TAP 02/12/2004 PM Peak Intersection Area Type Jurisdiction Analysis Year SE 3 Ave & SE 3 St CBD or Similar Existing 2004 Pk Season and Tir+=nn inrut Y V1[ii 114 Num. of Lanes ElB WB NB--_.... SB Efii® RT LT TH RT LT TH RT LT RT 0 1 0 0 0 0 0 3 0 0 0 0 Lane group LT TR Volume (vsh 91 279 582 65 % Heav veh PHF 2 0.95 0.95 0.95 0.95 Actuated (P/A A A A A Startu• cost time 2.0 2.0 Ext. eff. • reen 2.0 2.0 Arrival t •e 3 ME Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 17 1111.11 Lane Width 12.0 11111.1111111111111111111111 12.0 111111 Parking/Grade/Parking Parking/hr Bus stops/hr 0 IIIIIHMINIIIIIIIIIIIIIIIIIMIIIIIIUIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII 0 N N N N 0 0 N N _ N Unit Extension IIIIIII 3.0 IIIIIIIIIIIIIIIIII_ 3.0 Phasins EB On EB Onl 03 04 NB Onl 06 07 08 G= 11.0 G= 41.0 G= G= G= 36.0 G= G= G= Y= 4 Y= 4 Y= Y= Y= 4 Y= Y= Y= D von of Analysis (hrs) = 0.25 Cycle Length C = 100.0 I s..A1 TO LA G41i yv= ar. v. r••. s.•• r.. .... EB ...... --__ WB NB SB Adj. flow rate 390 664 Lane group cap. .11111 927 1629 vic ratio 0.42 0.41 Green ratio - 0.56 0.36 Unit delay di 12.7 24.0 Delay factor k 11111 0.11 0.11 increm. delay d2 11111 0.3 0.2 PF factor 1.000 1.000 Control delay - 13.0 24.2 Lane group LOS - 8 Apprch. delay 13.0 24.2 Approach LOS S C intersec. delay 20.0 Intersection LOS C HCS200CT M • Copyright 0 2000 University of Florida, All Flights Reserved erslon 4. 1 r. EP general information : Site information Rnalyst RPUTAP egency or Co. )ate Performed 02/12/2004 Period PM Peak Intersection SE 3 Ave & SE 3 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 without site Vo me and Timing Input EB WB NB SB L LT TH RT LT TH RT LT TH RT LT TH RT gum. of Lanes 0 1 0 0 0 0 0 3 0 0 0 0 _ane group LT TR /olume (vph) - 100 305 636 71 % Heavy veh 2 2 2 2 3H F - 0.95 0.95 0.95 0.95 \ctuated (P/A) A A A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 arrival type 3 3 Jrt Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 17 _ane Width 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N N Parking/hr 3us stops/hr 0 0 Jnit Extension 3.0 3.0 Phasing EB Only EB Only 03 04 NB Only 06 07 08 rat G= 11.0 G= 41.0 G= G- G= 36.0 G= G= G= Y- 4 Y- 4 Y= Y= Y= 4 Y- Y= Y= D ion of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination -'`- _--- EB WB NB SB kdj. flow rate 426 726 _ane group cap. 927 1628 v/c ratio 0.46 0.45 green ratio 0.56 0.36 Unit delay di 13.0 24.4 Delay factor k 0.11 0.11 Increm. delay d2 0.4 0.2 PF factor 1.000 1.000 Control delay 13.4 24.6 Lane group LOS B C Apprch. delay 13.4 24.6 Approach LOS B C Intersec. delay 20.5 Intersection LOS C .ICS2000T tit • Copyright ® 200D University of Florida, All Rights Reserved Version 4.1c SHORT REPORT General Information �. _.- - . - -�: Site information Analyst RPE/TAP Agency or Co. Date Performed 02/12/2004 ime Period PM Peak Intersection SE 3 Ave & SE 3 St Area Type CBD or Similar Jurisdiction Analysis Year 2007 with site Volume and Tithing Input ., , • , :- <.. x:.- ` :*: - . � EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH r RT Num. of Lanes 0 10 0 0 0 0 3 0 1 1 0 Lane group LT TR L T Volume (vph) 485 562 649 127 198 0 % Heavy veh 2 2 2 2 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A Startup lost time 2.0 - 2.0 2.0 2.0 Ext. eff, green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 17 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EB Only EB Only 03 04 NS Perm 06 07 08 G= 11.0 G= 41.0 G= G= G= 36.0 G= G= G= tming Y= 4 Y= 4 Y= Y= Y= 4 Y= Y- Y- Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity,.z,. Cor��rol.C3efay�and�OS Daiermina#an -, - EB WB NB SB Adj. flow rate 1103 799 208 0 Lane group cap. 918 1612 159 616 v/c ratio 1.20 0.50 1.31 0.00 Green ratio 0.56 0.36 0.36 0.36 Unit delay di 22.0 24.9 32.0 20.5 Delay factor k 0.50 0.11 0.50 0.11 lncrem. delay d2 101.2 0.2 176.4 0.0 PF factor 1.000 1.000 1.000 1.000 Control delay 123.2 25.2 208.4 20.5 Lane group LOS F C F C Apprch. delay 123.2 25.2 208.4 Approach LOS F C F Intersec. delay 94.5 intersection LOS F Hcs2000TM • Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1d SHORT REPUH F general information Site "Information 4nalyst RPEITAP Agency or Co. Date Performed 11/11/2003 eriod PM Peak Intersection SE 3 Ave & SE 4 Street Area Type CBD or Similar Jurisdiction Analysis Year Existing 2004 Pk Season . ,me and Timin• In•ut , . '�.. EB WB NB SB ®® RT LT TH RT LT TH RT LT TH RT Num. of Lanes rill© 0 0 0 0 0 2 0 0 0 0 Lane group L TR TR ME Volume v.h 427 1185 21 27 1 47 9/0 Heav veh ©© PHF -- 0.95 0.95 0.95 0.95 0.95 1111111 Actuated P/A) P P P A A Startu• lost time - ` 2.0 2.0 2.0 Ext. eff. i reen 2.0 2.0 2.0 Arrival t se © 3 Unit Extension 3.0 3.0 - 3.0 Ped/Bike/RTOR Volume 0 5 0 0 12 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking 0 N N N N 0 N N EMI Parking/hr NM Bus stopsihr 0 0 0 Unit Extension 3.0 3.0 3.0 Phasing EB Onl 02 03 04 NB On 06 07 08 G= 79.0 G= G= G= G= 13.0 G= G= G= ion Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 449 1264 65 Lane group cap. 2441 2511 379 vlc ratio 0,18 0.50 0.17 Green ratio 0.79 0.79 0.13 Unif. delay di 2.6 3.7 38.7 Delay factor k 0.50 0.50 0.11 lncrem. delay d2 0.2 0.7 0.2 PF factor 1.000 1.000 1.000 Control delay 2.7 4.4 38.9 Lane group LOS A A D Apprch. delay 4.0 38.9 Approach LOS A D Intersec. delay 5.2 Intersection LOS A LfCS2000T M • Copyright t 3 2000 University of Florida, All Rights Reserved Version 4.1 c RORT REPORT General Information Site Information .: -. _ - Analyst RPE/TAP Agency or Co. Date Performed / 1/11/2003 Ti eriod PM Peak Intersection SE 3 Ave & SE 4 Street Area Type CBD or Similar Jurisdiction Analysis Year 2007 without site Vo ume and Timin • Irt • ut , . EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 0 0 0 0 0 1 0 0 0 Lane group L TR R Volume v.h - 642 1336 185 132 MIME % Heav veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 Actuated PIA P P P A A 1111111 Startus lost time 2.0 2.0 2.0 Exteff. .reen 2.0 2.0 2.0 Arrival t .e 3 3 3 Unit Extension 3.0 3.0 3.0 11111111 PedBike/RTOR Volume 0 5 0 0 12 1111111_ Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N N Parking/hr Mill Bus stops/hr 0 0 0 IIIIII Unit Extension 3.0 3.0 3.0 ME Phasin• EB Onl 02 03 04 NB Onl 06 07 08 G= 79.0 G= G= G= G= 13.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= D - on of Anal sis hrsj = 0.25 C cle Len.th C = 100.0 Lane Group Capacity, Control Delay, -and LOS Determination r �`' EB WB NB SB Adj. flow rate 676 1595 126 Lane group cap. 2441 2472 188 v/c ratio 0.28 0.65 0.67 Green ratio 0.79 0.79 0.13 Unit. delay di 2.8 4.5 41.5 Delay factor k 0.50 0.50 0.24 Increm. delay d2 0.3 1.3 8.9 PF factor 1.000 1.000 1.000 Control delay 3.1 5.8 50.4 Lane group LOS A A D Apprch. delay 5.0 50.4 Approach LOS A D Intersec. delay 7.4 Intersection LOS A .lcs2QQQTM • Copyright ©2000 University of Florida, All Rights Reserved Version 4.1 d SHORT REPORT General t ifthiriatirirt Site inforrnaiion Analyst RPEJTAP Agency or Co. Date Performed 11/11/2003 rime Period PM Peak Volume and Tiniing-inpu Intersection SE 3 Ave & SE 4 Street Area Type Jurisdiction Analysis Year CBD or Similar 2007 with site EB WB N SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 0 0 0 0 1 1 1 1 0 Lane group TR T R T Volume (vph) 711 1336 185 146 132 0 0 Heavy veh PHF 2 0.95 2 0.95 2 0.95 2 0.95 2 0.95 0 0.95 0 0.95 Actuated (P/A) Startup lost time Ext. eff. green Arrival type P 2.0 2.0 P 2.0 2.0 A 2.0 2.0 A 2.0 2.0 A 2.0 A 2.0 2.0 2.0 Unit Extension 3 3.0 3 3.0 3 3.0 3 3.0 3 3 3.0 3.0 Ped/Bike/RTOR Volume 0 5 0 0 12 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking 0 0 N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only iming G = 79.0 G= 02 G= 03 G= 04 NS Perm G= 13.0 G= 06 G= 07 G= 08 Y= 4 Y= Duration of Analysis (hrs) = 0.25 Y= Y= Y= 4 Lane Group Capacity, Contro[ Delay, and LOS Determination- EB WB Y= Y= Oldie Length C = 100.0 NB Y= SB Adj. flow rate 748 1595 154 126 0 0 Lane group cap. 2441 2472 218 185 72 222 v/c ratio 0.31 0.65 0.71 0.68 0.00 0.00 Green ratio 0.79 0.79 0.13 0.13 0.13 0.13 Unif. delay di 2.9 4.5 41.7 41.5 37.8 37.8 Delay factor k 0.50 0.50 0.27 0.25 0.11 0.11 Increm. delay d2 0.3 1.3 10.0 9.8 0.0 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 3.2 5.8 51.7 51.3 37.8 37.8 Lane group LOS A A D Apprch. delay 5.0 51.5 Approach LOS A D Intersec. delay 10.0 Intersection LOS A HCS2000TM • Copyright CO 2000 University of Florida, All Rights Reserved Version 4.1 d SHORT REPORT ieneral Information Site Information nalyst gency or Co. ate Performed 'eriod RPE/TAP 11/11/2003 PM Peak Intersection Area Type Jurisdiction Analysis Year US 1 & Chopin Plaza CBS or Similar Existing 2004 Pk season EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT ium. of Lanes 0 0 0 0 0 0 0 3 I 0 2 0 0 ane group TR L olume (vph) - 1221 70 26 V. Heavy veh - 2 2 2 `H F 0.95 0.95 0.95 ,ctuated (P/A) A P P A Itartup lost time 2.0 2.0 :xt. eff. green 2.0 2.0 ,rrival type 3 3 Init Extension 3.0 3.0 'ed/Bike/RTOR Volume 0 60 ane Width 12.0 12.0 'arking/Grade/Parking N N N N N 0 N N 0 N 'arking/hr lus stops/fir 0 0 Init Extension 3.0 3.0 'basing WB Only 1 02 03 04 NS Perm 06 07 08 iiiii G= 24.0 G= G- G= G= 65.0 G= G= G= Y= 5 Y= Y= Y= Y= 6 Y= Y= Y= )u ion of Analysis (hrs) = 0.25 Cycle Length C = 100.0 and LOS Determination t -_r F __1 J 7 - _ _ _ __ _ _ - _ _ _ -.aG , EB WB NB SB 1dj. flow rate 1296 27 ane group cap. 2971 395 /c ratio 0.44 0.07 'ireen ratio 0.65 0.65 Jnif. delay di 8.5 6.4 )elay factor k 0.50 0.11 icrem. delay d2 0.5 0.1 'F factor 1.000 1.000 ;ontrol delay 9.0 6.5 .ane group LOS A A ,,pprch. delay 9 0 6.5 tpproach LOS A A itersec. delay 9.0 Intersection LOS A CS2000T M • Copyrig2000 University of Rohde, Alf Flights Reserved Version 4.1 General Information Site Information Analyst RPEJ AP Agency or Co. Date Performed 11/11/2003 T. eriod PM Peak Intersection US 1 & Chopin Plaza Area Type CBD or Similar Jurisdiction Analysis Year 2007 without site V me and Timing input EB WB NB SB L LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 0 0 0 3 0 2 0 0 Lane group TR L Volume (vph) - 1455 76 30 %Heavyveh 2 2 2 PHF 0.95 0.95 0.95 Actuated (P/A) A P P A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 3 3 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 60 Lane Width 12.0 12.0 Parking/Grade/Parking N N N N N 0 N N 0 N Parkingfhr Bus stopslhr 0 0 Unit Extension 3.0 3.0 Phasing WB Only 02 03 04 NS Perm 06 07 08 AlligY= G- 24.0 G= G= G= G= 65.0 G= G= G= 5 Y= Y= Y= Y= 6 Y- Y= Y= © lion of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj_ flow rate 1549 , 32 Lane group cap. 2970 463 vlc ratio 0.52 0.07 Green ratio 0.65 0.65 Unif. delay di 9.3 6.4 Delay factor k 0.50 0.11 Increm. delay d2 0.7 0.1 PF factor 1.000 1.000 Control delay 9.9 6.5 Lane group LOS A A Apprch. delay 9 9 6.5 Approach LOS A A Intersec. delay 9.9 Intersection LOS A HCS2000'rM • Copyright © 2000 University at Florida, Al! Rights Reserved ersion SHORT REPORT General Information - .: ° ° Site inforinidian '-- Analyst RPE/TAP Agency or Co. Date Performed 11/11/2003 Time Period PM Peak Intersection US 1 & Chopin Plaza Area Type CBD or Similar Jurisdiction Analysis Year 2007 with site gai Volume and Timing Input .v . �'' ' E .. =s _ r EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 0 1 0 3 0 2 0 0 Lane group R TR L Volume (vph) - 195 1541 76 30 % Heavy veh 0 2 2 2 PHF - 0.95 0.95 0.95 0.95 Actuated (P/A) A P P A Startup lost time - 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 Arrival type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 60 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N N N ONNO NNON Parkinglhr Bus stops/hr 0 0 0 Unit Extension 3.0 3.0 3.0 Phasing WB Only 02 03 04 NS Perm 06 07 08 G= 24.0 G= G= G= G= 65.0 G= G= G= Timing Y= 5 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity;` Control Delay; and LOS Determination EB WB NB SS Adj. flow rate 205 1639 32 Lane group cap. 355 2970 491 v/c ratio 0.58 0.55 0.07 Green ratio 0.24 0.65 0.65 Unif. delay di 33.5 9.6 6.4 Delay factor k 0.17 0.50 0.11 Increm. delay d2 2.3 0.7 0.1 PF factor 1.000 1.000 1.000 Control delay 35.9 10.3 6.5 Lane group LOS D B A Apprch. delay 35.9 10.3 6.5 Approach LOS D B A Intersec. delay 13.0 Intersection LOS B HCS2000T M • Copyright © 2000 University of Florida, All Rights Reserved Version 4.1d ENTER THE CONTROLLER NUMBER 2225 TIMING DATA FOR 2225 SE 3 AVE & 2 ST PAT OF WW F Y NW F Y 1 T 63 36 8 4 47 11 4 2 M 84 47 8 4 16 11 4 4072 32 8 4 31 11 4 14 57 8 4 16 11 4 18 22 8 4 31 11 4 8 T 40 34 8 4 29 11 4 9 T 28 34 8 4 29 11 4 11 T 4 44 8 4 29 11 4 12 T 3 39 8 4 24 11 4 22 T 14 46 8 4 17 11 4 23 T 32 46 8 4 17 11 4 24 T 42 32 8 4 31 11 4 MIN: 7 8 7 11 ENTER THE CONTROLLER NUMBER (/ = STOP) ENTER PASSWORD (/ = STOP) (SEC: 228 TYPE: NA) S Y M CYC 110AM PEAK 900 B PARADE I 90GRAND PRIX W 1000 B PARADE 0 80PRE AM PEAK 90PRE/POST AM 90AVERAGE 100PM PEAK 90POST PM PEAK 90EARLY NIGHT 90LATE NIGHT 4 90RECALL TEST I'SX PORT 11 LOG -ON IN PROGRESS ON 02-12-2004 AT.12:02:08 INTER USER ID (CAPITAL LETTERS) TAP ID ACCEPTED. PLEASE WAIT. $JOB Enter command (CAPITAL LETTERS, MM - Main Menu) 2TD EE RR THE CONTROLLER NUMBER(/ = STOP) 4 T FG DATA FOR 2226 SE 2 AVE & 2 ST PAT OF WWFYRSWEGYR 1 T 49 51 11 4 1 7 9 22 4 1 2 M 10 52 11 4 1 7 9 1 4 1 3 M 2 25 11 4 1 7 9 28 4 1 4 M 21 35 11 4 1 7 9 28 4 1 5 M 34 24 11 4 1 7 9 19 4 1 8 T 22 43 11 4 1 7 9 10 4 1 9 T 10 40 11 4 1 7 9 13 4 11 T 0 43 11 4 1 7 9 20 4 12 T 85 49 11 4 1 7 9 4 4 1 22 T 2 45 11 4 1 7 9 8 4 1 23 T 2 45 11 4 1 7 9 8 4 1 24 T 2 45 11 4 1 7 9 8 4 1 MIN: 7 11 9 1 ENTER THE CONTROLLER NUMBER (/ = STOP) 3421 TIMING DATA SE 2 AVE PAT OF 1 T 44 2 M 24 3 M 42 4 M 56 5 M 35 8 T 30 9 T 26 11 T 45 1 11 24 2 42 24 T 42 MIN: EW 67 37 17 7 42 46 30 24 44 32 28 28 7 FOR 3421 F Y SW 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 4 8 7 7 7 7 7 7 7 7 7 7 7 7 F 5 5 5 5 5 5 5 5 5 5 5 5 G 15 25 45 65 10 16 32 48 18 30 34 34 1 Y 4 4 4 4 4 4 4 4 4 4 4 4 (SEC: 228 TYPE: S Y / USR011 /DUI'01 1 NA) M CYC 110AM PEAK 900 B PARADE I 90GRAND PRIX W 1000 B PARADE 0 80PRE AM PEAK 90PRE/POST AM 90AVERAGE 100PM PEAK 90POST PM PEAK 90EARLY NIGHT 90LATE NIGHT 4 90RECALL TEST & 3 ST (1-95) (SEC: 228 TYPE: NA) S Y M CYC 110AM PEAK 900 B PARADE I 90GRAND PRIX W 1000 B PARADE 0 SOPRE AM PEAK 90PRE/POST AM 90AVERAGE 100PM PEAK 90POST PM PEAK 90EARLY NIGHT 6 90LATE NIGHT 4 6 90RECALL TEST ENTER THE CONTROLLER NUMBER (/ = STOP) 4214 TIMING DATA FOR 4214 SE 2 AVE & 4 ST (SEC: 228 TYPE: SA) OF NW FY R SW G Y R T 81 52 12 4 1 7 5 24 4 1 M 29 62 5 4 1 7 5 1 4 1 M 79 55 5 4 1 7 5 8 4 1 M 19 72 5 4 1 7 5 1 4 1 M 7 32 5 4 1 7 5 21 4 1 •32 12 4 1 7 5 24 4 1 32 12 4 1 7 5 24 4 1 T 57 56 12 4 1 7 5 10 4 1 T 18 55 12 4 1 7 5 1 4 1 T 0 55 12 4 1 7 5 1 4 1 T 0 55 12 4 1 7 5 1 4 1 T 42 62 5 4 1 7 5 1 4 1 MIN: 15 12 5 1 TER THE CONTROLLER NUMBER (/ = STOP) 25 MING DATA FOR 2225 SE 3 AVE & 2 ST T OF G iV F Y NW F Y T 63 36 8 4 47 11 4 M 84 47 8 4 16 11 4 .51 72 32 8 4 31 11 4 M 14 57 8 4 16 11 4 M 18 22 8 4 31 11 4 T 40 34 8 4 29 11 4 T 28 34 8 4 29 11 4 T 4 44 8 4 29 11 4 T 3 39 8 4 24 11 4 T 14 46 8 4 17 11 4 T 32 46 8 4 17 11 4 T 42 32 8 4 31 11 4 MIN: 7 8 7 11 TER THE CONTROLLER NUMBER (/ = STOP) 31 MING DATA FOR 2231 T OF NW F Y EL 0815 6 4 8 2 30 6 4 8 M 69 40 6 4 8 M 85 36 6 4 8 M 49 19 6 4 8 T 75 14 6 4 8 T 63 20 6 4 8 T 70 30 6 4 11 4 T 40 30 6 4 8 4 T 59 23 6 4 8 4 T 77 23 6 4 8 4 T 81 24 6 4 8 4 MIN: 7 6 8 SE 3 AVE & 3 ST Y EW F Y 4 62 7 4 4 27 4 17 4 31 4 28 4 43 4 37 34 27 34 34 33 7 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 TER THE CONTROLLER NUMBER (1 = STOP) 32 MING DATA FOR 2232 SE 3 AVE & 4 ST .T OF EG G Y NW F Y T 43 88 1 4 7 6 4 M 27 68 1 4 7 6 4 M 70 68 1 4 7 6 4 M 30 65 1 4 20 6 4 M 30 58 1 4 7 6 4 T 11 68 1 4 7 6 4 T 70 68 1 4 7 6 4 T 58 78 1 4 7 6 4 T 24 68 1 4 7 6 4 T 18 68 1 4 7 6 4 T 18 68 1 4 7 6 4 41f18 68 1 4 7 6 4 14 7 6 _ THE CONTROLLER NUMBER (/ = STOP) 24 :MTNG DATA FOR 2224 US 1 & SE 2 ST LT OF SW F Y R WW F Y R M 61 18 4 4 2 49 7 4 2 M 64 57 4 4 2 10 7 4 2 M 10 67 4 4 2 10 7 4 2 S Y M CYC 8 110AM PEAK 900 E PARADE I 90GRAND PRIX W 1000 B PARADE 0 80PRE AM PEAK 8 90PRE/POST AM 8 90AVERAGE 8 100PM PEAK 8 90POST PM PEAK 6 90EARLY NIGHT 6 90LATE NIGHT 4 90RECALL TEST (SEC: 228 TYPE: NA) S Y M CYC 110AM PEAK 900 B PARADE I 90GRAND PRIX W 1000 B PARADE 0 80PRE AM PEAK 90PRE/POST AM 90AVERAGE 100PM PEAK 90POST PM PEAK 90EARLY NIGHT 90LATE NIGHT 4 90RECALL TEST (SEC: 228 TYPE: S Y (SEC: 228 TYPE: S Y (SEC; NA) M CYC 110AM PEAK 900 B PARADE I 90GRAND PRIX W 1000 8 PARADE 0 80PRE AM PEAK 90PRE/POST AM 90AVERAGE 100PM PEAK 90POST PM PEAK 90EARLY NIGHT 90LATE NIGHT 4 90RECALL TEST NA) M CYC 110AM PEAK 900 B PARADE I 90GRAND PRIX W 1000 B PARADE 0 80PRE AM PEAK 90PRE/POST AM 90AVERAGE 100PM PEAK 90POST PM PEAK 6 90EARLY NIGHT 6 90LATE NIGHT 4 6 90RECALL TEST 2 TYPE: NA) S Y M CYC 900 B PARADE I 90GRAND PRIX 1 1000 B PARADE 0 T 64 57 4 4 2 20 7 4 2 100MID-DAY (M & T, 95 64 4 4 2 13 7 4 2 100PM PEAK (M & T 66 57 4 4 2 20 7 4 2 100AM PEAK T 64 57 4 4 2 10 7 4 2 90AVERAGE T 95 67 4 4 2 10 7 4 2 100PM PEAK T 68 57 4 4 2 10 7 4 2 90POST PM PEAK Ilk54 4 4 2 23 7 4 2 100 ARENA IN 54 4 4 2 2 3 7 4 2 100 ARENA OUT T 64 57 4 4 2 20 7 4 2 100MID-DAY T 64 57 4 4 2 10 7 4 2 90BAYSIDE EXIT T 64 57 4 4 2 10 7 4 2 6 90EARLY KITE 2 T 64 57 4 4 2 10 7 4 2 6 90NITE 6/0 T 64 57 4 4 2 10 7 4 2 6 90LATE KITE 7/ T 64 57 4 4 2 10 7 4 2 6 90RECALL TEST C "RETURN" TO CONTINUE • • • • • APPENDIX C ITE TRIP GENERATION Summary of Trip Generation Calculation For 61.3 Th.Gr.Sq.Ft. of Multiplex Movie Theatre •FebruarY 13, 2004 • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 0.00 0.00 1.00 0 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 0.00 0.00 ' 1.00 0 4-6 PM Peak Hour Exit 0.00 0.00 1.00 0 4-6 PM Peak Hour Total 0.00 0.00 1.00 0 AM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 P.M Pk Hr, Generator, Exit 0.00 0.00 1.00 0 AM Pk Hr, Generator, Total 0.00 0.00 1.00 0 PM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 PM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Friday 2-Way Volume 0.00 Fri 4-6 PM Peak Hour Enter 3.02 Fri 4-6 PM Peak Hour Exit 1.70 Fri 4-6 PM Peak Hour Total 4.71 Fri PM Pk Hr of Gen. Enter 10.34 Fri PM Pk Hr of Gen. Exit 7.49 Fri PM Pk Hr of Gen. Total 17.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 185 104 289 634 459 1093 Saturday 2-Way Volume 0.00 0.00 1.00 0 Saturday 11 AM-1 PM Enter 3.74 0.00 1.00 229 Saturday 11 AM-1 PM Exit 1.25 0.00 1.00 76 Saturday 11 AM-1 PM Total. 4.98 0.00 1.00 305 Saturday Peak Hour Enter 8.41 0.00 1.00 515 Saturday Peak Hour Exit 7.76 0.00 1.00 476 Saturday Peak Hour Total 16.17 0.00 1.00 991 Sunday 2-Way Volume 0.00 0.00 1.00 0 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 0, R^2 = 0 7-9 AM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit 4-6 PM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit AM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit PM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sat. 2-Way Volume: 0, R^2 = 0 Sat. Pk Hr. Total: LN(T) = 1.21,N(X) + 1.96 R^2 = 0.75 , 0.52 Enter, 0.48 Exit doSun. 2-Way Volume: 0, R^2 = 0 Sun. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Fri. 4-6 PM Pk Hr Total:LN(T) = 1.35LN(X) + .11 R^2 = 0.79 , 0.64 Enter, 0.36 Exit Fri. PM Gen Pk Hr Total:T = 18.35(X) + -31.92 R^2 = 0.93 , 0.58 Enter, 0.42 Exit Sat. 11 AM-1PM Total: T = 3.47(X) + 92.57 R^2 = 0.89 , 0.75 Enter, 0.25 Exit • • • Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • Summary of Trip Generation Calculation For 60 Th.Gr.Sq.Ft. of Multiplex Movie Theatre ebruary 13, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 0.00 0.00 1.00 0 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total. 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 0.00 0.00 - 1.00 0 4-6 PM Peak Hour Exit 0.00 0.00 1.00 0 4-6 PM Peak Hour Total 0.00 0.00 1.00 0 AM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 AM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 AM Pk Hr, Generator, Total 0.00 0.00 1.00 0 PM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 PM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Friday 2-Way Volume 0.00 Fri 4-6 PM Peak Hour Enter 2.99 Fri 4-6 PM Peak Hour Exit 1.68 Fri 4-6 PM Peak Hour Total 4.68 Fri PM Pk Hr of Gen. Enter 10.33 Fri PM Pk Hr of Gen. Exit 7.48 Fri PM Pk Hr of Gen. Total 17.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 1.00 180 1.00 101 1.00 281 1.00 620 1.00 449 1.00 1069 Saturday 2-Way Volume 0.00 0.00 1.00 0 Saturday 11 AM-1 PM Enter 3.76 0.00 1.00 226 Saturday 11 AM-1 PM Exit 1.25 0.00 1.00 75 Saturday 11 AM-1 PM Total 5.01 0.00 1.00 301 Saturday Peak Hour Enter 8.37 0.00 1.00 502 Saturday Peak Hour Exit 7.73 0.00 1.00 464 Saturday Peak Hour Total 16.10 0.00 1.00 966 Sunday 2-Way Volume 0.00 0.00 1.00 0 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 0, R^2 = 0 7-9 AM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit 4-6 PM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit AM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit PM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sat. 2-Way Volume: 0, R^2 = 0 Sat. Pk Hr. Total: LN(T) = 1.2L.N(X) + 1.96 R^2 = 0 75 , 0.52 Enter, 0.48 Exit Sun. 2-Way Volume: 0, R^2 = 0 Sun. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Fri. 4-6 PM Pk Hr Total:LN(T) = 1.35LN(X) + .11 R^2 = 0.79 , 0.64 Enter, 0.36 Exit Fri. PM Gen Pk Hr Total:T = 18.35(X) + -31.92 13.^2 = 0.93 , 0.58 Enter,.. 0.42 Exit Sat. 11 AM-1PM Total: T = 3.47(X) + 92.57 R^2 = 0.89 , 0.75 Enter, 0.25 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Summary of Trip Generation Calculation For 9 Th.Gr.Sq.Ft. .of General Office Building •FebruarY 13, 2004 • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 11.01 6.13 7-9 AM Peak Hour Enter 1.36 0.00 7-9 AM Peak Hour Exit 0.19 0.00 7-9 AM Peak Hour Total 1.55 1.39 4-6 PM Peak Hour Enter 0.25 0.00 4-6 PM Peak Hour Exit 1.24 0.00 4-6 PM Peak Hour Total 1.49 1.37 AM Pk Hr, Generator, Enter 1.36 0.00 AM Pk Hr, Generator, Exit 0.19 0.00 AM Pk Hr, Generator, Total 1.55 1.39 PM Pk Hr, Generator, Enter 0.25 0.00 PM Pk Hr, Generator, Exit 1.24 0.00 PM Pk Hr, Generator, Total 1.49 1.37 Saturday 2-Way Volume 2.37 2.08 Saturday Peak Hour Enter 0.22 0.00 Saturday Peak Hour Exit 0.19 0.00 Saturday Peak Hour Total 0.41 0.68 Sunday 2-Way Volume 0.98 1.29 Sunday Peak Hour Enter 0.08 0.00 Sunday Peak Hour Exit 0.06 0.00 Sunday Peak Hour Total 0.14 0.38 1.00 99 1.00 12 1.00 2 1.00 14 1.00 2 1.00 11 1.00 13 1.00 12 1.00 2 1.00 14 1.00 2 1.00 11 1.00 13 1.00 21 1.00 2 1.00 2 1.00 4 1.00 9 1.00 1 1.00 1 1.00 1 Note: A zero indicates no data available. Source: Institute of Transportation. Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 17.5 Th.Gr.Sq.F.t. of Health/Fitness Club 41/0 February 13, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 32.93 0.00 7-9 AM Peak Hour Enter 0.51 0.00 7-9 AM Peak Hour Exit 0.70 0.00 7--9 AM Peak Hour Total 1.21 1.34 4-6 PM Peak Hour Enter 2.07 0.00 4-6 PM Peak Hour Exit 1.98 0.00 4-6 PM Peak Hour Total 4.05 2.03 AM Pk Hr, Generator, Enter 0.59 0.00 AM Pk Hr, Generator, Exit 0.82 0.00 AM Pk Hr, Generator, Total 1.41 1.50 PM Pk Hr, Generator, Enter 2.07 0.00 PM Pk Hr, Generator, Exit 1.99 0.00 PM Pk Hr, Generator, Total 4.06 2.02 Saturday 2-Way Volume 20.87 0.00 Saturday Peak Hour Enter 0.00 0.00 Saturday Peak Hour Exit 0.00 0.00 Saturday Peak Hour Total 2.60 0.00 Sunday 2-Way Volume 26.73 0.00 Sunday Peak Hour Enter 0.00 0.00 Sunday Peak Hour Exit 0.00 0.00 Sunday Peak Hour Total 2.47 0,00 4110 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. • 1.00 576 1.00 9 1.00 12 1.00 21 1.00 36 1.00 35 1.00 71 1.00 10 1.00 14 1.00 25 1.00 36 1.00 35 1.00 71 1.00 365 1.00 0 1.00 0 1.00 46 1.00 468 1.00 0 1.00 0 1.00 43 TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 139.825 T.G.L.A. of Specialty Retail Center February 13, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 6197 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 ` 1.00 166 4-6 PM Peak Hour Exit 1.52 0.00 1.00 213 4-6 PM Peak Hour Total 2.71 1.83 1.00 379 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 459 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 498 AM Pk Hr, Generator, Total 6.84 3.55 1.00 956 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 393 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 309 PM Pk Hr, Generator, Total 5.02 2.31 1.00 702 Saturday 2-Way Volume 42.04 13.97 1.00 5878 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 2857 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 108.5 T.G.L.A. of Specialty Retail Center February 13, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 4809 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 ' 1.00 129 4-6 PM Peak Hour Exit 1.52 0.00 1.00 165 4-6 PM Peak Hour Total 2.71 1.83 1.00 294 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 356 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 386 AM Pk Hr, Generator, Total 6.84 3.55 1.00 742 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 305 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 240 PM Pk Hr, Generator, Total 5.02 2.31 1.00 545 Saturday 2-Way Volume 42.04 13.97 1.00 4561 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 2217 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 • • Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRA.NNS Summary of Trip Generation Calculation For 50 Th.Gr.Sq.Ft. of Supermarket 410 February 03, 2004 • • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 102.24 31.73 1.00 5112 7-9 AM Peak Hour Enter 1.98 0.00 1.00 99 7-9 AM Peak Hour Exit 1.27 0.00 1.00 64 7-9 AM Peak Hour Total 3.25 3.11 1.00 163 4-6 PM Peak Hour Enter 5.33 0.00 - 1.00 267 4-6 PM Peak Hour Exit 5.12 0.00 1.00 256 4-6 PM Peak Hour Total 10.45 4.97 1.00 523 AM Pk Hr, Generator, Enter 4.92 0.00 1.00 246 AM Pk Hr, Generator, Exit 5.13 0.00 1.00 257 AM Pk Hr, Generator, Total 10.05 3.96 1.00 503 PM Pk Hr, Generator, Enter 6.37 0.00 1.00 319 PM Pk Hr, Generator, Exit 5.65 0.00 1.00 283 PM Pk Hr, Generator, Total 12.02 4.75 1.00 601 Saturday 2-Way Volume 177.59 0.00 1.00 8880 Saturday Peak Hour Enter 5.49 0.00 1.00 275 Saturday Peak Hour Exit 5.27 0.00 1.00 264 Saturday Peak Hour Total 10.76 4.93 1.00 538 Sunday 2-Way Volume 166.44 0.00 1.00 8322 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 18.93 0.00 1.00 947 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 60 Th.Gr.Sq.Ft. of Multiplex Movie Theatre III January 20, 2004 • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 0.00 0.00 1.00 0 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 0.00 0.00 1.00 0 4-6 PM Peak Hour Exit 0.00 0.00 1.00 0 4-6 PM Peak Hour Total 0.00 0.00 1.00 0 AM Pk Er, Generator, Enter 0.00 0.00 1.00 0 AM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 AM Pk Hr, Generator, Total 0.00 0.00 1.00 0 PM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 PM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Friday 2-Way Volume 0.00 0.00 1.00 0 Fri 4-6 PM Peak Hour Enter 2.99 0.00 1.00 180 Fri 4-6 PM Peak Hour Exit 1.68 0.00. 1.00 101 Fri 4-6 PM Peak Hour Total 4.68 0.00 1.00 281 Fri PM Pk Hr of Gen. Enter 10.33 0.00 1.00 620 Fri PM Pk Hr of Gen. Exit 7.48 0.00 1.00 449 Fri PM Pk Hr of Gen. Total 17.82 0.00 1.00 1069 Saturday 2-Way Volume 0.00 0.00 1.00 0 Saturday 11 AM-1 PM Enter 3.76 0.00 1.00 226 Saturday 11 AM-1 PM Exit 1.25 0.00 1.00 75 Saturday 11 AM-1 PM Total 5.01 0.00 1.00 .301 Saturday Peak Hour Enter 8.37 0.00 1.00 502 Saturday Peak Hour Exit 7.73 0.00 1.00 464 Saturday Peak Hour Total 16.10 0.00 1.00 966 Sunday 2-Way Volume 0.00 0.00 1.00 .0 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 0, R^2 = 0 7-9 AM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit 4-6 PM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit AM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit PM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sat, 2-Way Volume: 0, R^2 = 0 Sat. Pk Hr. Total: LN(T) = 1.2LN(X) + 1.96 R^2 = 0.75 , 0.52 Enter, 0.48 Exit Sun. 2-Way Volume: 0, R^2 = 0 Sun. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Fri. 4-6 PM Pk Hr Total:LN(T) = 1.35LN(X) + .11 R^2 = 0.79 , 0.64 Enter, 0.36 Exit Fri. PM Gen Pk Hr Total:T = 18.35(X) + -31.92 R^2 = 0.93 , 0.58 Enter, 0.42 Exit Sat. 11 AM-1PM Total: T = 3.47(X) + 92.57 Summary of Trip Generation Calculation For 76,5 T.G.L.A. of Specialty Retail Center III January 20, 2004 • • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 3390 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 ' 1.00 91 4-6 PM Peak Hour Exit 1.52 0.00 1.00 116 4-6 PM Peak Hour Total 2.71 1.83 1.00 207 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 251 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 272 AM Pk Hr, Generator, Total 6.84 3.55 1.00 523 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 215 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 169 PM Pk Hr, Generator, Total 5.02 2.31 1.00 384 Saturday 2-Way Volume 42.04 13.97 1.00 3216 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0_00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 1563 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 32.5 T.G.L.A. of Specialty Retail Center 41I1January 20, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 7-9 AM Peak Hour Enter 0.00 0.00 7-9 AM Peak Hour Exit 0.00 0.00 7-9 AM Peak Hour Total 0.00 0.00 4-6 PM Peak Hour Enter 1.19 0.00 4-6 PM Peak Hour Exit 1.52 0.00 4-6 PM Peak Hour Total 2.71 1.83 AM Pk Hr, Generator, Enter 3.28 0.00 AM Pk Er, Generator, Exit 3.56 0.00 AM Pk Hr, Generator, Total 6.84 3.55 PM Pk Hr, Generator, Enter 2.81 0.00 PM Pk Hr, Generator, Exit 2.21 0.00 PM Pk Hr, Generator, Total 5.02 2.31 Saturday 2-Way Volume 42.04 13.97 Saturday Peak Hour Enter 0.00 0.00 Saturday Peak Hour Exit 0.00 0.00 Saturday Peak Hour Total 0.00 0.00 Sunday 2-Way Volume 20.43 10.27 Sunday Peak Hour Enter 0.00 0.00 Sunday Peak Hour Exit 0.00 0.00 Sunday Peak Hour Total 0.00 0.00 4111 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. • 1.00 1440 1.00 0 1.00 0 1.00 0 1.00 39 1.00 49 1.00 88 1.00 107 1.00 116 1.00 222 1.00 91 1.00 72 1.00 163 1.00 1366 1.00 0 1.00 0 1.00 0 1.00 664 1.00 0 1.00 0 1.00 0 TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 25.7 T.G.L.A. of Specialty Retail Center 41pJanuary 20, 2004 • • Average Standard Adjustment Driveway Factor Volume Rate Deviation Avg. Weekday 2-Way Volume 44.32 15.52 1.00 1139 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 ' 1.00 31 4-6 PM Peak Hour Exit 1.52 0.00 1.00 39 4-6 PM Peak Hour Total 2.71 1.83 1.00 70 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 84 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 91 AM Pk Hr, Generator, Total 6.84 3.55 1.00 176 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 72 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 57 PM Pk Hr, Generator, Total 5.02 2.31 1.00 129 Saturday 2-Way Volume 42.04 13.97 1.00 1080 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 525 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 447 Dwelling Units of High -Rise Residential *January 20, 2004 • • Average Standard Rate Deviation Condo / Townhouse Adjustment Driveway Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour 7-9 AM Peak Hour 7-9 AM Peak Hour 4-6 PM Peak Hour 4-6 PM Peak Hour 4-6 PM Peak Hour Enter Exit Total Enter Exit Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Er, Generator, Enter PM Pk Hr, Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 4.27 0.00 0.07 0.00 0.29 0.00 0.35 0.00 0.23 0.00 0.14 0.00 0.37 0.00 0.06 0.00 0.30 0.00 0.36 0.00 0.27 0.00 0.13 0.00 0.40 0.00 4.38 0.00 0.16 0.00 0.21 0.00 0.36 0.00 3.51 0.00 0.17 0.00 0.14 0.00 0.31 0.00 1.00 1909 1.00 30 1.00 128 1.00 158 1.00 104 1.00 64 1.00 167 1.00 27 1.00 132 1.00 159 1.00 123 1.00 58 1.00 181 1.00 1959 1.00 70 1.00 93 1.00 163 1.00 1567 1.00 74 1.00 63 1.00 138 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: T = T = R^2 T = R^2 T = R^2 3.77(X) + 223.66, R^2 = 1 .29(X) + 28.86 0.98 , 0.19 Enter, 0.81 .34(X) + 15.47 = 0.99 , 0.62 Enter, 0.38 .3(X) + 25.33 0.95 , 0.17 Enter, 0.83 LN(T) = .84LN(X) + .07 R^2 = 0.99 , 0.68 Enter, T = 3.94(X) + 197.85, R^2 = 1 T = .3(X) + 28.85 R^2 = 1 , 0.43, Enter, 0 57 Exit T = 3.11(X) + 176.97, R^2 = 1 T = .27(X) + 16.84 11^2 = 1 , 0.54 Enter, 0.46 Exit Exit Exit Exit 0.32 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 653 Dwelling Units of High -Rise Residential Condo / Townhouse *January 20, 2004 • • Average Standard Rate Deviation. Adjustment Driveway Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Hr, Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 4.11 0.00 0.06 0.00 0.27 0.00 0.33 0.00 0.23 0.00 0.14 0.00 0.36 0.00 0.06 0.00 0.28 0.00 0.34 0.00 0.26 0.00 0.12 0.00 0.38 0.00 4.24 0.00 0.15 0.00 0.20 0.00 0.34 0.00 3.38 0.00 0.16 0.00 0.14 0.00 0.30 0.00 1.00 2685 1.00 41 1.00 177 1.00 218 1.00 147 1.00 90 1.00 237 1.00 38 1.00 184 1.00 221 1.00 169 1.00 79 1.00 248 1.00 2771 1.00 97 1.00 128 1.00 225 1.00 2208 1.00 104 1.00 89 1.00 193 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: T = T = R^2 T= R^2 T = R^2 3.77(X) + 223.66, R"2 = 1 .29(X) + 28.86 = 0.98 , 0.19 Enter, 0.81 .34(X) + 15.47 0.99 , 0.62 Enter, 0.38 .3(X) + 25.33 = 0.95 , 0.17 Enter, 0.83 LN(T) = .84LN(X) + .07 R^2 T = T = R^2 T = T R'2 0.99 , 0.68 Enter, 3.94(X) + 197 85, R"2 = 1 .3(X) + 28.85 = 1 , 0.43 Enter, 0 57 Exit 3.11(X) + 176.97, R^2 = 1 .27(X) + 16.84 1 , 0.54 Enter, 0.46 Exit Exit Exit Exit 0.32 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 400 Dwelling Units of High -Rise Residential Condo / Townhouse January 20, 2004 Average Standard Rate Deviation Adjustment Driveway Factor Volume Avg. Weekday 2-Way Volume 7-9 AM 7-9 AM 7-9 AM 4-6 PM 4-6 PM 4-6 PM Peak Hour Enter Peak Hour Exit Peak Hour Total Peak Hour Enter Peak Hour Exit Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Er, Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 4.33 0.00 0.07 0.00 0.29 0.00 0.36 0.00 0.23 0.00 0.14 0.00 0.38 0.00 0.06 0.00 0.30 0.00 0.36 0.00 0.28 0.00 0.13 0.00 0.41 0.00 4.43 0.00 0.16 0.00 0.21 0.00 0.37 0.00 3.55 0.00 0.17 0.00 0.14 0.00 0.31 0.00 1.00 1732 1.00 28 1.00 117 1.00 145 1.00 94 1.00 58 1.00 1.00 25 1.00 121 1.00 145 1.00 112 1.00 53 1.00 164 1.00 1774 1.00 64 1.00 85 1.00 149 1.00 1421 1.00 67 1.00 57 1.00 125 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: T = T = R^2 T = R^2 3.77(X) + 223.66, R^2 = 1 .29(X) + 28.86 0.98 , 0.19 Enter, 0.81 .34(X) + 15.47 = 0.99 , 0.62 Enter, 0.38 T = .3(X) + 25.33 R^2 = 0.95 , 0.17 Enter, LN(T) = .84LN(X) + .07 R^2 = 0.99 , 0.68 Enter, T = 3.94(X) + 197.85, R^2 = 1 T = .3(X) + 28.85 R^2 = 1 , 0.43 Enter, 0.57 Exit T = 3.11(X) + 176.97, R^2 = 1 fi = .27(X) + 16.84 R^2 = 1 , 0.54 Enter, 0.46 Exit Exit Exit 0.83 Exit 0.32 Exit Source: Institute of Transportation. Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 500 Th.Gr.Sq.E't. of General. Office 4110 March 22, 2004 • • Building Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour 7-9 AM Peak Hour 7-9 AM Peak Hour 4-6 PM Peak Hour 4-6 PM Peak Hour 4-6 PM Peak Hour Enter Exit Total Enter Exit Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Hr, Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 9.21 0.00 1.20 0.00 0.16 0.00 1.36 0.00 0.22 0.00 1.06 0.00 1.28 0.00 1.20 0.00 0.16 0.00 1.36 0.00 0.22 0.00 1.06 0.00 1.28 0.00 2.18 0.00 0.15 0.00 0.13 0.00 0.27 0.00 0.57 0.00 0.04 0.00 0.03 0.00 0.07 0.00 1.00 4607 1.00 598 1.00 82 1.00 680 1.00 109 1.00 530 1.00 639 1.00 598 1.00 82 1.00 680 1.00 109 1.00 530 1.00 639 1.00 1088 1.00 74 1.00 63 1.00 136 1.00 286 1.00 20 1.00 15 1.00 35 Note: A zero indicates no data available. The above rates were calculated from these ..quations: 24-Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: LN(T) = .77LN(X) + 3.65, R^2 = 0.8 LN(T) = .8LN(X) + 1.55 R^2 = 0.83 , 0.88 Enter, 0.12 Exit T = 1.12(X) + 78.81 R^2 = 0.82 , 0.17 Enter, 0.83 Exit LN(T) = .8LN(X) + 1.55 R^2 = 0.83 , 0.88 Enter, 0.12 Exit T = 1.12(X) + 78.81 R^2 = 0.82 , 0.17 Enter, 0.83 Exit T = 2.14(X) + 18.47, R^2 = 0.66 LN(T) = .8ILN(X) + -.12 R^2 = 0.59 , 0.54 Enter, 0.46 Exit LN(T) = .86LN(X) + .31, R^2 = 0.5 LN(T) = .61LN(X) + -.23 R'2 = 0.56 , 0.58 Enter, 0.42 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • FDOT SEASONAL FACTORS FL DEFT OF TRHNSPORT Print Data: Ztay/12/2003 v.: 141.Ir1MI-D Dt SOUTH 8701 • Fax Florida Dcnarzr. cnt e i rise Dr; ion Tresf7 tic Sta[i Office 2002 Peak Season Factor Category Report week 1 2 3 4 5 6 * 7 • 8 • 9 10 • 11 * 12 * 13 * 14 ✓ 15 * 16 * 17 * 18 • I9 20 21 22 23 24 23 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 03 • Nate indictees peak season week Dates 01/01/2002 - 01/05/2002 01 /06200 2 - 01 / 12 /2002 01/1312002 - 01/19/2002 01/20/2002 - 01/26/2002 01/2712002 - 02/02/2002 02/03/2002 - 02109/2002 02/10/2002 - 02/16/2002 02/17/2002 - 02/23/2002 02/24/2002 - 03;012002 03/03/2002 - 03/09/2002 03/10/2002 - 03/16/2002 03/17/2002 - 03/23/2002 03/2412002 - 03/30/2002 03/312002 - 04/06/2002 04/0712002 - 04/13/2002 04/14.2002 - 04/20/2002 04/21/2002 - 04/27/2002 0428/2002 - 05/04/2002 051052002 - 05:11/2002 05/12/2002 - 03/13/2002 05/19/2002 - 05/25/2002 05/26/2002 - 06/01/2002 06/0?i2002 - 06/0312002 06/09/2002 - 06/15/2002 06/16/2002 - 06722/2002 06123/2002 -06/29/2002 06/30/2002 - 07/06/2002 07/07/2002 - 07/13:2002 07/14/2002 - 07/20/2002 07/21/2002 - 07/27/2002 07/28/2002.03/03/2002 08/04/2002 - 03110/2002- 03/1112002 - 03/17/2002 03/ 13/2_002_ - 08/242002 03/252002 • 03/31/2002 09/01/2002 - 09/07/2002 09,03/2002 - 09/14r'2002 09115/2002 - 09/21/2002 09/22 002 - 09/2g/2002 09;2912002 - 10/05/2002 10/0672002 - 10/12/2002 10/13;2002 - 10/19/2002 10/20;2002 - 10/26/2002 10/27/2002 - 1 1'02/2002 11/03/2002 - 11/092002 11/10;2002 - 11/ 1612002 11/17/2002 - 11/23/2002 11 /24,2002 - 1150/2002 12/01/2002 - 12/ 07/2002 12/0S/2002 - 12/14,2002 1..'15/2002 - 12/21,12002 12/22 2002 - 12/23/2002 1zr5,2ooz - 1.2,01r200z SF 0.99 1.01 1.03 1.02 1.00 0.99 0.93 0.93 0.9S 0.93 0.98 0.98 0.93 0.99 0.99 0.99 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1,01 1.01 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.01 ,..oa ?SCE 1.01 1.03 1.05 1.04 1.02 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.04 1.04 1.04 1.04 I.04 1.03 1.03 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.01 1.01 1.01 1.03 a.as MOCF 0.98 -74 Page • BUS SCHEDULES • • • • Flagler MAX LIMITED STOPS 7 ,442,1,00005S115\\Id SW 8 St co Coral Way 0 Q CO Flagler St Government Center Metrorail Station res r�uy yamiw.t—" Downtown Bus Terminal Omni International Mall Omni Bus Terminal NE 14 St c; a> m N . NE3St NW/NE 1 St SW/SE 1 St 19 St 17 St a) 0 0 0 rn c Q) sfyy 5 St North Map not to scale MDT - Route Sehcduie • M t A M 1- ll A D E TRANSIT INFORMATION: 305-770-3131 Resicents South of SW 215 St.: 305-591.3131 i TY Users (for deaffhard of hearing): 305.654-6530 Monday -Friday. 5 a.m. to 10 p.m. Weekends. 9 a.m. to 5 p.m. wrz miamidade-gov ROUTE FLAGLER MAX SCHEDULE SW8St & 132 Ave SERVICE: WEEKDAY DIRECTION: EAST BOUND SW 18 St 1 St SW 25 St Flagler rSE 1 I1 Omni I 5 St Lincoln Rd 19 St & • & Fiagler & 72 Ave St & 1 Metroi & A ton ° U`Ju.,;1. & 137 Ave I 122 Ave & 27 .Ade 3 Ave 'Mover Sus i Rd Av M A d�an _ Teraina( I 1 05:27AM 05:30AMJr05:37AM 1I05:56AM 06:10AM 06:21AMi1 06:30AM 106:35Ai E I06:42Atvt 106:45AM 05:42AM 05:45AM jt 05:52AM f06:11AM 06:25AM1 06:36AM[06:45AM j106:5OA.M `,'I 06:57AM '1 07:OOAM 105:55AN11 05:58AMJ 06:05AM II06:24AM]L06:38AM Ir06:49AfvS 06:58AP,1 Lt?7_O4AMII O7:12A".1 107:15AM I 06:08AM II 06:11 AM-1i 06:18Atvi '106:37AM 06:51 AM L07:03A M1i 07:13AN1 Y.1 GA 1 07:27APh 07 :3OAM 06:19AM1 06:22AM 1i 06:29AM i106:48AMI 07:06AM I07 13AMJI 07:28AM 07:34AM„ u7:42AM 11 07:45AM 06:28AM I1 06:31 AM II 06:38AM '07:03AMII07:21 A"v IL07:33AN/1 1 07:43 Ait1 ,1-0 r:4.1ANt 1: 07:57AM 't08:OOP 106:43AM 106:45AMJ1 06:53AM Itt7 18AM F67:35A rtf 07:48AMij 07:53L,M 'r; 08:04nM II 08:12AMI 08:15AM 106:55AM 07:OOAM II 07:08AM j07:33AMiL7:51AM 108:03 MI 08 113AM 08:19AN,1108:27AM -1 08-30AAI 107:10AM I1 07:15AM 107:23Atvi ?7:48AM18:06AM LG3:1 BAPJ1'I 08 23A-t.TI 06:3,1AM II 00:42AM 1 08:45AM 07:25AM 07:30AM it �' 0 21 'C : a „- i_f I—t i> 0_ �L 09:OOAM 07.38A�I08:E)3AP�=:; u8:_ AM }. i✓:3 ,M I ;18: I:i=." t,3.=i9r-,iGi ,� � OS:S, M,I�� 107:41AM 107:4OAIv1 107:54AM 138:19AM I08:37AM 08 49AM 8:59AM 109.05AM I1 09:12AN1 iL 09:15AM I I ,I 109:04AM';1 O?:14AM ' 09:20AM 109:27AM 09:30AM j 08:09A.M t08:34AN1; 08:52Aiv1 � -� I � 11 09:00AMj 09:15AM Ij 09:27AM II 09:37AM iI 09:43AM II 09:50AM j[ 09:53AM _1: ! : _in_ it 07:56AM 108:22AM 08:46AM 08:01 AM 08:27AM jj 08:35AM I 08:51AM IL : 1 1O'02AM 11 1 10:18AM II 10:08AM 1! 10:15AM I 08:52AM � 08:57AM 109:O:�AM I C•9:25AP,1 09:40AM I; u� 52AMi i- �__ . i " `I • II 109:01AM 1 09:04AM �; :1{ �� 09:26AM 09:29AM iL09:35AM II09:55AMI 10:10AM II 10:22AM 111 10:32A:tit 1 10:38AM 110:45AM 11 10:48AM 09:31AM C9:34At1I , : IL_ : iI II : ,I : —IF : it : ( : 1 109:56AM 1 09:59AM II 10:05AM I1 i0:25AM 10:40AtM 110:52AM II 11:02AM II 11.08AM II 11:15AM 1I 11:18AM 1 110:26AM I 10:29AM [10:35AP,r1 110:55AMIL1:10AMijl 11:22AM 11 11:32AM II 11:38AM 1 11:45AM II 11:48AM I 110:56AM 17:59AM 11 11:05AM111:25AM [11:40AM I11:52AM[ 12:02PM 112:08PM i1 12:15PM I, 12:18PM 11:29AM 111:35A"vi II11:55AM1I12:10PM1 12:22PMII 12:32PM jr12:38PM l 12:45PM 12:48PM 12:05PM 112:25PM 11:26AM 11:56AM ij 11:59AM 112:26PM ( 12:56PM 12:29PM 12:35PM L12:59PM 101:05PM 101:25PM I01:26PM 01:29PM 11 01:35PM 01:56PM 01:59PM j 02:05PM 102:25PM I 02:25PM 02:28PM i 02:34PM 1t02:54PM IO2:55PMJI 02:58PM II 03:04PM 03:24PM 1 II if 12:55PM 01-55PM 12:52PM 01:1OPMJ1O1:22PM' 01:4OPMI 12:44PM I 02-10PM 02:40PM 03:10PM 01:52PM 03-40PMl 11 02:22PM 01:O2PPu1 1Irr1:O8PM I1 01:15PM 1I 01:18PM 01:32PM 01:38PM '; 01:45PM 101:48PM F02:02PM 11 02:08PM EI 02:15PM 02:32PM II 02:38PPY1 i 02:45PM j 02:52PM II 03:02Ptri.^J' 03:08PM 1-03:15PM 1 03:22FM11 03:32PM 103;38PM `11 03:45PM 1E 03:48PM 1 I03:52PM 104:02PM j1 04:08PM 11 04:15PM 1 02:18PM 1 102:48PM 03:18PM 1 04:18PM 1 http://ww;,r.c©.miarni-dade.fl.usltransitimetr©bus/routes/schedule-.a_p?R1=WEEK AY°/o... 11/11/2003 MDT - Route Schedule • 03:23PM 03:26PM 11 03:32PM 1103:52PM1104:08PM 104:20PM11 04:30PM 04:36PM J 04:45PM 11,04:48PM 1 103:51 PM 1 03:54PM j[ 04:00PM 1,04:20PM 144:38PM 04:50PM [ 05:OOPM 1 05:06PM 11 05:15PM 11 05:18PM 1 104:11 PM ][ 04:14PM 11 04:20PM 104:40PM] 04:58PM1105:10PM1L 05:20Ptv1 05:26PM 1 05:35PM 1l 05:38PM 04:26PM 1L 04:29PM 1[.04:35PM 104:55PM1[05:13PM1105:25PM1 05:35PM 1 05:41 PM 1 05:50PM 11 05:53PM 1 04:41 PM 104:44PM 1! 04:50PM 1105:10PM] 05:28PM ( O5:40P_MJ 05:50PM l 05:56PM 11 06:05PM 1 06:08PM 04:56PM 11 04:59PM 11 05:O5P:"v"105:25PM1 05:43Prv7L05:55PM jL06.05PM 11 06:1 1 PM 06:20PM [ 06:23PM 1 06:24, M 06:30PM 06:35PM J 06:38PM 1 [05:15PM 11 05:18PM � 05:24PM_105:44PM1`06:02PM 106:14Prv"!� �' � 1� Je 105:32PM 05:35PM 1[ 05:41 PM 1105:01 PM106:19PM 1106:31 P 1 06:40P .1 [ G6:45PM 06:50PF [ 06:53PM 11 j 05:49PMJ1 05:52PM 105:58PMJ O6:18PMi106:36Pi41j106:46PMit 06:55PM 1 G :00PM 11 07:05PMj' 07:O8PM 06:07PM 1 06:10PM 11 06:16PM 11Ov:36PMj 06'51 PM 07:01 PM 1 07:1 OPrvtj 07:15PM 1L07:20PM 1107:23PM 1 06:08PM I1 06:11 PM 1 M 06 26PM-1 1L : IL.._ ' i! 06:23P i •l : 1 I� : _ -_I : __ !I 106:38AM IL 06:41AM IF 11 11 I n Ii : _ 1I �I r i �� 1 I06:52PM 06:55PM 1 1 (i 1 — - 1 I 07:04PM 07:07PM 11- 1 : i1 11 it i[ I .1 1 1 JI 11 1F : -11 11 1_ 07:19PM 07:22PM 107:33PM 11 07:36PM 11 L = 11 �.�. 1 �'-._ _I 1 li 107:44PM 11 07:47PM 1 11 I • �_' �1 I`7 11 �1 07:59PM It 03:02PM 11� • 11 -_ ----- i _ _ I 108:14PM 11 08:17PrMI1 —1; ,l ' �____ : ��- 11_ {1 --� it — : 08:44PM 1 C8:47Pti1 ! : 1�—._l --' 1I ,'i--._._.. CLO5E "rfNDOW http:/1www.comiami-dale.fl.usitransitimetrobuslreutesisc edule.asp?R1 =WEEKDAY%... 11/11/2003 MDT - Route Schedule • M 1 A M 1- 13 A U E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 SI.: 305-891-3131 TTY Users (for deaflhard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.rn, l0 5 p.m. rx.x miamidade goy ROUTE FLAGLER MAX SCHEDULE SERVICE: WEEKDAY 19St Meridian Ave r Lincoln 1 5 St & WRd ash. 1 &Alton Av Rd Omni Metro Mover Bus Termina DIRECTION: WEST BOUND Flagler i Metro -Dade St Go er nrnent i & 27 Ave lCenter I i...:, ,F26St iSV`118St SW8St Flagler & j j & & 72 Ave 122 Ave ii 137 Ave 132 Ave L J� I : —1105:24AM 05:27AM 105:39AI:f 105:42AM i :..__11-...M. -- i 05:52AM 105:55AM --i -ij 06:05AI j 06:08AM I it __ . [__._ I ©G:16Aiul 06:19A tit : 11 06:25AM , 06:28AM ii �� ll Il I1 06:40AM � j i - -� — li rn� 46:55AM • { J I E'E — — ___. �_.__ _ 07.C7AI4il Q, .10AM --IF-- ir-- - ' 07:22APir1 1€ F€ • r --71 (L " 07:38AM 07:41AM IL ; 11 I', : ! : ij 07:53AM 107r 56AM 3I '� `E 07:59AM 08:07AM 108:10AM 06:41AM 106:45AM i106:53AM €i 07:00AM I 07:10AM II07:20AM i07:36AMiI1 j M j 07:01AM 107:05AM II 07:14AM167:21AM Il 007:31 AM J107:41AM1;07:57AMII 08:20AM IF08:2.8AM 08:31AM 107:16AM 1i 07:20AM jl 07:29AM I 7:36AM r07:46AM 1i07:56AM Ij08 11 AM, 08:35Ann1108:43AM ; 08 L07:31AM1 07:35AM 07:44AM]i 07:51 AML08:01AM 308:11AM I08-27AMI) 08:50AM 1j 08:58AM 09 i 07:5UAM jI07:59AM1i 8:06AM L08:16AM I108:26AMJ08:42AMI 09:05AM 09:13AM 109:1CAM 08:01AM 08:06AM 1[03:14At�1 l 08:21AM 1L 08:31AM II06:41AMI1o£3 57AM L09:201M 1: 09:28AM 109:31AM 1 08:16AM 08:20AM j 08'29AM jI 08:36AM 08:46AM 1 08:56AMj109:12AM i 09:33AM jj'09:41AM 109:44AM 08:36AM 108:40AM II 08.49AM; 08:56AM 11 09:08AM 11O9:19AM1109:34AM1[ 09:55AM II 10:03 AM 10:O6AM 109:06AM 109:10AM ;I09:18AM j 0925AM II 09:37AM I109:48A_MII10:03AMII 10:24AM IL10:32AM] 10:35AM 109:36AM j 09:40APt i 09:48AM-I 09:55AM I 10:07AM II10:18AMI 10:33AMii 10:54AM 111:02Af'-4-11;11' M 10:06AM 1 10:10AM 10:18AM 110:25AM Ij 10.37AM Ji 10.4r3AMjj11:0a 11 11:24AM 1.11:32AM 111:35AM 10:36AM 10:40AM 1 10:48Ail1 IL10:55AM j 11:07AM JI_11:18AM j 11.33AM11 11:54AM IL 12:02PM Ir12:05PM; j 11:06AM 1 11:10AM 111:18Atr" 111:25AM II 11:37AM ( i 1:48AM i112.03PMii 2:24P%1 j1 i 2:32PM 1 12:35PM i2 3 1 11:36AM 1 11:40AM 11:4$AM II 11:55AM '� 12:07r=r�1 L2::8PMIj ._:..3PMiI 12:54PM 01:02PM 101:05PM I a i 12:06PM 12:10PM 12:18PM) 12:25PM I 12:37PM 12:48PMLj01:03PMIL01:24PM'=i 01:32PM i 01:35PM1 ; 12:36PM 112:40P1` 1 II 12:48P 112:55PM 01:07PM iv i:18F---gi01:33P15.'1 E0I :54F 1 i 02:02PM 02:D5PM 01:10PM 1I 01:18PM 11j 01:25PM IL 01:37PM I101:48PM 19 :02PM]I 02:24PM II 02:32PM 102L _ 07:46AM 06:43AM 01:06PM http://tvww.co.miami-dade.fl.us/transit/metrobus!routes/schedute.asp?R1=WEEKD Y%... 11/11/2003 MDT - Route Schedule • 01:36PM i 01:40PM '' 01:48PM jt 01:55PM 11 02:07PM JJ02:18PM1102:33PM= 02:54PM I1 03:02PM {I 03:05PM 102:10PM 1 02:25PM 11 02:37PM 102:48PM [03:05PMI) 03:28PM ! 03:36PM 1 1 02:40PM 1= 02:48PM 102:55PM II 03:07PM 03:18PM I03:35PM 03'58PM 1104:06PM 1 - i 1 04:08PM 1104:11 PM 1 03:1OPtvl 103:18PM 03:25PM 1 03:37PM j[ 3:48PM 1'E4.O5P IL04:µ8PM < 04:37PM 1104:40PM 1 : iE : _.11 04:38PM li 04:41 PM l 03:26PM j03:30PM 03:38PM 03:45PM 03:57PM 1[04:08PM 04:25PO4.51PMj05 00PM h'05:03PM 03:41PM ' 03:45PM 03'53PM 04:00PM ` 04:12PM I04:23PMI�4:43PM;305:09PM 05:18PM 1[05:21PM • 103:56PM 04:OOPM j 04:08PM] M4 15PM ;, 04:27PM-1104:40PM F55:00Pf j1 05:26Psvi 05:35PM I05:38PM 04:11 PM 104:15PM 17)4:23PM jj 04:30PM 11 04:42PM 104:55PM i 05:15PM1L05:41 PM 1= 05:50PM 1€ 05:53PM] (04:26PM 04:30PM1 04:38PM 104:45PM it 04:57PM 05:10PMIj05:30Ph-111[05_56PM 1 06:05PM 1106:08PM 04:41PM] 04:45PM j104;53PM 1 05:OOPM ' 05:12PM '105:25PM105:45Pri 06:11PMi1 06:20PM 1106:23PM1 04:56PM 05:OOPM ! 05:08PM € 05:15PM 1[ 05:27PIv1 05:40PM1 JOPMj 06:26PM 1 06:35PM 1106:38PM1 3� 105:11 PM II 05:15PM 1105:23PM 105:30PM j 05:42PM j 05:55PM06:15PM1F36:41 PM 1106:49PM I1-06:52PM �'i06:30PMj O0 53PM 07:01PM 1 07:04PM 05:26PM 105:30Pi4t � 05:3$P � G5:45PM �� 05:5r I• M �06:10r= 1� � � f 05:41PM ( 05:45PM 05:53PM II 06:00PM ir 06:12PM 106:25PMIi06i :45 07_O8PM I[ 07:16PM 1107:19PM] 05:56PM] 06:00PN1 j 06":08PA11.". 06:15PM 11 06:27FM IE06:40PMI1G6:59 07:22R• 1 L07:30PM j 07:33PM 1 l 06:11PM 1 06:15PM 106:23PM 1L 5:3OPM j 06:40P 06:51 P0,7 :10�.1411f ?)'1:33P".1 07:4'1 PM 1: 07:44PM1 —.__,�___ r -_��.. � -�c ;" �1 '' 07:56P(v1�1 07:59P:�i1 06:26PM I1 06:30PM 10�:381'M 1 06:45PM 11 06:55PM J�07:06PM�107:_5PM;L07:48PM :I 06:41PM 106:45. M 53PPvI-11_C7:00PM 07:10PM [G7.21P�1 }7:40NM31 Ci8 3PM Ij 08:1 1FP71 E 08:14ft' 07:11PM1L07:15107.23PM][7:27:30PMjL 07:4OPM 107:51PMi108:10"5ii][08:33PM 108:41PM J!08:44P 1] 102:06PM 02:36PM 03:06PM 03:39PM 04:09PM 02:18PM http://www.co.miami-dade. 11.us/transitlmetrobus/routes/schedule.asp?R1=WEEKDAY%.,. 11/ 11 /2003 • • FI1,J SOUTH CAMPUS 11 ,— i 11 FW Bus Terminal EFFECTIVE: March 16, 2003 REISSUED: $h©rt' Turn W Flagler SW 16 St SW 17 St 1 Mail of t hr, Americas W Flagler St .+ww ONLY SHORT 'TRIPS ENTER MALL OF T141s A:N"_ERICAS WI IEELCHA1RS Stop the bus at any location near the stop t.nl allow wheelcksirs on or i off the bus. DESTINATION SIGN EAST DOWNTOWN MiAMI 0040 WEST MALL OF AMERICAS - 0042 WEST Till SOUTH - 0046 NOT IN SERVICE - 02D6 Route 11 d�. Government PI Center;.: Metrorail Station rf 44. NV/NE 1 St SW/SE 1 S Little Havana eiT3 North Map not to scale 2/U3 ALL RUSES ARE VAILELCIWR ACCESS19LE MDT - Route Schedule • MIAMI-DADE T-TJ TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 ITY Users (for deaf/bard 3f hearing): 305-654-6530 Moclay-Fr‘day. 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. voh-,vsniarnidade gay ROUTE 11 SCHEDULE SERN/tCg: WEEKDAY DIRECTION; EASTBOUND .. HU SW 107 Avel Mall cif cnagier StilTigie-r-S-.0,1Flaaier Stl'SVV 1 St &1iSE 1 St 8, Metro -Dade ' Main & 4 St itheAmerc & 72 Aver & 42 Aveli& 27 A.ve i 17 Ave c 3 Ave. j Government' 'Terminal i as __.1 1 I_ Center 1[224:36AM 1104:39AM1[04:51AM1104(57AMIL,9501AM 1, 05:03AM1 05:18AM 1 104:38AM1 04:44AM ir : 104-56A1411105:08AM1105:14AML0518AM110525AM-11 05:35AM 1 [d4:53AM1L 04:59AM -11 05:10AM 1105:13AM1105:25l05:3-tA,_ MI 01-.7..35AM 1] 05:42AM1 05:52AM 1 : -105:20AM 105:23T0'105:35AM 1[05:41AM [ 05:4,5AM - 0552AM11 06:04AM 1 .. . 105:16AM 05:22AM 11- - 1105:34AM iii46AM1105:52AM i 3.00,--.dAj. 06.04,--A t 0816AM -L . - i .: - 05-— , , fl 05-41 ''-‘ iikA 110544AMII b!--;.7-:(-,. AM i0C.':,03AMI 01308AM C.,671Ti. 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M11 I 1—µ —04:38PM 1104:47PM 1 04:53PM 105:06PM II 05:19PM 105:25PM 11 11 • 04:45PM [04:54PM,105:00PM I105:13PM II 05:26PM f1 1105:44P(�� ;1 105:52PM1 ii if ;I i ir-- If http:i/vA«v.co.rnianu-lade. fl.us/transit/nnetrobus/routesrschedule.asp?R1=WEEKDAY%... 11/11/2003 • • • Route 3 {&I WHEELCHAIR ACC E5SI r3LE NE 199 St 0) NE 172 St W Z NE 171 St NE167St_.I[ < EMI r L.► NE 163 St 4,4 Z 16ISty_ Mall 4 t u DIPLOMAT MALL • Wal-Mart a a Hallandale Beach Blvd 192 St Cswy Aventura Blvd LL9n. r.ru1* tikrcr5 AVENTURA MALL OMNI • 01MNI BUS 0.010m. TERMINAL Government -t1 Center �„� Metrorail Station Flagler St s 1 SW/SE 1 St DOWNTOWN BUS — TERMINAL c' NE 14 St 0 ra * N Country Club TURNBERRY ISLE COUNTRY U CLUB u 192 St i = = = ■ ■ Map not to scale 910Z MDT - Route Schedule Vagc t ©r • NI I A ;NI I- D A D F: TRANSIT INFORMATION: 305-770-3131 Residents South of SW 215 5t.: 305-891-3131 TTY Users (for deaflhard of hearing) 305-654-6530 Monday -Friday, 6 a m. to 10 p-rn. Weekends. 9 a.m. to 5 p.m. vhv^rt_miamidadegoy ROUTE 3 SCHEDULE SERVICE: WEEKDAY DIRECTION: NORTH BOUND Cf313 Bus Terminal Omni Metro Mover Bus Terminal NE 36 St Biscayne Blvd NE 79 St Biscayne Blvd NE 123 St & Biscayne Blvd NE 163 St & Biscayne Blvd NE 167 St & 15 Ave Mall Aventura Mall E. CountryNE Club Dr & Yacht Club 209 St & Biscayne Blvd Wal-Mart Hailandale 05:15AM 05:22AM 05:29AM 05:38AM 05:48AM 05:57AM 06:05AM 06:21AM 06:25AM 06:33AM 06:39AM I05:30AM 05:37AM 05:44AM 05:53AM 06:04AM 06:13AM I06:21AM' 06:37AM 06:41AM 06:49AM 06:55AM r05:45AM 05:52AM 05:59AM 06:09AMI 06:20AM 06:29AM 06:37AM l06:53AM 06:57AM 07:O6AM 07:13AM j 106:00AM 06:09AM 06:16AM 06:26AM-06:37AM- O6:46AM J06:54AMI 07:13AM 07:18AM 07:27AM 107:34Ai 06:34AM 06:41AM 06:51AM 07:03AM 07:13AMI 07:22AMI 07:41AM 07:46AM 07:55AMII 08:03AM 1L06:25AM 06:56A407:07AM1107:19AM107129AM1107:38AM1[07:57A1\il 08:02AM 08:12AM 08:20A ] [06:40AM (06:49AM r I : I07:08AM 07:19AM] 07:31AMI 07:41AM L07:50AM t08:09AM 08:14AM 08:24AM 08:32AM 107:00AM 07:10AM i07:18AMj(07:29AM] 07:41AMk07:51AM1j08:00AM' 08:19AM1108:24AM I08:34AMMM 08:42AM I !07:20AM I07:30A1v1Ij07:38AMI 07:49AM 08:02AM, 08:13AM 08:22AMll08:41AM I08:46AM j08:56AMII 09:04AM I 107:40AM 07:50AM 07:58AMM08:09AM1 08:22AM' 08:33AM1[08:42AMj 09:01AM 09:06AM' 09:16AMI 09:24AM 08:OOAM 08:10AM j08:19AM 08:30AM1 08:43AM 08:54AM 09:04AM I09:23AM 09:28AM 09:38AM 09:46AM 1108:20AM 08:30AM1108:39AM1 08:50AM 09:03AM 09:14AM; 09.24AM 09:43AM I09:48AM I09:58AM11 10:07AM II I08:40AM 08:50AMI 08:59AM I09:10AMI 09:23AM '09:34AM 109:44AMj 10:03AM 10:O8AM 10:18AM 10:27AM I 09:OOAM 09:1OAMI09:19AM I09:30AM 09:43AM 09:54AM I10:04AMIl10:23AM 10:28AM 10:38AM 10:47AM 09:30AM 09:39AM 09:50AM 10:03AM i 10:15AMji10:25AMij10:44AM 10:49AM I10:59AM 11:08AM I i09:20AM 09:40AM 09:50AMII09:59AM 10:10AM 110:23AM 10:35AM [10:45AM 11:04AM 11:09AM 11:19AM 11:28AM 10:OOAM 10:10AMII10:19AM110:30AM 10:43AM 10:55AM 11:05AMI[11:24AM 11:29AM 11:39AM 11:48AM '10:20AM 10:30AM I10:39AM 10:50AM1 11:03AM1 11:15AM1 11:25AM;11:44AM 11:49AM 11:59AM 1 12:09PM 10:40AM I10:50AM1 10:59AM 11:10AM 11:23AM 11:35AM I11:45AMiI12:04PMI 12:09PM F 12:19PM 12:29PM I 11:OOAM 111:10AMi 11:20AM 11:31AM 11:44AM 11:56AM 12:06PMI 12:25PM 12:30PM 12:40PM 112:50PM I I11:2OAM 11:51AM 12:04PM 12:16PM1 12:26PM1j12:45PM 12:50PM`r01:0OPM 01:10PM 11:3OAMJ 11:40AM 01:31PM 1 U 1:40AM 11:50AM 12:00PMI'12:12PMI 12:25PM 12:37PM 12:47PM 01:06PM [01:11PM1 01:21PM t 12:00PM 12:10PM j12:20PM [12:32PM 12:45PM 12:57PMjI01:07PMI!01:26PMI 01:31PM 01:41PM 101:51PM 12:30PMII12:40PMj 12:52PM] 01:05PM 01:17PM [01:27PM1101:46PM 01:51 PM 02:01 PM 02:1 1 PM I 112:20PM 12:50PM1101:00PM [01:12PM 01:25PM [01:37PM I01:47PM1[02:06PM 02:12PMj 02:22PM 02:32PM I .12:40PM 01:00PM ;01:10PMII01:20PM 01:32PM 01:57PM IO2:08PM1L02:27PM 02:33PMJ 02:43PM 1 02:53PM z01:45PMI 01:20PM 01:30PM1101:40PM 01:52PM 02:06PM 102:18PM j02,29PM 02:48PM 02:54PM 03:04PM 03:15PM I 02:12PMI 02:26PM 02:38PMI 02:49PMII03:08PMII03:14PM 03:24PM 03:35PM `01:40PM 01:50PM i02:00PM r 1 1 1€ if If Ii 1 1 a ,t http://www.co.rniami-lode.fl.us/transit/metrobustroutes/schedule.asp?R1=WEEKDAY%... 11 / 11 /2003 MDT - Route Schedule age . 01 02:OOPMFIO2:10PMJ 02:20PMII02:32PM €02:46PM 02:58PM1 03.09PM 103:28PM] 03:34P !03:44PM11 03:55PM 02:20PM 02:30PM11.02:40PM 02:52PM 03:06PM 03:18PM 03:29PM 03:48PM 03:54PM1104:04PMJ 04:15PM 02:4OPM 102:5OPMj 03:00PM 103:13PM1 03:27PM 03:39PM [03:50PM 04:09PM 04:15PM; 04:25PM 04:36PM 03:OOPM 03:10PM 103:20PM 03:33PM 03:47PM 03:59PM 104:1 1 PM 104:30PMi104:36PM1 04:46PM 1 04:57PM ! 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08:11PM 0S:16PM 08:24PM ( 08:3OPM ' 107:30PM 07:39PM 07:47PM1 07:56PM{108:O8PM 08:17PM 108:25PM 08:39P408:44PM 08:52PM 08:58PM 1 108:00PM 08:07PMj08:14PM 08:23PM 08:34PM 08:43PM 08:51PM1109:05PM 09:10PM1109:1SPM 09:24PM 1 08:30PM 08:37PM 08:44PM 08:53PM 09:04PM 09:13PM 09:21 PMj109:35PM 09:4OPMj109:48PM 09:54P,M 09:07PM 09:14PM 09:23PM' �, 09:34PM 09:43PM 09:51PM�'rraL10:05PM1 10:10PM 10:18PM 10:24Pfvi �09.00PM L10:00PM' 10:07PM110:14PM [10:23PM1 10:34PM 10:43PM 10:51PM:11:05PM 11:10PM 111:16PM1 11:22PM 111:10PM 11:16PM 111:23PM1 11:30PM 11:40PM! 11:48PM 111:54PM1112:08AM 12:13AM1 12:19AM 12:25AM 12:10AM 12:16AMf112:23AM 12:30AM j12:40AM 12:48AM 112:54AMj'i01:08AM[01:13AM', 01:19AM 01:25AM 101:10AM301:16AM41:234i1101:30AMj[01:40AM 101:48AM 01:54AM1102:08AMI, : : . 101:20AM 01:26AM 01:33AM' 01:4OAM 01:50AM 01:58AM 02:04AM E02:18AM : 1 : : 02:1OAM 02:16AMi102:23AM 02:30AM 02:40AM 02:48AM302:54AM 03:08AM : : 103:48AMf03:54AM[04:08AM1 •; j 03:10AM1103:16AM] 03:23AM 103:3OAM 03:4OAM : I; : : [04:1OAMI 04:16AM104:23AM! 04:30AM 104.40AM 04:48AM 04:54AMj105:08AM CLOSE WINDOW http :I /w ww. co.miami-dale. fl. us/trans itlme trobuslroutes/schedule. asp?R 1=WEEKDAY%... 11 / 11 /2003 MDT - Route Schedule Page 1 of 2 • FAFI M 1 A `1 1- D A 13 E ti TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaflhard of hearing): 305-654-6530 Monday -Friday, 5 a.m. to 10 p.m. Weekends, 9 a m. to 5 p m. www.miamidade.gov ROUTE 3 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOUTH BOUND Wal-Mart Hallandale NE 209 St & Biscayne Blvd E. Gauntry Club Dr & Yacht Club Aventura Mall NE 167 St & 15 Ave Mall NE 163 St Biscayne Blvd NE 123 St Biscayne Blvd NE 79 St Biscayne Blvd NE 36 St & Biscayne Blvd Omni Metro Mover Bus Terminal CBD Bus Terminal . : 04:47AM 04:54AM 05:06AM 05:14AM 05:20AM 05:28AM' .• 104:42AM [ : [ 05:21AMI 05:26AM1 05:33AM 05:45AM 05:53AM 05:59AMj 06:08AM : 05:24AM][05:37AM 05:42AM 05:49AM 06:O1AM 06:12AM 06:19AM 06:28AM 05:23AM 05:30AM[[05:36AMj 05:42AM05:55AN1j 06:O1AM 06:09AMC06:21AM 06:32AM 06:39AM 06:48 06:00AM ''106:14AM1 06:20AM 06:28AM[106:40AM[ 06:51AM 06:58AM 07:08AM 05:55AM 06103AM 06:10AM 106:18AM06:32AM1 06:38AM] 06:46AM 06:58AM 07:10AM 07:18AM 07:28AM 06:34AM106:48AM1 06:54AM 07:03AM 107:18AM 07:30AM1 07:38AM 07:48AM 08:08AM1 i 06:26AM 1 06:34AM I06:41AM 106:49AM[107:07AM1 07:14AM 07:23AM 07:38AM 07:50AM1 07:58AMI 06:53AM 07:01AM 107:09AM107:27AM1 07:34AM 107:43AM1 07:58AM[08:10AM1[08:18AM 08:28AM1 1 06:45AM 07:05AM 1[07:13AM 107:21AM [07:29AMjj07:47AM 07:54AM1 08:03AM 08:18A408:30AM[ 08:38AM 08:48AM11 09:08AM 07:22AM 07:30AM I07:38AM 07:46AM1':,08:05AM1 08:12AM 08:21AM]108:36AM1108:48AM[108:56AM1 07:42AM 07:50AM 07:58AM 08:06AM11108:25AM1 08:32AM 108:41AM [08:56AM1[09:08AM 09:16AM 09'28A1V1 08:10AM [08:18AM 08:26AM1[08:45AM 08:52AM 109:02AMj109:17AM 09:28AM 09:36AM 09:48AM 08:02AM 08:20AM 08:28AM 08:36AM [08:44AM1109;04AM 09:12AM 09:22AM 09:37AM 109:48AM1109:56AMI 10:08AM ( 08:48AM 08:56AM 09:04A,N11109124AM 09:32AM 09:42AM 109:57AM1 10:08AM1 10:16AM 10:28AM 08:40AM 08:58AM 09:08AM 109:16AM 09:24AM' 09:44AMJ 09:52AM, 10:02AM [10:17AM[ 10:28AM 10:36AM 10:48AM 09:18AM 09:28AM 09:36AM 09:44AM1110:04AM 10:12AM 10:22AM 10:37AM 110:48AM1 10:56AM 11:08AM 09:37AM 09:47AM 09:55AM 10:04AM 10:24AMj 10:32AM 10:42AM[10:57AM 11:08AM [11:16AM[ 11:28AM 10:07AM [10:15AM 10:24AME110:44AM 10:52AM 11:02AM [11:17AML11:28AM1 11:36AM 11:48AN 09:57AM 10:17AM 10:27AM 10:35AM 10:44AM1 11:04AM 11:12AM]111:22AM1 11:37AM [11:48AMJ 11:56AM 12:08PN 10:37AM 10:47AM 10:55AM 11:04AM1111:24AM 11:32AM '11:42AM 11:57AM 12:O8PM 12:16PM 12:28PN { 11:06AM 11:15AM 11:24AM, 11:44AM 11:52AM1 12:02PM [12:17PM[12:28PM 12:36PM 12:48PN [10:56AM 11:16AM 11:26AM 11:35AM I11:44AMj[12:04PM 12:12PM 12:22PM 12:37PM 12:48PM1 12:56PM 01:08PN 11:36AM 11146AM[11:55AM I12:04PM1112:24PM 12:32PM L12:42PM, 12:57PM[ 01:08PM[ 01:16PM, O1:28PN [ 11:55AM 12:06PMH2:15PM 12:24PMj 12:44PM1[12:52PM]I01:02PMi 01:17PM1101:28PMj[01:36PM 01:48PN 12:15PM 12:26PM [12:35PM 12:44P01:O4PM] 01:12PM 01:22PM 01:37PM [01:48PM1101:56PM 02:08PN PA 12:35PM 12:46PM [12:55PM 01:04PM; 01:24PM 01:32PM 01:42PM,101:57PM[[02:08PM1102:16PM[ Q 822 1 12:55PM 01:06PM 01:15PM 01:24PM 01:44PMll01:52PM€ 02:02PM[[02:17PM1[02:28PM[i02:36PM` 02:48PR it It it 11 http://www.co.miami-dale.fl.us/transits`metrobushouteslschedule.asp?Rl =WEEKDAY%... 11 / 1 1 /2003 MDT - Route Schedule t'1-te of • • 01:15PM 1 01:35PM 01:56PM 1 02:15PM 02:34PM 02:52PM 1 [ 03:12PM 1 03:32PM 1 03:52PM 1 04:12PM 01:26PM1101:35PM1101:44P 01:46PM] 02:07PM 102:26PM 02:45PM] 04:33PM 1 04:54P 03:04PM] 05:22PM [01:55PM 03:24PM 02:16PM 02:35PM 02:54PM 02:04P '02:04PM Mi102:24PM 02:45PM] 102:44PM1103:05PM 103:04PM 0325PM1 103:14PMi103:24PM1103:45PM 103:34PM 04:05PM1 03:44PM103:54PM![04:04PM1[04:25PM1 04:04PM104:14P1 04:45PM1 104:34PM1104:44PMi105:05PM1 05:26PM1 05:16P405:26PM1105:47PM 05:44PM1 06:15PM] 06:12PM1106:32PM1 106:27PM 106:47PM1 07:01 PM107:19PM1 107:23PM1107:31 PM; 108:11PM 02:25PM 102:12PM 02:32PM 02:53PM 04:24PM 04:45PM 05:06PM 05:34PM] 1 05:40PM 1105:52PM1106:02PM 106:17PM 04:55PM 05:57PM 06:33PM 1 07:08PM 07:57PM 1 08:27PM 06:09PM 09:27PM 06:43PM 07:16PM 08:05PM 08:35PM 09.35PM 1 10:35PM 1[10:43PM 1 11:48PM 05:05PM 02:22P 02:42PM 03:03PM 02:37PMJ102:48PMJ102:56PM1103:08PM1 03:08PM1103:16P403:28PM1 03:36PM1 02:57PM 03:18PM1 03:13PM1103;23PM4103:38PM1 03:33PM 03:43PM 03:53PMt04:03PM 04:13PM 06;51 PM' 04:33PM 11:56PM 108:41 PM 109:41 PM1 10:49PM 03:44PM 04:24PM 05:54PM 08:18PM 12:02AM1 07:49PM 04:53PM 05:13PM1 05:34PM [08:35PM] 08:48PM1109:05PM 09:48PM1 10:56PM 11:55PM 05:55PM1 10;05PM1 06:22PM1 04:23PM 04:43PM 05:03PM 1015:23PM1 06:39 P M, 06:54PM 07:26PM 05:44PM 06:05PM 07:56PM 08:41PM1 09:11PM 06:32PM 03:28PM 03:48Ptv1I103:56PM 103:58PM 04:08PM1104:16PM1 04:28PM1104:36PM1104:48PM 04:48PMI 04:56PMj 05:08PM] [05:08PM105:16PM1 05:28PM1[05:36PM1 [05:38PM 105;48PM'05:56PM 106:08PM 05:59PM' 06:09PM 06:16PM�106:25PM 04:18PM1 06:49PM 10:11PM1 11:13PMi111:17PM 12:14AM 12:10AM 12:06AM1112:21AM1 12:55AM1101:10AM 1101:14AM1 : _1[01:55AM 02:10AM1 • 1[02:55AM103:10AM1 104:10AM 07:04PM 12:25AM 03:55AM 04:38 P M ],04:58PM 07:35PM 08:05PM 02:14AM 05:18PM1 03:48PM 04:08PM 04:28PM [05:28PM 05:48PM 06:19PM 08:50PM1 09:20PM 03:14AM 04;14AM 10:20PM 06129PM 1106:36PM1F06:48PM 06:46PM 1 06:56PM1 07:03PM 07:03PM107:12PM1107:19PM€ 107:17PM 07:26PM1€07:33PM1 07:48PM1 07:57PMj 08:O4PM1108:13PM1 08:27P408:34PM1108:43PM1 109:12PM1 09:42PM 1109:49PM1109:58111 110:33PM 10:42PM1 10:49PMJ 10:58PM1 (11:36PM1 11:44PM]� 12:33AM 12:41AM1 12:47AM 12:44AM1 12:52AM112:58AM1 01:41 AM101:47AM 02:41AM1 03:22AM1' 103:41AM1 104:22AM 04:33AM] 04:41AM1104:47AM1 07:13PM 07:29PM 07:43PM 11:25PM1 12:22AM 08:18PM 109:03PM 12:33AM 01:22AM 02:22AM 09:28PM 11:5OPM 01:33AM 02:33AM E09:19PM1 02:47AM, [03:47AM '09:33PM 03:33AM1 11:58RM[ 112:55AM 101:06AM1 01.55AM1 102:55AM1 03:55AM1 104:55AM CLOSE WINDOW http://www.co.miami-dade. flus/transitlmetrabus/routes/schedute.asp?R1=WEEKDAY%... 11 /11 /2003 • • • Route 16 WHEELCHAIR ACCESSIBLE Government Center Metrorail Station Downtown Bus Terminal North Miami NE 167 St "' - 163 Street Mali z NE 163 St `-1 NE 159 St NE 125 St v Biscayne cD Park uJ z Miami Shores p . 3,�� El Portal NE 17 Tarr 15St..- OMNI Bus - Terminal in c — sa (iNE 14 St � U SW/SE 1 St North Miami Beach m uJ NE 123 St North Map not to scale MDT - Route Sehhcdulc i LLl. E l.t i • • M 1 A M 1- D A 0 E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 Si:.305-691.3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 16 SCHEDULE SERVICE: WEEKDAY f DIRECTION: NORTH BOUND CBD Bus Omni Metro NE 36 St & NE 79 St & NE 125 St NE 167 St Terminal Mover Bus Biscayne Biscayne & 6 Ave & 15 Ave Terminal Blvd Blvd Mall 05:35AM I06:10AM j 06:30AM 06:50AM] 07:10AM 07:30AM 05:42AM 06:19AM 06:39AM 07:50AM 108:10AM [08:30AMI 08:50A 06:59AM 07:20AM 07:40AM 08:00AM 08:20AM 08:40AM 09:00AM 05:49AM 06:26AM 06:46AM 07:07AM 07:28AM f 07:48AM 08:09AM 09:10AM 09:30AM 1 09:50AM 10:10A 10:30AM 09:20AM 10:50AM I 11:10AM] 11:30AM' 11:50AM 12:10PM 09:40AM 10:OOAM 12:30PM 12:50PM 01:10PM 10:2OAM 10:40AM 01:30PM, 01:50PM 02:10PM 02:30PM 08:29AM 08:49AM 09:09AM 05:58AM J[06:09AM 06:29AM 06:36AM 09:29AM 09:49AM 06:56AM 07:18AM 10:09AM 10:29AM 07:39AM 07:59AM 10:49AM 11:00AM 11:10AM 11:20AM 11:40AM 12:0OPM I 12:20PM 12:40PM 01:OOPM 01:20PM 08:20AM 11:30AM 06:47AM 1 07:07AM 1 07:29AM 07:50AM I 08:11AM 08:32AM 08:40AM i 08:52AM 09:OOAM 09:20AM 09:40AM 11:50AM 12:10PM " 12:30PM 10:OOAM 1020AM 12:50PM 01:10PM 01:30PM 01:40PM Ej 01:50PM 02:OOPM 102:2OPM 02:5OPM 03:10PM 03:30PM 10:4OAM 09:11AM 11:OOAM 1 02:10PM 11:21AM 02:30PM 02:40PM !( 02:50PM 03:00PM 0320PM f 03:40PM it 11:41AM 12:02PM 09:31AM 09:51 AM 12:22PM 03:10PM 03:30PM 12:42PM 0:11AM 10:31AM 01:02PM 03:50PM li 01:22PM 01:42PM 07:09AM 07:29AM 07:51AM 08:12AM 10:51AM 11:11AM r 02:02PM 02:22PM i 11:32AM 08:33AM 11:52AM 02:42PM 03:03PM j 12:13P 08:54AM 1 09:14AM 09:31AM 12:33PM 03:23PM 03:43PM 12:53PM 09:51AM 10:11AM 10:31AM 01:13PM 04:03PM I I 01:33PM 01:53PM [10:51AM 11:12AM 02.13PM 02:33PM 11:32AM 11:53AM 02:53PM 03:16PM 12:13PM 12:34PM 12:54PM 01:15PM 1 01:35PM I 01:55PM 02:15PM 02:35PM 102:55PM I L03:16PM I 03:39PM 03:36PM 11 03:59PM 04:19PM I 03:56PM 11 04:16PM f If 04:39PM I http:/fwww.co.miami-dade. fl.us/transit/metrobus/rautesischedule.asp?R 1=WEEKDAY%... 11 /11/2003 MDT - Route Schedule • • • 03:50PMj 04:10PM 04:30PM 04:50PM 05:10PM 05:30PM 05:50PM 06:10PM 06:30PM 06:50PM 07:15PM 04:OOPM 04:10PM 04:20PM r 04:40PM 05:00PM 05:20PM 07:45PM1 [08:15PM 08:45PM 05:4OPM 06:OOPM 06:20PM 09:30PMj r10:20PM 06:40PM 07:OOPM 07:24PM 07:54PM 04:30PM 04:50PM 05:10PM 1 05:30PM 1 05:50PM 08:22PM 1 08:52PM 09:37PM 10:27PM 06:09PM 06:29PM 06:49PM 04:23PM 04:43PM 07:08PM 07:32PM 08:02PM 08:29PM 05:03PM 05:23PM 05:43PM 06:03PM 06:20PM l 08:59PM 1 09:44PM 10:34PM 06:40PM 07:OOPM 07:16PM 07:40PM 8:10PM 08:37PM 09:07PM 04:36PM 04:56PM 05:16PM 05:36PM 1 05:56PM 09:52PM 10:42PM 06:15PM 06:32PM 06:52PM 07:12PM 07:28PM 07:52PM a 08:21 PM 08:48PM 04:59PM 05:19PM 05:39PM 05:59PM 06:19PM 06:35PM 06:52PM 09:18PM 10:03PM [07:12PM 10:53PM 07:32PM 07:48PM 08:12PM 08:36PM 09:03PM 09:33PM 10:18PM 11:08PM CLOSE WINDOW http://www.co,miami-dade.fl.us/transit/metrobus/routes/schedule.asp?R1=WEEKDAY%... 11/11/2003 MDT - Route Schedule :rage 1 tii • ,1 1) E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY users (for deaflhard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.g0v ROUTE 16 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOUTH BOUND NE 167 St & 15 Ave Mall NE 125 St & 6 Ave NE 79 St & Biscayne Blvd NE 36 St & Biscayne Blvd Omni Metro Mover Bus Terminal CBD Bus Terminal 05:12AM 05:26AM 05:36AM 05:44AM 05:50AM 05:58AM' 05:32AM 1 05:46AM 05:56AM 06:07AM 06:14AM 06:23AM 05:42AM 06:OOAM € 06:11AM ' 06:22AM 06:29AM 06:38AM 06:02AM 06:20AM 06:31AM 06:42AM 1[ 06:49AM 06:58AM 106:19AM 06:37AM 06:48AM 07:OOAM 07:08AM 07:18AM 06:39AM 06:57AM 07:08AM 07:20AM 07:28AM 07:38AM 06:55AM 07:17AMJ 07:28AM [ 07:40AM 07:48AM 07:58AM 07:15AM 11 07:37AM 07:48AM 08:OOAM 08:08AM 08:18AM f 07:32AM 07:54AM 08:08AM 08:20AM 08:28AM 1108:38AME 07:52AM 108:14AM 08:28AM 08:40AM 1 08:48AM 08:58AM 08:10AM 1108:32AM 1 08:46AM 08:58AM 09:06AM 09:18AM 08:31AM 08:53AM 1 09:07AM 09:18AM j 09:26AM 109:38AM 08:53AM 09:15AM 09:27AM 09:38AM 1 09:46AM 09:58AM 09:15AM 1 09:35AM 1 09:47AM 09:58AM 1 10:06AM 1O:18AM1 09:35AM 09:55AM 10:07AM 10:18AM 10:26AM 1O:38AM 09:55AM 10:15AM 1 10:27AM 10:38AM 10:46AM 10:58AM 10:58AM 1 11:06AM 11:18AM 110:15AM 10:35AM 10:47AM 10:35AM 1 10:55AM 1 11:07AM 11:18AM 1 11:26AM 111:38AM1 10:54AM 11:15AM [ 11:27AM 11:38AM 11:46AM 11:58AM 11:14AM 11:35AM J 11:47AM 11:58AM 1 12:06PM 1 12:18PM 11:34AM 11:55AM 12:07PM 12:18PM 12:26PM 12:38PM 11:54AM 12:15PM 12:27PM 12:38PM 12:46PM 12:58PM 12:14PM L12:35PM 12:47PM 12:58PM I. 01:06PM [01:18PM 12:34PM ` 12:55PM 01:07PM 01:18PM 1 01:26PM 01:38PM 12:54PM 01:15PM 01:27PM 01:38PM 01:46PM 01:58PM 01:14PM 01:35PM 01:47PM 01:58PM 02:06PM 02:18PM 01:33PM 01:54PM 02:07PM 02:18PM 02:26PM 02:38PM 01:52PM 02:14PM 1 02:27PM t 02:38PM 02:46PM 02:58PM 02:12PM 02:34PM 02:47PM ' 02:58PM i 03:06PM 03:18PM 02:33PM 02:55PM 03:08PM 03:18PM 03:26PM 03:38PM I f 11 if Il Il II http:f/www.co.miarni-dade.fl.us/transitlmetrobusfroutes/schedule.asp?R1=WEEKDAY%.., 11/11/2003 MDT - Route Schedule rageLOCL 1 02:53PM � 03:15PM 1 03:28PM II 03:38PM ,i 03:46PM II03:58PM 04:18PM 03:13PM 03:33PM 03:54PM 04:14PM 04:34PM 04.54PM 05:14PM [05:35PM 03:35PM 03:55PM 1 04:16PM 05:55PM 06:30PM 07:06PM 04:36PM 04:56PM 107:37PM 08:09PM 05:16PM 05:36PM 09:29PM 1 03:48PM I 1 04:08PM 05:57PM 06:17PM 04:28PM 06:50PM 07:22PM 04:48PM 1 05:08PM L05:28PM 07:53PM 08:23PM 05:48PM 09:43PM 03:58PM 04:18PM 06:09PM I 06:29PM 07:02PM 07:32PM 04:38PM 04:58PM 05:18PM 05:38PM 1 08:03PM 08:33PM 09:53PM 05:58PM 06:19PM 06:39PM 04:06PM 04:26PM 04:46PM 1 07:11 PM 07:41 PM 05:06PM 05.26PM 05:46PM 06:06PM 08:12PM j 08:42PM 06:26PM 1 06:46PM 10:02PM 07:18PM 04:38PM [04:58PM1 [05:18PM 07:48PM I 08:19PM 05:38PM1 105:58PM1 08:49PM 0:09PM 06:18PM 06:38PM 06:58PM 07:28PM 07:58PM 08:28PM 08:58PM I10:18PM1 CLOSE WINDOW http://www.co.miami-dade.fl.us/transitlmetrobusirOuteslschedute.asp?R1=WEEKDAY%... 1 1/11/2003 • • • FDOT LOS TABLES MUATS INFORMATION • TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS` UNINTERRUPTED FLOW HIGHWAYS Lanes Divided Undivided 2 Divided 3 Divided Level of Service A B C D E 100 340 670 950 1,060 1,720 2,500 3,230 1,600 2.590 3,740 4,840 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D E 1 Undivided •• 220 720 860 890 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 Class II (2.00 to 4.50 signalized Intersections per mile) Level of Service A B C D E Lanes Divided I Undivided 2 Divided 3 Divided 4 Divided e. ele 460 .. 100 220 348 440 590 1,360 2,110 2,790 810 1,710 2,570 3,330 .44 eee 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mite and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A .• Level of Service B C •• 280 650 1,020 1,350 M. D 660 1,510 2,330 3,070 E 8I0 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A B C D E 1 Undivided 44 .. 270 720 780 2 Divided •. •• 650 1,580 1,660 3 Divided •• •. 1,000 2,390 2,490 4 Divided •' 1,350 3,130 3,250 FREEWAYS Interchange spacing> 2 mi. apart Level of Service Lanes A B C D E 2 1,270 2,110 2,940 3,530 3 1,970 3,260 4,550 5,530 4 2,660 4,410 6,150 7,350 5 3,360 5,560 7,760 9,440 6 4,050 6,710 9,360 11,390 Lanes Divided I Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City'Counry Roadways Level Of Service A B C D E •• •• «80 760 810 1,120 1,620 1,720 1,740 2,450 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D .• •• 250 530 •• •• 580 1,140 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.0450 httpJ/www11,myftcrida.cmn'planning; systcroslsm/lasrrdc£ault.htm E 660 1,320 02/22:02 Interchange spacing < 2 mi. apart Lanes A 2 1,130 3 1,780 4 2,340 5 3,080 6 3.730 Level of Sep, ice B C D 1,840 2,660 3,440 2,890 4,130 5,410 3,940 5,700 7,350 4,990 7,220 9,340 6.040 8.740 11.310 3,950 6,150 8.320 10,480 12,650 E 3.910 6,150 8,380 10,620 12.850 B1CYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84° 85.100% A B •• 130 160 380 170 210 >330 Level of Service C D E 720 >720 >210 gee PEDESTRIAN MODE (Note: Level of service for the pcdcstrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-491 50.84% 85-100% Sidewalk Coverage 0-84% 85.100% A e i 40 •. •_ •• 330 o. •• 52a 120 590 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Scrvlce A B C • >5 ?4 >6 >4 >3 D >3 >2 Level of Service B C D E 810 990 E >a >1 ARTERIALINON-STATE ROADWAY ADJUSTMENTS D1V1DED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes 1 Divided Yes 1 Undivided No Multi Undivided Yes Multi Undivided No ONE WAY FACILITIES Increase corresoondin¢ volume 201/4 Adjustment Factors +5% -2940 -5'a -25° 'T'h.s tiDk does na constitute a sundard and should be used only for general ptannmg applicartors. The computer models from which Chit sib€e is derived should be used for mare specific planning appticatiens. The table sad deriving computer models should not be used for corridor or intersection design. where more refined techniques Hiss. values shawls are hourly directional volumes fur levels of service a�truck n egrade thresholds c1therefore, cross afcomparisons nul3 be madcrtfor the om furthemsonl combining eels of smte of different modetn o one a. rat roadway trveofcr,t snat recommended. To conell so amnuaiaventedadwaffle hese. volumes muss be divided by ippropnare A and K factors. The tables lapin valve defaults and level of service cr=teria appear on the fallowing page. Calculations are based on ppedestrian andne icat modes Highway Capacity Manual, Bicycle L05 Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual. respectively far the ausosnobileTNc'e, bicycle. •'Canaot be achieved using ubie input salve defaults. ••'Not appiieable far that level of serstee Ic.,er grade. for automobileitrvct modes, volumes groaner than level ar service D became F bccause intersection capacities have been reached, For bicycle Lad pcdcstrian modes, the level of Service lent'. trade (including F) is not achievable, because Sheri is no rnaaimum vehicle volume thseatio d using table input value defaults. 97 • • • TABLE 4 - 7 ,-ONTINUED) GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS INPUT VALUE ASSUMPTIONS LININTEKKUPTED FLOW FACILITIES Freeways Highways ROADWAY ClIAKACATF1441a1CS Clot; HI aim IV Number of dircrti4441ti4hio330 lanes 2 - 6 2 .6 1 2 - 3 4sto3oi 4{4/ 0101 65 55 50 50 145c floo. 5p4o3 fruphl 70 60 55 $5 1.1.5544 rerrilcni letnnh Wit 1.5 0 Enicrchturge sp>ritn; per lurk 2.5 I Mohan -loll . r loll ham [anti I Ity5 Y y Tcmin (Of 1 4I % no pitsunc gone $0 1.131Ing 16.5 frtyl n TRAFFIC CHANACTEHAST ICS PlAnning anak55-14 how favor tK I 0 097 0091 0095 0.095 1.61t/sion4151155nborurn Woe 415 0.13 0 55 0.55 G 55 PM. how (toot trlItr) 095 0.95 0.925 6,923 105e cae5;2; T5T1145 1200 2 Wit 611 .441 / 0 I' 0 10,a1 4•111.I11),111 Gillsi 1)44) 1 OD 1 0 1.0 IN I E3(1111P TE/1 FLOW FACT I .I 1132.5. SOH* knrriAls Non -Arms 443a4 on5 5 Brc.cle Er4s5orto Ho, /WADI/0AV CIE A EtAii15:441S rics c14. 1 Clnr; 11 ChM ili Clot; V AlFlor (2 t5/Coun0. Other Sic...herd Clam. 11 I. C145111 44.4446144 of Joconmat /100.,/,h Lanai 2 - 1 2-1 2 - 3 4 1 3 - 3 2 - 1 I-2 2 roots 1.5210 45 SO 50 43 45 45 34 35 33 311 36 311 45 41 40 10 qwed .1" 113344 ouch! 511 55 55 SO 5U 50 40 431 35 33 53 35 5U 331 45 45 3(33,34 hte,pc fn net 1 n i n l' ; r n r r n rh.rn Le0 torn 10011 ft1VI r y Y y y r yy yY Y r v l'Arrd 5hoolricerInc50 It Lane c.yl 050..,/ llama, 140a .01th 10,1,w/ 1 1 1.41.44nKn1 /0/0.1/000 It/JAI i Sx.5.•55213. 1651 rt5US',y SoleorZto$4.45. 3.3,3,w 3 5ar.,11.10.o.ts SIJavaahDI0.01.4V101.0c00, barrier /04/1 41 01000:1/: 0/ 13,15 //01/_10.91 ikAtiic ctiAxAct vol.,' WS Ilanrong 0114I(14.1i 60I44 LICIINIKI 0 005 0 065 1.1 695 0 095 0 047; (((('45 41495 0 045 0 045 (1 045 0 045 11 045 0 I7,15 ((('45 0 045 0 vo 5 05195 131n4.4(loral Woribworn Coorr 11.31 0 55 U 55 11 53 0 55 U 55 ((55 0 55 11 51 0 55 4190 0 55 0)). 0 55 0 55 0 35 055 0 55 foot hour Licror WW1 0925 0.925 0923 0 921. 0925 0414 0925 0.925 0925 -0 615 1.1925 0 925 0.925 0921 0925 6975 0475 trot ttitartlson Flow inc Ira,01/1/11 1900 1900 MO 1000 1900 1900 1900 M(4) OW 1333333 I 900 M133 1020 1900 1960 1-A.6 1400 14r.tyy1/01041e35a14>01 20 2 0 20 2 0 2.0 2 0 1.1 2 0 2 G 1 5 1.5 t 5 1 5 4) 1 0 2 6 20 Itot41 apotturro bow 16 1 0 045 013 U 50i 0 95 0 95 0 IS 1192 092 6 9.7. 090 0 013 33 931 0 51$ 0 -, 0 511 l'a t 5- 0010 eni1050, NM ttn. 42 12 12 r 2 12 13 42 $2 12 I s 12 14 14 16 32 12 llot siun of tcovi•:c CONTROL ("41.41tACIENISTIC7i 5r44i444e14ed 011.1/0:1400 ffr nik 1 5 I 11 111 10 111 t 0 511 5 0 8 0 A 0 4411 10 10 1 6 50 Ar44,3142333, 1 14.1 5 3 4 4 4 4 4 4 4 4 4 1 3 .4 4 s.v.i in.: i 4,1,11 a a a . . + I, . s 4 1 5. -1 Cr/A.,/ haneilt 44.1 120 120 1211 126 126 120 126 1211 126 120 1211 121.1 IA 120 120 00 r 20 1 11,11,e VO,..11./.1WCI 61-1 0 11 11 44 fl 11 1111 1111 15 44 011 0 44 11 41 0 44 0 44 011 1/11 0 .11 0 13 43 4.1 LEVEL OF SERVICE THRESHOLDS I rrto IllOwsys State 121315-554r Atitrials hloo-Soli 14ot4on55. 4(,,0, Nrd.iriat/ Hut 1.05c1 of 14445ir44 (146. III N9504 Clair 4/c IV Nosily Too-Lanc % ffS 151o10 v/c soc Dcroity Cltir 1 ATS Cho E ATS C1:14, III ATS Cliii IV ATS 151.519 Coy;Couruy A TS Otho S4:othicd Conuoi 17.7145 SCII,IC S,Ore BOW. NI. 1. ok ‹ to.? ..., it <0 20 .411 >0917 40 211 4 11 > 42 wen, > 35 widt > In mph > 30.05ith > 25 mph > 55 mid, -4 10 r333; 3.- 1.5 -... (1 > b A ILI 4 Ill L. 1.1 17 •'• 171 >1.1%.4.5 <1147 < 111 1.)-) mph > 2.16Th > 19 mph > .251 mph , 20 5,, f 2 5 ...: 2 5 >4 El (' 5 }I ,1124 • :01 ',ON/ t. 7.45 , 0 750 .5 1.1.1,K .. 2n > 21 nivn ., 22 roph 2-50 4,41 4. 4 , 22 with t 7155'0 4 3 5 1. .1 5 .4) 0 40 • 15 . 0 AN - 35 . 6607 .113 /113 < 35 . 2 t mph .:. 17 mph > 14 /// /2. E . 10 > 31 or it 4 55 o..4 4. 4 5 , .3 5 1 2 44 . 45 no 1613 <1165 4 .11I > lir ruph > 13 with < i i ,,Th , , > 10 me!, . 7 343p13 3.. 13 mph , h1/ .,2- •/5 5 •-, S 5 -55 ,. 1' 11 r , 1 > 1 GI • 45 > 33 , 1 60 > 1 Inl < > 45 • 11561 >1 00 > 41 4 II, Tel. ..,. to mph • ? o/i/1/ //' 15 011/1i ., N1/ .a/: 1 S 5 < 3 ...-...--5 154:9ria4114Capaeit y :0 ITS - Percent free Flow Speed ATS Average F avel Speed 0701,07. • • Florida's LOS Standards Applicability of Standards 6.1 Table 6-1 STATEWIDE MINIMUM LEVEL OF SERVICE STANDARDS FOR THE STATE HIGHWAY SYSTEM'. Rural Areas Transitioning Urbanized Areas', Urban Areas', or Cornmunitiess Urbanized Areas° under 500,000 Urbanized Areas over 500,000 Roadways Parallel to Exclusive Transit Facilities' Inside Transportation Concurrency Management Areas3 Constrained' and Bacidoggedi0 Roadways Intrastate" Limited Access Highway (Freeway) z B C C(D) D(E) D(E) D(E) Maintain's Controlled Access Highway/3 B C C D E E Maintain OTHER STATE ROAD5" Other Multilane a C I D A E '" Maintain Two -Lane j C C 0 I D E • Maintain Level of service standards inside of parentheses apply to general use lanes only when exclusive through lanes exist. 1. The indicated levels of service designate lowest quality operations for the 10014 highest volume hour of the year in the predominant traffic flow direction from the present through a 20-year planning horizon. The 100`" highest hour approximates the typical peak hour during the peak season. Definitions and measurement criteria used for minimum level of service standards are based on the most recent updates of the Transportation Research Board Highway Capacity Manual "Special Report 209". Ali level of service evaluations are to be based on "Special Report 209," or a methodology which has been accepted by FDOT as having comparable reliability. 2. Rural areas are areas not included in a transportation concurrency management area, an urbanized area. a transitioning urbanized area, an urban area or a community. 3. Transitioning urbanized areas are the areas outside urbanized areas, but within the MPO Planning Boundaries. These areas are planned to be included within the urbanized areas within the next 20 years. 4. Urban Areas are places with a population of at least 5,000 and are not included in urbanized areas. The applicable boundary encompasses the 1990 urban area as well as the surrounding geographical area as agreed upon by FDOT, local government, and Federal Highway Administration (FHWA). The boundaries are commonly called FHWA Urban Area Boundaries and include areas expected to have medium density development before the next decennial census. 5. Communities are incorporated places outside urban and urbanized areas, or unincorporated developed areas having 500 population or more identified by local governments in their local government comprehensive plans and located outside of urban or urbanized areas. 6. Urbanized areas are the 1990 urbanized areas designated by the U.S. Bureau of Census as well as the surrounding geographical areas as agreed upon by the FDOT, Metropolitan Planning Organization (MPO), and Federal Highway Administration (FHWA), commonly caned FHWA Urbanized Area Boundaries. The over or under 500,000 classifications distinguish urbanized areas with a population over or under 500,000 based on the 1990 U.S. Census. 7. Roadways parallel to exclusive transit facilities are roads generally parallel to and within one-half mile of a physically separated rail or roadway lane reserved for multi -passenger use by rail cars or buses serving large volumes of home/work trips during peak travel hours. Exclusive transit facilities do not include downtown people movers, or high occupancy vehicle lanes unless physically separated from other travel lanes. 8 Transportation Concurrency Management Areas are geographically compact areas designated in local government comprehensive plans where intensive development exists or is planned in a manner that will ensure an adequate level of mobility and further the achievement of identified important state planning goals and policies, including discouraging the proliferation of urban sprawl, encouraging the revitalization of existing Nov 2002 FDOT Quality/Level of Service Handbook 129 • • • TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS' UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided A 130 1,940 2.900 Level of Service B C D 620 1,210 1,720 3,140 4,540 5.870 4,700 6,800 8.8.10 E 2,370 6,670 10.010 STATE TWO-WAY ARTERIALS Ci3ss 1 (>0.00 to 1.99 signalized intersections per mile) Level of 3er:icc Lanes Divided A 13 C D 2 Undivided •• 400 1,310 1,560 4 Divided 460 2,750 3,300 3,390 6 Divided 700 4,240 4,950 5,080 8 Divided 890 5,510 6,284 6,440 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A S C t3 2 Undivided •• 180 1,070 1,460 4 Divided 390 2,470 3,110 6 Divided • 620 3,830 4,680 8 Divided • 800 5,060 6,060 0 1,610 E 1,550 3,270 4,920 6,360 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized arca over 750,400) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A irk 4,11 Lcvcl of Scry B C •• 500 1,180 1,850 2,450 .• ce 13 E 1,200 1,470 2,750 3,120 4,244 4,690 5,580 6,060 Class IV (mare than 4.5 signalized intersections per mile and within primary city central business district of an urbanized arca over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A B Lcvcl of Service C D 490 1,310 1,170 2.880 1,810 4,350 2,460 5,690 E 1,420 3,010 4,520 5,910 Interchange spacing> 2 mi. apart Lanes 4 6 8 10 12 A 2,310 3,580 4,840 6,110 7,360 FREEWAYS Level of Service B C 3,840 5,930 8,020 10,110 12,200 5,350 8.270 11,180 14,110 17,020 D 6.510 10,050 13.600 17,160 20,710 Interchange spacing < 2 mi. apart Levc1 of Service Lanes A B C D 4 2,050 3,350 4,840 6,250 6 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,950 12 6,780 10,980 15,890 20.560 E 7.240 11,180 15,130 19,050 23.000 E 7,110 11,180 15,240 19,310 23,360 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C 2 Undivided •• •• 870 4 Divided •• •• 2,030 6 Divided •• •• 3,170 D E 1,390 1,480 2,950 3,120 4,450 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A B C D E 2 Undivided 4 Divided •• •• 450 950 1,200 •• •• 1.050 2,070 2.400 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0.495'a 50.84% 85-100% Level of Service A 13 C D 1,310 >390 300 240 680 310 390 >630 E >1,310 PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 niph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Lcvcl of Service Sidewalk Coverage A B C D E 0-49% •. •• •. 600 1,480 50-84% •• •• •• 940 1.500 85.10056 •• 210 1,030 >1,080 " • BUS MODE (Scheduled Fixed Route) (Buses per hour) j'are; Buses per hour shown are only for the peak hour in the single direction of higher traffic Row Lcvcl of -Service Sidewalk Coverage A l3 C 12 0-84% .. >5 >4 >3 85.100% >6 >4 >3 >2 E >2 >1 0212 2;02 Lanes 2 2 ASu[ti Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (after corresponding volume by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Ycs +5% Undivided No -20% Undivided Ycs •5% Undivided No -25% Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 hrtp://www 1 I.myflorida.com(planning/systems/smllosidcfaulchtm •This table does not mnsttode a standard and should be used anlr for am.' pinnams apphrations. The computer models from which this rabic is derived should be used for mare specif;c planning applications. The labia and deriving computer model: should not be used for earidor oe inurscctian design, where more reined techniques exist. Values shown are hourly two-way volume, for %eveis of service and au for the auromobr:e,rnck modes unless specifically staled. Lett' of .,ice letter grade thresholds arc probably not comparable across modes and, therefore, crass model comparisons should be mode with caution. Furthermore, combining levels of service of ddttrerd modes into one ovcrell roadway tevct of service is not recommended. To convert io annual avenge daily toxic volumes, these volumes must be divided by an appropriate -I; fuser. The tables input value defaults and level of service cri:era appear on rho following page. Calculations are based o, plannin ng harplus moautlr erns of the Highway Capacity Manual. Bicycle L05 Mode'. Pedestrian LO5 Model and Transit Capacity and Quality of Service Manual, respectively tar the a;nomoble'ssuce, bicycle, pc "Cannot be achieved usmq sable input value defaults. •••Not applicable far that tevet of service Inner grade. For autamobitcttuek faum des. •als, greater than level of senior t7 become F because intersection capacities have been reached. Far bicycle and p•deunan modes, the level e f arrvtaa I,Dn trade (tnsludtnq F) is nut achwritio, btaawa !here is no maximum vehicle valutne thrushuld weft 'ibis input reluc defsu[ta. ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent one directional volume for onc•way facilities. 91 TABLE.4 - 4 %continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS UM N11: RR U r1111 F1.OW FA(: I3-319 F_C Frye.. is €Itch es ass 4441A1315AV (•IIAR At Al 141( F I('S . Nurn)rr thresh tan es 4•12 4-12 2 4-6 of Vented 1mph) 65 55 50 speed flow Int),hl 10 N0 55 5550 tree speed /taste 1cn1•Ih In 1,5 0 screw leteo 1>nut. ens nude 2 5 s),>s per 31oJ+an 1n,y) n Y /zit lanes In. Y Y turn lcmin Ir.l) 1 € 1 1 5c root 0 no passtnF fasslnElollsa fn,y) 1€ DC CIIARACY1.R151ICS TRAI planning hnut twat 103 0.097 0(9)3 0099 .095 0.0 analysis d:srrihusion factor (113 0.55 0.55 0.55 5 3},o,.inml hour fat€o, 111141 0.95 095 0925 0.925 re1l Ipetphr! 1700 2100 floc. cvittty 6.0 4.0 10 2.0 Iica<y vciret4c retcreu local a.Tutlm<n1 cu.` n':N 1.210 i.0 1.0 toy 11.num. l r.,1r 1-500. e-nti.......-.. Nnes.5 east flrad*1ers !Cock redrurisn Bus 5Ie1e Arterial: Alelor Ci 2 ,7Counes. 4 • 6 Other S-.gnaltrrd ClemII C"le.s II HOAI11VAY CIIARAC10RIS1-ICS Class F Clan II Class Ili Clots'-• 8 2.4 Nunhslt oflhrou•Ih lanes 2 4.6 8 2 4-6 A 2 4-o A 2 4-6 30 45 45 40 40 pnstcd�cd lnlrh) 45 50 50 45 d5 45 13 73 15 30 10 5n 0 es 45 Tree 00u0 (null 50 55 53 50 50 50 4040 40 ^5 35t .3-5 1 Y spec.( 0 r r n r r n I 1 Meeker; op eve In nl.rl 1 eft stun lanes ln-vl Y Y Y Y - Y Y Y Y e Y Y Y -_..y_ Y y n,5(Y,:,� n Paved Ticvcic Lurk in., I 1 t simuld>r 1lusslin land w;d+h 0.1.w1 1 n.y 1'aremote condssion 141 J) S01,411.111.1.1 n,505:,y S1dc,. slurnrdway scpalulnm la+ e 1 n Ski,.alldtwdwar ,�xrlacn.c hred al n.yl 0,14c1. to buss€ryr11-y1 0 0095 1-RAI FIC CIIARACT} 1((511CS (1.(195 0.55 0195 l'l3nnIng4113l21s11.1104lf401e..lh3 0 093 0095 0.(195 0093 0095 0015 0.095 0.095 0095 0095 01e15 0095 0095 .n95 3155 0.55 0.55_ 1)Irctuonal desert/mein, factorll)1 055 053 0.55 0.55 055 055 0.55 0.55 055 055 0.55 0.55 (355 (1925 0.925 0925 0925 (1925 rtal hnur fasitonpiLt 0925 0925 0.925 0925 0.925 0925 0975 0.925 0.925 0925 0925 0.925 1900 190(1 I5 1900 10 (900 20 1900 20 tines pale 1903'hr13 1900 1400 1'100 1900 1900 1900 1900 19110 1110(1 1900 39(01 1916 1 Ila,e saluratinn € lla.y*rhec€n percrm 20 20 2.0 2.0 20 20 1.3 1-5 1.5 1.5 15 0.92 €.5 090 1.5 098 0 93 095 001 0.9te -Incautjvslntrn€ lo<t<r1 1 0 1 0 0.93 098 0 93 0 95 095 095 0.92 0.92 €2 12 14 14 (6 12 12 ",: lures fmn, <sci,urc Ivm I'sn<t IT 12 12 12 12 12 1 2 12 12 12 tS Ills span of scrvot (051RE14.CIiARAC14141S3ICS _,. 10 5.0 --42. 30 ! 0 N0 �0 ?.0 _ _-.. t41 5.0 5.0 N4 AO '0 ?0 4 140aie to/ Ineeescoseue4 per node 1.5 1.0 4 4 3 4 4 44 d 4 5 J I<l Se1nall,l+e fa,1.1) ! a 3 1 5 a 4 1 a 1 4 L $ 1 4 1 170 1241 s s 1 a 1 1211 120 120 110 170 (-rr lcirn1lhl(l _ 120 120 120 120 110 120 - t20 120 120 120 044 4.44 0.44 (14€ 041 0.11 044 044 ._'-....nye 1.Isrs n.-r s-r<rn oho {�'(-€ 4144 044 0.44 E144 04.( 044 044 044 (s44 rr.rr�rc� Hite, ars asai a 4:.4..4 0.r4- .>*Ja. s ......-. . - Stele Two -Wes Arlrreats ---- - __-- - Nnn-Ssste Rned,.srs 1liorrle Ardcslrien Rua (.evo€ of trct:wers C 1a . III 4fast 1V l,ratone !: FFS hsvhdane sek E7ensily Class 1 ATS Class II ATS Class I€1 ATS C14511V ATS Mans COy7Clsnnty ATS 01he1 Signalized Cnntrtel Ik1ay Scorn Scorn Ruses per hr, v7t ]k(ns(y <1.5 < 2.5 >6 >4 Saralee A plc .4057 Ilcnsety <IF 5024 5II . >P917 40.29 511 >42 n3s a)5nlph >30 ueph a25 mph >(9 >53 mph >21t ,oph < 10 sec 520 see < 1.5 1.2.5 11 <-0.53 <€A < 041 <I3 >0. 815 <0.47 <kA 5.34 mph >2N roph >24 mph nlrh > € 3 > 22 mph c 35 nes < ).5 < 3.5 > 3 {' <074063 �20 < 0 63 < 76 > 0.750 < < 26 > 21 nTh > 22 mph > 1K mph mph a9n1 >17 u1p11 <55 sec . <45 545 '2 i3 <av0 •. S< 50F6 • 35 >Of•L1 40 KK •. tl .. al >11 mph >I6lI >I7 eons >1?n€ph > 14 mph =10 mS+h_ r1s >7€nplu >kl n,plu <NO sec -:5-5 ,55 >1 <11K€ <a5€[al .45 .n 5)7 �I1t(1 -, < 13 < 10 mph. < 7 mph < 113 a<es > 311 see �5i ,s5te, cl --- } I ip(t r 45 > 1 1x1 • 45 .- 0 531 > I (NI 41 c 16 mph neigh ...... vie - to ( al,;€Yily I(:Ili13 9t. ]'hS - i'crctrll Free flow Speed AIS=-A tacc•1 Sl)cc(1 • • • ORIGIN ZONE Miami -Dade 1999 Validation Distribution Report DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS l TOTAL NNE ENE ESE SSE SSW WSW NW NNW 541 TRIPS 1140 597 373 146 1626 3346 2875 2414 12517 PERCENT 9.11 4.77 2.98 1.17 12.99 26.73 22.97 19.29 542 TRIPS 117 87 53 46/ 126 325 282 243 1279 PERCENT 9.15 6.80 4.14 3.60 9.85 25.41 22.05 19.00 543 TRIPS 107 58 40 74 100 279 215 202 1075 PERCENT 9.95 5.40 3.72 6.88 9.30 25.95 24.00 18.79 544 TRIPS 614 331 329 371 406 1445 1177 1096 5759 PERCENT 10.64 5.74 5.70 6.43 7.04 25.05 20.40 19.00 545 TRIPS 172 121 106 136 131 408 336 275 1685 PERCENT 10.21 7.18 6.29 8.07 7.77 24.21 19.94 15.32 546 TRIPS 387 199 257 205 181 703 602 533 3067 PERCENT 12.62 6.49 8.38 6.63 5.90 22.92 19.63 17.38 547 TRIPS 10167 78 40 60 197 146 164 853 PERCENT 11.84 7.85 9.14 4.69 7.03 23.09 17.12 19.23 548 TRIPS 678 493 507 329 432 1460 1074 1238 6211 PERCENT 10.92 7.94 8.16 5.30 6.96 23.51 17.29 19.93 549 TRIPS 1226 941 628 600 598 2607 1947 2104 10651 PERCENT 11.51 8.83 5.90 5.63 5.61 24.48 18.28.19.75 550 TRIPS 190 105 95 95 91 409 332 323 1640 PERCENT 11.59 6.40 5.79 5.79 5.55 24.94 20.24 19.70 551 TRIPS 825 571 595 608 472 1995 1676 1371 8113 PERCENT 10.17 7.04 7.33 7.49 5.82 24.59 20.66 16.94 552 TRIPS 381 174 210 260 244 920 735 659 3583 PERCENT 10.63 4.86 5.85 7.25 6.81 25.68 20.51 18.39 553 TRIPS 198 116 81 135 146 493 450 423 2042 PERCENT 9.70 5.68 3.97 6.61 7.15 24.14 22.04 20.71 554 TRIPS 696 489 313 300 455 1522 1387 1454 6616 PERCENT 10.52 7.39 4.73 4.53 6.88 23.00 20.96 21.98 555 TRIPS 1096 477 310 129 1168 2579 2385 2028 10172 PERCENT 14.77 4.69 3.05 1.27 11.48 25.35 23.45 19.94 -39- 12/31/01 >717/04 Transport Analysis Professionals, Inc. Database: f:\tsheet\billing\invoice.dbf UPPER("9324") $ UPPER(INtT NUMBER) Page 1 :nvoice Job lumber No. Code Status 9324 I 2169 • •